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Home My WebLink About1958 KELLOGG AVE; ; CBC2018-0402; Permit(btyof Carlsbad I; --Commercial Permit Print Date: 06/06/2019 Permit No: CBC2018-0402 Job Address: 1958 Kellogg Ave Permit Type: BLDG-Commercial Work Class: Tenant Improvement Status: Closed - Finaled Parcel No: 2120920100 Lot U: . Applied: 07/24/2018 Valuation: $1,498,226.00 Reference U: Issued: 10/15/2018 Occupancy Group: B/Fl/Si Construction Type: VB Permit Finaled: U Dwelling Units: Bathrooms: Inspector: AKrog Bedrooms: Orig. Plan Check U: Final Plan Check U: Inspection: 6/6/2019 7:45:11AM Project Title: Description: STEROGENE, 15,692 SF TI (MEZZ REMOVED FROM SCOPE) Applicant: CRB BUILDERS LLC 3207 Grey Hawk Ct, 150 Carlsbad, CA 92010-6651 314-997-1515 BUILDING PERMIT FEE ($2000+) $4,527.01 BUILDING PLAN CHECK FEE (BLDG) $3,168.91 ELECTRICAL BLDG COMMERCIAL NEW/ADDITION/REMODEL $1,510.00 FIRE F Occupancies TI $609.00 FIRE Haz Mat Storage Chem Class <10 Chemicals $470.00 GREEN BUILDING STANDARDS PLAN CHECK & INSPECTION $170.00 MECHANICAL BLDG COMMERCIAL NEW/ADDITION/REMODEL $178.00 PUBLIC FACILITIES FEES - outside CFD I $22,674.46 REFUND $25,679.26 5B1473 GREEN BUILDING STATE STANDARDS FEE $60.00 SEWER CONNECTION FEE (General Capacity all areas) ' $3,004.80 STRONG MOTION-COMMERCIAL $419.50 Total Fees: $62,470.94 / Total Payments To Date: $36,791.68 Balance Due: $25,679.26 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 oth&wise expired. 1635 Faraday Avenue, Carlsbad, CA 92008-7314 1 760-602-2700 1 760-602-8560 f I www.carlsbadca.gov THE FOLLOWING APPROVALS REQUIRED PRIOR TO PERMIT ISSUANCE: DPLANNING [--]ENGINEERING DBUILDING DFIRE DHEALTH DHAZMATIAPCD Building Permit Application Plan Check No. CiC C.. Lo (6 90 Z CC • of 1635 Faraday Ave., Carlsbad, CA 92008 t. Value f, c4 q — C City Ph: 760-602-2719 Fax: 760-602-8558 I I Plan Ck. DeposIt email: building@cailsbadca.gov Date www.carlsbadca.gov JOB ADDRESS 1958 KELLOGG AVE SUJTE#/SPACE#/UNITC NIA I APN 212 -, 092 - 01 - 00 CT/PROJECT A LOT A PHASE U U OF UNITE U BATHROOMS TENANT BUSINESS NAME I CONSTR. TYPE 0CC. GROUP 37 J#BEDROOMS N!A 7 I STEROGENE V-B I F4 DESCRIPTION OF WORK: Include Square Feet of Affected Area(s) INTERIOR IMPROVEMENTS TO EXISTING CONCRETE TILT-UP BUILDING WITH 45,775 SF GROSS AREA TO PROVIDE LAB, OFFICE, MANUFACTURING AND WAREHOUSPACE FORA BIOREAGENTS MANUFACTURING AND. R&D OPERATIONSEGONDFL6OR-ADDITI9NS (4,02-SF MID406-GF), BUT NO WORK ON EXISTING 2ND FLOOR. EXISTING USE PROPOSED USE GARAGE (SF) PATIOS (SF) DECKS (SF) FIREPLACE AIR CONDITIONING FIRE SPRINKLERS MANUFACTURING MANUFACTURING 0 0 1 0 1 YESD. NOI.ZI YESjNQD YESN0 APPLICANT NAME CRB ENGINEERS, INC PROPERTY OWNER NAME VRS INTERNATIONAL, LLC Primary Contac ADDRESS ADDRESS 3207 GREY HAWK COURT SUITE 150 1958 KELLOGG AVE CITY STATE ZIP CITY STATE ZIP CARLSBAD CA 92010 CARLSBAD CA 92008 PHONE FAX PHONE FAX 760496-3714 760-929-0455 EMAIL EMAIL rob.swenson@crbusa.com malston@sterogene.com DESIGN PROFESSIONAL TAPATI BOSE COIRACTOI1 BUS. NAME CRB BUILDERS, LLC ADDRESS 3207 GREY HAWK COURT SUITE 150 ADDRESS 701 EMERSON RD SUITE 500 CITY STATE ZIP CITY STATE ZIP CARLSBAD CA 92010 ST LOUIS MO 63141 PHONE FAX PHONE FAX 760496-3714 314-997-1515 EMAIL EMAIL tapati.bose@crbusa.com rami.barghout@crbusa.com STATE UC. U STATE UC.# CLASS CITY BUS. UC.# C-34751 994508 BL0S002827-03-2018 (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permIt to construct, alter, Improve, demolish or repair any structure, prior to Its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law (ChapterS, commending with SectIon 7000 of Division 3 of the Business and Professions Code} or that he Is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500)). Workers' Compensation Declaration: I hereby affirm under penally of pequr/ one of the following declarstions I have and will maintain a certificate of consent to self.lnsure fOr workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. I have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance canter and policy number are: Insurance Co. NATIONAL UNION FIRE INS. CO. Policy No. WCO31S2I82I Expiration Date 0111111019 Is section need not be completed if the permit is for one hundred dollars ($100) or less. Certificate of Exemption: I certify that In the performance of the work fOr which this permit is Issued, I shall not employ any person In any manner so as to become subject to the Workers' Compensation Laws of California. WARNING: Failure to secure workers' compensation coverage Is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars (&100,000), In addition to the cast of compensation, dam!Les as provided for In Sojjlon 370.teJ,s4ode,4ntsrest.and.a0rney's fees. CONTRACTOR SIGNATURE <,,,,.,....) AGENT DATE I ® eQO,®j ®?O® I I hereby affirm that I am exempt from Contractor's License Law for the following reason: [J I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure Is not Intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). El l. as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Cede: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). [J lam exempt under Section Business and Professions Code for this reason: 1.1 personally plan to provide the major labor and materials for construction of the proposed property improvement []Yes I:INo 2.l (have ! have not) signed an application for a building permit for the proposed work. 3.1 have contracted with the following person (fins) to provide the proposed coOstruction (include name address! phone Icontractois' license number): 4.1 plan to provide portions of the walk, but I have hired the following person to coordinate, supervise and provide the major work (include name! address! phone! contractors' license number): 5.1 will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (Include name! address! phone! type of work): 5PROPER1Y OWNER SIGNATURE []AGENT DATE J ®?& I?alO @00W P®ID W® @3O0@W7O Q9ol30oa1e W018 ®W1S? I Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or flak management and prevention program under Sections 25505.25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? 39 Yes 0 No lathe applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? DYes XNo Is the facility to be constructed within 1,000 18at of the outer boundary of a school site? DYes RNo IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. I 000 M1390000 @130(3S? . . I hereby affirm that there Is a construction lending agency for the performance of the work this permit Is issued.(Sec. 3097 (I) Civil Code). Lender's Name COMERICA BANK Lenders Address 333 W SANTA CLARA ST SAN JOSE, CA 95113 oii @00O0 - - IceiU,thatIhave read the application and state thatthe above InfonnalIenlaconectand thatthe Information on the planebaccurate. Iaglaetecomplywith all Cityordinan and State laws reNngtebuiIdlngcoIwbuctIorL I hereby authorice repnesentallive of th Cityof Carisbad to enter upon the above mentioned properly for Inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA. An OSHA permit is required for excavations over 50' deep and demolition or construction of structures over 3 stories in height. EXPIRATION: Every permit issued by the Building Official under the provisions of thisCode shall expire by limitation and become null and void if the building orrk authorized by such permit is not commenced within 180 days from the date ofsuch pennftorthebungorworkauthoifr.bpennftIssuspendedorabandonedatanytimeaflerthewoikiocemmoncedftra peltodof 180 days (Section 106.4.4 Uniform Building Code). .APPUCANT'S SIGNATURE DATE 0-4 Permit Type: BLDG-Commercial Application Date: 07/24/2018 Owner: 1 Work Class: Tenant Improvement Issue Date: 10/15/2018 Subdivision: CARLSBAD TCT#81-46 UNlT#02 Status: Closed - Finaled Expiration Date: 11/12/2019 Address: 1958 Kellogg Ave Carlsbad, CA 92008-6581 IVR Number: 12733 Scheduled Actual Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete Date Start Date Checklist Item COMMENTS Passed BLDG-Building Deficiency No BLDG-Plumbing Final No BLDG-Mechanical Final No BLDG-Structural Final No BLDG-Electrical Final No 0511412019 05114/2019 BLDG-Final 091768.2019 Failed Andy Krogh Reinspection Complete tnspection Checklist Item COMMENTS Passed BLDG-Building Deficiency See corrections photo No BLDG-Plumbing Final No BLDG-Mechanical Final No BLDG-Structural Final . No BLDG-Electrical Final No BLDG-Fire Final 088970-2019 Passed Felix Salcedo Complete Checklist Item COMMENTS Passed FIRE- Building Final Notes on building permit. No Checklist Item COMMENTS Passed FIRE- Building Final Yes 0511612019 0511612019 BLDG-Final 092007-2019 Partial Pass Andy Krogh Reinspection Incomplete Inspection Checklist Item COMMENTS Passed BLDG-Building Deficiency TCO Ok, final pending close out paperwork No BLDG-Plumbing Final Yes BLDG-Mechanical Final Yes BLDG-Structural Final Yes BLDG-Electrical Final Yes 06/06/2019 BLDG-Fire Final 080921-2019 Scheduled Cindy Wong Incomplete Checklist Item COMMENTS Passed FIRE- Building Final . No June 06, 2019 Page 7 of 7 Permit Type: BLDG-Commercial Application Date: 07/24/2018 Owner: Work Class: Tenant Improvement Issue Date: 10/15/2018 Subdivision: CARLSBAD TCT#8146 UNIT#02 Status: Closed - Finaled Expiration Date: 11/12/2019 Address: 1958 Kellogg Ave Carlsbad, CA 92008-6581 IVR Number: 12733 Scheduled Actual Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete Date Start Date 0311912019 0311912019 BLDG-24 086488-2019 Partial Pass Andy Krogh Reinspection Incomplete RoughlTopout Checklist Item COMMENTS Passed BLDG-Building Deficiency BLDG-Building Deficiency 0312612019 0312612019 BLDG-85 T-Bar, 086921-2019 Ceiling Grids, Overhead Checklist Item Ned gas tests to 150p5i as noted on card As noted on plans Partial Pass Andy Krogh COMMENTS Yes Yes Reinspection Incomplete Passed BLDG-Building Deficiency BLDG-14 Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout BLDG-34 Rough Electrical BLDG-44 Rough-Ducts-Dampers 0410112019 0410112019 BLDG-23 087516-2019 GaslTestlRepalrs Checklist Item As noted on plans, partial, and per fire" Yes leave tiles out for visual inspection as informed to contractor Yes Yes Yes Yes Cancelled Andy Krogh Reinspection COMMENTS Passed Complete BLDG-Building Deficiency Gaslines above roof to be relocated below roof, gas test Ok with existing lines 0410212019 0410212019 BLDG-23 087750-2019 Passed Andy Krogh GaslTestlRepairs Checklist Item COMMENTS No Complete Passed BLDG-Building Deficiency 0411212019 0411212019 BLDG-85 T-Bar, 088774-2019 Ceiling Grids, Overhead Checklist Item Relocated plumbing above roof with gas Yes test Ok. Passed Andy Krogh COMMENTS Passed Complete BLDG-Building Deficiency As noted on plans, partial, and per fire" Yes leave tiles out for visual inspection as informed to contractor BLDG-14 Yes Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout Yes BLDG-34 Rough Electrical Yes BLDG-44 Yes Rough-Ducts-Dampers 0510912019 0510912019 BLDG-Final 091336-2019 Cancelled Andy Krogh Reinspection Complete Inspection June 06, 2019 Page 6 of 7 Permit Type: BLDG-Commercial Application Date: 07/24/2018 Owner: Work Class: Tenant Improvement Issue Date: 10/15/2018 Subdivision: CARLSBAD TCT#81-46 UNlT#02 Status: Closed - Finaled Expiration Date: 11/12/2019 Address: 1958 Kellogg Ave Carlsbad, CA 92008-6581 IVR Number: 12733 Scheduled Date Actual Start Date Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete Checklist Item COMMENTS Passed BLDG-14 Yes Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout Yes BLDG-34 Rough Electrical Yes BLDG-44 Yes Rough-Ducts-Dampers 0212612019 0212512019 BLDG-17 Interior 084508.2019 Partial Pass Andy Krogh Reinspection Incomplete Lath/Drywall ) Checklist Item COMMENTS Passed BLDG-Building Deficiency Partial office walls, and as noted on plans Yes 0212712019 0212712019 BLDG-17 Interior 084695-2019 Passed Andy Krogh Complete Lath/Drywall 0310412019 0310412019 BLDG-23 085074.2019 Failed Andy Krogh Reinspection Complete Gas/Test/Repairs Checklist Item COMMENTS Passed BLDG-Building Deficiency Gaslines above roof to be relocated below No roof, gas test Ok with existing lines 0310512019 03105/2019 BLDG-91 085321-2019 Passed Andy Krogh Complete Complaints Inspection Checklist Item' COMMENTS Passed BLDG-Building Deficiency Rooftop equipment discussion on gas and Yes condensation pipes 03/08/2019 03/05/2019 BLDG-Fire Final 084411.2019 Cancelled Cindy Wong Reinspection Complete Checklist Item COMMENTS Passed FIRE- Building Final No 03/11/2019 0311112019 BLDG-91 085668-2019 Failed Andy Krogh Reinspection Complete Complaints Inspection Checklist Item COMMENTS Passed BLDG-Building Deficiency Roof walk for gas and drain changes, No contractor to revise plans for review and recall for inspection 0311312019 0311312019 BLDG-91 085932.2019 Passed Andy Krogh Complete Complaints Inspection Checklist Item COMMENTS Passed BLDG-Building Deficiency Roof walk for gas and drain changes, Yes contractor to revise plans for review and recall for inspection June 06, 2019 Page of 7 Permit Type: BLDG-Commercial Application Date: 07I24I208 Owner: Work Class: Tenant Improvement Issue Date: 10/15/2018 Subdivision: CARLSBAD TCT#81-46 UNIT#02 Status: Closed - Finaled Expiration Date: 11/12/2019 Address: 1958 Kellogg Ave Carlsbad, CA 92008-6581 lVR Number: 12733 Scheduled Actual Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete Date Start Date Checklist Item COMMENTS Passed BLDG-Building Deficiency Roof attachment curbs Yes BLDG-Building Deficiency As noted on card Yes 0111712019 0111712019 BLDG-14 081503.2019 Partial Pass Andy Krogh Reinspection Incomplete FramelSteellBoltlngl / Welding (Decks) Checklist Item COMMENTS Passed BLDG-Buildinb Deficiency As noted on card Yes BLDG-Building Deficiency Roof attachment curbs Yes 0112412019 0112412019 BLDG-14 082022-2019 Partial Pass Andy Krogh Reinspection Incomplete Frame/Steel/Bolting/ Welding (Decks) - Checklist Item COMMENTS Passed BLDG-Building Deficiency As noted on card Yes BLDG-Building Deficiency Roof attachment curbs Yes 0112912019 01129/2019 BLDG-17 Interior 082446-2019 Partial Pass Andy Krogh Reinspection Incomplete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency Partial office walls, and as noted on plans Yes 02/04/2019 0210412019 BLDG-24 082954-2019 Partial Pass Andy Krogh Reinspection Incomplete Roughllopout Checklist Item COMMENTS Passed BLDG-Building Deficiency As noted on plans Yes 0211312019 02113/2019 BLDG-17 Interior 083750-2019 Partial Pass Andy Krogh Reinspection Incomplete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency Partial office walls, and as noted on plans Yes 0211512019 . 02115/2019 BLDG-I4 083935.2019 Passed Andy Krogh Complete Frame/Steel/Bolting/ Welding (Decks) Checklist Item COMMENTS Passed BLDG-Building Deficiency Roof attachment curbs Yes BLDG-Building Deficiency As noted on card Yes BLDG-84 Rough 084005.2019 Passed Andy Krogh Complete Combo(14,24,34,44) June 06, 2019 Page 4of7 Permit Type: BLDG-Commercial Application Date: 07/24/2018 Owner: Work Class: Tenant Improvement Issue Date: 10/15/2018 Subdivision: CARLSBAD TCT#81-46 UNlT#02 Status: Closed - Finaled Expiration Date: 11/12/2019 Address: 1958 Kellogg Ave Carlsbad, CA 92008-6581 IVR Number: 12733 Scheduled Actual Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete Date Start Date 1210712018 12/0712018 BLDG-14 078208-2018 Partial Pass Andy Krogh Reinspection incomplete Frame/Steel/Bolting/ Welding (Decks) Checklist Item COMMENTS Passed BLDG-Building Deficiency Roof attachment curbs Yes BLDG-Building Deficiency As noted on card Yes BLDG-17 Interior 078209-2018 Partial Pass Andy Krogh Reinspection incomplete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency Partial office walls Yes• 12/11/2018 12/11/2018 BLDG-84 Rough 078374-2018 Partial Pass Andy Krogh Reinspection incomplete Combo(14,24,34,44) Checklist Item COMMENTS Passed BLDG-Building Deficiency As noted on plans and card Yes BLDG-14 Yes Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout i Yes BLDG-34 Rough Electrical Yes BLDG-44 Yes : Rough-Ducts-Dampers 12/13/2018 12/13/2018 BLDG-14 078725-2018 Partial Pass Andy Krogh Reinspection Incomplete Frame/Steel/Bolting/ Welding (Decks) Checklist Item COMMENTS Passed BLDG-Building Deficiency As noted on card Yes BLDG-Building Deficiency Roof attachment curbs Yes BLDG-34 Rough 078726-2018 Partial Pass Andy Krogh Reinspection Incomplete Electrical Checklist Item COMMENTS Passed BLDG-Building Deficiency As noted on card Yes 12119/2018 12/1912018 BLDG-12 Steel/Bond 079296-2018 Failed Andy Krogh Reinspection Complete Beam Checklist Item COMMENTS Passed BLDG-Building Deficiency Mezzanine requires engineers clarification No see photo BLDG-Building Deficiency As noted on plans Yes 01108/2019 01/08/2019 BLDG-14 080668-2019 Partial Pass Andy Krogh Reinspection Incomplete Frame/Steel/Bolting/ Welding (Decks) June 06, 2019 - - Page 3of7 Permit Type: BLDG-Commercial Application Date: 07/24/2018 Owner: Work Class: Tenant Improvement Issue Date: 10/15/2018 Subdivision: CARLSBAD TCT#81-46 UNIT#02 Status: Closed - Finaled Expiration Date: 11/12/2019 Address: 1958 Kellogg Ave Carlsbad, CA 92008-6581 IVR Number: 12733 Scheduled Actual Inspection Type Inspection No. Inspection Status Primary Inspector . Reinspection Complete Date Start Date BLDG-21 076135-2018 Partial Pass Andy Krogh Reinspection Incomplete UndergroundlUnderf loor Plumbing Checklist Item COMMENTS Passed BLDG-Building Deficiency As noted on plans and card Yes 1112012018 1112012018 BLDG-11 076718-2018 Partial Pass Andy Krogh Reinspection Incomplete poundationlFtg!Pier s (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency SOG repair as noted on card and plans Yes BLDG42 Steel/Bond 076585-2018 Partial Pass Andy Krogh Reinspection Incomplete Beam Checklist Item COMMENTS Passed BLDG-Building Deficiency As noted on plans Yes BLDG-21 076586-2018 Partial Pass Andy Krogh Reinspection Incomplete UndergroundlUndert loor Plumbing Checklist Item COMMENTS Passed BLDG-Building Deficiency As noted on plans and card Yes 1210512018 i2I0512018 BLDG-12 Steel/Bond 077894-2018 Partial Pass Andy Krogh Reinspection Incomplete Beam Checklist item COMMENTS Passed BLDG-Building Deficiency As noted on plans Yes BLDG-14 077896.2018 Partial Pass Andy Krogh Reinspection Incomplete FramelSteollBoltingl Welding (Decks) Checklist Item COMMENTS Passed BLDG-Building Deficiency As noted on card Yes BLDG-84 Rough 077895-2018 Partial Pass Andy Krogh Reinspection Incomplete Combo(14.24,34,44) Checklist Item COMMENTS Passed BLDG-Building Deficiency As noted on plans and card Yes BLDG-14 Yes Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout Yes BLDG-34 Rough Electrical Yes BLDG-44 Yes Rough-Ducts-Dampers June 06, 2019 Page 2 of 7 Permit Type: BLDG-Commercial Application Date: 07/24/2018 Owner: Work Class: Tenant Improvement Issue Date: 10/15/2018 Subdivision: CARLSBAD TCT#81-46 UNlT#02 Status: Closed - Finaled Expiration Date: 11/12/2019 Address: 1958 Kellogg Ave Carlsbad, CA 92008-6581 IVR Number: 12733 Scheduled Actual Inspection Type Inspection No. 11 Inspection Status Primary Inspector Reinspection Complete Date Start Date 0610612019 BLDG-Final 094046-2019 Passed Andy Krogh Complete Inspection Checklist Item COMMENTS Passed BLDG-Plumbing Final Yes BLDG-Mechanical Final Yes BLDG-Structural Final Yes BLDG-Electrical Final Yes 1011612018 1011612018 BLDG-12 Steel/Bond 073248-2018 Partial Pass Andy Krogh Reinspection Incomplete Beam - Checklist Item COMMENTS V Passed BLDG-Building Deficiency As noted on card Yes 1110212018 11/0212018 BLDG-11 074786.2018 Partial Pass Paul Burnette Reinspection Incomplete FoundationlFtg/Pier s (Reber) Checklist Item COMMENTS Passed BLDG-Building Deficiency No 1110512018 11/05/2018 BLDG-21 075093.2018 Cancelled Andy Krogh Reinspection Complete UndergroundlUnderf / loot Plumbing Checklist Item COMMENTS Passed BLDG-Building Deficiency No 1110612018 11106/2018 BLDG-21 075296-2018 Partial Pass Andy Krogh Reinspection Incomplete UndergtoundlUnderf loot Plumbing V Checklist Item COMMENTS Passed BLDG-Building Deficiency As noted on plans and card Yes BLDG-84 Rough 075507.2018 Partial Pass Andy Krogh Reinspection Incomplete Combo(14,24,34,44) Checklist Item COMMENTS Passed BLDG-Building Deficiency As noted on plans and card Yes BLDG-14 Yes Frame-Steel-Bolting-Welding (Decks) - V BLDG-24 Rough-Topout Yes BLDG-34 Rough Electrical Yes BLDG44 Yes Rough-Ducts-Dampers 4 11/15/2018 11/15/2018 BLDG-12 Steel/Bond 076134-2018 Partial Pass Andy Krogh Reinspection Incomplete Beam Checklist Item COMMENTS Passed BLDG-Building Deficiency As noted on plans Yes June 06, 2019 V - Page lof7 jo~ ci ff N%e~~ X IN\(8 April 8, 2019 Construction Testing & Engineering, Inc. Inspection I Testing I Geotechnical I Environmental & Construction Engineering I Civil Engineering I Surveying CTE PR. No. 10-14566T CRB Builders Attention: Mr. Tim Hoh 3207 Grey Hawk Court, Suite 150 San Diego, California 92010 Phone: (760) 496-3714 Via Email: Tim.hoh@crbusa.com Subject: Summary of Compaction Testing Proposed Sterogene Carlsbad 1958 Kellogg Avenue Carlsbad, California Mr. Hoh: As requested, Construction Testing & Engineering, Inc. (CTE) has performed the necessary observation and testing of subgrade materials during minor earthworks and fill placement at the referenced site. Field-testing of the compacted materials was performed in accordance with ASTM D-6938-17 (nuclear method). Results of the field-testing indicate that fill materials were compacted to a minimum of 90 percent of the laboratory maximum dry density as determined by test method ASTM D-1557. Tabulated results of the field compaction testing performed are provided in the attached Table I, "Compaction Test Summary". The laboratory maximum density results are provided in Table II, "Laboratory Test Results." The opportunity to be of service is appreciated. If you have any questions, please do not hesitate to contact this office. Respectfully submitted, CONSTRUCTION TESTING & ENGINEERING., INC. 1( 84232 to Rodney J.Jones,E#84232 *IIIIIII 9/30/19 Senior Engineer OF C RJJIDTM:nri 1441 Montiel Road, Suite 115 1 Escondido, CA 92026 I Ph(760)7464955 I Fax(760)746-9806 I www.cte-inc.net TABLE I COMPACTION TEST SUMMARY Job Name: Sterogene Carlsbad Job No. 10-14566T Job Address: - 1958 Kellogg Ave, Carlsbad, Ca Date: 4/3/2019 Date Test Location Elevation Density Moisture Relative Soil No. or Depth pcf Content Compaction Type Feet %Dry % Weight 11/9/2018 1 Locker Room Area, Shower FSG 109.1 10.2 91% 1 11/9/2018 2 Grid Line B/3 SG 118.3 6.8 98% 1 11/9/2018 3 Grid Line A.5/2.5 SG 110.4 3.5 92% 1 ** TEST FAILED, SEE RETEST TABLE II LABORATORY TEST DATA Job Name: Sterogene Carlsbad Job No. 10-14566T Job Address: 1958 Kellogg Ave, Carlsbad, Ca Date 4/3/2019 Maximum Optimum Sample No. Dry Density Moisture Soil pcf Content Description %wt 120.4 9.4 CTE9I IV c Cons'utonTesthi engineering Inc. Inspection I Testing I Geotechnicai I Environmental & Construction Engineering I Civil Engineering I Surveying,. INSPECTION REPORT PAGE OF CTE JOB NO. /-f9ccr - REPORT NO. PROJECT NAME sr 4gj3/IJ INSPECTION MATERIAL IDENTIFICATION ADDRESS I 7 4 j(e44L0f_'C=116 0 CONCRETE CONC. MIX NO. & 1bfln2 ________________________________ 0 REINF. STEEL GROUT MIX NO. & Ibfun2 ARCHITECT 0 MASONRY MORTAR TYPE & Ibfin2 ENGINEER 0 P.T. CONCRETE REINF. STEEL GR./SIZE CONTRACTOR 0 FIELD WELDING STRUCTURAL STEEL OTHER 0 SHOP WELDING HIGH-STRENGTH BOLT INSPECTION DATE 1 2-3 -18 0 BATCH PLANT MASONRY BLOCK PLAN FILE/OTHER 0 EXP. ANCHOR OTHER BLDG. PERMIT/OTHER I OTHER A414/- MATERIAL SAMPLING El CONCRETE El MORTAR 0 GROUT 0 FIREPROOFING El MASONRY BLOCK 0 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. 1-As s-,r /ADM-rr-Ihff -c Pzc •, inr,,c )A/ cdrzcr f2,4 /IA/frfi S 2-,c AA/i A - f_) Certification of Compilance: All work, unless otherwise noted, complies with applicable codes and the approved plans and specifications. I PRINTED NAME il,/,L 'A Ai' CERTIFICATION NO. '/8/• SIGNATURE - 1441 Montiei Road, Suite 115 1 Escondldo, CA 92026 I Ph(760)746-4955 I Fax(760)746-9806 I www.cte-inc.net '0' CIO INC 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. 10-14566T REPORT NO. PROJECT NAME Sterogene INSPECTION MATERIAL IDENTIFICATION ADDRESS 1958 Kellogg Ave. o CONCRETE CONC. MIX NO. & lb/in2 Carlsbad, Ca. o REINF. STEEL GROUT MIX NO. & lb/in2 ARCHITECT CAB o MASONRY MORTAR TYPE & lb/in2 ENGINEER GSSI CONTRACTOR CRB OTHER Struc Steel INSPECTION DATE 12-03-2018 PLAN FILE/OTHER BLDG. PERMIT/OTHER CBC2018-0402 U P.T. CONCRETE REINF. STEEL GR./SIZE 121 FIELD WELDING STRUCTURAL STEEL 0 SHOP WELDING HIGH-STRENGTH BOLT 0 BATCH PLANT MASONRY BLOCK EXP. ANCHOR OTHER OTHER A572 & A992 MATERIAL SAMPLING O CONCRETE 0 MORTAR 0 GROUT 0 FIREPROOFING 0 MASONRY BLOCK O REINFORCING STEEL I1 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 a continuous inspection on the field welding as noted below. AWS D1.8 certified welders: Hugo Baltazar, Manuel Moreno and using the FCAW process. Filler metal: Lincoln Electric, E71T-8-H16, .072, NR-232. Base metals: ASTM A992 beams and columns, A572 grade 50 plates. Locations: Moment connections at the (N) mezzanine deck in area bounded by grid lines 2.2 to 3.2 from A.2 to A.7. Completed welds: Reduced beam section demand critical connections at A.6/2.3, A.2/2.3, A.7/2.5, A.7/2.8, A.6/3.2, A.2/3.2, A.2/2.8 and A.2/2.5 (COMPLETE). CJP welds connecting the top and bottom flanges to the column per dets. 3&4/S-503 at A.6/2.3, A.6/2.8, A.613.2, A.2/2.5 and A.212.5 (COMPLETE). These welds will be ultrasonic tested. Note: Upon visual inspection the welds are of sufficient size per plan details and quality per AWS D1.1 and D1.8 standards. No discrepancies were observed or noted. All work is subject to City of Carlsbad approval. 7 I k' Craig Bechtel CM 16092121 t [#' QCI EXP. 9/112019j I Certification of Compliance: All work, unless otherwise noted, complies with applicable codes and the approved plans and specifications. I PRINTED NAME Craig Bechtel iL CERTIFICATION NO. AWS CWI 16092121 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 CTEimC Construction Testing & Engineering, Inc. Inspection I Testing I Geotechnical I Environmental & Construction Engineering I Civil Engineering I Surveying INSPECTION REPORT PAGE OF1 CTE JOB NO. 10-14566T REPORT NO. PROJECT NAME Bioreagents Manufacturing Facility ADDRESS 1958 Kellogg Ave. Carlsbad, Ca. ARCHITECT CRB ENGINEER GSSI CONTRACTOR CAB OTHER Struc Steel INSPECTION DATE 11-29-2018 PLAN FILE/OTHER INSPECTION MATERIAL IDENTIFICATION o CONCRETE CONC. MIX NO. & lb/in2 o REINF. STEEL GROUT MIX NO. & Win El MASONRY MORTAR TYPE & lb/in2 o P.T. CONCRETE REINF. STEEL GR./SIZE IJ FIELD WELDING STRUCTURAL STEEL A572 & A992 0 SHOP WELDING HIGH-STRENGTH BOLT 0 BATCH PLANT MASONRY BLOCK o EXP. ANCHOR OTHER BLDG. PERMIT/OTHER CBC2018-0402 ____ o OTHER MATERIAL SAMPLING D CONCRETE 0 MORTAR 0 GROUT FIREPROOFING 0 MASONRY BLOCK O 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. I performed a continuous inspection on the field welding as noted below. AWS D1.8 certified welders: Hugo Baltazar, Manuel Moreno and using the FCAW process. Filler metal: Lincoln Electric, E71T-8-H16, .072", NR-232. Base metals: ASTM A992 beams and columns, A572 grade 50 plates. Locations: Moment connections at the (N) mezzanine deck in area bounded by grid lines 2.2 to 3.2 from A.2 to A.7. Discrepancies: Det. 20/S503 shows steel backing at the top flange connection to remain with a 5/16" fillet reinforcing weld. At locations A.7/2.5, A.7/2.8 and A.212.3 the fabricator used ceramic back up which has been removed, back gouged and a 5/16" fillet weld was added. The S.E. has verbally approved (will follow up an RFI) at these locations only. All other moment connections will be in conformance with det. 20/S503. Completed or in progress welds: Reduced beam section demand critical connections at A.612.3, A.2/2.3, A.712.5, A.712.8, A.613.2, A. 2/3.2, A.2/2.8 and A.2/2.5 are in different stages of progress. Other welded connections are in progress as well. Note: Upon visual inspection the welds are of sufficient size per plan details and quality per AWS 01.1 and D1.8 standards. No discrepancies were observed or noted. All work is subject to City of Carlsbad approval. QC1 EXP. 9/1/2019 I Certification of Compliance: All work, unless otherwise noted, complies with applicable codes and the approved plans and specifications. I PRINTED NAME Craig Bechtel CERTIFICATION NO. AWS CWI 16092121 SIGNATURE - (,ui ijtdc.e 1441 Montiel Road, Suite 115 1 Escondido, CA 92026 I Ph(760)746-4955 I Fax(760)746-9806 I www.cte-inc.net jo:::~ CIE 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 CTE JOB NO. 10-14566T REPORT NO. PROJECT NAME Sterogene Carlsbad INSPECTION MATERIAL IDENTIFICATION ADDRESS 1958 Kellog Ave. 0 CONCRETE CONC. MIX NO. & lb/in2 Calsbad CA 0 REINF. STEEL GROUT MIX NO. & lb/in2 ARCHITECT CAB 0 MASONRY MORTAR TYPE & Win ENGINEER GSSI 0 P.T. CONCRETE REINF. STEEL GR./SIZE CONTRACTOR CRB Z FIELD WELDING STRUCTURAL STEEL A992 OTHER 0 SHOP WELDING HIGH-STRENGTH BOLT INSPECTION DATE 11-28-17 0 BATCH PLANT MASONRY BLOCK PLAN FILE/OTHER 0 EXP. ANCHOR OTHER BLDG. PERMIT/OTHER . 0 OTHER MATERIAL SAMPLING O CONCRETE 0 MORTAR 0 GROUT 0 FIREPROOFING 0 MASONRY BLOCK o 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. As requested, our representative was on site to observe the welding of the beam to column connections at the mezzanine between 2 and 2.8 from A.2-A.7. Upon arrival the wps was provided along with welder certifications. Drawings were reviewed. CJP connections were being made on the W1 2x22 to columns at 2.8 and 2.5 on A.7. Welding is in progress as is steel erection. Completed welds passed visual acceptance criteria in AWS D1.1 table 6.1 but must be UT tested for final acceptance once complete. I Certification of Compliance: All work, unless otherwise noted, complies with applicable codes and the approved plans and specifications. I PRINTED NAME Sean Daughtry CERTIFICATION NO. ICC 5120223 - 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 CONSTRUCTION TESTING & ENGINEERING, INC. 6EOTECHNICAL I ENVIRONMENTAL I CONSTRUCTION INSPECTION AND TESTING I CIVIL ENGINEERING I SURVEYING INSPECTION REPORT PAGE f OF 6 2 CTE JOB NO. /O Ic 7 REPORT NO. 0 / PROJECT NAME cJ'2!fl1 Smjg INSPECTION MATERIAL IDENTIFICATION ADDRESS /',z Au 0 CONCRETE CONC. MIX NO. & %bjin2 p.fg 0 REINF. STEEL GROUT MIX NO. & IbIIn2 ARCHITECT 0 MASONRY MORTAR TYPE & IbIin2 ENGINEER - . . 0 P.T. CONCRETE REINF. STEEL GR./SIZE CONTRACTOR . 0 FIELD WELDING STRUCTURAL STEEL OTHER 0 SHOP WELDING HIGH-STRENGTH BOLT INSPECTION DATE /'/L //zt/8 0 BATCH PLANT MASONRY BLOCK PLAN FILE!OTHER 0 EXP. ANCHOR OTHER BLDG. PERMIT/OTHER Cv.c' -. as'72 0 OTHER MATERIAL SAMPLING o CONCRETE 0 MORTAR 0 GROUT 0 FIREPROOFING 0 MASONRY BLOCK O REINFORCING STEEL 0 STRUCTURAL STEEL 0 BOLTS 0 OTHER INSPECTIONS PERFORMED, MATERIAL IDENTIFICATION, PROGRESS, WORK REJECTED, REMARKS PLEASE NOTE ANY RE4NSPECTIONJ, TESTING, OR OTHER PROJECT ISSUES C,'.) Certification of Compliance: All work, unless otherwise noted, complies with applicable codes and the approved plans and specifications. PRINTED NAME /L21,, / CERTIFICATION NO. ip flr - SIGNATURE 1441 Montiel Road, Suite 115, Escondido, CA 92026 • Phone (760) 746-4955 • Fax (760) 746-9806 - - - - __-- -____ - -- - -- I -_- - --- _ - --- -- _ - ---- ___ -I-__- - -v -- -- - -. --_-___-- -- FU --- -- flr 4. Visual & Thread Inspection DIvision Appearance Thread Bolt CII OK Nut 011 OK Washer Oil - Certificate No.: 1420180808100 P/O No.: 4008823 1/C No.: BIUSTOL(T/T30) Date issued: 2018.08.08 Date Shipped: 2018.08.12 Date Tested: 2018.0720 Date Manufactured: 2018.07.19 Specifications: Set: ASTM F3125 - 15 Bolt: ASTM F3125 - 15 Nut: ASTM A563 - 35 Washer: ASTM F436/F436M . 16 INSPECTION CERTIFICATE Customer: BRISTOL MACHINE Description: TIC B N WI F3125_F1852 IYl OH Size: 718-9UNCx2 Surface Condition: PLAIN Set Lot No.: 2022689500 qty Shipped: 37,320 SETS Marking: Bolt: A325TC,KPF LOGO Nut: DH,KPF LOGO Washer: P436,KPF LOGO 2. Mechanical Properties 2.1 Bolt Lot No: 2022689400 - r,.., • 911C ciacs TV1 KPF9 FACTORY: 50, CHUNGJIJSANOAN 5.W. CHUNGJU.Sl CHUNGCHEONGBUlC-DO. KOREA 380'250 TEL: (043)349 - 1114 FAX: (043)849- 1234 FIELD OF TESTING: MECHANICAL TESTING IJ14 G4 LAB. ID. :111983 "j6 P CERT. NO. :0892.01 OF CERTIFIED IATF 16949, ISO 9001. ISO 14001 Q STANUARD CERTIFICATE NO. : TS.0 1899, AC-01899. EAC.01899 ç STANDARD OF CERTIFIED: EN 14399.12.3.4.5.6,10 "— "- CERTIFICATE NO. : 1020 - CPR 070038467 c STANDARD OF CERTIFIED : EN 1S048.1 - CERTIFICATE NO. : 1020 - CPR -070048404 Chemical Comoositior Division - 3L - - - C SI Mn P 13c00 S ClOOS Cr .100 Me .100 .._._. Ni d00 - B 40000 - Cu XIOO Bolt Spec. Jj;4bL 30 15 60 - Max. -- S2 .-- 30 - -- 3S -- 40 - 1 - - -- 30 - Heat No. YGH842003 35 1 19 1 78 U 6 1 19 1 23 1 Nut Spec. 20 -'. k . - 60 40 so - - Heat No. 50H6016 1 . 3 4S 22 72 13 4 31 2 4 Washer [HeatNo. Spec 1Mm - -.- r Max. - 40 - SO 12783006960 45 25 65 13 7 2 1 I15 1 Division Hardness Specimen Tensile Proof Load Wedge Tensile load nvS n3 Surface Core Yield___ Strength Tensile Strength Elongation Reduction of Area Load Elongation n 3 Mm. HRC LBF L3F Unit Max HRC in M1i. 25 __________ _________ __________ _______ _______ 39.250 ________ 55.450 Spec. - Max. 1 34 0.0005 tvSn. NRC 31 37 39,250 39,250 0.0001 0.0002 65,583 65.876 Max Results -31 39250 0.0002 65,696 ________ Wedge Angelo 4 . Tested By BS.XANG B.S.KANG 8.SJCANG Spec. of Test Method mmIumaxeseie. isiielflwiM.1, *505 0,,xX*140 2.2 Nut Lot No: 1008062400 rjsr,ii Division - Hardness ProoF Loan n3 n3 unit Min. HRC t,8f IMaL HRC Spec. w1n. 241 80.850 38 Results TMin. HRC 30 31 80.850 80.850 Max Avg. 31 84850 Tested By B.SICANG 8.S.KANG Spec. of Text Method auuaflo.te esmu*m.i, 2.3 Washer Lot No: 1007753400 - l,In • TVDC 1 Division Hardness S Unit NRC Max. HRC Spec. Mat 38 - Max 45 Results f.IIzt HRC 40 41 Max. Avg 41 Tested By B.SJCANG Spec of Test Method 3. Assembly Lot Tension Test Division Axial Tension n=5 Unit LBF - Max _______ Spec iMin. 40.750 Max. ___ Results EE 40.361 48J26 Max. Avg.47.391 Tested 8.SJCANG Spec. of Test Method Auu,rnx.Ix 1. PART NO:KTC-782 Certificate No.: J420180228054 P/O No.: 4006730 L/C No.: BRISTOL(r/130) Date issued: 2018.02.28 Date Shipped: 2018.03.07 Date Tested: 2018.02.08 Date Manufactured: 2018.02.07 Specifications: Set: ASTM F3125 - 15 Bolt: ASTM F3125 - 15 Nut: ASTM A563-15 Washer: ASTM F436/F436M . 16 INSPECTION CERTIFICATE Customer: BRISTOL MACHINE Description: TIC B N WI F3125J1852 TY1 OH Size: 7/8-9LJNCx2 3/4 Surface Condition: PLAIN Set Lot No. : 2020672500 Q'ty Shipped: 1,615 SETS Marking: Bolt: A325TC.KPF LOGO Nut: OHJCPF LOGO Washer: F436,KPF LOGO 2. Mechanical Properties 2.18011 - Lot No: 2020672400 e112 91e{ TVI FACTORY: SO, CHUNGIUSANDAN 5.RO, CHUNGJU.51 CHUNGCHEONGBUK-DO, KOREA 380.250 TEL: (013)849 - 1114 FAX: (043)849 - 1234 FIELD OF TESTING : MECHANICAL TESTING LAB. ID. :111983 CERT. NO. :0882.01 OF CERTIFIED : IATF 16949 ISO 9001.15014001 O STANDARD CERTIFICATE NO. : TS-01899, AC-01899. EAC.01899 r E STANDARD OF CERTIFIED : EN 14399-1.2.3.4.5,6.10 - CERTIFICATE NO. :1020- CPA .010038467 E STANDARD OF CERTIFIED : EN 15048-1 -CERTIFICATE NO. :1020 - CPA - 070048404 IC 1. ChemIcal ComooeiLior Division — — — — — C aIX Si I 5100d Mn P deco -'r x2 Cr isles Mo a100 Ni 31100sIOXO B Cu XICO 8° 1'1 s L.!t Max 30 52 15 30 60 35 40 30 Heat No. 5X04077 32 20 73 iT' 3 14 16 N Nut Spec. Min. Set- 20 60 r SO Heal XTHK12900 45 21 13 17 7 6 1 3 Washer Min. EI~ Hea 1183008950 1 45 1 25 165 13 1 7 2 1 15 Division Hardness Specimen Tensile Proof Load Wedge Tensile Load n=3 _______ n2 Surface Core Yield Strength Tensile Strength Elongation Reduction of Area Load Elongation n = 2 Unit - LBF L8l Mat, NRC ____ ____ - - ___ in Spec. .! 39.250 - SSASO ________ 34 ________ _______ _______ _______ 0.0005 Results Mlii, NRC 31 32 39.250 39.250 0.0002 0.0002 66.162 56,334 Maw. p 39.250 0.0002 66,248 Wedge Angelo 10' Tested By B.SKANG 8SJANG 8.S.KANG Spec. at Tait Method 148 4itMflOt91'R1. MSII fiis54TE56M.Z4. 2.3 Washer Lot No: 1007738200 -Grade : TYPE Division Hardness n=S Unit Miii Ill — Max HF Sec. ____ Mlii, Mat, :Re,:sults Miii. HRC :&i: Tested By 85.KANG Spec. of Test Method 3. Assembly Lot Tension Test Division — Axial Tension n=3 (mu Miii LBF — Max. _______ Spec. -i;i;r 40.750 — Max Results Miii. 45,999 47.924 Max. Avg. 4ZO67 Tested By ____ 8.S.K.ANG Spec. of Test Method Liii iliii.15 4. Visual at Thread inspection Division Appearance Thread Bolt OK OK Nut OK OK Wahe, OK - This is to certify that the above results are true and correct in every details 22 Nut - Lot No: 1001722301 ra flit Division I Hardness I Proof Load Unit Spec. Results Spec. of Test Method I £STh4 £US.!a *%I&I 4115.I5 erence: I. PART NO:KTC-78234 VOUN .0 CHOI Chief of Quality Manaqement Dept. C'TE INC Nlllllllqii~~i Construction Testing & Engineering, Inc. Inspection I Testing I Geotechnical I Environmental & Construction Engineering I Civil Engineering I Surveying GRADING OBSERVATION Job Name: Sterogene Job Number: 10-145661 Job Address: Carlsbad, ca Date (s): 11-19-18 Plan File: Permit # Tech: Steve M Gen Contractor: Contr. Wkg.: Tim Superintendent: Foreman Weather Condition: Summary of Work: Arrived on site as requested by contractor for compaction test. Moisture contents appear to be below optimum. Materials should receive additional moisture. Area Mezzanine Pad. 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 I grid line B13 -O 120.4 9.4 118.3 6.8 98.3 90 2 grid line A.5/2.5 -0 120.4 9.4 110.4 3.5 91.7 90 * PLEASE NOTE ANY RE-INSPECTION/TESTING SIGNATURE 1441 MONTIEL ROAD, SUITE 115 ESCONDIDO, CA 92026 (760) 746-4955 FAX (760) 746-9806 Construction Testing & Engineering, Inc. CT9IN('1441 Montiol Road, Suite 115 Escondido, CA 92026 (760) 746-4955 Fax:(760) 746-9806 Sample Group IF REPORT OF COMPRESSION TEST FOR CONCRETE 4 X 8 CYLINDERS 145661 Project Name Steronene Carlsbad Project No 10-145661 Project Address 1958 Kellogg Avenue City Carlsbad Gen. Contractor N/A Sub-Contractor Engineer _tt1J _________ Architect NIA Bldg Permit No Plan File No Govt Contract # DSA/OSHPD - Sample Group Data Report of Concrete 4 X 8 Cylinders Placement Date 10/17/2018 - Slump SupplierlPlant Superior Ready Mix Air Temp Mix Number/Descr 69P / 3/8" Mix Temp Measured Specified (In.) 414 N/A (°F) - 62 N/A (°F) 74 N/A Mix Design 5000 psi Air Content (%) N/A N/A Specified Strength 4000 psi Field Unit Wt PCF N/A N/A Specified Date 11/14/2Qi& Dry Unit Wt PCF .NL&_........_.. Truck No. 5112 TIcketS: 174748 Age: 50 Mm. Samples Made By: Mike Kingery Cement Type N/A Sets: I Load M. i Data Rec'd in Lab 10118/2018 Admixture N/A Specific Location SLAB ON GRADE REPAIR B-3 Special Instructions/Remarks 1©7 - 3©28 -1 Hold Compression Laboratory Data Sample Age Lab No. Date Tested Average Diameter * Cross Section Test Area Max Load Compressive Strength mdlv Average Fracture Type 7 IA 10/24/2018 - 4.00 in 12.57 Ina 56,320 lbs 4,482 psi 4,480 psi 3 28 18 11/14/2018 4.00 In_L 12.57 Ina 77,690 lbs 6,181 psi - 3 28 IC 11/14/2018 4.00 12.57 in', 80,110 _lbs 6,373 psi 3 28 ID 11/14/2018 4.00 in12.67 Ina 80,440 lbs 6,399 psi 6,320 psi 3 Comments: 28 day test meets specifications 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 Chicked by: Date: Reviewed by. tLLAf\,_ Date: 111162018 Erik Campbell, Lab Manager cc: CRB Builders Construction Testing & Engineering, Inc. CTEI'V'~ Inspedion I Testing I Geolechnical I Environmental I Constiudion Engineering I Civil Engineeiing I Surveying INSPECTION REPORT PAGE 1 of I CTE JOB NO. 10-I4556T REPORT NO. PROJECT NAME Sterogen INSPECTION MATERIAL IDENTIFICATION ADDRESS 1958 Kellogg 9 CONCRETE CONC. MIX NO. & lb/in2 6913/5000ps1 0 REINF. STEEL GROUT MIX NO. & lb/in2 ARCHITECT GSSI 0 MASONRY MORTAR TYPE & lb/in2 ENGINEER CRB 0 P.T. CONCRETE REINF. STEEL GR./SIZE Grade 60 CONTRACTOR CRB 0 FIELD WELDING STRUCTURAL STEEL OTHER 0 SHOP WELDING HIGH-STRENGTH BOLT INSPECTION DATE 10-17-2018 0 BATCH PLANT MASONRY BLOCK PLAN FILE/OTHER 0 EXP. ANCHOR OTHER BLDG. PERMIT/OTHER CBC20I8-0402 0 OTHER MATERIAL SAMPLING CONCRETE 0 MORTAR 0 GROUT 0 FIREPROOFING 0 MASONRY BLOCK o 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. Weather clear 60's! Location SOG repair A.5 to 5 and Ito 4/ Details concrete general notes, reinforcing detail 14 on S501/ Observed placement of reinforcing as per plans and specifications, reinforcing ties in placed to maintain position and clearance/ Also same location observed placement of 5000 psi concrete delivered by Superior Ready Mix, placed with trailer pump, mix # 69P/ Concrete consolidated by mechanical vibration! One set of samples taken for strength tests, slump 4.5', ambient temperature 62, concrete temperature 74/ Concrete unloaded in a timely manner! 8.25 yards total! < end > I Certification of Compliance- All work, unless otherwise noted, complies with applicable codes and the approved plans and specifications. I PRINTED NAME Mike Kingery CERTIFICATION NO.icc 5258871/ SD 1001 SIGNATURE 1441 Montlel Road, Suite 115 1 Escondido, CA 92026 I Ph(760)746-4955 I Fax(760)746-9806 I www.cte-inc.net Constriction Testing &Engineering, Inc. Inspedioll Tesbng I G"fticiil I Environmental & Ponsbuction Engineering I Civil Engineering I Surveying INSPECTION R'EPORT. PAGE 1 of 1 S. CTE JOB NO. 10-14566T PROJECT NAME Sterogen ADDRESS 1958 Kellogg • :. , REPORT NO. INSPECTION MATERIAL IDENTIFICATION o CONCRETE CONC. MIX NO. & lb/in2 REINF. STEEL GROUT MIX NO. & lb/in2 O .MASONRY MORTAR TYPE & lb/in2 O P.T. CONCRETE REINF. STEEL GR.!SIZE Grade 60 o FIELD WELDING STRUCTURAL STEEL - I •' •- I o SHOP WELDING HIGH-STRENGTH BOLT o BATCH PLANT MASONRY BLOCK o EXP. ANCHOR OTHER C1 OTHER Epoxy dowels ARCHITECT CRB ENGINEER GSSI CONTRACTOR CRB OTHER INSPECTION DATE 10-15-2018 PLAN FILE/OTHER BLDG. PERMIT/OTHER CBC20I8-0318 MATERIAL SAMPLING ] 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. Weather partial clouds 70's! Location SOG repair Ito 3.2 and Ato A.?! Details used 8501 #14, ESR report 3187! Material used #4 Reinforcing, Hilti hit hy 200, valid expirations dates! Reinforcing and epoxy dowels placed as per plans and specifications! Epoxy dowels placement cleaned and prepared as per manufacturers specifications ESR 3187, minimum 3 embedment as per plans ! All work as per plans and specifications! < end> Certification of Compliance: All work, unless otherwise noted, complies with applicable codes and the approved plans and specifications. I RINTED NAME Mike Kingery CERTIFICATION NO. [CC 5258871/ SD 1001 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 Construction Testing & Engineering, Inc. Inspection I Testing I Geotechnical I Environmental & Construction Engineering I Civil Engineering I Surveying GRADING OBSERVATION Job Name: Sterogene Carlsbad Job Number: 10-14566T Job Address: 1958 Kellogg Ave. Carlsbad, Ca. Date (5): 10-8-18 Plan File: Permit # Tech: Tony Scott Gen Contractor: CRB Contr. Wkg.: Superintendent: Tim Hoh Foreman Weather Condition: Mid 80's, Sunny Summary of Work: On site, as requested, to probe, the line tie-ins in the existing slab, before slab repair. Trenches were thoroughly probed and found to be tight and uniform, with suitable moisture content, to continue with concrete placement repairs. No other work was performed. 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 EASE NOTE ANY RE-INSPECTION/JESTING SIGNATURE Tony Scott 1441 MONTIEL ROAD, SUITE 115.e ESCONDIDO, CA 92026 (760) 746-4955 FAX (760) 746-9806 jo~ C7 5 Nlllllllliz~~ W I~N\(e 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. 10-14566 REPORT NO. INSPECTION MATERIAL IDENTIFICATION o CONCRETE CONC. MIX NO. & lb/in2 121 REINF. STEEL GROUT MIX NO. & lb/in2 o MASONRY MORTAR TYPE & lb/in2 o P.T. CONCRETE REINF. STEEL GR./SIZE A615/706 (60) o FIELD WELDING STRUCTURAL STEEL o SHOP WELDING HIGH-STRENGTH BOLT 0 BATCH PLANT MASONRY BLOCK o EXP. ANCHOR OTHER o OTHER PROJECT NAME Sterogene Carlsbad ADDRESS 1958 Kellogg Avenue Carlsbad, Ca ARCHITECT CAB Architects-Engineers PC ENGINEER GSSI Structural Engineers CONTRACTOR CAB OTHER INSPECTION DATE 11/1-18 PLAN FILE/OTHER BLDG. PERMIT/OTHER CBC2018-0402 MATERIAL SAMPLING O CONCRETE 0 MORTAR 0 GROUT 0 FIREPROOFING 0 MASONRY BLOCK O REINFORCING STEEL E STRUCTURAL STEEL 0 BOLTS 0 OTHER INSPECTIONS PERFORMED, MATERIAL IDENTIFICATION, PROGRESS, WORK REJECTED, REMARKS PLEASE NOTE ANY RE-INSPECTION, TESTING, OR OTHER PROJECT ISSUES. Checked installation of reinforcing steel for footings and grade beams at lines 2.2 to 3.2 between A and A.7 per plan and applicable details. Ready for concrete placement. 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. 