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HomeMy WebLinkAbout1620 FARADAY AVE; ; CBC2019-0177; Permit(ity of Cdrlsbad Commercial Permit Print Date: 01/22/2020 Permit No: CBC2019-0177 Job Address: Permit Type: Parcel No: Valuation: Occupancy Group: # Dwelling Units: Bedrooms: Project Title Description: 1620 Faraday Ave BLDG-Commercial 2121302300 $1,314,093.54 Work Class: Tenant Improvement Lot #: Reference #: Construction Type: Status: Closed - Finaled Applied: 04/19/2019 Issued: 06/19/2019 Permit Finaled: Bathrooms: Inspector: PYork Orig. Plan Check #: Final Plan Check #: Inspection: 1/22/2020 11:45:45A RQC CORP HEADQUARTERS: 28,254 T.I. (OFFICE TO OFFICE ONLY - NO EXTERIOR WORK TO TAKE PLACE UNDER THIS PERMIT) Owner: DPR CONSTRUCTION 5010 Shoreham P1 SAN DIEGO, CA 92122 Contractor: RQCONSTRUCTION LLC 3194 Lionshead Ave Carlsbad, CA 92010-4701 760-631-7707 BUILDING PERMIT FEE ($2000+) $4,160.85 BUILDING PLAN CHECK FEE (BLDG) $2,912.60 ELECTRICAL BLDG COMMERCIAL NEW/ADDITION/REMODEL $1,510.00 FIRE A-2 & A-3 Occupancies - TI $628.00 GREEN BUILDING STANDARDS PLAN CHECK & INSPECTION $175.00 MECHANICAL BLDG COMMERCIAL NEW/ADDITION/REMODEL $178.00 PLUMBING BLDG COMMERCIAL NEW/ADDITION/REMODEL $304.00 SB1473 GREEN BUILDING STATE STANDARDS FEE $53.00 STRONG MOTION-COMMERCIAL $367.95 Total Fees: $10,289.40 Total Payments To Date: $10,289.40 Balance Due: $0.00 Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exaction." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitation has previously otherwise expired. 1635 Faraday Avenue, Carlsbad, CA 92008-7314 1 760-602-2700 1 760-602-8560 f I www.carlsbadca.gov COMMERCIAL (j )g 0177 CrCi Plan Checkty of BUILDING PERMIT Est. Value r/, i'46. s1 Carlsbad APPLICATION PC Deposit B-2 Date Job Address. t&Z0 Suite: APN: 2(2 - 130 - Tenant Name: 26? ZN L1L'. CT/Project #: Lot #: '(8 Occupancy: , O1CL Construction Type: Fire Sprinklersio Air Conditionlng: no BRIEF DESCRIPTION OFWORK: 1t4A$ç fMH1 cj 1Z-4 ( D Addition/New: New SF and Use, __New SF and Use, Deck SF, ________ Patio Cover SF (not including flatwork) Tenant Improvement: 2. Zc4fr SF, Existing UsecfCJ.- Proposed Use B tçic (b ________ SF, Existing Use Proposed Use D Pooljspa: SF Additional Gas or Electrical Features? C Modules? Mounted, Tilt: Yes / No, RMA: Yes / No, Panel Upgrade: Yes / No D Plumbing/Mechanical/Electrical Only: 0 Other: APPLICANT (PRIMARY) Name: ' Address: I City: C42t$(3AD State: CA Zip: 9ZCC Phone: Email: iOfcOv*UdOL4 DESIGN PROFESSIOIJAL Name: Address: lbzo r&tç City: 4L$4D State: G4 Zip: qzcce, Phone: 7&Z. 5'S 1841 Email: '9oe.( ctj rtdiov. Architect State License: PROPERTY OWNER Name: t- Cguyfloga Address: W10 SOMALIA 'L.C' City: 46 State.-CA Zip: qZ.tZ- Phone: 9M,5T7 .loic) Email: CONTRACTOR BUSINESS Name: V& 6tgucT1 Address: 67O A15'A% City: 4*45JöAO State-._12L Zip: I Phone: . ON 771 Email: Lc -cokrcw. -• State Ucense:¶7cS Bus. License: DAR I2164 ISec. 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/she is licensed pursuant to the provisions of the Contractor's License Law (Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code) or that he/she Is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500)). 1635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Email: Buildingcarlsbadca.gov B-2 Page 1 of 2 Rev. 06/18 (OPTION A ): WORKERS'COMPENSATION DECLARATION: I hearby affirm under penalty of perjury one of the following declarations: ci I have and will maintain a certificate of consent to self-insure for workers' compensation provided by Section 3700 of the Labor Code, for the performance of the work which this permit is Issued. have and will maintain worker's compensation, as required by Section 3700 of the Labor Code, forth pe or nc f thp y it f r w Ich his permit is Issued. My workers' compensationAnsurance carrier and policy number are: Insurance foivpany Name: IN Policy No. Wk1II) - ai)IIq -66 Expiration Date: q i O Certificate of Exemption: I certify that In the performance of the work for which this permit is Issued, I shall not employ any person in any manner so as to be come subject to the workers' compensation Laws of California. WARNING: Failure to secure workers compensation coverage Is unlawful, and shell subject an employer to criminal penalties and civil fines up to $100,000.00, In add Ion the to the,ost of compensation, damages as provided for in Section 3706 of the Labor Cods, Interest and attorney's fees. .. I I CONTRACTOR SIGNATURE: - Mb it'—l. I JP4 AGENT DATE: 'to Ili L-PP I (OPTION B): OWNER-BUILDER DECLARATION: I hereby affirm that! am exempt from Contractor's License Law for the following reason: cii, 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). 0 I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). 0 I am exempt under Section Business and Professions Code for this reason: I personally plan to provide the major labor and materials for construction of the proposed property improvement. Dyes 0 No I (have / have not) signed an application for a building permit for the proposed work. I have contracted with the following person (firm) to provide the proposed construction (include name address / phone I contractors' license number): I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name / address / phone / contractors' license number): S. I 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): OWNER SIGNATURE: EJAGENT DATE:___________ CONSTRUCTION LENDING AGENCY, IF ANY: I hereby affirm that there Is construction lending agency for the performance of the work this permit is issued (Sec. 3097 (i) Civil Code). Lender's Name: Lender's Address:___________________________________________ ONLY COMPLETE THE FOLLOWING SECTION FOR NON-RESIDENTIAL BUILDING PERMITS ONLY: Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? 0 Yes ,%No Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? ci Yes AO Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? 0 Yes IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. APPLICANT CERTIFICATION: I certify that I have read the application and state that the above information Is correct and that the information on the plans Is accurate. I agree to comply with all City ordinances and State laws relating to building construction. I hereby authorize representative of the City of Carlsbad to enter upon the above mentioned property for Inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY INCONSEQUENCE OF THE GRANTING OF THIS PERMfl.OSHA: An OSHA permit Is required for excavations over 54Y deep and demolition or construction of structures over 3 stories in height EXPIRATION: Every permit issued by the Building Official under the provisions of this Code shall expire by limitation and become null and void If the building or work authorized by such permit Is not commenced within 180 days from thç'tlate of sucI permit or if the building or work authorized by such permit Is suspended or abandoned at anytime after the work Is commenced fora period ojiZ04ys (Secon 106.4.4 *nlform Building Code). APPLICANT SIGNATURE: I DATE: cDt. I-V 1635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Email: BuildingcarIsbadca.gov B-2 Page 2 Of 2 Rev. 06/18 Permit Type: BLDG-Commercial Application Date: 04/19/2019 Owner: DPR CONSTRUCTION Work Class: Tenant Improvement Issue Date: 06/19/2019 Subdivision: CARLSBAD TCT#85-24 UNIT#05 Status: Closed - Finaled Expiration Date: 07/15/2020 Address: 1620 Faraday Ave Carlsbad, CA 92008-7313 IVR Number: 18520 Scheduled Actual Date Start Date Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency 12/10/19 Cancelled. Need LDE approval No for exterior TOM work. 1211712019 1211712019 BLDG-Final 114020-2019 Cancelled - Michael Collins Reinspection Complete Inspection Checklist Item COMMENTS Passed BLDG-Building Deficiency Cancelled per contractor . No BLDG-Building Deficiency 12/10/19 Cancelled. Need LDE approval No for exterior TOM work. 1212012019 12120/2019 BLDG-Final 114503-2019 Failed Michael Collins Reinspection Complete Inspection Checklist Item COMMENTS Passed BLDG-Building Deficiency 12/10/19 Cancelled. Need LDE approval . No for exterior TOM work. BLDG-Building Deficiency Cancelled per contractor No BLDG-Building Deficiency Multiple accessible discrepancies No 01/1712020 01/17/2020 BLDG-Final 116723-2020 Partial Pass Michael Collins Reinspection Incomplete Inspection Checklist Item COMMENTS Passed BLDG-Building Deficiency Multiple accessible discrepancies No BLDG-Building Deficiency 12/10/19 Cancelled. Need LDE approval No for exterior TDM work. BLDG-Building Deficiency Cancelled per contractor No BLDG-Building Deficiency 1/17/20, minor pick up, see card. Yes 0112212020 01/22/2020 BLDG-Final : 116923-2020 Passed Michael Collins Complete Inspection Checklist Item COMMENTS . Passed BLDG-Building Deficiency Cancelled per contractor No BLDG-Building Deficiency Received B52, B59, T-24, HVAC T&B Yes reports. BLDG-Building Deficiency 1117120, minor pick up, see card. . Yes BLDG-Building Deficiency 12/10/19 Cancelled. Need LDE approval No for exterior TDM work. BLDG-Building Deficiency Multiple accessible discrepancies No BLDG-Plumbing Final . Yes BLDG-Mechanical Final Yes BLDG-Electrical Final . . Yes January 22, 2020 . Page 0f6 Permit Type: BLDG-Commercial Application Date: 04/19/2019 Owner: DPR CONSTRUCTION Work Class: Tenant Improvement Issue Date: 06/19/2019 Subdivision: CARLSBAD TCT#85-24 UNIT#05 Status: Closed - Finaled Expiration Date: 07/15/2020 Address: 1620 Faraday Ave Carlsbad, CA 92008-7313 IVR Number: 18520 Scheduled Actual Start Date Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete Date Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-14 Yes Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout Yes BLDG-34 Rough Electrical Yes BLDG-44 Yes Rough-Ducts-Dampers 10125/2019 10/25I2019 BLDG-11 108767-2019 Passed Paul York , Complete FoundationiFtglPier s(Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-44 108768-2019 Passed Paul York Complete Rough!Ducts!Dampe rs Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 10/30I2019 10/30/2019 BLDG-Final 109279-2019 Partial Pass Tony Alvarado Reinspection Incomplete Inspection Checklist Item COMMENTS Passed BLDG-Building Deficiency No BLDG-Plumbing Final No BLDG-Mechanical Final No BLDG-Structural Final No BLDG-Electrical Final No BLDG-Fire Final 106127-2019 Passed Felix Salcedo Complete Checklist Item COMMENTS Passed FIRE- Building Final • Yes 11/06I2019 11/06/2019 BLDG-Final 110002-2019 Cancelled Paul York Reinspection Complete Inspection Checklist Item COMMENTS Passed BLDG-Building Deficiency No BLDG-Plumbing Final • • No BLDG-Mechanical Final No BLDG-Structural Final • No BLDG-Electrical Final No 12110/2019 12/10(2019 BLDG-Final 113142-2019 Cancelled Michael Collins Reinspection Complete Inspection January 22, 2020 • Page 50f6 Permit Type: BLDG-Commercial Application Dates 04/19/2019 Owner: DPR CONSTRUCTION Work Class: Tenant Improvement Issue Date: 06/19/2019 Subdivision: CARLSBAD TCT#85-24 UNIT#05 Status: Closed - Finaled Expiration Date: 07/15/2020 Address: 1620 Faraday Ave Carlsbad, CA 92008-7313 IVR Number: 18520 Scheduled Actual Date Start Date Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 10/11/2019 10/11/2019 BLDG-11 107377-2019 Failed Paul York Reinspection Complete FoundationlFtglPier s(Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency No BLDG-85 T-Bar, 107376-2019 Failed Paul York Reinspection Complete Ceiling Grids, Overhead Checklist Item COMMENTS Passed BLDG-Building Deficiency No BLDG-14 No Frame-steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout No BLDG-34 Rough Electrical No BLDG-44 No Rough-Ducts-Dampers 10/16/2019 10/1612019 BLDG-85T-Bar, 107739-2019 Partial Pass Paul York Reinspection Incomplete Ceiling Grids, Overhead Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-14 Yes Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout Yes BLDG-34 Rough Electrical Yes BLDG44 Yes Rough-Ducts-Dampers 10/21I2019 10/21/2019 BLDG-85 T-Bar, 108156-2019 Partial Pass Paul York Reinspection Incomplete Ceiling Grids, Overhead Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-14 Yes Frame-Steel-Bolting-Welding (Decks) BLbG-24 Rough-Topout Yes BLDG-34 Rough Electrical Yes BLDG-44. Yes Rough-Ducts-Dampers 10/23/2019 10/23/2019 BLDG-85 1-Bar, 108282-2019 Passed Luke Stomo Complete Ceiling Grids, Overhead January 22, 2020 Page 4of6 Permit Type: BLDG-Commercial Application Date: 04/19/2019 Owner: DPR CONSTRUCTION Work Class: Tenant Improvement Issue Date: 06/19/2019 Subdivision: CARLSBAD TCT#85-24 UNIT#05 Status: Closed - Finaled Expiration Date: 07/15/2020 Address: 1620 Faraday Ave Carlsbad, CA 92008-7313 lVR Number: 18520 Scheduled Actual Date Start Date Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete BLDG-34 Rough 102548-2019 Partial Pass Paul York Reinspection Incomplete Electrical Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 0813012019 08130/2019 BLDG-23 102700-2019 Passed Paul York Complete Gas/Test/Repairs Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-81 102701-2019 Partial Pass Paul York Reinspection Incomplete Underground Combo(11.12,21,31) Checklist Item COMMENTS Passed BLDG-Building Deficiency - No BLDG-il Foundation-Ftg-Piers No (Rebar) BLDG-12 Steel-Bond Beam No BLDG-21 No Underground-Underfloor Plumbing BLDG-31 No Underground-Conduit Wiring 09/1312019 09113/2019 BLDG-24 104085-2019 Partial Pass Paul York Reinspection Incomplete Rough!Topout Checklist Item COMMENTS - Passed BLDG-Building Deficiency Yes 09/1812019 09/18/2019 BLDG-14 104462-2019 Partial Pass Paul York Reinspection Incomplete Frame/Steel/Bolting! Welding (Decks) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-27 Shower 104463-2019 Partial Pass Paul York Reinspection Incomplete Pan/Tubs Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 09126/2019 09126/2019 BLDG-27 Shower 105465-2019 Passed Paul York Complete Pan/Tubs Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 10/04/2019 10/0412019 BLDG-21 106595-2019 Passed Paul York Complete Underground/Under? loor Plumbing January 22, 2020 -- Page 3 of 6 Permit Type: BLDG-Commercial Application Date: 04/19/2019 Owner: DPR CONSTRUCTION • Work Class: Tenant Improvement Issue Date: 06/19/2019 Subdivision: CARLSBAD TCT#85-24 UNIT#05 Status: Closed - Finaled Expiration Date: 07/15/2020 Address: 1620 Faraday Ave IVR Number: 18520 Carlsbad, CA 92008-7313 Actual Scheduled Start te Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete Date Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-34 Rough 099578-2019 Passed Paul York Complete Electrical Checklist Item COMMENTS Passed BLDG-Building Deficiency . Yes 08/09/2019 08/0912019 BLDG-11 100390-2019 Cancelled Paul York Reinspection Complete Foundation/Ftg/Pier s (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency . No BLDG-17 Interior 100391-2019 Partial Pass Paul York Reinspection Incomplete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency . Yes BLDG-24 100392-2019 Partial Pass Paul York Reinspection Incomplete Rough/Topout Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 08/16I2019 08/16/2019 BLDG-11 101122-2019 Passed Paul York Complete Foundation/Ftg/Pier s (Rebar) Checklist Item COMMENTS . Passed BLDG-Building Deficiency Yes BLDG-44 101123-2019 Passed. Paul York Complete RoughlDuctslDampe rs Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 08/23/2019 08/23/2019 BLDG-34 Rough 101863-2019 Passed Paul York Complete Electrical Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 08I29/2019 08/29/2019 BLDG-17 Interior 102547-2019 Partial Pass Paul York Reinspection Incomplete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency . Yes January 22, 2020 . Page 2of6 Permit Type: BLDG-Commercial Application Date: 04/19/2019 Owner: DPR CONSTRUCTION Work Class: Tenant Improvement Issue Date: 06/19/2019 Subdivision: CARLSBAD TCT#85-24 UNIT#05 Status: Closed - Finaled Expiration Date: 07/15/2020 Address: 1620 Faraday Ave Carlsbad, CA 92008-7313 IVR Number: 18520 Scheduled Actual Date Start Date Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete 06/28/2019 06/2812019 BLDG-21 096030-2019 Passed Paul York Complete LJnderground!Underf loor Plumbing Checklist Item COMMENTS .. Passed BLDG-Building Deficiency . Yes 07/02/2019 07/0212019 BLDG-34 Rough 096409-2019 Partial Pass Paul York Reinspection Incomplete Electrical Checklist Item COMMENTS . Passed BLDG-Building Deficiency No 07116/2019 07/16/2019 BLDG-31 097722-2019 Passed Michael Collins Complete UndergroundlCondu it - Wiring Checklist Item COMMENTS Passed BLDG-Building Deficiency Conduit only at Rm. Yes 101,106-108,117,131,140,146 07/18/2019 07/18/2019 BLDG-84 Rough 097912-2019. Partial Pass Michael Collins Reinspection Incomplete Combo(14,24,34,44) Checklist Item COMMENTS Passed BLDG-Building Deficiency 2nd floor walls only, except restrooms and Yes custodial closet. BLDG-14 Frame-Steel-Bolting-Welding (Decks) BLDG-34 Rough Electrical BLDG-44 Rough-Ducts-Dampers 07/26/2019 07126/2019 BLDG-14 098836-2019 Frame/Steel/Bolting! Welding (Decks) Prelim 2nd floor HVAC duct sealing only. Partial Pass Paul York Yes Yes Yes Reinspection Incomplete Checklist Item COMMENTS Passed BLDG-Building Deficiency No BLDG-17 Interior 098837-2019 Partial Pass Paul York Reinspection Incomplete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency No 0810212019 0810212019 BLDG-16 Insulation 099577.2019 Passed Paul York Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-24 099579-2019 Passed Paul York Complete Rough/Topout January 22, 2020 4 - Page I of 6 FIX f Carlsbad Development Services SPECIAL INSPECTION Building Division AGREEMENT RECEVED1635 Faraday Avenue B-45 760-602-2719 MAY 2 4 2019 www.carlsbadca.gov In accordance with Chapter 17 of the California Building Code the following thüit be'ómPlëtèdvhfl work being performed requires special inspection, structural observation and construction material testing. Project/Permit: &dO 1 0 11 Project Address:_f(,2O *W,642A( 4A!*-. TJJS SECTION MUST BE COMPLETED BY THE PROPERTY OWNERIAUTHORIZED AGENT. Please check if you are Owner-Builder . (If you checked as owner-builder you must also complete Section B of this agreement) Name: (Please print) LI64U4 i.. (First) (MI.) (Last) Mailing Address: (&,2 IP4' 4\4 -A qZbteN Phone: I am: UProperty Owner OProperty Owner's Agent of Record %\rchitect of Record DEngineer of Record State of California Registration Number: C_Z Expiration Date: _cz. I AGREEMENT: I, the undersigned, declare under penalty of perjury under the laws of the State of California, that I have read, understand, acknowledge apd prorpise to comply with the City of Carlsbad requirements for special inspections, structural observations, construction naterial testing and off-site fabrication of building components, as prescribed in the statement of special ins p.etions iit pr the ajproved plans and, as required by the California Building Code. Signature: Date: - CONTRACTOR'S STATEMENT OF RESPONSIBILITY (07 CBC, Ch 17, Section 1706). This section must be completed by the contractor / builder / owner-builder. Contractor's Company Name-, 46-0, ~I-A Please check If you are Owner-Builder 0 Name: (Please print) (Last) Mailing Email: Phone: 1&Oa ¶,725+1 State of California Contractor's License Number:_____________ Expiration Date: S . 3 2,0 I acknowledge and, am aware, of special requirements contained in the statement of special inspections noted on the approved plans; I acknowledge that control will be exercised to obtain conformance with the construction documents approved by the building official; I will have in-place procedures for exercising control within our (the contractor's) organization, for the method and frequency of reporting and the distribution of the reports; and I certify that I will have a cijalifued person within our (the contractor's) organization to exercise such control. I will nmvida a fi,Ial ian.Srt / latter in anmnIianea with CRC Section 17041.2 orior to renuaatina final B-45 Page 1 of 1 Rev. 08/11 Construction Testing & Engineering, Inc. CTIWIIV\(i 1441 Montiel Road, Suite 115 Escondido, CA 92026 (760) 746-4955 Fax:1760!i 746-9806 ____ - Sample Group # REPORT OF COMPRESSION TEST FOR CONCRETE 4X8 CYLINDERS 150573 Project Name Project Address Gen. Contractor Engineer Bldg Permit No Gov't Contract # Project No jO-j50571 ogy City Sub-Contractor Architect Plan File No -- Sample Group Data Report of Concrete 4X!v1inøi__. Measured Specified Placement Date 9/3012019 Slump (in.) 4 NIA Supplier/Plant CEMEX Air Temp (°F) 80 Mix Number/Descr 1577779/743LBSWFA Mix Temp (°F) 83 N/A Mix Design AQQQ__. psi Air Content (%) Specified Strength 400 __ psi Field Unit Wt (pcf) N/A N/A Specified Date 0f2019. Dry Unit Wt pd Truck No. 067280 Ticket #: 28643926 Age: 67 Mm. Samples Made By: James Jackson Cement Type N/A Set #: I Load #: i Date Rec'd in Lab 10/3/2019 Admixture N/A Specific Location SECOND STORY OF BUILDING, FLOOR FOR NORTH FACING CANOPY Special InstructionsIRemarks i@7 -3@28 - I 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 3A 10/7/2019 4.00 in 12.57 ire 49,620 lbs 3,947 psi 3,950 psi 5 28 3B 10128/2019 4.00 in 12.57 ma 70,690 lbs 5,624 psi 3 28 3C 10I28/2019 4.00 in 12.57 in 69,290 lbs 5,512 psi 3 28 30 110/28/201914.00 in 12.57 1n2 70,980 lbs 5,647 psi 5,590 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 lops, Checked by: Date: Reviewed by: _ bs_ Date: 10/31 /2019 Erik Campbell, Lab Manager cc: RQ Construction C1;E Inspection I Testing I Geotechnical I Environmental & Construction Engineering I Civil Engineering j Surveying INSPECTION REPORT PAGE OF CTE JOB NO. 10-1 5057 REPORT NO. PROJECT NAME RD Construction Headquarters INSPECTION MATERIAL IDENTIFICATION ADDRESS 1620 Faraday Ave D CONCRETE CONC. MIX NO. & lb/in2 Carlsbad, Ca 0 REINF. STEEL GROUT MIX NO. & lb/in2 ARCHITECT N/A 0 MASONRY MORTAR TYPE & lb/in2 ENGINEER N/A 0 P.T. CONCRETE REINF. STEEL GR./SIZE CONTRACTOR ROC Inc. 0 FIELD WELDING STRUCTURAL STEEL OTHER 0 SHOP WELDING HIGH-STRENGTH BOLT INSPECTION DATE 10/25-19 0 BATCH PLANT MASONRY BLOCK PLAN FILE/OTHER EXP. ANCHOR OTHER SIMPSON SET XP BLDG. PERMIT/OTHER j OTHER EPDXY ICC-ES ESR-2508, EXP 07/09-21 MATERIAL SAMPLING O CONCRETE 0 MORTAR 0 GROUT 0 FIREPROOFING 0 MASONRY BLOCK O REINFORCING STEEL fl STRUCTURAL STEEL IJ BOLTS 0 OTHER INSPECTIONS PERFORMED, MATERIAL IDENTIFICATION, PROGRESS, WORK REJECTED, REMARKS PLEASE NOTE ANY RE-INSPECTION, TESTING, OR OTHER PROJECT ISSUES. Arrived on site as requested. Holes needed to be rednlled and cleaned. Observed drilling, brushing, blowing, and installation of 4x #4 bottom rebar and 4x #5 rebar embedded 8' by the epoxy method using Simpson Set XP (ICC-ES ESR-2508, EXP 07/09-21) for the new to existing footing connection at the barbecue 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 D.J 1441 Montiel Road, Suite 115 1 Escondido, CA 92026 1 Ph (760) 746-4955 1 Fax (760) 746-9806 1 www.cte-inc.net Construction Testing & Engineering, Inc. C I T' ~~IN( E 1441 Montiel Road, Suite 115 Nlllllsg~~ Escondido, CA 92026 (760) 746-4955 Fax: (760 746-9806 Sample Group# REPORT OF COMPRESSOON TEST FOR CONCRETE 4 X 8 CYLINDERS 150573 Project Name RQConstructionNewHQ Project No 10-15057T Project Project Address LQ.ZO City Car!sbad Gen. Contractor RQ Construction Sub-Contractor Engineer ArchitectJ/___ Bldg Permit No Plan File No__ Gov't Contract # DSNOSHPD Sample Group Data Report of Concrete 4 X 8 C inders Measured Specified Placement Date 9/30/2019 Slump (in.) ,j N/A Supplier/Plant CEMEX Air Temp (°F) 80 N/A Mix NumberlDescr 1577779/743LBSWFA Mix Temp (°F) 83 N/A Mix Design 4000 psi Air Content (%) Specified Strength 4000 psi Field Unit Wt (pcf) N/A N/A Specified Date _.108019 DflJ Unit Wt pcf Truck No. 067280 Ticket #: 28643926 Age: 67 Mm. Samples Made By: James Jackson Cement Type N/A Set #: I Load #: I Date Rec'd in Lab 10/3/2019 Admixture N/A Specific Location SECOND STORY OF BUILDING, FLOOR FOR NORTH FACING CANOPY Special Instructions/Remarks i@7-3@28-1_Hold Compression Laboratory Data Sample Age Lab No. I Date Tested I Average Diameter * Cross Section Test Area Max Load Compressive Strength mdlv Average Fracture Type 7 3A I-4-0f7120191 4.00 in 1 12.57 in 49,620 lbs 3,947 psi 3,950 psi 5 Comments: Sampling and testing conducted in accordance with ASTM Standard designations: C31, C39, C78, C138, C143, C172, C231, C617, C1231 Average diameter in accordance with ASTM C39 Sections 6.2 and 6.3 A singular test result at a given age is rounded to the nearest 10 PSI Checked by: Date: . Reviewedby:I L_..AJ\...... Date:_,, Erik Campbell, Lab Manager cc: RQ Construction 00~ CtE INC 'v . Construction Testing & Engineering, Inc. Inspection I Testing J Geotechnical I Environmental & Construction Engineering I Civil Engineering I Surveying INSPECTION REPORT PAGE OF PROJECT NAME, RQ Construction New HQ ADDRESS 1620 Faraday, Carlsbad, CA GTE JOB NO. 10-150571 REPORT NO. INSPECTION MATERIAL IDENTIFICATION o CONCRETE CONC. MIX NO. & lb/in2 4000 o REINF. STEEL GROUT MIX NO. & tb/in2 o MASONRY MORTAR TYPE & lb/in 2 o P.T. CONCRETE REINF. STEEL GR./SIZE o FIELD WELDING STRUCTURAL STEEL o SHOP WELDING HIGH-STRENGTH BOLT o BATCH PLANT MASONRY BLOCK o EXP. ANCHOR OTHER o OTHER ARCHITECT ENGINEER CONTRACTOR RQ Construction OTHER INSPECTION DATE 9-30-19 PLAN FILE/OTHER BLDG. PERMIT/OTHER MATERIAL SAMPLING 171 CONCRETE 0 MORTAR 0 GROUT 0 FIREPROOFING 0 MASONRY BLOCK 0 REINFORCING STEEL 0 STRUCTURAL STEEL 0 BOLTS 0 OTHER INSPECTIONS PERFORMED, MATERIAL IDENTIFICATION, PROGRESS, WORK REJECTED, REMARKS PLEASE NOTE ANY RE-INSPECTION, TESTING, OR OTHER PROJECT ISSUES. I arrived on site as requested by client to perform concrete sampling for a 10 yard concrete pour at RQ construction headquarters in Carlsbad CA. Concrete pour is a second floor metal deck concrete topping for a canopy which is north facing. Concrete was supplied by Cemex and brought on site by a mobile rotary concrete truck. Concrete was tailgated into a concrete boom pump which proceeded to pump concrete to second floor canopy deck for placement. I performed a slump test, temperature test and cast five concrete cylinders. Slump test measured 4.5 and concrete temperature was 83F. Concrete cylinders were left in a secure location and are to be undisturbed for a minimum of 24 hours. After 24 hours a GTE representative will collect cylinders and transport them back to CTE labs were compression test will be performed I @7days, 3@28days and I to hold. GTE will return for more testing at a later date as client request. I Certification of Compliance: All work, unless otherwise noted, complies with applicable codes and the approved plans and specifications. I PRINTED NAME James Jackson 0I9It.IedbyJarne1Jadson DNcmescso,o-CTELAB5. James T Jackson Uad CERTIFICATION NO. 01629528 SIGNATURE -et -US Oat..2019.I00I_189-O7O 1441 Monte] Road, Suite 115 1 Escondido, CA 92026 1 Ph (760) 746-4955 1 Fax (760) 746-9806 1 www.cte-inc.net All CmrE Nllllilzi~~~ 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. 10-15057 REPORT NO. PROJECT NAME RQ construction new HQ INSPECTION MATERIAL IDENTIFICATION ADDRESS 1620 faraday 0 CONCRETE CONC. MIX NO. & lb/in2 Carlsbad, ca 0 REINF. STEEL GROUT MIX NO. & lb/in2 ARCHITECT ENGINEER CONTRACTOR RQ 0 FIELD WELDING STRUCTURAL STEEL OTHER 0 SHOP WELDING HIGH-STRENGTH BOLT INSPECTION DATE 24Sep2019 0 BATCH PLANT MASONRY BLOCK PLAN FILE/OTHER 0 EXP. ANCHOR OTHER BLDG. PERMIT/OTHER CBC2019-0177 1 OTHER Epoxy MATERIAL SAMPLING o CONCRETE 0 MORTAR 0 GROUT 0 FIREPROOFING 0 MASONRY BLOCK 0 REINFORCING STEEL 0 STRUCTURAL STEEL 0 BOLTS 0 OTHER INSPECTIONS PERFORMED, MATERIAL IDENTIFICATION, PROGRESS, WORK REJECTED, REMARKS PLEASE NOTE ANY RE-INSPECTION, TESTING, OR OTHER PROJECT ISSUES. Observed epoxy embedments to the existing structure for the canopy deck. All embedment depths exceeded requirements and all holes were clean at time of embedment. Epoxy used was Simpson Set XP, lot# 100003197, exp: 4/30/2021 and lot# 1000049076, exp: 6/11/2021. All work complies with the approved plans. Certification of Compliance: All work, unless otherwise noted, complies with applicable codes and the approved plans and specifications. I MASONRY MORTAR TYPE & Win fl P.T. CONCRETE REINF. STEEL GR./SIZE 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 TE INC /1 Construction Testing & Engineering, inc. Inspection I Testing I Geotechnical I Environmental & Construction Engineering I Civil Engineenng I Surveying INSPECTION REPORT PAGE 1 OF 1 OlE JOB NO. 10-15057T REPORT NO. PROJECT NAME RQ Construction new HO ADDRESS 1620 Faraday Ave INSPECTION MATERIAL IDENTIFICATION O CONCRETE CONC. MIX NO. & Ib1in7 o REINF. STEEL GROUT MIX NO. & lb/in2 - o MASONRY MORTAR TYPE & lb/in2 o P.T. CONCRETE REINF. STEEL GR.ISIZE C3 FIELD WELDING STRUCTURAL STEEL O SHOP WELDING HIGH-STRENGTH BOLT D BATCH PLANT MASONRY BLOCK 12] EXP, ANCHOR OTHER o OTHER Simpson XP ARCHITECT ROC ENGINEER SMR CONTRACTOR RCQ OTHER INSPECTION DATE 7-16-2019 PLAN FILE/OTHER BLDG. PERMIT/OTHER C8C2019-0177 MATERIAL SAMPLING 12 CONCRETE 12 MORTAR 0 GROUT 0 FIREPROOFING 0 MASONRY BLOCK 0 REINFORCING STEEL 0 STRUCTURAL STEEL El BOLTS El OTHER INSPECTIONS PERFORMED MATERIAL IDENTIFICATION, PROGRESS, WORK REJECTED, REMARKS PLEASE NOTE ANY RE4NSPECTION, TESTING, OR OTHER PROJECT ISSUES. Weather clear 80's! Location SOG electrical and plumbing repair (trenches)! Details ESR 2508 page S-0, Adhesive anchor notes S,2, engineers correspondence! Observed preparation and placement of anchors at SOC trench repair as per ESR 2508 , and details using Simpson XP epoxy, all expiration dates valid I Dowels into SOC complete/< end> Certification of Compliance: All work, unless otherwise noted, complies with applicable codes and the approved plans and specifications. PRINTED NAME Mike Kingery CERTIFICATION NO. ICC 5258871! SD100I 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 Fomi 1112018 M&csmaI Seed= sA- 86. ntad. Luxembourg 4221 ESCH.s'.-ALZErm AilciMItIoIfi.k &Pl8dgngo 86o do BSJ*I ArtocMIftiI e1v& &DLff.rdan 40, me di L12iinbofl 1.4009 Eedi(AkMi. Abft AmObOMM 1,4 De5vezy note mwbsr535453*em lOclmber2Dls Yormfoiunce: RQiIo Ac&oiIfltta1 Intemat. America LW JOHANNES$EN1BADINGCO. I South boarborn Sheet/13th Floor CHICAGO IL 60803 mrM M82.MIKASTZGR50 FHIIS GRAIN CJucaN .LED USA fad tflnota ace. IaMIMAS Ord.ltani Product t.s05i WeIl*t Rsmlsw Watht Bond. Barn 000005 W14XSX22 8*' 12252mt W35OX13QX3I,9 18288mm 50517 1,3mt 2 60519 18,048mb 50 Reatnr Ksatsnilyd.(%) Ic c sL a 34 at v wo no Ti ctv 0,50 0,20 JilT 0,32 3,60 0,035 8,045 0,40 0.50 0,49 0,35 0,3.50 0,050 0,150 0.45 09190 6853.2 0.03 0,90 0,022 0,028 0,17 0,009 0,38 0.3.0 0,30 0,002 0,0Z4 0,030 0.003. 0,30 0,02 0,021 40519 0,09 8,09 0,021 0,524 0,13 0,010 0.44 0,11 0,11 0,001 0,021 8,050 0,003. 0,31 0,02 0,827 I4utnr _ Mat ________ 923. 363 300 xg MA ii. ( iu KL* 50.000 15.000 10,00 um 55,000 3344 SO C BL'3{Ea)_02c 1053.7 59.144 93.500 24,3.9 0,40 I!U IUII1 1 jjlj~jjj 10517 58.725 '13.225 24,42 0,00 I I UI FCO 12707 60519 50.290 72.370 23.80 0,13 00339 50.070 74.095 24,04 0,73 MabiI nnddind msrni6ued*t WXEP88WRG IloctarRobeilo Poileurde $lOnabite cpale NO3IorCrm ssa. - CL do Luxunibsw rcSMMtts1 &v& & DIffePIn. AmdMAMd 4021 ESGH4*JL2ETT sknedoLummibmg W= EgdkVlmft JIM Bs&&OiIdang. SksdoB1k CertIficate NrX3791104 Ourm.Eb: 1100025999 Arc&oiMltlal Internal. lout 13s,tmou: 3.0120 33.55200 ATherica, LIC JOHN4NESS59TRAWNGC. I South De8Tborn Streell131h Floor CHICAGO IL 60603 USA ASTU ASSI. flNEGRNN BIUCDN%QU.ED. Mimi nit. ot c.sWls MC IOA3TMA6 Ciditni, P10*4 Ls5th Wsbt Host iv Wi1bt Bond, Mm 550010 WIBXOXOS 60' 2&024mt W405XISOXSZ 10211550 00107 1U55u* 15 Spill 1,5511111 0 Had or II$tnd$iul%) c AM p 5 Ci V en Xi Cr V Ma No CM so tug 0,10 0,20 sm 0,23 5,50 01035 0,045 0140 can 0,45 0.33 0,110 0,055 0,330 0,43 0,150 0,04 0.03 0.020 0.031 4,10 0,010 0.30 0.15 5,14 0,003 0,033 0,030 0,30 0,00 0.055 mOO 0,00 0.93 0.024 0,050 047 0,010 0.0 0,14 0,35 0.002 0,025 0,020 0,22 0,00 0,027 Host or Tsu&2s tit 552 055 aDD m we 051 U.4%1 i/U ItIs 30.000 13.000 11.00 U. 50.000 0.05 10117 51.115 73.050 24.77 o,,s r 53334 ELGE_02 49107 51.195 72.175 35,02 0,10 ' I HI 19 49190 57.100 72.100 34,10 0.73 RX 1707 10151 51,710 73.225 24,41 0.79 Matadthimlod .idins.dInUJX05250tJR9 I5,dtuRob.flo Pcflswmbrn$ddo I CONSTRUCTION TESTING & ENGINEERING INC ci IfU. I cT2JCiHP P1JCt1€SIfi I VE?! I INSPECTION REPORT PAGE 1 OF - CTE JOB # 10-150577 REPORT* INSPECTION MATERIAL IDENTIFICATION {) CONCRETE CONC. MIX*JPSI ( MASONRY GROUT VIXAVSI P.T. CONC. POR TAR TrrtP9' ) FIELD WD RCDAR c.1Afl SHOP WELDING STR. STE1 ,) RILE DRIVING H.S. BOLT (} BATCH PLANT MZ. SLOCK () SW. ANCHOR Ei.ECCt () OTHER - 'ROJECT NAME: ROC new HQ ¼DSS: 120 FrdJ isg, C. RC IiITFCT. NGINEIR: HujM ?4uy ONTRACTOR: RQC NSPECTION DATE: Ju'y i9. 219 LAN FILE: LDG PERMIT' C3C2019-0(*0 )ThER Material Sam pIb 0 CONCRETE () MORTAR C) GROUT () flREFR0051NG C) MASONRY BLOCK I REBAR () SIR.UcTURAL STEEL BOLTS NSP PERFORMED, JOB PROBLEM, MATERIAL IDENTIFICATION, PROGRESS, WORK REJECTED, REMARKS Arrive on silo at 8:005rn ES requested ) Obseva and verij the dLivery and piacing of 12 cubic yards of 400Ôps:i. 1 hard rock concrete. foi the crstruction of (9) utiIty trenches at various Iac2tions of the ground floor level, Supplied by hanson, mix design 4032600. placedf by Al concrete Pumping trailler pump., hand 5;ted and finished. 3) Concrete sampling and tesling was pecfcrrned, loot of (5) 4"X 8' cylinders were east fQr compreswe strength Tsting. A S W slump was obsvad with the K-slump, a 6 slump was observed. with the slump cone. To the best of my knowledge the work obsen ed ws in ge eraloompliance with the approved plans. spefeaLions, and all applicable workmanship prvisiorEs of the California Building Code. Concrete construction is on, going ertification of Corn pliance MI work, uiIass otherwise rioted, complies with the approved plans and specifications and he unlfami buiIdinc code.. 4AME; (PRINT) Matthew Jack sot SIGNATURE: ERTIF1CAT1ON NO: R6kQ81 City of SD 1031 -- CONSTRUCTION TESTING & ENG1NEERLNG_,1NC- Efl1 I iCP1L 'flRM[i. I CT1IJUC SPCiIC 1$Il I 5URVV 1 INSPECTION REPORT PAGE I OF - CTE JOB U LO-5Tl ROJEGT NAME RC rew HQ 'DO RES: 1620 Faray rIsIat1. C. CH ITECI: ENGlNER: tlunSLM NgUyErL REPORT # INSPECTION MATERIAL IDENTIFICATION (} CONCRETE -3NC, Mx*PI C) MASONRY GROW MIX#1PSI () PT.CONC. MORTAR ()FIELD WELD REEAR GRACE ONTRACTOR. BQC () SHOP WELDING STR. STF'!L NSPECTIOI4 DATE.- JiLyJ6. 