52204201CC, 5960 DSA, SD#999 SIGNATURE 4(% 1441 Montiel Road, Suite 115 1 Escondido, CA 92026 1 Ph (760) 746-4955 1 Fax (760) 746-9806 1 www.cte-inc.net CT INC Construction Testing & Engineering, Inc. Inspection I TesUng I Geotechnical I Environmental & ConstrucUon Engineering I Civil Engineering I Surveying DAILY FIELD REPORT Client: Job-Number: 10-14566-T Job: Name: STEROGENE CARLSBAD Day(s): Job Location: 1958 KELLOGG AVE CARLSBAD CA, Date(s): 10-30-18 Gen. Contractor: CRB CONSTI Sub Contractor(s): General Description: REQUEST OF CONTRACTOR Bottom of footing inspection. Location interior columns for mezzanine north west section of building total of four. Note bottom's are firm and competent and clean of all loose material at this time. (Recommendation) moisture condition bottom of column's before placement of concrete. * PLEASE NOTE ANY RE-INSPECTION/TESTING COMMENTS I AREAS OF ADDITIONAL CONCERN BY: JAMES TRUJILLO DATE: 10-30-18 CERTIFICATION NO: 1441 MONTIEL ROAD ESCONDIDO, CA 92026 (760) 746-4955 FAX (760) 746-9806 :,;'~GSSI Structural Engineers STERO GENE: BIOREAGENTS MANUF. FACILITY CARLSBAD, CALIFORNIA CONSTRUCTION OBSERVATION REPORT November 2, 2018 Met with: Tim Hoh, Project Superintendent with CRB Construction The site visit was to observe the construction in progress. The foundation excavations are dug and reinforcement has been placed for Utility mezzanine. The foundation pour is set for the week of the 5th. The excavation size and reinforcing and anchor bolts in the grade beams were observed along with the typical footings. Also observed all the required roof purlin LVL reinforcements were installed. All work appeared to follow the construction documents. The overall quality of the construction appeared to be good and in conformance with the plans and specifications. The following items were noted or asked by the contractor during the site visit: Tim verified the slab pour was a 2's" pour and the dowels into the cut slab edge shown on 17/S-701 would be installed. Observed the footing conflict noted in RFI 36 and verified the fix. Please note that our observations are based on occasional visits to the site. These should not be construed as the result of complete inspection services. The superintendent should assure that the work fully complies with the plans and specifications. As always, we would be pleased to provide any clarifications when so requested. Monte Griffiths, S.E. GSSI Engineers 5550 Baltimore Drive, Suite 100, La Mesa, California 91942 Tel: (619) 687-3810 Fax: (619) 687-3814 Construction Testing & Engineering, Inc. Inspection I Testing I Geotechnical I Environmental & Construction Engineering I Civil Engineering I Surveying DAILY FIELD REPORT Client: I Job Number: 10-14566T Job: Name: Sterogene Carlsbad -- Day(s): Monday Job Location: 1958 Kellogg Avenue Carlsbad, California I Date(s): 10/29/2018 Gen. Contractor: Tim Hoh Sub Contractor(s): General Description: Arrived on job site at 7:30 am. Talked with Superintendent Tim Hoh about location of footings and soldier beams to be checked for compaction. All footings were clear of debris. Probed footings probed not exceeding 1/2 inch down. Footings are 3'x6' and 3'x3'. Footings are unyielding and ready for there intended use. Four grade beams are clean of all debris found them firm and unyielding and ready for there intended use. All work is done according to the approved plans and specifications to the best of my knowledge unless otherwise noted. * PLEASE NOTE ANY RE-INSPECTION!TESTING COMMENTS I AREAS OF ADDITIONAL CONCERN BY: Chrystal B. Kerns DATE: 10/29/2018 CERTIFICATION NO: 1441 MONTIEL ROAD ESCONDIDO, CA 92026 (760) 746-4955 FAX (760) 746-9806 jo~ CIO, INC N%e~~ 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. 10-14566 REPORT NO. D CONCRETE E MORTAR 0 REINFORCING STEEL U INSPECTION MATERIAL IDENTIFICATION o CONCRETE CONC. MIX NO. & lb/in2 REINF. STEEL GROUT MIX NO. & lb/in2 o MASONRY MORTAR TYPE & lbfin2 o P.T. CONCRETE REINF. STEEL GR./SIZE o FIELD WELDING STRUCTURAL STEEL - o SHOP WELDING HIGH-STRENGTH BOLT o BATCH PLANT MASONRY BLOCK EXP. ANCHOR OTHER OTHER Epoxy MATERIAL SAMPLING 0 GROUT 0 FIREPROOFING: U MASONRY BLOCK STRUCTURAL STEEL El BOLTS OTHER PROJECT NAME Sterogene ADDRESS 1958 Kellogg Ave Carlsbad, Ca ARCHITECT ENGINEER GSSI CONTRACTOR CAB OTHER INSPECTION DATE 14Nov2018 PLAN FILE/OTHER BLDG. PERMIT/OTHER CBL2018-0402 INSPECTIONS PERFORMED, MATERIAL IDENTIFICATION, PROGRESS, WORK REJECTED, REMARKS- PLEASE NOTE ANY RE-INSPECTION, TESTING, OR OTHER PROJECT ISSUES. Observed epoxy embedment for the SOG infill for the point of connection infill. All embedment depths met or exceeded requirements and holes were clean at time of embedment. Epoxy used was HILTI HY200R, exp: 2/2019. All work complies with detail 14/S501 of the approved plans. I Certification of Compliance: All work, unless otherwise noted, complies with applicable codes and the approved plans and specifications. I PRINTED NAME M.G.Sulham - - CERTIFICATION NO. 5281716 /SD1026 SIGNATURE 1441 Montiel Road, Suite 115 1 Escondido, CA 92026 I 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 DAILY FIELD REPORT Client: - Job Number: 10-14566T Job: Name: Sterogene I Day(s): Tuesday Job Location: 1968 Kellog Ave Carlsbad, CA - Date(s): 11-13-18 Gen. Contractor: CRB Builders Sub Contractor(s): General Description: Arrived on site Contractor requested compaction verification via probing. Areas; #1 Point of connection #2 Locker Room! Shower #3 Public Bathroom Probing efforts non-yielding and firm. * PLEASE NOTE ANY RE-INSPECTION/TESTING COMMENTS I AREAS OF ADDITIONAL CONCERN BY: Steve Masterson DATE: 11-13-18 CERTIFICATION NO: 01097427 1441 MONTIEL ROAD ESCONDIDO, CA 92026 (760) 746-4955 FAX (760) 746-9806 jo~ CTN%eg~~ E IN\( Construction Testing & Engineering, Inc. Inspection I Testing I Geotechnical I Environmental & Construction Engineering I Civil Engineering I Surveying GRADING OBSERVATION Job Name: Sterogene Carlsbad Job Number: 1014566T Job Address: 1958 Kellog Avenue Date (5): 11-9-18 Plan File: Permit # Tech: Martinez Gen Contractor: CRB Builders Con r. Wkg.: Superintendent: Tim Hoh Foreman Weather Condition: Indoors Summary of Work: Onsite as requested for grading observation. Upon arrival onsite, the contractor had re- compacted fill materials within areas within the existing building (Location and Notes), after placing utilities associated with a partial retrofit of the building. The contractor had utilized trench excavation spoils as fill material, and placed fill within the limits of the excavations to approximate finished subgrade. The fill material was moisture conditioned during placement. Fill depths at maximum were on the order of 3.5 feet. Field density results of nuclear density gauge testing of the subgrade materials are displayed below. CTE also collected a sample from which to determine the maximum density of the fill materials in the lab. Based upon the results of a maximum density within the lab section of the existing site geotechnical report (Nova), fill materials would preliminarily not been at the required 90 percent relative compaction. As such, CTE recommended that the contractor make necessary efforts to compact the subgrade material, such that nuclear density testing indicates that the fill materials within the limits of the excavations observed are placed at minimum 90 percent relative compaction, and a minimum of two percent above optimum moisture content of the maximum density as determined by CTE (November, 2018). CTE should confirm onsite that fill materials are placed accordingly, prior to placement of the slab. 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 I Locker Room Area, Shower FSG 109.1 10.2 NIA 90 2 Point of Connection FSG 105.7 11.56 NIA 90 i Public Bathroom FSG 100.1 11.46 NIA 60 1441 MONTIEL ROAD ESCONDIDO, CA 92026 (760) 746-4955 FAX (760) 746-9806 MASONRY MORTAR TYPE & lb/in' P.T. CONCRETE REINF. STEEL OR/SIZE FIELD WELDING STRUCTURAL STEEL SHOP WELDING HIGH-STRENGTH BOLT BATCH PLANT MASONRY BLOCK EXP. ANCHOR OTHER ARCHITECT ENGINEER GSSI CONTRACTOR CAB OTHER INSPECTION DATE 20Nov2018 PLAN FILE/OTHER C75, INC Nllllliiei~~ Construction Testing & Engineering, Inc. Inspedion I Testing I Geotechnical I Environmental & Construcon Engineering I Civil Engineering I Surveying INSPECTION REPORT PAGE 1 OF 1 CTE JOB NO. 10-14566 REPORT NO. PROJECT NAME Sterogene INSPECTION MATERIAL IDENTIFICATION ADDRESS 1958 Kellogg Ave 0 CONCRETE CONC. MIX NO. & lb/in2 Carlsbad, Ca 0 REINF. STEEL GROUT MIX NO. & lb/in2 BLDG. PERMIT/OTHER CBL2018-0402 1 OTHER Epoxy MATERIAL SAMPLING O CONCRETE 0 MORTAR GROUT i1 FIREPROOFING E MASONRY BLOCK O REINFORCING STEEL 0 STRUCTURAL STEEL IJ BOLTS 0 OTHER INSPECTIONS PERFORMED, MATERIAL IDENTIFICATION, PROGRESS, WORK REJECTED, REMARKS PLEASE NOTE ANY RE-INSPECTION, TESTING, OR OTHER PROJECT ISSUES. Observed epoxy embedment for the SOG infill for the mezzanine. All embedment depths met or exceeded requirements and holes were clean at time of embedment. Epoxy used was Simpson Set XP, Iot# 1000019887, exp: 8/13/20. All work complies with detail 14/S501 of the approved plans. I Certification of Compliance: All work, unless otherwise noted, complies with applicable codes and the approved plans and specifications. I PRINTED NAME M.G.Sulham CERTIFICATION NO. 5281716/SD1026 SIGNATUREZWO__.'."~ 1441 Montiel Road, Suite 115 1 Escondido, CA 92026 I Ph(760)746-4955 I Fax(760)746-9806 I www.cte-inc.net ci ff9 N%eg~~ INC Construction Testing & Engineering, Inc. Inspection I Testing I Geotechnical I Environmental & Construction Engineering I Civil Engineering I Surveying INSPECTION REPORT PAGE OF1 CTE JOB NO. 10-14566 REPORT NO. PROJECT NAME Sterogene ADDRESS 1958 Kellogg Ave Carlsbad, Ca ARCHITECT ENGINEER GSSI CONTRACTOR CRB OTHER INSPECTION DATE 15Nov2018 PLAN FILE/OTHER BLDG. PERMIT/OTHER CBL2018-0402 INSPECTION MATERIAL IDENTIFICATION O CONCRETE CONC. MIX NO. & lb/in2 REINF. STEEL GROUT MIX NO. & lb/in2 0 MASONRY MORTAR TYPE & lblun2 U P.T. CONCRETE REINF. STEEL GR./SIZE 0 FIELD WELDING STRUCTURAL STEEL 0 SHOP WELDING HIGH-STRENGTH BOLT D BATCH PLANT MASONRY BLOCK EXP. ANCHOR OTHER ] OTHER Epoxy MATERIAL SAMPLING E CONCRETE fl MORTAR E GROUT 0 FIREPROOFING 0 MASONRY BLOCK fl REINFORCING STEEL 0 STRUCTURAL STEEL 12 BOLTS 0 OTHER INSPECTIONS PERFORMED, MATERIAL IDENTIFICATION, PROGRESS, WORK REJECTED, REMARKS PLEASE NOTE ANY RE-INSPECTION, TESTING, OR OTHER PROJECT ISSUES. Observed epoxy embedment for the SOG infill for the point of connection mt ill, locker room shower and the public restroom.. All embedment depths met or exceeded requirements and holes were clean at time of embedment. Epoxy used was HILTI HY200R, exp: 8/2019 and Simpson Set XP, Iot# 1000019887, exp: 8/13/20. All work complies with detail 14/S501 of the approved plans. I Certification of Compliance: All work, unless otherwise noted, complies with applicable codes and the approved plans and specifications. I PRINTED NAME M.G.Sulham CERTIFICATION NO. 5281716/SD1026 SIGNATURE 1441 Montiel Road, Suite 115 1 Escondido, CA 92026 1 Ph (760) 7464955 1 Fax (760) 746-9806 1 www.cte-inc.net PROJECT NAME ckecoe,e. CLL ADDRESS ARCHITECT . CALO ENGINEER CSS I CONTRACTOR OTHER INSPECTION DATEMA6-15 PLAN FILE/OTHER 7 Construction Testing & Engineering, Inc. Inspection I Testing I Geotechnical I Environmental & Construction Engineering I Clvii Engineering I Surveying INSPECTION REPORT PAGE L OF I CTE JOB NO. REPORT NO. INSPECTION MATERIAL IDENTIFICATION El CONCRETE CONC. MIX NO. & Ibhn2 REINF. STEEL GROUT MIX NO. & lb/in? o MASONRY MORTAR TYPE & lb/in2 o P.T. CONCRETE REINF. STEEL GRJSIZE o FIELD WELDING STRUCTURAL STEEL 0 SHOP WELDING HIGH-STRENGTH BOLT o BATCH PLANT MASONRY BLOCK o EXP. ANCHOR OTHER BLDG. PERMrrlOTHER'€C, 0402..2OI8 0 OTHER MATERIAL SAMPLING 0 CONCRETE D 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. our (t4 t v4#t w4i o'.sAc .poahcw%w.4'4. S4a.( 4-'-t. C 4i$ 6 L. C4c. .:&, CP#s dA C$4dCL;tSO, It%f5SbZ (seot. o4L.: not • f I GL44rc d *e 3e'*s, J1 cPj'• Ctus $4e. cL\ ekrP'J %t_ Certification of compliance: All work, unless otherwise noted, complies with applicable codes and the approved plans and specifications. I PRINTED NAME A, CERTIFICATION NO. j 3 (1T SIGNATURE so" 1441 MontieI Road, Suite 115 1 Escondido, CA92026 I Ph(760)746-4955 I Fax(760)746-9806 I www.cte-inc.net TE INC ConstructidnTeting&Eiigineering, Inc. Inspecon I Tesng I Geotechnical I EnvhonmentaI & ConstrucUon Engineering I Civil Engineering I Surveying INSPECTION REPORT PAGE OF CTE JOB NO. !o- / i6 6 r REPORT NO. PROJECT NAME c r A;:: c kjV4 INSPECTION MATERIAL IDENTIFICATION ADDRESS / 9 0 CONCRETE CONC. MIX NO. & lb/in2 CA- 94S AA Q REINF. STEEL GROUT MIX NO. & lb/in2 ARCHITECT c g 0 MASONRY MORTAR TYPE & lb/in2 ENGINEER 5/ 0 P.T. CONCRETE REINF. STEEL GR./SIZE CONTRACTOR II FIELD WELDING STRUCTURAL STEEL OTHER 0 SHOP WELDING HIGH-STRENGTH BOLT INSPECTION DATE / Z i 0 BATCH PLANT MASONRY BLOCK PLAN FILE/OTHER 0 EXP. ANCHOR OTHER 314,e x BLDG. PERMIT/OTHER OTHER MATERIAL SAMPLING El CONCRETE El MORTAR El GROUT 0 FIREPROOFING 0 MASONRY BLOCK El REINFORCING STEEL D STRUCTURAL STEEL IJ BOLTS 0 OTHER INSPECTIONS PERFORMED, MATERIAL IDENTIFICATION, PROGRESS, WORK REJECTED, REMARKS PLEASE NOTE ANY RE-INSPECTION, TESTING, OR OTHER PROJECT ISSUES. Si r ft J/ r -,i- r/i #I4O -S Le. A T.4i (L1L 4N £!A. 2-22 A A?A i4r4i/ A-1 c.,2; Certification of Compliance: All work, unless otherwise noted, compiles with applicable codes and the approved plans and specifications. I PRINTED NAME 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 Construction Testing & Engineering, Inc. tnspeion I Tesbng I Geotechnical I Environmental & Construction Engineering I Civil Engineering I Surveying INSPECTION REPORT PAGE 1 of 1 CTE JOB NO. 10-14566T REPORT NO. PROJECT NAME Sterogen INSPECTION MATERIAL IDENTIFICATION ADDRESS 1958 Kellogg Ave. 19 CONCRETE CONC. MIX NO. & lbRn2 3840MCPI4000psi Carlsbad 0 REINF. STEEL GROUT MIX NO. & lb/in2 ARCHITECT CRB 0 MASONRY MORTAR TYPE & lb/in2 ENGINEER GSSI 0 P.T. CONCRETE REINF. STEEL GR./SIZE CONTRACTOR CRB 0 FIELD WELDING STRUCTURAL STEEL OTHER 0 SHOP WELDING HIGH-STRENGTH BOLT INSPECTION DATE 12-13-2018 0 BATCH PLANT MASONRY BLOCK PLAN FILE/OTHER 0 EXP. ANCHOR OTHER BLDG. PERMIT/OTHER CBC20I8-0402 0 OTHER MATERIAL SAMPLING CONCRETE 0 MORTAR 0 GROUT 0 FIREPROOFING 0 MASONRY BLOCK 0 REINFORCING STEEL El STRUCTURAL STEEL U BOLTS 0 OTHER INSPECTIONS PERFORMED, MATERIAL IDENTIFICATION, PROGRESS, WORK REJECTED, REMARKS PLEASE NOTE ANY RE-INSPECTION, TESTING, OR OTHER PROJECT ISSUES. Weather 50's partial clouds! Observed placement of eight yards 4000 psi concrete mix # 3840MCP, delivered by Mar Con, placed with trailer pump consolidated manually! Location of placement foundation level plumbing repair to SOG 1.7, Alto C.5, also at base of columns" diamonds" 2 to 3.2 and Ato A.7 shown page S-Ill! One set of concrete samples made for strength tests slump 4.0", ambient temperature 54, concrete temperature 66! < end> I Certification of Compliance: All work, unless otherwise noted, complies with applicable codes and the approved plans and specifications. I PRINTED NAME Mike Kingery CERTIFICATION NO. iCC 5258871/ SD 1001 SIGNATURE 1441 Montiel Road, SuIte 115 I Escondido, CA 92026 I Ph(760)746-4955 I Fax(760)746-9806 I www.cte-inc.net CT INC 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. 10-14566T REPORT NO. INSPECTION MATERIAL IDENTIFICATION o CONCRETE CONC. MIX NO. & lb/in2 o REINF. STEEL GROUT MIX NO. & lb/in2 o MASONRY MORTAR TYPE & lb/in2 o P.T. CONCRETE REINF. STEEL GR./SIZE IJ FIELD WELDING STRUCTURAL STEEL A36 & A992 o SHOP WELDING HIGH-STRENGTH BOLT El BATCH PLANT MASONRY BLOCK El EXP. ANCHOR OTHER o OTHER PROJECT NAME Sterogene ADDRESS 1958 Kellogg Ave. Carlsbad, Ca. ARCHITECT CRB ENGINEER GSSI CONTRACTOR CRB OTHER Struc Steel INSPECTION DATE 12-11-2018 PLAN FILE/OTHER BLDG. PERMIT/OTHER CBC2018-0402 MATERIAL SAMPLING 0 CONCRETE D MORTAR U GROUT 0 FIREPROOFING 0 MASONRY BLOCK U REINFORCING STEEL U STRUCTURAL STEEL 0 BOLTS U OTHER INSPECTIONS PERFORMED, MATERIAL IDENTIFICATION, PROGRESS, WORK REJECTED, REMARKS PLEASE NOTE ANY RE-INSPECTION, TESTING, OR OTHER PROJECT ISSUES. I performed a continuous inspection on the field welding as noted below. Certified welder: Hugo Baltazar using the FCAW process. Filler metal: Lincoln Electric, E71T-8-1-116, .072", NR-232. Base metals: ASTM A 36 bent plates and A992 beams. Locations: at the (N) mezzanine deck in area bounded by grid lines 2.2 to 3.2 from A.2 to A.7. Completed welds: 118"xl-112" at 6" o.c. per det. 9/S801 connecting the 3/16" bent plate to the beam flange at misc. locations (IN PROGRESS) Square groove welds connecting the bent plate butt splices and mitered corners (IN PROGRESS). Note: Upon visual inspection the welds are of sufficient size per plan details and quality per AWS D1.1 standards. No discrepancies were observed or noted. All work is subject to City of Carlsbad approval. Wi Rd fl J4\, Craig Bechtel '•" I (411S7 CM 16092121 • [_/' CCI EXP. 9/112019j =-'?9 [_Certification of Compliance: All work, unless otherwise noted, complies with applicable codes and the approved plans and specifications. I PRINTED NAME Craig Bechtel CERTIFICATION NO. AWSCWI 16092121 SIGNATURE övff4- 1441 Montiel Road, Suite 115 1 Escondido, CA 92026 J Ph(760)746-4955 I Fax(760)746-9806 I www.cte-inc.net o CONCRETE o REINF. STEEL o MASONRY o P.T. CONCRETE • FIELD WELDING O SHOP WELDING INSPECTION DATE o BATCH PLANT CONC. MIX NO. & lb/in2 GROUT MIX NO. & Ibtin2 MORTAR TYPE & Ibiin2 I REINF. STEEL GR./SIZE STRUCTURAL STEEL HIGH-STRENGTH BOLT MASONRY BLOCK Construction Testing & Engineering, Inc. Inspection I Testing I Geotechnical I Environmental & Cortruction Engineering I Civil Engineering I Surveying INSPECTION REPORT PAGE OF CTEJOBNO. REPORT NO. PROJECT NAME , • t fP A P I L INSPECTION MATERIAL IDENTIFICATION ADDRESS ARCHITECT ENGINEER CONTRACTOR OTHER PLAN FILE/OTHER 0 EXP. ANCHOR OTHER BLDG. PERMIT/OTHER 0 OTHER t-t - , r MATERIAL SAMPLING O CONCRETE 0 MORTAR 0 GROUT 0 FIREPROOFING 0 MASONRY BLOCK 0 REINFORCING STEEL 0 STRUCTURAL STEEL 0 BOLTS IJ OTHER INSPECTIONS PERFORMED, MATERIAL IDENTIFICATION, PROGRESS, WORK REJECTED, REMARKS PLEASE NOTE ANY RE-INSPECTION,. TESTING, QR_OTHER PROJECT ISSUES. Certification of Compliance: All work, unless otherwise noted, complies with applicable codes and the approved plans and specifications. I PRINTED NAME CERTIFICATION NO r,& i( - SIGNATURE 1441 Montiel Road, Suite 115 1 Escondido, CA92026 I Ph(760)7464955 I Fax(760)746-9806 I www.cte-inc.net Construction Testing & Engineering, Inc. Inspection I Testing I ;Geotethnlcal I Environmental & Construction Engineering I Civil Engineering I Surveying INSPECTION REPORT PAGE OF CTE JOB NO. , . .J REPORT NO. PROJECT NAME ,r& INSPECTION MATERIAL IDENTIFICATION ADDRESS i R "ilaa, A ,,, 0 CONCRETE CONC. MIX NO. & Ib1in2 REINF. STEEL GROUT MIX NO. & Ibfln2 ARCHITECT ( R 0 MASONRY MORTAR TYPE & lb/in2 ENGINEER A C < P.T. CONCRETE REINF. STEEL GR./SIZE CONTRACTOR FIELD WELDING STRUCTURAL STEEL OTHER . ,. .ie 0 SHOP WELDING HIGH-STRENGTH BOLT INSPECTION DATE . I ,i A 0 BATCH PLANT MASONRY BLOCK 'I PLAN FILE/OTHER EXP. ANCHOR OTHER j,, BLDG. PERMIT/OTHER OTHER MATERIAL SAMPLING D CONCRETE 0 MORTAR IJ GROUT fl FIREPROOFING 0 MASONRY BLOCK IJ REINFORCING STEEL 0 STRUCTURAL STEEL 0 BOLTS [:1 OTHER INSPECTIONS PERFORMED, MATERIAL IDENTIFICATION, PROGRESS, WORK REJECTED, REMARKS PLEASE NOTE ANY RE-INSPECTION. TESTING. OR OTHER PROJECT ISSUES. Certification of Compliance: All work, unless otherwise noted, complies with applicable codes and the approved plans and specifications. I lIkrrr% NAME &A --.--- I - PRINTED ij I'UIvtL (.,,,.,,,.. - CERTIFICATION NO. SIGNATURE ___________________ / cc zt- ( t // 1441 Montiel Road, Suite 115 1 Escondido, CA 92026 I Ph(760)746-4955 I Fax (766) 746-9806 I www.cte-inc.net CTE S~Q INC Construction Testing & Engineering, Inc. Inspection I Testing I Geotechnical I Environmental & Construction Engineering I Civil Engineering I Surveying INSPECTION REPORT PAGE 1 OF 3 CTE JOB NO. 10-14566T REPORT NO. 01 INSPECTION MATERIAL IDENTIFICATION o CONCRETE CONC. MIX NO. & lb/in2 o REINF. STEEL GROUT MIX NO. & Win El MASONRY MORTAR TYPE & lb/in2 o P.T. CONCRETE REINF. STEEL GR./SIZE o FIELD WELDING STRUCTURAL STEEL A992 o SHOP WELDING HIGH-STRENGTH BOLT o BATCH PLANT MASONRY BLOCK o EXP. ANCHOR OTHER II OTHER NDT-MT PROJECT NAME Sterogene Bioseperations ADDRESS 1958 Kellogg Ave. Carlsbad, CA 92008 ARCHITECT CRB Architects-Engineers ENGINEER GSSI Structural Engineers CONTRACTOR CRB Builders OTHER Struc-Steel INSPECTION DATE Wednesday December 5,2018 PLAN FILE/OTHER Approved S-Drawings BLDG. PERMIT/OTHER CBC20 18-0402 MATERIAL SAMPLING O CONCRETE 0 MORTAR 0 GROUT 0 FIREPROOFING U MASONRY BLOCK 0 REINFORCING STEEL 0 STRUCTURAL STEEL U BOLTS 0 OTHER INSPECTIONS PERFORMED, MATERIAL IDENTIFICATION, PROGRESS, WORK REJECTED, REMARKS PLEASE NOTE ANY RE-INSPECTION, TESTING, OR OTHER PROJECT ISSUES. Performed Non Destructive Testing (NDT) at Field location: 1958 Kellogg Ave. Carlsbad, CA 92008 Performed Magnetic Particle Testing (MT) on Complete Joint Penetration welds (CJP) Beam to Column Special Moment Frame Connections (SMF) and 25% Random Ordinary Beam to Column Moment connections for Me7.zanine Structural Steel framing. NDT Testing PER: Structural Steel General Notes, Steel Moment Frame section, Notes i-S on S-00 I. Details of CJP connections requiring NDT Testing: 4/S-503, 20/S-503 See attached MT Report for details. I Certification of Compliance: All work, unless otherwise noted, complies with applicable codes and the approved plans and specifications. I PRINTED NAME Jason Ramsey CERTIFICATION NO. ASNT/SNT-TC-IA UT/MT Level II SIGNA 1441 Montiel Road, Suite 115 1 Escondido, CA 92026 I Ph(760)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 MAGNETIC PARTICLE INSPECTION REPORT PAGE 2 OF PROJECT NAME: Sterogene Bioseperations CTEJOB# 10-14566T ADDRESS: 1958 Kellogg Ave. Carlsbad, CA 92008 REPORT 01 CONTRACTOR: CRB Builders TEST DATE: 12/5/2018 EQUIPMENT MAKE MagTcst MODEL MY-2 SERIAL# 1704019 METHOD YOKE CONTINUOUS 2J AC D DC SURFACE PREPARATION 0 N/A MAGNETIZING PARTICLES COLOR Red DRY VISABLE DEMAG jJ N/A YES LIFT STRENGTH VERIFIED 3 10 LB E 40 LB WEIGHT ID N/A APPLICATION METHOD MANUAL J BLOWER LIGHT METER MANF. S/N DATE CAL. LIGHT LEVEL lOOlu SYSTEM PERFORAMANCE CHECK fl SHIM D PIE GAUGE SDH Indications of Known Discontinuites ACCEPTANCE CRITERIA: AWS D1.1-2015 Section 6 Table 6.1 PROOCEDURE: ASTM E709 I— W 30 Z a Lu- Lu: CO WELD 0 00 IDENTIFICATION U UI I•-C.) Ui 0 r-< 4 z Lu - W Ix IL 1z U. -j .E - (I) A.2/2.3 (1W) SMF 3 0 (CJP)'s MTOK A.5/2.3 (E) SMF 3 0 (CJP)'s MTOK A.7/2.5 (S) SMF 3 0 (CJP)'s MTOK A.7/2.8 (N) SMF 3 0 (CiPYs MTOK A.2/2.5 (S) SW 3 0 (CJP)'s MTOK A.2/2.8 (N) SW 3 0 (CJP)'s MTOK A.2/3.2 (E) SMF 3 0 (CJP)'s MTOK A.2/2.5 (E) 8eam+Column 2 0 (CJP)'s MTOK NOTES: (CJP)'s MTOK I the undersigned certify that the statements in this record are correct and that the welds were prepared and tested in conformance with the requirements of AWS DI.1, Structural Welding Code- Structural Steel and CTE Magnetic Particle Testing Procedure CTE-MT-01 Rev.01 Certification of Compliance: All work, unless otherwise noted, the NAME: Jason Ramsey SIGNATURE: NDE LEVEL: ASNT/SNT-TC- 1 A UT/MT Level II 1441 Montiel Road, Suite 115 1 Escondido, CA 92026 I Ph(760)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 MAGNETIC PARTICLE INSPECTION REPORT PAGE 3 OF PROJECT NAME: Sterogene Bioseperations CTEJOB# 10-14566T ADDRESS: 1958 Kellogg Ave. Carlsbad, CA 92008 REPORT# 01 CONTRACTOR: CR8 Builders TEST DATE: 12/5/2018 EQUIPMENT MAKE MagTcst MODEL MY-2 SERIAL# 1704019 METHOD 21 YOKE CONTINUOUS AC D DC SURFACE PREPARATION 0 N/A MAGNETIZING PARTICLES COLOR Red DRY VISABLE DEMAG j N/A YES LIFT STRENGTH VERIFIED Fiel 10 LB fl 40 LB WEIGHT ID N/A APPLICATION METHOD E MANUAL J BLOWER LIGHT METER MANF. S/N DATE CAL. LIGHT LEVEL lOOlu SYSTEM PERFORAMANCE CHECK SHIM D PIE GAUGE SDH Indications of Known Discontinuites ACCEPTANCE CRITERIA: AWS D1.1-2015 Section 6 Table 6.1 PRODCEDURE: ASTM E709 WELD IDENTIFICATION Q. C.) C.) ) UI w U)X op z —w 0 - < 1-0 Eu. - ow u. Z c.- Lu A.2/2.8 (W) Beam+Column 2 0 (CJP)'s MTOK. NOTES: (CJP)'s MTOK. I the undersigned certify that the statements in this record are correct and that the welds were prepared and tested in conformance with the requirements of AWS DI.1, Structural Welding Code- Structural Steel and CTE Magnetic Particle Testing Procedure CTE-MT-01 Rev.01 I Certification of Compliance: All work, unless otherwise noted, complies with the approved plans I uniform building code - NAME: Jason Ramsey SIGNATURE: NDE LEVEL: ASNT/SNT-TC- IA UT/MT Level II 1441 Montiel Road, Suite 115 1 Escondido, CA 92026 1 Ph (760) 746-4955 1 Fax (760) 746-9806 1 www.cte-inc.net -4. C19 Consfruótàn Testing &ngineering, Inc. Inspection I Testing I Geotechnicat I Environmental & Construction Engineering I Civil Engineering I Surveying INSPECTION REPORT PAGE OF CTE JOB NO. 40-15"46-r REPORT NO. PROJECT NAME 'jj.ieeky5AAO INSPECTION MATERIAL IDENTIFICATION ADDRESS / 5' 6 4 0 CONCRETE CONC. MIX NO. & lb/in' REINF. STEEL GROUT MIX NO. & Ibfin2 ARCHITECT 0 MASONRY MORTAR TYPE & lb/in2 ENGINEER 0 P.T. CONCRETE REINF. STEEL GR./SIZE CONTRACTOR 0 FIELD WELDING STRUCTURAL STEEL OTHER 0 SHOP WELDING HIGH-STRENGTH BOLT INSPECTION DATE 12 - 3 / 8 0 BATCH PLANT MASONRY BLOCK PLAN FILE/OTHER 0 EXP. ANCHOR OTHER BLDG. PERMIT/OTHER J OTHER X1414,,,.,&- MATERIAL SAMPLING El CONCRETE 0 MORTAR 0 GROUT 0 FIREPROOFING El MASONRY BLOCK 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. e/ti 5,,Y4 7 /A,4'.rr4/4 9U `9 Alen riA, cddT Att44// /IA,6S2 AA4 .4..fJ , Cznfz, Certification of Compliance, All work, unless otherwise noted, complies with applicable codes and the approved plans and specifications. I ',----'PRINTED NAME A / CERTIFICATION NO. so 9 I SIGNATURE 1441 Montlel Road, Suite 115 1 Escondido, CA 92026 1 Ph (760) 746-4955 1 Fax (760)746-9806 1 www.cte-inc.net / TE Nllllllllzii~~ . Sample Group# REPORT OF COMPRESSION TEST FOR CONCRETE 4 X 8 CYLINDERS 145661 Project Name Steropene Carlsbad Project No 10-14566T Project Address 1958 Kelloaa Avenue City Carlsbad Gen. Contractor N/A Sub-Contractor Engineer J_N/A Architect N/A Bldg Permit No Plan File No Gov't Contract # DSA/OSHPD Sample Group Data Report of Concrete 4 X 8 Cylinders Measured Specified Placement Date 10/17/2018 Slump (in.) 4Y2 N/A Supplier/Plant Superior Ready Mix Air Temp (°F) 62 N/A Mix Number/Descr 69P / 3/8" Mix Temp (°F) 74 N/A Mix Design 5000 psi Air Content (%) N/A N/A Specified Strength 4000 psi Field Unit Wt PCF N/A N/A Specified Date 11/14/2018 Dry. Unit Wt PCF N/A Truck No. 5112 Ticket #: 174748 Age: 50 Min. Samples Made By: Mike Kingery Cement Type N/A Set #: I Load #: 1 Date Rec'd in Lab 10/18/2018 Admixture N/A Specific Location SLAB ON GRADE REPAIR B-3 Special Instructions/Remarks 1@7 - 3@28 - 1 Hold Compression Laboratory Data Sample Age Lab No. Date Tested Average Diameter * Cross Section Test Area Max Load Compressive Strength ** lndiv Average Fracture Type 7 IA 10/24/2018 4.00 in 12.57 in 56,320 lbs 4,482 psi 4,480 psi 3 28 lB 11/14/2018 4.00 in 1 12.57 in 77,690 lbs 6,181 psi 3 28 IC 111/14/20181 4.00 in 1 12.57 in 80,110 lbs 6,373 psi 3 28 ID 111/14/20181 4.00 in 1 12.57 in 80,440 lbs 6,399 psi 6,320 psi 3 Comments: 28 day test meets specifications 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.. LLL.JN= Date: 1111612018 Erik Campbell, Lab Manager cc: CRB Builders Construction Testing & Engineering, Inc. 1441 Montiel Road, Suite 115 Escondido, CA 92026 (76 74f-49 Fv171;rn 74f..QRflR / Construction Testing & Engineering, Inc. CfE~I~N 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 145661 Project Name Project Address Gen. Contractor Engineer Bldg Permit No Gov't Contract # Steroaene Carlsbad Project No 10-145661 1958 Kellopa Avenue City Carlsbad N/A Sub-Contractor N/A Architect J1I6 Plan File No DSAIOSHPD Sample Group Data Report of Concrete 4 X 8 Cylinders Measured Specified Placement Date 10/17/2018 Slump (in.) 41/2 N/A Supplier/Plant Superior Ready Mix Air Temp (°F) 62 N/A Mix Number/Descr 69P 13/8" Mix Temp (°F) 74 N/A Mix Design 5000 psi Air Content (%) N/A N/A Specified Strength 4000 psi Field Unit Wt PCF N/A N/A Specified Date 11/14/2018 Dry Unit Wt PCF N/A Truck No. 5112 Ticket #: 174748 Age: 50 Min. Samples Made By: Mike Kingery Cement Type N/A Set #: I Load #: 1 Date Rec'd in Lab 10/18/2018 Admixture N/A Specific Location SLAB ON GRADE REPAIR 8-3 Special Instructions/Remarks 1@7 - 3@28 - 1 Hold Compression Laboratory Data [Sample Age Lab No. Date Tested Average Diameter * Cross Section Test Area Max Load Compressive Strength mdiv Average ** Fracture Type 7 IA 10/24/2018 - 4.00' in 12.57 in2 56,320 lbs 4,482 psi 4,480 psi 3 28 11311/14/2018 4.00 in 12.57 in 77,690 lbs 6,181 psi 3 28 IC 11/14/2018 4.00 in 12.57 in 80,110 lbs 6,373 psi 3 28 ID 11/14/2018 4.00 in 12.57 in 80,440 lbs 6,399 psi 6,320 psi 3 Comments: 28 day test meets specifications 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:, Date:11/1612018 Erik Campbell, Lab Manager cc: CR8 Builders C Construction Testing & Engineering, Inc. 1441 Montiel Road, Suite 115 .17fl 7 Escondido, CA 92026 AIAO . r , IUA. J) 1tUOVV Sample Group # •. aEPÔRT:OF COMPRESSION TEST FOR CONCRETE 4 X 8 CYLINDERS 145662 Project Name Project Address Gen. Contractor Engineer Bldg Permit No Gov't Contract # Sterogene Carlsbad Project No 10-14566T 1958 Kellogg Avenue I City Carlsbad - N/A Sub-Contractor N]A Architect N/A Plan File No DSAIOSHPD - Sample Group Data Report of Concrete 4 X 8 Cylinders Measured Specified Placement Date 11/5/2018 Slump (in.) 3% N/A Supplier/Plant MAR-CON PRODUCTS INC. Air Temp (°F) 59 N/A Mix NumberlDescr 5030MCP / 1"RK Mix Temp (°F) 76 N/A Mix Design 3000 psi Air Content (%) N/A N/A Specified Strength 3000 psi Field Unit Wt PCF N/A N/A Specified Date 12/3/2018 Dry Unit Wt PCF N/A Truck No. 045 Ticket #: 126801 Age: 62 Mm. Samples Made By: Daniel Azlin Cement Type 11 Set 0: 1A Load #: 3 Date Rec'd In Lab 11/6/2018 Admixture N/A Specific Location GRADE BEAM LINE 2.5 @ A.7 Special Instructions/Remarks 1@7 - 3@28 - 1 Hold Compression Laboratory Data Sample Age Lab No. Date Tested Average Diameter * Cross Section Test Area Max Load I Compressive Strength mdiv Average Fracture Type 7 2A 11/12/2018 4.00 in 12.57 in 57,510 lbs 4,575 psi 4,580 psi 5 28 213 12/3/2018 4.00 in 12.57 in 66,430 lbs 5,285 psi 5 28 2C 12/3/2018 4.00 in 12.57 in 67,410 lbs 5,363 psi 5 28 2D 12/3/2018 4.00 in 1 12.57 in 67,020 lbs 5,332 psi 5,330 psi 5 Comments: 28 day test meets specifications 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:I Q-(A--4 & Date:121712018 Erik Campbell, Lab Manager cc: CRB Builders NORMAL WT 3• LT ((1 WAC (BY OTWNG) Dia.x5l(A10S1UR I/ I' J55( ESIALLY R'AEED ALSO WAS RI a GALVANIZED SILO. 101 E] tosis MW ISHE TAX WACNG f F (ILL IS A2O7BP( #124 HILTI SM PINS W INLI Or PTJULEHfl. €5tE ITEOC NOTCS WMr I® lAS &TWICAL 1101 OBYICTIIBI ITAIL lOT: IS md 2OIS-503 BECK BYTES: I. DEC( STALl BE INSTALLED SOS 3 SUPPORTS MIN. 2. (iCRIlBE A 01 01(010 OF 2 HEARING AT All SUPPORTS 3. &3MS: VSC (YO(CO 510111? OIBYLECTIDI) ((ACE lOCH IUIDN.O( TOOL, 0 24 D.C. (LOCATE IRE (SOT VSC A I1AXPNJI1 6 FROM THE 0(011 SIfflRT, CR AT SIC HALF THE VSC SPACING). I. FLUTES P00I1DIQ1IR TO SUPPORTS, HILTI X-OBY-19115 0(6 PER 36' NILE SHEET) 5. FLUTES PARALLEL TO SUPPORTS, HILTI X-EW-19L15 € ir D.C. p RECEIVED I I . JAN 08 2019 CITY OF CARLSBAD BUILDING DIVISION IIIiiiIIhuIiiiu 30 J 3 J duct penetration, pour stop mum 1W (UIBLR or pJiadatotalof4on O(a.i5WA1EDSIUIB EBWLT SPACED ALSO 530 2d and 5 on angle ism ITAIL 1) studs 2 I I The studs shown on this sheet are correct. Studs @ 24" 0/c shall be added to all moment frame beams. M.Gnffiths GSSI 1-7-19 QIHIPACCH( TO 9.ffiYflIBIFT ALL IIOTRHT1W1 THOR ID (ISOLATOR. IF 10111010 (S 01Th WI IA000IVALS IL• IT HIU. I FABRICATED AS (RAID - This STAllING FOR Sfl(UCITJ(AI. We. ONLY 1100 NOT PERTAINING 10 STEEL. (([1(105 MAY 1101 BC SISAl FOR CLARITY 13 iGSSI Structural Engineers STERO GENE: BIOREAGENTS MANUF. FACILITY CARLSBAD, CALIFORNIA CONSTRUCTION OBSERVATION REPORT December 7, 2018 Met with: Rami Barghout with CRB Construction The site visit was, to observe the construction in progress. The structural steel for the mezzanine was fully erected. The moment frame welding is complete and appears correct. The metal deck installation was beginning. All work appeared to follow the construction documents. The overall quality of the construction appeared to be good and in conformance with the plans and specifications. The following items were noted or asked by the contractor during the site visit: 1. Rami asked about Note #1 on detail 20/S-503 regarding if this included the deck spot weld to the beam and was verified it does. Please note that our observations are based on occasional visits to the site. These should not be construed as the result of complete inspection services. The superintendent should assure that the work fully complies with the plans and specifications. As always, we would be pleased to provide any clarifications when so requested. 74i Monte Griffiths, S.E. GSSI Engineers 5550 Baltimore Drive, Suite 100, La Mesa, California 91942 Tel: (619) 687-3810 Fax: (619) 687-3814 Construction Testing & Engineering, Inc. Inspection I Testing I Geotechnical I Environmental & Construction Engineering I Civil Engineering I Surveying FINAL REPORT FOR SPECIAL INSPECTION & MATERIALS TESTING April 8,2019 CTE Project No. 10-14566T City Of Carlsbad Building Inspection Department 1635 Faraday Avenue Carlsbad, CA 92009 SUBJECT: SATISFACTORY COMPLETION OF WORK REQUIRING SPECIAL INSPECTION PERFORMED UNDER PERMIT NUMBER: CB 133181 PROJECT ADDRESS: 1958 Kellogg Avenue I declare under penalty of perjury that, to the best of my knowledge, all of the work requiring special inspection of steel reinforcement, structural concrete, epoxy dowel installation, ultrasonic weld testing, magnetic particle testing, field welding, and roof nailing has been completed. The inspected work for the structure constructed under the subject permit is in conformance with the approved plans, the inspection and observation program and other construction documents, and the applicable workmanship provisions of the applicable building code. Executed on this eighth day of April 2019. TESTING LABORATORY OR SPECIAL INSPECTION AGENCY: CONSTRUCTION TESTING & ENGINEERING, INC. 1441 MONTIEL ROAD SUITE 115 ESCONDIDO, CA 92026 RESPONSIBLE MANAGING ENGINEER OF THE TESTING LABORATORY OR SPECIAL INSPECTION AGENCY: Daniel T. Math State of California Registration Number: 61013 Expiration Date: 12/31/2020 r No.61013 SIGNATURE: IIIIIIII:I:7 - EXP.12/31/20 CIVI OF C 1441 Montiel Road, Suite 115 1 Escondido, CA 92026 1 Ph (760) 746-4955 1 Fax (760) 746-9806 1 www.cte-inc.net EsGilV/M A SAFEbuittCompany DATE: 9/26/2018 U APPLICANT JURISDICTION: City of Carlsbad yJURIS. PLAN CHECK #.: CBC2018-0402 SET: III PROJECT ADDRESS: 1958 Kellogg Ave. PROJECT NAME: Sterogene Bioseparations LAB Office Manufacturing & Warehouse The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. LI The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. 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 isfpr your information. The plans are being held at EsGil until corrected plans are submitted for recheck. [=1 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: CRB Engineers, Inc. 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: -eRBEngpers, Inc. Telephone #: 760-496-3714 Date contacted: (b:(J) Email: rob.swenson@crbusa.com Mail Telephone Fax In'rson LI REMARKS: By: David Yao Enclosures: EsGil 9/21/18 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 5601468 • Fax (858) 560-1576 EsGilV/0 A SAFEbuilComprn, DATE: 9/10/2018 JURISDICTION: City of Carlsbad PLAN CHECK #.: CBC2018-0402 SET: II PROJECT ADDRESS: 1958 Kellogg Ave. O APPLICANT C3 JURIS. PROJECT NAME: Sterogene Bioseparations LAB Office Manufacturing & Warehouse Eli The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. LI The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: CRB Engineers, Inc. LII EsGil staff did not advise the applicant that the plan check has been completed. EsGil staff did advise the applicant that the plan check has been completed. Person contacted: FRB Engineers, Inc. Telephone #: 760-496-3714 Date contacted:61[10 (by: Email: rob.swenson@crbusa.com Mail Telephone Fax In on LI REMARKS: By: David Yao Enclosures: EsGil 8/30/18 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 City of Carlsbad CBC2018-0402 9/10/2018 NOTE: The items listed below are from the previous correction list. These remaining items have not been adequately addressed. The numbers of the items are from the previous check list and may not necessarily be in sequence. The notes in bold font are current. 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. PLUMBING AND MECHANICAL COMMENTS PLAN REVIEWER: Eric Jensen! Connor Reuss NOTE: Updated responses are in bold font PLUMBING (2016 CALIFORNIA PLUMBING CODE) Provide complete water line sizing calculations: Include the water pressure, pressure loss calculations, water demands, and the developed pipe lengths. CPC 610.0 or Appendix 'A'. An approved pressure regulator is required where the static water pressure from the water supply piping exceeds 80 psi. Please address. CPC 608.2 2. An accessible shut-off valve installed prior to the all gas regulator is required on sheet P50-01. CPC 1208.7.5(1) & 1210.11. The MV valves traditionally signify pressure control valves, not shut off valves. Clearly state that the MV valves shown are shut-off valves on sheet P50-01 (not just in the provided response letter). Provide the following information concerning the water heater WH-01 (condensing tank type): Show that water heater is adequately braced to resist seismic forces. Provide two straps. One strap at top 1/3 of the tank and one strap at bottom 1/3 of City of Carlsbad CBC2018-0402 9/10/2018 the tank. CPC 507.2. Water heater detail on sheet P60-02 does not show the required seismic force straps. Please correct. Note: If you have any questions regarding this Electrical, Plumbing, Mechanical, and Energy plan review list please contact Eric Jensen/Connor Reuss 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. END OF DOCUMENT EsGil A SAFEbulittompany DATE: 8/3/2018 JURISDICTION: City of Carlsbad PLAN CHECK #.: CBC2018-0402 SET: I PROJECT ADDRESS: 1958 Kellogg Ave. APPLICANT U JURIS. PROJECT NAME: Sterogene Bioseparations LAB Office Manufacturing & Warehouse F1 The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's 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. 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: CRB Engineers, Inc. El EsGil staff did not advise the applicant that the plan check has been completed. EsGil staff did advise the applicant that the plan check has been completed. Person contacted: 9RB Engi rs, Inc. Telephone #: 760-496-3714 Date contac : - (byP,) Email: rob.swenson@crbusa.com Ma \~i elephone Fax In Person El REMARKS: By: David Yao Enclosures: EsGil 7/26/18 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax(858)560-1576 City of Carlsbad CBC2018-0402 / 8/3/2018 PLAN REVIEW CORRECTION LIST COMMERCIAL PLAN CHECK #.: CBC2018-0402 JURISDICTION: City of Carlsbad OCCUPANCY: B/Fl/Si USE: office/manufacture / warehouse TYPE OF CONSTRUCTION: VB ACTUAL AREA: ALLOWABLE FLOOR AREA: STORIES: 2 HEIGHT: SPRINKLERS?: Y OCCUPANT LOAD: REMARKS: DATE PLANS RECEIVED BY DATE PLANS RECEIVED BY JURISDICTION: ESGIL CORPORATION: 7/26/18 DATE INITIAL PLAN REVIEW PLAN REVIEWER: David Yao COMPLETED: 8/3/2018 FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the California version of the International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. Code sections cited are based on the 2016 CBC, which adopts the 2015 IBC. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 105.4 of the 2015 International Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet number, specification section, etc. Be sure to enclose the marked up list when you submit the revised plans. City of Carlsbad CBC2018-0402 8/3/2018 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. A tactile sign stating "EXIT" and complying with ICC A117.1 shall be provided adjacent to each door to an exit stairway, an exit passageway and the exit discharge. Section 1013.4. Provide notes and details on the plans to show compliance with the enclosed "Disabled Access" Review List. NON-RESIDENTIAL GREEN BUILDING STANDARDS (Additions and Alterations) Light pollution reduction. Note on the plans that exterior light pollution must comply with CGC section 5.106.8. Moisture control. Note on the plans that landscape irrigation systems shall be designed to prevent spray on structures. Exterior entries subject to foot traffic or wind-driven rain shall be designed to prevent water intrusion into the building. CGC Section 5.407.2.2.1. Waste management. Note on the plans that the contractor must submit to the Engineering Department or other Agency that regulates construction waste management a Waste Management Plan that outlines the items listed in CGC Section 5.408.1.1. Recycling. Note on the plans that a minimum of 65% of construction waste is to be recycled and/or salvaged. CGC 5.408.1. Documentation shall be provided to the enforcing agency which demonstrates compliance. CGC Section 5.408.1.4. Recycling. Note on the plans that an identified, readily accessible area shall be provided that serves the entire building for collecting recycling, such as paper, cardboard, glass, plastics, metals, etc. CGC Section 5.410.1. City of Carlsbad CBC2018-0402 8/3/2018 Documentation. Note on the plans that a building "Systems Manual" as listed in CGC Section 5.41 0.2.5 shall be delivered to the building owner or representative and the facilities operator. Further, note on the plans that the "Systems Manual" shall contain the required features listed in CGC Section 5.410.2.5.1. Pollutant control. Note on the plans that during construction, ends of duct openings are to be sealed, and mechanical equipment is to be covered. CGC 5.504.3. Pollutant control. Note on the plans that VOC's must comply with the limitations listed in Section 5.504.4 and Tables 4.504.1, 5.504.4.1 5.504.4.2, 5.504.4.3 and 5.504.4.5 for: Adhesives, Sealants, Paints and Coatings, Carpet and Composition Wood Products. CGC 5.504.4. Pollutant control. Note on the plans that mechanically ventilated buildings shall provide regularly occupied areas with air filtration media for outside and return air that provides at least a Minimum Efficiency Reporting Value (MERV) of 8. MERV 8 filters shall be installed prior to occupancy. CGC Section 5.504.5.3. Water reduction. Show on the plans the following maximum fixture flow rates from the table below. Revise general notes, plumbing plans, etc. to match. CGC 5.303. MAXIMUM FIXTURE FLOW RATES FIXTURE TYPE MAXIMUM FLOW RATE Water closets 1.28 gallons/flush Urinals (wall mounted) 0.125 gallons/flush Urinals (floor mounted) 0.5 gallons/flush Showerheads 1.8 gpm @ 80 psi Lavatory faucets- nonresidential 0.5 gpm @60 psi Kitchen faucets 1.8 gpm @ 60 psi Metering faucets 0.2 gallons/cycle When a shower is provided with multiple shower heads, the sum of flow to all the heads shall not exceed 1.8 gpm, or the shower shall be designed so that only one head is on at a time. CGC 5.303.3.3.2. Note on the plans that prior to final inspection the licensed contractor, architect or engineer in responsible charge of the overall construction must provide to the building department official written verification that all applicable provisions from the Green Building Standards Code have been implemented as part of the construction. CGC 102.3. City of Carlsbad CBC2018-0402 8/312018 FOUNDATION 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 (see page 16 of the soil report). STRUCTURAL Utility Mezzanine Sheet UM-1 I shows the base plate design for the columns. Where is the column design? (ETABS?) Provide calculation to justify all the footings are adequate to support the design load. For moment frames and columns. Sheet UM-38 and other case for moment frames shows lateral bracing of column N. G. How the detail and analysis show the requirement? Please clarify. Office Mezzanine Provide lateral force analysis for the office mezzanine. It appears to shear walls and moment frame were used to resist the lateral force. Please clearly shows R used in both directions. ADDITIONAL Please refer to the following corrections for mechanical, plumbing, electrical and energy items. To speed up the review process, please note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. 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 in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: E3 Yes 0 No 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 David Yao at Esgil. Thank you. PLUMBING AND MECHANICAL COMMENTS City of Carlsbad CBC2018-0402 8/3/2018 PLAN REVIEWER: Connor Reuss ARCHITECTURAL PME ITEMS The licensed designer must sign the approved set of the plans. Hazardous materials are listed on sheet A03-1 0-00. Address the use of any hazardous materials and special mechanical systems/designs that may be necessary: Fume hoods, non-recirculation of air, etc. PLUMBING (2016 CALIFORNIA PLUMBING CODE) Plumbing material schedule provided on sheet P00-00 is illegible. Please correct. Existing storm drains are shown penetrating the floor in the maintenance support room on sheet P10-20-00. Please show in 1st floor plans on sheet P10-10-00 and provide its termination. Detail how the floor drain trap seal is to be maintained. CPC 1007.0 Floors shall slope to the floor drain locations. Please detail on the architectural floor plans. CPC 418.5 Provide complete water line sizing calculations: Include the water pressure, pressure loss calculations, water demands, and the developed pipe lengths. CPC 610.0 or Appendix 'A'. Describe the method of compliance for temperature limitations for the public use lavatories (limited to 110 degrees). Energy Standards 110(c)(3) Note: The water heater thermostat may not be used for compliance. Please explain note #18 on sheet P20-10-00. Is the drinking foundation outside? Fixture schedule states DW-1 yet riser diagrams show a DW-3. All water supply systems that have quick closing valves installed therein shall have devices installed as close to the fixtures as possible to control the effects of water hammer. Please show on plumbing plans the location of fixture WHI-A detailed in the plumbing fixture schedule. CPC 609.10. An accessible shut-off valve installed prior to the all gas regulator is required on sheet P50-01. CPC 1208.7.5(1) & 1210.11 . Note regarding given tables: Table 1216.2(1) is designed for a 7" WC. Pressure control valve is shown at 8" WC. Table 1216.2(2) is designed for an 8" WC. Please detail the types and locations of backflow protection (both cold and hot water) between the industrial water system and the potable water system. City of Carlsbad CBC2018-0402 813/2018 13. Provide the following information concerning the water heater WH-01 (condensing tank type): Show that water heater is adequately braced to resist seismic forces. Provide two straps. One strap at top 1/3 of the tank and one strap at bottom 1/3 of the tank. CPC 507.2 Show P & T valve on water heater and detail the drain routing to the exterior. It may not be installed upwards from the valve. CPC 608.5 Provide combustion air design: Show opening sizes and routing of ducts. CPC 506.0 Detail the water heater vent installation: Size, routing, slope, and termination location (Minimum 8' from vertical surfaces). CPC 509.0 Gravity vent water heaters may not be installed in the same area with air moving equipment (clothes dryers). Please address. 