209 () PILE DRMNG K& BOLT LAN FILE,. () BATCH PLANT MAS. BLOCK LDG PERMIT: CK22019-_0080 EXP. ANCHOR ELECTR00 )TlFR: C13Ci'I (K) OTHER qVi Material Sam ptpg () CONCRETE () MORTAR ( GROUT () FIREPROOFING () MASONRY BLOCK (:1 REBAR () STRUCTURAL STEEL () BOLTS 114SF. PERFORMED, JOS PROBLEM, MATERIAL IDENflFICATlOt4, PROGRESS, WORK REJECTED, REMARKS Arrive -on site at I t 00am as reque51d ReviGw the approved plans, specific one, and mill ceit øf the anchors being instalLed. Observe the cleaning of 7/8" diamt holes -drilled into an esting coiceto holing -w a. depth of 15' rninjm. Observe tha epoxyplacing of (i)%1 diametr F1554 grade 36, all thread for futur %1 colurn plate anchor iipsQn AT XP high strength epoxy for fasting into concrete, # ATXPIO 1000039053, exp. 5Ô useIn general oompIianc with ICC ESR 2508 srtlftcaion of Compliance: All work1 unless othGrwise noted, complies with the approid plan 'and peel no and he uniform building code. IAME (PRINT) Matthew Jackson $I6NATURE ERTlFlCATioN NO 529081 Ciiy Qf SD 1031 Sales Order No:04 6194 MILL CERTIFICATE Customer 1PmuSTRIL METAL SUPPLY 5Ø3 THIN TURING WAS SIANtimcrunro IN THE U.S.A. 1 Specification :A500B/C-1B Article 11735-S.D. Date: 06/18/19 t1 SEARIWifi L!gJ INDUSTRIES es S I Z e I Quantity I chlccøn(LaieAisis) I Tensile Test I (Heat No.) (Date Produced) I Number . CP l S Si I Ci l cII , I (%) Thid lbnslle Elmgalianf ofPieces ~-alculaledtr (%) l) (%) I (%) I (%) l) () rico1XIM11j Strength i Strength (%) kzl9htPern.j tIOO( e1t1 irlDO (-) J ç. SQ X .158 X HR 20' 9 14.530 6 79 13 5 10 0 0 0 0 0 66000 69000 25 P71054 04/17/19 SO X 250 X HR 20' 6 19.020 6 76 10 7 17 0 0 0 0 0 66000 70000 20 P75759 -06a9 3" SQ. X .250 X HR 20' 9 15.620 4 81 15 4 12 0 0 0 0 0 62000 66000 28 J74621 05/21/19 I SQ X .250 X HR 20' 16 12.210 5 73 10 4 12 0 0 Q 0 0 67000 68000 29 P75358 03/23/19 3 SO X .120 X HR 20' 36 4.570 6 77 11 3 14 0 0 0 0 0 61000 69000 23 982863 04/24/19 54894 SQT6005 III IIIllIlIIIIIIlIIIIft1 HIM p75759 P00 11735 SEARING INDUSTRIES, INC. We hereby certify that the material described herein conforms fully to the said specification. Unless noted this tubing does not meet the melted and manufactured specification for MADE. IN AMERICA J. Vt'irntna: Cancerand Reproductive Harm wwwp55warn1ngs.ca gay SUarRedr,ucz.QuyAw..ir, Construction Testing & Engineering, Inc CT 1441 Montiel Road, Suite 115 'tt~IN('*Escondido, CA 92026 (760) 746-4955 Fax:(760) 746-9806 Sample Group IF REPORT OF COMPRESSION TEST FOR CONCRETE 4 X 8 CYLINDERS 150572 Project Name Project No 10 15057T Project Address 1620 Faraday City Isbad Gen. Contractor RQconstructjon Sub-Contractor Engineer Architect N/A Bldg Permit No Plan File No ____ Gov't Contract # DSAIOSHPD Sample Group Data Report of Concrete 4 X 8 QyJjs Measured Specified Placement Date 820/019_ _. Slump (in.) 5 N/A Supplier/Plant Robertsons Air Temp (°F) 76 Mix Number/Descr RS300P4I/3/8" Mix Temp (°F) g N/A Mix Design Q0Q_. psi Air Content (%) N!eL_.._ NJ... Specified Strength 3000 psi Field Unit Wt PCF N/A N/A Specified Date Dry Unit Wt PCF Truck No. 1312 Ticket #: 4245730 Age: 50 Mm. Samples Made By: John Norby Cement Type uN Set #: 1 Load #: I Date Recd in Lab 8/23/2019 Admixture N/A Specific Location FTG AT REAR ENTRANCE Special Instructions/Remarks i@7-3@28 -1Hold - Compression Laboratory Data Sample Age Lab No. Date Tested I Average Diameter * Cross Section Test Area Max Load Compressive Strength lndiv Average ** Fracture Type 7 2A 8/27/2019 1 4.00 In 12.57 j2 45,640 lbs 1 3,631 psi 3,630 psi 5 Comments: Sampling and testing conducted in accordance with ASTM Standard designations: C31, C39, C78, C138, C143, C172, C231, C617, C1231 *Average diameter in accordance with ASTM C39 Sections 6.2 and 6.3 'A singular test result at a given age Is rounded to the nearest 10 PSI Checked by: Date: Reviewed by: Date: Erik Campbell, Lab Manager cc: RQ Construction 9 %~ Construction Testing & Engineering, Inc. Inspection J Testing I Geotechnical I Environmental & Construction Engineering I Civil Engineering I Surveying Project Set-Up Information Project No. FE-DY Date 7116/19 Survey 0 Civil 0 Project Author Laurie Johnson Environmental 0 Inspection Proposal No. W19202 Geotechnical 0 Laboratory 0 Project Name RQ Construction New HQ Epoxy Inspection Site Phone Address 1620 Faraday Site Fax City Carlsbad State CA Prevailing Wage 0 Yes 0 No 0 Fed 0 State 0 Local *If yes & State *DlR Project ID# Site Contact Bill Brooks Phone 760-978-7095 Email bbrooksrqconstruction.com Bldg Permit No. Plan File No. Signed Proposal 0 Signed Contract 0 Owner Address City Carlsbad State CA Zip: Contact Bill Brooks Fax Client Billing Same as above Address City State Zip Contact Fax Phone Email Contractor Name, Address, Phone, Email Other Name, Address, Phone, Email Job Description: Agreed Rates: Epoxy Inspection $65 per hour Epoxy Inspection at new headquarters building. Schedule Sr. Engineer (if required) $ 140 per hour Epoxy inspection for Monday 7/15 or Tuesday 7/16, Late Cancellation / show up time $65 per hour As schedule allows. Contract Amount: Time and Materials Four hour minimums may apply * Increase Field Rates by 30% for Prevailing Wage This Agreement is between Construction Testing & Engineering, Inc. (CTE) and (Client) as requested by (Print Name) It is agreed that the above work is to be performed for my/our account and I/we will be billed on a time and materials basis at the agreed rates as said work progresses, unless exception is shown in writing on the following line. The Client agrees to the Terms and Condjons as attached. Acce ted d d t Date 7-/S-- 19 Print Name W, 140M 8)u4lcJ Signature Company Name: ?& t' ______ 7—";V Phone No. (If not provided above): _________________________________ _________ 0 1441 Montiel Road, Suite 115 1 Escondido, CA 92026 I Ph(760)7464955 I Fax(760)746-9806 I www.cte-inc.net CTE INC NlllllziEi~ / Construction Testing & Engineering, Inc. Inspection (Testing I Geotechnical I Environmental & Construction Engineering I Civil Engineering I Surveying INSPECTION REPORT PAGE 1 OF1 CTE JOB NO. 10-15057T REPORT NO. PROJECT NAME RO Construction new HQ ADDRESS 1620 Faraday Ave ARCHITECT ROC ENGINEER SMR CONTRACTOR RCQ OTHER INSPECTION DATE 7-15-2019 PLAN FILE/OTHER BLDG. PERMIT/OTHER CBC2019-0177 INSPECTION MATERIAL IDENTIFICATION o CONCRETE CONC. MIX NO. & Ibin2 o REINF. STEEL GROUT MIX NO. & lb/in2 LI MASONRY MORTAR TYPE & lb/in2 O P.T. CONCRETE REINF. STEEL GR./SIZE o FIELD WELDING STRUCTURAL STEEL o SHOP WELDING HIGH-STRENGTH BOLT o BATCH PLANT MASONRY BLOCK 1Z1 EXP. ANCHOR OTHER O OTHER Simpson XP MATERIAL SAMPLING D CONCRETE 0 MORTAR 0 GROUT 0 FIREPROOFING D 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 80s/ Location SOG electrical and plumbing repair (trenches) / Details ESR 2508 page S-03, Adhesive anchor notes S,2, engineers correspondence! Observed preparation and placement of anchors at SOG trench repair as per ESR 2508 and details using Simpson XP epoxy, all expiration dates valid / work is ongoing! Checked in with City of Carlsbad this job! < end> Certification of Compliance: All work, unless otherwise noted, complies with applicable codes and the approve plans and specifications. I PRINTED NAME Mike Kingery CERTIFICATION NO. ICC 5258871! SD1001 SIGNATURE 1441 Montiel Road, Suite 115 1 Escondido, CA 92026 I Ph(760)746-4965 I Fax(760)746-9806 I www.cte-inc.net Form 11/2018 CIE INC Nllllzz~~ Construction Testing & Engineering, Inc. Inspection I Testing I Geotectrnical I Environmental & Construction Engineenng I Civil Engineering I Surveying INSPECTION REPORT PAGE OF1 CTE JOB NO. 10-15-57 REPORT NO. PROJECT NAME RQ construction new HQ INSPECTION MATERIAL IDENTIFICATION ADDRESS 1620 faraday 0 CONCRETE CONC. MIX NO. & lb/in2 Carlsbad, ca 0 REINF. STEEL GROUT MIX NO. & lb/in2 ARCHITECT 0 MASONRY MORTAR TYPE & Win ENGINEER 0 P.T. CONCRETE REINF. STEEL GR./SIZE CONTRACTOR RQ 0 FIELD WELDING STRUCTURAL STEEL OTHER 0 SHOP WELDING HIGH-STRENGTH BOLT INSPECTION DATE 02Aug2019 0 BATCH PLANT MASONRY BLOCK PLAN FILE/OTHER 0 EXP. ANCHOR OTHER BLDG. PERMIT/OTHER CBC2019-0177 I OTHER Epoxy MATERIAL SAMPLING 0 CONCRETE IJ MORTAR 0 GROUT [].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. Observed epoxy embedments for the outside deck footings. Epoxy used Simpson Set AT-XP, lot# 1000043786, exp:6/18/2020. All embedment depths met or exceeded requirements and all holes were clean at time of embedment. All work complies with the approved plans. Arrived on the job site at 1200hrs Departed the job site at 1600hrs 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 I Fax(760)746-9806 I www.cte-inc.net MTR II Certification 3w6 0 ,O!tIs Kin 1928) TRUC 926) ENTAL ING / CONSTRUCTION INSPECT/ON AND TESTING I INsPEcj. REp IDRr ' PAGE 1 kRMC.r / CrE JB # Rep NG CONCRE ONT MArERAL IDENT,FICA TI0' () CONC MIxiips, NSPE LAN DI47 jul () COIJ °OUTM,xJ,psI 3LDG F ELjj WELD 10R7AR 7-'p81 )THER1 4Q19Q80 SHOP WEE. PIL E DRIWNG S o () CHPN H.S. BOLT () R () MORTAR (X) ANCH ER MASOR BLOCK Arrive 0 EeL re I, Jill leter ho/, into'sin Ees Jec D,PYREMARKS 70 rnAinimur". CO! of , Uflj base pIte ancho ris- 5/20/2020 us..4ci C T E ~jk(: In— PROJECT NAME RQ Construct *--- - ADDRESS 1620 Faraday Ave ARCHITECT ROC ENGINEER SMR CONTRACTOR RCQ OTHER INSPECTION DATE 7-16-201 PLAN FILE/OTHER BLDG, PERMIT/OTHER CBC - -- - ---•----- 0 CONCRETE Cl 0 REINFORCING STEEL. INSPECTIONS PEJw I PLEAS Weather clear 80's/ Location engineers correspondence! Obs- Simpson XP epoxy, all expiratio. : -- - Certification of Compliance: PRINTED NAME Mike -- -- - IN CERTIFICATION NO. 1441 Montiel Road, Suit- Form 11/2018 Construction Testing & Engineering, Inc. Inspection I Testing I Geotectinical I Environmental & Construction Engineering f CM Engineering I Surveying PROJECT NAME RQ Construction new HQ ADDRESS 1620 Faraday Ave INSPECTION REPORT PAGE 1 OF 1 GTE JOB NO. 10-15057T REPORT NO. INSPECTION MATERIAL IDENTIFICATION C1 CONCRETE CONC. MIX NO. & lbn2 O REINF. STEEL GROUT MIX NO. & Win O MASONRY MORTAR TYPE & Ib1in2 o P.T. CONCRETE REINF. STEEL GR./SIZE O FIELD WELDING STRUCTURAL STEEL C] SHOP WELDING HIGH-STRENGTH BOLT o BATCH PLANT MASONRY BLOCK jl EXP. ANCHOR OTHER o OTHER Simpson XP ARCHITECT RQC ENGINEER SMR CONTRACTOR RCQ OTHER INSPECTION DATE 7-15-2019 PLAN FILE/OTHER BLDG. PERMIT/OTHER CBC2019-0177 MATERIAL SAMPLING CONCRETE 0 MORTAR El GROUT 0 FIREPROOFING 0 MASONRY BLOCK El REINFORCING STEEL El STRUCTURAL STEEL 0 BOLTS El OTHER INSPECTIONS PERFORMED, MATERIAL IDENTIFICATION, PROGRESS, WORK REJECTED, REMARKS PLEASE NOTE ANY RE-INSPECTION, TESTING, OR OTHER PROJECT ISSUES. Weather clear 80's! Location SOG electrical and plumbing repair (trenches) I Details ESR 2508 page S-OS, Adhesive anchor notes 8,2, engineers correspondence! Observed preparation and placement of anchors at SOG trench repair as per ESR 2508, and details using Simpson XP epoxy, all expiration dates valid / work is ongoing/ Checked in with City of Carlsbad this job/ < end> I Certification of Compliance: All work, unless otherwise noted, complies with applicable codes and the approreplans and specifications. PRINTED NAME Mike Kingery CERTIFICATION NO. ICC 5258871/ SD1001 SIGNATURE 1441 Montiel Road, Suite 115 1 Escondido, CA 92026 I Ph(760)746-4955 I Fax(760)746-9806 I www.cte.4nc.net Form 11/2018 Tuln 550 STMEL lmminapmncOISPCIS*IIQN fflhml044 L*M55-96I1 6F.No.95sc.1,3lang-saERd,Tapd al,10441.ral.an Tg.82.25512200 Fa+386-2-2562 6620 Miaoliwotlis No.22,Pingdinq. Ethu7IU,e. ShuTowsuNpMlao0camiv3oa4A Taiwan Mi r. 9fthASTM A992 I often DATEOFISSUE j sep. 17,2018 IWIlISISIIccATENO JOLIANNESSEN TRADING CO. Sep. 16, 2018 CUSTOMEII 4' SHIPPING DATE II.Is . CONTRACTNG. US1807 (ORDER NO.H21222) COMMDOI1V WIDE FLANGEBEAMS PIIOECTNO. US-LA-L-242 Villa: TOTAL WEIGHT 328,O21 (kg) ASTM A992-1I. Us (Z 12 110 A 5TANDARO _____________ I IIUPJDL5(55ECES) US REMARKS I 1a-.9107 ma -jpaooucr DIMENSIONS II WI 551.65555 MK)W'IICAL pp.psy Ib4PJ510 CHEMICAL COMPOSITION (1k) TYPE:L SIN WI I an rsus ISlIWI (PU' 551K1b 511531C40539 (*640 WOGIII flEarNa valp UNSIE I. VA V I.EP4G1H paesr SIP.ENGIN hia, C SI Mn P S Cu NI Cr Ma V KIDSn N Cay 14* uorA1cs, x a . . NoUfpc.4)kq too 100 1w X00C00I00C lEST Milk 345 450 15.0 50 Meg. 450 II 23 40 190 35 45 40 45 55 150 150 50 20 15 400 W 260*3.0.25* 57.0 35.10 N74511 7475 425 522 24.0 60 13 30 104 23 4 24 9 11 22 30 U 11 14 303 DC 571 415 518 25.3 50 -.. W liDs 6.50.4440 40.00 10.349 1474565 20345 405 505 V.4 ID 13 21 89 31 2 23 5 8 20 14 13 LI U 310 02 (14) UI) 410, 514 214 05 W 3*0* lIDs 55.0 60.00 7,502 H72351 7505 350 101 27.2 78 13 23 Ui 13 13 14 5 0 34 15 10 30 10 393 02 III (5) 372 496 25.3 75 W 150*23.50*540 50.00 31.071 MO 395 532 20.5 74 16 24 301 35 5 20 7 5 15 54 2 9 11 313 02 • (2) 931 429 546 243 71 146310L 7026 403 534 244 75 15 21 101 13 70 17 6 5 12 32 2 U 34 302 02 1 (3) 416 531 24.4 79 H70927 7926 387 530 25.6 75 25 23 343 33 5 19 7 1 S 15 24 1 23 *0 396 at 403 536 230 75 NSIamlu$55ul. *II*IlSI- IWV65ZV QUAUTY CONTROL MANAGER eman6ed. e,a,hpctegtal data and thecailirinded mak,lal 1541 sep04 are IhwaimelnoaIilt 231355*68214*6. 701323131J13 . awia*• I I Wrhyces(2ylliatUamlatiarsthdew*lbedbu bean lniftiadnZed1a eua,daaig. I j,J3 vt with Uip*tnndidsandep.dIkaIIon ipidlind byu and Owl K wlkreaUwiespwanlani I 19flWWJ4Ifl*] The Impw* Iea*v.usswIth widailluc ala W. *111* 50 4115g 2U' WWIf.i55'J'SI • Thlaguullcal. ilftwWWwlihuutth,sl*al watalTuwjHosltwi CIVIL 5339 zz_SO_C eu3(Ea)_02s Ill IIIIIIIIIIIH19'II'JI (41.IW III till P08 12707 () CONCRETE CONC. MIX#!PSI () MASONRY GROUT MIX#/PSI () P.T. CONC. MORTAR TYPE/PSI () FIELD WELD REBAR GRADE DDRESS: 1620 Faraday arIsbad. Ca. RCHITECT: ENGINEER: Hung M Nguyen CONSTRUCTION TESTING & ENGINEERING INC CIVIL ENGINEERING I GEOTECIINICAL I ENVIRONMENTAL I CONSTRUCTION INSPECTION AND TESTING I SURVETIN I INSPECTION REPORT PAGE 1 OF - CTEJOB# 10-150571 REPORT# 'ROJECT NAME RQC new HQ INSPECTION MATERIAL IDENTIFICATION ONTRACTOR: RQC NSPECTION DATE: July 18. 2019 'LAN FILE: 3LDG PERMIT: CBC20I9-0080 )THER: c1k20It OC,, 0 CONCRETE () MORTAR () () SHOP WELDING STR. STEEL () PILE DRIVING H.S.BOLT () BATCH PLANT MAS. BLOCK () EXP. ANCHOR ELECTRODE (X) OTHER Epoxy anchors Material Sampling GROUT () FIREPROOFING () MASONRY BLOCK () REBAR () STRUCTURAL STEEL () BOLTS INSP. PERFORMED, JOB PROBLEM, MATERIAL IDENTIFICA T I O N , P R O G R E S S , W O R K R E J E C T E D , R E M A R K S Arrive on site at 11:00am as requested ) Review the approved plans, specifications, and mill cert of the anchors being installed. ) Observe the cleaning of 718" diarieter holes drilled into an existing concrete footing to a dept h o f 1 5 " minimum. ) Observe the epoxy placing of (15) 3/4" diameter F1554 grade 36, all thread for future V4" column bas e p l a t e a n c h o r s . Simpson AT XP high strength epoxy orfasting into concrete, # A T X P 1 0 1 0 0 0 0 3 9 0 8 3 , e x p . 5 / 2 0 / 2 0 2 0 u s e d i n general compliance with ICC ESR 2508 tification of Compliance: All work, *unless otherwise noted, complie(with the approved plans and specificaUons and uniform building code. ME: (PRINT) Matthew Jackson SIGNATURE: RTIFICATION NO: 5269061 City- of SD 101 . ..,.a a I •Ifli 1a.a.I .uIa,..I.Ia Fqe Mill Certification 05/21/2019 MTR#:187007-1 Lot #:410000627340 3000 West Old Hwy 66 Kingman, AZ 86413 US (928) 718-7035 Fax: (928) 718-7096 Sold To: CONKLIN & CONKLIN INC Ship To: CONKLIN & CONKLIN INC 34201 7TH ST 34201 7TH ST UNION CITY, CA 94587 US UNION CITY, CA 94587 US Customer P0 019285 Sales Order # 41000286- 1.3 Product Group Wire Rod - Industrial Quality Product # 1055013 Grade Fl 554 Gr 36 (56/62 ksi tensile) Lot # 410000627340 Size 0.6875" Heat # 3500006273 BOL # BOL-276617 Load # 187007 Description Wire Rod - Industrial Quality Round 11/16" Fl 554 Gr 36 (56/62 ksi tensile) COIL 5300 lbs Customer Part # Production Date 05/16/2019 Qty Shipped LBS 47714 Product Country Of Origin United States Qty Shipped EA 9 Original Item Description Original Item Number I hereby certify that the material described herein has been manufactured In accordance with the speclftcations and standards listed above and that it satisfies those requirements. Melt Country of Origin: - Melting Date: 04/06/2019 C (%) Mn (%) P (%) S(%) SI (%) Ni (%) Cr (%) Mo (%) Cu (%) 0.08 0.42 0.010 0.027 0.150 0.08 0.08 0.02 0.31 Other Test Results Yield (PSI): 44300 Tensile (PSI): 61800 Elongation in 8" (%): 26.0 Reduction of Area (%): 65 J1'.1 iii LLt1I1 We hereby certify that the material described herein has been manufactured and tested in accordance with these specifications listed above and satisfies those requirements. This document may not be reproduced, except in full without written approval of Nucor Corporation. All manufacturing processes of the steel materials In this product, including melting, casting, and rolling, were performed in the USA. Mercury, Radium, Hexavalent Chrome or Alpha source materials in any form have not been used in the production and testing of this material. Weld repairwas not performed on this material. All Reber and Wire Rod supplied by Nucor Steel Kingman comply with "BUY AMERICA" requirements of Surface Transportation Act of 1982, as specified in FHWA Regulations In CFR 635.410. COROOVA BOLT P0 075351 INV 78374 500 3/4" X 144" AIR, BLK JUNE 12, 2019 Vijay Choksi, Chief Metallurgist Page 1 of 1 Construction Testing & Engineering, Inc. 1441 Montiel Road, Suite 115 Escondido, CA 92026 (760) 746-4955 Fax:(760) 746-9806 Sample Group # REPORT OF COMPRESSION TEST FOR CONCRETE 4 X 8 CYLINDERS 150571 Project Name RQQonrçton le _._ Project No 10-15O57T_ Project Address 1AzQ Fqlradav City Carlsbad Gen. Contractor Sub-Contractor Engineer Bldg Permit No Plan File No..___ Gov't Contract # DSAIOSHPD Sample Group Data Report of Concrete S 4 X 8 Cvlinders Measured Specified Placement Date 7/19/2019 Slump (in.) 6 Supplier/Plant Hanson Air Temp (°F) 68 N/A Mix Number!Descr Mix Temp (°F) 70 Mix Design psi Air Content (%) Specified Strength 4000 _ psi Field Unit Wt PCF N/A Specified Date 8/16/2019 Dry Unit Wt PCF N/A...._ Truck No. 578 Ticket #: 819243 Age: 132 Mm. Samples Made By: Matthew Jackson Cement Type N/A Set #: N/A Load #: N/A Data Recd In Lab 7/22/2019 Admixture N/A Specific Location UTILITY TRENCHES 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 7/26/2019 4.00 in 12.57 in 39,740 lbs 3,161 psi 3,160 psi 5 28 lB 8/16/2019 4.00 in 12.57 1n2 62,330 lbs 4,959 psi 5 28 1 IC 8/16/2019 4.00 in 12.57 in 62,370 lbs 4,962 psi 5 28 1 ID 8/16/2019 1 4.00 in 12.57 in 63,360 lbs 5,041 psi 4,990 psi 5 Comments: Y 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 1'A singular test result at a given age is rounded to the nearest 10 PSI Checked by: Date: Reviewed by: Date: 8123/2019 Erik Campbell, Lab Manager cc: RQ Construction Construction Testing & Engineering,- Inc. CmrEj,,, Inspection I Testing I Geotechnical I Environmental & Construction Engineering I Civil Engineering I Surveying INSPECTION REPORT PAGE OF GTE JOB NO. 10-15057 REPORT NO. PROJECT NAME RQ Construction HQ INSPECTION MATERIAL IDENTIFICATION ADDRESS 1620 Faraday 0 CONCRETE CONC. MIX NO. & Win C B 0 REINF. STEEL GROUT MIX NO. & lb/in2 ARCHITECT RQ Const 0 MASONRY MORTAR TYPE & lb/in2 ENGINEER SMR 0 P.T. CONCRETE REINF. STEEL GRJSIZE CONTRACTOR RQ Const (I FIELD WELDING STRUCTURAL STEEL OTHER Fusting Const 0 SHOP WELDING HIGH-STRENGTH BOLT INSPECTION DATE 8-1-19 0 BATCH PLANT MASONRY BLOCK PLAN FILE/OTHER 0 EXP. ANCHOR OTHER BLDG. PERMIT/OTHER CBC 2019-0177 OTHER Periopdic MATERIAL SAMPLING O CONCRETE 0 MORTAR 0 GROUT 0 FIREPROOFING 0 MASONRY BLOCK 0 REINFORCING STEEL El STRUCTURAL STEEL 0 BOLTS 0 OTHER INSPECTIONS PERFORMED, MATERIAL IDENTIFICATION, PROGRESS, WORK REJECTED, REMARKS PLEASE NOTE ANY RE-INSPECTION, TESTING, OR OTHER PROJECT ISSUES. Inspected the field welding of the 3/8" beam stiffners to the WF beams per detail C2/S502 at the rear canopy work at rear canopy is ongoing at this time. Cert welders Mark Fusting, # n6284463. Contractor is prepping the WF beams to be galvanized. I Certification of Compliance: All work, unless otherwise noted, complies with applicable codes and the approved plans and specifications. I PRINTED _NAME Giovanni Tarantino CERTIFICATION NO. ICC 862131 SD 574 SIGNATURE 1441 Montiel Road, Suite 115 1 Escondido, CA 92026 I Ph(760)746-4955 I Fax (760) 746-9806 I www.cte.inc.net 4~ CTE I"' Construction Testing & Engineering, Inc. Inspection I Testing I Geotechnical I Envimnmental & Construction Engineering I Civil Engineering I Surveying INSPECTION REPORT PAGE 1 OF GTE JOB NO. 10-15057T REPORT NO. INSPECTION MATERIAL IDENTIFICATION O CONCRETE CONC. MIX NO. & lb/in' o REINF. STEEL GROUT MIX NO. & Win O MASONRY MORTAR TYPE & lb/in2 o P.T. CONCRETE REINF. STEEL GR./SIZE C] FIELD WELDING STRUCTURAL STEEL o SHOP WELDING HIGH-STRENGTH BOLT BATCH PLANT MASONRY BLOCK fJ EXP. ANCHOR OTHER O OTHER Simpson XP MATERIAL SAMPLING PROJECT NAME RQ Construction new HQ ADDRESS 1620 Faraday Ave ARCHITECT ROC ENGINEER SMR CONTRACTOR RCQ OTHER INSPECTION DATE 7-16-2019 PLAN FILE/OTHER BLDG, PERMIT/OTHER CBC2019-0177 O CONCRETE MORTAR GROUT 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 80's! Location SOC electrical and plumbing repair (trenches)! Details ESR 2508 page S-03, Adhesive anchor notes S,2, engineers correspondence! Observed preparation and placement of anchors at SOG trench repair as per ESR 2508 , and details using Simpson XP epoxy, all expiration dates valid I Dowels into SOC complete!< end> 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/ SD1001 SIGNATURE ' 1441 Montiel Road, Suite 115 I Escondido, CA 92026 I Ph(760)7464955 J Fax(760)746-9806 I www.cte-inc.net Form 11/2018 / EsGil A SAFEbuittCompany DATE: JUNE 03, 2019 U APPLICANT JURISDICTION: çt J URIS. JURISDICTION: CARLSBAD / PLAN CHECK#.: CBC2019-0177 SET: II PROJECT ADDRESS: 1620 FARADAY AVENUE PROJECT NAME: RQ CORPORATE HEADQUARTERS (T.I.) The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. Lii The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. LI The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. LI 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: Steven Noel AlA Telephone #: 760-535-7847 Date contacted: (by: ) Email: snoeltrciconstruction.com Mail Telephone Fax In Person LII REMARKS: By: ALl SADRE, S.E. Enclosures: EsGil 5/24 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 LI EsGil A SAFEbuitttompany DATMa2,:2019:=' JURISDICTION: CARLSBAD U APPLICANT U JURIS. PLAN CHECK #.: 2OT190i7,7J PROJECT ADDRESS: 1620 FARADAY AVENUE PROJECT NAME: RQ CORPORATE HEADQUARTERS (T.I.) The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. Lii The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: EsGil staff did not advise the applicant that the plan check has been completed. EsGil staff did advise the applicant that the plan check has been completed. Person contacted: Steven Noel, AlA Telephone #: 760-535-7847 Date contacted: (by: ) Email: snoel(rQconstruction.com Mail Telephone Fax In Person LI REMARKS: By: ALl SADRE, S.E. Enclosures: EsGil 4/22 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 CARLSBAD CBC2019-0177 May 2, 2019 GENERAL PLAN CORRECTION LIST JURISDICTION: CARLSBAD PLAN CHECK #.: CBC2019-0177 PROJECT ADDRESS: 1620 FARADAY AVENUE SCOPE = INTERIOR REMODEL; CONSTRUCTION = V-B; OCCUPANCY = B/SI/A3; STORIES = ONE; HEIGHT = NO CHANGE; Ti. AREA = 28,254; SPRINK. = YES; BLDG. AREA = 28,254; ALLOWABLE AREA = UNLIMITED WITH 60' YARDS DATE PLAN RECEIVED BY DATE REVIEW COMPLETED: ESGIL: 4/22 May 2, 2019 REVIEWED BY: ALl SADRE, S.E. FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. The approval of the plans does not permit the violation of any state, county or city law. GENERAL Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil and the Carlsbad Planning, Engineering and Fire Departments. Bring TVs/O corrected set of plans and calculations/reports to EsGil, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil is complete. 2. To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans. CARLSBAD CBC20 19-0177 May 2, 2019 Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located on the plans. Have changes been made not resulting from this list? U Yes U No PLANS Please reference the partition details under the legend, starting on Sheet A-I II. Please label doors in offices 220 & 225, on Sht. A-1 21 & A-122. On detail BI/A-625, please show the sliding door, as per Sheet A-I24. Please fully dimension every single office in both directions, all closets, hallways, recessed and projection areas, etc. on dimensioned floor plans. As submitted, many dimensions are missing, to itemize here, starting on Sht. A-113. On the cover sheet of the plans, specify any items that will have a deferred submittal (fire sprinklers, etc.). Additionally, provide the following note on the plans, per Sec. 107.3.4.2: "Submittal documents for deferred submittal items shall be submitted to the registered design professional in responsible charge, who shall review them and forward them to the building official with a notation indicating that the deferred submittal documents have been reviewed and that they have been found to be in general conformance with the design of the building. The deferred submittal items shall NOT be installed until their design and submittal documents have been approved by the building official." Note on plans: "All egress doors shall be readily openable from the egress side without the use of a key or special knowledge or effort." Sec. 1010.1.9. In lieu of above, in a Groups B/S occupancies, you may note on plans "Provide a sign on or near the exit door, reading THIS DOOR TO REMAIN UNLOCKED WHEN THIS SPACE IS OCCUPIED." This signage is only allowed at the main exit. Sec. 1010.1.9.3. Similarly, for the A3, i.e., the break room. Each door in a means of egress from an occupancy of Group A having an occupant load of 50 or more shall not be provided with a latch or lock unless it is panic hardware. Section 1010.1.10. This applies to exit doors from the building due to the break room. All doors within the exit path to a public way from an occupancy of Group A having an occupant load of 50 or more shall not be provided with latches or locks unless they are equipped with panic hardware. Sections 1010.1.10 and 1010.2. When additional doors are provided for egress purposes, they also shall conform to the requirements of Section 1010 (width, swing, hardware, etc.). Sec. 1010.1. ACCESSIBILITY Please note on the plans that all the existing site items including parking, curbs, ramps, walks, etc., are HC accessible, subject to field verification, unless for what is being upgraded under this permit. CARLSBAD CBC20 19-0177 May 2, 2019 14. Please show detectable warnings where the walks cross the vehicular path. Sec. 11 B-247.1.2.5. 15. Revise detail to show compliance with CBC, Sec. 11 B-705.1.1.3, specifically the color of the detectable warnings. Detectable warning surfaces shall be yellow and approximate FS 33538 of Federal Standard 595C. 16. Please specify the 50% of storage shelves (as well as kitchen drawers) shall be HC accessible. Section 11 B-804.5. See interior elevations and kitchen equipment drawings. 17. Please show accessible outdoor seating tables, benches, BBQ area, garden areas, etc., on plans. Sec. 11 B-246.5, 902 & 903. See the landscape plans. 18. Please revise the multiple accommodations to show one accessible compartment. See Sht. A-1 1 0, A-112, A-401, etc. Sec. 213.3.1. [Observe that you have already exhausted Sec. 11 B-213.2, exception #4, by installing two single user non-HG accessible restrooms/ bathing facilities. This allowance those not apply to multiple accommodations]. 19. Doors 105B & D, on A3!A-401, require a 5' clear landing. Fig. IIB-404.2.4.1(h). Also, the accessible compartments here shall be similar to Fig. 11 B-604.8.1.3. 20. The toilet paper dispenser shall be 19" above finish floor & its centerline shall be within 7" to 9" of the front edge of toilet seat. Sec. IIB-604.7.1. See elevations C2!A-401; D2/A-402; BI & D2!A-403; Al & Dl/A-404; G2 & DI!A-405; C2!A-406. 21. Show accessible phone booth interior elevations, on A-413, per Sec. II B-704. 22. The sink clearance on detail Al!A-501, shall be 27" to the lip of the lavatory, as opposed to 17", as noted. Sec. 11 B-306.3. 23. Per Section II B-603.5, show on the plans 40" height for: Revise all the 48" dimensions throughout to show 40". I.e., see A4 & Cl/A-502, etc.: a. The operable parts of at least one: Paper towel dispenser. Sanitary napkin dispenser. Waste paper disposal. Other similar dispensing and/or disposal fixtures. b. The bottom edge of mirrors. 24. Show that handrails extend ~12"-plus-tread-width beyond the bottom nosing. At the bottom, the handrail shall continue to slope for a distance of one tread width; the remainder of the extension shall be horizontal. Section 11 B-505. 10. Please revise the handrail details on C2/A-581 to show compliance with the figure as shown on the next page. CARLSBAD CBC20 19-0177 May 2, 2019 12FLUS1VD 2'Mfl& mAx WIDTHMtN. VP DUJc mrAn g I. TPEWD!I. *OTL EXTERJOR S.5 *tTREAD$ ARE TO VE.YIG SUPES PER SEC. 1133&4.4 PGUPE I fl.. luG S1Rt.G:*PHø4C.. Wed5M.3 NON-RESIDENTIAL GREEN BUILDING STANDARDS (Additions and Alterations) The California Building Standards Commission (BSC) has adopted the Green Building Standards Code and must be enforced by the local building official. The Green Building Standards apply to nonresidential additions or tenant improvements throughout California. These standards apply to nonresidential additions of 1.000 sq. ft. or larger or alterations (tenant improvements) with a value of $200,000 or more. CGC Section 301.3. Provide a sheet on the plans labeled "Green Building Code Requirements" and include the following notes as applicable. If electrical vehicle charging equipment is installed: Provide a complete electrical design, including equipment specifications, a site plan, and an electrical branch circuit design, including load calculations. Include the compliance design for the accessibility requirements found in CBC 11 B-228.3 & 11 B-812.5 Bicycle parking. Note on the plans that bicycle parking for projects shall comply with CGC Section 5.106.4. The specific details must be submitted and approved by the Planning Department. Low-emitting, fuel-efficient and carpool/van pool parking. Note on the plans that fuel-efficient vehicle parking will be provided in accordance with CGC Section 5.106.5.2. The specific details for the parking must be submitted and approved by Planning Department. Light pollution reduction. Note on plans that exterior light pollution must comply with CGC Sec. 5.106.8. 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. CARLSBAD CBC20 19-0177 May 2, 2019 31. Waste reduction. Note on plans that 100% of trees, stumps, rocks, and associated vegetation and soils primarily from the construction will be reused or recycled. CGC 5.408.3. 32. Recycling. Note on 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 Sec. 5.410.1. 33. Documentation. Note on the plans that a building "Systems Manual" as listed in CGC Section 5.410.2.5 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. 34. 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. 35. 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. 36. 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. 37. Pollutant control. Note on the plans that where outdoor areas are provided for smoking, such areas are prohibited within 25' of building entries, windows and outdoor air intakes. Signage shall be posted to inform occupants of the prohibitions. CGC Section 5.504.7. 38. Environmental comfort. Note on the plans that wall and floor assemblies separating tenant spaces (and tenant spaces from public spaces) shall have an STC of at least 40. CGC Section 5.507.4.3. 39. Environmental comfort. Wall and roof assemblies exposed to noise sources shall have an STC rating of at least 50, with exterior windows having a minimum STC of 40 in the following locations, per CGC Section 5.507.4.1: Within the 65 CNEL noise contour of a freeway, railroad or industrial source, as determined by the jurisdiction's Noise Element of the General Plan. Within the 65 CNEL noise contour of an airport. C) Note on the plans whether or not this addition or tenant improvement is located within the areas listed above. 40. Indoor water use. For building additions in excess of 50,000 sc. ft. show on the site utility plan separate sub-meters per CGC Section 5303.1 for the following: (a) Each leased or owned space that consumes more than 100 gal/day (b) Tenant spaces containing laundry, cleaners, restaurant, medical/dental office, laboratory or beauty/barber shops. 41. 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 Lavatory faucets-nonresidential 0.5 gpm @60 psi Kitchen faucets 1.8 gpm © 60 psi Metering faucets 0.2 gallons/cycle 42. Outdoor water use. Note on the plans that for new water service (or additions/alterations with> 1,000 square feet of cumulative landscaped area), separate submeters or metering devices shall be installed for CARLSBAD CBC20 19-0177 May 2, 2019 outdoor potable water use. Also, irrigation controllers and sensors shall be installed. CGC Sections 5.304.2 and 5.304.3. Outdoor water use. Note on the plans that a water budget shall be developed for landscape irrigation use that conforms to Section 5.304. Outdoor air quality. Note on the plans that installations of HVAC, refrigeration and fire suppression systems will not contain CFC's or Halons, per CGC 5.508.1. 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 POLICY Accessibility to comply with CBC Table 11 B-228.3.2.1 and space design of II13- 812.6 is required. Please see the next item. Non-residential: Carlsbad amended the California Green Code, as follows. The California Green Code provisions apply to new buildings and to alterations having a value exceeding $200,000: "EVSE capable": 1" raceway terminating into an adequately sized (amperes) panel and an enclosure (parking end) the location identified on the building plans. If common use parking is available at least one capable space is required. "EVSE ready": Panel capability, 40A 2 pole breaker, 1" raceway, No. 8 conductors installed to the anticipated charger location. "EVSE installed": Panel capability, 40A 2 pole breaker (per space), 1" raceway (per space), electrical vehicle charging equipment and No. 8 conductors installed to the charger location. TABLE 5.1 06.5.3.3 TOTAL NUMBER OF ACTUAL PARKING SPACES NUMBER OF REQUIRED EV SPACES NUMBER OF REQUIRED EVSE INSTALLED SPACES 0-9 1 1 10-25 2 1 26-50 4 2 51-75 6 3 76-100 9 5 101-150 12 6 151-200 17 9 201 and over 10 percent of total' 50 percent of required EVSE Installed spaces' 1. Calculation for EV spaces and EVSE Installed spaces shall be rounded up to the nearest whole number. The "Number of Required EVSE Installed Spaces" column in the table will require a completed EV charging station design. The "Number of Required EV Spaces" column in the table may be "capable", "ready", or "installed." (See definitions). STRUCTURAL CARLSBAD CBC20 19-0177 May 2, 2019 48. It is not clear where detail 133IS-201 applies on this project. 49. Please indicate where detail AI/S-531 is cross referenced on the plans. 50. The plans shall indicate that special inspection will be provided for the following work. (Section 107.2): Welding. Welding inspection should be provided in accordance with Section 1705.2. Concrete construction. Special inspections and verifications should be provided in accordance with Section 1705.3. C) Epoxy Anchors. Periodic special inspection should be provided for anchors installed in hardened concrete. Section 1705.3. 51. The City Policy requires that their Special Inspection Agreement Form be complete for this project before the permit is issued. This Form is available at the City. MISCELLANEOUS 52. Please see attached for the P/M/E corrections. 53. 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 ALl SADRE, S.E. at EsGil. Thank you. PLUMBING AND MECHANICAL COMMENTS PLAN REVIEW NUMBER: cbc2019-0177 SET: I PLAN REVIEWER: Connor Reuss ARCHITECTURAL P&M ITEMS 54. An elevator machinery room is required to be separated from the remainder of the building by fire barriers (707) and horizontal assemblies (711) that are not less than the required rating of the hoistway. Please detail how these ratings will be maintained for the mechanical openings shown. Note: This comment does not apply to buildings 4 stories or less above grade plane AND the machinery room does not abut the elevator hoistway. CBC 3005.4 55. Elevator machine rooms are required to have independent ventilation or an independent air conditioning system to protect against overheating. CBC 3005.2 PLUMBING (2016 CALIFORNIA PLUMBING CODE) 56. On sheet P-601, please state the standard each type of material will be constructed to per CPC. 57. Within the remarks section of the plumbing fixture schedule on sheet P-601, please show the maximum allowable gallon per flush for the urinal and water Landscape Checklist The following are excerpts from the requirementsfound in the bodji of the landscape manual. Thy do not necessari/y encompass the entire extent of each requirement, but rather represent the essence of each item. When clarification is needed, the plan preparer should refer to the main text of the landscape manualfor the complete requirement. This checklist must be photocopied, filled out, signed and submitted with plans. PROJECT NAME RQ Construction corporate Headquarters Tenant Improvements PROJECT NUMBER (CT, SOP, etc.) TYPE OF PLANS (check all that apply) Xl Private Project Li Public Project El Medians C] Streetscapes El Habitat Restoration Xl Recycled Water 0 Model Homes El Trails 0 Fire Protection Plans 0 Slope Revegetation 0 _____ 0 4 1 YES N/A GENERAL REQUIREMENTS Reference - Submittals contain all required information and conform to the applicable formats. All Sections Submittals conform to the plan size and format requirements. Section 3.13.2 Section 43.3 Plans prepared by licensed landscape architect, civil engineer, architect, or other Section 33.1 - qualified professional licensed by the state. Section 43.1 24" x 36" standard City title sheet with Planning Division title block is used and all information provided. 