14. Hot water recirculating loop systems requirements. Detail the following: The installation of an air release valve on the inlet side of the recirculation pump, within 4' of the pump. A check valve is required between the recirculating pump and the water heating equipment to prevent the hot water from flowing backwards through the recirculation loop. A check valve is required on the cold water supply line between the hot water system and the next closest tee on the cold water supply line. (See CPC 608.3 for expansion tank requirements.) MECHANICAL (2016 CALIFORNIA MECHANICAL CODE) Please specify what symbol SD represents. On sheet MOO-00 symbol SD states that it is a smoke damper yet on sheet MIO-20-00 the symbol SD seems to represent the required supply air duct smoke detection system for air moving systems of 2,000 cfm or greater. Review CIVIC 608.1 Please show the required 42 inches tall "Guards" (guard rails) or building parapets height for AC-8 and roof access ladder on south side of the building. CBC 1015.6 & 1015.7 Please address the exhaust and supply ducts that penetrate the required fire rated occupancy separation between first floor B occupancy and second floor F2 occupancy (Utilities room). CBC Table 508.4 The gas cylinder room (A138): Does it have a rated separation, mechanical ventilation, etc.? Review the architectural response to the hazardous materials requiring special mechanical systems as included under "Architectural PME Items" above and response accordingly. City of Carlsbad CBC2018-0402 8/3/2018 Note: If you have any questions regarding this Electrical, Plumbing, Mechanical, and Energy plan review list please contact Eric Jensen/Connôr 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. ELECTRICAL, and ENERGY COMMENTS PLAN REVIEWER: Morteza beheshti ELECTRICAL (2016 CALIFORNIA ELECTRICAL CODE) 20. Provide a single line diagram for the new service. Include the following information: . Feeder overcurrent device and conductor sizing. 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. Grounding and bonding details. Note: If Multiple metallically isolated water supplies are installed to this building; All need to be bonded to the electrical system. Note: E30-20-00 plans show ground points. Please detail and include on single line ground electrode system Note: More than one building is supplied by a single service. Be sure to show both the service electrode system and the separate building disconnect electrode system on the single line diagram. CEC 250.32 Describe the transformer grounding electrode system design: The electrode conductor sizing and the electrodes description. CEC 250.30(A)(4) Panelboards located on the secondary side of transformers require "Main" protection. Plese provide within 25' of the transformer. CEC 408.36 Provide ventilation for the rooms containing transformers. Out swinging door(s) equipped with panic hardware are required for access doors for rooms containing electrical equipment rated 800 amperes or more. Revise the architectural design and door schedule. CECI 10.26(C)(3). Accesss 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 additonal design options. City of Carlsbad CBC2018-0402 8/3/2018 Emergency illumination is required to be installed in electrical equipment rooms. Please provide. CBC 1008.3.3 CEC 700.16 Egress (emergency back-up) lighting is required for exterior landings of required exit doors/exterior stairways located at other than the level of exit discharge. Please add to the plans. 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 A minimum overhead clearance distance of 6' shall be maintained above electrical equipment (panels, distribution boards, MCC, and Services). Please review the plans. CEC 110.26(E) For buildings that require two or more exits, emergency illumination is required to be installed at exterior exit door landings and/or vestibules. Please provide. CBC 1008.3.2 Please design the rooftop unit feeders and conduit sizing. Please provide GFCI protection for the receptacles shown on rooftop for HVAC maintenance. See CEC 210.8 ENERGY (2016 CALIFORNIA BUILDING ENERGY STANDARDS) A complete energy plan check will be performed after completed and/or the corrected energy design has been provided. On the plans clearly show the building envelope design as applicable: insulation design, fenestration specifications, door insulation specifications, radiant barrier, and the roof covering specifications. The architectural envelope design does not match the energy envelope design on the forms. Correct to submit a co-ordinated design. Note: Energy envelope descriptions are available in the Reference Appendices, Joint Appendiz 4. Instantaneous water heaters (rating greater than 2 kW) shall have isolation valves and hose bibs installed on both the cold-water supply and hot water output piping. ES 110.3 Recirculating hot water piping is required to be insulated as follows: 1" pipe size or less: 1" thick insulation, larger pipe sizes require I Y2" insulation. Also:Hot & Cold within 8' of the water heater. ES Table 120.3-A. Multilevel lighting controls are required in areas 100 square feet or greater that have a connected general lighting load exceeding .5 watts per square foot (Classrooms are .7 watts). LED luminaires require dimming capability of 10 to 100%. Include control placement and design on the floorplans. (Dual switching no longer complies) ES Table 130.1-A City of Carlsbad CBC2018-0402 813/2018 Shut-Off Controls: Each floor, each space (not exceeding 5,000 square feet), and each type (general, display, and ornamental) of lighting shall be individually capable of being automatically shut-off when the building is unoccupied. Include the control design. Automatic time switch control requires a 2 hour override. ES 130.1(c) Occupancy controls are required to shut off all lighting in: Offices 250 square feet or smaller, multipurpose rooms of less than 1,000 square feet, conference rooms, and classrooms of any size. ES 130.1(c)5 Lighting installed in corridors and stairwells shall be controlled by occupant sensing controls that separately reduce the lighting power by at least 50% when the space is unoccupied. ES 130.1c (6) C. The electrical service metering capability must comply with Table 130.5-A in the Energy Standards. Describe on the electrical plans how these requirements will be satisfied. For addition and alternation applicability see ES 141.0(a) (Additions) or 141.0(b) Alternations. The disaggregation of electrical loads (separation of circuiting by category) per Table 130.5-13 Energy Standards is required. Review and submit a revised electrical system design. (Note: 10% of any separated load may be any category of branch circuit) Voltage drop is limited to a total of 5% for electrical circuiting (feeders and branch circuits combined) ES 130.5 In all buildings, controlled receptacles are required in private offices, open office areas, reception lobby, conference room, kitchette in office spaces, and the copy room per Energy Manual 130.5(d). Please include the control design and receptacle locations on the electrical plans. All exterior lighting must be controlled by a photocell and an automatic scheduling control device. EM 130.2(c) Outdoor lighting mounted 24 feet or less above grade shall be controlled per 1,500 watt max grouping with automatic controls capable of turning off, reducing the lighting level when vacated, and turning on the fixture when the area becomes occupied. Detail the lighting control design. Note: If you have any questions regarding this Electricaland Energy plan review list please contact Morteza Beheshti at (858) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. City of Carlsbad CBC2018-0402 8/3/2018 DISABLED ACCESS REVIEW LIST DEPARTMENT OF STATE ARCHITECT TITLE 24 The following disabled access items are taken from the 2016 edition of California Building Code, Title 24. Per Section 1.9.1, all publicly and privately funded public accommodations and commercial facilities shall be accessible to persons with disabilities. SINGLE ACCOMMODATION FACILITIES Show a sufficient space in the toilet room for a wheelchair to enter the room and close the door, per Section 11 B-603.2. The space is required to be: Show detail dimension for all single accommodation toilet. Some of the toilet may not have enough room to be accessible? ~60" diameter. A T-shaped space as shown in Figure 11 B-304.3.2. Doors are not permitted to encroach into this space by more than 12 inches. 2. Show that the water closet is located in a space which provides: A clear space at the water closet in compliance with Section 11 B-604.3.2 (this prohibits any fixtures from encroaching into the clear space at the rear wall). A clear space in front of the water closet measuring 60" wide by 48" in front. Section 11 B-604.3.1. Seethe following figures. i) Please notice that the 28" clearance required in the previous code (between the water closet and the lavatory) has been changed to a 60" clearance as shown in the figure. City of Carlsbad CBC2018-0402 8/3/2018 CENTERLINE CENTERLINE OF OF FIXTURE FIXTURE I711-18" - 18" MIN. -LIM' )fl TO EDGE FLUSH K \\OWAT[R ACTIVATOR /1k) CLOSET ON WIDE SIDE /\ LJ qW 18" 1 .\, 32" MIN MIN. \CLEAR V(1)CLEARANCES*TVWATER?C668E1 Doors may swing into the restroom as long as there is a clearance of at least 30" x 48" beyond the swing of the door. Section 11 B-603.2.3. Showers are proposed, show or note compliance with the following requirements, per Section 11 B-608: City of Carlsbad CBC2018-0402 813/2018 a) Threshold in roll-in type showers shall be % inch in high maximum. b) Water controls shall be of a single-lever design, operable with one hand, and shall not require grasping, pinching or twisting of the wrist. The controls shall be on the back wall, adjacent to the seat, and the center line of the controls shall be located 39" —41" above the shower floor. c) A flexible hand-held shower unit is required with at least a hose 59 inches long that can be both used as a fixed shower head and hand held. This unit shall be mounted such that the top of the mounting bracket is a maximum of 48 inches above the shower floor. d) The floor slope shall be a maximum of 1:48 in any direction. Where drains are provided, the grate shall have openings ¼ inch maximum and located flush with the floor surface. e) Indicate on the plans a folding seat, located on the wall adiacent to the controls, 18" above the floor and shall not extend more than 6 inches from the wall. f) Grab bars shall be located, per Section 608.3: I) On the back wall and the side wall opposite the seat. Mounted ~33" but :536" above the shower floor. Grab bars shall not extend into that portion of the wall over the seat. g) The soap dish when provided shall be located on the control wall :540" above the shower floor and within reach limits from the seat. GENERAL ACCESSIBILITY REQUIREMENTS ACCESSIBLE SINKS 5. Per Section 11 B-804, non-commercial kitchen sinks (such as at employee break rooms, etc.) shall provide the following: A clear floor space at least 30"x 48" shall be provided for forward approach and shall be on an accessible route. The clear space shall extend a maximum of 19" underneath the sink. Section 11 B-606.2. The accessible sink shall be mounted with the counter or rim no higher than 34" above finish floor. Knee clearance that is at least 27" high, 30" side and 19" underneath the sink shall be provided. Hot water and drain shall be insulated or otherwise configured so as to protect against contact. There shall be no sharp or abrasive surfaces under the sink. Section 1113- 606. Faucet controls and operating mechanisms shall be operable with one hand and shall not require tight grasping, pinching or twisting of the wrist. Lever operated, push-type and electronically controlled mechanisms are acceptable. Self-closing valves are allowed if the faucet remains open for at least 10 seconds. Section 11 B-606.4. City of Carlsbad CBC2018-0402 8/3/2018 END OF DOCUMENT 0 City of Carlsbad CBC2018-0402 8/3/2018 [DO NOT PAY— THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: City of Carlsbad PLAN CHECK #.: CBC2018-0402 PREPARED BY: David Yao DATE: 8/3/2018 BUILDING ADDRESS: 1958 Kellogg Ave. BUILDING OCCUPANCY: BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) T.I. per city 1,498,226 Air Conditioning Fire Sprinklers TOTAL VALUE 1,498,226 Jurisdiction Code 1cb 1By Ordinance Bldg. Permit Fee by Ordinance v V Plan Check Fee by Ordinance Type of Review: ZI Complete Review Structural Only Repetitive Fee H Repeats E Other El Hourly __Hr. @ * EsGil Fee I $2,761.181 Comments: . Sheet of Structural Engineers Calculations for 18173A Sterogene TI 1949 Kellogg Ave Carlsbad, CA tI' C" ARCHITECTS UCRITE.CTS P.C. 3207 Gray Hawk Court Suite 1.50 Carlsbad CA 9201.0.. Phone: 760! CBC20I8-0402 Fax 760-4S 1958 KELLOGG AVE STEROGENE, 27,562 SF TI INCLUDING 4,651 NEW MEZZ 2120920100 812812018 __ CBC20I8-0402 PGSSI:., Structural Engineers Sterogene TI 18173A Table of Contents Design Criteria ............................................... C-ito C-2 Shell Bldg. Roof Framing Checks ...................... R-1 to R-23 Utility Mezzanine Design ......................... UM- l to UM-99 Office Mezzanine Design ........................... OM-1 to OM-67 1 ON 10OSS1 Structural Engineers Project: Sterogene TI Sheet: C-I GSSI No. 18173A Engr.: M.Griffiths Date: 7119/2018 Scope: Additions to an existing I story tilt up Bldg. 2 New mezzanines. New Wall openings, New Rooftop HVAC Loads: Existing Building Roof: Utility Mezzanine Office Mezzanine Dead Load ( DL) Dead Load ( DL) . Dead Load ( DL) Roofing (+ re-roof) 3.0 psf 3" H.R. Topping Slab 54.4 psf 1.5' Gyperete Topping S 18.0 psf 112" Plywood 1.5 psf Verco 20Ga W3 Deck 2.3 psf 314" T&G Plywood 2.3 psf 20 @ 24" 0/c .0.7 psf Fireproofing 0.0 psf TJI Joists 4.0 psf Insulation 0.5 psf Insulation 0.0 psf Insulation 0.0 psf Sprinklers 0.5 psf Sprinklers 1.0 psf Sprinklers 2.0 psf Suspended clg 1.5 psf Suspended clg 4.0 psf Suspended clg 3.0 psf MechlMisc 0.3 psf Mech. . 7.3 psf Mech/Misc 1.7 psf DL Y= 8.0 psf DL 1= 69.0 psf DL T= 31.0 psf 2.5" GLP @ 8'-0" 2.0 psf Beams 6.0 psf Beams 3.0 psf GLB Girders 1.5 psf DL Y= 75.0 psf . DL 1= 34.0 psf DL I = 11.5 psf Added Seismic Mass 36 psf Added Seismic Mass 10 psf Live Load ( LL) Live Load ( LL) Live Load ( LL) LL 7 =20.0 psf LL I =125.0 psf LL =65+15 psf DL+LL= 31.5 psf 7 DL+1L= 200.0 psf I DL+LL= 114.0 psf Codes and References: 2016 California Building Code, Title 24 AISC Manual of Steel Construction, 14th Edition ASCE - 7-10 Minimum Design Loads 2012 National Design Specification for Wood Construction ACI 318-14 Structural Concrete Interpretation Of Regulations. Division of State Architect ACl 530-11IASCE5-11ITMS 402-11 - Building Code Requirements for Masonry Structures Soil Bearing Capacity: SBC = 2,500 psf @ 12 inches into existing grade Seismic: SDC: 0 Risk Category II Site Class: 0 Ss = 1.079 S,= 1.153 Fa = 1.069 SDS = 0.77 S,=0.416 SMI=O.619 . Fv 1.488 So 0.41 Response Cs Cs Risk Importance Mod. Factor S0 I(RIi. SosI(RIl) System Type Category Factor, I R LRFD ( ASO ) Utility Mezzanine II 1.00 8 0.096 0.069 Steel SMF Office Mezzanin II 1.00 6.5 0.118 0.084 Plywood Shearwalis 8 0.220 0.157 Steel SMF Project Loading.xlsx Project: Sterogene Mezzanine Sheet No. C-2 ' '.I] I Engineer: TZ Project No.: 18173A. Structural Engineers Date: Square Spread Footing Design (2016 CBC) F8 F7 F6 F5 F4 F3 Soil Capacity = 3000 psf ,Size, WxB 8.0, 7.01 6.0, 5.0 4.0 3.0 Concrete, fc 3000 psi 1Area, ftA2 64.0 49.0 36.0; 25.0 16.0' 9.0 Reinforcement, fy = 60,000 psi IFooting Thickness, in. 24 21 18 18 15 15 Soil Bearing Capacity 3000' 3000! 3000 3000 3000 3000 P, allowable, kips 173 134 too 69 45 25 Yu, allowable, P1.55 '. 268 208, 155 108 70 39 Column Size, in. 1 10 10 10 8 8 8 Effective Ftg,d,in. 20, 17t 14 14, II II .Soils Pressure, ksf 4.2 4.21 4.3 4.3 4.4 4.4 Increase width from = ft. Shear Increase = Punching shear, kips 242 186; 138 93 59 28 Maximun Increase 3000 psf Vu, allowable, kips 394 302! 221 202 137 137 Vu OK , Vu OK Vu OK Vu OK i Vu OK Vu OK Beam shear, kips 8.0 7.1 6.1 4.3 3.3 1.1 Vu, allowable, kips 19.7, 16.8 13.8 13.8 10.8 10.8 Vu OK Vu OK Vu OK Vu OK Vu OK Vu OK Bending: Mu, ft-kips : 26.9. 20.21 14.4 10.1 6.1 3.0 Ku, psi 75 78, 81 57 56, 27 p 0.0013 0.0013, 0.0014 0.0010 0.0009. 0.0005 ,As, in"2 3.22 2.49 1.85 1.08 0.66 0.24 Number of Rebars , 9 8 7 , 6 5 4 'Rebar size #7 #7 #6 #5 #5 #5 As, actual, in.A2 5.40 4.80 3.08 1.86' 1.55; 1.24 As OK As OK As OK As OK A% OK A.; OK VA F6A FSA RA F3A F9 Size, WxB 7.0 6.0 5.0 4.0 3.0, 9.0 Area, W'2 49.0 36.0 25.0, 16.0 9.0 81.0, Footing Thickness, in. I 331 331 271 271 271 24: Soil Bearing Capacity 3000 3000' 3000 3000 3000 3000 P, allowable, kips • 127 93 67 43 24 219 Pu, allowable, P9.55 197 144 103 66 37t 339 Column Size, in. 8 10, 10' 10 8 8 Effective Ftg, d, in. 29 29 23 23 23 , 20: ;Soils Pressure, ksf 4.0 4.0, 4.1 4.1 4.1 4.2 :Shear: Punching shear, kips , 158' 102 72 35 10. 316: Vu, allowable, kips 705, 743 499, 499 469. 368. Vu OK Vu OK Vu OK Vu OK Vu OK Vu OK Beam shear, kips 3.0 0.7 0.7 -1.4. -3.11 10.5 Vu, allowable, kips .28.6 28.6 22.7 22.7 22.74 19.7 Vu OK Vu OK Vu OK Vu OK Vu OK Vu OK Bending: Mu, ft-kips 20.1 13.4 9.0 5.2 2.8 36.3 Ku, psi 27 18, 19 II 6 101' P 0.0004 0.00031 0.0003 0.0002, 0.0001 0.0017 As,in"2 1.44 0.82' 0.58 0.27 0.11 4.93 Number of Rebars • 8 ' 7 ' 6 s 4 10 Rebar size ' #6 #6 #6 #5 #5 #7 As, actual, in.A2 ' 3.52 3.08 2.64 1.55, 1.24 6.00 As OK As OK As OK A, OK A, OK , A., OK SHEET GSSI PROJECT GSSI NO. ( Structural Engineers . 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Structural Engineers ENGR DATE ( Gj2 ca-c. c:-O rz -- • :c(1.-z-' - /7,/• NL1 77.7t'1& fs;i" ate f&.#' '77.7# g(fl.j. ii' )4-FV4 5a zc(2./,' Z/c.9'7 6tL Ic. /9oi,i.; ) f1 x 72. /144% MM. 21c10 7444 F1/ /%6>4S \/ ( Ile S' 0)5 05, a'Wj ,7 D ,W)VV 1,4 7/0-7/.g//6o5 ccc as • fvr ?i9 '4 )v? b'CfrV —Q , —, O'1J9 re.' Jso ,, - 21, r'nlv'ô -i'fl ) iJ9 7 ,1 c9bfr Q'-;swW 7, — -------------------- q 3LVO HON3 SJeaUI8U3 ,ejnns 0N ISS9 133roId I S 9 E) .L3HS ) ) C SHEET_______ OGSSI PROJECT ______________________________________ GSSI NO. Structural Engineers ENGR ______________________ DATE__________________ GT2 fr2 12 - -41 '1* S'3'3 aao k 2 1- 54 C4ic7 ftt O+L N..(ti )J 2,1 2 4i-4t, C ).2< O.rI-W V) . Cjo,d.t15 7 It, vt- , :•. F' U4x 1%.2. J7/I I P f? ),I (! )•, 2.65 AA , 2'x6'V11 M' C SHEET SSI PROJECT S GSSI NO. Structural Engineers ENGR ______________________ DATE S4 Y. 7Y 1.-s 4.4 4- .- 15 1.. -44VO$I.t5X e. 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I GL5.125x21 I 2.5'x22.5 6 Frame Wednesday. July 18, 2018 Page 1 Mulliframe4D VersIon 11.06 P:CRB EnglneersSterogene TI - 18173AEngIneedngCaIcuIatlonslRooflRooftest1.mfd Sections GL 5.125*33 GL 5.125*31.5 GL 5.125*28.5 GLS.125x30 GL 5.12544.5 GL 5.12547 GL 5.12549 2.5"x 25.5 GLB OLS.125x21 2.5*x2ZV GLB Default Colour All loads Load View - (E) ROL 8ps1 E . 1 Wednesday. July 118. 2018 Page 1 Multdrame4D Version 11.08 P:CRB EngineersSterogene TI - 18173AEngineeI1ngCalculatlonsRoo?Rooftest1.mfd Sections UGL5.125x33 GL 5.125417.5 GL5.125x28.5 UGL5.125x30 U GL 5.125x34.5 GL5.125x27 1GL5.125x39 U 2.5"x 25.5" GLB GL5.125x21 U 2.5*22.5" GLB Default Colour All loads Load View - Added Mach DI. Wednesday. July 18. 2018 Multlframe4D Version 11.08 Page 1 P:CRB EnglneersSterogene Ti - 18173AEngIneeringCalcuIationsRoofRooftest1.mfd Sections GL 5.125*33 GL 5.125*37.5 GL 5.125*28.5 GL 5.125x30 GL 5.125*34.5 015.125x27 51 GL 5.12539 2.5z25.5GLB G1 5.125x21 2.5'42.5 GILD F Default Colour All loads Load View- Pudin Lr (varies) E. Wednesday, July 18. 2018 Mulllframe4D Version 11.06 Page 1 P:CRB EnglneersSterogene TI - 18173AEngineertng\CalcutattonsRcoftRooftest1.mfd Sections 0GL5.12543 GL 5.12547.5 GL 5.125x28.5 GL 5.125*30 GL 5.125x34.5 GL 5.125*27 WGL5.125x39 2.5x25.5GLB GL 5.125*21 2.5W2.51 GLB rM efault Colour All loads 6 Load View - GLB Lr 129sf Wednesday. 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July 18, 2018 Page 1 Multiframe4D Version 11.06 P:CRB EngineersSterogene TI - 18173AEngineering%CatcutatIonsRooftRooftest1.mfd V Ic Plot View - Static Case: (N)TDL.+Puriln Lr Mz (kip-ft) Wednesday, July 18, 2018 Page 1 MuItiframe4D Version 11.08 P:CRB EngineersSterogene Ti - 18173AEngineering\CalcufationsRootRooftest1.mfd Plot View - Static Case: (N)TDL+GLB Lr Me (kip-ft) Wednesday, July 18. 2018 Multiframe4D Version 11.06 IL 17-0 Page 1 P:CRB EnlneersStarogene TI - 18173AEngineeuingCaIcuIationsRoofRooftest1.mfd Plot View - Static Case: (N)TDL+Purlln Lr Mz (kip-ft) Wednesday, July 18. 2018 Page 1 Multiframe4D Version 11.06 P:CRB EngineersSterogene TI - 18173AEnglneenngCaIcutationsRoot\Rooftest1.mfd Plot View- Static Case: (N)TDL+GLB Li- Mz (kip-ft) Table 5A (Cont..) C,) 0 CO __ CD C, CL 03 CL 00 no OrM CD ct OC Bending About XX Axis Bending About Y-Y Axis Axially Loaded Fasteners (Loaded Perpendicular to Wide Faces (Loaded Parallel to Wide Faces of Laminations) of Laminations) - • Compression Shea, Paralle, Modulus Compression Shear Parallel Modules Tension Compression Specific Crash, Bending Perpendicular to Grain of Perpendicular to Grain of Paraflelte Parallel to for to Grain ElaslI Bending to Grain EbstM Grain Grain FastenerDealen Tension Compression Far Far Far Far ar s... Face Face Dsten Cetobitein subilir C.tebi,s oslbeian C.ki,arloar saset, Cabibitens Top or Bottom Side Face y. y - Face conoination Sbnthol Speaes OuteriCo,r •• Fra (psi) (psi) (psi) F,, I (psi) F (psi) F (psi) F (psi) F5; (psi) F u (oat) - E rott psi) E n ft (10'p50 E, E, role (10p,si) G I lea. - Us - 20 1 IS an I ,••I am t. 1 60 n. iii, UI 24F-V4 DFIDF 2400 1854. 650 650 285 1.8 0.95 1450 560 230 1.6 0.65 1100 1650 0.50 0.50 4F-V8 •. DFIDF 2400 2400 650 650 265 1.8 0.95 1550 560 230 IS 0.85 1100 1650 0.50 0.50 4F-54 DFIDF 2400 1450 650 650 265 1.8 0.95 1400 560 230 1.7 0.90 1100 - 1700 0.50 0.50 4F'613 DFIOF 2400 2400 650 650 265 1.8 0.95 1750 560 230 1.7 0.90 1250 1700 0.50. 0.50 24F.E18 DFIDF 2400 2400 650 650 265 1.8 0.95 1550 560 230 1.7 0.90 975 1700 0.50 0.50 4F.V3 SPISP 2400 2000 140 740 300 1.8 0.95 1100 650 260 1.6 0.85 1150 1650 0.55 0.55 24F-V8 I WISP 2400 2400 740 740 300 1.8 0.95 1100 650 260 1.6 0.85 1150 1650 0.55 0.55 24F4EI I WISP 2400 1450 805 650 300 1.8 0.95 1550 650 260 1.7 0.90 1150 1600 0.65 0.55 24F-64 WISP 2400 2400 805 805 300 1.9 1.00 1850 650 260 1.8 0.95 1450 1750 0.55 0.55 2UF4JEJW - - alt j,J lm 11.4 Le ,j 100 , 26F-VI DFIDF 2600 1950 650 650 265 2.0 1.08 1850 560 230 1.8 0.95 1350 1850 0.50 0.50 2eç.lfl OFIDF 2800 2600 650 650 265 2.0 1.06 1850 560 230 1.8 0.95 1350 1 1850 1 0.50 0.50 EF.VI WISP 2600 2000 7öT 740 300 1.8 0.95 1700 650 . 260 1.6 0.85 1150 1600 0.55 0.55 F-'12 WISP 2600 2100 . 740 740 300 1.9 1.00 1950 740 260 1.8 0.95 1300 1850 0.55 0.85 26F-V3 SPISP 2600 2100 740 740 300 1.9 1.00 1950 650 260 1.8 0.95 1250 1800 0.55 0.55 28F-V4 SPISP 2600 2600 740 740 300 1.9 1.00 1700 650 260 IS 0.95 1200 1600 0.55 0.55 26F-V5 SPISP 2600 2600 740 740 300 1.9 1.00 1950 650 260 1.8 0.95 1300 1850 0.55 0.55 2$F4111P" sm: ma am 2.1' 11i18 On ,, to 1W SF-El SPISP 2800 2300 805 805 300 '1'P, I.Illn 1600 650 260 1.7 0.90 1300 1850 0.55 0.55 28F.52 SPISP 2800 2800 805 805 1 2IM 2000 650 260 1.7 0.90 1300 1850 0.55 0.55 3SF 15Jpsm : 511 am 0.11 WISP __SIR__ l 1.7 sal i "a 30002400 805 805 H!-; 1750 650 260 1.7 0.90 1250 1750 0.55 WISP 3000 3000 805 805 2.l 0.55 30F.E2 1150 650 260 1.7 0.90 1350 1750 0.55 I 0.55 Expanded - Reference Design Values for Structural Glued Laminated Softwood limber Combinations' (Members stressed primarily In bending) (Tabulated design values are for normal load duration and dry service conditions. See NDS 5.3 for a comprehensive description of design value adjustment factors.) Use with Table BA Adjustment Factors I. The combinations in this table are applicable to members consisting of 4 or more laminations and are intended primarily for members stressed in bending due to loads applied perpendicular to the wide faces of the laminations. However, reference design values are tabulated for loading both perpendicular and parallel to the wide faces of the laminations. For combinations and reference design values applicable to members loaded primarily axially or parallel to the wide faces of the laminations, see Table 58. For members of 2 or 3 laminations. see Table 58. 2. The reference design values for shear. F,. and F,, shall be multiplied by the shear reduction factor. C,, for the conditions defined in NOS 5.3.10. qu R 3. Reference design values are for structural glued laminated timbers with laminations made from a single piece of lumber across the width or multiple pieces that have been edge bonded. For structural glued g laminated timber manufactured from multiple piece laminations (across width) that are not edge-bonded, value shall be multiplied by 0.4 for members with 5, 7. or 9 laminations or by 0.5 for all other members. S. This reduction shall be cumulative with the adjustment in footnote 2. a 4. This combination may contain lumber with wane. If lumber with wane is used, the reference design value for shear parallel to grain. F_ shall be multiplied by 0.67 if wane is allowed on both sides. If wane is limited to one side. F.. shall be multiplied by 0.83. This reduction shall be cumulative with the adjustment in footnote 2. 26F. 28F. and 30F beams are not produced by all manufacturers, therefore, availability may he limited. Contact supplier or manufacturer for details. 30F combinations are restricted to a maximum 6 in. nominal width unless the manufacturer has qualified for wider widths based on full-scale tests subject to approval by an accredited inspection agency. For 28F and 30F members with more than 15 laminations. E. = 2.0 million psi and E,,ar. = 1.06 million psi. TOP FLANGE HANGERS l '! - Olmsnitons. - Futsnr low PWIID __ *J1ØMbISLCIdS -. .- Gawl N:BITF Keeder -ll QCQ SAWN LU USER SIZES -- HW814 7 7% 13 2% 21* 4.N20A 2-106 6783 - 5285 5285 5285 8x14 11148814 7 7% 13 3 2% 10-N54A 6-N54A 9100 1455 1745 6235 6235 6235 - GLTB 7 7% 7% MIN 5 2% 10-N54A 6-N54A 21417 1455 1745 7000 7000 7000 165816 7 11* 15 21* 2% 4-N20A 2-106 6783 -. - 5285 5285 5285 8x16 14148818 7 7'* 15 3 2% -10-NS4A 6-N54A 19100 1455 1745 6235 6235 6235 GUS 7 7% 714 MIN 5 2% 10-N54A 6-N54A 21417 1455 1745 70007000 7222 GLULAM SIZES P2.5 121 254 5MIN 2 23/1e 2-106 2-10dxl% 11233 - - 2995. 823. 7 2% 7% 3 2% 10-N20AN 4-N20AN 13830 885 1060 .4330 4330 2'4LAM 23 7 2% 74 5 2% 10-N54A 6N20AN 21417 1330 1595 7000 7000 T26 7. 2% 7% 6 2% 18-NS4A. 6-N20AN 83 1330 1595 9395 3025 L9646, 9545 1652.6. 11 2% $ MIN 4 21/g 44120A 4.11061% 16333 - - 8285 5285 7 314 7% 5 2% 10-N54A 6-N54A 21417 1455 1745 7000 7000 HGLYS 7 314 71* MIN 6 1 21A, 18N54A 6-N54A 39083 14551 1745 11590 11755 1.1865 01.55.5 7 34 811a MIN 5 514 6N54A 6N54A 44533 1455 1745 9790 9965 10080 GI.ST3.5 7 /4 9 MIN 614 5¼ 6-N54A 6-N64A 44533 1455 1745 12465 12630 12740 01.83.7 7 81* MIN 5 675b 8NS4A 8-N54A 44533 1455 1745 9840 10005 10115 31/a LAM GLST3-7 7• 9 MIN - 6% 67/a 6.N54A 6-N54A 44533 1455 1745 12465 12630 12740 GI.539 7 8% MIN 5 87/a 6N54A 6-N54A 44533 1455 1745 9840 10005 10115 01.813-9 7 9 MIN 61,4 815b 6-N54A 6-N54A 445M 1455 1745 112465 12630 12740 14W3.25 11 3 5 MIN 2% 4-N20A 2-110d 118333 - - 5285 5285 $285 HHB3 7 714 MIN 3. 21/a 10-N54A 6-N54A 19100 1455 1745 6105 6235 6235 GN 7. 714 MIN 314 21* 14-NS4A 6-N54A 26833 1455 1745 7215 7380 7490 U3.281121F 12 12 211a 2'* 16-166 6-106 687 935 .1125 4200 4305 4335 .28118.57 12 4 161/a 214 2% 20-166 8-10d 19500 1250 1500 4435 4575 4670 P3.3 12 1 33/a 1 5 MIN 2 2/w. 2-10d 2-10d 11233 - - 3255 3255 3255 13.3 7 13%1 714 MIN 5 214 10-N54A 8-N20AN 21417 1330 1595 7000 7000 7000 11133IT3.3 7 13%1 715b MIN 6 2% 18-N54A 84VOAN 3W83 1330 1 1595 11915 12065 12165 HWLS 11 13%1 8 MIN 4 214 4-N20A 4i0d 18333 - -. 5285 5285 15295 7 51/4 1 7% MIN 5 .214 10-N54A 6-N54A 21417 14551 1745 7000 7000 7000 HOLD 7 514 71* MIN 6 21* 18-N54A 6-N54A'- 39083 14551 1745 11930 12455 12750 GL65-5 7 5% 81/2 MIN 5 51/4 6-N54A 6-N54A 44533 1455 1745 13080 13080 13080 GLSS5 7 514 9 MIN 6% 51/4 '8-N54A .. 6-N54A 33 1455 1745 14685 14685 14685 7 7 514 8% MIN 5 67/a 1 6-N54A 6-N54A 44533 1455 .1745 13080 13080 13080 Gt.STS-7 7 5% 9 MIN 61* 87/b 6-N54A 6-N54A. 1455 1745 14885 14685 14885 514 LAM 1401.55 7 51/4 101/2 MIN 6 SPEC 14-N54A 8-N54A 51333,190 2330 16835 16835 16835 -. HGL$TS 7 51/4 101* MIN 61* SPEC 14-N54A 8-N54A. 61333 1940 2330 16835 16835 16835 . 1655.25 11 51/ 5 MIN 2% 2% 4-N20A 2-10d 16783 - - 5285 5285- 5285 7 516 714 MIN 3 21/a 10-1054A 6-N54A 191W 1455 1745 6105 6235 6235 05 7. 51/4 74 MIN 314 .21/a 14N54A 6-N54A 26833 1455 '1745 1370 7640 8005 11085::. 7 514 7116 MIN 4 214 14-N54A 6-N64A 00 1455 1745 7885 6265 8520 (12.251121F 12. 51/4 12 214 21/5 1086 6-166 13667 1105 1325 4310 4335 4335 (1525(16.5W 12 514 16* 21* 2% 20-166 8-166 . 0 1470 1765 4660 5225 5550 tIlls? 7 16741 714 3 1 2% 10-N54A 6-N54A 119100 1455 1745 6105 8235 6235 ' 7 7 67/a 71* MIN 31/a 215b 14-N54A 6-N54A 26833 1455 1745 7370 7750 8005 14087 7 1 6% I 7% MIN 4 21/a 14-N54A 6-N54A 00 1455 1745 7885 8265 8520 17 7 At 71* MIN 5 21.4 10-N54A 6-N54A 21417 1455 1745 7000 7000 7000 . Ti 7 le41 71* MIN 8 2% 18-N54A S-N54A 39083 1455 1745 11930 12455 12750 7 014 8% MIN 5 674 8-N54A 6-N54A 1455 1745 14040 14040 14040 01.317-7 7 4 OMIN 6% 674 6-N54A 6-N54A 44533 1455 1 1745 14685 14685 14685 4 7 167/a l 814 MIN 5 874 6-N54A 64V4A 44533 1455 11745 14040 14040 14040 L317t._1 67,61 _OMIN 6 '.- 8-N54A 6-N54A 44533 1455 1745 14685 14685 14685 ." NOW 7 6* 1014 MIN 8 ISPEC. 14-N54A 8-N54A 51333 1940 2330 16835 16835 16835 7 110'4 5%SPECI4-N54A 8-t454A 1940 2330 168351683516835 t7:1F 7 ST/el7% 6 2% 18-N54A 6-NS4A 1455 1745 12750 12750 12750 8114 LAM 7 * 10%MIN 8 SPEC 14-NS4A 8-NS4A 1940 2330 16835 18835 8% 10%MIN 61* SPEC 14-N54A 16835 . 8-N54A. 1940 2330 18835 16835 16835 SIMPSON Strong.Ti. S. 4COPO*.C!Oc1, 1. 16d sinkers (9 gauge x 3/4 may be used Instead of 106 commons with no reduction in toad. 2.1120?.. N20AN and N54A fasteners are supplied with hangers. Root loads are 125% of floor loads unless limited by other criteria. Floor loads may be adjusted for other toad durations according to the code, provided they do not exceed those in the roof column. Uplift toads have been Increased 33% and 60% for wind or earthquake loading with no further Increase allowed. Reduce by 33% and 60% for normal loading such as In cantilever construction. 5.GLT. HGLT.OLS, KGL.S uplift loads only apply when 14' is 28" or less. Allowable loads for gtulani sizes are based on 560 psi wood bearing. Maximum allowable horizontal load for the GLSTIHGLST Is 13080 lbs (133) and 14580 lbs (160). Load Is horizontal across the supporting member. and Independent of vertical toads and Includes a33% and 60% increase for wind or earthquake loading with no further Increase allowed. Win W Is the minimum H dimension that may be specified. 9.GLS and HOtS loads must be distributed evenly on each side of the header. * These hangers do not have an Installed Cost Index as they are used in specially applications. 45 OGSSI. l Project Sterogene Mezzanine Engineers: BS TZ Sheet: GSSiNo. 18173A Date: '- Loads: Mezzanine: Dead Load (DL) Flooring 2.0 psI TM wt conc topping psI over 3x20ga steel deck 567 psi Framing pd (riff Sprinklers 1.0 psI Suspended ceiling 4.0 psI MeoWElec. 3.0 Pc, Misc. 2.3 psi DSI DL I = 69.0 psi ( t4 ;JLj. biw.j) Uve Load( LL) LL T_ a 125.0 psi (Unreducible) ! 01+ LL a 194.0 Ps, Notes Etabs program wIll compute the eeIt.lghI of frame elements. Additional 38psf for seismic analysis only. (31 psf Mech.ptus Spef ?artltlon) C Loadhg.xtsx GSSI 5t,vctu,.I nIII'OSt. Project: Sterogene Mezzanine Engineer: TZ Sheet........... GSSI No. 18173A Date'................ Load Combinations (Allowable Stress Design): (Transverse & Longitudinal directions, N— S & E - W) 1) D+L (1.0+0.14SDs)D+0.7pQE =1.11D+O.91QE (1.0 + 0.IOSDs)D + 0.525pQE + 0.75L = 1.08D + 0.683QE + 0.75L (0.6— 0.14SDS)D + 0.7pQE = O.49D + 0.91Qz Load Combinations (Strength Design): (Transverse & Longitudinal directions, N - S & E - W) 1). 1.4D 1.2D+1.6L (1.2 + 0.2SDS)D + PQE + L = 1.35D + 1.3QE + L 4) (0.9 - 0.2SDS)D + pQE = 0.75D + 1.3QE ('a OGSSI cW'l IAhIftO$f Project: Sterogene Mezzanine Engineer: TZ Sheet....... GSSINo. 18173A Datr................ Load Combinations (Strength Design) with Overstrength Factor:: Special Steel Moment Frames: (Transverse & Longitudinal directions, N—S & E - W) 3) (1.2 + 0.2SDS)D + LoQE + L = 135D + 3.OQE +L 4), (0.9 - 0.2SDS)D + floQE = 0.75D + 3.OQE C C GLSS I Project: Sterogene Mezzanine Sheet •.. GSSI No. 18 1 73A SIIUCtU'I IHIIO'$ Engineer: TZ Date................. Alternative Load Combinations (Allowable Stress Design)*: Foundation Soil Bearing Capacity Analysis**: (Transverse & Longitudinal directions, N—S & E - W) D+L 1.11D + 0.9IQE + lOL 0.79D+0.91Q * 2016 California Building Code (2016 CRC) ** The soil bearing capacity can be Increased by 1/3 when considering short duration wind or seismic loads, per Soil Report. ( Project: Storogene Mezzanine Sheet: fri OGSSI lineers Engineer: TZ GSSI No. 18173A. Date: 3-D Computer Model C ( (u) 892I = Z - WIUMMW - MMA U81d SG3'AVA8JS7V)JLcFGulusmw 3Ua6Q1Ø 1~ 6IXZIM Mll -1 - ----V - - - (zv IXIM - ccaIM GIXZIM 8IOZ19tL It91 MOZ SSY.J.3 ETABS 2016 16.2.1 ,Th 7/6/2018 wi;igá , - W12X194) WI2XI4PE W1CI4(3) t. (. M _i . • W12X9 2 W12XISION60 IQ W12X9_________ W12X19(3) W12X14I2 W12X14(3) I. W12X19( to w,2x 9) I • 0 m to I. .9 ' (0 0 W12X19c WI2XI9 WI2X19 V . - -.1 I. ,, . 'U 0. Sterogene MeRi art-t4itIDB= 12.58 (ft) Composite Design - Design Data (Sections, Stud, Camber) (AISC 360-10) fl TABS 2016 16.2.1 (E otZ o kDt 1 • ____ ____ ______ ______ • d Om UO2 EiE1I: 0.01 • ••_O88 - 0 0 I V Sterogene Mezzanine_Part-1_CPi1 Mezzanine - 2= 12.58 (ft) Steel P-M Interaction Ratios (AISC 360-10) • fl AA GSSI Project: Storogene Mezzanine Sheet.......... SD.ictvval lftljasis Engineer: TZ GSSI No. 18173A. DateS......................... Design the Composite Beam Using Formed Steel Deck with Ribs Running Perpendicular to the Beam (AISC 2010 - ASD) Between Lines A.2 & A.6 Given: Span length L = 15.7 ft. Live toad = 125 psf Beam spacing s = 8.915 ft. Partition load = psf Concrete slab thickness t = 3 In. Ceiling load = pat Thickness of formed steel deck t = 3 in. tt+t5 = 6 in. Concrete f' = 4 ksi Normal Weight Concrete n= 8.0 Weight W = 150 pd* Steel F = 50 ksi lending moment Construction load w0 = 0.634 ku, slab+deck+mesh+steel MD= 19.44 k-ft Loads applied after concrete has hardened wL = 1.114375 kit, live load+partltion ioad+celling load ML = 34.2 k-ft Maximum moment Mm = 53.6 kft, M0 + ML Maximum shear Vmu = 13.7 kips Determine affective width of concrete slab b = 1/4 = 47.0 In. Governs bs= 107.0 In. Use: b = 47.0 In. Calculate the moment arm for the concrete force Ac = b = 140.9 In.2 0.85fA = 4792 kips F1A3 = 278.5 kips c 0.85f'A Hence, the depth of the concrete slab exceeds the depth of the stress block Assume a 0.4 In. C Y2 t - a/2 = 5.8 In. Enter Manual Table 3-19 with the required strength and Y2. Select a beam and neutral axis location that Indicates sufficient available strength. C~l ftb Stii.ctul$I low ft GSSI Project: Sterogene Mezzanine Engineer: TZ Shoot: ...... .L. GSSI No 18173A. Date.......................... (continued) Select: WI2x19 trial section S5 = 21.3 ifl.4 d = 12.2 In. I. = 130 in.' t = 0.35 In. A. = 557 In.' t, = 0.235 In. Check deflection 51 ZVLD+LZ — = A b+L — 063 In I61I = 0.78 in. OK 2 _ML. LL — 161 1, 0.40 in. c L1360= 0.52 in. OK When the PNA is at location 7 10, = 69.6 kips (Manual Table 3-20) Mjflb = 97.7 k-ft (Manual Table 3-19) M OK. Check a a = 10J0.85f'b = 0.4 In. < 0.4 Inch assumed OK Check beam shear strenath V.10. = 57.2 kips (Manual Table 3-6) V, OK Determine the reauired number of shear stud connectors Try: 314 in. Dia. by 5 in. studs Maximum stud dia. 2.5t1 = 0.88 In. OK Single shear stud connector capacity On = 172 kips (Manual Table 3-21) n1 = QJOII = 4.0 on each side of the beam Total shear stud connectors required n2n1 9 Check the soacina of shear connectors S = 24 In. 6d5 OK C 8tafab OK OGSSI C nate............................... Project: Sterogene Mezzanine Engineer: TZ GSSI No.: 18173A Steel Column Base Plate Design (for Concrete ): ASQ 10 Column Position: Column @ Line A.6 Column Size: HSS 5 x5 x 5116 (Steel Tube Column) 3000 psi F,= 36ks1 Axial Load: R = 47.8 kips (DL + LL )max Minimum Area: Amin = 187 In2 Try Plate wl Length: 11"nb 1.67 wlWidth: Ills = RJA = 0.395 ksl no 3.1251n. t - 1(2 $m2)I(FIQb) 0.60" Use 0.75 "Thickness :( Conclusion: Base Plate: 11" x 11" x 0.75" Steel Column Base Plate Design (for Concrete) ASD 10 Column Position: Column @ Line A.? Column Size: HSS 4 x4 x 114 (Steel Tube Column) = 3000 psi F a 38 k9 Axial Load: R. • 17.4 kips (DL. + U. )max Minimum Area: Amin = 6.8 In Try Plate w/ Length: 10" Obw 1.67 wlWidth: 10" fpa RlA = 0.174 ksl 3.1 In. ( t = 4(2fP.m2)I(F1Ob) a 0.3911 .Use• 0.75 "Thickness Conclusion: Base Plate: 10" x 10" x 0.75" ETABS 2016 16.2.1 7/912018 terogene Mezz8nIne_Part-1â.GiyiEOjaI Force Diagram (DLLL) (kip] ( C GSSi Project: Sterogene Mezzanine Sheet ...... .J.'3. $ulictu,aI Ingln.vs Engineer: TZ GSSI No. 18173A. ( Date.......................... Seismic Force Calculations (2016 CBC & ASCE 7.10) Seismic Base Shear• EQ. & EQ, Description Equations Value Remarks Structural System Parameters Seismic Design Category D 20I6CBC Table 1613.5.6 Risk Category II 20I6CBC Table 1604.5 Seismic important Factor I, 1.00 ASCE 7-10 Table 1.5.2 Response Modification Coefficient R 8 ASCE 7.10 Table 12.2-1 System Overstrength Factor 0. 3 ASCE 7.10 Table 12.2.1 Deflection Amplification Factor. Cd 5.5 ASCE 7.10 Table 12.2.1 Determine C. and C, Site Class D Soil Report Short-period site coefficient Fa 1.068 2016 CBC Table 1613A.3.3(1) Long-period site coefficient F. 1.584 20i6CBC Table 1613A.3.3(2) 1.079 Soil Report S, 0.416 . Soil Report The MCE spetral response accel. SUB 1.152 (=FS,) ASCE 7-05 Eq.11.4-1 The MCE spetral response accel. S,, 0.659 (=F,S,) ASCE 7-05 Eq. 11.4-2 The design spetral response accel. SOS 0.768 (S,,sx2I3) ASCE 7-10 Eq.11.4-3 The design spetral response accel. S, 0.439 (SMI2I3)'ASCE 7-10 Eq.11.4-4 Determine T Building Height (in feet) h 12.6 ft. Average building height Period Coefficient C, 0.028 Speèial steel moment frames Coefficient x 0.8 Seetabove Building Period (in sac.) T C,(h.r 0.21 sec. ASCE 7-10 Eq.12.8-7 Determine Base Shear Coeff. C1 Base Shear (Eq.12.8-2) V =(SDsljR)W 0.096 W Governs - Needs not exceed (Eq.12.8-3) I M(S011,IRT)W 0.259 W Does not govern Not less than (Eq.12.8-5) I 0.044W 0.044 W Doss not govern Not less than I (0.581IJR)W 0.026 W Does not govern (Eq.12.8.8 11orS1aO.6g) Design Base Shear (Strength Design) V (QE) 0.096 W Design Base Shear (ASD) Va a VII.4 0.069 W ( ui'i-14- Loads 719/2018 C/ ASCE 710 Auto Seismic Load Calculation This calculation presents the automatically generated lateral seismic loads for load pattern EQXI according to ASCE .7-10. as calculated by ETABS. Direction and Eccentricity Direction = X + Eccentricity V EccentricIty Ratio = 5% for all diaphragms Structural Period Period Calculation Method = Approximate Coefficient. C, (ASCE Table 12.8-21 C, = 0.028f1 Coefficient, x ASCE Table 12.8-21 x = 0.8 Structure Height Above Base, h,, h, = 12.58 ft Approximate Fundamental Period, T. T,=0.212sop (ASCE. 12.8.2.1 Eq. 12.8-1) Long-Period Transition Period, TL(ASCE =8 sec 11.4.51 F8ctors and Coefficients Response Modification Factor. R (ASCE R8 Table 12.2-13 System Overstrength Factor, flO(ASCE Table 12.2-13 Deflection Amplification Factor, Cd (ASCE C = 5.5 Table 12.2-13 Importance Factor. I (ASCE Table 11.5-11 I = I Ss and SI Source = User Specified Mapped MCE Spectral Response S. = I.079g Acceleration, S (ASCE 11.4.1) Mapped MCE Spectral Response S, = 0.416g Acceleration, S (ASCE 11.4.13 Site Class (ASCE Table 20.3-13 = D - Stiff Soil Site Coefficient. F, (ASCE Table 11.4-11 F, = 1.0684 Site Coefficient. F,, (ASCE Table 11.4-21 F. = 1.584 Seismic Response MCE Spectral Response Acceleration, S Sus =F,S3 S,=1.152804g • (ASCE Ii.4.3, Eq. 11.4-1J MCE Spectral Response Acceleration, SM, SMI = F,, S, S, 0.658944g (ASCE 11.4.3, Eq. 11.4.23 Design Spectral Response Acceleration, S01 S0 =0.768536g SDS(ASCE 11.4.4, Eq. 11.4-31 Page 22 of 87 Vb115 Loads 7/912018 .c.. Design Spectral Response Acceleration, S01 (ASCE 11.4.4, Eq. 11.4.41 Equivalent Lateral Forces Seismic Response Coefficient, C8 JASCE 12.8.1.1, Eq. 12.8-21 (ASCE 12.8.1.1. Eq. 12.8.31 (ASCE 12.8.1.1, Eq. 12.8-51 (ASCE 12.8.1.1. Eq. 12.8-61 S0, S0, 0.439296g sD. Cs= (R) SD, C..=T(R) C,,,., a max (0.044 S,,, 1,0.01 ) = 0.033816 IL C,.,O.5(R) for S=0.6g C,.,,, S C. S C..,,1, Calculated Base Shear Applied Story Forces Direction Period Used C W I V (ccc) (hip) (hip) X + Ecc. Y 0.212 0.096067179.17291 17.2126 Page 23 of 87 0 0 V : I :h C4 Or- 1• um- 11 Loads 71912018 ASCE 740 Auto Seismic Load Calculation This calculation presents the automatically generated lateral seismic loads for load pattern EQX2 according to ASCE 7-10, as calculated by ETABS. Direction and Eccentricity Direction = X - Eccentricity V Eccentricity Ratio = 5% for all diaphragms Structural Period Period Calculation Method = Approximate Coefficient, C1 (ASCE Table 12.8-23 Coefficient, x (ASCE Table 12.8-23 Structure Height Above Base, h,, Approximate Fundamental Period, T. (ASCE 12.82.1 Eq. 12.8-71 Long-Period Transition Period, TL (ASCE 11.4.5] Factors and Coefficlente Response Modification Factor, R (ASCE Table 122-11 System Overstrength Factor, Q, (ASCE Table 12.2-11 Deflection Amplification Factor. Cd (ASCE Table 12.2-11 Importance Factor, I (ASCE Table 11.5-11 Ss and Si Source = User Specified Mapped MCE Spectral Response Acceleration. S. (ASCE 1 IA. 1] Mapped MCE Spectral Response Acceleration, S, (ASCE 11.4.13 Site Class (ASCE Table 20.3-11 = D - Stiff.; Soil Site Coefficient. F (ASCE Table 11.4-1] Site Coefficient, F, (ASCE Table 11.4-2] Seismic Response MCE Spectral Response Acceleration, S ms [ASCE 11.4.3. Eq. 11.4-11 MCE Spectral Response Acceleration, SM, (ASCE 11.4.3. Eq. 11.4-2] Design Spectral Response Acceleration, SOS (ASCE 11.4.4, Eq. 11.4-31 C, = 0.028ft x=O.8 h 12.58ff T=Ch T.0.212 sec T1 =8 sec R8 C5.5 1=1 S. = 1.079g S, 0.416g F 1.0684 F,,— 1.584 S.s = F. Ss S., 1.152804g S,,, = F. S, S. 0.658944g S05 S 3 = 0.768536g Page 25 of 87 Loads Design Spectral Response Acceleration S 0, (ASCE 11.4.4. Eq. 11.4-41 Equivalent Lateral Forces Seismic Response Coefficient, C 5 (ASCE 12.8.1.1. Eq. 12.8-21 (ASCE 12.8.1.1, Eq. 12.8-31 (ASCE 12.8.1.1, Eq. 12.8-51 (ASCE 12.8.1.1. Eq. 12.8-61 S0. =2 S,,, S5, =0.4392980 SOS C5 (R) S., CSM,,J = T ( p C,,,, =max (0.044 SOS 1,0.01 )-0.033816 S. C,,=O.5(R) for S,=0.6g C. S. C5 . 71912018. Calculated Base Shear Applied Story Forces ( Direction 1 Period Used Peri I W V (see) . (kip) I (hip) X-Ecc.Y 0.212 I0.0960671179.17291 17.2125 ( Page 26 of 87 Cc -;CQ 0 w 3 0I (0 a -I U, 1 UM - Loads 7/9/2018 C ASCE 7-10 Auto Seismic Load Calculation This calculation presents the automatically generated lateral seismic loads for toad pattern EQYI according to ASCE 7-10, as calculated by ETABS. Direction and Eccentricity Direction = Y + Eccentricity X Eccentricity Ratio = 5% for all diaphragms Structural Period Period Calculation Method = Approximate Coefficient, C, (ASCE Table 12.8-4 C, = 0.028ft Coefficient. x [ASCE Table 12.8-23 x = 0.8 Structure Height Above Base,, h, = 12.58 ft Approximate Fundamental Period. 1. T.= T. 0.212 sec [ASCE 12.8.2.1 Eq. 12.8-73 Long-Period Transition Period, T1. (ASCE To. = B sec 11.4.5] Factors and Coefficients Response Modification Factor, R (ASCE R-8 Table 12.2-13 C System Overstrength Factor, O ASCE Table 12.2.1] Deflection Amplification Factor, Cd (ASCE = Table 12.2-11 Importance Factor, I (ASCE Table 11.5-13 I I Ss and Si Source = User Specified Mapped MCE Spectral Response S. = 1.079g Acceleration. S • (ASCE 11.4. 11 Mapped MCE Spectral Response S, = 0.4160 Acceleration, S 1(ASCE 11.4. 11 Site Class [ASCE Table 20.3-13=0- Stiff Soil Site Coefficient, F.(ASCE Table I I A-11 F. = 1.0684 Site Coefficient, F,, (ASCE Table 11.4-23 F, = 1.584 Seismic Response MCE Spectral Response Acceleration, S, S= F. Ss S,,= 1.152804g (ASCE 11.4.3. Eq. 11.4-11 MCE Spectral Response Acceleration. S S,, = F. S, SM, =0.658944g (ASCE 11.4.3. Eq. 11.4-2] Design Spectral Response Acceleration, S. =:-Is.. = 0. 