24" x 36" standard City recycled water title sheet is used and all information provided - when recycled water is being proposed for use. Section 43.3 - 24" x 36" standard City of Carlsbad D' sheets with Planning Division title block. Plans drawn at 1"20' (unless otherwise approved by the City). Planting and irrigation plans drawn on 50% screen of civil engineer grading plan. Section 3.B.2 X Section 4.13.3 Each plan sheet provided with bar scale, north arrow and graphic key for multiple Section 3.B.3 - sheet projects. Section 4.B.3 X Existing and proposed grades and drainage elements shown. Section 33.3 Section 4.H.1 All elements on approved landscape concept plan shown. (check all that apply) X existing features 0 recreational areas 0 play structures Section 3.C.9 Xl hardscape 0 outdoor eating areas 0 water features Sections 4.B.2 [1 outdoor structures 0 employee eating areas X Site furniture and 4.H.1 - 0 drinking fountains 0 other: 0 other: - Property lines, right-of-ways, existing and proposed casements shown and labeled. Section 33.3 - Vehicular sight lines shown and labeled (Caifrans and 25 foot sight distance triangle). X Storm water treatment systems shown and labeled. Section 3.C.8 - Show and label impervious and pervious pavement. Appendix B City of Carlsbad Landscape Manual C*Lao on- oI?'3 APPENDIX B: LANDSCAPE CHECKLIST YES WA WATER EFFICIENT LANDSCAPE Reference General Provide for all requirements of the Water Efficient Landscape Ordinance Section 3.1) X If N/A, indicate why: Sections 4.D and 4.E X Hydrozone diagram. Section 3.D.3 Section 4.E.1 Water Efficient Landscape Ordinance certification statement Section 3.B.2 Section 4.B.3 X MAWA calculations provided. Section 3.D.4 Section 4.E.2 ETWU calculations provided on City forms and total does not exceed MAWA. Section 3.D.5 X Section 4.E.2 Appendix F X - Water Efficient Landscape Worksheet provided on City form. Appendix F X Plants with similar cultural requirements of exposure, soils and water needs are Section 4.D.1 i grouped together n hydrozones. X 3" layer of mulch applied on all exposed soil surfaces excluding turf grass or direct Section 4 D 2 sccding applications. X - Irrigation circuits organized into hydrozones. Section 4.K5 X - Irrigation system designed to prevent runoff, overspray, low-head drainage. Where irrigation is located within 24 inches of an impermeable surface overhead X irrigation is not permitted and low volume or subsurface irrigation is used (unless - water flows from impermeable surface into the landscape area). - - Soil Analysis Report and Recommendations - If a grading plan is not required by the City, submit Soil Analysis Report & Section 4.F - Recommendations - Incorporate soils recommendations into plans. - If a grading plan is required by the City, submit Soil Analysis Report & Section 4.F - X Recommendations with Certificate of Completion. Section 8.D.2 Analysis of soil that includes information on soil texture, soil infiltration rate, pH, total soluble salts, sodium, and percent organic matter with recommendations on soil Section 4.F amendments and mulch provided. Recommended amendments incorporated into plans. YES WA PLANTING AND DESIGN FEATURES Reference General design X Invasive species shall not be added to a landscaped area. Section 3.C.4 No trees located within public utility easement Avoid planting trees and large shrubs above or near utilities. X - Trees minimum 15 gallon size (except on slopes 3:1 or steeper). Section 3.C.6 X - 50% of shrubs minimum 5 gallon size (except on slopes 3:1 or steeper). X Woody shrubs planted over herbaceous ground cover to cover 60% of ground cover area. Vehicular sight lines and views of pedestrian crossings, driveways, roadways and Sections 3.C.11 - other vehicular travel ways maintained, and 3.C.12 - Plants in a transitional area consist of a combination of site adaptive and compatible - native and/or non-native species. 1 Section 3.C.7 - X Evergreen plants used to screen unsightly elements and provide 100% screen within 2 years. Appropriate plant palette and landscape design for. X Low Impact Development (LID). Section 3.C.8 Stormwater City of Carlsbad Landscape Manual 1O 38 APPENDIX B: LANDSCAPE CHECKLIST YES WA PLANTING AND DESIGN FEATURES (continued) Reference General technical - General planting notes, details and specifications. Section 4.H.2 Graphic representation and location of all existing plant material to remain and to be Section 3.C.3 - removed and proposed plant material to be installed. Section 4.H.1 Trees over 12" in diameter identified by caliper size, type & label to be retained or Section 3 C 3 removed. Plant palette that lists all existing and proposed vegetation by common and botanical Section 3.C.2 X name and includes total quantities by container size and species. Section 4.H.1 - X Areas permanently and solely dedicated to edible plants identified. Section 4 H 1 Seed mix information to include mix, rate, purity, germination, inoculation, X fertilization, binder and mulch. X Trees staked or guyed. Section 4 H 2 Slope planting detail indicates the rear of planting pit shall be graded to Maximum 1:1 X - slope and slope covered with erosion control fabric. Trees located within 5 feet of public sidewalks or other hardscape have root barriers. Section 4.H.2 Section 63 Streetscape requirements - X One Street tree per 40 feet of street frontage (planted on-center or grouped). Section 6.B X Street trees located on designated major roads designed to provide continuity with Section 6.0 - established Street scene or Streetscape Themes. Appendix E - Street trees located: A minimum 3 feet outside of the public right of way. X A minimum 7 feet away from sewer lines. Section 63 So as not to conflict with public utilities. Outside of vehicular sight lines. Street trees are located within the public right-of way. Section 6.B If YES, state reason why: Parking lets X - Minimum 3% of parking area landscaped. Section 3.C.13 - X Trees provided at minimum rate of 1 tree per every 4 parking stalls. - X Trees planted a minimum of 2 feet from back of curb. - X 5 foot wide planting strip next to through traffic lane. - X 4 foot clear landscaping in planters between double parking rows (where applicable). - X Islands at the end of each parking row shall be used as planted area. X - Minimum 8 foot wide perimeter landscape strip around parking facilities. X - 3 foot high screen around parking lots (berms, shrubs and/or walls). Slope revegetatlonleroslon control Slopes 6:1 or steeper and in excess of 8 feet in vertical height have: Standard #1 - cover crop and erosion control matting X Standard #2- ground cover from flats; 100% coverage within 1 year Standard #3 - low spreading shrubs (min. I gal.); 70% coverage - Standard #4- trees and/or large shrubs (mm. 1 gal.); one plant/200 sf - Slopes 6:1 or steeper and greater than 3 feet and up to 8 feet in vertical height have - Standard #1, #2, and #3 above. Sections 7.A.1 and 7.A.2 - Slopes 6:1 or steeper and 3 feet or less in vertical height and adjacent to public walks X or streets shall have Standard #1 above. Slopes graded flatter than 6:1 have standard #1 above when they have one or more of the following conditions: Sheet graded pads not scheduled for improvements within 6 months of X completion of rough grading. Potential erosion problem. Highly visible area. x Plant materials and seed mixes consist of a variety of long lived, low water Section 7A.3 - - requirement plant materials with root systems of varying depth. City of Carlsbad Landscape Manual APPENDIX B: LANDSCAPE CHECKLIST YES NIA IRRIGATION Reference General X - General irrigation notes, details and specifications. Section 4.K.4 X Illustrate location, type and size of all components of the irrigation system. - X - Legend explaining all symbols with manufacturer, precipitation rate, g.p.m's, radii of each sprinkler type and detail reference. X All equipment sized, their control valve size and station number provided and gallon per minute stated. Pipe sizes indicated. - Pressure loss calculation provided for worst case valve with minimum 10% residual provided. Section 4.K.4 Section 7.B.2 - X - Designed for use of recycled water (excluding private residential or front yards of individually metered condos) (current or future). If exempted from this requirement, provide documentation from the City of Carlsbad Utilities Department. Section 3.D.1 Section 4.K.2 - X Irrigation provided to fire suppression areas where applicable. Sections 5.C, 5.D and 5.E Point of connectlon!backflow X - Separate water service for landscaping (except residential projects under 4 units). Section 4.K.4 X Water meters shown with type (recycled or potable), sizes noted, static pressure provided, and maximum flow rate in gallons per minute with design operating pressure. X Water meter location shall coincide with locations provided by the public improvement plans. Note the street station number on the irrigation plan. Section 4.K.4 Section 7.B.2 - x - Pipe between meter and backfiow is copper. Section 4.K6 - x Backflow preventers provided per code and/or City standards. X Backflow testing notes. Pressure regulation - X - Pressure regulating valves used when pressure exceeds 60 psi at the valve. Section 4.K6 - X Pressure regulating device used when pressure exceeds 80 psi at POC. X - Pressure differential within circuits lessthan 20% Controller X - - Automatic controller capable of dual or multiple programming and multiple cycle start capacity. Section 4.K.6 X - Equipped with rain shut-off (weather based system or soil moisture detection). Valves X - Manual shut-off valve at water supply. Section 4.K6 X - Manual shutoff valves installed between each zone of system and water supply. X - Master shut-off valves activated by automatic controller except with individual control sprinklers with individual pressure systems. X Flow sensors for non-residential landscapes and residential landscapes over 5,000 sq. X - Gallons per minute provided for each remote control valve. X - Quick couplers installed at a maximum of 150 feet along mainline. - X Lug type quick couplers for potable water. - x Check valves to prevent low head drainage. - x Serviceable check valves where elevation differential may cause low head drainage. Pipelsl.eves X - Water velocities in pipe at 5 feet per second or less. Section 41(6 X - All pipe below grade (18" minimum for main and 12" for laterals). X - PVC mains Class 315 (2" or larger) or Schedule 40 (1-1/2" or smaller). X - PVC lateral Class 200 (except for 1/2" shall be schedule 40). - - Sleeves under improvements (Sch. 80 under roads minimum 36" cover; Sch. 40 other than under toads minimum 18" cover) 2 times the line site. X - Sleeves provided for control wires under improvements. City of Carlsbad Landscape Manual APPENDIX B: LANDSCAPE CHECKLIST YES N/A Pipelsleeves (continued) Reference X Thrust blocks on mains at direction changes on mains 3" and larger. Section 4.K6 Irrigation designed to apply water at rate not exceeding the infiltration rate of the soil. Section 4.K5 - Irrigation in transitional areas designed to prevent overspray or runoff from entering adjacent native habitat area that is not irrigated. Mainline located outside of right-of-way unless otherwise approved by City. Section 4.K4 x Identify each area irrigated with recycled water, gray water and other non-potable water. Sprinkler heads - Matched precipitation rates within each control valve circuit. Section 4 K 6 X Spacing in turfgrass not to exceed 50% of diameter. - Spacing of stream sprays, rotors or impacts not to exceed 50% of diameter. - Pop-ups used where sprinklers located within 10 feet of any pedestrian use. X Pop-ups or drip used in public right-of-way. X Risers over 12" above grade staked. - irrigation emission devices meets ASABE/ICC 802-2014. x Swing joints or other riser rotation device used adjacent to hardscapes or in high traffic areas. Deep watering device X Trees in turfgrass irrigated with deep watering device. Section 4.K.6 Recycled water use X Physical separation provided between recycled and potable water use. Section 4.K.2 X - Indude peak watering window calculation with 8 hour or less window. x - All equipment is marked for recycled water use. - - x 2 layers of warning tape above mainline. X - Quick couplers have reverse ACME threads. - X Dual distribution system (potable/recycled). X - install signs: "Recycled Water - Do Not Drink" Slope revegetatlon/eroslon control - X Water service located within ownership boundaries of property owner. Section 7.B.2 - x All slopes requiring planting have permanent automatic irrigation systems. X On-grade pipe not allowed unless approved by City. - x - Master control valve (normally closed) provided for projects with over 50,000 square feet of slopes. Master valve located at point of connection. - X - Separate circuits top, bottom, and middle of slopes. x Level plantings areas 5 foot or greater in width and adjacent to toads or wall are irrigated separately from slopes. x Precipitation rate not to exceed 0.75 inches per hour on slopes greater than 25%. Section 4.K5 Section 7.B.2 YES N/A MEDIANS Reference General - X Median layout in conformance with the "Median Layout" Section 6.D2 X Landscaping within medians are subject to specific irrigation and/or planting requirements. Contact the Parks and Recreation Department for informational materials Sections 6 D 4 and 6 E 1 - - X - Installation details conform to the 'Public Project Landscape Details" available . through the Parks and Recreation Department Section 6.D.4 - - X Plants installed in accordance with the San Diego Regional Standard Drawings Section 8.A.3 Planting - X Median planting conforms to the Streetscape Program requirements. Section 6.D.4 Appendix E - x Trees and shrubs as specified in the "Streetscape Themes" City of Carlsbad Landscape Manual - APPENDIX S. LANDSCAPE CHECKLIST YES N/A MEDIANS (continued) Reference X Trees 24" box size minimum; one or more per planter. Section 6.D.4 - X Shrubs 5 gallon minimum size. X Shrub spacing such that 100% coverage occurs within 1 year. X Soil suitable for plant growth and free of harmful substances or deleterious materials. Section 6.D.3 irrigation x Irrigation is metered separately from private parkway irrigation Section 6.E.1 - Irrigation equipment conforms to the Parks and Recreation Department approved qiipment list. X Controllers and backfiow devices shall be located 2 feet inside the public right-of-way in the planting area. X Controllers installed in separate steel locking enclosures. Enclosures have "CITY OF CARLSBAD MEDIAN IRRIGATION" stenciled with 2" high white letters on side facing street. - x No irrigation circuit spans separate islands. - X No irrigation circuit spans more than 5 planters. - Irrigation system consists of pop-up overhead spray heads servicing the shrubs and deep watering devices (bubbler inside a drain pipe) servicing trees - X Quick couplers installed minimum of 150 feet on center or at minimum every third median planter. Construction - X Concrete layout in conformance with Median Layout. Section 6.D.2 Appendix Concrete color and pattern as specified under Streetscape Themes and as approved by the Parks and Recreation Director. - - - X , , Plans specify a 10'x10' square sample. - X Concrete a minimum of 560-C-3250 with 6/6 - 10x10 welded wire mesh. X Finish grade in medians shall be 2 inches below concrete. Section 6.D.3 YES NIA FIRE PROTECTION Reference - x Fire hydrant locations shown and labeled. Section 3.E.2 Rear yard setbacks and all fire zones shown and labeled. Plant and irrigation design Section 3.E.2 X provided that meets fire suppression requirements. Sections 5.C, 51) and 5.E X Emergency/maintenance access shown and labeled. Section 3.E.2 - - - X - .. Maintenance responsibility and schedule of frequency specified. Street widths dimensioned. X Fencing returns attached to a structure and/or fencing located within the drip line of X the eaves constructed with noncombustible materials if located within 100 feet of Section 5.13.5 undisturbed native areas. YES NIA HABITAT RESTORATION Reference X Plan scale no smaller than 1" = 40'. Section 4.C.4 X - Plans incorporate recommendations contained in "Guidelines for Preserve Management", "Guidelines for Habitat Creation and Restoration", and "Guidelines for Riparian and Wetland Buffers". - X Restoration Plan. - x Long Term Maintenance, Monitoring, and Reporting Plan. X Landscape and Irrigation Plans (See Planting and Irrigation). X Property Analysis Record (PAR). YES N/A CONSTRUCTION PLAN Reference - General landscape construction, notes, details and specifications. Section 4.1 Graphic representation & layout of all landscape construction elements to be installed City of Carlsbad Landscape Manual APPENDIX B: LANDSCAPE CHECKLIST YES N/A CONSTRUCTION PLAN (continued) Reference X Aspects of landscape construction shown on architects', engineers' or other plans is indicated on the landscape plans and references plans and sheet numbers where occurs. Section 4.1 x Fountains/water features shall have recirculating systems. Section 4.D.3 - X . i Fountains, decorative pools and ponds shall utilize recycled water f available. - x Detailed description of each water feature included in the landscape area. Section 3.C.9 X - All signage including monuments require separate permits. If signage is included on the plans a note is to be added as follows: "All project signage and monuments shall require a separate permit under the city of Carlsbad signage review process." Section 4.1 - Model homes X Educational signage with text specified. Section 4.D.4 YES N/A GRADING DESIGN (For projects that do not require approval of a grading Reference plan and an as-built grading plan or previously approved grading plan does not exist) Elevations, slope heights, drainage patterns, pad elevations, storm water management X and finish grades shown. Section 4 Plans indicate positive drainage away from structures and termination in approved drainage system. x Grading designed for efficient use of water, minimizing soil erosion, runoff and water waste. - X Grading designed to comply with best management practices. Integrates Low Impact Development (LID) features. If YES, briefly describe types: Section 3.C.8 PLAN PREPARER: Richard Garbini PLA #2156 COMPANY NAME: Garbini and Garbini Landscape Architecture Inc. DATE: 03182019 City of Carlsbad Landscape Manual Kc 201 It - SRr IMAGINE - INNOVATE - INTEGRATE Structural Calculations For Faraday - RQ - HQ RECEIVED JUN 10 2019 CITY OF CARLSBAD Building Permit Package BUILDING DIVISION Submitted: 051241201 9 Prepared For: RQ Construction 3194 Lionshead Avenue Carlsbad, CA 92010 1... 