768536g S08 (ASCE 11.4.4. Eq. 11 A-31 Page 320187 VM - -I Loads 71912018 Design Spectral Response Acceleration. SOILASCE 11 AA, Eq. 11.4.4j Equivalent Lateral Forces Seismic Response Coefficient. C3 (ASCE 12.8.1.1. Eq. 12.8-21 (ASCE 12.8.1.1. Eq. 12.8-31 (ASCE 12.8.1.1. Eq. 12.8-51 [ASCE 12.8.1.1. Eq. 12.8-61 S0, S0, 0.439296g SaL (R) A.— ca.-R C. = max (0.044 S1.0.01 ) = 0.033816 S. C. = 0.5 IR for S, = 0.6g 1' C5 S C. :I C, Calculated Base Shear Applied Story Forces ( Direction Period Used I I W I V (see) (hip) ((kip) Y+Ecc.X 0.212 10.0980871179.17291 17.2128 C Page 33 of 87 14 VM-2t Loads 71912018 LiIs,,ILu.dt.Slwtii.V Mownllle-( - 0.,.,-, , •I I I 0.0 2.5 50 7.5 150 12_5 15.0175 Fewev. ktp Story Elevation X-Dlr V-Dir ft kip kip Mezzanln1 12.58 0 17.2 Base 0 0 1 0 (I Pige 34 of 87 UM 4S Loads 719/2018 ASCE 7.10 Auto Seismic Load Calculation This calculation presents the automatically generated lateral seismic loads for load pattern EQY2 according to ASCE 7-10, as calculated by ETABS. Direction and Eccentricity Direction = Y -Eccentricity X Eccentricity Ratio = 5% for all diaphragms Structural Period Period Calculation Method Approximate Coefficient, C1(ASCE Table 12.8-23 C, = 0.02811 Coefficient, x (ASCE Table 12.8-21 x = 0.8 Structure Height Above Base, h, h, = 12.58 ft Approximate Fundamental Period, T. = T. C,h' T.0.212sec (ASCE 12.8.2.1 Eq. 12.8-71 Long-Period Transition Period, TL (ASCE T1 —8 sec 11.4.53 Factors and Coefficients - Response Modification Factor, R (ASCE R =8 Table 12.2-11 System Overstrength Factor, 00(ASCE 4=3 Table 122-13 Deflection Amplification Factor, Cd (ASCE C,=&5 Table 12.2-11 Importance Factor, I (ASCE Table 11.5-1i 1 =1 Ss and Si Source = User Specified Mapped MCE Spectral Response S. = Acceleration, SJASCE 11.4.11 Mapped MCE Spectral Response , = Acceleration, S1 (ASCE 11.4.11 Site Class (ASCE Table 20.3-13 = D - Stiff Soil Site.Coefficlent, F. (ASCE Table 11.4-i] F. = 1.0684 Site Coefficient, F,, (ASCE Table 11.4-23 F, = 1.584 Seismic Response MCE Spectral Response Acceleration, s3 s,. = F. S, S,,. = 1. 152804g (ASCE 11.4.3. Eq. 11.41J MCE Spectral Response Acceleration, SM S., = F. S, S. 0.658944g [ASCE 11.4.3, Eq. 11.4-21 Design Spectral Response Acceleration, S Sw = 0.768636g C S0 (ASCE 11.4.4, Eq. 11.4-31 • Page 35 of 87 tMi-+ Loads 71912018 C. Design Spectral Response Acceleration, S0, JASCE 11.4.4, Eq. 11.4-41 Equivalent Lateral Forces Seismic Response Coefficient, C8 (ASCE 12.8.1.1. Eq. 12.8-21 (ASCE 12.8.1.1, Eq. 12.8.33 (ASCE 12.8.1.1. Eq. 12.8.53 (ASCE 12.8.1.1. Eq. 12.8-63 S0, =. S. S0, =0.4392969 Cs= 'I Sc, CT(R) C, = max (0.044 S33 1.0.01 ) = 0.033816 C,.,=0.5 (R) for S, = 0.6g ca.*% C.s CL.,.: Calculated Bale Shear Applied Story ForceG C Direction Period Used W V (see) (kip) I (hip) Y.EccX 0.212 10.0980671179.17291 17.2126 ( Page 36 of 87 p.. 0 1 :b CL I cc Ir3 we 0 o 0 -t ETABS 2016 16.2.1 7/9/2018 C C Sterogene Meuanlne_Part-1.EOB 3-0 View ETABS 2016 16.2.1 7/9/201 otZo oç sw S.59.44 to SAkSWkL LJ (w) erogene Mezzanine—Pa Steel P.M interaction Ratios (AISC 360-10) ETABS 2016 16.2.1 7191201 terogene MeuanInePad8Iø&n View - A.2 - Displacements (EQX1) (in) C C. C C Uiti.i.i ETABS 2016 162.1 719/2018 Sterogene Mezzanine_Parta1n View - A.2 - Displacements (EQX2) [In] C., ETABS 2016 16.2.1 719/2011 ( A7 1'•' A.7 2.3 3.2 Duo 3terogene MezzanlnePartøIgn View - Al - Displacements (EQX1) [m] ETABS 2016 16.2.1 7/9/2018 A.7. A7 2.3 3.2 C z I en. C Sterogene MezzanlnePartatn View.- A.7 - Displacements (EQX2) [in] C: ETABS 2016 16.2.1 719/2018 A.2 2.3 .2.3 U ft (i. C Sterogene Mezzanine_Part6Bon View - 2.3 - Displacements (EQYI) (inj (ii'l - 13 C ETABS 2016 16.2.1 719/2018 A.7 .A.2 2.3 2.3 ( o3i" I ( G;QVA •.D' C Sterogene MezzaninePart.8Bon View- 2.3 - Displacements (EQY2) (in] (I ETABS 2016 162.1 3.2 3.2 C. LE Sterogene Mezzanlne3art43IIWn View - 3.2 - Displacements (EQYI) (lnj ETABS 2016 16.2.1 7/9/2018 C Sterogene MezzanIne_Part8ttn View - 3.2 - Displacements (EQY2) [in] GSSI Project: Sterogene MezzaninO Sheet: ......... (1I*l 5'I.ctu'aI EnW4Ii$ Engineer: TZ GSSI No 18173A DateS............................ SMF Beam-Column Connection Design Mezzanine @ Line A.2 Given: Beam: W 12*35 Column: W 10'68 (Exterior Column) db a 12.5 in. 10.4 In. F, c 50 ksi Ac = 10.3 In.2 Ac a 20 In.2 F 65 ksi 0.3 In. t w = 0.47 In. R, 0 1.1 bb, a 6.56 In. bd = 10.1 In. P t B(1.2+0.2S05)PO40.5PL a 35 kips 0.52 In. t6, = 0.77 In. P,, = pP,5 a 4.732 kips 51.2 In? 85.3 fl? 40 kips Lo, 15.4 ft. Hu 12.58 ft. (Height) (Assume 63 = 12 ) by 1.54 in. kd.s Z 127 In. 1.44 In: 6os 0.769 Sh L' p 1.3 a PD 16.0 kips r 4 1Cd1/2 PL is 26.1 kips R I .[J.ateras Brace P,.5 a 3.6 kips IT t ( c Check Max. Spacing of Braces: 0.086rbYElF, I i i m 6.4 ft. 2b13 . Protected Zone I' a+b+dJ2 I = 19.3 MJOb = F1ZJI.67 a b (In.) • 81 k-ft The SMF beam-column connectIon Is for I - sided connections () (Input: I for exterior connections • 2 for Interior connections) Establish plastic hinge configuration and location W 12*35 0.5baf a 3.28 in. 0.75bbf w 4.92 In. Try a a 4 In. OK 0.65db a 8.13 In. 0.85db a 10.63 In. 9 In. OK c = 0.45bD.i2 = 1.48 in. Use c U 1.5 in. OK r C 0.25b1 1.64 In. OK R • (4c2+b2)18c w 7.5 In. 9a+bI2 8.5 In. GSSI Project: Sterogene Mezzanine 5lluCtvtSltft$IMUS Engineer: TZ GSSI No. 18173A DateS............................ (continued) Determine the probable moment at the plastic hinge C1 =(F,+Fu)12F,• 1.15 C 1.2 OK a 2056 kip-in. Compute the expected shear forceat the center of each RBC (plastic hinge) The required shear strength at the plastic hinge V, • V,411 (Strength Level) = 2M1,IL' + Vgaft The factored uniform gravity loads W0 a 0.672 kIt WL a 1.119 kIt w = 1.2W + O.SWL a 1.37 kit (See ASCE.7 §2.3.2) L a L - 2(dJ2) - 13.1 ft. V, wL'I2 = 10.1 kips V,5 a 36.2 kips ( vows, 5 -16.0 kips Compute the probable maximum moment at the face of the column The factored moment due to gravity load between the column flange and the plastic hinge Is. M1 = w,8I2 a 4.1 Mn. MI M, + VRSh + M1 m 2368 Mn. M' m Mp,:+ V5S'Sh + MO a 0 Mn. Compare M, to Mpe at the column face M, 4RF a 2816 Mn. d 0 1.0 11111.1noz -C •dMp, OK Check column-beam moment ratio for strong-coiumnlweak beam criterion I (Number of columns @ioint) a (ZC(F, - PJA)J = 4093 k-In The sum of the moments produced at the column centerline by the shear at the plastic hinge a (V1U19+VRIS)(3+b12+dJ2) • 715 k-in The expected flexural demand of the beam at the column centerline is rib M I (Number of beams @ joint) a Z(M, + M,) a flbMpr + !M, • 2771 Mn Mpc'IMpb 1.5 >1 OK GSS1 . Project: Sterogen. Mezzanine . 5tiuctu,aI Engineer. rz GSSI No 18173A Date:............................. (continued) Evaluate lateral bracing of column Since ymaeljmpe o 1.5 <2 NO . The column flanges need lateral bracing at the moment beam top & bottom flanges. Check column panel-zone shear strength + me, a 2368 k-In. Mi(d 198 kips 0.75P 0.75FA = 750 kips PUC = 40 kips < 0.75P The design shear strength of the panel zone Is, S 0.61F,dj 1+ 3bCftII(dbdt ,.jJ (Specification JI0-11) = 1.0 OR s 190 kips (or Seismic Manual: Table 4-2) Since Ru > A column-web doubler plate Is required. (Note: It column panel zone strength Is not adequate when matched with the beam, try an increase in the RBS c-dimension.) Determine the need for continuity plates = 0.99 In. td a 0.77 in. NO bJ6. 1.09 In. 0.77 In. NO The minimum thickness requirements ate NOT met. Therefore, continuity plates are required. The continuity plate Is for I - sided connections (Note: I for exterior connections, 2 for interior connections) The minimum thickness of the continuity plate: 0.260 in. The projected contact area, APb, between the edge of the continuity plate and the column flange & column Web are MI(da - f.) a 198 kips (total shear force transferred by continuity plate) I 0.9 5 O(1.8F1,A0 ) Therefore, Apb a 0.5R,,4(0I.8F) s 1.2 In.2 ( The continuity plate width ( Wpb.,,=(bd-w)l2= 4.815 in. GSSI Project: Sterogen. Mezzanine Shoot fO $UUc(u,I fng$i.IS,$ Engineer: TZ GSSI No 18173A DateS............................ (continued) 0.8750 in. W = (k1 + 0.25') a 3.89 in. The calculated thickness of the continuity plate: = 0.331 in. The thickness of the continuity plate used in the design: tw,w• 0.520 in. (Match beam flange) OK Therefore. Use: 2palreoft,.,, x 4.8 0 continuity plates in the column aligned with the top & bottom beam flanges. PerAlSC 358, §2.4.48, continuity plate shall be welded to column flanges with CJP groove welds. The connection between the continuity plate and column web should be calculated. The maximum contact area between the continuity plate and the column web is e m 0.5 in. (Mm. radius of continuity plate at column web toe) (di. 2td -2? )x U 4.09 In.2 (YOFAb o 173 kips AISC 358. §2.4.4b ---------(a) MIN. J •v &,(0.6)F1,A, a 123 kips , AISC 358, §2.4.4b ------.-( b) 1 *Rv = 190 kips (See above caic.) AISC 358, §2.4.4b -------(c) L (OdM.J(db - t1)] a 212 kips AISC 358, §2.4.4b -----..--(d) 123 ' kips (use the smallest value to design the welds between the continuity plate and the column web) The minimum required double-sided fillet weld size RJ2(I.392")(d - 21d* 2? 3 U 5.6 /16' welds Use: Double aided 8116 -inch fillet welds to connect the continuity plates to the column web OK Design beam flange-to-column flange connection Per AISC 358, Section 5.5, use a complete-joint-penetration groove weld to connect the beam flanges to the column flange. Design beam web-to-column flange connection The factored shear force at the column face is, Vg • 2Mp,IL' + Vgnmey Va55 + WuS U 37.2 kips Select a single-plate connection with a plate at least 3/8" thick to support erection loads. Use a CJP groove weld to connect the beam web to the column flange. Check beam web strength The minimum remaining web depth between weld access holes dUtA s VJ0.6FVW • 4.1 in. By Inspection, a greater web depth remains. OK GSSI IO Project: St.rágene Mezzanine Sheet•..:. IkUCtUISI I11$1noe' Engineer: TZ GSSI No. 18173A Date:............................ SMF Beam-Column Connection Design Mezzanine @ Line 2.3 Given: Beam: W 1235 Column: W iOx6$ (Exterior Column) d0 12.5 in. d, a 10.4 in. Fv= 50 ksi A0 10.3 in.2 A, a 20 In.2 Fu a 65 ksl 0.3 in. tm = 0.47 in. RY a 1.1 bbl 6.56 in. bd of 10.1 In. P (l.240.280a)P,$0.50L • 37 kips t0f 0.52 in. t, = 0.77 in. P0 a pPu.8 a 4.225 kips z. 51.2 in? 7, mi 85.3 in.3 Puc=Pw+BaPrP 42 IdpS La 18.8 ft. Hu 12.68 A. (Height) (Assume 82= 1.2 fbV 1.54 in. kd., = 127 In. 1.44 In. St. L' Brace Protected Zone a+b+d0I2 I = 19.3 a b (in.) Sag = 0.769 p= 1.3 D = 17.6 kips PL = 27.0 kips ke a 3.3 kips Check Max. Spacing of Braces: = 0.086r0 EIF, 6.4 ft. MJfl3 = F,Z0I1.67 = 81 k-ft C The SMF beam-column connection Is for 1. - sided connections (Input: I for exterior connections • 2 for interior connections) Establish plastic hinge configuration and location W12035 0.5bb, w 3.28 in. 0.75b0, 0 4.92 in. Try a a 4 In. OK 0.65d0 8.13 in. 0.8$d0 w 10.63 in. Try b 0 9 In. OK c a 0.45b0112 = 1.48 in. Use c= 1.5 In. OK Ic 0.25b, = 1.64 in. • OK R = (4c2+b2)I8c 7.5 in. Si, a+b12 8.5 in. GSSI Project: Sterogene Mezzanine Sheet: IkvCtuIaI 511$IMSIS Engineer: TZ GSSI No. 18173A • Date (continued) Determine the probable moment at the plastic hinge Z 4 2ct(da - t,1) w 33 In. Cpra (F, + F)I2F, a 1.15 4 1.2 OK = C,R,F,Z a 2056 klpin. Compute the expected shear force at the center of each RBC (plastic hinge) The required shear strength at the plastic hinge VRBS a V,, + VW,,1V Strength Level) a 2M,IL' • Vwft The factored uniform gravity loads WOO 0A50 kif wL = 0.750 kIt w • 1.2w0 + O.SwL a 0.92 kIt (See ASCE-7 §2.3.2) LL-2(dJ2).2Sh m 16.5 ft. = wL'I2 a 7.6 kips Vp55 a 28.3 kips VRBS' -13.1 kips Compute the probable maximum moment at the face of the column The factored moment due to gravity load between the column flange and the plastic hinge Is. M.WUS,I2I2a 2.8 k-in. Mf • MP, + Vpj5S,, + M5 a 2300 k-in. Mt' =, + VRBSSh + M, 0 0 k-In. Compare M, to M 0 at the column face MPS a 4R1,F, = 2816 k-In. d a 1.0 < O4M,. OK Check column-beam moment ratio for strong-columnlweak beam criterion I (Number of columns @ joint) = 7tZ(F, - PJAC)I 4084 k-In The sum of the moments produced at the column centerline by the shear at the plastic hinge EMW a (Vpii+Vpi)(a+b12+dc12) a 568 k-In The expected flexural demand of the beam at the column centerline is a 1 (Number of beams @ joint) M0 (Mpr + Mv) flbMpr + 2624 k-in !Ml!M. 1.6 • >1 OK Project: Sterogene Mezzanine Engineer. TZ Sheet........ GSSI No. 18173A Date-............................ (continued) Evaluate lateral bracing of column Since 1.6 <2 NO The column flanges need lateral bracing at the moment beam top & bottom flanges. Check column panel-zone shear strength M, + M,' 0 2300 k-In. R. = Y.111110% - f) = 192 kips 0.75P 0.75FA = 750 kips Po 42 kips < 0.75P The design shear strength of the panel zone is, O.6Fd.t( 1+ 3b,tJI(dadt.jJ (Specification J10-1 1) 0= 1.0 OR. = 190 kips (or Seismic Manual: Table 4-2) Since Ru > OR. A column-Web doubler plate is required. (Note: If column panel zone strength Is not adequate when matched with the beam, ( try an Increase in the BBS c-dimension.) Determine the need for continuity plates 0.4[1.8bb,i(F,t R0iFvcRvcH°' e 0.99 In. 20 tif 0.77 In. NO bb118 a 1.09 in. 0.77 In. NO The minimum thickness requirements are NOT met. Therefore, continuity plates are required. The continuity plate is for I - sided connections (Note: I for exterior connections, 2 for Interior connections) The minimum thickness of the continuity plate: = 0.260 In. The projected contact area, A b. between the edge of the continuity plate and the column flange & column web are M(db - tb = 192 kips (total shear force transferred by continuity plate) 0= 0.9 0R 1 = •(1.8F1,Aa) Therefore, A0 = 0.5R.J(01.8F 1.2 in.2 The continuity plate width( W, • sing.) Wpb.mu a (be, - ,)12 4.815 In. Project: Storogene Mezzanine $IICtU'• E$IMIE Engineer.' TZ OSSI No 18173A DateS............................ (continued) k1 01 a 0.8750 In. Wpb a W., . (k, + 0.25") a 3.69 In. The calculated thickness of the continuity plate: Sbpb = 0.321 In. The thickness of the continuity plate used in the design: tcont$I = 0.520 In. (Match beam flange) OK Therefore, Use: 2 pairs of x 4.8 "continuity plates in the column aligned with the top & bottom beam flanges. Per AlSC 358, §2.4.48, continuity plate shall be welded to column flanges with UP groove welds. The connection between the continuity plate and column web should be calculated. The maximum contact area between the continuity plate and the column web Is r' • 0.5 in. (Mm. radius of continuity plate at column web toe) A,,,• (d.2t,.2r')t,, = 4.09 in.2 (YOF^b • 173 kips AISC 358. §2.4.4b ----------(a) MIN. J *,,Vw,n OAO.G)FvApw a 123 kips AISC 354 §2.4.4b -----(b) 1OR,• 190 kips (See above calc.) AISC 358, S2.4.4b .-----(c) ( L I[dMpJ(db - tb,)1 212 kips AISC 358, S2.4.4b -..--(d) R • 123 kips (use the smallest value to design the welds between the continuity plate and the column web) The minimum required double-sided fillet weld size d.j. RJ2(1.392)d - 21d' 2 I • 5.6 I16" welds Use: Double sided 6116 -inch fillet welds to connect the continuity plates to the column web OK Design beam flange-to-column flange connection Per AISC 358, Section 5.5, use a complete-joint-penetration groove weld to connect the beam flanges to the column flange. Design beam web-to-column flange connection The factored shear force at the column face Is, V. • 2M1L' • Vwmty n VRB + WuSb 29.0 kips Select a single-plate connection with a plate at least 3/8" thick to support erection loads. Use a UP groove weld to connect the beam web to the column flange. Check beam web strength C. The minimum remaining web depth between weld access holes VJ0.6F6 • 3.2 In. By Inspection, a greater web depth remains. OK ETABS 2016 16.2.1 7/912018 ( C ierogene Meuanine_Part-1DWjew Axial Force Diagram (Dead) (kip] UM-4 ETABS 2016 16.2.1 7/9/2018 Sterogene Meuanine_Part-1.B1BView Axial Force Diagram (LLI) [kip] ETABS2OI616.2.1 7/9/2018 Sterogene Mezzanine_Part- 13iew Axial Force Diagram (EQXI) [kip] C C OA-4-7 ETABS 2016 16.2.1 7/9/2018 ierogene Mezz8nIne_Part-1W,ew Axial Force Diagram (EQX2) [kip] C' C 4: VIP C ETABS 2016 16.2.1 719/2018 C Sterogene mezzanine,—part-13EDIView Axial Force Diagram (EQYI) (kip] ETABS 2016 16.2.1 719/2018 terogene MezzanIne_Part-13lew Axial Force Diagram (EQY2) (kip] c: ( ETABS 2016 16.2.1 L/bi - o 7/912018 1( ( Sterogene MezzanIne_PflE Shear Force 2-2 Diagram (COMsmf) [kip] fl ETABS 2016 16.2.1 7/10/2018 T - - - a 7.3 31.4 111.9 12 ISA 74 -I a V. V •1 -. 7$ 113 1 55.3 Y I 0.1 0.11 01 Sterogene Mezzanine_Part-I .EDlan View - Mezzanine - Z = 12.58 (ft) Moment 3-3 Diagram (DLLL) [kip-ft] _+ U.. GSSi Project: Sterogene Mezzanine Sheet .V!"I.. 5*tvctulattilgjM$I$ Engineer: TZ GSSI No. 18173A 0ate.......................... Moment Framing Base Plate Design Case -1. Given: Base Plate: Column: W IOXSB Materials: N 22 In. (Parallel to M) de is 10.4 In. f6' 3.0 ksi 60 21 In. A= 20 In.2 f= 50 ksl d, w 20 In. tw= 0.47 In. Lim 58 ksl (Effective depth of footing) bj 10.1 In. t a 1.50 In. (Plate thick.) tru 0.77 In. Loads: d0 a 19.0 in. 118.8 k-ft (Effective depth from the anchors to the edge of the plate) P = 26.3 kips e. 8 In. (Compression ) - (Distance of anchor to the center line of the column) = 4 (Number of anchor rods at each side) d 1.00 in. (Diameter of anchor bolts) As • 0.606 in.2 (Effective area of each anchor bolt) a"a 3.0 In. (Distance from anchor bolts to the edge of base plate) W c 5.6 In. (Distance from edge of the column to the edge of base plate) I3WI II Z AL Determine the total concrete force ri1 I ---0 I A1=NXB= 462.0 10 A I w(%' A(N+4d1)(B+4df ) — - —o H 10302 in.2 lLrqlj — .,.,' 2 ._ .... __.....1/VI' I. Use: A= 2 Max. L. - I I The total concrete force is determined from the compressive stress and the length of the stress block as C. 0.850e88f"A •= 0.6 = 64.26 a The total force In the concrete stress block Is obtained by taking moments about tension anchor rods C (M, + P,,ejI(d - a12) 1636.00 /(do a12) a1 36.6 in. a2 1.39 in. C Use: a a 1.39 in. C • 89.4 kips - • a co . : C a S £ z .0 (13 ii (1300 0 0 a a CL Cq ID 0 a we0 U H • ,.. e 0 4' o C •- .5 ~ . '. • Cc 0 a a 0. 0 co o a . k 5 o a II 0 a — 5 C C S S C C a • 0 . .o E CL CL 2 1 ID CQ v 5u i CL in 3 E IL HUH F E 4f 40 -e U" (0' U GSS I Project: Sterogene Mezzanine O I(A3JASS Engineer: TZ OSSI No. 18173A DateS.......................... Moment Framing Base Plate Design Case -2 Given: Base Plate: Column: W 11841111 Materials: N = 22 In. (Parallel to M) d 10.4 in. f' 3.0 ksl on 21 in. & = 20 In.2 1, • 50 ksl di w 20 In. t, 0.47 In. f, 58 kei (Effective depth of footing) bt= 10.1 In. = 1.50 In. (Plate thick.) t, e 0.77 in. Loads: d0 a 19.0 In. M 18.3 k-ft (Effective depth from the anchors to the edge of the plate) P 63.3 kips 8 in. (Compression +) - (Distance of anchor to the center line of the column) n = 4 (Number of anchor rods at each side) da = 1.00 In. (Diameter of anchor bolts) As 0.608 In.2 (Effective area of each anchor bolt) all D 3.0 In. (Distance from anchor bolts to the edge of base plate) ata 5.8 In. (Distance from edge of the column to the edge of base plate) Determine the total concrete force A,= NXB 462.0 in.2 A3 a (N + 4d,)(8 + 4d,) 10302 in.2 (A21A1 )O.5 4.72 21- 2 Use: A= 2 Max. The total concrete force Is determined from the compressive stress and the length of the stress block as 0.850608f'KA C 64.26 a The total force In the concrete stress block Is obtained by taking moments about tension anchor rods C. (M,, + P,e)I(d - a12) 702.00 Id, - a12) a1 37.4 In. 82 0.58 In. Use: 5 a 0.58 In. Cu C 37.5 kips GSSI Project: Sterogene Mezzanine SltuCtinI ($lse. O Engineer: TZ GSSI No. 18173A Date:.......................... (continued) The force in the tension anchor rods T. C1 . P. -258 kips The mm. required area of the anchor rods is given by TJø(O.75f) *a 0.75 = -0.79 nA9 2.424 in.2 OK The maximum pressure exerted by the stress block on the base plate CJaB 3.1 ksl The maximum bending moment on the base plate W. = P'(a' )12 9.84 kips-in./in width a 0(b,t 2I4 )Fy 406 a 0.9 a 25.31 kips-in./in width Mu OK (; Project: Sterogene Mezzaninei51OGSSI I Engineer. TZ GSSI No. 18173A Datr.......................... Moment Framing Base Plate Design Case -3 Given: Base Plate: Column: W 10*68 Materials* N = 22 In. (Parallel to M) d 10.4 In. f' a 3.0 ksl B • 21 In. 20 In.2 I, a 50 ksl = 20 In. t,= 0.47 in. f, • 58 ksl (Effective depth of footing) bl m 10.1 in. tp = 1.50 in. (Plate thick.) t, = 0.77 In. Loads: 19.0 In. M 83.2 k-ft (Effective depth from the anchors to the edge of the plate) P, m -1.1 kips e. 8 In. (compression +) (Distance of anchor to the center line of the column) n• 4 (Number of anchor rods at each side) d1= 1.00 in. (Diameter of anchor bolts) AIg • 0.606 In.2 (Effective area of each anchor bolt) also 3.0 In. (Distance from anchor bolts to the edge of base plate) V u 5.8 in. (Distance from edge of the column to the edge of base plate) Determine the total concrete force A1 = NXB = 462.0 In.2 A3 • (N + 4d, )(B + 4d,) 10302 •In.2 (AdA1 )O.5 4.72 2 Use: A n 2 Max. The total concrete force is determined from the compressive stress and the length of the stress block as 0.850aBf'*A 0,0 0.6 = 64.26 a The total force In the concrete stress block Is obtained by taking moments about tension anchor rods C = (M + P..)I(d - a12) 989.60 /(d0 a12) at: 37.2 in. a2 = 0.83 In. Use: a u 0.83 in. C, • 532 kips Project: Sterogen. Mezzanine OGSSI Ilvuctulat IAJASSII Engineer: TZ GSSI No. 18173A Date:.......................... (continued) The force in the tension anchor rods = C P 54.3 kips The mm. required area of the anchor rods is given by A5 TJ*(0.75f) on 075 = 1.67 flAg 2.424 In.' OK The maximum pressure exerted by the stress block on the base plate CJaB 3.1 ksi The maximum bending moment on the base plate M' P'(a' )I2 13.66 klps.InJin width *%(b,t14 )Fy 0.9 25.31 klps.infun width OK C 04 GSS i Project: Sterogene Mezzanine St'uclv'al IniiAU,s Engineer: TZ GSSI No.: 18173A C Date Anchoring to Concrete Given: Location: Special Moment Frames Knowledge factor K= 1.00 (New component) Concrete strength f'a 3 ksi Specified strength of fastener f 58 ksi Total number of fasteners n = 4 Effective area of fastener A40 = 0.606 in.2 Fastener Diameter d0 I in. Effective embed. Length h, 18 in. Fastener ctr.ctrspacing e in. DiSt. Between fastener & edge Cal= 22 In. (assumed) (parailei to the shear force) Dist. Between fastener & edge cd a 22.5 in. 82 E 15 in. Factor design tension load 63.1 kips ( Factor design shear load V,mu = kips COLUMN,. I Analysis: Check Concrete Punching Capacity to ResiSt the Uplift Force: $= 0.75 The effective depth from the base plate: dh, = 18 in. The length of the critical perimeter ( b0 a 2(91 + d) + 2(82 + d) a 102.0 In. (Four sides are considered.) K$V = K(4bodfcI05) 301.7 kips 63.10 kips OK ETABS 2016 16.2.1 U C :r Sterogene Mezzanine_Part-I .EDB Plan View - Base - Z =0 (ft) Top J 93.6 52.5 1.0.0039951 -766.0 11520.9 -1786.7 L1**om 99.2 1 52.5 1.0.0039951 -786.6 I 16288 1424V Table 5.7-Jolt Reaction. 4 wig - Is Meuanlne Measanine 5.3 Point Results Analysis Results 71912018 C, Table 5.0-Story Force. (continued) Base 4 6 COW 1 0.3 10.9 42 5.5 0.0002812 Base 4 8 COM82 2:5 0.8 27.4 -3.3 14.3 0.0007448 Base 4 0 COM3IA -2.4 0.6 19 -2.3 -23 0.001667 Base 4 6 COM32A 6.4 0.7 24.6 -2.8 45.5 .0.0004948 Base 4 6 COM33A -2.8 0.7 18.8 -2.8 -26.1 -0.0003853 Base 4 6 COM34A 6.8 0.8 24.8 -2.4 48.6 0.001557 Base 4 6 COM41A -3.4 0.1 3.1 -0.4 -31.3 0.001231 Base 4 8 COM42A 4.9 0.2 8.6 -0.9 372 -0.0009301 Base 4 6 COM43A -43 02 2.8 -0.8 44.4 -0.0008205 Base 4 6 COM44A 5.3 0.1 8.9 -0.4 40.3 0.001122 Base 4 6 SC3IA -8.2 0.6 15.4 -2 -67.8 0.00308 Base 4 6 8C32A 122 0.7 28.1 -3.1 90.3 -0.001908 Base 4 8 SC33A .9.1 0.7 14.8 -3 -74.9 -0.001655 Base 4 6 $C34A 13.1 0.6 28.7 -2.1 97.4 0.002827 Base 4 6 SC4IA 47 0.1 -0.5 -0.1 -76.1 0.002845 Base 4 6 SC42. lOT 02 12.2 .12 82 -0.002343 Base 4 6 6C43A -10.6 0.2 -1.1 .1.1 -83.2 -0.002091 Base 4 6 8C44A 11.6 0.1 12.8 -0.2 89.1 0.002392 Base 5 8 COMB1 -0.1 0.3 112 -1 12 0.0002812 Base 5 8 COM02 .0.2 0.7 28.4 .2.8 3.4 0.0007446 Base 5 8 COM31A 4.6 0.6 25.3 .2.4 -31.6 0.001667 Base 5 8 COM32A 4.2 0.5 19.8 -2.1 36.9 -0.0004948 Base 5 8 COM33A -5 0.5 25.6 -2.1 -34.7 -0.0003353 Base 5 8 COM34A 4.6 0.6 19.6 -2.4 40 0.001557 Base 5 8 COM41A .4.5 0.1 88 -0.7 -33.0 0.001231 Base 8 8 COM42A 4.4 0.1 3.3 -0.4 34.9 -0.0009301 Base 5 8 COM43A -4.9 0.1 9 -0.4 -38.7 -0.0008205 Base 5 8 COM44A 4.0 0.1 3 .0.7 38 0.001122 Base 5 8 SC3IA -10.4 0.6 28.9 -2.8 -76.4 0.00308 Base 5 8 SC32i 10 0.5 16.2 -1.9 81.7 -0.001908 Base 5 8 SC33A -11.3 0.5 29.5 -1.9 .83.5 .0.001655 Base 5 8 8C34A 10.9 0.6 15.6 -2.5 88.8 0.002827 Base 5 8 SC41A -10.2 0.2 12.4 -0.9 -78.4 0.002645 Base 5 8 $C42A 10.1 0.1 -0.3 .0.2 79.7 -0.002343 Bass 5 8 SC43A -11.2 0.1 13 .02 -85.5 -0.002091 Base 6 8 8C44A 11 02 -0.9 -0.9 88.8 0.002392 Base 2 2 COMBI 1.8 -0.3 20.6 1.5 8.2 0.0002812 one 2 2 COMB2 4.8 -0.9 JGA& 4.1 22.2 0.0007446 Page 18 of 20 C C um~ 691 71912018 Analysis Results Table 5.7 -Joint Reactions (continued) t1 Base 2 2 COM3IA .1.1 .0.7 40.1 3.4 .20 0.001687 Base 2 2 COM32A 8.8 -0.7 48.2 3 54.7 .0.0004848 Base 2 2 COM33A .0.7 -0.7 40.4 3 -17.2 -0.0003853 Base 2 2 COM34A 8.2 -0.7 45.9 3.4 51.9 0.001557 Base 2 2 COM41A -3.9 -02 8 1 -33 0.001231 one 2 2 COM42A 5.8 -0.2 14 0.6 41.8 .0.0009301 Base 2 2 COM43A -3.5 -0.2 8.2 0.6 -30.1 -0.0008205 Base 2 2 COMM 5.4 .0.2 13.8 1 38.9 0.001122 Base 2 2 SC3IA -7.4 .0.8 30.2 3.7 -68.9 0.00308 Base 2 2 SC32A 14.9 .0.7 50.1 2.7 J0.6 .0.001908 Base 2 2 SC33A 4.5 -0.7 36.7 2.7 -62.3 -0.001655 Base 2 2 SC34A 14 -0.8 49.6 3.7 97 0.002827 Base 2 2 SC4IA -10.2 -0.2 4.1 1.3 .81.9 0.002845 Base 2 2 SC42A 12.1 -0.1 18 0.3 90.6 4.002343 Base 2 2 SC43A -9.3 .0.1 4.8 0.3 -75.3 -0.002091 Bass 2 2 5C44A 11.2 .0.2 17.4 1.3 84 0.002382 Base 55 4 COMB1 -1.1 .0.4 22.7 1.6 -3 0.0002812 Base 55 4 COM02 -2.9 -1 61 4.3 -6.5 0.0007446 Base 55 4 COM31A -7.1 -0.8 50.9 3.2 .44 0.001867 Base 55 4 COM32 2.5 -0.8 44.8 3.5 30.8 .0.0004948 Base 55 4 COM33A 4.7 .0.8 50.6 3.5 .41.1 -0.0003853 Base 55 4 COM34A 22 .0.8 45.1 3.2 27.9 0.001557 Base 55 4 COM41A . -5.4 -0.2 15.2 0.7 -39 0.001231 Base 55 4 C0M42A 4.3 -0.2 9.1 1 35.8 .0.0009301 one 55 4 COM43A 5 -02 14.9 1 46.1 .0.0008205 Base 55 4 COM44A 3.9 -0.2 9.4 0.7 32.9 0.001122 Base 55 4 SC3IA -13.4. -0.8 548 3 -92.8 0.00308 Base 55 4 SC32A 8.8 .0.8 40.9 3.7 79.7 -0.001908 Base 55 4 SC33A -12.6 -0.8 54.3 3.7 46.2 .0.001655 Base 55 4 SC34A 8 -0.8 41.4 3 73.1 0.002827 Base 55 4 SC4IA -11.7 -0.2 19.1 0.5 -87.9 0.002845 Base 55 4 5C42A 10.8 -02 5.2 1.2 84.7 .0.002343 Base 55 4 SC43A 40.8 -0.2 18.6 12 .81.2 .0.002091 Base 55 4 SC44A 9.7 .0.2 5.7 0.5 78.1 0.002392 C Page 190120 Ol4). 71912018 C, C C Analysis Results Table 5.6. Story Forces (continued) Mezzanine SC348 Top 375.1 004218 52.6 878.1 6158.1 -7194 Mezzanine 8C348 Bottom 385.3 0.04218 52.6 878.1 5672.2 -7403 Mezzanine SC416 Top 93.6 0.01078 .52.6 -1151 1529.9 -1786.7 Mezzanine 50418 Bottom i 99.2 0.01078 -52.6 -1151 2290.5 -1903 Mezzanine SC429 Top 93.6 0.01081 52.6 1150.7 1529.9 .1786.7 Mezzanine S042B Bottom 99.2 0.01081 52.6 1150.7 987 4909 Mezzanine 8C430 Top 93.6 0.01035 -52.6 .878.9 1529.9 -1786.7 Mezzanine SC438 Bottom 992 0.01035 .52.6 .878.9 2290.6 -1903 Mezzanine 5C44B Top 93.6 0.01124 52.6 978.6 1529.9 -1786.7 Mezzanine SC44B Bottom 99.2 0.01124 52.6 878.8 986.9 4903 5.3 Point Results Table 5.7.jolntReactions 03 Wto c3.uw. 'ç.L. Bose Base Base 6 6 6 10 10 10 cOMBI COMB2 COM3I6 -1.4 -3.7 -2.9 1.7 4.4 -1.4 24.8 633 .6.2 -16.3 25.5 .5.4 .14.1 -11.2 0.0002812 00007446 0.0001905 47.7 Base 6 10 COM32B .2.9 8.3 52.5 -51.1 .11.1 0.0009813 Base 6 10 COM330 -2.9 -22 47.4 32.2 -10.7 0.003838 Base 6 10 COM346 -3 9.1 52.8 47.8 41.8 -0.002466 Base 6 10 COM416 -0.8 -3.9 10.8 35 -3 -0.0002448 Base 6 10 COM42B -0.8 5.7 15.5 41.6 -29 0.0005481 Base 6 10 C0M439 -0.7 -4.8 10.4 41.7 -24 :0.003202 Base 6 10 C0M448 -08 6.6 15.9 48.3 -3.4 -0.002901 Base 6 10 SC3I6 -2.9 .7.7 44.7 75.6 -11.3 -0.0003286 Base 8 10 SC328 -2.9 14.5 55.6 4012 41.1 0.001498 Base 6 10 SC336 .2.8 -9.6 43.8 91 -10.1 0.007628 Base 8 10 SC346 -3.1 16.5 56.4 -116.6 42.2 -0.006457 Base 6 10 SC4I6 -0.8 40.2 7.7 85.1 -3 -0.0007619 Base 8 10 S0420 -0.8 12 18.6 -91.7 .2.8 0.001083 Base 6 10 SC43B -0.6 -12.2 6.8 100.5 -1.8 0.007193 one 6 10 SC44B -0.9 13.9 19.5 .107.1 4 -0.006892 Base 8 14 COMM -0.2 2 14.3 -7.9 -0.3 0.0002812 Base 8 14 COMB2 -0.6 52 38.9 .21.1 -1 0.0007446 Base 8 14 COM3I8 -0.4 -0.9 26.8 23.2 -0.8 0.0001905 Bose 8 14 COM320 -0.4 9.1 31.7 .56.4 -0.7 0.0009813 Base 8 14 C0M330 .0.4 .0.03615 27.2 16.4 -0.8 0.003638 Bose 8 14 COM349 -0.5 8.3 31.3 -49.6 4 -0.002466 Base 8 14 COM418 -0.1 -4 5.2 35.6 -02 -00002448 Base 8 14 C0M428 .0.1 6.1 10.1 .44.1 -0.1 0.0005481 Base 8 14 COM435 -0.1 .3.1 5.8 28.8 0.1 0.003202 Base 8 14 COM449 -0.1 5.2 9.7 -37.2 -0.4 -0.002901 Base 8 14 SC3I6 -0.4 -7.4 23.6 75.4 -0.6 .0.0003261 Base 8 14 SC326 -0.4 15.7 34.9 408.6 -07 0.001498 Page 18 of 20 VA- Analysis Results 71912018 Table 5.7-Joint Reactions (continued) Base 8 14 SC33B .0.4 -5.5 24.5 59.6 .0.1 0.007628 Base 8 14 8C349 -0.5 13.7 339 .92.8 -1.4 .0.006457 Base 8 14 SC4I6 -0.1 -10.5 2 87.7 .0.2 -0.0007819 Base 8 14 SC42B .0.1 12.8 13.3 -962 -0.1 0.001063 Base 8 14 9C43B .0.1 -8.5 3 72 0.5 0.007193 Baae 8 14 SC44B .02 10.6 12.4 .80.4 .0.8 .0.006892 Base 56 12 COMBI 0.3 -1.7 10 7.2 1.6 0.0002812 Base 50 12 COM02 0.8 4.5 24.9 19 4.3 0.0001446 Base 56 12 COM31B 0.6 -8.4 22.2 53.2 3.5 0.0001905 Base 56 12 COMS2B 0.6 12 17.5 -23.3 3.2 0.0009813 Base 58 12 COM336 0.5 -9.2 22.6 59.9 2.3 0.003838 Base 66 12 COM34B 0.7 2.1 17.1 -30 4.4 .0.002466 Base 56 12 COMI10 0.2 -6.7 7.7 42.1 1 -0.0002448 Base 50 12 C0M428 01 3.9 3 -34.4 0.7 0.0005461 Base 58 12 COM43B 0.1 -6.8 8.1 48.8 .0.2 0.003202 Base 66 12 COMI49 0.2 4.7 2.6 .41.1 1.9 -0.002901 Base 56 12 SC310 0.6 -14.7 25.3 103.3 3.7 .0.0003288 Base 56 12 8C32B 0.6 1.5 14.4 -73.4 3.1 0.001498 Base 56 12 SC336 0.4 -16.6 26.3 0.9 0.007628 Base 56 12 8C34B 0.8 9.5 13.6 48.9 5.8 .0.006451 Base 56 12 SC418 0.2 -12 10.8 92.2 1.2 -0.0007619 Base 66 12 SC426 0.1 10.2 .0.1 445 0.5 0.001003 Base 56 12 SC430 .0.04611 -14 11.7 107.1 -1.6 0.001193 Base 56 12 SC440 0.3 12.1 -1 -100 3.3 .0.006882 Base 51 16 COMBI .0.3 -1.9 12.2 1.2 .0.6 0.0002812 Base 51 16 COMB2 -0.1 -5 31.2 19.5 -1.9 0.0001448 Base 57 16 COM3IB -0.6 -8.9 27.2 55.1 -1.3 0.0001905 Base 57 16 COM320 -0.6 1.1 22.3 .24.0 -1.6 0.0009813 Base 57 16 COM338 -0.6 -8.1 26.8 48.3 -2.5 0.003638 Base 57 16 00M349 .0.5 0.2 22.1 -17.7 .0.4 -0.002480 Base 57 16 COM4I8 -01 -6 9 43.7 .0.2 -0.0002448 Base 57 16 COMI2B .0.1 4 4.1 .36 -0.5 0.0005161 Base 57 16 COM43B .0.2 -5.1 8.6 38.9 .1.4 0.003202 Base 57 16 COM44B .0.1 3.1 4.5 -29.1 0.7 .0.002001 Base 51 16 SC316 .0.5 -15.5 30.4 107.2 .1.2 .0.0003268 Base 51 16 SC328 -0.6 7.6 19.1 -76.7 4.8 0.001498 Base 51 16 SC33B .0.8 -13.5 29.4 91.5 -3.9 0.001828 Base 57 16 SC34B -0.4 5.6 20 -60.0 1 .0.005151 Base 57 18 SC416 -0.1 .12.5 12.2 95.8 -0.025351-0.0007619 Base 57 16 SC42B .0.2 10.5 0.9 48.1 -0.7 0.001083 Base 57 16 SC430 .0.3 -10.6 11.2 80.1 -2.8 0.007193 1 Base 57 10 SC449 0.1 8.6 1.8 -72.3 2.1 .0.006892 Page 19 of 20 ( Chord Analysis Mezzanine: 1.0 (Per ASCE7-05 S 12.3.4.1) OK Notes: .S= 0.769 1= 1.00 px 1.0 - 4) F = 02SselW, F, 0.43,lW, 5) F =W,EF, I W, L= 43.1 ft. M = (pF)LI8 = 148 k-ft D = 31 ft. T=MID= 4.8 kips ATJf,0.09 -in? Use: 2#4 A3 0.4 "Th GSSI Project: Stero.ne Mezzanine S'• iIses Engineer TZ GSSI No 18173A Date:.................................. Diaphragm Seismic Lateral Load Analysis Check Diaphragm Shear Capacity. [(27.5k/2)J1.41/(3V) = 0.32 Idf <=2.047kIf OK Y -Y Direction ( Longitudinal Direction): wi WPI EW, Fky IFLy F, Fpyom Fpvx. F,, p,F,, Level (kips) (kips) (kips) (kips) (kips) (kips) (kips) (kips) (used) (used) Roof 179 179 179 17.2 17.2 17.2 27.5 55.1 27.5 27.5 - I I PLW3TM or W3 FORMLOKTM I . 6 In. TOTAL SLAB DEPTH a Normal Weight Concrete Maximum Unshared Clear Span (ft-In.) Concrete Properties Deck Number of Deck Spans Density Uniform Weight Uniform Volume Compressive - Gage I 2 3 (pcI) (Psi) (yd31100 52) Strength, f' (psi) 22 9-2° 9-0" 1O'-3" 145 54.4 1.389 3000 21 10-O' 101-9" 11-2' Notes: - I' ii'-iO° 20 10'-8 1 Volumes and weights do not include allowance for deflection. Weights are for concrete only and do not include weight of steel deck. 19 111-5" 12-8° 13'-11" Total slab depth Is nominal depth from top of concrete to bottom of steel deck. 18 11'4" 134" 13-9" 16 12'.S" 154" 14-6° Shoring Is required for spans greater than those shown above. See Footnote 1 on page 69 for required bearing. Allowable Superimposed Loads (psf) Deck Number of Span (ft-In.) Gage Deck Spans e'-o" 8'-S" 9.1 91.6" 10.0" 101.6 1114' 11.4" 12'-0" 12'4" 13.0" 13'4" 14'-0" 151-o" io.o" 22 2 304 274 250 176 158 141 127 114 103 93 83 75 68 55 44 3 304 274 250 1 176 158 141 127 114 103 93 83 75 68 55 44 1 328 296 269 246 228 l 157 141 127 115 104 94 85 77 63 51 21 2 328 296 269 246 226 208 141 127 115 104 94 85 77 63 51 3 328 296 269 246 226 208 1931 127 115 104 94 85 77 63 51 1 350 317 288 263 241 223 I 154 139 126 114 104 94 86 71 58 20 2 350 317 288 263 241 223 2061 139 126 114 104 94 86 71 58 3 350 317 288 263 241 223 206 191 126 114 104 94 86 71 58 1 398 358 325 297 273 252 233 1 164 149 136 124 113 104 87 72 19 2 396 358 325 297 273 252 233 216 201 188 I 124 113 104 87 72 3 396 358 325 297 273 252 233 216 201 188 —06-1 113 104 87 72 1 400 396 360 329 302 278 258 239 L 170 158 142 131 120 101 85 18 2 400 398 360 329 302 278 258 239 223 208 195 1831 120 101 85 3 400 396 360 329 302 278 258 239 223 208 195 183 120 101 85 1 400 400 400 392 360 332 307 285 266 1 195 179 165 152 130 111 16 2 400 400 400 392 360 332 307 285 266 248 233 218 206 176] 111 3 400 400 400 392 360 332 307 285 266 248 233 218 206 I 130 111 See footnotes on page 69. I Shoring required in shaded areas to right of heavy line. Allowable Diaphragm Shear Strengths, q (p11) Attachment Deck Span (ft.In.) Pattern Gage 8'-O" !'4" 9.0" 9.6" 19.0" 10'4 11'4" 114" 12'4" 12'4" 13.0" 13'4" 14'..O" 19-0" 16'-O" 22 q 2084 2072 2061 2052 2043 2035 2028 2022 2016 2010 2005 2001 1997 1989 1982 21 q 2083 2070 2058 2048 2038 2030 2022 2015 2009 2003 1997 1992 1987 1979 1971 20 q 2086 2071 2059 2037 2027 2019 2011 2004 1998 1992 1986 1981 1972 1963 3613 19 q 2097 2080 2065 2051 2039 2028 2019 2009 2001 1994 1987 1980 1974 1963 1954 18 q 2112 2093 2076 2061 2047 2035 2024 2013 2004 1995 1987 1980 1973 1981 1950 16 q 2157 2133. 2112 2093 2075 2060 2046 2033 2021 2010 2000 1991 1982 1967 1953 fl q 2186 2164 2144 2127 2111 2096 2083 2072 2061 2051 2041 2033 2025 2011 1998 21 q 2207 2182 2161 2141 2124 2108 2094 2061 2069 2058 2047 2038 2029 2013 1999 ( 20 3614 q 2229 2202 2178 2157 2138 2121 2105 2091 2078 2066 2055 2045 2035 2018 2003 19 q 2279 2248 2221 2196 2174 2154 2135 2119 2103 2089 2076 2084 2053 2033 2015 18 q 2332 2297 2266 2237 2212 2189 2169 2150 2132 2116 2101 2088 2075 2052 2032 16 q 2452 2407 2368 2333 2301 2273 2247 2223 2201 2181 2163 2145 2130 2101 2076 See footnotes on page 69. 72 • VF5 - REVISED 61112018 VERCO DECKING, INC. www.vercodeck.com GSSI Project: Sterogene Mezzanine Svuetu,sl IngII,I Engineer: TZ GSSI No. 18173A. ( Date:......................... Collector (Drag) Force Calculation Mezzanine Moment Frames @ Grid Line A.2 X-direction Span I Span 2 Span 3 Total lateral force F a 7.4 kips Total lftngth L = 43.1 ft. Average shear q w 02 kips/It. C Span Length Grid Distance Hon. Force Ave. Shear Drag Axial Force Number (ft.) Lines (ft.) @ wall @ wall (kips) (kips) (k/ft) 2.3 0.0 Span 1 12.0 12.0 0.0 2.1 A. Span 15.4 27.4 7.4 0.5 Span 3 15.7 3.2 43.1 0.0 0.0 - See Collector Design Note: p = 1 for collector elements per 2006 IBC 12.3.4.1 GSSI Project: Sterogene Mezzanine Sheet.fr11. 5t,uctu(II.(AWIISI.l Engineer: TZ GSSI No. 18173A. Date.......................... Collector (Drag) Force Calculation Mezzanine Moment Frames @ Grid Line 3.2 1 V-direction A.7 A.2 Span Span Total lateral force F = 8.6 kips Total length L = 31.0 ft. Average shear q = 0.3 kips/ft. (I Span Length Grid Distance Hon. Force Ave. Shear Drag Axial Force Number (ft.) LInes (ft.) @ wall @ wall (kips) (kips) (k/ft) A.7 1 0.0 Span 1 12.2 12.2 0.0 3.4rt Span 18.8 A.2 31.0 8.6 0.5 0.0 See Collector Design Note: p =I for collector elements per ASCE 7-10 GSS i Project: Sterogene Meuanlne IN StIuctuotEnhIIlv$ Engineer: TZ GSSI No. 18173A 0ate................................... Check Steel Beam Collector (Drag Element) (AISC 10- ASD for Load Combinations with Overstrength Factor Location: @ Grid Line A.2 Collector Data: W 1209 A = 5.57 In2. l= 130 In.3 r 4.82 in. r, a 0.822 in. L IN 2.9 ft. L, zi 8.62 ft. Mezzanine Ss = 0.769 Unsupported Length: L. = 15.7 ft. (strong.axls) Unsupported Length: L 7.8 ft. F = 50 ksi E = 29000 ksi O 1.67 The unfactored gravity loads and moments: M0 = 17.9 k-ft QE = 2.7 kips (Strength Level) MLm 30.9 k-ft k 1.0 kLjr, 39.0 kL,lr, = 114.3 Governs! P.10. = 84 kips (AISC Spec E.3) P= 5.7 kips = 1T2E1l(kL1j2 to 1053 ksi 131 C,J(1.oP1P 1) = 1.0 Cm* = 1.0 (AISC Table C-C2. 1) F. = n2El(kLlr)2 = 21.88 ksl LoadComb.(5): 1.108 DL+ 2.1 QE LL = 3 (Overstrength amplification factor) p • 1.2 (Allowable stress Increase factor per ASCE/SEI 7-05 §12.4.3.3) Mu 20 k-ft Since L, < La < L, = 73 k-ft (AISC ASO Table 3-2 or Table 3-10) C Pl(P) + (819)[Mj(PM.)J = 0.28 1.0 OK MD a 17.9 k-ft QE = 2.7 kips (Strength Level) ML = 30.9 k-ft k = 1.0 kLjr, = 39.0 kL,,lr, = 114.3 Governs = PJQC an 54 kips (AISC Spec E.3) P = 4.3 kips P,1 = w2ElJ(kLf = 1053 ksi 1 CJ(1-aPlP,,) (a =1.6 for ASD) = 1.0 (1 C, = 1.0 (AISC Table C-C2. 1) F, = n2El(kL1r)2 = 21.88 ksi GSSI Project: Sterogene Mezzanine UtctvvaIEøgIMess Engineer: TZ GSSI No. 18173A C' Date................................... Check Steel Beam Collector (Drag Element) (AISC 05- ASD) for Load Combinations with Overstrength Factor Location: @ Grid Line A.2 Collector Data: W 12x19 A m 5.57 In.2 I,= 130 in.3 r, 4.82 In. r 10 0.822 In. L= 2.9 ft. Lrz 8.62 ft. Mezzanine Sos o 0.769 Unsupported Length: L = 15.1 ft. (strong axis) Unsupported Length: L. w 7.8 ft. F, a 50 ksi E 29000 ksl O 0 1.67 The unfactored gravity loads and momenta: Load Comb. (6): 00= Since MOK 1.081 DL + 1.575 QE + 0.75 LL 3 (Overstrength amplification factor) 1.2 (Allowable stress Increase factor per ASCEISEI 7-05 §12.4.3.3) 43 k-ft Lb < Lr 73 k-ft (AISC ASD Table 3.2 or Table 3-10) P1(5W,) + (819)LMJ(PM,,)] = 0.49 1.0 OK MD a 14.6 k-ft Qa = 3.4 "(Strength kips Level) ML= 23.8 k-ft km 1.0 kLJr, = 30.3 kL,lr, a 88.8 Governs I = PJO = 94 kips (AISC Spec E.3) pm 7.1 kips P0, = nElJ(kL)2 1743 ksi B, = CJ(1.aPlP.,) = 1.0 c. Cmx = 1.0 (AISC Table C-C2. 1) F. = w2E1(kLlr)3 = 36.23 ksi OGSSI I £flgIMt Project: Sterogene MezZanine Engineer: TZ Sheet GSSI No 18173A Date: .................................. Check Steel Beam Collector (Drag Element) (AISC 10- ASD) for Load Combinations with Overstrength Factor Location: @ Grid Line 3.2 Collector Data: W 12x19 A = 5.57 in.2 130 in.3 r 4.82 in. r, a 0.822 in. L= 2.9 ft. 8.62 ft. Mezzanine sos = 0.769 Unsupported Length: L = 12.2 ft. (strong axis) Unsupported Length: L, = 6.1 ft. F es 50 ksi Em 29000 ksi 1.67 The unfactored gravity loads and moments: Load Comb. (5): 1.108 DL 2.1 QE LL 00 = 3 (Overstrength amplification factor) P = 1.2 (Allowable stress increase factor per ASCE/SEI 7-05 112.4.3.3) MX = 16 k-ft Since L c Lb c L. M. = 86 k-ft (AISC ASO Table 3-2 or Table 3-10) C PIffIP) + (8I9)[Mj(PMcx)1 0.20 1.0 OK MD a 14.6 k-ft QE = 3.4 kips (Strength Level) ML= 23.8 k-ft k = 1.0 kLJr, = 30.3 kL1,lr, = 88.8 Governs! P0 =PJQ0 = 94 kips (AISC Spec E.3) P a 5.4 kips n2Elj(kLj 1743 ksi 61 = CJ(1-aPlP.1) (a = 1.6 for ASD) 1.0 (.. CMM = 1.0(AISC Table c-c2. 1) F0 = w2El(kUr)2 = 36.23 ksi OGSSI I IM.,s Project: Sterog.ñe Mezzanine Engineer: TZ Sheet GSSI No 18173A Date................................... Check Steel Beam Collector (Drag Element) (AISC 05 - ASD) for Load Combinations with Overstrength Factor Location: @ Grid Line 3.2 Collector Data: W 12x19 Ags 5.57 in.2 I 130 In.3 r 4.82 In. 0.822 In. L 2.9 ft. Lr = 8.62 ft. Mezzanine Sag = 0.769 Unsupported Length: L = 12.2 ft. (strong axis) Unsupported Length: L = 6.1 ft. F = 50 ksi E = 29000 ksi fl= 1.67 The unfactored gravity loads and moments: Load Comb. (6): 1.081 DL + 1.575 QE + 0.75 LL Co o 3 (Overstrength amplification factor) p = 1.2 (Allowable stress increase factor per ASCEISEI 7-05 §12.4.3.3) MU M 34 k-ft Since I., •c Lb c L, = Be k-ft (AISC ASD Table 3-2 or Table 3-10) C PIff3P0) + (819)[Mj(PM00)j = 0.34 1.0 OK C) ETABS 2016 16.2.1 7/10I201E A.2 3.2 C so 4! 40.2 a. SI > x 2,1 S2 BM. ( 3terogene Mezzaninea,tIeWw. A.2 Moment 3-3 Diagram (Dead) [kip-ftl UM- ETABS2016 16.2.1 7/10/2018 ..A.2. A.2 .2.3 3.2 C. .1 142 x C Sterogene Mezzanine_E$dLiE8Biew - A.2 Moment 3-3 Diagram (LLI) [kip-ft] ETABS 2016 16.2.1 7/10/2018 .7 A.2 3.2 3.2 ti 0 13 105 •102 > -56 5,2 esti (. Sterogene Mezzanineffle1Rew - 3.2 Moment 3-3 Diagram (Dead) (kip-ft) C- 1 C UM-16 ETA BS 2016 16.2.1 7/10/2018 C terogene MezzanIneffit,dtigiew -3.2 Moment 3-3 Diagram (LII) [kip-ft] ETABS 2016 16.2.1 7/10/2018 .A.2 A.2 2.3 3.2 0) 02 3.7 37 .0.2 B". C Sterogene MezzanInEj.bdnED - A.2 Shear Force 2-2 Diagram (EQXI) [klpj C' C C ETABS 2016 16.2.1 1/10/2018 Al A7 :2.3 3.2 .1 I C Meuanln. 3.7 3.? IZ Bass C. ierogene uvtezzanintpwua.2v - A.7 Shear Force 2-2 Diagram (EQX2) (kip) ETABS 2016 16.2.1 7/10/2018 A.7. A.2 .2.3 2.3 I . ( 43 4.3 'V . . Ban C Sterogene MezzanInjdcEW&v - 2.3 Shear Force 2-2 Die' (EQY2) !kip) liM-1'i ETABS 2016 162.1 7/10/2018 A.2 3.2 3.2 I I - s.e U one Sterogene Mezzaninjati&Qv - 3.2 Shear Force 2-2 Diagram (EQYI) Ikip) ( C C VA- ETABS 2016 16.2.1 7/9/2018 Sterogene Mezzanine_Part-14vEDiaI Force Diagram (DILL) (klp SAFE 2016 16.0.1 Soil Pressure Diagram - (DLLL) PbffQl kip - ft Sterogene Mezzanine_Part-1_Foundation EQ O.)1 tI.. . c0 l•cL.. 7/11/2018 10:21 AM -1.7 1 -2.0 SAFE 2016 16.0.1 Soil Pressure Diagram - (AF23A) (Jb/ft2] kip - It 3: SAFE 2016 16.0.1 Soil Pressure Diagram - (AF22A) I!blft2) kip - ft Steroaene Mezzanine Part-1 foundation 7/11/2018 1022 AM fl Sterogene Mezzanine_Part-I_Foundation 7/11/2018 10:22 AM 0.25 L0z1¼ 0.00 -0.50 () -0.75 c( %'tSwut I -1.00 -1.25 . Low 13~ I -1.50 I L : 2.25 -2.75 SAFE 2016 16.0.1 Soil Pressure Diagram - (AF248) (Pb/ft2J kip - ft Steroqene Mezzanine_Part-I_Foundation 7/11/2018 11:09 AK 9 , @1 T4 A .• • LY r SAFE 2016 16.0.1 Plan View kip-ft • I n Sterogene Mezzanine_Part-1joundation 7/11/2018 11:09 AM 0 -.4 ••,, : : LM ..? -•• SAFE 2016 16.0.1 Slab Strip Design - Layers A, B - Top and Bottom Reinforcement Area (Enveloping Flexural) Iin2J kip - ft Sterogene Mezzanine_Part-I_Foundation 711112018 11:24 AM _..:::E-._._•._® IL SAFE 2016 16.0.1 Strip Shear Force Diagram - (COMBI) [kip) kip - ft fl.s Sterogene Mezzanine_Part-I_Foundation 7/11/2018 1124 AM SAFE 2016 16.0.1 Strip Shear Force Diagmm - (COMB2) [kip] kip - ft I n. Steragene Mezzanine_Part-I_Foundation 7/11/2018 1124 AM U 203 03i r -r@ SAFE 2016 16.0.1 Strip Shear Force Diagram - (SC3IA) [kipj kip -ft Sterogene Mezzanine—Part-1, oundation 7/11/2018 11:24 AM çb • V bj.'k Is It€%o"ac. t SAFE 2016 16.0.1 Strip Shear Force Diagram - (SC32A)(kip) kip - ft ra •0 Sterogene Mezzanine_Pad-i_Foundation 7/11/2018 11:25 AM SAFE 2016 16.0.1 Strip Shear Force Diagram - (SC33A) [kip] kip - ft C 0 Stercgene Mezzanine_Part-i_Foundation 7/11/2018 11:25 AM --..:---• SAFE 2016 16.0.1 Strip Shear Force Diagram - (SC34A) [kip] kip - ft cT• Sterogene Mezzanine_Part-I_Foundation 7/11/2018 11:25 AM Urvff- VL SAFE 2016 16.0.1 Strip Shear Force Diagram - (COMBI) (kip) kip - ft n .fl Sterogene Mezzanine_Part-I_Foundation 7/11/2018 11:25 AM -i--:----j--4 SAFE 2016 16.0.1 Strip Shear Force Diagram - (COM82) [kipJ kip - ft Sterogene Mezzanine_Part-I_Foundation 711112018 1:23 PM I SAFE 2016 16.0.1 Strip Shear Force Diagram - (SC3IB) [kip] kip - ft Sterogene Mezzanine_Part-I_Foundation 7/11/2018 1:23 PM SAFE 2016 16.0.1 Strip Shear Force Diagram - (SC32B) (kip] kip - ft Sterogene Mezzanine_Part-I_Foundation 7/11/2018 123 PM SAFE 2016 16.0.1 Strip Shear Force Diagram - (SC3313) [kip) kip - ft (dpJ (atsos) - wv64 aioj Jw4S 014S L•O•91 9IO VS PH £I 9IO?JIIIL aua60i9;s C) L,.. .vMc S4*'c ÔS ~1s4p aY/Tbr.L AUL .. C. OGSSI Structural Engineers SHEET_____________ PROJECT . GSSI NO. ENGR DATE ( r r I' 1// 7b a Add 134t Si.' 71 47(4S T1 cJ L*)o & tN ( c rLi6v'l ,11& 1692r1" tt 75'/o *'h /4 7j/ %o /, 'm /7o . 0 M /cO jq! ,3t 2" 1ZI-562 /'1,0ic,t" AlL-' '. -7f ia I I I Cos sntp C SHEET CAI -2.. 0 *N G SS I PROJECT GSSI NO. Structural Engineers ENGR DATE_________________ £4Wi #5 fliT 04 t1a 71ç' /, /00 it hiF 4'3Th bu OF c 1kEy pc.ii , 0,41_7 6—I .1. i—C L41-= (s**&tIr* 94-A .14 f7SL LI' 32-7 M4 47iPI LL'i.'ö7" L/ 10 * 6k I4- 2 (141isg I LA. v,jf 1• 4jo4 Q-L t\,1, 610 fl' 3 v4t I.c C 0GSS"I Structural Engineers PROJECT ENGR SHEET IbM - GSSI NO. DATE (Jz 4'IA' ioL ' S .4° V Isis 1$. )A'• 6sfl 4á2 O.oC4, ;'4~ it, .51, Mi. 6S4'7' Vk , IØ'L°4 3-5 EAJ t3pU t-Pf 'r> IJ'b;-,•Alf ATL' /t4j ) á4U' T& -M n.h 14m, 5.. - At V. to m 2 C, rii -> rc :—• v. 6'. L -iizl • C OGSSI Structural Engineers SHEET _OM- S PROJECT GSSI NO, ENGR DATE_______________ .- ,. ,. • - 7' iiicco /7.0 a - (c ! 11 TJ ( '••ii. .•i , I i 'tqdV I . I (i4i • I2i'i. 1/.7(o" 17 Ivrr •.._i ••. - . -I .. •s I. - ? I' -. . I '4(3) if .----- 7o,f/ " . 1!fc4' //I4 L)j..lei 1 • c.., 7'&/ •4:(r Noe - - .c.. /'() /3// f3—i1 24W (iLt') 3/. 