619.631.7707 Prepared By: SMR-ISD Consulting Structural Engineers, Inc. 1495 Pacific Highway, Suite 400 San Diego, CA 92101 619.294.6600 Project Engineer: Shady Rezkalla, EIT (11 S49O7\ Principal Engineer: Hung Nguyen, S.E. Exp. 09/019) SMRlSD Project No.: 2019-037 IMAGINE - INNOVATE - INTEGRATE Faraday RQ-HQ 2019-037 1495 Pacific Hwy, Suite 400 San Diego, CA 92101 smrconsultinggroup.com P 619.294.6600 F :619.294.6800 Project Project No. Structural Calculations SR 03/12/2019 Page: 2 Of: 91 Subject By Date Table of Contents Table of Contents .............................................................................................................................................................2 ProjectDescription ..........................................................................................................................................................3 Scopeof Work ..............................................................................................................................................................3 Basisof Design ................................................................................................................................................................. 3 Codes...........................................................................................................................................................................3 Loads............................................................................................................................................................................3 Materials.......................................................................................................................................................................4 FloorDead Load (Concrete).........................................................................................................................................4 FloorlAve Load ............................................................................................................................................................. 5 Seismic& Wind Data ....................................................................................................................................................6 SeismiLoad Development ..........................................................................................................................................9 GravityAnalysis ..............................................................................................................................................................11 FloorDeck Design .......................................................................................................................................................11 RamStructural System Input......................................................................................................................................13 Beam1Design..............................................................................................................................................................18 ColumnDesign ........................................................................................................................................................... 35 BasePlate Design ....................................................................................................................................................... 41 FoundationFactored Reactions.................................................................................................................................52 Lateral Analysis .............................................................................................................................................................. 73 Miscellaneous................................................................................................................................................................74 Moveable Partition Wall............................................................................................................................................74 S iR"4 IMAGINE - INNOVATE - INTEGRATE Faraday RQ-HQ 2019-037 Project Project No. Structural Calculations SR Subject By 1495 Pacific Hwy, Suite 400 P 619.294.6600 San Diego, CA 92101 F 619.294.6800 smrconsultinggroup.com 03/12/2019 Page: 3 Of: 91 Date Project Description Scope of Work Overall: 1) Structural scope involves adding 1 balcony to an existing building. Basis of Design Codes 2016 California Building Code Loads Gravity Loads Floor design dead load Floor design live load Lateral Loads SEISMIC: Occupancy Category: Method: Latitude: Longitude: Ss SI See the following pages See the following pages 11 Equivalent Lateral Force procedure 33.139253 degees -117.292781 degrees 1.079g 0.416g WIND (ANALYTICAL METHOD: Occupancy Category: 11 Method: Analytical Procedure Basic Wind Speed 110 mph Exposure Exp C S ivi R "4—.. a IMAGINE INNOVATE INTEGRATE Faraday RQ-HQ 2019-037 Project Project No. Structural Calculations SR Subject By 1495 Pacific Hwy, Suite 400 San Diego, CA 92101 smrconsultinggroup.com 03/12/2019 Date Materials CONCRETE: Design compressive strength at 28 days shall be as follows: Footings: REINFORCING STEEL: (ASTM A615 Grade 60) STRUCTURAL STEEL: Channels, Angles & Plates (ASTM A36, or as Indicated) Hollow Structural Sections (HSS) (ASTM A500 Grade B) Rectangular Sections Anchor Rods Gravity Columns (ASTM F1554 Grade 36) Welded connections are SMAW with E70XX electrodes Common Bolts (A307, Grade A) Floor Dead Load (Concrete) Balconies: Deck Beam RAM Gravity*** (psf) (psf) (psf) P 619.294.6600 F 619.294.6800 Page: 4 I0f: 91 = 3,000 psi fy = 60 ksi fy = 36 ksi fy = 46 ksi fy = 36 ksi fy = 70 ksi fy = 60 ksi Lateral** RAM Lateral*** (psf) (psf) Floor Finish 5 5 5 5 5 2.5" N.W. Concrete Over 3" 30.6 30.6 30.6 30.6 30.6 Deck 20GA Galvanized W3 Deck 2.3 2.3 2.3 2.3 2.3 Additional Leveling Concrete 19 19 19 19 19 Beams 3 3 Partitions * * * 5 5 Miscellaneous 3.1 3.1 3.1 3.1 3.1 TOTAL FLOOR DEAD LOAD: 60 63 60 68 65 S i R"4-..o IMAGINE INNOVATE - INTEGRATE Faraday RQ-HQ 2019-037 Project Project No. Structural Calculations SR 1495 Pacific Hwy, Suite 400 San Diego, CA 92101 smrconsultinggroup.com 03/12/2019 P 619.294.6600 F 619.294.6800 Page: 5 Of: 91 Subject By Date Floor Live Load 1607.1 General Live loads are those loads defined in Section 1602.1. TABLE 1607.1 MINIMUM UNIFORMLY DISTRIBUTED LIVE LOADS, L0, AND MINIMUM CONCENTRATED LIVE LOADS OCCUPANCY OR USE UNIFORM (ft CONCENTRATED Apartments (see residential) — — Access floor systems Office use 50 2,000 Computer use 100 2,000 Armories and drill rooms 1 S0 — Assembly areas Fixed seats (fastened to floor) 60m Follow spot, projections and control rooms 50 Lobbies 1 00ni — Movable seats Stage floors 1 50m Platforms (assembly) 1 00m Other assembly areas 1 nnM (BSC, I-lCD 1, I-lCD 2)1.5 times the Balconies and decksh live load for the area served. Not — required to exceed 100 psf 22. Office buildings Corridors above first floor 80 2,000 File and computer rooms shall be designed for heavier loads based on anticipated occupancy Lobbies and first-floor corridors 100 2,000 Offices G:) 2,000 Balcony live load = 75 sof S 44" R __.m IMAGINE - INNOVATE - INTEGRATE Faraday RQ-HQ Project Structural Calculations Subject 2019-037 Project No. SR By 1495 Pacific Hwy, Suite 400 San Diego, CA 92101 smrconsultinggroup.com 03/1212019 Date P 619.294.6600 F 619.294.6800 Page: 6 I0f: 91 Seismic & Wind Data ASCE ASCE 7 Hazards Report M8al1YIWO,ft'1AS Address: Standard: ASCE/SEI 7-10 Elevation: 199.85 It (NAVD 88) 1620 Faraday Ave Risk Category: II Latitude: 33.139253 Carlsbad, California Soil Class: D - Stiff Soil Longitude: .117292781 92008 Wind Results: Wind Speed: 110 Vmph 10-year MR[ 72 Vmph 25-year MRI 79 Vmph 50-year MRI 85 Vmph 100-year MRI 91 Vmph Data Source: ASCE/SEI 7-10, Fig. 26.5-1A and Figs. CC-1-CC-4, Incorporating errata of March 12,2014 Date Accessed: Fri Mar 082019 Va ue provided is 3-second gust wind speeds at 33 It above ground for Exposure C Category, based on linear interpolation between contours. Wind speeds are interpolated in accordance with the 7-10 Standard. Wind speeds correspond to approximately a 71/6 probability of exceedance in 50 years (annual exceedance probability - 0.00143, MRI -700 years). Site is not in a hurricane-prone region as defined in ASCE/SEI 7-10 Section 26.2. Mountainous terrain, gorges, ocean promontories, and special wind regions should be examined for unusual wind conditions. hUDllaacn7hazardtooI.onbn& Page 1 of 3 Ftf Mar 082019 03/12/2019 S i R"W IMAGINE - INNOVATE - INTEGRATE ,Faraday RQ-HQ Project Structural Calculations 2019-037 Project No. SR 1495 Pacific Hwy, Suite 400 P 619.294.6600 San Diego, CA 92101 F 619.294.6800 smrconsultinggroup.com Page: 7 Of: 91 Subject By Date ASCE Seismic Site Soil Class: D - Stiff Soil Results: Ss 1.079 S : 0.769 S, : 0.416 S01 : 0.439 F. 1.068 TL: 8 F : 1.584 PGA: 0.419 SMS : 1.153 PGA m: 0.453 SM, : 0.659 FPGA : 1.081 Seismic Design Category D MCER Response Spectrum Design Response Spectrum 0.7 to 0.0 0.8 0A kw%~~ 0A 0.31 0.2 02 1 0.1 Se (g vs T(.) a Sa(g vs T(s) Data Accessed: Fri Mar 082019 Date Source: USGS Seismic Design Maps based on ASCE/SEI 7-10, incorporating Supplement 1 and errata of March 31, 2013, and ASCEISEi 7-10 Table 1.5-2. Additional data for site-specific ground motion procedures in accordance with ASCEISEI 7-10 Ch. 21 are available from USGS. httosJ/asce7hazardtool.onfine/ Page 2 of 3 Fn Mar 082019 1495 Pacific Hwy,, Suite 400 P :619.294.6600 S Y1 R San Diego, CA 92101 F 619.294.6800 j smrconsultinggroup.com IMAGINE - INNOVATE - INTEGRATE Faraday RQ-HQ 2019-037 Project Project No. Structural Calculations SR 03/12/2019 Page: 8 I0f: 91 Subject By Date ASCE The ASCE 7 Hazard Tool is provided for your convenience, for Informational purposes only, and is provided as W arrd without warranties of any kind. The location data included herein has been obtained from information developed, produced, and maintained by third party providers: or has been extrapolated from maps incorporated in the ASCE 7 standard. 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To the fullest extent permitted by law, you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data provided by the ASCE 7 Hazard Tool. httosllsuce7hazardtool.online/ Page 3 of 3 Fri Mar 082019 1495 Pacific Hwy, Suite 400 P 619.294.6600 S San Diego, CA 92101 F 619.294.6800 I j smrconsultinggroup.com IMAGINE - INNOVATE - INTEGRATE Faraday RQ-HQ 2019-037 Project Project No. Structural Calculations SR 03/12/2019 Page: 9 Of: 91 Subject By Date Seismic Load Development Seismic Forces (ASCE 7-10) Tedds calculation version 3.1.00 Site parameters Site class; D Mapped acceleration parameters (Section 11.4.1) at short period; Ss = 1.079 at I sec period; Si = 0.416 Site coefficientat short period (Table 11.4-1); Fa = 1.068 at I sec period (Table 11.4-2); Fv = 1.584 Spectral response acceleration parameters at short period (Eq. 11.4-1); SMs = Fax Ss = 1.153 at I sec period (Eq. 11.4-2); SM1 = Fv x Si = 0.659 Design spectral acceleration parameters (Sect 11.4.4) at short period (Eq. 11.4-3); SDS = 2 / 3 x SMS = 0.769 at 1 sec period (Eq. 11.4-4); SDI = 2 /3 x SM1 =0.439 Seismic design category Risk category (Table 1.5-1); Seismic design category based on short period response acceleration (Table 11.6-1) D Seismic design category based on 1 sec period response acceleration (Table 11.6-2) 0 Seismic design category; 0 Approximate fundamental period Height above base to highest level of building; From Table 12.8-2: Structure type; Building period parameter Ct; Building period parameter x; Approximate fundamental period (Eq 12.8-7); Building fundamental period (Sect 12.8.2); Long-period transition period; Seismic response coefficient Seismic force-resisting system (Table 12.2-1); Response modification factor (Table 12.2-1); hn = 1 ft All other systems Ct = 0.02 x = 0.75 Ta = Ct x (hn)x x Isec / (Ift)x= 0.020 sec T = Ta = 0.020 sec IL = 8 sec A. Bearing_Wall_Systems 1. Special reinforced concrete shear walls R=5 P619.294.6600 F 619.294.6800 IF 1495 Pacific Hwy, Suite 400 S R San Diego, CA 92101 smrconsultinggroup.com IMAGINE - INNOVATE - INTEGRATE Faraday RQ-HQ 2019-037 Project Project No. Structural Calculations SR 03/12/2019 Subject By Date Page: 10 I0f: 91 Seismic importance factor (Table 1.5-2); Seismic response coefficient (Sect 12.8.1.1) Calculated (Eq 12.8-3); Maximum (Eq 12.8-3); Minimum (Eq 12.8-5); Seismic response coefficient; Seismic base shear (Sect 12.8.1) Effective seismic weight of the structure; Seismic response coefficient; Seismic base shear (Eq 12.8-1); le = 1.000 Cs_caic = SOS / (R / le) = 0.1537 Cs—max = SDI / ((T / 1 sec) x (R I le)) = 4.3930 Cs-min = max(0.044 x SOS x l,0.01) = 0.0338 C5 = 0.1537 W = 1.0 kips Cs = 0.1537 V = C5 x W = 0.2 kips S i R"4-..m IMAGINE - INNOVATE - INTEGRATE Faraday RQ-HQ Project Structural Calculations Subject Gravity Analysis Floor Deck Design FD-1 (Balconny): Floor Framing Loading: Dead Load; Live Load; Max. Superimposed Deck Load; 1495 Pacific Hwy, Suite 400 P 619.294.6600 San Diego, CA 92101 F 619.294.6800 smrconsultinggroup.com 2019-037 Project No. SR 03/12/2019 Page: 11 91 By Date FDL = 60 psf; from Basis of Design FLL = 75 psf; from Basis of Design D = FDL + FLL = 135 psf; IBC 2015— Section 1605.3.1 Structural Deck capacities designed in accordance VERCO Decking Profiles: http://www.vercodeck.com/index.phplfloor-deck-catalog Stress Criteria: Allowable Deck Load; C = 240 psf; see following page (for 10'-6" Span) Demand / Capacity Ratio; Dcr = 0 / C = 0.56; < 1.0 - Design O.K. See the table below for Design; Use 20 Gage, PLW3 Deck Concrete Properties Density Uniform Weight Uniform Volume Compressive (pcf) (pal) (ydtlloo 11112) Strength, I',, (psi) 30.6, 0.781 3000 Notes: Volumes and weights do not include allowance For deflection. Weights are for concrete only and do not include weight of steel deck. Total stab depth Is nominal depth from top of concrete to bottom of steel deck. 1495 Pacific Hwy, Suite 400 P 619.294.6600 S LYJ R San Diego, CA 92101 F 619.294.6800 I j smrconsultinggroup.com IMAGINE - INNOVATE - INTEGRATE Faraday RQ-HQ 2019-037 Project Project No. Structural Calculations SR 03/12/2019 Page: 12 Of: 91 By Date Subject PLB or B FORMLOK 31/2 In. TOTAL SLAB DEPTH Normal Weight Concrete Maximum linshored Clear Span (ft-In.) Dock Number of Dick Spans Gag. I 2 3 22 6-6 1'4' 20 7-9" V.I. 9•3 18 8-10 10-8" 11-0' 10 9'-6' 11'-10" 11-r Shoring is required for spans greater than those shown above. See Footnote I on page 39 for required bearing. Allowable Superimposed Loads (pM) Duck Number of Deck Span (ft4n.) Gag. Spans 4•.O" 5'-O" 6'.O" S'4" 7-O" 74" 8'-O" r-r 9'-0" 9'' 1O'-O" 1Q'-6" ii'.O" iv-6" 12'" 1 400 353 261 228 I 170 148 130 115 101 90 80 71 64 57 51 22 2 400 353 261 228 202 160 130 115 101 90 80 71 64 57 51 3 400 353 261 228 202 ISO 130 115 101 90 80 71 64 57 51 1 400 372 274 240 212 189 138 122 108 96 85 76 68 61 55 20 2 400 372 274 240 212 169 170 153 140 85 76 68 61 55 3 400 372 274 240 212 189 170 153 140 I 96 85 76 65 61 55 1 400 400 297 260 230 205 184 1661 119 106 95 65 76 68 61 18 2 400 400 297 260 230 205 184 166 151 138 127 117 76 68 61 3 400 400 297 260 230 205 184 166 151 138 127 117 108 68 61 1 400 400 297 260 230 205 184 166 151 138 I 94 84 75 68 61 16 2 400 400 297 260 230 205 164 166 151 138 127 117 108 100 61 3 400 400 297 260 230 205 184 166 151 138 127 117 108 100 61 See footnotes on page 39. I Shoring required In shaded areas to right of heavy line. Allowable Diaphragm Shear Strengths, q (pit) and Flexibility Factors, F (lnJlb. x 106) Attachment P.tt.m Deck Gag. 4'.O S'0 6'•O 9'4' T.0•' 7-r Span (ft-In.) sr s'-r 9'.O" V4 10'" 1U'-V 11'.O' 1V.6" 12.0 22 q 2074 1925 1825 1787 1754 1726 1701 1679 1659 1642 1626 1612 1599 1587 1576 F 0,40 0.43 0,45 0.46 0,47 0.48 0.48 0.49 0.50 0.50 0.51 0.51 0.52 0.52 0.52 20 q 2192 2013 1893 1847 1808 1773 1743 1717 1694 1673 1654 1637 1621 1607 1594 36/4 F 0.34 037 0,40 0.41 0.42 0,42 0.43 0.44 0.44 0.45 0.45 0.46 0.46 0.47 0,47 Is q 2444 2205 2046 1985 1932 1887 1847 1812 1781 1753 1726 1705 1684 1665 1648 F 0.27 030 0.32 0.33 0.34 0.35 0.35 036 037 0.37 0.38 0.38 0.39 0.39 0,40 16 q 2713 2414 2215 2138 2073 2016 1966 1922 1883 1848 1816 1788 1762 1738 1717 F 0.21 024 0.26 0.27 0.28 0.29 0.30 030 0.31 0.32 0.32 0.33 0.33 0.34 0.34 22 q 2389 2177 2035 1981 1934 1893 1858 1827 1799 1774 1752 1732 1713 1697 1681 F 0.35 0.38 0.41 0.42 0.43 0.44 0.44 045 0.46 0.46 0.47 0.48 0.48 049 0.49 20 q 2569 2315 2145 2079 2023 1975 1932 1895 1861 1832 1805 1780 1758 1738 1720 36/7 F 0.29 0.33 0.35 0.36 0.37 0.38 0.39 0.40 0.40 0.41 0,42 0.42 0.43 0.43 0,44 q 2947 2607 2381 2294 2219 2155 2098 2048 2004 1964 1929 1896 1867 1840 1815 F 0.22 025 0.27 0.28 0.29 0.30 0.31 032 0.33 0.33 0,34 0.34 0.35 0.35 0.36 q 3342 2917 2634 2525 2432 2351 2280 2218 2162 2113 2068 2027 1991 1957 1926 F 0,17 020 0.22 0.23 0.24 0.25 0.26 0.26 0.27 0.28 0.28 0.29 0.29 0.30 0.30 See footnotes on page 39. 