1,k. - f'33(7,,), #Z,s'// 110 jA('3J)2 7 c /j 43. '('&/' 7Z4// • /'14h !11v ///_ -76 .3 0,'G'SSI Structural Engineers 4jvI.., PROJECT ENGR SHEET_LIM-, GSSI NO. DATE 574t,// LC L .. L7(, /9:,4$7 I _ 7n-,1L. /C7l.iJA&S po ( ,VA - -/ W C 10"G SS I PROJECT Structural Engineers SHEET_______________ GSSI NO. ENGR ___________________ DATE_______________ 4, MW 3A4 t16?1 tHo II' - B-il - /tlr l , :~" is— - /I19 qltL - '11i9çq' &,• M,c,• 47lit + '1a914 /16 " —A49r /fifr/P /Z ok ' 6k hy /4* Lt'!y$o csle 4 two r y O& 49 /ft ,fl v/4S4, 11tof,' See B- •I, A V2e —,414,. /4 ' WIc ate— ( LM -. Thursday. July 192018 Page 1 Multlframe4D Version 11.06 P:CRB EngineersSterogene TI - 18173AEnglneeringCalculaUonsOffice MeuEastFIoov8rns.mfd Sections UW18x50 W14x30 W142 W18x35 Frame Thursday. July 19, 2018 Page 1 Mulliframe4D Version 11.00 P:CRB Engineers'.Sterogene TI 18173AEngineeringCalcuiatIonsOfflce MeuEastFloor5ms.mtd Sections W.18x50 o wl W14x30 UW14x22, W18x35 Default Colour Ailfoods Load View- FOL 31 psI 10 Op4 -1 Thursday, July 19, 2018 Page 1 MulUframe4D Version 11.06 P:CR8 EngineersSterogene TI - 18173AEnglneerIrtgCaIcuIatIonsOffice MeuEastFIoorBms.mtd :sectlàns W18z50 W14x30 W14x22 W18x35 Default ColOur Allloads Load View. L 80psf 397 (9/4 -J'L Thursday, July 19, 2018, Page 1 Mulliframe4D Version 11.06 P:CRB EngineersSterogene TI - 18173AEngIneeringCaIculationsOffice MezzEastFloorBms.mfd y Plot View. Static Case: It. Mz' (k1p4t) 0 'LI I- C., ,,'1- 14 ClarkWestérn Building Systems I lliiillli,ill CW Tech Support: (888) 437.3244 clarkwestern.com 2007 North American Specification ASD DATE: 7119/2018 Sterogene TI Office Mezzafllne Bearing Walls SECTION DESP3NATION: 6ö0S162-43 150] Single Section Dlmenlons: Web Height = 6.000 in Top Flange = • 1.625 in Bottom Flange = 1.625 in Stiffening Lip = 0.500 in Inside Corner Radius = 0.0712 in Punchout Width = 1.500 in Punchout Length = 4.000 in Design Thickness 0.0451 in Steel Properties: Fy = 50.000 ksi Fu = 65.000 ksi Fya= 50.000ksi COMBINED AXIAL AND BENDING LOADS INPUT PARAMETERS Overall Wall Height = 12.0 Lateral Load = 5.0 psf Lateral Load Multiplied by 1.00 for interaction checks Listed Allowable Axial Load mutiplied by 1.00 for interaction checks Lateral load not modified for deflection calculations Studs Considered Fully Braced for Bending K-phi (flexure) for Distortional Buckling 0.00 lb*in/in K-phi (axial) for Distortional Buckling = 0.00 lbin/in LLOWABLE LOADS fib SPACING I Maximum BRACING •,: 12 in jjin 24 in KUr • 6 i ;S • 4722 4587 4324 63 MID Pt 2377 2318 2202 125 THIRD Pt 3927 3820 • 3612 83 SHEATH 2 SIDES N/A N/A N/A • 63 DEFLECTION 1/4217 1/3163 1/2109 Note: Axial loads for sheathing braced design are based on the North American Standard for Cold-Formed Steel Framing Wall Stud Design, 2007 Edition with 1/2 Inch gypsum sheathing and No. 6 fasteners max 12 inches on center I O'G'SSI Structural Engineers SHEET________ PROJECT GSSI NO. ENGR DATE f ' b# --- ------------- - ?Iywo WL41( OrA speCocl 1+tl MF t2—.S a.3 Vv 16 1 ' Vsc- F.•1Tz_ fWd' (4*t/)(/ )- ( k) S +(cci,)t- (c7'/j , 1o1' \'Ac' .o COS x 0tv per Sy A /5'•fS WVN4A*JL,Y IL Ow 0i4_ S ''4s" 1T 'A. / 5 3 y )L tf r4izo A" 211,i I. - - -. - -- 67 6dq4' Ps4 a4 OGSSI Structural Engineers PROJECT SHEET GSSI NO. C ENGR DATE /WPi4c-ri,1 A-LL rLGw DAR 'iøIt'i 1_. $h4' 1 t4 per 5j 4 bk;s - j.'c tIJ2 9(ipIf CJj... 41)(C7.It- %p1I 'k• t71'2a L)b. lc:) ;7:Iz•. k1pFf ,7 an-il Mc*01402 4>'n. To 9 )a to t)C/2. if i ly *V V Al. S1149 2 - ' SHEET___________ OGSSI . PROJECT ____________________________________ GSSI NO. Structural Engineers ENGR ____________________ DATE________________ cg44 1' \/, Foot, & sk ii n 70 1V/4 *o2c.• /ci?. MSTI . Ttu 7a 1 IAJS6Y2I.. x (4o-10,u), S-977 X. ' , /61 'g.. +da 5M ID 3x ,ia,Lz. -p 1.f u 577Z,fj9 70 1V4UE' - A/5 7)4L' '2G TkL4 )9' lYd/LeiL Th /44- TTMré- p Bolt in Single Shear wl Mtl Side 131 Capacity Main Member Dowel Strength (psi) = 2600 Main Member Thickness (in) = 2.5 Side Plate Bearing Strength (psi) = 58000 Side PlateThlckness( in) = 0.043 Angle of Load to Grain (Degrees) = 0 Bolt Shank Diameter (In) = 0.75 Bolt Yield Strength (psi) = 45000 k1= 1.06573286 K,,= I k2 0.794775796 Re= 0.044828 k3= 83.99645064 Rt= 58.13953 Mode 1,= 1218.75 Mode III,= 1111 Mode Ills = 1076 Mode II = 554 Governs (. C SHEET______________ I OGSS PROJECT GSSI NO. Structural Engineers ENGR DATE_________________ V. 9'i$' k/• 97/4. U 1i// to 63 air i.(• q )C J. a4' ?t4 //)C/6 /ç c 4V44L 1c4v/1/ Mi/~. ES • see_ r di'J C-1 4 '4't' $)11 YIM'fl cS/4 5117.4,2 /dQ6'. per1J/5'2 k4. /ic/# .•, _5re- s,:1 A 1g 3 L' C.9• 1/9,9 5P" c/.74 1 r ;Aft OL.Vo-OL Sit 4-7e./ (. Friday. July 27. 2018 Mulliframe4D Version 11.08 Page 1 P:CRB EngineersSterogenè TI - 18173AEngineerIngtCaIcul9tlonsOfflce MeuEWDIa.mfd Sectlons.f• U W44x335 -. DetaultColour U All toads• Load View. Load Case I Friday. July 27. 2018 Page 1 MutUframe4D Version 11.06 P.CRB EnaineersSteraaene TI - 18173AEnaineerinaCptcuIatlonsOffjce MEWDIp.mfd 1+t4- 11cr /Z4m, t.? Cñ-ivru.-E' 9 9o477atJ r-J AIdAtrit.N2 - % iIc ip1I I All OW ia. 7lIpi'I /L to A wa [ç P'.A-c 5PI 4-b mph O'A 41e' "ô CC iv (vsc \/ C4-vpl l9PV Plot View- Static Case: Load Case 1 Vv (kip) -.---..--._..._.---.-----\. Fdday. July 27. 2018 Paae 1 Mul0frame4D VersIon 11.06 P:CRB EnaineersSterooene TI - 18173AEnojneerInaCalcuIatIpnsOffje MezzEWDIa.mfd il Plot Mew - Static Case: Load Case 1 Mz (kiD-tn C C C.. SHEET__________ 0 *.A G SS I PROJECT GSSI NO. Structural Engineers ENGR DATE_________________ M9t.. O/ôA/ * & 11 L4it asIbJ dI 7YP / k' a- L... Ik w, x /1, I *,f ic4ii' Ie -l—*-. OWL "."ast O.4 11 AS-;(10.35h)-r 4.5CLo.1(JD 37-,'317f' Tk . J7• Io.''-I • 15/btf il/IOv4 74 3q,i-s' 4itr01P* i' 4(to.ffl21 6r-O 4.c— V :.I•2 I' '} ; L 1614 V. ,/ ,(/33 ............4 .mot AbsI)t %4;!''' • - 0ztv3 MW. oTh'- O( £S1 4' (__11IIT C SHEET_____________ GSSI NO. ENGR DATE- lo V. 3f.j vy:c# 2S4'1# L- q' - 52q/4. 245,9/I OPt1lL q)e/7a rZI44 O.(t')r 6/o Atli r _ jwr 0 ftill, GSSi PROJECT Structural Engineers C N15 Oiii,,./ PLYhv 4t44L( 10104- lilt W 6V1tf. W4. qi,vt1 -U (AJ4 q1.w fAIl ' II II * I) W3 Iw __ 1\ 11411oov I I U CC, 5ee 0,4 8I6J - p/e41, 1Zb•O ( C TtVdO P"1Zw'J See pj OA-(b'cS14 CI(Z1 T 1 a )'r7sj" ?170 n <14 - 1 q CP t Ilk F- 3 1- . V) "1 m z C., - V .; '4. '1 G' IK I.- 6' 'C - "3 o Friday. July 27. 2018 MuWframe4D Version 11.06 Pagel P:CRB EngIneersSterogene TI. 18173AEngineerIngCaIcuIationsOffice MouNSDia.mfd SectIOni UW44x335 Default ColOUr IAiI toads Load View. Load Case 1 OM- Fiiday. 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July 27. 2018 Page 1 Multiframe4D Version 11.06 P:CRB EnciIneersSterogene TI - 18173AEnglneerinaCalculationsOfflce MezzNSDia.mfd Plot View- Static Case: Load Case 1 Mz (kio-ft) ETABS 2016 16.2.1 Pr fii4 ''"/ 7/30/2018 Sterogene Mezzanine_Part-2.EDB Elevation View - A ETABS 2016 16.2.1 7/30/2018 A ,A .' •-. - 4.6 5.2 5.6 0.046 1.47 0.046. 84 II:.- IIJ Base —> X Sterogene Mezzanine_part-2.EDIevation View - A Frame Span Loads (DL) o,tj .3o ETABS 2016 16.2.1 7/30/2018 4.6 %5.2 5.6 0.087 2.04 0.087 17.42 :.I:.:.,j.j 1 LII I Mne Base x Sterogene MezzaninePart-2.EDIevation View - A Frame Span Loads (LL) ETABS 2016 16.2.1 Om - '31 7/30/2018 sterogene Mezzanine_Part-2.EDB Elevation View - A Joint Loads (EQXI) ETABS 2016 16.2.1 7/30/2018 4., Mezzanine0.190 Qua g d d _.-> x Base + *L1tii. '0 0. Sterogene Mezzanine_J tWiew - A Steel P-M Interaction Ratios (AISC 360-10) ETABS 2016 16.2.1 7/30/2018 Sterogene Mezzanine_Part-2.&,ation View - A - Displacements (EQXI) [in] IOGSSI ii Project: Sterogene Mezzanine S%'ctvaI nRIMovI Engineer: TZ GSSI No 18173A Date:............................ SMF Beam-Column Connection Design Mezzanine Case-1 Given: Beam: W 1845 Column: W I246 (Exterior Column) db 17.7 In. dc = 12.7 in. F = 50 Its! A. = 10.3 in.2 Ac = 28.2 in.2 F = 65 ksi tbw 0.3 In. 0.55 in. R,= 1.1 bbf = 6 in. bd = 12.2 in. P1 =(l.2+O.280s)PD+O.5PL = 3 kips tbf = 0.425 In. td = 0.9 In. Ph = PPU.E = 0.84 kips 4= 66.5 in.3 Z 147 in.3 PP1+B2P 1= 4 kips L = 26.4 ft. H = 12.5 ft. (Height) (Assume B2 = 1.2 ) tby = 1.22 In. kdU= 1.50 in. kdO, = 1.81 in. SOS : 0.768 5h ' p= I P0= 2.2 kips 4=412 Pt. = 0.8 kips rat Brace PU.E = 0.8 kips Check Max. Spacing of Braces: Lb = 0.086rb,,EIFY 5.1 ft. I4- a J 2b13 . I Protected Zone a+b+db12 = I = 24.4 MJOb = F,ZJI.67 b j (in.) = 115 k-ft - The SMF beam-column connection is for I - sided connections (input: 1, exterior connections • 2 for interior connections) Establish plastic hinge configuration and location - WI8X35 0.5b.= 3.00 in. 0.75b1 = 4.50 In. Try a: 3.5 in. OK 0.65db = 11.51 in. O.BSdb = 15.05 in. Try b= 12 in. OK c z 0.45bj2: 1.35 In. Use C: 1.4 in. OK 0.25b1 1.50 in. OK R = (4c2+b2)18c = 13.6 in. Sh a+b12 = 9.5 in. GSSI Project: Sterogene Mezzanine Sheet ?.S . St,uctul.I tng!A.o,. Engineer. TZ GSSI No. 18173A DateS............................ (continued) Determine the probable moment at the plastic hinge ZS Z, - 2ct(d - tb,) a 46 in.3 C,=(F,+ F)I2F, 1.15 1.2 OK Cp,RyF,Z, 2906 kip.in. Compute the expected shear force at the center of each RBC (plastic hinge) The required shear strength at the plastic hinge VRBS 2 Vp, + Vgrav , (Strength Level) = 2M,lL' + The factored uniform gravity loads WD = 0.081 kit WL = 0.067 kit w 1.2W0 + O.SwL = 0.13 klf (See ASCE-7 §2.3.2) L - 2(dJ2) - 2Sh = 23.7 ft. VaraWly = wL'12 = 1.6 kips VRBS = 22.0 kips VRBS' a -18.8 kips Compute the probable maximum moment at the face of the column The factored moment due to gravity load between the column flange and the plastic hinge is, M0 = wS 2l2 = 0.5 k-in. M.=Mp,+VRBsSh+MP = 3115 k-in. M1' = M, + VRBSSh + M9 = 0 k-in. Compare M, to M 0 at the column face Mpe = ZbRF = 3658 k-in. °d = 1.0 Mi. max < dMP* OK Check column-beam moment ratio for strong-column/weak beam criterion n. = I (Number of columns @ joint) = jZ(F - PUJAJI = 7327 k-in The sum of the moments produced at the column centerline by the shear at the plastic hinge = (Vps+VRa5')(a+bl2+dJ2) = 647 k-in The expected flexural demand of the beam at the column centerline is nb = I (Number of beams © joint) EM Pb* !(M p, + M) = flbMp, + 3553 k-in !Mpc*lMpb* = 2.06 > 1 OK wk O GSSI Project: Sterogéne Mezzanine StIuCvIStLftgIMOs$ Engineer: TZ GSSI No. 18173A Date:... (continued) Evaluate lateral bracing of column Since M C iMb = 2.1 > 2, OK The column can be assumed to remain elastic and bracing is required at the beam top flanges only. Check column panel-zone shear strength M,M1+me, 0 3115 k-in. R = MI(db - tb,) = 180 kips 0.75P 0.75F,A = 1058 kips PUC = 4 kips < 0.75P The design shear strength of the panel zone is, R = 0.6FdL( 1+ 3bat21(dbdCtcw)J (Specification JI0-11) = 1.0 260 kips (or Seismic Manual: Table 4-2) Since R < A column-web doubler plate Is NOT required. (Note: If column panel zone strength is not adequate when matched with the beam, try an increase In the RBS c-dimension.) Determine the need for continuity plates 0.4[1.8bb,tFR,bIFR)305 = 0.86 in. 0.9 in. OK bl6= 1.00 In. 0.9 in. NG The minimum thickness requirements are NOT met. Therefore, continuity plates are required. The continuity plate is for I - sided connections (Note: I for exterior connections • 2 for interior connections) The minimum thickness of the continuity plate: tpt.mln 0 0.213 in. The projected contact area. A pb. between the edge of the continuity plate and the column flange & column web are = MfI(db - t,) = 180 kips (total shear force transferred by continuity plate) = 0.9 = 0(1.8FAb) Therefore, Ab = 0.5R,/(1.8F) = 1.1 in.2 The continuity plate width ( Wpb @n$.) WPb.fl,U = (bd - t)I2 = 5.825 In. GSSI Project: Sterogene Mezzanine Sheet.9±?.l...... SISUCtJVaI gtn.e,I Engineer: 17 GSSI No. 18173A Date............................. (continued) k11=. 0.8125 in. Wpb = WpbmW - (k1 , + 0.25") 4.76 In. The calculated thickness of the continuity plate: tcønt.pi = APblWpb 0.234 in. The thickness of the continuity plate used in the design: OntI = 0.425 in. (Match beam flange) OK Therefore, Use: 2 pairs of x 5.8 ! continuity plates In the column aligned with the top & bottom beam flanges. Per AISC 358, §2.4.4B, continuity plate shall be welded to column flanges with CJP groove welds. The connection between the continuity plate and column web should be calculated. The maximum contact area between the continuity plate and the column web is = 0.5 In. (Mm. radius of continuity plate at column web toe) Apw= (d - 2t -2r' 4.21 in.2 ITOFVA0b Z 182 kips AISC 358, 2.4.4b .-----( a) MIN. J = *.(O.G)Fr%w = 126 kips AISC 358, 2.4.4b ---( b) 1 OR, = 260 kips (See above calc.) AISC 358, 2.4.4b --------( c) L C dMpJ(db - tb,)] = 191 kips AISC 358, §2.4.4b ---.-( d) Ru = 126 kips (use the smallest value to design the welds between the continuity plate and the column web) The minimum required double-sided fillet weld size = RJ2(1.392)(d - Ad 2e I 4.6 /16" welds Use: Double sided 5116 -Inch fillet welds to connect the continuity plates to the column web OK Design beam flange-to-column flange connection Per AISC 358, Section 5.5, use a complete-joint-penetration groove weld to connect the beam flanges to the column flange. Design beam web-to-column flange connection The factored shear force at the column face is, V = 2M J1L' + = VRBS + WUSh = 22.1 kips Select a single-plate connection with a plate at least 3/8" thick to support erection loads. Use a CJP groove weld to connect the beam web to the column flange. Check beam web strength The minimum remaining web depth between weld access holes dmin = VJ0.6FV1IJW = 2.5 in. By inspection, a greater web depth remains. OK Given: Beam: W 18=35 db = 17.7 in. Ab = 10.3 in.2 tbw = 0.3 in. bbf o 6 In. thf = 0.425 in. 4= 66.5 in.3 L = 18.8 ft. Fby= 1.22 in. W. GSSI Project: Sterogene Mezzanine bUucal cflali*It. Engineer iz GSSI No. 18173A Date............................. SMF Beam-Column Connection Design Mezzanine Case-2 Column: W 12=96 (Exterior Column) d= 12.7 in. F, = 50 ksi Ac = 28.2 in.2 Fu = 65 ksl t, = 0.55 in. R, = 1.1 bd = 12.2 In. P (I.2+0.2503)Po+0.5PL = 23 kips td = 0.9 In. P, = PPU,E = 1.38 kips Z im 147 in .3 Puc=Pnt+B2P4= 25 kips H = 12.5 ft. (Height) (Assume 82 = 1.2 kd. 1.50 in. kd., 1.81 in. S05 0.768 p= I PD 10.3 kips PL 18.0 kips Pu.e = 1.4 kips Chock Max. Spacing of Braces: Lb • 0.086rbEIF = 5.1 ft. lCdbl2 fJ.Lateral Brace I_a J 2b13 . Protected Zone 1+- a+b+dJ2 I = 24.4 06 MJflb = FZj1.67 = 115 k-ft The SMF beam-column connection is for I - sided connections (Input: I for exterior connections • 2 for interior connections) Establish plastic hinge configuration and location W 1835 0.5bb, = 3.00 in. O.lSbbf a 4.50 in. Try act 3.5 in. OK 0.65db U 11.51 in. 0.65db = 15.05 in. Try b = 12 in. OK c = 0.45bb112 = 1.35 in. Use c = 1.4 in. OK 0.25bf 1.50 in. OK R1(4c2+b2)I8cm 13.6 In. Sh a+b12= 9.5 in. IOGSSI l Project: Sterogene Mezzanine Engineer: TZ Sheet GSSlNo. 18173A DateS............................ (continued) Determine the probable moment at the plastic hinge 4 = 4- 2cf(d f) = 46 ln3 C, = (F + F)12F, 5 1.15 < 1.2 OK = Cp,kF,4= 2906 kip-in. Compute the expected shear force at the center of each RBC (plastic hinge) The required shear strength at the plastic hinge VRDS 0 VP, + Vgmav Strength Level) = 2MJL + Vgri viy The factored uniform gravity loads WD = 0.081 kit WL = 0.067 klf w1.2W0 + O.SwL = 0.13 kIt (See ASCE-7 §2.3.2) L' = L - 2(dJ2) - 2Sh = 16.2 ft. = wL12 = 1.3 kips VRBS= 31.2 kips V 85' = -28.6 kips Compute the probable maximum moment at the face of the column The factored moment due to gravity load between the column flange and the plastic hinge Is, Mg = wS,l2 = 0.5 k-in. M, = Mpr + VRBsSh + M = 3203 k-in. Mf =Mpr + VpggSh + M9 = 0 k-in. Compare MI to M 0 at the column face = ZbRYF = 3658 k-in. Gd = 1.0 Mimik < OK Check column-beam moment ratio for strong-column/weak beam criterion n. = I (Number of columns © joint) MPC* = LZC(FY - PUJAC)1 = 7222 k-in The sum of the moments produced at the column centeiline by the shear at the plastic hinge (VRB9+VR55)(a+b12+dj2) = 948 k-in The expected flexural demand of the beam at the column centerline is nb = I (Number of beams @ Joint) EMpb* = E(Mpr + M) nbMpr + EM = 3854 k-in Mpc*lMpb = 1.87 > 1 OK O GSSI Project: Sterogene Mezzanine Sheet...... .. $1iutuIIn5IIlOII Engineer: TZ GSSI No. 18173A Date: ............................ (continued) Evaluate lateral bracing of column Since EMWIEMW 1.9 <2 NG The column flanges need lateral bracing at the moment beam top & bottom flanges. Check column panel-zone shear strength YMf = Mf+ M = 3203 k-in. R0 =EM(I(db - t3,) 0 185 kips 0.75P = 0.75FA = 1058 kips 25 kips 0.75P The design shear strength of the panel zone is. O.6F,d( 1+ 3btc 1(ddc )] (Specification JI0-11) 0= 1.0 OR., = 260 kips (or Seismic Manual: Table 4-2) Since R. < OR. A column-web doubler plate Is NOT required. (Note: If column panel zone strength Is not adequate when matched with the beam, try an increase in the RBS c-dimension.) Determine the need for continuity plates 0.4(1.8bbftb,(F,R,JFYcRVC)]°5 0.86 In. td = 0.9 in. OK bS6 = 1.00 in. > td = 0.9 in. NG The minimum thickness requirements are NOT met. Therefore, continuity plates are required. The continuity plate is for 1 - sided connections (Note: I for exterior connections • 2 for Interior connections) The minimum thickness of the continuity plate: 'pt.mln 0.213 in. The projected contact area. A pb, between the edge of the continuity plate and the column flange & column web are = MI(db - tb,) = 185 kips (total shear force transferred by continuity plate) 0= 0.9 = 0(I.81FAb) Therefore, Ab = 0.51R.j(01.81F) = 1.1 in.2 The continuity plate width ( WPb @nange) Wpb = (bCf - t)I2 = 5.825 in. GSSI Project: Sterogene Mezzanine O SIuCtUVOI EnipOOtS Engineer: rz GSSI No. 18173A DateS............................ (continued) = 0.8125 in. WPb = WiPbo. - (k160, + 0.25") = .4.78 In. The calculated thickness of the continuity plate: = APblWPb 0.240 in. The thickness of the continuity plate used In the design: = 0.425 in. (Match beam flange) OK Therefore, Use: 2 pairs of t conipl x 5.8 "continuity plates in the column aligned with the top & bottom beam flanges. Per AISC 358, §2.4.48, continuity plate shall be welded to column flanges with CJP groove welds. The connection between the continuity plate and column web should be calculated. The maximum contact area between the continuity plate and the column web Is e= 0.5 in. (Mm. radius of continuity plate at column web toe) Apw= (d - 2, -2r' )xt 01 i = 4.21 in.2 I FI,A.?b = 182 kips AISC 358, §2.4.4b --(a) MIN. J OV = 126 kips AISC 358, §2.4.4b -----( b) 1 ORv = 260 kips (See above calc.) AISC 358, §2.4.4b ---(c) L [dMj(db -tw)] = 191 kips AISC 358, §2.4.4b -------(d) Ru = 126 kips (use the smallest value to design the welds between the continuity plate and the column web) The minimum required double-sided fillet weld size dmin = RJ2(1.392)td 2tc 2?] = 4.6. /16" welds Use: Double sided 5116 -inch fillet welds to connect the continuity plates to the column web OK Design beam flange-to-column flange connection Per AISC 358, Section 5.5, use a complete-joint-penetration groove weld to connect the beam flanges to the column flange. Design beam web-to-column flange connection The factored shear force at the column face is. Vu a 2Mpg!L' + Vgraviy = VRBS + WUSh = 31.3 kips Select a single-plate connection with a plate at least 3/8" thick to support erection loads. Use a CJP groove weld to connect the beam web to the column flange. Check beam web strength The minimum remaining web depth between weld access holes dmin = VJ0.6FYtbW = 3.5 in. By Inspection, a greater web depth remains. OK O GSSI Project: Sterogene Mezzanine Sheet: .'k ..... Su Ctu'aI Engineer: TZ GSSI No. 18173A DateS............................ SMF Beam-Column Connection Design Mezzanine Given: Beam: W 18x35 Column: W 12x106 (Interior Column) db = 17.7 in. de = 12.9 in. F = 50 ksi Ab= 10.3 in.2 A 31.2 in.2 F 65 ksl t, = 0.3 in. t, = 0.61 in. R,a 1.1 bbf= 6 in. bd 12.2 in. P (1.2+0.291D9)Po+O.5PL = 9 kips = 0.425 in. t. = 0.99 in. P11 = PP E = 0.54 kips 4 = 66.5 in.3 4 = 164 in.3 PP 1+02P 1 9 kips L = 21.97 ft. H 12.5 ft. (Height) (Assume B2 = 1.2 (Adjacent spin equivalent length) kdO. = 1.59 In. kd,, 1.88 in. SDs = 0.768 PD a 4.7 kips }2b13 .j. a b The SMF beam-column connection is for 2 - sided connections (input: 1 for exterior connections • 2 for interior connections) Establish plastic hinge configuration and location W 18x35 0.5b13 3.00 in. 0.75b = 4.50 in. Ty a = 3.5 in. 0.65db W 11.51 in. 0.85db = 15.05 in. Try b = 12 in. c = 0.45(bbf12) = 1.35 in. Use c = 1.4 • in. 0.25b, = 1.50 in. OK R = (4c2+b2)18c = 13.6 In. S1,a+b12 = 9.5 In. 04 GSSi Project Sterogene Mezzanine Sheet.Q.kLz.4'3. 81n,ctulol Engineer: TZ GSSI No 18173A DateS............................. (continued) Determine the probable moment at the plastic hinge Z. = Z - 2Ctbf(db tf) 46 In.3 Cpr = (F + F)12F = 1.15 < 1.2 OK = = 2906 kip-in. Compute the expected shear force at the center of each RBC (plastic hinge) The required shear strength at the plastic hinge VRBS = Vpr +VO.Wtv (Strength Level) = 21VI,IL' 4, V, The factored uniform gravity loads W0 = 0.08 klf wL = 0.07 klf w, = 1.2W0 + O.SWL = 0.13 kit (See ASCE-7 §2.3.2) L - 2(dJ2)- 2$h = 19.3 ft. w02 Z 1.7 kips VRBS = 26.8 kips VRBS = -23.3 kips Compute the probable maximum moment at the face of the column The factored moment due to gravity load between the column flange and the plastic hinge is. M5 = wUSh212 a 0.5 k-in. M1 mp, + VRBSSh + M0 = 3161 k-in. M11 Mpr + VRBs'Sh + M0 = -3127 k-In. Compare M, to Mpe at the column face M 1 = 4RVFY = 3658 k-In. a= 1.0 mt. ON=< dMpe OK Check column-beam moment ratio for strong-column/weak beam criterion n. = I (Number of columns @ joint) MPC* = IV-(F - PlAjj = 8152 k-In The sum of the moments produced at the column centerline by the shear at the plastic hinge = (VRBs+V$')(a+bl2+dl2) = 800 Mn The expected flexural demand of the beam at the column centerline is nb = 2 (Number of beams @ Joint) EMpb* W EMP, + M) = flbMpir + EM = 6612 k-In = 1.2 > 1 OK GSSI Project: Sterogene Mezzanine SheetJ..+. IiCtuI AgIAIo'$ Engineer: TZ GSSI No. 18173A Date............................. (continued) Evaluate lateral bracing of column Since Mp lMpb* = 1.2 <2 NG The column flanges need lateral bracing at the moment beam top & bottom flanges. Check column panel-zone shear strength IM, = M1 + M1' = 6288 k-in. R. = EMfl(db - tbf) = 364 kips 0.75P 0.75FA = 1170 kips PUC = 9 kips < 0.75PC The design shear strength of the panel zone Is, R = O.6Fdt( 1+ 3bdtd21(dbdctcw)J (Specification J10-1 1) = 1.0 = 297 kips (or Seismic Manual: Table 4-2) Since R > A column-web doubler plate Is required. (Note: If column panel zone strength is not adequate when matched with the beam, by an increase in the RBS c-dimension.) Determine the need for continuity plates 0.4t1.8bbft(FR0JFYCRyC)]05 = 0.86 in. C t,=. 0.99 in. OK bb116 Z 1.00 in. 0.99 In. NG The minimum thickness requirements are NOT met. Therefore, continuity plates are required. The continuity plate is for 2 • sided connections (Note: I for exterior connections, 2 for Interior connections) The minimum thickness of the continuity plate: tpl,mln = 0.425 in. The projected contact area, Apb, between the edge of the continuity plate and the column flange & column web are R11,1 = MI(db - tbf) = 183 kips (total shear force transferred by continuity plate) = 0.9 = •(I.8F1,Apb) Therefore, APb = 0.5R.1I(I.8F) = 1.1 in.2 The continuity plate width ( Wpb @tia.) Wb U = (be, -tcWY2 5.795 in. Rk GSS i Project: Sterogene Mezzanine IO SIiuCtu'o' £I&OI'S Engineer: TZ GSSi No. 18173A DateS............................ (continued) k1601 = 1.2500 in. Wpb = Wpbmu -(kie + 0.25") = 4.30 in. The calculated thickness of the continuity plate: tcOflt.pI = ApbiWpb = 0.263 in. The thickness of the continuity plate used in the design: = 0.425 in. (Match beam flange) OK Therefore, Use: 2 pairs of x 5.8 " continuity plates in the column aligned with the top & bottom beam flanges. Per AISC 358, §2.4.48, continuity plate shall be welded to column flanges with CJP groove welds. The connection between the continuity plate and column web should be calculated. The maximum contact area between the continuity plate and the column web is e = 0.5 in. (Mm. radius of continuity plate at column web foe) A,, = (d - 2td -2r' )xt, = 4.22 in.2 (TOFAb 2 164 kips AISC 358, S2.4.4b -----(a) MIN. J •V = 40,(0.6)F,A,,, = 126 kips AISC 358, §2.4.4b (b) 1 •R,, = 297 kips (See above caic.) AISC 358, §2.4.4b ----(c) L [ødMpJ(db - trn)] = 381 kips AISC 358, §2.4.4b -( d) R= 126 kips (use the smallest value to design the welds between the continuity plate and the column web) The minimum required double-sided fillet weld size dmin RJ2(1.392")Ed - 2tc 2r'] = 4.6 /16" welds Use: Double sided 5/18 -inch fillet welds to connect the continuity plates to the column web OK Design beam flange-to-column flange connection Per AISC 358. Section 5.5, use a complete-joint-penetration groove weld to connect the beam flanges to the column flange. Design beam web-to-column flange connection The factored shear force at the column face is, Vu a 2M,/L' + Vgravity a VRBS + WS, = 26.9 kips Select a single-plate connection with a plate at least 3/8" thick to support erection loads. Use a CJP groove weld to connect the beam web to the column flange. Check beam web strength The minimum remaining web depth between weld access holes dmin = VJ0.61FYt.,W = 3.0 in. By inspection, a greater web depth remains. OK ETABS201616.2.1 7/30/2018 A ..... 4.6 , 5.2 5.6 I I Meua&ne 9 .9 22 x 4.74. .10.25 Base i;L1 Sterogene Mezzanine_Partn View - A Axial Force Diagram (Dead) [kip] DM 47 ETABS 2016 162.1 7/30/2018 :5.2 5.6 - . Mezzanine 9 0.84 .4.29 -17.96 X. .;p. Base Sterogene Mezzanine_Part-lEcon View - A Axial Force Diagram • (Live) [kip] OM-41 ETABS 2016 16.2.1 7/30/2018 A A A. 4.6 ;, 5.2 5.6 Mozzanbie 01 .7 0.84 0.54 -1.38 T X Ban Sterogene Mezzanine_Par1Brn View - A Axial Farce Diagram (EQXI)[kip) o#'-41 ETABS 2016 16.2.1 7/30/2018 , 4.6 5.6, %.. I I - Meuanine 0.03 0.33 0.29 X" ILL.. Base Sterogene Me2zanine_EiD'iew - A Shear Force 2-2 Diagram (COMsmf) [kip] GSSI Project: Sterogene Mezzanine O suuctuf.IEnWAeee, Engineer: TZ GSSI No 18173A DateS.......................... Moment Framing Base Plate Design Case -1 Given: Base Plate: Column: W 1246 Materials: No 22 in. (Parallel to M) d9 = 12.7 in. f' = 3.0 ksl B= 20 in. A. = 28.2 in.2 f,1 = 50 ksi d, = 20 in. t 0.55 in. f = 58 ksl (Effective depth of footing) b, = 12.2 in. tp = 1.25 in. (Plate thick.) t, = 0.9 In. Loads: dp = 19.5 In. M = 102.5 k-ft (Effective depth from the anchors to the edge of the plate) P = 9.1 kips Go =- 8.5 in. (Compression +) (Distance of anchor to the center line of the column) n = 4 (Number of anchor rods at each side) d9 = 1.00 in. (Diameter of anchor bolts) Ag = 0.606 in.2 (Effective area of each anchor bolt) a!'= 2.5 in. (Distance from anchor bolts to the edge of base plate) a'= 4.65 in. (Distance from edge of the column to the edge of base plate) I ,'•I - 'I I lI T Determine the total concrete force A1 = NXB w 440.0 in.2 A2 (N+4d,)(B+4d,) = 10200 In .2 A (AdA1 )° 4.81 Use:k= 2 Max.L. Lc Iç\b \L5,,jt The total concrete force Is determined from the compressive stress and the length of the stress block as C, = 0.85 9aBf9'xA 0,= 0.6 = 61.2a The total force in the concrete stress block is obtained by taking moments about tension anchor rods C.= (M + PuOa)I(dp a12) = 1307.35 I(d - a12) a1 = 37.9 in. a2 1.13 in. Use: a= 1.13 in. 69.0 kips O GSSI Project: Sterogene Mezzanine Sheet: ... W'S'.I..... Engineer TZ GSSI No. 18173A DateS.......................... (continued) The force In the tension anchor rods = 59.9 kips The mm. required area of the anchor rods is given by Ag = TJø(0.75f) 0= 0.75 = 1.84 hAg 2.424 in.' OK The maximum pressure exerted by the stress block on the base plate Fu CJaB = 3.1 ksl The maximum bending moment on the base plate M' = P(a )212 = 14.10 kips-in./in width bMP b(bPt14 )Fy Ob = 0.9 = 17.58 kips-in.Iln width OK I GSS i Project: Sterogene Mezzanine O mouctural tall"Ots Engineer: TZ GSSI No 18173A DateS.......................... Moment Framing Base Plate Design Case -2 Given: Base Plate: Column: W 1246 Materials: N = 22 in. (Parallel to M) d = 12.7 in. f6' 3.0 ksl B = 20 in. A 28.2 in.2 f, . 50 ksl d,= 20 in. ti,, = 0.55 in. f = 58 Its! (Effective depth of footing) b1= 12.2 in. It, 1.25 in. (Plate thick.) t1= 0.9 In. Loads: d= 19.5 in. M 2.1 k-ft (Effective depth from the anchors to the edge of the plate) P = 41.0 kips = 8.5 In. (Compression +) (Distance of anchor to the center line of the column) n = 4 (Number of anchor rods at each side) d9 = 1.00 In. (Diameter of anchor bolts) A9 = 0.606 in.2 (Effective area of each anchor bolt) a" = 2.5 in. (Distance from anchor bolts to the edge of base plate) W = 4.65 in. (Distance from edge of the column to the edge of base plate) Determine the total concrete force A1 = NxB 440.0 in? A2=(N+4d1)(B+4d,) . . = 10200 In .2 (A21A1 )° = 4.81 2 Use: A = 2 Max. The total concrete force is determined from the compressive stress and the length of the stress block as C = 0.85aBf'3cA 0.= 0.6 = 61.2a The total force in the concrete stress block is obtained by taking moments about tension anchor rods C = (M + PejI(d - a12) 373.96 I(d - a12) 01 38.7 In. a2 0.32 in. Use: a = 0.32 In. C 19.3 kips GSSI Project: Sterogene Mezzanine Sheet•. Q!. ?''O SIiiictuI 081r,"88 Engineer: TZ GSSI No 18173A DateS.......................... (continued) The force in the tension anchor rods T.= CV -P. = -21.7 kips The mm. required area of the anchor rods Is given by Ag:= TJ0(O.75f) 0 = 0.75 = -0.67 nA = 2.424 in.' OK The maximum pressure exerted by the stress block on the base plate P'u = CJaB = 3.1 ksi The maximum bending moment on the base plate = P'(a' )2,2 = 4.34 kips-InJmn width - GbMP = 0b(bp 2I4 )Fy Ob = 0.9 = 17.58 kips.inJin width M, OK GSSI Project: Sterogene Mezzanine O S'V'aC1I•l Engineer: TZ GSSI No 18173A DateS.......................... Moment Framing Base Plate Design Case -3 Given: Base Plate: Column: W 1246 Materials: N = 22 in. (Parallel to M, de = 12.7 in. f' = 3.0 Its! B = 20 in. A 282 In .2 f, = 50 ksl = 20 in. t = 0.55 in. f = 58 ksi (Effective depth of footing) bt = 122 in. = 1.25 in. (Plate thick.) tf = 0.9 in. Loads: d a I 19.5 In. M = 84.3 k-ft (Effective depth from the anchors to the edge of the plate) P,, = -0.9 kips 8.5 in. (Tension-) (Distance of anchor to the center line of the column) n = 4 (Number of anchor rods at each side) do = 1.00 In. (Diameter of anchor bolts) A9 = 0.606 in.2 (Effective area of each anchor bolt) a" = 2.5 in. (Distance from anchor bolts to the edge of base plate) as = 4.65 in. (Distance from edge of the column to the edge of base plate) Determine the total concrete force A1 = NxB = 440.0 in.2 A2 = (N + 4d,)(6 + 4d,) = 10200 in.2 (A31A1 )03 = 4.81 2 Use: A= 2 Max. The total concrete force Is determined from the compressive stress and the length of the stress block as C 0.85aBf'xA O= 0.6 = 61.2a The total force In the concrete stress block is obtained by taking moments about tension anchor rods C = (M + PuOa)I(dp - &2) = 1004.21 I(d-aI2) a1 a 38.1 in. a2 = 0.86 in. Use: a= 0.86 In. C 52.7 kips u.GSS i Project: Sterogene Mezzanine 81,Ctiu$I £flhlftO'I Engineer: TZ GSSI No 18173A DateS.......................... (continued) The force in the tension anchor rods T. Cu •Pu = 53.5 kips The mm. required area of the anchor rods is given by As = TJ(0.75f) 0= 0.75 = 1.64 nAg = 2.424 in.2 OK The maximum pressure exerted by the stress block on the base plate = CJaB = 3.1 ksi The maximum bending moment on the base plate = P'(a' )2,2 = 11.11 kips-In./in width = 0b(bP 2I4 )Fy Ob= 0.9 17.58 kips-in.!in width OK Analysis Results 7/30/2018 Table 5.3-Story Forces (continued) StOp Load PVX vy T MY '1 caicom Rip Rip Rip kip41 Mp41Rip41 Mezzanine COM42A Bottom 12.89 14.18 0 0 0 -264.3 Mezzanine SC31A Top 41.28 -32.72 0 0 0 -1600.1 Mezzanine SC31A Bottom 46.29 -32.72 0 0 0 -2129.6 Mezzanine SC32A lop 41.26 32.72 0 0 0 -1600.1 Mezzanine SC32A Bottom 46.29 32.72 0 0 0 -1311.5 Mezzanine SC41A lop 10.09 -32.72 0 0 0 -374.7 Mezzanine SC41A Bottom 12.89 -32.72 0 0 0 -850.6 Mezzanine SC42A Top 10.09 32.72 0 0 0 -374.7 Mezzanine SC42A Bottom 12.89 32.72 0 0 0 -32.5 5.3 Point Results Table 5.4-Joint Reactions [ -raw Uq. Load •FX,'FY FZ MX MY MZ Rip Rip F$p lilpdi Idp ldp* Base 2 2 COMB1 0.55 0 3.08 0 1.8 0 Base 2 2 COMB2 0.97 0 3.98 0 3.1 0 Base 2 2 COM31A -3.36 0 2.72 0 -34.2 0 Base 2 2 COM32A 5.05 0 4.9 0 39.7 0 Base 2 2 COM41A -3.91 0 0.56 0 -36 0 Base 2 2 COM42A 4.5 0 2.74 0 37.9 0 Base 2 2 SC31A -8.86 0 1.29 0 -82.5 0 Base 2 2 SC32A 10.55 0 6.32 0 88 0 Base 2 2 SC41A .9.41 0 0 -84.3 0 Base 2 2 SC42A 10 0 4.17 0 86.2 0 Base 3 4 COMB1 -0.26 0 14.35 0 -1.1 0 Base 3 4 COMB2 -0.45 0 (I) 0 -2.1 0 Base 3 4 COM31A -4.55 0 33.59 0 -36.1 0 Base 3 4 COM32A 3.77 0 30 0 32.5 0 Base 3 4 COM41A .4.29 0 9.48 0 -34.9 0 Base 3 4 COM42A 4.02 0 5.89 0 33.7 0 Base 3 4 SC31A -9.98 0 35.93 0 .80.9 0 Base 3 4 SC32A 92 0 27.66 0 77.4 0 Base 3 4 SC41A -9.73 0 11.82 0 -79.8 0 Base 3 4 SC42A 9.46 0 3.55 0 78.6 0 Base 4 6 COMBI .0.29 0 8.63 0 -1.3 0 Base 4 6 COMB2 -0.52 0 12.55 0 -2.4 0 Base 4 6 COM31A -6.27 0 9.99 0 -45.6 0 Base 4 6 COM32A 5.37 0 11.39 0 41.4 0 Base 4 8 COM41A .5.97 0 2.85 0 -44.2 0 Base 4 6 COM42A 5.66 0 4.26 0 42.8 0 Base 4 6 SC31A -13.88 0 9.07 0 -102.5 0 Base 4 6 SC32A 12.98 0 12.31 0 98.3 0 Base 4 6 SC41A -13.58 0 1.94 0 .101.1 0 Base 4 6 SC42A 13.27 0 6.17 0 99.7 0 Page 11 of 12 Sterogene Mezzanine_pan-2joundation 1 7/31/2018 11:11 AM SAFE 2016 16.0.1 Plan View kip -ft OM' Sterogene Mezzanine_Part-2_Foundation 7/31/2018 11:17 AM -- L IYOM q4 Ot 1 SAFE 2016 16.0.1 Soil Pressure Diagram - (DILL) [lblft2j kip - ft Sterogene Mezzanine-part-2—Foundation 713112018 11:12 AM E -0.1 ;1. , - ) 1. U... -0 \.jfwrt, -1 -1. -1. -1. AM ZUItJ lb.U.i Soil Pressure Diagram - (AF2IA) [1b1ft2] I kip - ft Sterogene Mezzanine—Part-2—Foundation 7/31/2018 11:12 AM + c0 SU.1't. -1 .c.. -1 NJ SAFE 2016 16.0.1 Soil Pressure Diagram - (AF22A) (lb/ft21 kip - ft Sterogene Mezzanin6_Part-2_Foundation 7/31/2018 11:13 AM I all .0 o.•S UQ :- •.cT1r. .g01j) SAFEO11Uesign - Layer A - Top and Bottom Reinforcement Area (Enveloping Flexural) (in2)cip - ft Sterogene Mezzanine—Part-2—Foundation 7/31/2018 11:27 AM SAFE 2016 16.0.1 Strip Shear Force Diagram (COMBI) [kip) kip - ft Sterogene Mezzanine—Part-2—Foundation 7131/2018 11:28 AM SAFE 2016 16.0.1 Strip Shear Force Diagram - (COMB2) (kip) kip - ft Ot1-4- Sterogene Mezzanine—Part-2—Foundation 7131/2018.11:28 AM SAFE 2016 16.0.1 Strip Shear Force Diagram - (COM3IA) [kip] kip - ft Sterogene Mezzanine—Part-2—Foundation .• 7/31/2018 11:28 AM SAFE ZOib 16.0.1 Strip Shear Force Diagram - (COM32A) [kip] kip - ft Sterogene Mezzanine_Part-2_Foundation 7/31/2018 11:29 AM SAFE 2016 16.0.1 Strip Shear Force Diagram - (SC3IA) [kip) kip - ft Sterogene Mezzanine—Part-2—Foundation 7/3112018 11:29 AM SAFE 2016 16.0.1 Strip Shear Force Diagram - (SC32A) [kip] kip - ft DIVISION: 0600 00-WOOD, PLASTICS AND COMPOSITES SECTION: 061733-WOOD I-JOISTS REPORT HOLDER: WEYERHAEUSER WTC1KS POST OFFICE BOX 9777 FEDERAL WAY, WASHINGTON 98063-9777 EVALUATION SUBJECT: hi® PREFABRICATED WOOD I-JOISTS "2014 Recipient of Prestigious Western States Seismic Policy Council (WSSPC) Award in Excellence" A Subsidiary of 1CC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be èonstrued as an endorsement of the subject of the report or a recommendation for 113 use. There is no warranty by icc Evaluation Service, LLC'. express or implied, as to any finding or other matter in Ulk ISMIC inns this report, or as to any product covered by the report. Elm Copyright 'D 2018 iCC Evaluation Service, LLC. All rights reserved. ICC-ES Evaluation Report IL ESR-1 153 Reissued May 2017 Revised April 2018 This report is subject to renewal May 2019. www.lcc.es.org I (800) 423.6587 I (562) 699-0543 A Subidiaty of the International Code Councils DIVISION: 0600 00—WOOD, PLASTICS AND COMPOSITES Section: 06 1733—Wood i-joIsts REPORT HOLDER: WEYERHAEUSER WTC 1K5 POST OFFICE BOX 9777 FEDERAL WAY, WASHINGTON 98063-9777 (888) 453-8358 woodtweverhaeuser.com www.woodbvwv.com ADDITIONAL LISTEES: ANTHONY—DOMTAR, INC 1195 PEOPLES ROAD SAULT STE MARIE, ONTARIO PGC 3W1 CANADA REOBUILr" LLC 200 EAST MALLARD DRIVE BOISE, IDAHO 83706 PACIFIC WOODTECH CORPORATION 1850 PARK LANE POST OFFICE BOX 465 BURLINGTON, WASHINGTON 98233 EVALUATION SUBJECT: TJI* PREFABRICATED WOOD I-JOISTS 1.0 EVALUATION SCOPE Compliance with the following codos: 2015,2012 and 2009 International Building Code° (IBC) 2015, 2012 and 2009 International Residential Codes' (IRC) 2013 Abu Dhabi International Building Code (ADIBC)t 'The AOIRC 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 Builthng and Safety (LADBS), see ESR-1 153 LABC and IARC Supplement. Properties evaluated: Structural Sound ratings a Fire-resistance ratings 2.0 USES TJI joists are prefabricated wood I-joists used as floor joists, roof rafters, blocking panels and rim joists, to support code-required loads. Prefabricated wood 1-joists described In this report comply with Section 2303.1.2 of the IBC, for allowable stress design; and Section R502.1.4 of the iRC. 3.0 DESCRIPTION 3.1 General: TJI joists are ç;efabricated wood 1-joists havin wood or wood-based flanges and Performance Plus oriented strand board (OSB) webs. Either the top and bottom flanges are parallel, forming a constant-depth joist; or the top flange has a single taper, forming a variable-depth joist. The web panels have the face grain oriented vertically, and the web-to-web connection is either butt jointed or serrated and glued to form a continuous web. The web-to-flange connection is a proprietary tongue-and- groove glued joint. Refer to Table I for TJI joist series and material descriptions. The TJI L65, TJI 190, TJI H90, TJI HD90. and TJI HS90, may also be trademarked as: TJI 1460, TJI 1560, TJI H560, TJI HD560. and 1.11 HS560, respectively. 3.2 Material Specifications: 3.2.1 Flanges: Flange material is either Microilame laminated veneer lumber (LVL), TimberStrand° laminated strand lumber (LSL) or machine stress rated lumber (MSR). Microllam LVL and TimberStrand LSL are recognized in evaluation report ESR-1387. Table I of this report specifies flange widths and depths. Flange material and grades are as specified in the quality control manual that contains Weyerhaeuser manufacturing standards. 3.2.2 Webs: Web material is Performance Plus° OSB conforming to DOC Voluntary Product Standard PS2, Exposure 1 along with further requirements set forth in the quality-control manual that contains Weyerhaeuser manufacturing standards. Web material thickness requirements are noted in Table I of this report. 3.2.3 Adhesives: Adhesives are of the types specified in the quality control manual that contains Weyerhaeuser manufacturing standards. 4.0 DESIGN AND INSTALLATION 4.1 General: The design and installation of TJI joists described in this report must comply with Sections 4.2 through 4.16. Additionally, design of TJI joists Is governed by the ICC-ES Eva!italian Reports are not to be construed as representing aesthetics or any oilier attributes not ipecWculiv addressed. nor are they to be construed as an endorsement of the subject ofthe report or a recon,n,endation for its use. There is no warranty by ICC Evaluation Service. LLC. express or implied. as to anyfinding or other Clatter In this report, or as to any product covered by the report Copyright 02018[CC Evaluation Service, I.I.C. Alt rights reserved. Page 1 of 23 ESR-1153 I Most Widely Accepted and Trusted Page 2 of 23 applicable code and corresponding editions of ANSIIAWC National Design Specification for Wood Construction® (NDS). 4.2 Design Values: Table 3 specifies reference design moments, reactions, vertical shear forces, and joist stiffness (El). Reference design reactions are based on minimum bearing lengths of 1l4 inches, 21/2 inches and 3112 inches (45, 64 and 89 mm), for simple spans; and 31/2, 51/4 and 7 Inches (89, 133 and 178 mm) at intermediate support points for continuous spans. When joists are used as multiple span members, the calculated shear, used for design at the Intermediate support, may be reduced by the percentage determined from the following formula and limited to the depths shown in Table 4: R= W+Ks18% where: Kmd = Vl2100. R = The percent reduction. V12 = The reference design shear for an 111I-inch- deep (302 mm) joist (pounds). W = The uniform load (pit). The reference design shear at the interior supports of multiple-span-member TJI joists up to 12 inches (305 mm) deep, used In residential floor construction, is permitted to be increased by 10 percent. This increase in reference design shear does not apply to the design shear at the ends of the joists. 4.3 Fasteners: Reference lateral and withdrawal design loads for fasteners, installed parallel or perpendicular to Microllam LVL or TimberStrand LSL flange glue lines, must be determined in accordance with ESR-1387 and the applicable code. Reference lateral and withdrawal design loads for fasteners Installed Into TJI joist sawn lumber flanges must be designed using the applicable code and a specific gravity of 0.42, such as for spruce-pine-fir. Allowable nail spacings for TJI joist diaphragm applications must be as specified In Sections 4.14 and 4.15, and Table 2. For nondiaphragm applications: The spacing of fasteners installed Into the face grain of Microilam LVL or TimberStrand LSL flanges must be greater than or equal to the closest permitted on-center spacing prescribed by the code for fasteners Installed in sawn lumber. The spacing of fasteners Installed Into the edge grain of Microllam LVL or TimberStrand LSL flanges must be greater than or equal to the closest permitted on-center spacing requirements detailed In ESR-1 387. The spacing of fasteners Installed into TJI joist sawn lumber flanges must be as prescribed by the code for fasteners installed in sawn lumber. The allowable lateral load capacity of lOd by 1 /2-inch-tong (38 mm) common nails used to connect minimum No. 18 gage [0.048 Inch (1.2 mm) base- metal thickness] metal straps or tension-ties, recognized In a current ICC-ES evaluation report, to TJI joist flanges, in conformance with Figure 6 of this report, is 112 pounds-force (498 N) per nail. 4.4 Web Stiffeners: Web stiffener requirements for reactions and concentrated loads are noted in Table 3 and Figure 1. 4.5 Lateral Support: TJI joist compression flanges with widths less than 2.3 inches (58 mm) require lateral support every 18 Inches (457 mm) on center. TJI joist compression flanges with widths equal to or greater than 2.3 inches (58 mm) require lateral support every 24 Inches (610 mm) on center. Each connection must be capable of transmitting a 75-pound- force (334 N) horizontal load. All TJI joist ends require restraint to prevent rollover. Code-prescribed methods of lateral restraint specified for sawn lumber are acceptable. Bridging is not required for floor and roof TJI joist applications. 4.6 Holes In TJI Joist Web: The tables In Figures 2 and 3 specify allowable sizes and location of round, square and rectangular holes in the TJI joist webs. TJI joists with holes located in the web in accordance with Figures 2 and 3 are permitted to be used in the fire-resistive-rated Assemblies B, C. D, E, F. and G described in Figures 4B through 4G. 4.7 Duration of Load: Adjustments for duration of load, in accordance with Part 2.3.2 of the NDS, apply to the TJI joists and their fastenings. 4.8 In-service Moisture Conditions: TJI joists must be Installed in dry service conditions, where the moisture content In-service is less than 16 percent, as in most covered structures. 4.9 Repetitive-member Use: The repetitive-member use factor applicable to the resistive moment capacities listed in Table 3 Is limited to 1.0. 4.10 Member Spans: TJI joist spans must be determined in accordance with Part 3.2.1 of the NDS. Vertical shear calculations must Include all loads within the span from face to face of supports. 4.11 Deflection: Deflection of simple span TJI joists with either uniform load ore concentrated load at mldspan Is determined using the formulas in the footnotes to Table 3. 4.12 Blocking Panels: Bearing walls perpendicular to and supported by TJI joists at the end or intermediate supports, or both, require full-depth blocking. TJI joists up to and including 16 inches (406 mm) in depth, when used as blocking panels, have a maximum vertical load transfer capacity of 2,100 pit (30,645 N/rn). TJI joists over 16 Inches (406 mm) and up to and IncludIng 20 Inches (508 mm) in depth, when used as blocking panels, have a maximum vertical load transfer capacity of 1,550 pit (22,620 NIm). 4.13 Rim Joists: TJI joists having depths of up to and including 16 Inches (406 mm) may be used as rim joists and boundary members of horizontal wood structural diaphragms. The joists have a maximum vertical load transfer capacity of 2,100 pit (30,645 N/rn). TJI joists used as rim joists must be laterally supported at the top and continuously supported at the bottom, and the gravity loads must be uniformly applied along the top. Other loading and support conditions must be investigated and approved by a design professional. 4.14 TJI Joists as Prescriptive Diaphragm Framing Members: TJI Joists are permitted as framing members in prescriptive floor and roof diaphragm construction in accordance with ESR-11 53 I Most Widely Accepted and Trusted Page 3 of 23 Section 2308 of the IBC or Chapters 5 and 8 of the IRC. When TJI 110, TJI 210 or 1.11 230 series I-joists are used in floor diaphragm construction, the thickness of the sheathing must be 19/32 inch (15.1 mm) or greater. 4.15 TJI Joists as Engineered Diaphragm Framing Members: TJI 110, TJI 210, TJI 230, TJI 360, TJI 560, TJI 560D, TJI s31. TJI 533, and TJI 547, joists may be used as framing members In blocked and unblocked engineered diaphragms designed using Table 2306.2.1(1) of the 2009 IBC, or Tables 4.2A and 4.2C of the ANSI/AWC Special Design Provisions for Wind and Soismic (SDPWS), subject to the limitations specified in Table 2 of this report. TJI L65, TJI L90, TJI H90, TJI HD90 and TJI HS90 joists may be used as framing members in diaphragms designed In accordance with the applicable code. The closest permitted sheathing nail spacing in a single row is 3 inches (76 mm) on center for lOd common nails or 2 Inches (51 mm) on center for Sd common nails. 4.16 Cantilevered TJI Joists: TJI joists are permitted to be installed with cantilevered ends, provided the cantilevers have a maximum length equal to one-third of the adjacent span and support uniform loads only, unless designed by a design professional. 4.17 Fire-resistance-rated Roof-calling or Floor-ceiling Assemblies: See Figures 4A through 4F, for details on one-hour fire-resistance-rated roof-ceiling or floor-ceiling assemblies. See Figure 4G for details on two-hour fire- resistance-rated roof-ceiling or floor-ceiling assemblies. When assemblies A. B. C, D. E, and F are used as floor- ceiling assemblies over unusable crawl spaces, it is permitted to omit the ceiling membrane. Additionally, flooring is permitted to be omitted where unusable attic space occurs above, provided the lateral support requirements of Section 4.5 are met. Alternate floor or root systems using lightweight concrete or gypsum concrete are permitted in accordance with Table 5. 4.18 Sound Ratings: Fire-resistance-rated assemblies 8, 0 and G, as described In Figures 48, 40 and 4G, have sound transmission class (STC) and impact insulation class (llC) ratings as given in Table 6, provided they are constructed with the additional assembly components and floor coverings specified In Table 6. 5.0 CONDITIONS OF USE The TJI Prefabricated Wood I-Joists described in this report comply with, or are suitable alternatives to, joists and rafters specified in the codes specifically listed in Section 1.0, subject to the following conditions: 5.1 TJI Joists are designed in accordance with this report. 5.2 Drawings and design details verifying compliance with this report are submitted to the code official for approval. 5.3 Reference design values for TJI joists and their fasteners are permitted to be increased for duration of load in accordance with the applicable code. 5.4 Where one-hour or two-hour fire-resistance-rated construction is required, construction complies with this report. 5.5 No Gutting or notching of TJI joist flanges is permitted. 5.6 Sound rated assemblies described In Table 6, with STC and or DC ratings of less than 50, are only applicable in Jurisdictions using the lRC. 5.7 TA joists are produced at the Weyerhaeuser plants located in Castleberry, Alabama; Eugene. Oregon; and Natchitoches, Louisiana; and at the RedBuiIt' LIC plant located in Slayton, Oregon; and the Anthony-Domter plant located in Sault Ste. Marie, Ontario. Canada; and at the Pacific Woodtech plant located in Burlington, Washington; under a quality control program with inspections by ICC-ES, PFS Corporation (AA-652), or APA—The Engineered Wood Association (AA-649). 6.0 EVIDENCE SUBMITTED 6.1 Data in accordance with the ICC-ES Acceptance Criteria for Prefabricated Wood 1-joists (ACI4), dated October 2017. 6.2 Reports of fire tests conducted in accordance with ASTM E119. 6.3 Reports of sound transmission tests conducted In accordance with ASTM Ego, ASTM E413 and ASTM E492. 7.0 IDENTIFICATION. TJI prefabricated wood I-joists are identified by a stamp that includes the product designation, evaluation report number (ESR-1 153), manufacturer's name or logo (Trus Joist, Weyerhaeuser), plant number, production date, and the name or logo of the inspection agency (PFS Corporation or APA). ESR-1153 I Most Widely Accepted and Trusted Page 4 of 23 TABLE 1-TJI' JOIST DESCRIPTION TJI JOIST SERIES FLANGE SIZE. DEPTH x WIDTH (Inches) WEB THICKNESS (Inches) RANGE OF JOIST DEPTHS (Inches) TJP110 Minimum 1.25x 1.75 I. 9'l-l6 - TJP 210 Minimum 1.25 x 2.08 1 9'/2-16 TJP 230 Minimum 1.25 x 2.3 3 / 91/16 TJr 360 Minimum 1.375 x 2.3 % 9'/2-20 TJP 560 Minimum 1.375 x 3.5 'ha 91/2.20 TJla 560D 1.5 x 3.5 7 /18 9/3 -30 TJI5 s31 1.5x2.5 I. 9113.16 TJl° 533 1.5 X 2.5 9112 16 TJr 547 1.5 x 3.5 %s 1111/1-20 TJr L65 (or TJIe 1-460) 1.5 x 2.5 'lie 02 -30 (04 -30 taper) TJla L90 (or TJIC L560) 1.5 x 3.5 7 lie 91/30 (9'13 -30 taper) TJI" H90 (or 1Jje H560) 1.75 x 3.5 7 /is 117/, -30 TJI" H090 (or TJI8 H0560) 2.125 x 3.5 . 11 2 7 11/i -32 1j1e HS90 (or TJIe HS560) 2.5 x 3.5 'Ia 11'1,, .32 ror a,: 1 IflGfl = z4.4 mm. TABLE 2-TJI6 JOIST ENGINEERED DIAPHRAGM FRAMING DESIGN INFORMATION' EQUIVALENT EQUIVALENT CLOSEST PERMITTED NAIL ALLOWABLE (UNIT SHEAR) SEISMIC DESIGN CAPACITY TJI JOIST NOMINAL SPACING (Inches)2 (pIt)'3 SERIES FRAMING SPECIFIC GRAVITY 6d Sd lCd Blocked Unblocked Unblocked Unblocked Cases WIDTH common common common Case 1 Case 3 2,4,5,0 TJIa 110 TJI0 210 2in. 0.50 4 4 4 425 285 215 185' TJla 230 3 in. 0.50 4 4 4 480 320 240 205' TJI5 360 TJ15 560 3 In. 0.50 3 3 4 720 320 240 240 TJI' 560D TJIWS3I TJ I s33 3 in. 0.42 3 3 4 660 295 -F 220 220 TJI s47 ior i: 1 incfl = 25.4 mm, 1 p11 = 14.59 NIm. 'Allowable shear loads for wood structural panel diaphragms with TJI joist framing must be determined In accordance with Tables 4.2A and 4.2C of the SDPWS or Table 2306.2.1 (1) of the 2009 IBC, using the equivalent nominal framing width and specific gravities specified In Table 2, and must not exceed the maximum permitted design capacity given In Table 2. 20ne row of nails is permitted along each sheathing panel end and edge. When nail spacing Is less than 6 Inches on center, adjacent nails within a row must be offset (staggered). The closest permitted nail spacing In Table 2 must not be exceeded. Solid sawn framing members must be used In lieu of TJI joist framing members where the fastener spacing required In SDPWS Tables 4.2A and 4.2C or 2009 IBC Table 2306.2. 1(1) Is closer than the closest permitted nail spacing given In Table 2 of this report. 3The maximum allowable seismic design capacities of Table 2 may be increased by a factor of 1.4 for wind design applications. 'The design unit shear capacities of unblocked diaphragms framed with TJI 110, TJI 210 or TJI 230 joists may be multiplied by a factor of 1.18 where non-polyurethane sub-floor adhesives are used In combination with mechanical fasteners for sheathing attachment. Continuous special Inspection Is not required for this adhesive application. E5R.1153 I Most Widely Accepted and Trusted Page 5 of 23 TABLE 3-REFERENCE DESIGN VALUES FOR TA JOISTSW. - REFERENCE DESIGN VALUES __________________________ END REACTION Ra.. (1109.)""INTERMEDIATE REACTION N,1 (Ibs.)"" Bearing Length 311f Bearing Length Walls Req'd for Web Stiff. 3112" 5114-(7) Bearing Length 5'1" Bearing Length Nails Req'd for Web Stiff. Joist Depth 'In ' ' Joist Welghfol ' i" ' Moment MR (ft..lbs.)'°' Shear V$ (lbs.) El $ xlO lbs.-In.2 K Web Stiffeners Web Stiffeners Web Stiffeners Web Stiffeners NO YES NO I YES NO I -YES I NO I YES TJiIIO S 91/2 2.3 2500 1220 157 4.5 910 NA 1220 NA NA 1935 NA NA NA 11',, 2.5 3160 1560 267 4.5 910 1225 1375 1560 38d 1935 1 2295 1 .2350 2350 2705 38d 14 2.8 3740 1860 392 4.5 910 1 1 1225 1 1375 1735 3-8d 1935 2295 2350 1 2705 3.8d 16 3.0 4280 2145 535 4.5 910 1225 1375 1735 3-8d 1935 2295 2350 2705 3-8d TA 210 9112 2.6 3000 1330 186 4.5 NA 1330 A: 2145 NA 2565 NA NA 11'l, 2.8 3795 1655 1 315 4.5 1 1 .10 00, 105 1365 1460 16558d 2145 2505 2565 2925 3-8d 14 3.1 4490 1945 462 4.5 1005 1365 1460 NAL 18158d 2145 2505 2565 2925 3-ad 16 3.3 5140 2190 629 4.5 1005 1365 1460 1815 8d 2145 2505 2505 2925 3-6d TA 230 2.7 3330 1330 206 4.5 1330 NA NA 2410 NA 2790 NA NA 11'l, 3.0 4215 1655 347 4.5 1485 1655 3-8d 2410 2765 3.3 4990 1945 509 4.5 2790 14 LL421 A 420 1485 1840 3-Sd 2410 2765 2790 3150 3.8d 16 3.5 5710 2190 691 4.5 420 1485 1840 3-Sd 2410 2765 2790 3150 3-8d TA 380 9'13 2.7 4790 1425 249 4.5 1080 NA 1425 NA NA 2460 NA 3000 NA NA 11% 3.0 6180 1705 419 4.5 1080 1440 1505 1705 3-8d 2460 2815 3000 3360 3-8d 14 3.3 7335 1955 612 4.5 1080 1440 1505 1865 3-8d 2460 2815 3000 3360 3-8d 16 3.5 8405 2190 830 4.5 1080 1440 1505 1865 3-8d 2460 2815 3000 3360 3-8d 18 3.7 9465 2425 1085 4.5 1080 1440 1505 1865 3-8d 2460 2815 3000 3360 3.8d 20 1 4.0 1 10515 1 2660 1376 1 4.5 1080 1 1440 1 1505 1 1865 1 3-8d 1 2460 1 2815 1 3000 1 3360 3-8d See notes at the end of the table. E5R.1 153 I Most Widely Accepted and Trusted Page 6 of 23 TABLE 3-REFERENCE DESIGN VALUES FOR TJI JOISTS' (Continued) - - REFERENCE DESIGN VALUES END REACTION RP.. (lbs.)" INTERMEDIATE REACTION R,, (lbs.)-' Joist Depth 'In.'' Joist Welghtm ' ' ' i' Moment M8 (ft..ibs.)"" Shear V8 (lbs.) El *10 ibs.-In.' K 16 21/ to Bearing Length 3'I2" Bearing Length Nails Req'd for Web 3'l, Bearing Length 5'I4" . ii) Bearing Length Nails Req'd for Web Web Stiffeners Web Stiffener. Web Stiffeners Web Stiffeners Stiff. Stiff. NO YES NO I YES NO I -YES NO I YES - TJl 560 9'!2 3.6 7355 1670 378 5.3 1265 NA 1670 NA NA 3000 NA 3455 NA NA 11'!, 4.0 9500 2050 636 5.3 1265 1740 1725 2050 3-16d 3000 3475 3455 3930 3-16d 14 4.2 11275 2390 926 5.3 1265 1740 1725 2200 3-16d 3000 3475 3455 3930 3-16d 16 4.5 12925 2710 1252 5.3 1265 1740 1725 2200 3-16d 3000 3475 3455 3930 3-16d 18 4.8 14550 3030 1631 5.3 1265 1740 1725 2200 3-16d 3000 3475 3455 3930 3-16d 20 1 5.1 1 16165 1 3345 1 2064 5.3 1 1265 1 1740 t 1725 1 2200 3-16d 1 3000 1 3475 1 3455 3930 1 3-16d TJI 560D 9112 3.8 7415 1740 381 5.3 1400 NA 1740 NA NA 3350 NA 3965 NA NA 1111, 4.2 9605 2255 643 5.3 1400 1875 1885 2255 3-16d 3350 3825 3905 4440 3-16d 14 4.5 11430 2540 940 5.3 1400 1875 1885 2355 3-16d 3350 3825 3965 4440 3-16d 16 4.7 13115 2810 1273 5.3 1400 2030 1885 2515 4-16d 3350 3980 3985 4600 4-16d 18 5.0 14785 3080 1661 5.3 1400 2030 1885 2515 4-16d 3350 3980 3965 4600 4-16d 20 5.3 16435 3345 2105 5.3 1400 2190 1885 2675 5-154 3350 4140 3965 4755 5-16d 22 5.6 18075 3615 2606 5.3 NA 2345 NA 2830 6-16d NA 5090 NA 5705 11-16d 24 5.8 19700 3400 3165 5.3 NA 2345 NA 2830 6-16d NA 5405 NA 6020 13-16d 26 6.1 21315 3400 3783 5.3 NA 2450 NA 2990 7-16d NA 6180 NA 6795°' 14-16c1 26 6.4 22915 3400 4463 5,3 NA 2450 NA 3145 8-16d NA 6335" NA 6800" 15-154 30 6.6 24510 3400 5205 5.3 NA 2450 1 NA 3145 8-16d NA 6655M 1 NA 1 68000 17-16d TJI 531 9'12 2.6 3000 1205 205 4.5 1080 NA 1205 NA NA 2755 NA 3120 NA NA 117!8 2.9 3795 1530 348 4.5 1200 1530 1470 1530 3-8d 2755 3110 3185 3540 3-8d 14 3.1 4490 1820 511 4.5 1200 1555 1470 1820 3.8d 2755 3110 3185 3540 3-8d 16 3.4 5140 2085 696 4.5 1200 1555 1470 1825 3-8d 2755 3110 3185 3540 3-8d TJI .33 91!2 2.6 3805 1205 242 4.5 1080 NA 1205 NA NA 2755 NA 3120 NA NA 11'4 2.9 4925 1530 411 4.5 1200 1530 1470 1530 3-6d 2755 3110 3185 3540 3-8d 14 3.1 5930 1820 602 4.5 1200 1555 1470 1820 3-8d 2755 3110 3185 3540 3-8d 16 3.4 6880 2065 818 4.5 1200 1555 1470 1825 3-8d 2755 3110 3185 3540 3-8d TJI .47 1171, 3.6 6970 1925 574 5.3 1280 1755 1490 1925 3-16d 2760 3235 3195 3670 3.16d 14 3.8 8395 2125 840 5.3 1280 1755 1490 1965 3.16d 3020 3495 3385 3860 3-16d 16 4.0 9735 2330 1140 5.3 1280 1755 1490 1985 3-10d 3200 3875 3550 4025 3-16d 18 4.3 11005 2535 1489 5.3 1280 1755 1490 1965 3-16d 3200 3675 3595 4070 3-16d 20 4.5 12180 2740 1889 5.3 1280 1755 1490 1965 3-16d 3200 3675 3595 4070 3-16d TJI L65 91!, 3.0 5215 1675 263 5.3 1375 NA 1875 NA NA 2745 NA 3365 NA NA 111!8 3.3 6750 1925 450 5.3 1375 1745 1885 1925 3-8d 2745 3120 3365 3735 3-8d 14 3.6 8030 2125 666 5.3 1375 1750 1885 2125 5-8d 2745 3365 3365 3985 5-8d 16 3.9 9210 2330 913 5.3 1375 1750 1885 2330 6-8d 2745 3490 3365 4105 6-8d 18 4.2 10380 2535 1205 5.3 1375 1750 1885 2535 7-8d 2745 3615 3365 4230 7-8d 20 4.4 11540 2740 1545 5.3 NA 1750 NA 2740 8-8d NA 3740 NA 4355 8-8d 22 4.7 12690 2935 1934 5.3 NA 1750 NA 2935 9-8d NA 3860 NA 4480 9-8d 24 5.0 13830 3060 2374 5.3 NA 1750 NA 3060 10-8d NA 3875 NA 4605 10-8d 26 5.3 14960 2900 2868 5.3 NA 1750 NA 2900 11-8d NA 4725" NA 5345" 11-8d 28 5.5 16085 2900 3417 5.3 NA 1750 NA 2900 12-8d NA 4850" NA 5470°' 12-8d 30 5.8 17205 2900_,_4025 5.3 NA 1 1750 NA 1 2900 1 13-8d I NA 1497601 NA 1 5590' 1 13-8d oeu flows si Ins ena oi InS I$DlS. E5R.1 153 I Most Widely Accepted and Trusted Page 7 of 23 TABLE 3-REFERENCE DESIGN VALUES FOR TJi JOISTS"" (Continued) REFERENCE DESIGN VALUES END REACTION p,,, (Ibs.)4" INTERMEDIATE REACTION Rj (Ib5.)" 114 91/2.119 Bearing Length 3'1," Bearing Length Nails Req'd for Web 3'l2 IT Bearing Length 5'l," Bearing Length Nails Req'd for Web Joist (in.) " DepthWeight") Joist I I" ' ' Moment M,, Shear V (lbs.) El, x 10 IbS.4n.' K Web Stiffeners Web Stiffeners Web Stiffeners Web Stiffeners Stiff. Stiff. NO YES NO YES NO -F -YES NO I YES .TJI 1.90 9'!, 1171, 3.8 4.2 7415 9605 1675 1925 365 621 5.3 5.3 1400 1400 NA 1715 1675 1885 NA 1925 NA 2-16d 3350 3350 NA 3665 3965 3965 NA 4285 NA 2-16d 14 4.5 11430 2125 913 5.3 1400 1875 1885 2125 3-16d 3350 3825 3965 4440 3-160 16 4.7 13115 2330 1246 5.3 1400 2030 1885 2330 4-16d 3350 3980 3965 4600 4-16d 18 5.0 14785 2535 1635 5.3 1400 2030 1885 2515 4-16d 3350 3980 3965 4600 4-16d 20 5.3 16435 2740 2085 5.3 NA 2190 NA 2675 5-160 NA 4140 NA 4755 5460 22 5.6 18075 2935 2597 5.3 NA 2345 NA 2830 6-160 NA 5090 NA 5705 11-16d 24 5.8 19700 3060 3172 5.3 NA 2345 NA 2830 6-16d NA 5405 NA 6020 13-16d 26 6.1 21315 2900 3814 5.3 NA 2450 NA 2900 7.16d NA 5900M NA 5800M 14-16d 28 6.4 22915 2900 4525 5.3 NA 2450 NA 2900 8-16d NA 58001" NA 5800P' 15-16d 30 6.6 24510 2900 5306 5.3 NA 2450_f_NA 2900 8-16d I NA 1 5800M 1 NA 1 58007' 17-16d TA HBO 1111, 4.6 10960 1925 687 5.3 1400 1715 1885 1925 2-16d 3495 3810 4100 4420 2-16d 14 4.9 13090 2125 1015 5.3 1400 1875 1885 2125 3-16d 3495 3970 4100 4575 3-16d 16 5.2 15065 2330 1389 5.3 1400 2030 1885 2330 4-160 3495 4130 4100 4735 4-160 18 5.4 17010 2535 1827 5.3 1400 2030 1885 2515 4-16d 3495 4130 4100 4735 4-16d 20 5.7 18945 2740 2331 5.3 NA 2190 NA 2675 5-160 NA 4285 NA 4890 5.160 22 6.0 20855 2935 2904 5.3 NA 2345 NA 2830 6-16d NA 5235 NA 5840 11-160 24 6.3 22755 3060 3549 5.3 NA 2345 NA 2830 6-16d NA 5425 NA 6155 13-160 26 6.5 24645 2900 4266 5.3 NA 2450 NA 2900 7-16d NA 5800M NA 580ff' 14-160 28 6.8 26520 2900 5059 5.3 NA 2450 NA 2900 8-16d NA 5800M NA 5800M 15-160 30 7.1 28380 2900 5930 5.3 NA 2450 1 NA 2900 8-160 I NA 58011" NA 58011" 17-16d TJi HD90 1171, 5.4 14075 2320 826 6.0 1835°' 2320" 2150 2320 4-16d 3995 4650 4690 5345 4-16d 14 5.7 16920 2565 1232 6.0 1835" 2565" 2150 2565 6-16d 3995 4980 4690 5670 6-16d 16 6.0 19550 2790 1695 6.0 1835°' 2790" 2150 2790 6-160 3995 4980 4690 5670 6-160 18 6.3 22150 3020 2239 6.0 1835°' 3020" 2150 3020 8-16d 3995 5310 4690 6000 8-160 20 6.7 24725 3250 2866 6.0 NA 32511" NA 3250 10-16d NA 5425 NA 6330 10-16d 22 7.0 27280 3480 3579 6.0 NA 3475" NA 3480 10-16d NA 5425 NA 6330 10-16d 24 7.3 29815 3710 4380 6.0 NA 5011" NA 3710 12-16d NA 5425 NA 6655 12-16d 26 7.6 32330 3940 5272 6.0 NA 5001'"" NA 3940 14-160 NA 6985'" NA 76759' 14-16d 28 7.9 34830 4165 6258 6.0 NA 500m"" NA 4165 14-160 NA 6985" NA 7675° 14-160 30 8.2 37310 4375 7339 6.0 NA 505°"" NA 4375 16.16d NA 7310M NA 8005" 16-160 32 8.5 39785 4375 8519 6.0 1 NA 500"'1 NA 4375 18-16d I NA 76400' NA I 8336m 18-16d TJI HS90 11% 6.0 16050 2320 900 6.0 1835'" 2320"' 2150 2320 4-16d 3995 4650 4690 5345 4-16d 14 6.3 19425 2565 1355 6.0 1835" 2565" 2150 2565 6-16d 3995 4980 4690 5670 6-16d 16 6.6 22550 2790 1876 6.0 1835" 27911" 2150 2790 6-16d 3995 4980 4690 5670 6-16d 18 7.0 25640 3020 2488 6.0 1835°' 3020M 2150 3020 8-16d 3995 5310 4690 6000 8-16d 20 7.3 28695 3250 3195 6.0 NA 32500' NA 3250 10-160 NA 5425 NA 6330 10-160 22 7.6 31725 3480 3998 6.0 NA 3475" NA 3480 10-160 NA 5425 NA 6330 10-160 24 7.9 34730 3710 4901 6.0 NA 5011"'" NA 3710 12-160 NA 5425 NA 6655 12-160 26 8.2 37715 3940 5905 6.0 NA 5001'" NA 3940 14-16d NA 6985'" NA 7675"' 14-160 28 8.5 40680 4165 7014 6.0 NA 1500f""'I NA 50110'" NA 4165 14-160 NA 6985" NA 7675°' 14-160. 30 8.8 43630 4315 8230 6.0 NA 5001" NA 4375 16-16d NA 7310M NA 8005m 16-160 32 9.1 46560 4375 9555 1 6.0 1 NA 4375 18-16d I NA 1 7640M 1 NA 1 8333M 18-160 o=u ulutca CI UIC CIIU UI UIC IdlilU. For SI: 1 inch = 25.4 mm, 1 p11= 14 59Nlm, 1 ft.-lb. = 1.356 N-m, 1 lb.-In.'2.87kN-mm.' ESR-1153 I Most Widely Accepted and Trusted Page 8 of 23 FOOTNOTES FOR TABLE 3: 'Refer to Figure 1 for web stiffener details 2Deflectlon is calculated as follows: Uniform load 22.5WL4 A = + 12W12 El Kdx105 Where: P = Concentrated load, pounds. W = Uniform load In pounds per lineal foot. Concentrated load at midspan : A = 36P13 24PL El + Kdxl 05 d = Out-to-out depth of Joist, inches. L = Clear span In feet El = From table. K = From table. 'The stated reference design values are for loads of normal duration. Adjustments to the reference design values must be In accordance with the applicable code, with the exception noted in footnote 10 below. 4lnterpolatlon between bearing lengths and joist depths is permitted for reference design reactions. "The minimum bearing length is permitted to be reduced for Joists supported by hangers if supplemental nail attachment is provided to the web stiffener. Required bearing lengths have been determined based on Weyerhaeuser TJi Joist products. Allowable bearing stresses on supporting members must be checked. 'Referenced design reactions require 04-inch and 7-inch bearing lengths at Intermediate supports. 'Joist weights shown are calculated on a rational basis, are based on the heavier of eastern or western species products and are suitable for dead load calculation. Contact the producing plant for shipping weight Information if needed. °Appiicable to TA H090 and TA HS90 Joists only. Tabulated values indicate reference design bearing reactions for a 2'/rinch bearing length at end supports. 13/,-Inch end bearing lengths are also permitted; with reference design reactions of 1600 lbs. without web stiffeners for depths up to and Including 18 Inches; with web stiffeners the reference design reaction Is 2255 lbs. for the 117le Inch depth and 2450 lbs. for all other depths. '°The reference design moment values listed in Table 3 may not be increased by any code allowed repetitive-member use factor. "Applicable to TJl H090 and TJI HS90 joists only. Reference design reaction values are based on applicable hanger seat length (interpolated as per note 4 above) may be Increased 510 lbs. when supported by Simpson Strong-Tie Co. HWI or WPU joist hangers with a minimum of 4, lOd common nails Installed through the Joist hanger stirrups and Into the joist web stiffener and web. TABLE 4—PROPERTIES FOR USE IN SECTION 4.2 TJl JOIST SERIES TJI JOIST DEPTH (inches) (lbs.) Kmd Tito 110 516 1560 15.60 TJl210,TJI230 516 1655 16.55 TJl360 516 1705 17.05 1J11'560 516 2050 20.50 TJIO 560D 524 2255 20.50 TJI s31, TJl' 533 S15 1530 15.30 TJl5 s47 520 1925 19.25 TJlaL65,TJIVL9O, Till H90 524 1925 19.25 TJ16 HD90. TJIO HS90 524 2320 23.20 For Si: 1 Inch = 25.4 mm, 1 lb. = 4.448 N, 1 p11 = 14.59 N/rn. ESR-1153 I Most Widely Accepted and Trusted Page Sot 23 Web Stiffener Requirements: 'Web stiffeners must be installed at bearing points as required in Table 3. 2Web stiffeners must be installed at points of concentrated loads greater than 1500 pounds and are to be nailed in accordance with the Intermediate reaction schedule In Table 3. 3Web stiffeners are to be installed on each side of the web as shown, with nails equally spaced vertically. gap must be left at the top of web stiffeners as shown at all bearing conditions. In the case of concentrated loads, web stiffeners are required as shown and the gap must be at the bottom. 'Web stiffener material must be sheathing meeting the requirements of PS-1 or PS-2 with the face grain parallel to the long axis of the stiffener. Some hangers require web stiffeners to comply with nailing requirements through side plates. 'If web stiffeners are not used in hanger support, the side of the hanger must extend up to laterally support the top flange. See manufacturer's published Installation instructions for additional details and requirements for web stiffeners. Web stiffener specifications are as follows: TJl JOIST SERIES MINIMUM DIMENSIONS GRADE "r' (Inches) "W"(inches) TJIe 110 251,e 54 See Note 5 ljla 210 23/32 See Note 5 TJr 230, TJIV 360, TJl' L65 2/,, 'I, See Note 5 1J1e 831, TJ15 533 1.0 See Note 5 TJI s47, TjIe 560, TJI' 5600. TJI' L90, TJr H90 3'I 1112 Construction Grade 2x4 TJl HDSO. TJIa HS90 3'I2 1% 1.3E minimum grade TumberStrand LSL WEB STIFFENER ATTACHMENT Concentrated Load T_4 I- ½' m'm. 1' typical(1) 29/4' max. Nails spaced equally(2) HH 10 typical(I) 3—H , Snug fit 1½" typical with 2x4 sawn lumber web stiffeners The nails may be driven from one side only MINIMUM BEARING DISTANCE End Support MIn. Bearing Distance Hanger Support Intermediate Support MIn.Bearing Distance Distance FIGURE 1—WEB STIFFENER NOTES AND DETAILS ESR.1153 I Most Widely Accepted and :T U810d Page 10 of 23 1W' knockouts a; 12' 0.C. available In most TJiDJolots upon request Flange— TJl5Joiot top - and bottom flanges should: never becut Hole Factors and Locations Chart of Joist support TJ15 Joist span Round Hole Size (inches) 2 3 4 5 6 7 8 9 10 11 12 13, 14 15 16 17 18 19 20 Rectangular - Hole Size 1'I4 1314 2'14 3 3'l 4 43 W/4 6 6'12 7 7!g &14 9- 9'l 10 1014 11! 12 (Inches) 1iI1 A A B C E 14 A A B C -C D E 16 A A A B C CD E E C 18 4 - 1-3' -- A A B C C D E E 20 4' 1'-3' A A B B CC D D ----- E E - 22 4' 11.3' V.3' A A B B CC DO E' E - - 24 4' 4' 13' A .AA B DDE E £ 31 26 4' 4' 1-3' A A A B B BJA C D ODE E 28 4' 4 1-3' V.3' A A A B C C 0 0 D E 4' 4 4' V.3' 1-3' A A E 30 A B C' C I C 0 0 E E E Hole Locations Chart Joist Span (center to center of support. feet) - Hole Factor A B - 0 14 1-3' 2-0' 2-6' 3'9' 5'-0' 15 1*-3' 2-0' 3'-O' 4.0' W-3- 16 1-3' 2'3' 3-3' 4'4' 5'9' 17 1-6' 2-9' 3-9' 5.0' 6-3' 18 1'4' 3-0' 43' 5'-8' 6-9' 19 1'-9 3-0' 4-3.. 5'-6' 7-0' 20 1-9' 3-0' 4-3' 54' 7-0' 21 2-0' 3-0' 4-3' 5-9' 7.3- 22 2-0' 3-0' 4-3' 5-9' 7'•3' 23 2-0' 3'L3' 4..3 5!.9' 7-6' 24 2-3' 3'-3' 43' 5-9' 7-6' 25 23' 3-6' 4-9' 53' 7-9' 26 2-3' 33' 43' 6-0' 7-9' 27 2'-6 3'-9' 5-0' 6-3" 7-9' 28 2-6' 4-0' 5-3' 66' 8.0- 29 2'4' 4W 5W 6W 81-3' 30 2!.9' 44' 5W 7-0' 8-6' 31 3'-0' 4-3' 5-9' 7-3' 8-9' 32 30' 4-6' 6'-0' 71-6' 9-3' 33 3'-0' 4-9' 6-3' 7-9' 9-6' 34 3'-O 5'0' 6-6'. 8-0' 9-9' 35 3-3' 5-0' 6-6' 84' 10-0' 36 3'-3' 5-0' 6-9' 8-6' 10.3' Notes to Figure 2: Charts are based on simple spans and uniform load applications or applicable buiidiç code proviiions for concentrated loads (2000 lbs. over 2.5 square ;et) with 25 psf dead load and 20 psf partition load. For uniformly loaded multiple span applications holes must be located 1.0 Inch farther fom the support for each foot of joist span, than the values indicated I? the Charts. Holes are not alli:',jed In cantilever areas unless specifically designed bye qualified detfn professional. Where more than one hole is to be cut in the web, the clear distance between holes must be twice the length of the longest dimension of the largest adjacent hole. S. Hole sizes shown are hole sizes, not duct sizes. Rectangular hole sizes are based on measurement of the longest side. Hole locations are measured from inside face of Joist support to nearest edge of hole. See Figure 3. For SI: 1 inch = 25.4 mm. I foot = 304.8 mm. FIGURE 2—ALLOWABLE HOLE SIZE AND LOCATION FOR THE TJI L65, TJI L90, TJI H90, TJI H090 AND TJI HS90 JOISTS ONLY No field cut boles In hatched zones Lii 2zoi 1 Di I Closely gmüpedmund minimum holes are permitted if the (applies to all holes group perimeter meets eicept hehel(S) requirements for mend or square boles lWholeniaybecut anywhere in web outside CI hatched zone lie not cut holes larger Von twin cantilever ESR.1 153 1 Most Widely Accepted and Trusted Page 11 of 23 Minimum distance from Table A Minimum distance from Table B TABLE A—MINIMUM DISTANCE FROM INSIDE FACE OF END SUPPORT TO NEAREST EDGE OF HOLE JOIST DEPTH (Inches) TJI JOIST SERIES ROUND HOLE SIZE (Inches) SQUARE OR RECTANGULAR HOLE SIZE (Inches) 2 3 4 6'!2 8'!. 11 13 2 3 4 61/2 8'4 11 13 91/2 TJI TJI 110 1-0' 1'-6' 2-0' 5-0' 1'-0 1-6' 2-6' 4.6- 210 1-0' 1*.6' 2-6' 5$' 1-0 2'-0' 2-6' 5-0' TJI 230 1-6' 2'-0' 26' 5!6' 1-0' 210' 3-0' 5-0' ii'!. TJI 110 1'-O' 1-0' 10 2.6' 5$' 1-0' 1-6' 2.0' 4-6' 9-0' TJI 210 i-r i'r 1 20' 3-0' 60' 1-0' 1-6' 1 2-6' 5'0' 6-6' TJI 230 1-0' 1,4' 2-0' 3-0' 6-6' 1-0' 2-0' 2-6' 5-6' 7'-0' TJI 360 11.0' 1-0' 1$' 4-6' 7-0' 1-0' 1-0' 2-6' 6-6' 7$' TJI 560 1-0' 1-0' 1-6' 5-0' 9-0' 1-0' 2-0' 3-6' 7-0' 9-0' 14 TJI 110 1-0' 1-0' 1-0' 1'-6 3'-0' 5-6' 1-0' 1-0' 1-6' 3-6' 6-0' 8-0' TJI 210 1-0' 1-0' 1-0' 2-0' 3-6' 6-0' 1-0' 1-0' 2-0 4-0' 6-6' 9-6' TJI 230 1'-0' 1-0' 1-0' 2-6' 4-0' 7-0' 1-0' 1'-0' 2'-0' 4-0' 7'0' 9-0' TJI 360 11-0' 1-0' 1-0' 2-6' 5-6' 8-0' 1!.0' 1-0' 1-0' 56' 8-0' 9-6' TJI 560 1'-O' 1'-O' 1-0' 2-6' 6-0' 9-0' 1-0' 1.0' 1-6' 6-6' 9-0' 101-O' 16 TJI 110 11-0' 1-0' 11-O' .10 2'-0' 320' 5'-O' 1'-O' 1-0' 1-0' 3'-O' 5'-6' 7'-6' 10'-0- TJI 210 1'.0' 1-0' 1-0' 1-0' 2-6' 3$' 6-0' 1'-O' 10 1-0' 3'-0' 6'-6' 8-0' 111-a. TJI 230 1'-0' 1-0' 1-0' 1-6' 3-0' 4'-0' 7-0' 1-0' l'-O' 1-0' 3-6' 71.0' 9-0' 11'.-0' TJI 360 1'-0' 1-0' 1-0' 1'-0' 3-0' 6'..0' 9-0' 1-0' 1'-0' 1-0' 4'-O' 9-0' 10'-0 -11.6- TJI 560 1-0' 1-0' 1-0' 1-0' 3-0' 6-6' 10'-0' 1.0' 1'.O' 1-0' 5'-0' 10.-0' 1 11.0' 12'.0' TABLE B—MINIMUM DISTANCE FROM INSIDE FACE OF INTERMEDIATE OR CANTILEVER SUPPORT TO NEAREST EDGE OF HOLE JOIST DEPTH (Inches) TJI JOIST SERIES ROUND HOLE SIZE (INCHES) SQUARE OR RECTANGULAR HOLE SIZE (Inches) 2 3 4 6'! 8'!, 11 13 2 3 4 611 0, 11 13 9112 TJI 110 2'-0* 76' 3-6' 7-6' 1-6' 2-6' 3-6' 6-6' TJI 210 2-0' 2-6' 3!.5' 8-0' 2-0' 3-0' 4-0' 7'-6' TJI 230 2-6' 3-0' 4-0' 8!.6' 2-0' 3-6' 4-6' 7-6' 11118 TJI 110 11-0' 1-0' 1-6' 4-0' 8-6' 1-0' 1'-6' 2-6' 7-0' 9-6' IJI 210 1'-O' 1-0' 2-0' 4-6' 9.0' 1-0' 2-0' 3'-O' 8'-O' 101.0' TJI 230 1,-a. 2-0' 2-6' 5-0' 10'-0' 1-0' 2-6' 3-8' 8'-6' 10-6' TJI 360 2-0' 3'-O' 4.0' 7.0' 11,-0' 20' 3-6' 5-0' 9-6' 11'-O' TJI 560 1-6' 3-0' 4-6' 8-0' 12-0' 3-0' 4-6' 6-0' 10$' 12-0' 14 TJI 110 1-0' 1-0' 1-0' 2-0' 4-6' 8.6' 1-0' 1-0' 1-0' 5'-0' 9-0' 12-0' TJI 210 1-0' 1-0' 1'-0' 2-6' 5-6' 9-6' 1-0' 1-0' 2-0' 6'-0' 10-0' 13'-0' TJI 230 1.-a' 1-0' 1'-0' 3-6' 6-0' 10-6' 1-0' 1'-0 24' 9-6' 11'-O' 1346' TJI 360 1-0' 1-0' 2-0' 5-6' 8-6' 12-6' 11-0' 2-0' 4-0' 9,-O' 12-0' 14-0' TJI 560 1-0' 1-0' 1-6' 5-6' 9-6' 13-6' 1-0' 3'-0' 5'-0' 10'-0' 13'4' 15-0' 16 TJI 110 1-0' 1-0 V.0' 1-0' 2-6' 5-0' 8-6' I 1-0' 1-0' I 1-0' 3-6' 8-6' 11'-0' 15.0' TJI 210 1'-O' 1-0' 1-0' 1-0' 3-6' 6,-a. 10-0' 1-0' 1'-O' 1-0' 44' 100' 12'-6' 16'-O' TJI 230 1-0' 1-0' 1-0' 1-6' 4-0' 6'6' 11'-O' 1-0' 1'-O' 1-0' 9-0' 10'-6' 13-6' 16$' TJI 360 1-0' 1-0' 1-0' 3-0' 9-6' 10'-0' 13-6' 1'-O' 1-0' 2-0' 7'-6' 13'-0' 14'-6' 17'-0' TJI 560 1-0 1'-0 1-0' 2-6' 7.0' 11'-0 15'-O' 1-0' 1,-a' 3'-0' 9'-0 14.6' 16'-O' 18-0' FIGURE 3—ALLOWABLE HOLE SIZE AND LOCATION FOR THE TJI 110, TJI 210, TJI 230. TJI 360 AND TJI 560 JOISTS (TABLES A AND B) I-iias i MOSI wsae,yccepwa ana irusrea rage ig OT TABLE C--MINIMUM DISTANCE FROM INSIDE FACE OF END SUPPORT TO NEAREST EDGE OF HOLE JOIST TJI JOIST SERIES ROUND HOLE SIZE (inches) SIZE (inches) DEPTH - - SQUARE OR RECTANGULAR HOLE - 2 3 4 61I 8I. 10'!. 12'14 143I 153/4 2 3 4 6'4 851. 1034 12314 143!. 16314 s31 v - - - -_ V.6" Z 2 s33 1.6" 2-6" 3-0" 6-0" 11.0" 2-0" 3'-0" 51-O" s31 11.0" 11.0" 1-6" 3-0" 6-0" 1'-O" 1*.0° 2-0" 4.8" 6.0" 11'4 s33 1.0" 1'-0" 2'-0" 3-6" 7-0" 1.0" 1-0" 7.6° 5'4" 7-0" s47 V.0" 1'.0" 1-0" 3-6" 7'-0- 1'.O" 1-6" 2-6" 6'4" 7-6" s31 v-0 V.0" V-0" 1-6" 3'-O" 6'-0" 1.0" 1'.0" 1'.0" 3'$" 6-0" 7'-6" 14 s33 11.0" V.0" V.0" 2-0" 4'4" 6-0" 1'.0" 1'-0" V.0" 4'.O" 7-0" 6-6" 547 V-C" 1'.0° 1'-O" 1-0" 4-6° 8-6" 11-0" 11-O" 11.0" 5-0" 8-0" 6-6" s31 1'-0" 1-0" 1'-0" 1-0" 2'-0" 3'4" 6-0" 1'-O" 1.-C" 1'.0° 2-6" 6'-0" T-0" 91-6" 16 s33 V.0" 1-0" 1-0" 1'.0" 2'-6" 6-0" 6-0" V.0' 1'4' V.0" 3-0" 7'-0" 9-0" 10-6" 547 11.0" 11.0" 11-0" 1-0" V-6" 5'-6' 9.0" 11.0" V-C" 1'.0" 3-6" 6-6" 10'-0° 11'-O" 18 547 1.0" 11.0° 11.0" 11-0" 10 7-0" 5'4" 9'-6" V.0" V.0" V.0" 1,.6" 6'4" 10'4" 17-0" 13-6" 20 547 1-0° 1.0" 1'.0" 11.0° 1-.0" 1'-0" 2.0" 6'..0" 10'-0" 1.0" 1.0" 1'-O" V-C" I 4-6" 19-O" 11'4" 13'-O" 14'-6" See notes below Table F. TABLE D-MINIMUM DISTANCE FROM INSIDE FACE OF INTERMEDIATE OR CANTILEVER SUPPORT TO NEAREST EDGE OF HOLE JOIST TJI JOIST SERIES ROUND - HOLE SIZE (inches) SQUARE OR RECTANGULAR HOLE SIZE (Inches) DEPTH 2 - 3 4 61!. 8'4 10'!. 12'1. 1414 163!. 2 3 4 04 8'!. 10'/4 122!. 14I4 16'14 s31 2'-0" 3'-O 4'-O" 8'4" 7-0" 3-0" 4'-O" 6-6" 2 2-6" 74" 5'-O" 9-0" 2'-0" 3'-6" 4'-6" 7-6" s31 11.6" 7-0° 2-6" 4'4" 9'-O" 1*.6" 2-6" 3'-C" 7-0" 9'-0" 117!0 s33 2'-0" 3'-O" 3-6" 5'.6" 10-6" 2'-0" 3'-O" 4'-0" 8'4" 10'-0" $47 1-0" 11.0" 2-0" 5'-6" 1V-01 2-0" 3'4" 5-0" 9'-6" 11'.0" s31 V.0" V-C" 1.6" 3-0" 5'-O" 9'-O" 1'-0" 1*.6" 2-6" 5-6" 90" 11-6" 14 s33 V.0" 1'-O" 2-0" 4'-0" 6-6" 12-0" 1-0" 7-0" 3'-6" 6'-6" 111-0" 131-0" 547 V.0" 1'-O" V.0" 4'-0" 7-6" 12'4" 1'-0" 74" 4'-O" 8'-0" 17-0" 13'-6" s31 V-C" V-C" V-C" 2-0" 3'4" 9.6" 9-6" 1'-0" 1'-O° V-6" 4'-6" 9'-O" 11'-O" 14.0" 16 $33 1'-O" V.0" 1'-O" 2'4" 5'-O" 7-6" 12'4" V.0" 1'-O" 2-0" 6-6" 1V-0" 13-6" 15.6" 547 V-C" V.0" V.0" 7-0" 5'.e" 9'-O" 14.0" V-C" V.6" 3'O" 7-0" 13'-O" 15'-O" 16'4" 18 547 1.0" V.0" V.0" 1'.0" 3-0" 6'4" 91-6" 14'4" 1'O" V.0" V.6" 6'-O" 11-0" 15'-6° 17-0' 18'4" 20 547 11-0" 1'-O" 1,.0" 1'-O" 1,.0" 3'4" 7-0" 10'-6" 15'-O" 1-0" V-0" 1'-O" 4'-O" 9'-O" 19-0" 16'4" 18'-0" 19.6" See notes below Table F. FIGURE 3-ALLOWABLE HOLE SIZE AND LOCATION FOR THE TJI $31, TJI s33, and TJI s47JO1STS (TABLES C and D) (Continued) t5K.11.I i MOSt wlaelyAcceptea ana irusea rage I oy i TABLE E—MINIMUM DISTANCE FROM INSIDE FACE OF END SUPPORT TO NEAREST EDGE OF HOLE' JOIST TJI JOIST SERIES ROUND HOLE SIZE (Inches) RECTANGULAR HOLE SIZE (Inches) DEPTH OR 2 ____ 4 6 8 10 12 16 18 20 2 4 6 8 10 12 16 18 20 9'I2 . 5600 2'-0" 4'-0" 6-0" 2'-O" 4'-O" 5'-6" ill/a V-6" 3'-O" 6-0" 6'-6" 3'-O" -SQUARE 4'-6" 6'-6" 7'-6" 14 1-O" 2'-0" 4-0" 5'-6" 8'-O" 2'-O" 4'-O" 6-6" 8'-6" 9'-O" 16 1'-O' 1'-6" 3'-O" 5'-0" 6'-6" 6-0" 2'-O" 4'-O" 6-0" 8-6" 10'-O" 11-0" 18 1'-O". 11-0" 1'-6" 3'-6" 5'-6" 1-6" 1'-O" 3-0" 5'-6" 8'-O" 10'-8" 11'-6" 20 1-0" 1-0" i'-O" 2'-6" 4'-6" 6-0" 10'-G" V-C" 6-0" 7-0" 10'-O" 17-6" 14'-6" 22 1'-0" 1-0" 11-0" 1'-6" 3'-6" 5-0" 8-6" 11-6" 11-0" 1'-O" 3'-6" 6-6" 14'-6' 15'-0" 16'-0" 16-6" 24 11-01 11-0" 11-0" 7-91 31-6" 5-0" 8'-O" 10-0" 12'-6" 1'-0" l'" 4'-O" 6'" 9'-6" 15'-O" 16'-O" 16'-6" 17'-0" 26 1'-O" 1'-0" 1'-O" 2'-6" 3'-6" 5'-O" 7-6" 9-0" 11'-O" 1,-On 7-0" 4'-O" 6'" 8'-6" 15'-6" 164" 1T-0" 17'-0" 28 1'-0" 1'-O" 1-6" 2'-6" 4'-0" 5-0" 7-0" 8-6" 10-0" 1'-O" 2'-6" 4'-0" 6'-O" 1 8'-6" 111-0" 16-6" 17-0" 17'-O" 30 1'-O" 1'.O" 1'-6" 7-6" 3•-6" 5-0" 7-0" 8'-O" 7-6" 11-0" 2-0" I 4'-O" 6'-O" I 8'-0" 101-0" 16'" 17-0" 17-6" See notes below Table F. TABLE F—MINIMUM DISTANCE FROM INSIDE FACE OF INTERMEDIATE OR CANTILEVER SUPPORT TO NEAREST EDGE OF HOLE'2'3 JOIST DEPTH TJI JOIST SERIES ROUND HOLE SIZE (Inches) - SQUARE OR RECTANGULAR HOLE SIZE (Inches) - 2 4 6 8 10 12 16 18 20 2 4 6 8 10 12 16 18 20 91/2 4-0" 560D 6-0" 6-6" 4'-O" 61-6`1 81-O" 1111 7-0" 4'-6" 7'-0" 10-0" 4'-O" 6-6" 10-0" 101-sn 14 1'-0" 7-0" 5-6" 8-6" 11'-6" 2-6" 6'-0" 9'-0" 12'-O" 13'-6" 16 1'-O" 1'-0" 3'" 6'4" 10,-0n 13'-U' 1'-9" 5'-0" 8'-6" 12'-6" 14'4" 16-0" 18 11-0" 1'-O" 1'-O" 4'-6" 7-6" 11'-O'" 1'-O" 3'O" 7'-S" 11'-6" 16,-0n 17.0- 20 11-O" 11-O° 1'-0" 1'-O" 4'-6" 8-6" 16'-O" 1'-O" 1'-0" 5-6" 10,-0n 1,9-0" 18'-O" 20--0- 22 1'-0" 1'-O" 2-6" 410 6-6" 8-6" 13'-O" 16'-6" 1'-O" 6'-6" 10'-0" 19-0" 20-0" 21-0" 21'-6" 24 11-O" 2-6" 4'-O" 6.6" 7-0" 8-6" 12'-6" 16-0" 17'-S" 7-0" 5'-0" 7-6" 10'4" 14'-O" 20-0" 21'-0" 21'" 22-0" 26 3'-O" 4'-0" 5'-6" 6.6" 74" 6-6" 12.0" 14'-0" 16,-On 4'-0" 6-0" 8-0" 10'-6" 13'-O" 20'4" 21'4" 22'-O" 22'-0" 28 3-0" 4-0" 5'-6" 6'-6" 7-6' I 9-6" i 1,-sn 13'-O" 15-O 4-0" 6'-0" 8'-0 10'-6" 13'-O" 16'-O" 21'" 22-0" 22'-O" 30 3'-0" 4-0" 5W-W' 6-6" 8'-O" 1 9-0" 11'-6" 131-9" 14'-6" 4'-O" I 6'-O" I 8-0" 1 10'$" 1 12-6" I 15'-O" 21'-6" 1 22-0" 22-6" For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm. 'The clear distance beLweei'mijttipIe holes must be twice the length of the longest dimension of the largest hole 2HoIes may be located vertically anywhere within the web. Leave 'Ia inch of web minimum at top and bottom of hole. 3Tables A, C and E (simple and continuous spans) and Tables B. D and F (continuous spans) are based on uniform load applications, within the limitations of the applicable Weyerhaeuser literature. 4TJ1 joists are manufactured with 1'/2-inch diameter perforated knockouts in the web at approximately 12 inches on center along the length of the joist. 5For simple span (Stool minimum) uniformly loaded joists, one maximum size hole may be located in the web 01 the center of the joist span provided no other holes occur In the Joist. FIGURE 3—ALLOWABLE HOLE SIZE AND LOCATION FOR THE TJI 5600 JOISTS (TABLES END F) (Continued) ESR.1153 I Most Widely Accepted and Trusted Page 14 of 22 FIGURE 4A—AS8EM8LY A (One-hour Fire-reslstance-rated Roof-ceiling or Floor-ceiling Assembly): 10" minimum IEJI JC9mpon.M 8pscNcaIens ¶? 3 insbltatlon '* V. IMF 4f;-.4'1•' . Subfloor of nominal 1-Inch4hick, tongue-and-groove sheathing or 32/10 span-rated sheathing I AN (Exposure 1) and a second layer of nominal 14nch-thick, tongue-and-groove finish flooring. Alternatively, finish flooring is permitted to be 40120 . :and sheathing (ExposUearType1 All butt joints of the sheathing must be located over Grade-I particleboard not less than 516.inch thick. framing . When used as a root-ceiling assembly, a single layer of square-edged span-rated sheathing (Exposure I), complying with the code, is permitted to be used for root sheathing. o it Minimum flange depth of Wa Inches with this report at a maximum spacing of 46 inches an center. See Recessed Light Fixture installation. See Recessed Light Fixture Installation. .l'J• . Installed in the coiling YU • . Must be protected by insulation as described below. A 24 -inch-by-48-Inch fixture is used as an example: A 2'li-lnch-by418-inch, 4. minimum 1'44nch-thick piece of ve NE minimum 4 pcI Thermaliber rigid mineral fiber board or Flbrex-FBX 1240 industrial Board or Fibrex-IF 1240 kt iR.eess.d ; FM 24 inch x 48 inch. maximum. The aggregate area of the lighting fixture may not Flex Batt light fixture protection, is laid along the long sides of the fixture, and against adjacent suspension . exceed 12 square feet per 100 square feet of ceiling area. members Two of the same Insulation, 1912 pieces measuring Inches by 48 Inches, are laid over the top of the fixture, and A4 I2-inch-by-244nch piece of the some insulation is laid at each end and tied, at the corners of the fixture. 1w) . to the top pieces using No. 18 SWG steel wire. See Figure 5 for details. Cold rolled. Spaced not more than 48 Inches on center. '# TPVift . .. '-' Air Dlffuesr/ . Air diffusers, up to a maximum of 12 inches in diameter, are permitted. Openings be . The aggregate area must not exceed 113 square must protected with approved fire dampers. ..• Inches per 100 square feet of ceiling area. ir Jt1Min,Ial -a Minimum 1 inch-thick 4 pcf minimum Thermaflber Wl Sound Attenuation Fire Blankets or Flbrex-FBX 1240 industrial boards, or Fibrex'-iF 1240 Flex . Installed over the acoustical board. :jBiank.tsr., 'Jt Baits, or hG MinWool-1240 industrial Board, or hG MinWod'-1240 Flexible Bait. 'f., . . Supported by an approved exposed fire-resistance-rated suspension system attached to Joist bottom flange or to cold- . . rolled channels. . suepsndad : xc •. 56-inch acoustical panels. . When TJi joists are spaced more than 24 Inches on center, • 24 x 24 or 24 x 48" USG FIRECODE AURATONE . lay-in acoustical board. framing perpendicular to the joists must be Installed at 24 inches on center to support the ceiling. The distance from the bottom of the TJI joists to the soffit of ?'i:r. the ceiling must be a minimum of 10 inches. ESR.1153 I Most Widely Accepted and Trusted Page 15 of 23 FIGURE 4B—ASSEMBLY B (One-hour Fire-resIstance-rated Roof-calling or Floor-ceiling Assembly): fl Optional resilient channels directly applied to Joists or trusses at 16 Inches on-center, supporting both layers of gypsum board, are necessary to achieve sound ratings. t --' Assembly Cempotisni' ; .. .'.. t component sp.cmcatlon,,. 't y, lnstai.tiop o 4 r/t f1 MIS ..I'. .5 ., ,.. ' I•',.V' - Single layer of 48124 span-rated. tongue-and-groove, sheathing Nailed and glued to the top of the TJP joists. iC'; 1.SIS 95ai.jall (Exposure 1). When used as a roof-ceiling Construction adhesive conforming to ASTM D3498 must be applied to _- U t4rr-j-Wif, assembly, the decking is permitted to be deck In the the top of the joists prior to placing sheathing. All butt Joints of the sheathing must be located over framing members. any wood recognized code. '&'.,t .#' !tZJ 'Z For TJI joists spaced 24 inches on center or less attach ceding to }' -'42 4'y$ Two layers of lrinch.thlck NGC Gold Bond Fire-Shield C gypsum board, Joist bottom flange The first layer of gypsum board must be installed perpendicular to the TJl joists and attached using 1 IrInch-long, Type S screws spaced k f mum , Two layers of ja-inch-thlck USG 0 12 Inches on-center. The second layer must be installed with the joints staggered from the first layer. öani SHEETROCK&'o gypsum panels The second layer must be fastened to the TJi joists with 2-inch-long, Types screws 12 Inches in or spaced on-center the field and 8 Inches t7 .r . i... .- ; 5 Two layers of 1.-Inch-thick, Type X gypsum board complying with ASTM on-center at the butt joints. Type 0 screws, 11/2 Inches long, must be spaced 8 Inches on-center C 1396; and 6 inches from each side of the transverse joints of the second layer. The second layer must be finished with tape joint and compound. ; N Installed in accordance with this report with a maximum spacing of 24 inches on-center for floor-ceiling assemblies. -. sty Tit joist. till spaced When ussd In roof-ceiling assemblies, the joists are permitted to be a maximum of 48 Inches on-center. M -' ' (iky ',OptiqnaIf Minimum 3'!2-lnch-thick glass fiber May be Installed in the Joist plenum when resilient channels are used. Insulation or glass fiber Insulation rated R-30 or less. me Insulation must be placed above the resilient channels between the joist bottom flanges. 4 . Fasten perpendicular to the TJl joists using 1-Inch-long, Types ii screws When resilient channels are used the first layer of the ceiling . membrane must be Installed perpendicular to the channels and attached to the resilient channels using 14nch-long, Type S screws *i . spaced 12 inches on-center: (t RC-1 resilient channels spaced 16 The second layer must be installed with the joints staggered from the ShoWn) Inches on-center (may be increased to 24 Inches on-center If the joists are first layer and attached using 15!.-Inch-long, Type S screws. The VM- hils spaced 16 Inches on-center). screw spacing for the second layer of gypsum board must be a maximum of 12 Inches on-center In the field and 8 Inches on-center at . . . . the buttjoints. . .: i . . Type 0 screws *2 inches long must be spaced 8 Inches on center and 6 Inches from each side of the transverse joints of the second layer. The second layer must be finished with joint tape and compound. MA In roof-ceiling assemblies in which the Via Joists are spaced more #j than 24 Inches on-center, the ceiling, including the resilient channels, et rJ- ., Minimum of nominal 2-by-4 must be applied to stripping spaced 24 Inches on-center. The attachment of the ceiling membrane to the stripping members must hówn) • construction-grade Douglas fir lumber be similar to the attachment of the ceiling membrane to the TJI Joists. \ % for spans up to 5 feet. • Attached to the Joist bottom flange using a minimum of two lOd box , nails Into each bottom flange Stripping materials of equivalent strength and attachment are permitted when approved by the code official. Roof-coiling or Floor-ceiling Assembly): 12 minimum ESR.1153 I Most Widely Accepted and Trusted Page 16 of 23 Single layer 0148124 8P,% rated tongue-and groove, sheathing (Exposure 1). . Nailed and glued to the top of the TJle joists. - j) l!a*l{Ia . When used as a.roof-ceiling assembly, a single layer of square-edged span rated a Construction adhesive conforming to ASTM 03498 must be applied to the top of the joists prior to placing sheathing i',jjf4 I$& sheathing (Exposure 1), complying with the code, Is permitted to be used for roof a All butt Joints of the sheathing must be located over framing members. 44 sheathing. - IN"• Installed in accordance with this report at a maximum 24 Inches for floor kCkP spacing of on center -ceiling assemblies. t .TJ.'Jo1$t . J e.O St. When used in roof-ceiling assemblies the joists are permitted to be spaced a maximum of 48 inches on center. When the iY joist spacing exceeds 24 inches on center, framing perpendicular to the joists must be installed at 24 inches on center to support the ceiling. Glass fiber bati insulation rated R-30 or less Installed the gypsum board in the cavity between 14• Inc pan SG coiling 24 on steel suspension grid el.installed ' /) i , Light fixture protection must consist of 6-inch wide pieces of .' ceiling grid panels that are 48 inches long for the sides, and Ceiling grid panels. 24 inches long for the ends with a full grid panel placed on i1J7 Single layer of '!2-inch.thick NGC Gold -cener Bond Fire-ShIeld C board gypsum o Attached to the jolsts. or or to stripping spaced 24 inches on or installed perpendicular to the TJI joists or stripping a 5I.-inch-thick, Type X gypsum board complying with ASTM C 1396 s The gypsum board must be fastened using llrinch-long, Type S screws located 6 Inches on-center at end joints and 8 inches on-center In the field. MIN , 24'ln~h x 48 Inch recessed light. Protected with ceiling panels per Fixture Protection above /(àOt? a A duct is permitted, for each 200 square feet of ceiling. t. -. 'PUOIPuJ Galvanized steel duct. Air return opening and steel diffuser are required Zr( Maximum 6 Inch 2 inch opening per 200 Required if steel duct Is used ? Steel diffuser without damper. ;L, 'A'/(: Maximum of 12 inches in diameter per 200 Required if steel duct is used. . . i.ç . square feet of ceiling. M. . .. Install beneath the gypsum board ceiling membrane vZ"ii " Minimum distance between the suspended ceiling and the gypsum board ceiling membrane must be 12 inches 4j Gild Approved exposed fire-resistance rated steel suspension ceiling grid. The gnd system must be suspended with No 12 SWG t iJtfj.. ' galvanized steel wire fastened to the stripping or joists using 3 inch long flathead hanger screws -r ; ESR-1153 I Most Wldety Accepted and Trusted Page 17 of 23 FIGURE 4D—ASSEMBLY D (One-hour Fire-r•slstance-rated Roof-ceiling or Floor-calling Assembly): AS$aIIiCIflSIIè acompot A .. - r •. •4. " -i... I Single layer of 44 span-rated, tongue-- • and-groove, sheathing (Exposure 1). ' .'. When used as a roof-ceUlng assembly, a All butt Joints of the sheathing must be located over framing • W ' - : 9"V • sIngle layer of square-edged span-rated sheathing (Exposure 1), complying with the members. . . '.. ' .' code, Is permitted to be used for roof - .., :. ,.. • . . • sheathing. • Minimum flange depth of 14 Inches. Installed In accordance with this report, at a maximum . spacing of 24 Inches on-center. • . . . .•• Ai .. .s. , . ••- ,.• . .. .. .-, ... Installed perpendicular to joists. . ... . . Furring channels spaced 24 Inches on-center. ....:•; Furring channels spaced 1t inches from, and on each side • .1 ,' ' of, wallboard and joints, and 24 inches from end joints. -... , . •• ''• Attached and suspended from the joists using No. 24 gage ChnnsIs • No. 26 gauge galvanized steel proprietary attachment clips designated'Simpson Strong- - . furnng channel. Tie csc Support Clips." A CSC support clip must be located at each joist, to • : • ' support the furring channel. '- : • • At channel splices, adjacent pieces are overlapped a minimum of 6 inches, and are tied with double-strand No. _______• ., __• ______-. _________________________________ 18 SWG galvanized steel wire at each and of the overlap. - a' / r• •'[-•• "'' ; 14 Support furring channels at the Intersection with each joist Simpson Strong-Tie Co. Type CSC with clips. : support dips. Support clips nailed to side of Joist bottom flange with J-01.i.-.ir ,,•,•_ ______________________________ 1V,-inch-Iong No. ll gauge nail. V.-inch x 64nch No. 24 gauge galvanized Used to prevent rotation of the support clips at wallboard shwn) steeletrap. and joints and along Wells. Single layer oI1-inch-thick. minimum 6 pcf s e- Thermaliber Type CW 90 mineral-wool blanket Fibrex FBX 1280 Industrial Board 4 ilndiii z' _Wool ., Fibrex-IF 1280 Flex Bait, 11(3 MinWool 1260 Industrial Board or hG MunWooi 1260 Installed below the bottom flanges of the joists and on top of the furring channels. Bii*itSr Flexible Bait. 74 f 1 % LVI i. Alternatively, a layer of 2—Inch—thick, L, .2 Themiafiber mineral-wool blanket, having a • __ density of8 pd. ls permitted tobeused. t , ,, I( Single layer of 'lrinch thick USG . . - .'- SHEETkOCIC Brand FIRECODE°C :flfl gypsum board, Attached with screws to steel furring channels placed .