40 • VFS VERCO DECKING INC. www.vercodock.com 1495 Pacific Hwy, Suite 400 SY San Diego, CA 92101 smrconsultinggroup.com IMAGINE - INNOVATE - INTEGRATE Faraday RQ-HQ 2019-037 Project Project No. Structural Calculations SR 03/12/2019 P 619.294.6600 F 619.294.6800 Page: 13 I0f: 91 Subject By Date Ram Structural System Input U General Criteria RAM Structural System 16.00.01.06 DataBase: Faraday 03/11/1909:21:59 Gentler Building Code: [BC BUILDING CODE FOR LIVE LOAD REDUCTION: IBC Live Load Reduction Method: General ROOF LOADS: Consider Roof Live Loads, Ignore Snow Loads Roof Live Loads are Reducible DETERMINING NUMBER OF STORIES FOR LIVE LOAD REDUCTION: Include Roof Levels: No Include LJnreducible Levels: Yes Include Storage Levels: Yes SELF-WEIGHT: Automatically calculate and include Self-Weight for Member Dead Loads: Beams: Yes Columns: Yes Walls: Yes Slabs / Decks: No Automatically calculate and include Self-Weight for Story Masses: Beams: Yes Columns: Yes Include half mass of columns above and below Walls: Yes Include half mass of walls above and below Slabs/Decks: No 1495 Pacific Hwy, Suite 400 San Diego, CA 92101 smrconsultinggroup.com 03/12/2019 Date P 619.294.6600 F 619.294.6800 9, Page: 14 I0f: 91 S iy~ R"W-.., IMAGINE - INNOVATE - INTEGRATE Faraday RQ-HQ 2019-037 Project Project No. Structural Calculations SR Subject By U Echo of InDut Data RAM Structural System 16.01.00.20 DataBase: Faraday 05/2111919:09:49 BentLey Building Code: IBC Layout Types: Floor Tables Selected: Deck Table: ramdecks Master Steel Table: ramaisc Default Steel Table: ramaisc Alternate Steel Table: ramaisc Column Steel Table: ramaisc Reinforcement Table: RAMASTM Pan Form Table: RamCECO Story Data: Level Story Label Layout Type Height (it) I Floor Floor 14.000 Composite Deck Properties: ID Label Deck Type I Floor VERCO B Formlok ID Thick Unit Wt f'c Stud Diam Shored in pci ksi in In 1 2.00 145.00 3.00 3.00 0.75 No ID Hr Rib Space Wr AcRib YBar Self-Weight in in in in in psf 1.50 6.00 2.125 6.375 0.794 2.30 Composite Deck Diaphragm Properties: ID Effect Thick Poisson's Elastic Mod in ksi 2.0000 0.30 3122.00 ID 111 f22 11`12 mll m22 m12 Load Properties: Surface: ID DL Constr DL LL Reduct. Partition Constr LL Mass DL psi psf psf Type psi psi psi Balcony 60.0 60.0 75.0 Red. 0.0 20.0 65.0 Line: ID DL Constr DL LL Reduct. Partition Constr LL Mass DL k/ft k/ft k/ft Type k/ft k/ft k/ft Raliing 0.030 0.000 0.000 Red. 0.000 0.000 0.030 Grid Systems: System Label Type Main Orthogonal Grids: System: Main X Grids Label X Mm V Max V ft ft ft 4.5 0.0000 5.5 27.0000 V Grids Label V Mm X Max X ft ft ft 8.6 0.0000 A.1 9.0000 X Offset ft 0.000 V Offset Rotation ft 0.000 0.00 S i R"4-.., IMAGINE - INNOVATE - INTEGRATE Faraday RQ-HQ 2019-037 Project Project No. Structural Calculations SR Subject By U Echo of InDut Data RAM Structural System 16.01.00.20 DataBase: Faraday eenney. Building Code: IBC P 619.294.6600 F 619.294.6800 03/12/2019 Page: 15 Of: 91 Date Page 2/4 05121/19 19:09:49 1495 Pacific Hwy, Suite 400 San Diego, CA 92101 smrconsultinggroup.com DATA FOR FLOOR TYPE: Floor Grid Systems: Main Columns: ID X V Shape Orient. Param* LLRed Frame ft ft Angle ksi % Type 1 0.000 0.000 HS 0.00 46.0 Calc Grv. 2 0.000 9.000 HS 0.00 46.0 Calc Ow. 3 27.000 9.000 HS 0.00 46.0 Calc Ow. 4 27.000 0.000 HS 0.00 46.0 Calc Grv. * Parameter: Steel - Fy Concrete - rc Other - E * Eccentricity: Values with + indicate eccentricity plus 1/2 column dimension; values without + indicate absolute eccentricity (in) Eccent* Maj Mm +2.50 +2.50 +2.50 +2.50 +2.50 +2.50 +2.50 +2.50 Beams: ID Xi Vi Xi Yj Param* LLRed Type Frame User ft ft ft ft ksi % Type Size 1 0.000 0.000 27.000 0.000 50.0 Calc Comp Gravity W14X22 2 0.000 0.000 0.000 19.000 50.0 Calc NonC Gravity W18X40 3 27.000 0.000 27.000 19.000 50.0 Calc NonC Gravity W18X40 5 0.000 19.000 27.000 19.000 50.0 Calc NonC Gravity W18X35 6 0.000 6.337 27.000 6.336 50.0 Calc Comp Gravity W14X22 7 0.000 12.663 27.000 12.663 50.0 Calc Comp Gravity W14X22 * Parameter: Steel - Fy S 1:495 11 4 IMAGINE - INNOVATE - INTEGRATE Faraday RQ-HQ Project Structural Calculations Subject Pacific Hwy, Suite 400 San Diego, CA 92101 smrconsultinggroup.com 2019-037 Project No. SR 03/12/2019 By Date P 619.294.6600 F 619.294.6800 Page: 16 Of: 91 of Input Data U Echo RAM Structural System 16.01.00.20 Page 3/4 DataBase: Faraday 05/2.1/19 19:09:49 Benttey Building Code: IBC Concrete - fc Other - E Steel Beam Properties: ID Max Min Min Steel Dell Depth Depth Width Table Criteria in in In 1 None 0.00 0.00 Def. 2 None 0.00 0.00 Def. 3 None 0.00 0.00 Def. 5 None 0.00 0.00 Def. 6 None 0.00 0.00 Def. 7 None 0.00 0.00 Dcf. Slab Edges: Xi Vi Xj Yj Edge Dist ft ft ft ft in Diaphragm 1: 0.000 9.000 0.000 19.000 12.0 0.000 19.000 27.000 19.000 36.0 27.000 9.000 27.000 19.000 12.0 27.000 0.000 27.000 9.000 12.0 0.000 0.000 27.000 0.000 12.0 0.000 0.000 0.000 9.000 12.0 Deck Polygons: Deck Prop Slab Action Angle X-Coord Y-Coord Type ID it ft Composite I One-Way 90.00 -6.00 26.00 33.00 26.00 33.00 -6.00 -6.00 -6.00 -6.00 26.00 Load Polygons: Load Properties ID X-Coord Y-Coord It ft Balcony -6.00 26.00 33.00 26.00 33.00 -6.00 -6.00 -6.00 -6.00 26.00 User Input Line Loads: Load Properties ID Xi Vi Xj Yj ft ft ft ft Raliing 0.00 19.00 27.00 19.00 Raliing 27.00 0.00 27.00 19.00 1495 Pacific Hwy, Suite 400 P 619.294.6600 S San Diego, CA 92101 F 619.294.6800 I j smrconsultinggroup.com IMAGINE - INNOVATE - INTEGRATE Faraday RQ-HQ Project Structural Calculations Subject 2019-037 Project No. SR By Echo of Input Data 03/12/2019 Date Page: 17 Of: 91 RAM Structural System 16.01.00.20 Page 4/4 DataBase: Faraday 05/21/19 19:09:49 %leenney. Building 'Code: IBC Load Properties ID Xl Yi Xj Yj Raliing 0.00 0.00 0.00 19.00 S R"4 IMAGINE - INNOVATE - INTEGRATE Faraday RQ-HQ Project Structural Calculations 1495 Pacific Hwy, Suite 400 San Diego, CA 92101 smrconsultinggroup.com 2019-037 Project No. SR 03/12/2019 P 619.294.6600 F 619.294.6800 Page: 18 Of: 91 Subject By Date Beam Design U Beam Desian RAM Steel 16.00.01.06 DataBase: Faraday Fa'senney-Building Code: IBC Criteria 03/12/19 11:59:09 Steel Code: AISC 360-10 LR.FD TABLES SELECTED: Master Steel Table: ramaisc Default Steel Table: ramaisc Alternate Steel Table: ramaisc UNBRACED LENGTH: Check Unbraccd Length Do Not Consider Point of Inflection as Brace Point Noncomposite/Precomposite Beam Design: Deck Perpendicular to Beam Braces flange Deck Parallel to Beam does not Brace flange Calculate Cb for all Simple Span Beams Use Cb=I for all Cantilevers SPAN/DEPTH CRITERIA: Maximum Span/Depth Ratio (ft/ft): 0.00 COMPOSITE JEFF: Do Not Reduce leff per AISC 360 Commentary DEFLECTION CRITERIA: Default Criteria L/d delta (in) Unshored Initial (Construction Load): 0.0 0.0 Post Composite Live Load: 360.0 0.0 Total Superimposed: 240.0 0.0 Total (Init+Superimp-Cambcr): 240.0 0.0 Shored Dead Load: 0.0 0.0 Live Load: 360.0 0.0 Total Load: 240.0 0.0 Noncomposite Dead Load: 0.0 0.0 Live Load: 360.0 0.0 Total Load: 240.0 0.0 Note: 0.0 indicates No Limit CAMBER CRITERIA FOR COMPOSITE BEAMS: Do not Camber CAMBER CRITERIA FOR NONCOMPOSITE BEAMS: Do not Camber STUD CRITERIA: Stud Distribution: Use Optimum Maximum % of Full Composite Allowed: 100.00 Minimum % of Full Composite Allowed - Short Span: 25.00 Minimum % of Full Composite Allowed - Long Span: 50.00 1495 Pacific Hwy, Suite 400 P 619.294.6600 S San Diego, CA 92101 F 619.294.6800 I A smrconsultinggroup.com IMAGINE - INNOVATE - INTEGRATE Faraday RQ-HQ 2019-037 Project Project No. Structural Calculations SR 03/12/2019 Page: 19 Of: 91 Subject By Date RAM Steel 16.00.01.06 Page 2/2 DataBase: Faraday 03/12119 11:59:09 n-jeenttey-Building Code: IBC Steel Code: AISC 36040 LRFD Long Span Defined as Span Greater Than: 30.00 ft Maximum Rows of Studs Allowed: 3 Minimum Flange Width for 2 Rows of Studs (in): 5.500 Minimum Flange Width for 3 Rows of Studs (in): 8.500 Maximum Stud Spacing - Deck Parallel: Per Code Maximum Stud Spacing - Deck Not Parallel: Per Code Ductility of Shear Connection: Enforce AISC 360-16 Commentary 13.2d( 1) for Spans greater than 30 WEB OPENING CRITERIA: Stiffener Fy (ksi): 36.000 Stiffener Dimensions Minimum Width (in): 1.000 Minimum Thickness (in): 0.250 Increment of Width (in): 0.250 Increment of Thickness (in): 0.125 Increment of Length (in): 1.000 Do Not Allow Stiffeners on One Side of web Allow Stiffeners on Two Sides of web 1495 Pacific Hwy, Suite 400 S R San Diego, CA 92101 smrconsultinggroup.com IMAtINE . INNOVATE - INTEGRATE Faraday RQ-HQ 2019-037 Project Project No. Structural Calculations SR 03/12/2019 P 619.294.6600 F 619.294.6800 Page: 20 I0f: 91 Subject By Date RAM Steel 16.01.00.20 DataBase: Faraday 05/23/19 07:59:09 %Senttev Building Code: !BC Steel Code: AISC 360-10 LRFD Floor Type: Floor Beam Number = 1 SPAN INFORMATION (It): 1-End (0.00,0.00) .1-End (27.00,0.00) Beam Size (User Selected) = W14X22 Fy = 50.0 ksi Total Beam Length (ft) = 27.00 COMPOSITE PROPERTIES (Not Shored): Left Right Deck Label Floor Floor Concrete thickness (in) 2.00 2.00 Unit weight concrete (pct) 145.00 145.00 t'c (ksi) 3.00 3.00 Decking Orientation perpendicular perpendicular Decking type VERCO B Formlok VERCO B Formiok bcff(in) = 50.02 Y bar(in) = 12.71 Mnf(kip-ft) = 238.00 Mn (kip-ft) = 210.86 C (kips) = 120.61 PNA (in) = 12.09 leff(in4) = 445.91 ltr(in4) = 558.09 Stud length (in) 3.00 Stud diam (in) = 0.75 Stud Capacity (kips) Qn = 17.2 Rg = 1.00 Rp = 0.60 # of studs: Full = 30 Partial = 14 Actual = 14 Number of Stud Rows = 1 Percent of Full Composite Action = 47.28 LINE LOADS (kilt): Load Dist DL CDL LL Red% Type PartL 1 0.000 0.190 0.190 0.238 0.0% Red 0.000 27.000 0.190 0.190 0.238 0.000 2 0.000 0.060 0.060 0.076 0.0% Red 0.000 27.000 0.060 0.060 0.076 0.000 3 0.000 0.022 0.022 0.000 --- NônR 0.000 27.000 0.022 0.022 0.000 0.000 SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 11.18 kips 1.00Vn = 94.53 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb kip-fl ft ft Center PreCmp+ 1.2DL+1.6LL 42.0 13.5 0.0 1.00 [nit DL l.4DL 34.8 13.5 Max+ 1.2DL+1.6LL 75.5 13.5 Controlling 1.2DL+1.6LL 75.5 13.5 - REACTIONS (kips): Left Right Initial reaction 4.81 4.81 DL reaction 3.68 3.68 Max +LL reaction 4.23 4.23 Max +total reaction (factored) 11.18 11.18 CLL 0.063 0.063 0.020 0.020 0.000 0.000 Phi Phi*Mn kip-ft 0.90 124.50 0.90 189.77 0.90 189.77 03/12/2019 S i R"4-..o IMAGINE - INNOVATE - INTEGRATE Faraday RQ-HQ Project Structural Calculations 2019-037 Project No. SR 1495 Pacific Hwy, Suite 400 P 619.294.6600 San Diego, CA 92101 F 619.294.6800 smrconsultinggroup.com Page: 21 Of 91 Subject By U Gravity Beam Design RAM Steel 16.01.00.20 DataBase: Faraday n-Jeenney-Building Code: !BC Date Page 2/Il 05/23/19 07:59:09 Steel Code: AISC 360-10 LRFD DEFLECTIONS: Initial load (in) at 13.50 ft = -0.565 LID = 573 Live load (in) at 13.50 ft = -0.290 LID = 1119 Post Comp load (in) at 13.50 ft = -0.290 LiD = 1119 Net Total load (in) at 13.50 ft = -0.855 L/D = 379 P 619.294.6600 F 619.294.6800 01 2019-037 Project No. SR By 1495 Pacific Hwy, Suite 400 San Diego, CA 92101 smrconsultinggroup..com 03/12/2019 Page: 22 1 Of. 91 Date S ivi IMAGINE - INNOVATE - INTEGRATE Faraday RQ-HQ Project Structural Calculations Subject URAM Steel 16.01.00.20 DataBase: Faraday Bentte, Building Code: 1BC Page 3/Il 05/23/19 07:59:09 Steel Code: AISC 360-10 LRFD Floor Type: Floor Ream Number =2 SPAN INFORMATION (ft): 11-End (0.00,0.00) i-End (0.00,19.00) Slope (deg): 1.193 Beam Size (User Selected) = W18X40 F)' = 50.0 ksi Total Beam Length (ft) = 19.00 Cantilever on right (Ii) = 10.00 Mp (kip-ft) = 326.67 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RootLL Red% PartL 6.338 5.43 6.41 0.0 0.00 0.00 0.0 0.00 0.0 0.00 12.666 5.43 6.41 0.0 0.00 0.00 0.0 0.00. 0.0 0.00 19.004 5.88 6.25 0.0 0.00 0.00 0.0 0.00: 0.0 0.00 LINE LOADS (k/ft): Load Dist DL LL Red% Type PartL I 0.000 0.030 0.000 0.00/0 Red 0.000 9.002 0.030 0.000 0.000 2 9.002 0.030 0.000 0.0% Red 0.000 19.004 0.030 0.000 0.000 3 0.000 0.060 0.076 0.0% Red 0.000 9.002 0.060 0.076 0.000 4 9.002 0.060 0.076 0.00/0 Red 0.000 19.004 0.060 0.076 0.000 5 0.000 0.040 0.000 --- NonR 0.000 9.002 0.040 0.000 0.000 6 9.002 0.040 0.000 --- NonR 0.000 19.004 0.040 0.000 0.000 SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 40.38 kips l.00Vn = 169.15 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu ® Lb Cb Phi kip-ft ft ft Center Max - 1.2DL+1.6LL -246.0 9.0 2.7 1.16 0.90 Right Max- 1.2DL+1.6LL -246.0 9.0 3.7 1.00 0.90 Controlling 1.2DL+1.6LL -246.0 9.0 3.7 1.00 0.90 REACTIONS -VERTICAL (kips): Phi*Mn kip-ft 294.00 294.00 294.00 DL reaction Max +LL reaction Max -LL reaction Max +total reaction (factored) Max -total reaction DEFLECTIONS: Center span: Dead load (in) at Live load (in) at Left Right -7.28 2630 2.24 28.25 -9.98 0.00 -10J9 77.01 -24.70 37.10 5.22 ft = 0.036 UD = 3022 5.22 ft = 0.045 UD = 2377 S i R",4-..m IMAGINE - INNOVATE - INTEGRATE Faraday RQ-HQ Project Structural Calculations 1495 Pacific Hwy, Suite 400 San Diego, CA 92101 smrconsultinggroup.com 2019-037 Project No. SR 03/12/2019 P 619.294.6600 F 619.294.6800 Page: 23 I0f: 91 Subject By Date U Gravity Beam Design - RAM Steel 16.0 1.00.20 Page 4/1I DataBase: Faraday 05/23/19 07:59:09 BentLey. Building Code: IBC Steel Code: AISC 360-10 LRFD Center span: Net Total load (in) Right cantilever: Dead load (in) Pos Live load (in) Ncg Live load (in) Pos Total load (in) at 5.22 ft = 0.081 L/D = 1330 = -0.458 L/D = 524 = -0.511 L/D = 469 = 0.032 LID = 7462 = -0.969 L/D = 248 S ivi R "W.. 0 IMAGINE - INNOVATE - INTEGRATE Faraday RQ-HQ Project Structural Calculations Subject 2019-037 Project No. SR By 1495 Pacific Hwy, Suite 400 San Diego, CA 92101 sm rcon su Itin gg rou p. corn 03/12/2019 Date P 619.294.6600 F 619.294.6800 Page: 24 1 O 91 U Gravity RAM Steel 16.0 1.00.20 DataBase: Faraday nW,6qntt9W Building Code: IBC Beam Desipn Page 5/I1 05/23/19 07:59:09 Steel Code: AISC 360-10 LRFD Floor Type: Floor Beam Number = 3 SPAN INFORMATION (ft): I-End (27.00,0.00) .1-End (27.00,19.00) Slope (deg): 1.193 Beam Size (User Selected) = W.18X40 Fy = 50.0 ksi Total Beam Length (ft) = 19.00 Cantilever on right (ft) = 10.00 Mp (kip-ft) = 326.67 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RootLL Red% PartL 6.338 5.43 6.41 0.0 0.00 0.00 0.0 0.00 0.0 0.00 12.666 5.43 6.41 0.0 0.00 0.00 0.0 0.00 0.0 0.00 19.004 5.88 6.25 0.0 0.00 0.00 0.0 0.00 0.0 0.00 LINE LOADS (k/ft): Load Dist DL LL Red% Type PartL I 0.000 0.030 0.000 0.00/0 Red 0.000 9.002 0.030 0.000 0.000 2 9.002 0.030 0.000 0.0% Red 0.000 19.004 0.030 0.000 0.000 3 9.002 0.060 0.076 0.00/0 Red 0.000 19.004 0.060 0.076 0.000 4 0.000 0.060 0.076 0.00/0 Red 0.000 9.002 0.060 0.076 0.000 5 0.000 0.040 0.000 --- NonR 0.000 9.002 0.040 0.000 0.000 6 9.002 0.040 0.000 -- NonR 0.000 19.004 0.040 0.000 0.000 SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 40.38 kips l.00Vn = 169.15 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu ® Lb Cb Phi Phi*Mn kip-fl ft ft kip-ft Center Max - 1.2DL+1.6LL -246.0 9.0 2.7 1.16 0.90 294.00 Right Max- 1.2DL+1.6LL -246.0 9.0 3.7 1.00 0.90 294.00 Controlling 1.2DL+1.6LL -246.0 9.0 3.7 1.00 0.90 294.00 REACTIONS -VERTICAL (kips): Left Right DL reaction -7.28 26.50 Max +LL reaction 2.24 28.25 Max -LL reaction -9.98 0.00 Max +total reaction (factored) -10.19 77.01 Max -total reaction -24.70 37.10 DEFLECTIONS: Center span: Dead load (in) at 5.22 ft = 0.036 LID = 3022 Live toad (in) at 5.22 ft = 0.045 L/D = 2377 San Diego, CA 92101 S ' R 1495 Pacific Hwy, Suite 400 smrconsultinggroup.com IMAGINE - INNOVATE - INTEGRATE Faraday RQ-HQ 2019-037 Project Project No. Structural Calculations SR 03/1212019 P 619.294.6600 F 619.294.6800 Page: 25 Of: 91 Subject By Date Beam Design U Gravity RAM Steel 16.0 1.00.20 Page 6/I1 DataBase: Faraday 05/23/19 07:59:09 n-Jeennew Building Code: IBC Steel Code: A!SC 360-10 LRFD Center span: Net Total load (in) at 5.22 ft = 0.081 L/D = 1330 Right cantilever: Dead load (in) = -0.458 LAD = 524 Pos Live load (in) = -0.511 L/D = 469 Ncg Live load (in) = 0.032 UD = 7462 Pos Total load (in) = -0.969 L/D = 248 S i R"4-.., IMAGINE - INNOtATE - INTEGRATE Faraday RQ-HQ Project Structural Calculations Subject 1495 Pacific Hwy, Suite 400 San Diego, CA 92101 smrconsultinggroup.com 2019-037 Project No. SR 03/12/2019 By Date P 619.294.6600 F 619.294.6800 Page: 26 Of: 91 URAM Steel 16.01.00.20 _ DataBase: Faraday 8entLey. Building Code: IBC 7,75irJ :iitu11 Page 7/lI 05/23/19 07:59:09 Steel Code: AISC 360-10 LRFD Floor Type: Floor Beam Number =5 SPAN INFORMATION (ft): I-End (0.00,19.00) i-End (27.00,19.00) Beam Size (User Selected) = W18X35 Fy = 50.0 ksi Total Beam Length (ft) = 27.00 Mp (kip-ft) = 277.08 LINE LOADS (k/It): Load Dist DL LL Red% Type PartL I 0.000 0.030 0.000 0.0% Red 0.000 27.000 0.030 0.000 0.000 2 0.000 0.180 0.226 0.00/0 Red 0.000 27.000 0.180 0.226 0.000 3 0.000 0.190 0.238 0.00/0 Red 0.000 27.000 0.190 0.238 0.000 4 0.000 0.035 0.000 --- NonR 