• .: Of perpendicular to the joists. i Single layer of'I2-inch-lhlck, CertalnTeed PrOROC' Type C gypsum board. ESR-1 1531 Most Widety Accepted and Trusted Page 18 of 23 FIGURE 4E—ASSEMBL.Y E (One-hour Fire-resistance-rated Roof-ceiling or Floor-ceiling Assembly): • Ohm Subiloor of nominal 1-inch-thick, tongue-and- groove sheathing or 32/18 span-rated sheathing (Exposure.1) and a second layer of nominal 14nch-thick tongue-and-groove finish flooring or40120 span-rated sheathing . . ... (Exposure 1). or Type-1 Grade-1 . When a single-layer floor Is used, a construction adhesive N.. (•' . particleboard not less than 5/,Inch thick, Alternatively, a single layer of 48/24 span- conforming to ASTM 03498 must be applied to the top of the joists prior to placing sheathing ' ' rated tongue-and-groove sheathing (Exposure I) may be used When used as a roof-ceiling assembly, a All butt joints of the sheathing must be located over framing members single layer of . square-edged span rated sheathing (Exposure 1) complying with the code is permitted to be used for roof 0 l?xcc sheathing.ISO- installed Ina ccordance with this report. ) ,j ,j4)'j Sm. ?J4foi$ TJit joist.assemblies Maximum spacing of 24 inches on-center for floor-ceiling and a maximum spacing 0148 inches on-center for roof-ceiling assemblies When the flooring consists of a double wood floor the joists may be spaced a maximum of 48 inches on-center. (ae installed 24 inches vn) ' Resilient channels.'• at on-center when Joust spacing is more than 24 inches on-center. Minimum of nominal 2-by-4, construction Stripping attached to the Joist bottom flange using a M. w 'jt.' grade Douglas Or lumber for spans UP 105 minimum of two lOd box nails 2. feet. Stripping materials of equivalent strength and attachment are permitted when Attachment of the ceiling membrane to the stripping must be similar to the attachment of the ceiling membrane to the TJi specifically approved by the code official, joists. OIJ 8 1 I Any approved ceiling membrane that provides Substantiating a minimum 40-minute finish rating must be date Including a report of the fire-endurance testing conducted In' accordance Wth ASTM E I 19. be must I 4 - 9' furnished to the local code official and must verify that a t; 4y ftp. , "it /c An example of an approved ceiling having a 40-minute finish rating is one that consists of particular ceiling system meets the 40-minute finish rating requirements ; ~.p o:7e==:sum When the finish rating is to b: determined temperature minimum of 4 feet vAde, Installed the TJI joists, as described in 'performance of protective membranes must be In accordance with Section 47 of ASTM E119 The finish rating igrre 4B f thto te report (Assembly B) ESR-1153 I Most Widely Accepted and Trusted Page 19 of 23 FIGURE 4F—ASSEMBLY F (One-hour Flre-resistance-rated Roof-coiling or Floor-ceiling Assembly): =1111IM" men — — _-3 Component Single layer of 48124 span-rated, tongue- Attached to the TJIO joist top flange with construction and-groove, sheathing (Exposure 1). adhesive that meets ASTM D3498, and naffed using 8d Sliesthing When used as a roof-ceiling assembly, a common nails spaced a maximum of 6 Inches on-center single layer of square-edged span-rated along the boundary and edges, and 12 inches on-center In sheathing (Exposure 1), complying with the the field. code, is permitted to be used for roof All butt joints of the sheathing must be located over framing sheathing. members. Single layer of 1.-Inch-thick, USG SHEETROCle Brand FIRECODO C Gypsum gypsum board. Fastened to the resilient channels with 14nch-long, Type S screws 12 inches Bewd or spaced on-center In the field and 8 inches Single layer of lrinch-thick, CertainTeed on-center at the butt joints. ProRoc° Type C gypsum board. Installed In accordance with this report. TJI° Joist Nominal 2 x 4 or larger flanges. When used In a floor-ceiling assembly. Joist spacing must not exceed 24 inches on-center. When used ma mot-wiling assembly, Joist spacing Is permitted to exceed 24 Inches on-center. installed perpendicular to joists. Spaced at 16 inches on-center. 9hann.l. RC-1 resilient channels. Attached to the joists with 14-Inch-Iong, Type S screws at each Joist. Two channels must be provided at each gypsum-board butt joint, and extend to the next Joist beyond the longitudinal joints. In roof-ceiling assemblies in which TJl' jo'ists are spaced Minimum of nominal 2-by-4, construction- more than 24 Inches on-center, the ceiling, Including the (not grade Douglas fir lumber for spans up to resilient channels, must be attached to stripping spaced 8fjik 5 feet. Stripping materials of equivalent 24 inches on-center. The attachment of the ceiling shown) strength and attachment are permitted membrane to the stripping members is similar to the when specifically approved by the code attachment of the ceiling membrane to the joists. official. Stripping must be attached to the bottom flanges of the joists using a minimum of two lOd box nails. Mlpslit Single layer of 1'/s4nch-thlck, minimum 24 pd, Thermafiber Sound Attenuation Fire Installed between the bottom flanges of the joists and on Wool Blankets, Fibrex-SAFB (Sound Attenuation top of the resilient channels. Blankets Fire Balls), or hG MinWool 1200 Sound Friction-fitted into place and supported by the resilient Attenuation Fire Sam. channels. ESR-1 153 I Most Widely Accepted and Trusted Page 20 of 23 FIGURE 4G—ASSEMBLY G (Two-hour Fire-resistance-rated Root-ceiling or Floor-ceiling Assembly): PLI .0 - SWOMM.Vi. Single layer 0148124 span-rated, tongue- and-groove, sheathing (Exposure 1). All butt joints of the sheathing must be located over framing . When used as a roof-ceiling assembly a single layer of square -edged span-rated members. sheathing (Exposure 1) .'complying with the code is permitted to be used for roof Flooring is permitted to be omitted where unusable attic space occurs above the system provided the requirements of Section 45 are met sheathing. Minimum joist depth of 9'4 inches Installed in accordance with this report at a maximum td . spacing 0124 Inches onconter. , 4If W.Installed Glass-fiber insulation with unfaced batts that are 24 Inches wide by 48 Inches Ic plenum ngby in the and supported by stay wires spaced crI9u'$on 31 inches thl at 12 Inches along the joist bottom flange Or r. Ili .:, • . Base layer installed perpendicular to joists with end joints staggered, and attached directly to the bottom flange using 15lrinch4ong Type S screws spaced 12 inches on nter along each joist Resilient channels attached per W below Middle layer of gypsum board installed perpendicular to the i".. . /- ' resilient channels with end joints staggered and attached to the resilient channels with I inch-long Type S screws $ d 12 inch nter. pace as on-ce \Gpsun1 i 5lriflCh Three layers of thick NGC Gold * .t . '.' tB tt 4 f ç Bone Fire Shield C gypsum board Finish layer of gypsum board installed with edges and and joints staggered from the middle layer and must be fastened to the resilient channels using ISIs.lnchong Type S screws spaced 8 inches on-center—Joints of the finish layer of gypsum board must be covered with joint f' compound and paper tape and exposed screw heads must be covered with joint compound Z) Ceiling membrane may be omitted when used as a floor ceiling assembly over unusable crawl spaces. :Ø Offiffi '. F Installed perpendicular to joists under the first layer of gypsum board k./ t Minimum No 28 gauge (0016 inch) resilient Spaced a maximum of 16 inches on-center Attached to the bottom flange of each Joist with 1l Inch screws. long. Type S ESR.1 153 I Most Widely Accepted and Trusted Page 21 of 23 TABLE 5—ALTERNATE FLOOR OR ROOF SYSTEMS t . - Dsscdptlon ::::;Maxlmum. T'Joist., ' Location Sheathing Required -' I #"r Floor or Roof Topping Required • 24 inches Minimum 48/24 span-rated 1?,44nch-thlck lightweight concrete or %-lflcMhlck gypsum concrete over the on-center sheathing (Exposure 1). sheathing. i 44Ot Figures 4A Gypsum concrete must be recognized in a __________________________ j through 4(3 current ICC-ES evaluation report, and the 1. 20 Inches Minimum 40120 span-rated report must Include an evaluation for fire resistance that permits the replacement of on-center sheathing (Exposure 1). the floor systems with the sheathing and gypsum concrete system. TABLE 6—SOUND RATINGS A"Oft3T1: tFloor 5; 1111#461i d tip j, I : 60 The floor covering must includes 40-ounce- per-square-yard pad and a 56-ounce-per- square-yard carpet. Floor covering must consist of Tarkett Assembly B constructed .,-.. ,.. L. with resilient channels Acouswior sheet vinyl. ct Figure 4B 50, minimumcenter spaced at 16 Indies on- t0 separate the 51 Coiling must consist Of two layers of 'h-inch- coiling membrane from thick, Type X gypsum board. and the the structural framing. Bottom of the floor cavity must contain ''fçtZIP'- 36inth-thIck glass-fiber insulation. The floor covering must include a 43.2- 45 ounce-per-square-yard, minimum 0.123- ____________________________ Inch-thick cushionedvinyl. The floor covering must Include a 40-ounce. 54 per-square-yard pad and a 56-ounce-per- square-yard carpet. , B constructed with resilient channels Floor covering must consist of Tarkett Acoustiflor sheet vinyl, spaced at 16 inches on Ceiling must consist of two layers of 'h-Inch- center to separate the thick. Type X gypsum board, and the IIp.2 Fi ure 4B 58, minimum ceiling membrane from the structural framing. Bottom of the floor cavity must contain 314-inch-thick glass-fiber insulation. 'h-Inch-thick floor topping of gypsum concrete recognized In a current ICC-ES Floor covering must be either Armstrong VIOS or Armstrong Cambray sheet vinyl. evaluation report. 50 Ceiling must consist of two layers of %-Inch- thick Type X gypsum board, and ! Bottom of the floor cavity must contain 31S-lnch-thlck glass fiber insulation. i;" Floor covering must include a 40-ounce-per- Figure 40 47 Assembly D 54 square-yard pad and a 56-ounce-per- square-yard carpet. -...- " . AP I Assembly D constructed with a 'h-Inch-thick ènt D - {.;' 4 Figure 40 59 topping of gypsum 54 Floor covering must Include a 40-ounce-per- ojoi'2 of, •.: .i current concrete recognized in a iCC-ES square-yard pad and a 56-ounce-per- square-yard carpet. evaluation report Assembly G, constructed With 3'1 h thi k The floor covering must include a 69-ounce- Figure 4G 50 ced glass fiber 64 per-square-yard, "4-Inch-thick pad and SO- Insulation. ounce-per-square-yard carpet. ESR.1153 I Most Widely Accepted and Trusted Page 22 of 23 l,. X MINER FASTI AT E X 2fr4 X 45' IERAL WOOl. SAlT II SIDE OF P1)11055 FIGURE 5—LIGHT FIXTURE PROTECTION (See Figure 4A, Items 4 and 7 for detailed description of mineral wool bafls.) For SI: 1 inch = 25.4 mm. Detail A: 'flJL 3/8"min.-' 1-1/4 "max. 3 rows of lOd x 1.5" nails at 3" o.c. Detail A is applicable to all TJl Joists with structural composite lumber flange widths of 2.3 inches or greater. Simpson Strong-Tie Co. MSTI or PAl straps, or other straps of the same minimum gauge, dimensions, grade of steel and nail patterns and recognized in a current ICC-ES Report or ICC-ES Legacy Report may be used. Detail B: o.c. mm. mm. 2-3/8"i max. 4 rows of lOd,x 1.5" nails at 6" o.c. Detail B is applicable to all TJI Joists with structural composite lumber flange widths of 3.5 inches or greater. Simpson Strong-Tie Co. LSTi or LIII straps, or other straps of the some minimum gauge, dimensions. grade of steel and nail patterns and recognized in a current ICC-ES Report or ICC-ES Legacy Report may be used. General Notes: Connection capacity limited to a lateral nail design value of 112 lbs/nail with the following conditions. All nails must be lOd short nails, 0.148. inches x 1.5 inches. Minimum steel thickness must be 18 gauge (0.049 inches). Total connection capacity must not exceed the code approved strap or tension-tie design value. The connection capacity is permitted to be Increased for duration of load In accordance with the code. No additional reductions are necessary due to penetration. The minimum required end distance must be 3 inches. FIGURE 6—METAL STRAP AND TENSION-TIE CONNECTION CAPACITIES AND DETAILS FOR TJl JOISTS For Si: 1 Inch = 25.4 mm, 1 Ib?. = 4.448 N. ICC-ES Evaluation Report ESR-1153 LABC and LARC Supplement Issued April 2018 This report is subject to renewal May 2019. www.icc-es.orn I (800) 423-6587 I (562) 699.0543 A Subsidiary of the International Code Council® DIVISION: 0600 00—WOOD, PLASTICS AND COMPOSITES Section: 0617 33—Wood i-Joists REPORT HOLDER: WEYERHAEUSER WTCIKS POST OFFICE BOX 9777 FEDERAL WAY, WASHINGTON 98063-9777 (888) 453-8358 wood(8weyerhaeuser.com www.woodbvwv.com EVALUATION SUBJECT: TJI® PREFABRICATED WOOD I-JOISTS 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to Indicate that the TJI® Prefabricated Wood I-Joists, described in ICC- ES master evaluation report ESR-1153, have also been evaluated for compliance with the codes noted below as adopted by the Los Angeles Department of Building and Safety (LADBS). Applicable code editions: 2017 City of Los Angeles Building Code (LABC) 2017 City of Los Angeles Residential Code (LARC) 2.0 CONCLUSIONS The TJI® Prefabricated Wood I-Joists, described in Sections 2.0 through 7.0 of the master evaluation report ESR-1 153, comply with LABC Chapter 23, and LARC, and are subjected to the conditions of use described In this supplement. 3.0 CONDITIONS OF USE The TJI® Prefabricated Wood [-Joists, described In this evaluation report must comply with all of the following conditions: All applicable sections In the master evaluation report ESR-1 153. The design, installation, conditions of use and identification are in accordance with the 2015 International Building Code® (2015 IBC) provisions noted in the master evaluation report ESR-1 153. The design, installation and Inspection are in accordance with additional requirements of LABC Chapters 16 and 17, as applicable. Flanges must not be subjected to dynamic or static outward forces which may tend to separate the flanges from the web. Bottom flanges must not support load exceeding 250 pounds on each side of flange at 5 feet on center or 100 pounds per linear foot This supplement expires concurrently with the master report, reissued May 2017 and revised April 2018. ICC-ES Evaluation Reports are not to he construed at representing aesthetics or any other attributes not specifically addressed, nor are they to be construed us an endorsement ofthe subject of the report or a reconiniendation for its use. There is nn warranty by ICC Evaluation Service. LLC. "Press or implied. as to anyfindis.g or other matter in this report. or as to any product covered by the report. Lug— copyright 02018 ICC Evaluation Setvlce, LIC. All rights reserved. Page 23 of 23 REPORT PRELIMINARY GEOTECHNICAL INVESTIGATION Commercial Tenant Improvements 1958 Kellogg Avenue, Carlsbad, California PREPARED FOR CRB Builders, LLC 3207 Grey Hawk Court, Suite 150 Carlsbad, CA 92010 PREPARED BY An A"t NOVA NOVA Services, Inc. 4373 Viewridge Avenue, Suite B San Diego, CA 92123 NOVA Project No. 2018094 13 JULY 2018 igh. NOVA GEOTECHNICAL • MATERIALS • SPECIAL INSPECT! SBE. SLBE. SCOOP CRB Builders, LLC 13 July 2018 3207 Grey Hawk Court, Suite 150 . NOVA Project 2018094 8355 La Jolla Shores Dr Carlsbad, CA 92010 Attention: Mr. Rami Barghout, P.E., Project Manager Subject: Report Preliminary Geotechnical Investigation Commercial Tenant Improvements 1958 Kellogg Avenue, Carlsbad, California Dear Mr. Barghout: The above-referenced report is attached hereto. The work reported herein was completed by NOVA Services, Inc. (NOVA) for CRB Builders, LLC in accordance with NOVA's proposal dated June 7, 2018, as authorized on June 19, 2018. NOVA appreciates the opportunity to be of service to CRB Builders. Should you have any questions regarding this report or other matters, please do not hesitate to call. Sincerely, NOVA Services, Inc. r /* Le Senior Geologist q, -- ~, ens e D. B ield, P.E. ior Engineer 4373 Viewridge Avenue, Ste. B I San Diego, CA 92123 1 P:858.292.7575 I F: 858.292.7570 A. NOVA Report of Preliminary Geotechnical Investigation .13 July 2018 Commercial Tenant Improvement, 1958 Kellogg Avenue, Carlsbad NOVA Project 2018094 REPORT it PRELIMINARY GEOTECHNICAL INVESTIGATION Commercial Tenant Improvements 1958 Kellogg Avenue, Carlsbad, California TABLE OF CONTENTS 1.0 INTRODUCTION....................................................... •1..............................1 1.1 Terms of Reference ............................................................................... 1.2 Objective, Scope, and Limitations of This Work .............................. 1 1.3 Limitations...............................................................................................................................2 1.4 Understood Use of This Report...............................................................................................3 1.5 Report Organization.................................................................................................................3 2.0 PROJECT INFORMATION .............. ........,..........4 2.1 Site Description ..................................................................................... ............................... ...4 2.2 Planned Tenant Improvements................................................................................................5 3.0 FIELD EXPLORATION AND LABORATORY TESTING ....................................... 6 3.1 Overview .................................................................................................... ................................ 6 3.2 Floor Slab Cores ............................................................... ........................................................ 6 3.3 Engineering Borings ................................................................................................................7 3.4 Geotechnical Laboratory Testing .............................................................. 9 4.0 SITE CONDITIONS 10 ............................................................................... ......................... 4.1 Geologic Setting....................................................................................................................10 4.2 Faulting and Seismicity ................................................ . ............... ......................................... 11 4.3 Site Conditions ........................................................................................ .. ............................... 11 5.0 REVIEW OF GEOLOGIC AND SOIL fl.A.ZA.1J)S.............. ............. 13 5.1 Overview .................................................................................................................. ................ 13 5.2 Geologic Hazards...................................................................................................................13 5.3 Soil Hazards...........................................................................................................................14 5.4 Other Hazards .......................................................................................................................... 15 6.0 EARTHWORK AND FOUNDATIONS ....................................................................... 16 Page iof ii A mall. NOVA Report of Preliminary Geotechnical Investigation 13 July 2018 Commercial Tenant Improvement, 1958 Kellogg Avenue, Carlsbad NOVA Project 2018094 6.1 Overview................................................................................................................................16 6.2 Seismic Design Parameters ...................................................................................................... 16 6.3 Corrosivity and Sulfates ........................................................................................................17 6.4 Earthwork...............................................................................................................................18 6.5 Shallow Foundations ............................................................................................................. 19 7.0 1F'I110ES .......................................... .......................................................................21 List of Appendices Appendix A Use of the Geotecbnical Report Appendix B Logs of Borings Appendix C Laboratory Analytical Results List of Figures Figure 1-1. Vicinity Map Figure 2-1. Approximate Site Limits and Location Figure 3-1. Boring Locations Figure 3-2. Typical Floor Slab Core Figure 3-3. DrillingOperations, Boring 3 Figure 4-1. Geologic Map of the Site Vicinity Figure 4-2. Alignment of the Rose Canyon Fault Zone Figure 4-3. Building Interior, June 2018 Figure 5-1. Flood Map List of Tables Table 3-1. Abstract of the Engineering Borings Table 6-1. Seismic Design Parameters, ASCE 7-10 Table 6-2. Summary. of Corrosivity Testing of the Near Surface Soil Table 6-3. Exposure Categories and Requirements for Water-Soluble Sulfates Page ii of ii Figure 1-1. Vicinity Map I / NO. / Report of Prelitinry Geotechnical Investigation j 13 July 2018 Commercial Tenant Inprovement, 1958 Kellogg Avenue, Carlsbad NOVA Project 2018094 1 - 1.0 INTRODUCTION 1.1 Terms of Reference I This repor presents the findings of a preliminary geotechnical investigation for tenant improvements proposed for an existing commercial building located at 1958 Kellogg Avenue in Carlsbad, California. The work reported herein was completed by NOVA Services, Inc. (NOVA) for CRB Builders, LLC in accordance with the scope of work detailed in NOVA's dated June 7, 2018, as authorized on June 19, 2018. Figure 1-1 depicts the site vicinity. 1.2 Objective, Scope, and Limitations of This Work 1.2.1 Objetive . ,. The objectives of the work reported herein were twofold, as described below. : Objective L Characterization. Characterize the subsurface conditions within the limits of the proposed tenant improvements. Objective 2. Geotechnical. Provide recommendations for geotechnical-related.constniction, including earthwork and foundations. A M.. NOVA Report of Preliminary Geotechnical Investigation 13 July 2018 Commercial Tenant Improvement, 1958 Kellogg Avenue, Carlsbad. NOVA Project 2018094 1.2.2 Scope In order to accomplish the above objectives, NOVA undertook the task-based scope of work described below. Task 1. Background Review. Reviewed readily available background data regarding the site area, including geotechnical reports, topographic maps, geologic data, fault maps and reports, and development plans for the project. Structural information will be reviewed as is made available. Task 2. Subsurface Exploration. Completed subsurface exploration that included the subtasks listed below. Subtask 2-1, Reconnaissance. Prior to undertaking any invasive work, NOVA conducted a site reconnaissance, including layout of borings used to explore the subsurface conditions. Underground Service Alert was notified for underground utility mark-out services. In addition, CRB contracted with a private utility locator to scan the existing floor for utilities and rebar. Subtask 2-2, Coordination. NOVA retained a specialty subcontractor to conduct coring and drilling and coordinated with facility personnel regarding access for field work. Subtask 2-3, Concrete Coring. The floor slab concrete was cored by the specialty subcontractor at three locations to allow for drilling and sampling of subsurface soils. The core locations were patched and finished with quikcrete to original floor levels. Subtask 2-4, Engineering Borings. A NOVA geologist directed drilling and sampling of three (3) engineering borings. Task 3.. Laboratory Testing. Laboratory testing was conducted on representative samples of soils recovered from the engineering borings. Task 4. Engineering Evaluations. The findings of Tasks 1-3 were utilized to support geotechnical evaluations, identifying requirements for shallow foundation design and for earthwork Task 5. Reporting. This report provides a record of all work by NOVA, as well as recommendations for foundation support. Submittal of this report completes NOVA's scope of work as defined in the June 7, 2018 proposal. 1.3 Limitations The construction recommendations included in this report are not final. These recommendations are developed by NOVA using judgment and opinion and based upon the limited information available from the borings. NOVA can finalize its recommendations only by observing actual subsurface conditions revealed during construction. NOVA cannot assume responsibility or liability for the recommendations of this report if NOVA does not perform construction observation. This report does not address any environmental assessment or investigation for the presence or absence of hazardous or toxic materials in the soil, groundwater, or surface water within or beyond the site. A NOVA Report of Preliminary Geotechnical Investigation 13 July 2018 Commercial Tenant Improvement, 1958 Kellogg Avenue, Carlsbad NOVA Project 2018094 Appendix A to this report provides important additional guidance regarding the use and limitations of this report. This information should be reviewed by all users of the report. 1.4 Understood Use of This Report NOVA expects that the findings and recommendations provided herein will be utilized by CRB and its Design Team in decision-making regarding the planned development. NOVA's recommendations are based on its current understanding and assumptions regarding project development. Effective use of this report by the Design Team should include review by NOVA of the final design. Such review is important for both (i) conformance with the recommendations provided herein, and (ii) consistency with NOVA's understanding of the planned building expansion. 1.5 Report Organization The remainder of this report is organized as described below Section 2 reviews available project information. Section 3 describes the field investigation. Section 4 describes the surface and subsurface conditions. Section 5 reviews soil and geologic hazards common to development of civil works in this region, considering each for its potential to affect the project. Section 6 provides recommendations for earthwork and foundation design. Figures and tables are utilized to amplify discussions in the text and are embedded at the point at which they are first referenced. The report is supported by three appendices. Appendix A provides guidance regarding the use and limitations of this report. Appendix B presents logs of the engineering borings. Appendix C provides records àf the geotechnical laboratory testing. * NOVA Report of Preliminary Geotechnical Investigation 13 July 2018 Commercial Tenant Improvement, 1958 Kellogg Avenue, Carlsbad NOVA Project 2018094 2.0 PROJECT INFORMATION 2.1 Site Description 2.1.1 Location The subject property is located at 1958 Kellogg Avenue in Carlsbad, California. The site is bounded on the north by Palomar Airport, on the east and west by other commercial properties, and on the south by Kellogg Avenue. Figure 2-1 depicts the location and limits of the property (also referenced herein as "the site"). Figure 2-1. Approximate Site Limits and Location (source: adapted from Google Earth 2018) 2.1.2 Current Site Use The approximately 2-acre site is occupied by a commercial building and associated parking. The commercial building appears to be of tilt-up construction, with a floor to ceiling height in excess of 20 feet inside the building. 4 a NOVA Report of Preliminary Geotechnical Investigation 13 July 2018 Commercial Tenant Improvement, 1958 Kellogg Avenue, Carlsbad NOVA Project 2018094 The site is fairly level, descending from +314 feet mean sea level (msl) near the northern property line, to +309 feet msl near the southern property line. 2.2 Planned Tenant Improvements NOVA understands that the tenant improvements will consist of the construction of two new mezzanine structures. The new mezzanines will be supported on columns with footings below the existing concrete floor slab. Structural information for the new mezzanines is not yet available. However, it is expected that column loads for the two new mezzanines will be light. No below ground construction is planned. Earthwork related to tenant improvements is expected to be limited to footing excavations for new column footings, and utility trenching and backfluing. 5 A M NOVA Report of Preliminary Geotechnical Investigation 13 July 2018 Commercial Tenant Improvement, 1958 Kellogg Avenue, Carlsbad NOVA Project 2018094 3.0 FIELD EXPLORATION AND LABORATORY TESTING 3.1 Overview The field exploration was completed on June 21, 2018. Coring of the concrete floor slab was first completed at the locations of three engineering borings (B-i, B-2, and B-3). Drilling was then completed by a drilling subcontractor retained by NOVA. The borings were backifiled and the core holes restored upon completion. Figure 3-1 presents a plan view of the interior of the building indicating the locations of the engineering borings. j 1 -r. 8-2 KEY TO SYMBOLS B-3. 9 APPROXIMATELOCATIONOF GEOTECFINICAL BORING, Fl- .0 Figure 3-1. Boring Locations 3.2 Floor Slab Cores The floor slab was cored at the location of each of the engineering borings. Coring indicated that the slab was 6 inches thick at each location. Figure 3-2 depicts a typical core. 6 A NOVA Report of Preliminary Geotechnical Investigation 13 July 2018 Commercial Tenant Improvement, 1958 Kellogg Avenue, Carlsbad NOVA Project 2018094 Figure 3-2. Typical Floor Slab Core Coring indicated that floor slabs are underlain by a 6-inch thick capillary break comprised of sand and pea gravel (3/8" inch rounded gravel). The capillary break is underlain by a polyethylene moisture vapor barrier. 3.3 Engineering Borings 3.3.1 Drilling The engineering borings were completed using limited access drilling equipment. A tripod mounted solid stem auger was used to advance the borings. Figure 3-3 (following page) depicts drilling operations. Table 3-1 abstracts the indications of the engineering borings. Table 3-1. Abstract of the Engineering Borings B ° g Approx Elevation (feet, msl) Total Depth (feet) Thickness of Artificial Fill (feet) Elevation of Top of Geologic Formation (feet, msl) B-1 +314 5 5 +309 B-2 +314 9 9 +305 B-3 +314 12 12 +302 Notes: The referenced 'geologic formation' refers to Cretaceous-aged metavolcanics (Mzu) No groundwater was encountered in the borings. VA /*\ NOVA Report of Preliminary Geotechnical Investigation 13 July 2018 Commercial Tenant Improvement, 1958 Kellogg Avenue, Carlsbad NOVA Project 2018094 Figure 3-3. Drilling Operations, Boring 3 3.3.2 Sampling Both disturbed and relatively undisturbed samples were recovered from the boings. Soil sampling was as described below. The Modified California sampler ('ring sampler', after ASTM D 3550) was driven using a 140- pound hammer falling for 30 inches with a total penetration of 18 inches, recording blow counts for each 6 inches of penetration. The Standard Penetration Test sampler ('SPT', after ASTM D1586) was driven in the same manner as the ring sampler, recording blow counts in the same fashion. SPT blow counts for the final 12 inches of penetration comprise the SPT 'N' value, an index of soil consistency. Bulk samples were recovered to provide composite samples for testing of index soil characteristics (soil moisture and density relationships, corrosivity, etc.) The NOVA geologist maintained a log of all sampling, as well as a depiction of the subsurface materials based on the indications of the samples and observation of the drilling. The recovered samples were transferred to NOVA's geotechnical laboratory for visual inspection and laboratory testing. Records of the engineering borings are presented in Appendix B. 3.3.3 Closure Upon completion, the borings were backfilled with soil cuttings. Concrete at the core locations was replaced with a Quikrete® mix. A. NOVA Report of Preliminary Geotechnical Investigation 13 July 2018 Commercial Tenant Improvement, 1958 Kellogg Avenue, Carlsbad NOVA Project 2018094 3.4 Geotechnical Laboratory Testing Soil samples recovered from the engineering borings were transferred to NOVA's geotechnical laboratory where a geotechnical engineer reviewed the soil samples and the field logs. Representative soil samples were selected and tested in NOVA's materials laboratory to check visual classifications and to determine pertinent engineering properties. The laboratory program included visual classifications of all soil samples as well as index testing in general accordance with ASTM standards. Records of the geotechnical laboratory testing are provided in Appendix C. Corrosivity testing (for resistivity, sulfate and chloride contents) was undertaken to estimate the potential that the soils will attack embedded metals or concrete. These chemical tests were performed on a representative sample of the near-surface soils by Clarkson Laboratory and Supply, Inc. A record of this testing is provided in Appendix C. The indications of the corrosivity testing are discussed in Section 6. A NOVA Report of Preliminary Geotechnical Investigation 13 July 2018 Commercial Tenant Improvement, 1958 Kellogg Avenue, Carlsbad NOVA Project 2018094 4.0 SITE CONDITIONS 4.1 Geologic Setting 4.1.1 Regional The site is located in the western San Diego County portion of the Peninsular Ranges Geomorphic Province. This geomorphic province encompasses an area that extends approximately 900 miles from the Transverse Ranges and the Los Angeles Basin south to the southern tip of Baja California (Norris and Webb, 1990). The province varies in width from approximately 30 to 100 miles. In general, the province consists of rugged mountains and coastal terraces underlain mostly by Jurassic metavolcanic and metasedimentary rocks, and Cretaceous igneous rocks of the southern California batholith. The coastal terraces are composed of marine and nonmarine sediments of primarily Cenozoic Age. Rocks in the San Diego embayment are gently folded and faulted Eocene marine, lagoonal and nonmarine rocks. The regional surface topography is characterized geomorphically by eroded and dissected mesa terrain. 4.1.2 Site Specific Greenish-gray rocks of the Cretaceous-aged metamorphosed volcanic and sedimentary rock underly the site area at shallow depths. Figure 4-1 reproduces geologic mapping of the site area. KEY TO SYMBOLS Mzu L METASEDIMENTARY & METAVOLCANIC ROCKS. UNDIVIDED Tsa SANTIAGO FORMATION VERY OLD PARAUC QVOfII DEPOSITS. UNIT 11 Ovop VERY OLD PARALIC DEPOSITS, UNIT 10 Oya YOUNG ALLUVIAL r FLOOD-PLAIN DEPOSITS POINT LOMA Kp - FORMATION Figure 4-1. Geologic Map of the Site Vicinity 10 NOVA Report of Preliminary Geotechnical Investigation 13 July 2018 Commercial Tenant Improvement, 1958 Kellogg Avenue, Carlsbad NOVA Project 2018094 4.2 Faulting and Seismicity Much of the Southern California region is seismically active. The site is reasonably proximate to the Rose Canyon Fault Zone, a system capable of generating large magnitude seismic events. Figure 4-2 maps the occurrence of nearby major faulting segments associated with the Rose Canyon Fault Zone, located just offshore about 7 miles from the building site. Vista -San Marequ. "S. ESCP AR Qn4 >1 : \. A1Rb*N : \\\ Figure 4-2. Alignment of the Rose Canyon Fault Zone Review of the literature indicates there are no known active faults on or near the building site. Moreover, the site is not within an active Earthquake fault zone. 4.3 Site Conditions 4.3.1 Surface The site is the interior of an existing commercial/industrial structure. The structure is of 'tilt-up' type construction, with a steel-framed roof and widely spaced interior columns. The floor to ceiling height of the building interior exceeds 20 feet. The building's concrete floor slab shows no evidence of settlement-related cracking or unevenness. Figure 4-3 (following page) depicts the building interior at the time of NOVA's field exploration. 11 A NOVA Report of Preliminary Geotechnical Investigation 13 July 2018 Commercial Tenant Improvement, 1958 Kellogg Avenue, Carlsbad NOVA Project 2018094 Figure 4-3. Building Interior, June 2018 4.3.2 Subsurface The engineering borings penetrated fill placed to develop site finished pad grades. For the purposes of this report, the subsurface may be generalized to occur as the sequence of soil and rock described below. Unit 1. Fill (Oal). Engineered fill underlies the entire building area. The fill is characteristically sandy and clayey, of medium dense to dense consistency, and yellow-brown in color. SPT blow counts ('N') are in the range N = 10 to 30. Unit 2. Metavolcanics (M.zu). Beneath the fill, the site is underlain by greenish-gray Cretaceous- aged metamorphosed volcanic and sedimentary rock This geologic unit is very dense. In all borings, drilling tools met refusal. NOVA has completed other work in the very near vicinity of this site. That work showed this unit to be of very high strength and low compressibility. This geologic unit forms the basement bedrock in this area, extending to great depths. 4.3.3 Groundwater Groundwater was not encountered in the borings. It is expected that groundwater does not occur within 30 feet of the existing ground surface. Local zones of perched groundwater may occur within the near- surface deposits due to local seepage or prolonged wet weather, especially at the contact between fill and bedrock. 12 A. NOVA Report of PreliminRry Geotechnical Investigation 13 July 2018 Commercial Tenant Improvement, 1958 Kellogg Avenue, Carlsbad NOVA Project 2018094 5.0 REVIEW OF GEOLOGIC AND SOIL HAZARDS 5.1 Overview This section provides a review of soil and geologic hazards common to this region of California, considering each for its potential to affect the site. The review provided in this section shows that the primary geologic and seismic hazard during the life of the tenant improvements is the expectation of moderate-to-severe ground shaking in response to either a local moderate or more distant large-magnitude earthquake. While there is no risk of liquefaction or related seismic phenomena, strong ground motion could affect the site. 5.2 Geologic Hazards 5.2.1 Strong Ground Motion The site is not located within a currently designated Alquist-Priolo Earthquake Zone (Hart and Bryant, 2007). No known active faults are mapped onsite. The nearest known active fault is the Rose Canyon fault system, located offshore approximately 6 miles west of the site. This system has the potential to be a source of strong ground motion. The site may be subjected to a Magnitude 7 or greater seismic event at the Rose Canyon Fault, with a corresponding Peak Ground Acceleration (PGA) of PGA = 0.42 g. 5.2.2 Fault Rupture There are no known active faults on or near the site. The potential for surface rupture at the site is thus considered low. Shallow ground rupture due to shaking from distant seismic events is not considered a significant hazard, although it is a possibility at any site. 5.2.3 Landslide As used herein, 'landslide' describes downslope displacement of a massof rock, soil, and/or debris by sliding, flowing, or falling. Such mass earth movements are greater than about 10 feet thick and larger than 300 feet across. Landslides typically include cohesive block glides and disrupted slumps that are formed by translation or rotation of the slope materials along one or more slip surfaces. The causes of classic landslides start with a preexisting condition- characteristically, a plane of weak soil or rock- inherent within the rock or soil mass. Thereafter, movement may be precipitated by earthquakes, wet weather, and changes to the structure or loading conditions on a slope (e.g., by erosion, cutting, filling, release of water from broken pipes, etc.). The site is set in a relatively flat area, such that NOVA considers the landslide hazard to be 'low' for the site and the surrounding area in their current condition. 13 'A'.. NOVA Report of Preliminary Geotechnical Investigation 13 July 2018 Commercial Tenant Improvement, 1958 Kellogg Avenue, Carlsbad NOVA Project 2018094 5.3 Soil Hazards 5.3.1 Embankment Stability As used herein, 'embankment stability' is intended to mean the safety of localized natural or man-made embankments against failure. Unlike landslides described above, embankment stability can include smaller scale slope failures such as erosion-related washouts and more subtle, less evident processes such as soil creep. There are no existing slopes on the site. No new slopes are planned as part of the building expansion. 5.3.2 Liquefaction "Liquefaction" refers to the loss of soil strength during a seismic event. The phenomenon is observed in areas that include a shallow water table and coarse-grained (i.e., 'sandy') soils of loose to medium dense consistency. The ground motions increase soil water pressures, which causes the soils to lose strength. Because of the deep groundwater levels, as well as the geologic age and very dense nature of the shallow bedrock, there is no potential for "liquefaction" of subsurface materials during a seismic event. 5.3.3 Seismically Induced Settlement During a strong seismic event, seismically induced settlement can occur within loose to moderately dense, unsaturated granular soils, separate from liquefaction. Settlement caused by ground shaking is often non- uniformly distributed, which can result in differential settlement. A strong seismic event will not induce seismic settlement of subsurface materials at this site. 5.3.4 Expansive Clays Expansive soils are characterized by their ability to undergo significant volume changes (shrinking or swelling) due to variations in moisture content. These volume changes can be damaging to structures. Nationally, the value of property damage caused by expansive soils is exceeded only by that caused by termites. Laboratory testing of the upper 5 feet of the Unit 1 fill indicates these soils possess a low expansive potential (E.I = 39). 5.3.5 Collapsible Soils Collapsible soils occur with some frequency in and climates. Collapsible soils would have been removed during the original site grading. Collapsible soils do not constitute a hazard to site development. 5.3.6 Corrosive Soils Chemical testing of the near-surface soils indicates the soils contain concentrations of soluble sulfates at (750 ppm), and concentrations of chlorides at (410 ppm). Saturated soil resistivity is 350 Ohm-cm, with a pH of 5.1. The tested soils may be corrosive to construction materials. Section 6 addresses this consideration in more detail. 14 NOVA Report of Preliminary Geotechnical Investigation 13 July 2018 Commercial Tenant Improvement, 1958 Kellogg Avenue, Carlsbad NOVA Project 2018094 5.4 Other Hazards 5.4.1 Flood The site is not located within a FEMA-designated flood zone and is designated as Flood "Zone X" (FEMA, 2006). Zone X is an "Area of 500-yearflood: areas ofloo-yearflood with average depths of less than 1 foot or with drainage areas less than 1 square mile; and areas protected by levees from 100-year flood". Figure 5-1. Flood Map 5.4.2 Tsunami Tsunami ('tidal wave') describes a series of fast-moving, long period ocean waves caused by earthquakes or volcanic eruptions. The elevation and distance of the site from the ocean preclude this threat 5.4.3 Seiche Seiches are standing waves that develop in an enclosed or partially enclosed body of water such as lakes or reservoirs. Harbors or inlets can also develop seiches. They are most commonly caused by wind and atmospheric pressure changes. Seiches can also result from seismic events and tsunamis. The site is not located near a body of water that could generate a seiche. 15 NOVA Report of Preliminary Geotechnical Investigation 13 July 2018 Commercial Tenant Improvement, 1958 Kellogg Avenue, Carlsbad NOVA Project 2018094 6.0 EARTHWORK AND FOUNDATIONS 6.1 Overview 6.1.1 Shallow Foundations Based upon the indications of the field and laboratory data developed for this investigation, as well as review of previously developed subsurface information, the site is suitable for the tenant improvements on shallow foundations provided the geotechnical recommendations described herein are followed. 6.1.2 Review of Final Design NOVA should review the final foundation plan and geotechnical-related specifications as they become available to confirm that the recommendations presented in this report have been incorporated into the plans prepared for the project. All earthwork related to site and foundation preparation should be completed under the observation of NOVA. NOVA cannot assume responsibility or liability for the recommendations of this report if NOVA does not perform construction observation. The subsections following provide geotechnical recommendations for the planned development as it is now understood. It is intended that these recommendations provide sufficient geotechnical information to develop the project in general accordance with 2013 California Building Code (CBC) requirements. 6.2 Seismic Design Parameters 6.2.1 Site Class The Site Class has been determined from ASCE 7, Table 20.3-1. Based on estimated average N-values in the upper 100 feet of the soil/rock profile, the site corresponds to a Site Class B. 6.2.2 Seismic Design Parameters Table 6-1 (following page) provides seismic design parameters for the site in accordance with 2016 CBC and mapped spectral acceleration parameters. 16 A NOVA Report of Preliminary Geotechnical Investigation 13 July 2018 Commercial Tenant Improvement, 1958 Kellogg Avenue, Carlsbad NOVA Project 2018094 Table 6-1. Seismic Design Parameters, ASCE 7-10 \Paraineter rValue vc - Site Soil Class c Site Latitude (decimal degrees) 33.12498 Site Longitude (decimal degrees) -117.28507 Site Coefficient, Fa 1.000 Site Coefficient, F 1.000 Mapped Short Period Spectral Acceleration, Ss 1.000 Mapped One-Second Period Spectral Acceleration, S1 0.416 Short Period Spectral Acceleration Adjusted For Site Class, SMS 1.079 g One-Second Period Spectral Acceleration Adjusted For Site Class, SMI 0.416 g Design Short Period Spectral Acceleration, SDS 0.720 g Design One-Second Period Spectral Acceleration, S1 0.278 g Source: U.S. Seismic Design Maps, found at http:llearthquake.usgs.gov/desig,nmaps/us/application.php 6.3 Corrosivity and Sulfates 6.3.1 Corrosivity Electrical resistivity, chloride content, and pH level are all indicators of the soil's tendency to corrode ferrous metals. Chemical tests were performed on representative samples by Clarkson Laboratory and Supply, Inc. of Chula Vista. The results of the testing are tabulated in Table 6-2. Table 6-2 Summary of Corrosivity Testing of the Near Surface Soil uniti,r; 1.cValüe . pH standard unit 5.1 Resistivity Ohm-cm 340 Water Soluble Chloride ppm 410 Water Soluble Sulfate ppm 750 Calirans considers a site to be corrosive if one or more of the following conditions exist for representative soil and/or water samples taken at the site: chloride concentration is 500 parts per million (ppm) or greater; sulfate concentration is 2,000 ppm (0.2%) or greater; or, the pH is 5.5 or less. Based on the Caltrans criteria, the on-site soils would be considered 'corrosive' to unprotected metals embedded in these soils. Records of this testing are provided in Appendix C. These records include estimates of the life expectancy of buried metal culverts of varying gauge. 17 A NOVA Report of Preliminary Geotechnical Investigation 13 July 2018 Commercial Tenant Improvement, 1958 Kellogg Avenue, Carlsbad NOVA Project 2018094 6.3.2 Sulfates and Concrete As shown in Table 6-2, the soil sample tested indicated water-soluble sulfate (SO4) content of 750 parts per million ('ppm,' 0.075% by weight). With SO4 < 0.10 percent by weight, the American Concrete Institute (ACI) 318-08 considers a soil to have no potential (SO) for sulfate attack. Table 6-3 reproduces the Exposure Categories considered by ACI. Table 6-3. Exposure Categories and Requirements for Water-Soluble Sulfates Exposure Category Class Water-Soluble Sulfate (SO4) In Soil (percent by weight) Cement Type (ASTM C150) Max Water- Cement Ratio Mm. 1' (psi) Not Applicable SO SO4 < 0.10 - - - Moderate Si 0.105 SO4 < 0.20 II 0.50 4,000 Severe S2 0.20 SO4 2.00 V 0.45 4,500 Very severe S3 SO4> 2.0 V + pozzolan 1 0.45 4,500 Adapted from: ACI 318-08, Building Code Requirements for Structural Concrete 6.3.3 Limitations Testing to determine several chemical parameters that indicate a potential for soils to be corrosive to construction materials are traditionally completed by the Geotecbnical Engineer, comparing testing results with a variety of indices regarding corrosion potential. Like most geotechnical consultants, NOVA does not practice in the field of corrosion protection, since this is not specifically a geotechnical issue. Should more information be required, a specialty corrosion consultant should be retained to address these issues. 6.4 Earthwork 6.4.1 General Earthwork for the building tenant improvements will consist of minor fine grading and excavations for foundations and utilities. Based upon the indications of the engineering borings, the Unit 1 fill can be readily excavated with conventional powered equipment. Earthwork should be performed in accordance with Section 300 of the most recent approved edition of the "Standard Specifications for Public Works Construction" and "Regional Supplement Amendments." All fill and backfill should be compacted to a minimum of 90 percent relative compaction after ASTM D1557 (the 'modified Proctor') following moisture conditioning to 2% above the optimum moisture content. Fill placed in loose lifts no thicker than the ability of the compaction equipment to thoroughly densify the lift. For most construction equipment, this limit loose lifts to on the order of 10-inches or less. 6.4.2 Select Fill The Unit 1 fill will be suitable for use as fill. Should a sufficient amount of this material not be available, a 'select' soil should be imported. 'Select' soil should be a mineral soil free of organics with the characteristics listed below: at least 40 percent by weight finer than ¼-inch; maximum particle size of 3 inches; and, 18 A .iI IR NOVA Report of Preliminary Geotechnical Investigation 13 July 2018 Commercial Tenant Improvement, 1958 Kellogg Avenue, Carlsbad NOVA Project 2018094 El (after ASTM D4829) of less than 50. All select fill should be compacted to 90% relative compaction after ASTM D1557. 6.4.3 Site Preparation The concrete floor slab should be removed from the area planned for foundations for the tenant improvements. Abandoned underground utilities should either be excavated and the trenches backfihled or the lines completely filled with sand-cement slurry. 6.4.4 Densification of Disturbed Soils The Unit 1 fill will be disturbed by removal of the floor slab. This relatively sandy soil should be re- densified by vibratory densification to a minimum of 90% relative compaction after ASTM D 1557 using the following general approach. Moisture Conditioning. The soils should be moisture conditioned to 2% over optimum moisture content (with reference to ASTM D 1557) to a depth of 12". Re-Densification. The Unit 1 soils should bà densified to at least 90% relative compaction after ASTM D 1557. Temporary Excavations All temporary excavations should comply with local safety ordinances. The safety of all excavations is the responsibility of the contractor and should be evaluated during construction as the excavation progresses. Based on the data interpreted from the borings, the design of temporary slopes may assume California Occupational Safety and Health Administration (Cal/OSHA) Soil Type C. 6.5 Shallow Foundations 6.5.1 General The tenant improvements may be supported on shallow foundations. Any new or replacement building floor slab may be supported at grade. The following subsections provide recommendations for these foundations. Shallow foundations designed as described in this section will settle on the order of 0.5", with 80% or more of this settlement occurring during construction. 6.5.2 Conventionally Reinforced Concrete Slab A conventionally reinforced on-grade concrete slab may be designed using a modulus of subgrade reaction ('k') of k = 110 pounds per cubic inch (I 10 pci). NOVA recommends the slab be 6-inches thick, conforming with the existing slab thickness. Minor cracking of concrete after curing due to drying and shrinkage is normal. Cracking is aggravated by a variety of factors, including high water/cement ratio, high concrete temperature at the time of placement, small nominal aggregate size, and rapid moisture loss due during curing. The use of low- slump concrete or low water/cement ratios can reduce the potential for shrinkage cracking. 19 A . 'At NOVA Report of Preliminary Geotechnical Investigation 13 July 2018. Commercial Tenant Improvement, 1958 Kellogg Avenue, Carlsbad NOVA Project 2018094 6.5.3 Isolated and Continuous Foundations Shallow foundations- isolated or continuous footings- may be employed as described below. Isolated Foundations Isolated foundations may be designed for an allowable contact stress of 3,000 psf. This value may be increased by one-third for transient loads such as wind and seismic. These foundation units should have a minimum width of 30 inches, embedded a minimum of 24 inches below surrounding grade. Continuous Foundations Continuous foundations may be designed for an allowable contact stress of 2,200 psf, for footings a minimum of 18 inches in width and embedded 24 inches below surrounding grade. This bearing value may be increased by one-third for transient loads such as wind and seismic. Resistance to Lateral Loads Lateral loads to shallow foundations may be resisted by passive earth pressure against the face of the footing, calculated as a fluid density of 250 psf per foot of depth. Additionally, a coefficient of friction of 0.35 between soil and the concrete base of the footing may be used with dead loads. 6.5.4 Moisture Barrier Capillary Break NOVA recommends that the requirements for a capillary break ('sand layer') be determined in accordance with ACI Publication 302 "Guide for Concrete Floor and Slab Construction." The capillary break should conform with the existing capillary break that was observed by the coring, consisting of a 4-inch thick layer of compacted, well-graded gravel or crushed stone should be placed below the floor slab. Vapor Barrier Vapor barrier membranes should be reestablished in a manner that conforms with the vapor barrier observed during the floor coring. This membrane is a polyethylene barrier set immediately beneath the capillary break. NOVA recommends that a minimum 15-mil low permeance vapor membrane is used. For example, Carlisle-CCW produces the Blackline 4000 underslab, vapor and air barrier, a 15-mil low-density polyethylene (LDPE) rated at 0.0 12 perms after ASTM E 96. Limitations of This Recommendation Recommendations for moisture barriers are traditionally included with geotechnical foundation recommendations, though these requirements are primarily the responsibility of the Structural Engineer or Architect. 20 A. NOVA Report of Preliminary Geotechnical Investigation 13 July, 2018 Commercial Tenant Improvement, 1958 Kellogg Avenue, Carlsbad NOVA Project 2018094 7.0 REFERENCES American Concrete Institute, 2002, Building Code Requirements for Structural Concrete. AC! 318-02. American Concrete Institute, 2015, Guide to Concrete Floor and Slab Construction. AC! 302. 1R-15. ASCE, Minimum Design Load for Buildings and Other Structures. ASCE 7-10. APWA, 2015 Standard Specifications for Public Works Construction ('Greenbook') California Code of Regulations, Title 24, 2016 California Building Standards Code. California Department of Conservation, Division of Mines and Geology, 1996, DMG Open File Report, 96-02, Geologic Maps of Northwest Part of San Diego County California. California Department of Transportation (Caltrans), 2003, Corrosion Guidelines, Version 1.0, available at http://www.dot.ca.gov/hq/esc/ttsb/corrosion/pd'2012-1 1-19-Corrosion-Guidelines.pdL California Department of Water Resources, Water Data Library: found at http:I/www.water.ca.gov/waterdatalibrary/ California Division of Mines and Geology (CDMG), 2008, Guidelines for Evaluating and Mitigating Seismic Hazards in California, Special Publication 117A. California Geological Survey (CGS), 2007, Geologic Map of The Oceanside 30' x 60' Quadrangle, California. Scale 1:100,000. Plate 1 of 2. Hart, E. W. and Bryant, W. A., 1997, Fault-Rupture Hazard Zones In California, California Department of Conservation, Division of Mines and Geology, Special Publication 42. Jennings, C. W., 1994, Fault Activity Map of California and Adjacent Areas, California Division of Mines and Geology, Map Sheet No. 6. Structural Engineers Association of California, Seismic Design Recommendations, Tilt up Buildings. SEAOC Blue Book, Article 9.02.010, September 2008. Tan, S. and Giffen, G., California Department of Conservation, Division of Mines and Geology, 1995, DMG Open File Report, 95-04, Landslide Hazards In The Northern Part Of The San Diego Metropolitan Area, San Diego County, California. USGS, Earthquake Hazards Program, Seismic Design Maps & Tools, accessed July 2018 at: http://earthquake.usgs.gov/hazards/designmaps/ 21 * NOVA Report of Preliminary Geotechnical Investigation 13 July 2018 Commercial Tenant Improvement, 1958 Kellogg Avenue, Carlsbad NOVA Project 2018094 PLATES A NOVA 4373 %IEWDGE AVENUE. SUITE B SAN DIEGO. CASIFORMA 558-292-7575 858292-7570 (FASQ WWW.USA4IDV&COM 'U z (I) I LU 0 a) It, a) PROJECT NO: NO: 2919294 OATS: JUNE 2018 DRAWN BY: D1W REVIEWED BY: .1DB SUBSURFACE INVESTIGATION MAP 0 o 20' 40' PLATE I A, c1fr TEL1 . .jo Ii JrI =j ir rl I - _ -'---=--=- - ---,----" -. 11-A1 .,..._._. .__L. L 1 1 - ---i_ co ~lql CC ET EE -34 ----4— . IQ Oaf _ .8- F_.;:• i r- ,. .r. - B - - -. -. . . . mzu Oa f fvl CF1 MzuB3 , -'-t-r---- ----- - -i;- - -- Ll __ _- KEY TO SYMBOLS Oaf FILL MZU WEATHERED METAVO.CAMCS . -- - B-3 9 APPRO0MATE LOCATION OFGEO1ECHtICAL8OlNG A. 'JAIL.. NOVA Report of Preliminary Geotechnical Investigation 13 July 2018 Commercial Tenant Improvement, 1958 Kellogg Avenue, Carlsbad NOVA Project 2018094 APPENDIX A USE OF THE GEOTECHNICAL REPORT Geotechnical Engineering Report Geotechnical Services Are Performed for Specific Purposes, Persons, and Projects Geotechnical engineers structure their services to meet the specific needs of their clients. A geotechnical engineering study conducted for a civil engi- neer may not fulfill the needs of a construction contractor or even another civil engineer. Because each geotechnical engineering study is unique, each geotechnical engineering report is unique. prepared solely for the client. No one except you should rely on your geotechnical engineering report without first conferring with the geotechnical engineer who prepared it. And no one - not even you - should apply the report for any purpose or project except the one originally contemplated. Read the Full Report Serious problems have occurred because those relying on a geotechnical engineering report did not read it all. Do not rely on an executive summary. Do not read selected elements only. A Geotechnical Engineering Report Is Based on A Unique Set of Project-Specific Factors Geotechnical engineers consider a number of unique, project-specific fac- tors when establishing the scope of a study. Typical factors Include: the client's goals, objectives, and risk management preferences; the general nature of the structure involved, its size, and configuration; the location of the structure on the site: and other planned or existing site improvements, such as access roads, parking lots, and underground utilities. Unless the geotechnical engineer who conducted the study specifically indicates oth- erwise, do not rely on a geotechnical engineering report that was: not prepared for you. not prepared for your project, not prepared for the specific site explored, or completed before important project changes were made. Typical changes that can erode the reliability of an existing geotechnical engineering report include those that affect: the function of the proposed structure, as when its changed from a parking garage to an office building, or from a light industrial plant to a refrigerated warehouse, elevation, configuration, location, orientation, or weight of the proposed structure, composition of the design team, or project ownership. As a general rule, always inform your geotechnical engineer of project changes—even minor ones—and request an assessment of their impact. Geotechnical engineers cannot accept responsibility or liability for problems that occur because their reports do not consider developments of which they were not informed. Subsurface Conditions Can Change A geotechnical engineering report is based on conditions that existed at the time the study was performed. Do not rely on a geotechnical engineer- ing report whose adequacy may have been affected by: the passage of time: by man-made events, such as construction on or adjacent to the site; or by natural events, such as floods, earthquakes, or groundwater fluctua- tions. Always contact the geotechnical engineer before applying the report to determine if it Is still reliable. A minor amount of additional testing or analysis could prevent major problems. Most Geotechnical Findings Are Professional Opinions Site exploration identifies subsurface conditions only at those points where subsurface tests are conducted or samples are taken. Geotechnical engi- neers review field and laboratory data and then apply their professional judgment to render an opinion about subsurface conditions throughout the site. Actual subsurface conditions may differ—sometimes significantly— from those indicated in your report. Retaining the geotechnical engineer who developed your report to provide construction observation is the most effective method of managing the risks associated with unanticipated conditions. A Report's Recommendations Are Not Final Do not overrely on the construction recommendations included In your report. Those recommendations are not final, because geotechnical engi- neers develop them principally from judgment and opinion. Geotechnical engineers can finalize their recommendations only by observing actual subsurface conditions revealed during construction. The geotechnical engineer who developed your report cannot assume responsibility or liability for the report's recommendations if that engineer does not perform construction observation. A Geotechnical Engineering Report Is Subject to Misinterpretation Other design team members' misinterpretation of geotechnical engineering reports has resulted in costly problems. Lower that risk by having your geo- technical engineer confer with appropriate members of the design team after submitting the report. Also retain your geotechnical engineer to review perti- nent elements of the design team's plans and specifications. Contractors can also misinterpret a geotechnical engineering report. Reduce that risk by having your geotechnical engineer participate in prebid and preconstruction conferences, and by providing construction observation. Do Not Redraw the Engineer's Logs Geotechnical engineers prepare final boring and testing logs based upon their interpretation of field logs and laboratory data. To prevent errors or omissions, the logs included in a geotechnical engineering report should never be redrawn for inclusion in architectural or other design drawings. Only photographic or electronic reproduction Is acceptable, but recognize that separating logs from the report can elevate risk. Give Contractors a Complete Report and Guidance Some owners and design professionals mistakenly believe they can make contractors liable for unanticipated subsurface conditions by limiting what they provide for bid preparation. To help prevent costly problems, give con- tractors the complete geotechnical engineering report, but preface it with a clearly written letter of transmittal. In that letter, advise contractors that the report was not prepared for purposes of bid development and that the report's accuracy is limited: encourage them to confer with the geotechnical engineer who prepared the report (a modest fee may be required) and/or to conduct additional study to obtain the specific types of information they need or prefer. A prebid conference can also be valuable. Be sure contrac- tors have sufficient time to perform additional study. Only then might you be in a position to give contractors the best information available to you, while requiring them to at least share some of the financial responsibilities stemming from unanticipated conditions. Read Responsibility Provisions Closely Some clients, design professionals, and contractors do not recognize that geotechnical engineering is far less exact than other engineering disci- plines. This lack of understanding has created unrealistic expectations that have led to disappointments, claims, and disputes. To help reduce the risk of such outcomes, geotechnical engineers commonly include a variety of explanatory provisions in their reports. Sometimes labeled "limitations" many of these provisions indicate where geotechnical engineers' responsi- bilities begin and end, to help others recognize their own responsibilities and risks. Read these provisions closely. Ask questions. Your geotechnical engineer should respond fully and frankly. Geoenvironmental Concerns Are Not Covered The equipment, techniques, and personnel used to perform a geoen v/ron- mental study differ significantly from those used to perform a geotechnical study. For that mason, a geotechnical engineering report does not usually relate any geoenvironmental findings, conclusions, or recommendations; e.g., about the likelihood of encountering underground storage tanks or regulated contaminants. Unanticipated environmental problems have led to numerous project failures. If you have not yet obtained your own geoen- vironmental information, ask your geotechnical consultant for risk man- agement guidance. Do not rely on an environmental report prepared for someone else. Obtain Professional Assistance To Deal with Mold Diverse strategies can be applied during building design, construction, operation, and maintenance to prevent significant amounts of mold from growing on indoor surfaces. To be effective, all such strategies should be devised for the express purpose of mold prevention, integrated into a com- prehensive plan, and executed with diligent oversight by a professional mold prevention consultant. Because just a small amount of water or moisture can lead to the development of severe mold infestations, a num- ber of mold prevention strategies focus on keeping building surfaces dry. While groundwater, water infiltration, and similar issues may have been addressed as part of the geotechnical engineering study whose findings are conveyed in this report, the geotechnical engineer in charge of this project is not a mold prevention consultant; none of the services per- formed in connection with the geotechnical engineer's study were designed or conducted for the purpose of mold preven- tion. Proper implementation of the recommendations conveyed in this report will not of itself be sufficient to prevent mold from growing in or on the structure involved. Rely, on Your ASFE-Member Geotechncial Engineer for Additional Assistance Membership in ASFE/The Best People on Earth exposes geotechnical engineers to a wide array of risk management techniques that can be of genuine benefit for everyone Involved with a construction project. Confer with you ASFE-member geotechnical engineer for more information. ASFE The Sect People in Peril 8811 Colesville Road/Suile G106, Silver Spring, MD 20910 Telephone: 301/565-2733 Facsimile: 301589-2017 e-mail: inlo@asfe.org www.asle.crg CopyrIght 2004 by ASFE, Inc. Duplication, reproduction, or copying of this document, In whole or In part, by any means whatsoever Is strictly prohibited, except with ASFE's specific written permission. Exceipting, quoting, or otherwise 'xtracIing wordiop from Ihis documeni ispwnitted only with the express written permission of ASFE, and only for purposes of scholarly research or book review. Only members of .4SFE may use this document as a complement to or as an element of a geotechnical engineering report. Any other firm, individual, or other entity that so uses this document without being an ASFE member could be commiting negligent or Intentional (fraudulent) misrepresentation. IIGER06045OM A Ilk NOVA Report of Preliminary Geotechnical Investigation 13 July 2018 Commercial Tenant Improvement, 1958 Kellogg Avenue, Carlsbad NOVA Project 2018094 APPENDIX B LOGS OF BORINGS BORING LOG B-i LAB TEST ABBREVIATIONS DATE EXCAVATED: JUNE 21, 2018 EQUIPMENT: TRIPOD SOLID STEM AUGER CR CORROSIVElY MD MAXIMUM DENSITY DS DIRECT SHEAR EXCAVATION DESCRIPTION: 6 INCH DIAMETER AUGER BORING GPS COORD.: 33.125626, -117.285419 El EXPANSION INDEX AL ATIERBERGLIMrrS SA SIEVE ANALYSIS GROUNDWATER DEPTH: GROUNDWATER NOT ENCOUNTERED ELEVATION: ±314 FT MSL RV RESISTANCE VALUE CN CONSOLIDATION - BE SAND EQUIVALENT Wa- w -J 0) W 8 SOIL DESCRIPTION -j (I) SUMMARY OF SUBSURFACE CONDITIONS I- I C) ' (USCS; COLOR, MOISTURE, DENSITY, GRAIN SIZE, OTHER) 0 W 2 w CS C)n -] REMARKS o 6CONCRETE SLAB - 6' CAPILLARYBREAKAND MOISTURE VAPOR BARRIER; SILTY SAND WITH GRAVEL - SC-CL - FILL (Oaf): CLAYEY SAND-SANDY CLAY; YELLOW BROWN, DAMP TO MOIST, MEDIUM CR 23 DENSE, FINE TO MEDIUM GRAINED, SOME ORANGE OXIDATION El AL MOTTLED WITH GRAYAND WHITE SA / 14 26 GM WEATHERED METAVOLCANICS (Mzu): (BEDROCK) SILTY GRAVEL, GREENISH GRAY, 5— DRY, MEDIUM DENSE TO DENSE, FINE GRAINED GRAVEL - - BORING TERMINATED AT5 FT DUE TO REFUSAL OF DRILLING TOOLS ON - METAVOLCANIC ROCK. NO GROUNDWATER ENCOUNTERED. NO CAVING. 10- 15 KEY TO SYMBOLS £ GROUNDWATER # ERRONEOUS BLOWCOUNT 1958 KELLOGG AVENUE CARLSBAD, CALIFORNIA BULK SAMPLE * NO SAMPLE RECOVERY 4 . SPT SAMPLE (AS1M D1586) GEOLOGIC CONTACT NOVA LOGGED BY: DM DATE: JUN 2018 rM CAL MOD. SAMPLE (ASTM 03550) - - - SOIL TYPE CHANGE REVIEWED BY: BMH PROJECT NO.: 2018094 APPENDIX B.1 BORING LOG B-2 LAB TEST ABBREVIATIONS DATE EXCAVATED: JUNE 21, 2016 EQUIPMENT: TRIPOD SOLID STEM AUGER CR CORROSIVITY MD MAXIMUM DENSITY DS DIRECT SHEAR EXCAVATION DESCRIPTION: 6 INCH DIAMETER AUGER BORING GPS COORD.: 33.125421, -117.285294 EXPANSION INDEX AL ATTERBERG LIMITS SA SIEVE ANALYSIS GROUNDWATER DEPTH: GROUNDWATER NOT ENCOUNTERED ELEVATION: ± 314 FT MSL RV RESISTANCE VALUE CN CONSOLIDATION BE SAND EQUIVALENT Wa- w -J W 9 SOIL DESCRIPTION !. SUMMARYOFSUBSURFACE CONDITIONS O R (USCS; COLOR, MOISTURE, DENSITY, GRAIN SIZE, OTHER) ° w to 0 t1 0- REMARKS o 6" CONCRETE SLAB — SM 6" CAPILLARY BREAKAND MOISTURE VAPOR BARRIER; SILTY SAND WITH GRAVEL - 7 SC 15 FILL (Oaf): CLA YEY SAND; YELLOW BROWN MOTTLED GRAY, DAMP, MEDIUM DENSE, FINE TO MEDIUM GRAINED, TRACE ROCK FRAGMENTS5 1" — MR LIGHT YELLOWGRAY j 29 GRAYMOTTLED WHITE, SOME ORANGE OXIDATION ( 16 — LIGHTBROWN, TRACE ROCK FRAGMENTS:5 1" - / 21 - ORANGE BROWN MOTTLED DARK GRAY - / 50/5" — BORING TERMINA TED AT 9 FT DUE TO REFUSAL OF DRILLING TOOLS ON META VOLCANIC ROCK. NO GROUNDWATER ENCOUNTERED. NO CAVING. 10— Is I — — — — KEY TO SYMBOLS 1958 KELLOGG AVENUE GROUNDWATER # ERRONEOUS BLOWCOUNT CARLSBAD, CALIFORNIA BULK SAMPLE * NO SAMPLE RECOVERY 4 SPT SAMPLE (ASTM 01586) GEOLOGIC CONTACT lO'V1\L LOGGED BY: DM DATE: JUN 2018 CAL MOD. SAMPLE (ASTM 03550) — — — SOIL TYPE CHANGE REVIEWED BY: BMH PROJECT NO.: 2018094 APPENDIX B.2 BORING LOG B-3 DATE EXCAVATED: JUNE 21,2018 EQUIPMENT: TRIPOD SOLID STEM AUGER LAB TEST ABBREVIATIONS CR CORROSIVITY MD MAXIMUM DENSITY DS DIRECT SHEAR EXCAVATION DESCRIPTION: 6 I El NCH DIAMETER AUGER BORING GPS COORD.: 33.125393. -117.284985 EXPANSION INDEX AL ATTERBERGUMIrS SA SIEVE ANALYSIS GROUNDWATER DEPTH: GROUNDWATER NOT ENCOUNTERED ELEVATION: ± 314 FT MSL RV RESISTANCE VALUE CN CONSOLIDATION - BE SAND EQUIVALENT W a- w U) W co SOIL DESCRIPTION -' SUMMARYOF SUBSURFACE CONDITIONS I- . U) 0 (USCS; COLOR, MOISTURE, DENSITY, GRAIN SIZE, OTHER) 0 a. o O In - REMARKS 0 - 6CONCRETE SLAB - - - SM - 6 CAPILLARY BREAKAND MOISTURE VAPOR BARRIER; SILTY SAND WITH GRAVEL - SC - FILL (Oaf): CLAYEYSAND, LIGHT BROWN TO YELLOW BROWN, DAMP, MEDIUM DENSE, MD FINE TO MEDIUM GRAINED SA MOTTLED WHITE AND BROWN - / 11 - GRAYBROWN MOTTLED DARK GRAYAND BROWN 33 14 DARK GRAY 10 - / _Zi 20 1 _QLQ. SOME ORANGE OXIDATION BORING TERMINATED AT 12.5 FT DUE TO REFUSAL OF DRILLING TOOLS ON - META VOL CANIC ROCK. NO GROUNDWATER ENCOUNTERED. NO CAVING. 15 KEY TO SYMBOLS 1958 KELLOGG AVENUE £ GROUNDWATER 5 ERRONEOUS BLOWCOUNT CARLSBAD, CALIFORNIA '01 BULK SAMPLE * NO SAMPLE RECOVERY Z SPT SAMPLE (ASTM D1586) GEOLOGIC CONTACT NO'V.A.. LOGGED BY: DM DATE: JUN 2018 CAL MOD. SAMPLE (ASTM D3550) - - - SOIL TYPE CHANGE REVIEWED BY: BMH PROJECT NO.: 2018094 APPENDIX B.3 A.; NOVA Report of Preliminary Geotechnical Investigation 13 July 2018 Commercial Tenant Improvement, 1958 Kellogg Avenue, Carlsbad NOVA Project 2018094 APPENDIX C LABORATORY ANALYTICAL RESULTS Laboratory tests were performed in ardance with the generally acceptedAmerican Society for Testing and Materials (ASTM) test methods or suggested procedures. Brief descriptions of the tests performed are presented below: . CLASSIFICATION: Field classifications were verified in the laboratory by visual examination. The final soil classifications are In accordance with the Unified Soils Classification System and are presented on the exploration logs In Appendix B. . MAXIMUM DENSITY AND OPTIMUM MOISTURE CONTENT (ASTM 01557 METHOD A,B,C): The maximum dr/density and optimum moisture content of typical soils were determined In the laboratory in accordance with ASTM Standard Test 01557. Method A, Method B, Method C. . ATIERBERO LIMITS (ASTM D4318): Tests were performed on selected representative fine-grained soil samples to evaluate the liquid limit, plastic ilmlt, and plasticity index In general accordance with ASTM 04318. These test results were utilized to evaluate the soil classification in accordance with the Unified Soil Classification System. . EXPANSION INDEX TEST (ASTM D 4829): The expansion index of selected materials was evaluated in general accordance with ASTM D4829. Specimens were molded under a specified compactive energy at approximately 50 percent saturation (plus or minus 1 percent). The prepared 1-inch thich by 4-1nch diameter specimens were loaded with a surcharge of 144 pounds per square foot and were inundated with tap water. Readings of volumetric swell were made for a period of 24 hours. CORROSIVITY TEST (CAL TEST METHOD 417,422,643): Soil PH, and minimum resistivity tests were performed on a representative soil sample in general accordance with test method 0T643. The sulfate and chloride content of the selected sample were evaluated In general accordance with CT 417 and CT 422, respectively. GRADATION ANALYSIS (ASTM C 136 andlor ASTM D422): Tests were performed on selected representative soil samples in general accordance with ASTM D422. The grain size distributions of selected samples were determined In accordance with ASTM C 136 and/orASTM D422. The results of the tests are summarized on Appendix C.3 through Appendix C.4. A LAB TEST SUMMARY COMMERCIAL TENANT IMPROVEMENTS NOVA 1958 KELLOGG AVENUE 4373 VIEWRIDGE AVENUE, SUITE B CARLSBAD, CALIFORNIA SAN DIEGO, CALIFORNIA BY: D1W DATE: JULY 2018 PROJECT: 2018094 APPENDIX: C.1 PHONE: 858-292-7575 FAX: 858-292-7570 Expansion Test (ASTM D4829) Sample Sample Depth Expansion Expansion Location (ft.) Index Potential B-i 1.0'- 5.0' 39 Low EXPANSION INDEX 0-20 21-50 51-90 91-130 131 AND ABOVE EXPANSION POTENTIAL VERY LOW LOW MEDIUM HIGH VERY HIGH Maximum Dry Density and Optimum Moisture Content (ASTM D155 Sample Maximum Optimum Moisture Sample Depth Dry Density Content Location (ft.) SOIl Description (pcf) (%) B-3 1.0'- 5.0' Light Brown Clayey Sand 121.0 11.5 Atterbera Limits (ASTM D4318 Sample uSCs Sample Depth Liquid Plastic Plasticity (% Finer than Location (ft.) Limit, LL Limit, PL Index, P1 No. 40) B-i 1.0'- 5.0' 35 22 13 CL Corrosivity Test (Cal. Test Method 417,422,643) Sample Sample Depth Resistivity Sulfate Content Chloride Content Location (ft.) pH (Ohm-cm) (ppm) (%) (ppm) (%) B-i 1.0'- 5.0' 5.1 340 750.0 0.075 410 0.041 LAB TEST RESULTS NOVA 4373 VIEWRIDGE AVENUE, SUITE B SAN DIEGO, CALIFORNIA 858-292-7575 FAX: 858-21 COMMERCIAL TENANT IMPROVEMENTS 1958 KELLOGG AVENUE CARLSBAD, CALIFORNIA BY: DTW DATE: JULY 2018 PROJECT: 2018094 APPENDIX: C.2 *— Size (Inches) > ( U.S. Standard Sieve Sizes > ( Hydicinetef Analysis I MOONSi W I101 . 111 1 11110 I11111111111 ItIIUII I 11111 III I IIIIIUlI 1111111111 I 111111 liii IH I IUIIIH liii 111101 I iNIN11E 111111 II vie I 111111111 liii 11111111 IllillIfi I 11111011. limillilllIl IllIllIllilhll I II iiiiiiiil IllIllullIllIl II lU 11111111 11111 11011 IlUhRUIHUlI I lii I 111110111 IhIlhIllIlhU I 111111 II I 110111 IhlIlIlIlUl 100 10 1 0.1 0.01 0.001 Grain Size (mm) Gravel Sand Silt or Clay Coarse Fine Coarse Medium Fine Sample Location: B-i Depth (ft): 1.O'-5.0' USCS Soil Type: SC-CL Passing No. 200 (%): 40 GRADATION ANALYSIS TEST RESULTS Alit COMMERCIAL TENANT IMPROVEMENTS NOVA . 1958 KELLOGG AVENUE 4373 VIEWRIDGE AVENUE, SUITE B CARLSBAD, CALIFORNIA __________________ SAN DIEGO, CALIFORNIA BY: DTW DATE: JULY 2018 PROJECT: 2018094 APPENDIX: C.3 PHONE: 858-292-7575 FAX: 858-292-7570 <— Size (Indies) > ( U.S. Standaid Sieve Sizes > < KeIrareter Analysis lllluhlllllluul 1111111 IlluuIuIlullII'uIliIlIIuIIIluIIuIlIIluum IliIIlIIlI101IIflhIIUI11I11lUlIlIllIlIIII I101UIUII1IUhIIIIlllt IllIllilUllIll, I iiiuiiuuinini I lilt IN loll 0 , I1011IIIllH I I I II1IIllIIIlIlUlUIN S 100 10 1 0.1 0.01 0.001 Grain Size (mm) Gravel I Sand Sift or Clay Coarse Fine Coarse Medium Fine Sample Location: B-3 Depth (ft): 1.O-5.0' USGS Soil Type: SC Passing No. 200 (%): 31 GRADATION ANALYSIS TEST RESULTS At COMMERCIAL TENANT IMPROVEMENTS NOVA 1958 KELLOGG AVENUE CARLSBAD, CALIFORNIA 4373 VIEWRIDGE AVENUE, SUITE B SAN DIEGO, CALIFORNIA BY: DIW DATE: JULY 20184 PROJECT: 2018094 APPENDIX: C.4 PHONE: 858-292-7575. FAX: 858-292-7570 REQUEST FOR Development Services' eCjy Of BUILDING PERCEIVED Building Division Carlsbad REFUND 1635 Faraday Avenue NOV 05 2O8 760-602-2719 B49 www.carlsbadca.gov CITY OF CARLSAO P1111 niNG DIVISION This form is to be completed and returned to the building division to begin processing a request for refund. The city does not have knowledge of the contractual relationship between parties associated with a permit. To avoid inadvertently refunding fees and voiding a permit in error, permission of all parties (owner and contractor/applicant) shall be first obtained. Please note, plan check fees are non-refundable. Building Permit Number(s): \5C2..cL€ — C'1O 2. Date: Reason for Request: IPA R t-,-1 c- 0 A4% t2,cJ, e aee ei &d,-t If plans are associated with this plan check or permit, please indicate what you would like to be done with the plans: I will pick up available plans within 10 business days; or - Please recycle the plans. Property Name: - Owner Address: 5'Zd el 8 Phone Number: ?6O Email: /1 41,f Lai ' art1ft C ø' Signature: Date: Contractor! Business Name: C It c AWC Applicant Applicant Name: fa# Address: 37c, - ay cof 7b Phone Number: 6ff-!W8--6 3j Email: ri.'.iv7I1th,f2 VJ'I . au-i Signature: PROVIDE REFUND TO (SELECT ONE): PROPERTY OWNER - CONTRACTOR/APPLICANT k The completed form can be returned to the building division by email buildingäcarlsbadca.gov or in person at 1635 Faraday Avenue Carlsbad, CA 92008. B-49 Page 1 of 1 Rev. 5/18 City of Carlsbad Permit No: PT I Address Valuation Worksheet - Qxxs-Jp ssessor Parcel No. Date Building Division r Type of Work Area of Work Multiplier VALUE SFD and Duplexes $141.76 $0.00 Residential Additions $169.50 $0.00 Remodels / Lofts $46.51 $0.00 Apartments & Multi-family $126.35 $0.00 Garages/Sunrooms/Solariums $36.98 $0.00 Patio/Porch $12.33 $0.00 Enclosed Patio $20.03 $0.00 Decks/Balconies/Stairs $20.03 $0.00 Retaining Walls, concrete,masonry $24.65 $0.00 Pools/Spas-Gunite $52.39 $0.00 TI/Stores, Offices $46.51 $0.00 TI/Medical, restaurant, H occupancies $64.72 $0.00 Photovoltaic Systems/ # of panels $400.00 $0.00 5,629 $104.78 $589,806.62 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 Fire Sprinkler System 5,629 $3.94 $22,178.26 Air Conditioning - commercial 5,629 $6.37 $35,856.73 Air Conditioning - residential $5.31 $0.00 Fireplace/ concrete, masonry $4,961.73 $0.00 Fireplace/ prefabricated Metal $3,373.05 $0.00 $0.00 $0.00 TOTAL $647,841.61 Valuation: $647,842 Comm/Res (CIR): C Building Fee $2,481.00 Plan Check Fee $1,736.701 Strong Motion Fee $136.00 Green Bldg. Stand. Fee $24.00 Green Bldg PC Fee $170.00 ~,~1122,674.4 CFD Plumbing $62.00 Mechanical $42.00 Electrical $41.00 CFD Yes (PFF=1.82%) 0 No (PFF = 3.5%) Land Use: Density: Improve. Area: Fiscal Year: Annex. Year: Factor: CREDITS PFF and/or CFD Explanation: cxc 'F. Shay Even From: Shay Even Sent: Thursday, November 8, 2018 12:20 PM To: Cathy Gunzelman' Subject: 1958 Kellogg Ave (212-092-01 -00) Attachments: Scan_.pdf Hi Cathy, The applicants of this project have removed the addition from the scope of their work. They received sign-off on their school form on October 15" of this year for adding 5,629 sf of office mezzanine to an existing building. The project no longer includes the addition. Attached is the form for your reference. Please let me know what further information you need from me in order begin a refund process (if you do refunds). City of Carlsbad Shay Even City of Carlsbad Building Technician 1635 Faraday Avenue Carlsbad, CA 92008 www.carlsbadca.gov 760-602-7541 1 760-602-8558 fax lshay.evencarlsbadca.gov PLEASE CALL OR EMAIL YOUR REQUEST FOR SUBMITTAL APPOINTMENT Phone: 760-602-2723 Email: devappt@carlsbadca.gov RECEIVED OCT 152018 47cityof CITY OF CARLSBAD Carlsbad CERTIFICATIONtOF SCl t.i.1 1_I' This form must be completed by the City, the applicant, and the appropriate school districts and returned to the City prior to issuing a building permit. The City will not Issue any building permit without a completed school fee form. Project No. & Name: - Plan Check No.: CBC2018-0402 Project Address: 1958 KELLOGG AVE Assessor's Parcel No.: 2120920100 Project Applicant: (Owner Name) Residential Square Feet: New/Additions: Second Dwelling Unit: Commercial Square Feet: New/Additions: 5,629 City Certification: City of Carlsbad Building Division Date: 10/02/2018 Certification of Applicant/Owners. The person executing this declaration ('Owner") certifies under penalty of perjury that (1) the information provided above is correct and true to the best of the Owner's knowledge, and that the Owner will file an amended certification of payment and pay the additional fee if Owner requests an increase in the number of dwelling units or square footage after the building permit is issued or if the initial determination of units or square footage is found to be incorrect, and that (2) the Owner is the owner/developer of the above described project(s), or that the person executing this declaration is authorized to sign on behalf of the Owner. Carlsbad Unified School District 6225 El Camino Real Carlsbad CA 92009 Phone: (760) 331-5000 E1Encinitas Union School District 101 South Rancho Santa Fe Rd Encinitas, CA 92024 Phone: (760) 944-4300 xli 66 San Dieguito Unlon.H.S. District 684 Requeza Dr. Encinitas, CA 92024 Phone: (760) 753-6491 Ext 5514 (By Appt. Only) L1 San Marcos Unified Sch. District 255 Pico Ave Ste. 100 San Marcos, CA 92069 Phone: (760) 290-2649 Contact: Katherine Marcelja (By Appt.only) F_l Vista Unified School District 1234 Arcadia Drive Vista CA 92083 Phone: (760) 726-2170 x2222 SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school district(s)) THIS FORM INDICATES THAT THE SCHOOL DISTRICT REQUIREMENTS FOR THE PROJECT HAVE BEEN OR WILL BE SATISFIED.. The undersigned, being duly authorized by the applicable School District, certifies that the developer, builder,. or owner has satisfied the obligation for school facilities. This Is to certify that the applicant listed on page 1 has paid all amounts or completed other applicable school'mitigation determined by the School District. The City may issue building permits for this project. Signature of Authorized School District Official: Title:, Date: Name of School District: CARLSBAD UNIFIEDSCHOOL DISTRICT Phone: '7 (06) 33/ '-3O a 6225 ELCAMINO REAl. Building Division CARLSBAD, CA 92009 1635 Faraday Avenue I Carlsbad, CA 920081 760-602-27191 760-602-8558 fax I building@carlsbadca.gov (rccity of Carlsbad Print Date: 06/11/2019 Permit No: PREV2018-0308 1958 Kellogg Ave BLDG-Permit Revision 2120920100 $ 0.00 B/Fl/Si Job Address: Permit Type: Parcel No: Valuation: Occupancy Group # Dwelling Units: Bedrooms: Project Title: Description: Work Class: Commercial Permit Revi5 Status: Closed - Finaled Lot #: Applied: 12/18/2018 Reference #: Issued: 01/03/2019 Construction Type VB Permit 06/11/2019 Finaled: Bathrooms: Inspector: AKrog Orig. Plan Check #: CBC2018-0402 Final Plan Check#: Inspection: STEROGENE: REMOVAL OF TRUNCATED DOMES ON CURBS Applicant: CRB BUILDERS LLC 3207 Grey Hawk Ct, 150 Carlsbad, CA 92010-6651 314-997-1515 FEE AMOUNT BUILDING PLAN CHECK REVISION ADMIN FEE $35.00 MANUAL BUILDING PLAN CHECK FEE -- $131.25 Total Fees: $ 166.25 Total Payments To Date: $ 166.25 Balance Due: $0.00 / Building Division 1635 Faraday Avenue, Carlsbad CA 92008-7314 1 760-602-2700 1 760-602-8560 f I www.carlsbadca.gov 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 Plan Revision Numberi2('è*4. is o&ff Project Address / General Scope of Revision/Deferred Submittal: 4 71wc4/2',/'iéc a& 1i 4- f4,r((4Cc 04 CONTACT INFORMATION: Name '1fl"T C&A Phone _ 7J Fax Address 2e'-6--7! Hat 1ik_/5'city C,4e-• (5647 Zip 7 24700 Email Address ¼r -t1 Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1. Elements revised: ff Plans LI Calculations LI Soils LI Energy LI Other 2. Describe revisions in detail 3. List page(s) where each revision is shown (o(J(je(J ice je,- Ato - 10 V.'7 y v ' s (/t)O&LJ y C 'u - Id ~yx ~ --I-- S4ZC- C~~ A-7 if,&. 4. Does this revision, in any way, alter the exterior of the project? LI Yes a No Does this revision add ANY new floor area(s)? LI Yes Ea No Does this revision affect any fire related issues? LI Yes No Is thisa complete set? Yes LI No gvltf Signature_7f1472t Date ____________ 1635 Faraday Avenue; Carlsbad, CA 92008 Ph: 760-602-2719 f: 760-602-8558 Email: building@carlsbadca.gov www.carlsbadca.gov EsGil A SAFEbuI1tCompany DATE: 12/3112018 JURISDICTION: ('City -of Carlsbad 112 PLAN CHECK #.: CBC2018-0402 REV2(PREV2018-0308)_ PROJECT ADDRESS: 1958 Kellogg Ave. PROJECT NAME: STEROGENE BIOSEPARATIONS Revision U APPLICANT '..iURIS. 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. F-1 The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: EsGil staff did not advise the applicant that the plan check has been completed. EsGil staff did advise the applicant that the plan check has been completed. Person contacted: Date contacted: Telephone #: Email: Mail Telephone III REMARKS: Fax WPerson By: David Yao EsGil Enclosures: approved plan 12/20/18 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 City ofCarlsbad CBC2018-0402 REV2(PREV2018-0308) 12/31/2018 [DO NOT PAY - THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: City of Carlsbad PLAN CHECK #.: CBC2018-0402 REV2(PREV20 18-0308) PREPARED BY: David Yao DATE: 12/31/2018 BUILDING ADDRESS: 1958 Kellogg Ave. BUILDING OCCUPANCY: BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) revision Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code jcb IBY Ordinance I V Bldg. Permit Fee by Ordinance V Plan Check Fee by Ordinance Type of Review: P1 Complete Review I I I lI'25 I Cj Structural Only Repetitive Fee I!J Repeats * Based on hourly rate U Other Hourly 1 Hr. @ * EsGil Fee $105.00 I. $105.00l Comments: Sheet of i Carlsbad ty of Print Date: 06/11/2019 Permit No: PREV2018-0271 Job Address: 1958 Kellogg Ave Permit Type: BLDG-Permit Revision Work Class: Commercial Permit Revi5 Status: Closed - Finaled Parcel No: 2120920100 Lot #: Applied: 10/26/2018 Valuation: $0.00 Reference #: Issued: 11/08/2018 Occupancy Group: B/Fl/Si Construction Type VB Permit 06/11/2019 Finaled: # Dwelling Units: Bathrooms: Inspector: AKrog Bedrooms: Orig. Plan Check #: CBC2018-0402 Final Plan Check #: Inspection: Project Title: Description: STEROGENE: REMOVE MEZZ AND OFFICE BELOW MEZZ FROM SCOPE Applicant: CRB BUILDERS LLC 3207 Grey Hawk Ct, 150 Carlsbad, CA 92010-6651 314-997-1515 FEE AMOUNT BUILDING PLAN CHECK REVISION ADMIN FEE $35.00 FIRE Plan Review Per Hour - Office Hours $204.00 MANUAL BUILDING PLAN CHECK FEE $525.00 Total Fees: $ 764.00 Total Payments To Date: $764.00 Balance Due: $0.00 Building Division 1635 Faraday Avenue, Carlsbad CA 92008-7314 1 760-602-2700 1 760-602-8560 f I www.carlsbadca.gov (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 CBC20180402 Plan Revision Number PRJ2L - 0Z7 I Project Address 1958 KELLOGG AVE CARLSBAD, CA 92008 General Scope of Revision/Deferred Submittal: REMOVAL OF MEZZANINE AND OFFICE SPACE BELOW MEZZANINE FROM PROJECT SCOPE, ADD FLOOR DRAINS, CHANGE PANEL LOCATION CONTACT INFORMATION: Name ROB SWENSON Phone 831-600-6796 Fax Address 3207 GREY HAWK COURT SUITE 150 City_CARLSBAD Zip 92010 Email Address rob. swenson@crbusa. corn Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1 . Elements revised: ) Plans 0 Calculations 0 Soils 0 Energy 0 Other 2. Describe revisions in detail 3. List page(s) where each revision is shown SOUTH MEZZANINE AND 1ST FLOOR OFFICES REMOVED FROM PLANS MANY STRUCTURAL ASSOCIATED WITH MEZZANINE REMOVED FROM PLANS MANY MEP ASSOCIATED WITH MEZZANINE/OFFICES REMOVED FROM PLANS MANY FLOOR DRAINS ADDED TO ROOMS A136 AND A137 P10-1U-00 ELECTRICAL PANEL NPL-1 MOVED TO FACILITATE SCHEDULE E20-10-00 r- I Does this revision, in any way, alter the exterior of the project? 0 Yes LJ No Does this revision add ANY new floor area(s)? 0 Yes EINo Does this revision affect any fire related issues? 0 Yes No Is this a completept? Yes 0 No 19 , - Rw~ I 1635 Faraday Avenue, Carlsbad, CA 92008 Eh: 760-602-2719 f: 760-602-8558 Email: building@carlsbadca.gov www.carlsbadca.gov EsGil A SAFEbuiItCompany DATE: 11/6/2018 O APPLICANT U JURIS. JURISDICTION: City of Carlsbad PLANCHECK #.: CBC2018-0402.REV(PREV2018-0271) SET: I PROJECT ADDRESS: 1958 Kellogg Ave PROJECT NAME: Sterogene Bioseparations Revisions 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. E 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 a plicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: (by. Email: Mail Telephone Fax In erson LI REMARKS: By: David Yao Enclosures: approved plan EsGil 10/29/18 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 City of Carlsbad CBC2018-0402.REV(PREV2018-0271) 11/6/2018 [DO NOT PAY— THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: City of Carlsbad PLAN CHECK #.: CBC2018- 0402.REV(PREV20 18-0271) PREPARED BY: David Yao DATE: 11/6/2018 BUILDING ADDRESS: 1958 Kellogg Ave. BUILDING OCCUPANCY: BUILDING PORTION AREA (Sq. FL) Valuation Multiplier Reg. Mod. VALUE ($) revisions Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code 1cb IBY Ordinance Bldg. Permit Fee by Ordinance V Plan Check Fee by Ordinance I V Type of Review: Repetitive Fee Repeats * Based on hourly rate EJ Complete Review E Other 121 Hourly EsGil Fee Structural Only d4 Hrs.@* $105.00 I $420.00 I Comments: . Sheet of