0.000 27.000 0.035 0.000 0.000 SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 17.06 kips 1.00Vn = 159.30 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu ® Lb Cb Phi PhiMn kip-ti ft ft kip-ft Center Max + 1.2DL+1.6LL 115.2 13.5 0.0 1.00 0.90 249.38 Controlling 1.2DL+1.6LL 115.2 13.5 0.0 1.00 0.90 249.38 REACTIONS (kips): Left Right DL reaction 5.88 5.88 Max +LL reaction 6.25 6.25 Max +total reaction (factored) 17.06 17.06 DEFLECTIONS: Dead load (in) at 13.50 ft = -0.352 L/D = 920 Live load (in) at 13.50 ft = -0.375 LID = 865 Net Total load (in) at 13.50 ft = -0.727 LID = 446 1495 Pacific Hwy, Suite 400 S San Diego, CA 92101 smrconsultinggroup.com IMAGINE - INNOVATE - INTEGRATE Faraday RQ-HQ 2019-037 Project Project No. Structural Calculations SR 03/12/2019 P 619.294.6600 F 619.294.6800 Page: 27 Of: 91 Subject By Date U Gravity Beam Design RAM Steel 16.01.00.20 Page 8/1I DataBase: Faraday 05/23/19 07:59:09 BenItey. Building Code: [BC Steel Code: AISC 360-10 LRFD Floor Type: Floor Beam Number =6 SPAN INFORMATION (ft): I-End (0.00,6.34) .1-End (27.00,6.34) Beam Size (User Selected) = W14X22 Fy = 50.0 ksi Total Beam Length (ft) = 27.00 COMPOSITE PROPERTIES (Not Shored): Left Right Deck Label Floor Floor Concrete thickness (in) 2.00 2.00 Unit weight concrete (pcf) 145.00 145.00 f'c (ksi) 3.00 3.00 Decking Orientation perpendicular perpendicular Decking type VERCO B Formiok VERCO B Formiok bcff(in) 75.98 Y bar(in) = 13.56 Mnf(kip-ft) 257.24 Mn (kip-ft) 212.48 C(kips) = 120.61 PNA(in) = 12.09 [eff(in4) = 450.77 ltr(in4) = 611.98 Stud length (in) = 3.00 Stud diam (in) = 0.75 Stud Capacity (kips) Qn = 17.2 Rg = 1.00 Rp = 0.60 # of studs: Full = 38 Partial = 14 Actual = 14 Number of Stud Rows = 1 Percent of Full Composite Action = 37.17 LINE LOADS (ldft): Load Dist DL CDL LL Red% Type PartL CLL 1 0.000 0.380 0.380 0.475 0.0% Red 0.000 0.127 27.000 0.380 0.380 0.475 0.000 0.127 2 0.000 0.022 0.022 0.000 --- NonR 0.000 0.000 27.000 0.022 0.022 0.000 0.000 0.000 SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 16.77 kips 1.00Vn = 94.53 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft Center PrcCmp+ 1.2DL-t-1.6LL 62.4 13.5 0.0 1.00 0.90 124.50 lnitDL 1.4DL 51.3 13.5 Max+ 1.2DL+1.6LL 113.2 13.5 --- --- 0.90 191.23 Controlling 1.2DL+1.6LL 113.2 13.5 --- -- 0.90 191.23 REACTIONS (kips): Left Right Initial reaction 7.14 7.14 DL reaction 5.43 5.43 Max +LL reaction 6.41 6.41 Max +total reaction (factored) 16.77 16.77 DEFLECTIONS: Initial load (in) at 13.50 ft = -0.833 LID = 389 Live load (in) at 13.50 ft = -0.434 LID = 746 S iR"4 IMAGINE - INNOVATE - INTEGRATE Faraday RQ-HQ 1495 Pacific Hwy, Suite 400 P 619.294.6600 San Diego, CA 92101 F 619.294.6800 smrconsultinggroup.com 2019-037 Project Project No. Structural Calculations SR Subj9ct By U Gravity Beam Design RAM Steel 16.01.00.20 DataBase: Faraday eenhteV Building Code: IBC 03/12/2019 Page: 28 I0f: 91 Date Page 9/Il 05/23/19 07:59:09 Steel Code: AISC 360-10 LRFD Post Comp load (in) at 13.50 ft = -0.434 L/D = 746 Net Total load (in) at 13.50 ft = -1.267 L/D = 256 S i R"4-..m IMAGINE - INNOVATE - INTEGRATE Faraday RQ-HQ Project Structural Calculations 1495 Pacific Hwy, Suite 400 San Diego, CA 92101 smrconsultinggroup.com 2019-037 Project No. SR 03/12/2019 P 619.294.6600 F 619.294.6800 Page: 29 I0f: 91 Subject By Date RAM Steel 16.01.00.20 Page 10/Il DataBase: Faraday 05123/19 07:59:09 !1eenttey Building Code: [BC Steel Code: AISC 360-10 LRFD Floor Type: Floor Beam Number = 7 SPAN INFORMATION (ft): I-End (0.0012.66) J-End (27.00,12.66) Beam Size (User Selected) = W14X22 Fy = 50.0 ksi Total Beam Length (ft) = 27.00 COMPOSITE PROPERTIES (Not Shored): Left Right Deck Label Floor Floor Concrete thickness (in) 2.00 2.00 Unit weight concrete (pct) 145.00 145.00 fc (ksi) 3.00 3.00 Decking Orientation perpendicular perpendicular Decking type VERCO B Formiok VERCO B Formiok bcff(in) 75.98 Y bar(in) 13.56 Mnf(kip-ft) 257.24 Mn (kip-ft) 212.48 C (kips) 120.61 PNA (in) = 12.09 leff (in4) = 450.77 ltr (1n4) = 611.98 Stud length (in) = 3.00 Stud diam (in) = 0.75 Stud Capacity (kips) Qn = 17.2 Rg = 1.00 Rp = 0.60 # of studs: Full = 38 Partial = 14 Actual = 14 Number of Stud Rows = 1 Percent of Full Composite Action = 37.17 LINE LOADS (k/ft): Load Dist DL CDL LL Red% Type PartL CLL I 0.000 0.380 0.380 0.475 0.0% Red 0.000 0.127 27.000 0.380 0.380 0.475 0.000 0.127 2 0.000 0.022 0.022 0.000 --- NonR 0.000 0.000 27.000 0.022 0.022 0.000 0.000 0.000 SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 16.77 kips 1.00Vn = 94.53 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi PhiMn kip-ft ft ft kip-ft Center PreCmp+ 1.2DL+1.6LL 62.4 13.5 0.0 1.00 0.90 124.50 InitDL i.4DL 51.3 13.5 Max+ 1.2DL+1.6LL 113.2 13.5 --- --- 0.90 191.23 Controlling I.2DL+1.6LL 113.2 13.5 --- -- 0.90 191.23 REACTIONS (kips): Initial reaction DL reaction Max +LL reaction Max +total reaction (factored) DEFLECTIONS: Initial load (in) at Live load (in) at Left Right 7.14 7.14 5.43 5.43 6.41 6.41 16.77 16.77 13.50 ft = -0.833 13.50 11 = -0.434 L/D= 389 LID = 746 1495 Pacific Hwy, Suite 400 P 619.294.6600 S R San Diego, CA 92101 F 619.294.6800 I i smrconsultinggroup.com IMAGINE - INNOVATE - INTEGRATE Faraday RQ-HQ 2019-037 Project Project No. Structural Calculations SR 03/12/2019 Page: 30 I0f: 91 Subject By Date U raviw neam uesin RAM Steel 16.0 1.00.20 Page I I/Il DataBase: Faraday 05/23/1907:59:09 Benfley Building Code: IBC Steel Code: AISC 360-10 LRFD Post Comp load (in) at 13.50 ft = -0.434 L/D = 746 Net Total load (in) at 13.50 ft = -1.267 LID = 256 S iR"4 IMAGINE - INNOVATE - INTEGRATE Faraday RQ-HQ 2019-037 1495 Pacific Hwy, Suite 400 P 619.294.6600 San Diego, CA 92101 F 619.294.6800 smrconsultinggroup.com Project Project No. Structural Calculations SR 03/12/2019 Subject By Date U Floor Man RAM Steel 16.01.00.20 DataBase: Faraday aentley, Building Code: IBC Page: 31 1 O 91 05/21/1919:09:49 Steel Code: ATSC 360-10 LRFD Floor Type: Floor Beam Numbers P 5 7 A.1 ------------------------------------------------------------------------------- 6 1 cv) (5.5 S iv~ R "4-.. 0 IMAGINE - IN:NOVATE - INTEGRATE Faraday RQ-HQ Project Structural Calculations Subject By URAM Steel 16.01.00.20 DataBase: Faraday n—)3enitow Building Code: !BC Floor Type: Floor 1495 Pacific Hwy, Suite 400 P 619.294.6600 San Diego, CA 92101 F619.294.6800 smrconsultinggroup.com 03/12/2019 Page: 32 I0f: 91 Date Floor Man 05/21/19 19:09:49 Steel Code: AISC 360-10 LRFD Beam Designs W185 2019-037 Project No. SR W14x22 (14) A.1 - W1422 (14) 0 0 IRT x x 00 OD W14Q2 (14) B.6 75.5 4.5 'S ~ R,"4 IMAGINE INNOVATE - INTEGRATE Faraday RQ-HQ Project Structural Calculations Subject 1495 Pacific Hwy, Suite 400 San Diego, CA 92101 Sm rconsu Itingg rou p . corn 2019-037 Project No. SR 03/12/2019 By Date P 619.294.6600 F 619.294.6800 Page: 33 Of: 91 URAM Steel I 60l .00.20 DataBase: Faraday 10ont1eu Building Code: mc 05/21/19 19:09:49 Steel Code: AISC 360-10 LRFD Floor Type: Floor Demand / Capacity Ratios: Controlling 0.538 (d) 0.939(d) -------------------------------------------------------------------------------- 0.939(d) to 4.5 5.5 1495 Pacific Hwy, Suite 400 P 619.294.6600 San Diego, CA 92101 F 619.294.6800 smrconsultinggroup.com IMAGINE - INNOVATE - INTEGRATE Faraday RQ-HQ 2019-037 Project Project No. Structural Calculations SR 03/12/2019 Page: 34 91 Subject By Date URAM Steel 16.01.00.20 Benttet,t Building Code: IBC DataBase: Faraday F or Man lo 7/1 & REACTIONS Steel Code: AISC 360.10 LRFD 05/21/19 19:09:4 9 Floor Type: Floor Beam Design?' 13k W1835 13k 12k W14x22(14) 12k A.1 41................................................................................. 14 12k W14x22(14) 12k 00 00 5— 5— co 00 B.6 8k i W14x22(14) 8k( 4.5 1495 Pacific Hwy, Suite 400 P 619.294.6600 S San Diego, CA 92101 F 619.294.6800 I j smrconsultinggroup.com IMAGINE - INNOVATE - INTEGRATE Faraday RQ-HQ 2019-037 Project Project No. Structural Calculations SR 03/12/2019 Page: 35 Of: 91 Subject By Date Column Design U Gravity Column Design Criteria RAM Steel 16.00.01.06 DataBase: Faraday 03/11/19 09:28:58 eent1ey Building Code: IBC Steel Code: AISC 360-10 LRFD DEFAULT SPLICE LEVELS: Level Splice Floor N DESIGN DEFAULTS: Maximum Angle from column axis at which beam reaction is not split between column sides for calculating unbalanced moments: 30.0 deg. Skip-load the Live Load around Column STANDARD COLUMN TRIAL GROUPS: Trial Group I Trial Group 2 Trial Group 3 ISection W14 W12 W10 Rect. HSS HSS6X6 HSSSXS HSS4X4 Round HSS HSS6 HSS7 HSS 16 HANGING COLUMN TRIAL GROUPS: Trial Group 1 Trial Group 2 Trial Group 3 [Section W14 W12 W10 Rect. HSS HS522X22 HSS20X2O HSSI8XI8 Round HSS FISS20 HSSI8 HSSI6 Channel C15 C12 CIO Tee W122 W120X16 WT20X12 Flat Bar FlatBar FlatBar FlatBar Round Bar RoundBar RoundBar RoundBar Single Angle L12X12 LlOXIO L8X8 Double Angle 2L12X12 21.I0X10 2L8X8 COLUMN BRACING: Deck Braces Column Maximum Angle from column axis from which beam braces column: 60.0 deg. BASE PLATES: Design Code: A1SC360-10 LRFD Plate Fy (ksi) 36.000 Minimum Dimension From Face of Column to Edge of Plate (in) 3.000 Minimum Dimension From Side of Column to Edge of Plate (in) 3.000 Increment of Plate Dimensions (in) 1.000 Increment of Plate Thickness (in) 0.250 Minimum Footing Dimension Parallel to Web (ft) 3.00 Minimum Footing Dimension Perpendicular to Web (11) 3.00 Keep Base Plate Square: Y S i vi R"4 IMAGINE - INNOVATE - INTEGRATE Faraday RQ-HQ Project Structural Calculations 1495 Pacific Hwy, Suite 400 San Diego, CA 92101 smrconsultinggroup.com 2019-037 Project No. SR 03/12/2019 P 619.294.6600 F 619.294.6800 Page: 36 I0f: 91 Subject By Date URAM Steel 16.00.01.06 DataBase: Faraday %!aenttew Building Code: IBC 03/12/19 12:26:56 Steel] Code: AISC 360-10 LRFD Story level Floor, Column Line 4.5-B.6, Column # 1 Fy (ksi) = 46.00 Column Size = HSS6X6X1/4 Orientation (deg.) = 0.0 INPUT DESIGN PARAMETERS: X-Axis V-Axis Lu(ft) 15.33 1533 K _______________ 1 1 Braced Against Joint Translation __________________ Yes Yes Column Eccentricity (in) Top 5.50 5.50 Bottom ________ 0.00 0.00 CONTROLLING AXIAL COLUMN LOADS - Skip-Load Case IS: Dead Axial (kip) -3.21 DEMAND CAPACITY RATIO: (1.2DL + 1.6LL + 0.5RF) Pu (kip) -19.82 0.90Pnx (kip) = 216.94 0.90Pny (kip) 216.94 0.90Pn (kip) 216.94 CONTROLLING COMBINED COLUMN LOADS - Skip-Load Case 18: Dead Axial (kip) -3.21 Moments Top Mx (kip-ft) 1.83 My (kip-ft) 3.43 Bot Mx (kip-ft) 0.00 My (kip-ft) -0.00 Single curvature about X-Axis Single curvature about Y-Axis CALCULATED PARAMETERS: (1.2DL + l.6LL + 0.SRF) Pu (kip) = -19.82 0.90*Pn (kip) = Mux (kip-ft) = 2.19 0.90*Mnx (kip-ft) = Muy (kip-ft) = 11.43 0.90*Mny (kip-ft) = Rm 1.00 Cbx = 1.73 Cby = Cmx = 0.60 Cmy = Pex (kip) 241.78 Pey (kip) = Bix 1.00 Bly INTERACTION EQUATION Pu/0.90*Pn = 0.091 Eq Hl-lb: 0.046 + 0.057 + 0.296 = 0.398 Live Roof -9.98 0.00 Pu/0.90Pnx = 0.091 Pu10.90Pny = 0.091 Pu/0.90Pn = 0.091 Live Roof -9.98 0.00 0.00 0.00 4.57 0.00 0.00 0.00 0.00 0.00 216.94 38.64 38.64 1.73 0.60 241.78 1.00 .S iR"4 IMAGINE - INNOVATE - INTEGRATE Faraday RQ-HQ Project Structural Calculations Subject 1495 Pacific Hwy, Suite 400 San Diego, CA 92101 smrconsultinggroup.com 2019-037 Project No. SR 03/12/2019 By Date Gravity Column Design P 619.294.6600 F 619.294.6800 Page: 37 I0f: 91 RAM Steel 16.00.0 1.06 Page 2/4 DataBase: Faraday 03/12/19 12:26:56 eenfley Building Code: [BC Steel Code: AISC 360-10 LRFD Story level Floor, Column Line 4.5-A.1, Column #2 Fy (ksi) = 46.00 Column Size = 11SS6X6X1/4 Orientation (deg.) = 0.0 INPUT DESIGN PARAMETERS: X-Axis V-Axis Lu(ft) 15.52 15.52 IC _______________ I Braced Against Joint Translation _________________ Yes Yes Column Eccentricity (in) Top 0.00 0.00 Bottom _________ 0.00 0.00 CONTROLLING AXIAL COLUMN LOADS - Skip-Load Case I: Dead Live Roof Axial (kip) 28.00 28.25 0.00 DEMAND CAPACITY RATIO: (1.2DL + 1.6LL + 0.5RF) Pu (kip) = 78.80 0.90Pnx (kip) = 141.47 Pu/0.90Pnx = 0.557 090Pny(kip) = 141.47 Pu/0.90Pny = 0.557 0.90Pn (kip) = 141.47 Pu/0.90Pn = 0.557 CONTROLLING COMBINED COLUMN LOADS - Skip-Load Case 1: Dead Live Roof Axial (kip) 28.00 28.25 0.00 Moments Top Mx (kip-ft) 0.00 0.00 0.00 My (kip-ft) 0.00 0.00 0.00 Bot Mx (kip-ft) 0.00 0.00 0.00 My (kip-ft) 0.00 0.00 0.00 Single curvature about X-Axis Single curvature about Y-Axis CALCULATED PARAMETERS: (1.2131, + l.6LL + O.SRF) Pu (kip) = 78.80 0.90*Pn (kip) = 141.47 Mux (kip-ft) = 0.00 0.90Mnx (kip-ft) = 38.64 Muy (kip-ft) = 0.00 0.90Mny (kip-ft) = 38.64 Rm = 1.00 Cbx = 1.00 Cby = 1.00 Cmx = 1.00 Cmy = 1.00 Pex (kip) = 235.98 Pey (kip) = 235.98 Bix = 1.50 Bly 1.50 INTERACTION EQUATION Pu/0.90*Pn = 0.557 Eq H 1-la: 0.557 +0.000+0.000 =0.557 S i R"4-..m IMAGINE - INNOVATE - INTEGRATE Faraday RQ-HQ Project Structural Calculations Subject 1495 Pacific Hwy, Suite 400 San Diego, CA 92101 smrconsultinggroup.com 2019-037 Project No. SR 03/12/2019 By Date Gravity Column Design P 619.294.6600 F 619.294.6800 Page: 38 Of: 91 RAM Steel 16.00.01.06 Page 3/4 DataBase: Faraday 03/12/19 12:26:56 eenttey Building Code: IBC Steel Code: AISC 360-10 LRFD Story level Floor, Column Line 5.5-B.6, Column 1114 Fy (ksi) = 46.00 Column Size HSS6X6X1/4 Orientation (deg.) = 0.0 INPUT DESIGN PARAMETERS: Lu (ft) K Braced Against Joint Translation Column Eccentricity (in) Top - Bottom X-Axis V-Axis 15.33 15.33 Yes Yes 5.50 5.50 0.00 0.00 CONTROLLING AXIAL COLUMN LOADS - Skip-Load Case IS: Dead Axial (kip) -3.21 DEMAND CAPACITY RATIO: (1.2DL + 1.6LL + 0.511F) Pu (kip) = -19.82 0.90Pnx (kip) 216.94 0.90Pny (kip) = 216.94 0.90Pn (kip) = 216.94 CONTROLLING COMBINED COLUMN LOADS - Skip-Load Case 18: Dead Axial (kip) -3.21 Moments Top Mx (kip-ft) -1.83 My (kip-ft) 3.43 Bot Mx (kip-ft) 0.00 My (kip-ft) -0.00 Single curvature about X-Axis Single curvature about Y-Axis CALCULATED PARAMETERS: (1.2DL + 1.6LL + 0.5RF) Pu (kip) = -19.82 0.90*Pn (kip) = Mux (kip-ft) = -2.19 0.90Mnx (kip-ft) = Muy (kip-ft) = 11.43 0.90*Mny (kip-ft) Rm = 1.00 Cbx = 1.73 Cby = Cmx 0.60 Cmy = Pex (kip) = 241.78 Pey (kip) = BIx = 1.00 Bly = INTERACTION EQUATION Ptil0.90Pn = 0.091 Eq HI-tb: 0.046 +0.057 +0.296=0.398 Live Roof -9.98 0.00 Pu/0.90Pnx = 0.091 Pu/0.90Pny = 0.091 Pu/0.90Pn = 0.091 Live Roof -9.98 0.00 0.00 0.00 4.57 0.00 0.00 0.00 0.00 0.00 216.94 38.64 38.64 1.73 0.60 241.78 1.00 S i R"4-..m IMAGINE - INNOVATE - INTEGRATE Faraday RQ-HQ Project Structural Calculations Subject 1495 Pacific Hwy, Suite 400 San Diego, CA 92101 smrconsultinggroup.com 2019-037 Project No. SR 03/12/2019 By Date Gravity Column Design P 619.294.6600 F 619.294.6800 Page: 39 I0f: 91 RAM Steel 16.00.0 1.06 Page 4/4 DataBase: Faraday 03/12/19 12:26:56 t-ileenney. Building Code: IBC Steel Code: AISC 360-10 LRFD Story level Floor, Column Line 5.5-A.1, Column #3 Fy (ksi) = 46.00 Column Size = HSS6X6XI/4 Orientation (deg.) = 0.0 INPUT DESIGN PARAMETERS: Lu (ft) K Braced Against Joint Translation Column Eccentricity (in) Top - Bottom X-Axis V-Axis 15.52 15.52 Yes Yes 0.00 0.00 0.00 0.00 CONTROLLING AXIAL COLUMN LOADS - Skip-Load Case I: Dead Axial (kip) 28.00 DEMAND CAPACITY RATIO: (1.2DL + I.6LL + 0.511F) Pu (kip) = 78.80 0.90Pnx (kip) = 141.47 0.90Pny(kip) = 141.47 0.90Pn (kip) = 141.47 CONTROLLING COMBINED COLUMN LOADS - Skip-Load Case 1: Dead Axial (kip) 28.00 Moments Top Mx (kip-ti) 0.00 My (kip-ft) 0.00 Bot Mx (kip-ft) 0.00 My (kip-ft) 0.00 Single curvature about X-Axis Single curvature about Y-Axis CALCULATED PARAMETERS: (1.2DL + 1.6LL + 0.511F) Pu (kip) = 78.80 0.90Pn (kip) = Mux (kip-ft) = 0.00 0.90*Mnx (kip-ft) = Muy (kip-ft) = 0.00 0.90Mny (kip-ft) = Rm = 1.00 Cbx = 1.00 Cby = Cmx = 1.00 Cmy = Pex (kip) = 235.98 Pey (kip) = BIx = 1.50 Bly = INTERACTION EQUATION Pu/0.90Pn 0.557 Eq Hi-la: 0.557 + 0.000 + 0.000 = 0.557 Live Roof 28.25 0.00 Pui0.90Pnx = 0.557 Pu/0.90Pny = 0.557 Pu/0.90Pn = 0.557 Live Roof 2825 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 141.47 38.64 38.64 1.00 1.00 235.98 1.50 1495 Pacific Hwy, Suite 400 P 619.294.6600 S San Diego, CA 92101 F 619.294.6800 I j smrconsultinggroup.com IMAGINE - INNOVATE . INTEGRATE Faraday RQ-HQ 2019-037 Project Project No. Structural Calculations SR 03/12/2019 Page: 40 I0f: 91 Subject By Date S i R"4-.., IMAGINE - INNOVATE • INTEGRATE Faraday RQ-HQ Project Structural Calculations Subject Base Plate Design RAM Steel 16.00.01.06 DataBase: Faraday Ieennetr Building Code: IBC 1495 Pacific Hwy, Suite 400 P 619.294.6600 San Diego, CA 92101 F 619.294.6800 smrconsultinggroup.com 2019-037 Project No. SR 03/12/2019 Page: 41 lot: i I By Date 03/12/19 12:28:09 Steel Code: AISC360-10 LR.FD BASE PLATES: Design Code: AISC360-10 LRFD Plate Fy (ksi) 36.000 Minimum Dimension From Face of Column to Edge of Plate (in) 3.000 Minimum Dimension From Side of Column to Edge of Plate (in) 3.000 Increment of Plate Dimensions (in) 1.000 Increment of Plate Thickness (in) 0.250 Minimum Footing Dimension Parallel to Web (ft) 3.00 Minimum Footing Dimension Perpendicular to Web (ft) 3.00 Keep Base Plate Square: Y Base Plate level Floor, Column Line 4.5-B.6 BASEPLATE DIMENSIONS: N (parallel to web) (in) 12.00 B (perpendicular to web) (in) 12.00 Plate Thickness (in) 0.250 Plate Fy (ksi) 36.0 COLUMN DATA Column Size ____________________________ HSS6X6X1/4 Dead Load (kips) -3.21 Live Load (kips) 6.47 Ultimate Load (kips) 6.49 BEARING: Concrete fc (ksi) Size of concrete support (ft x ft) - Area of concrete support (sq in) - Eff Area of support (A2) (sq in) - Area Required for Bearing (sq in) Area of Plate (Al) (sq in) Square Root of (A2/A I) 0.65Pp (kips) CALCULATED DIMENSIONS: m [N-0.95d]I2.0 (in) n [B-0.95b]/2.0 (in) Thickness Required (in) Checked for cantilever portion only 3.00 3.00 x 3.00 1296.00 1296.00 1.96 14400 3.00 Use 2.0 477.36 3.150 3.150 0.166 S ivi R 0 IMAGINE INNOVATE - INTEGRATE Faraday RQ-HQ Project Structural Calculations 1495 Pacific Hwy,, Suite 400 San Diego, CA 92101 smrconsultinggroup.com P 619.294.6600 F 619.294.6800 2019-037 Project No. SR 03/12/2019 Page: 42 Of: 91 Subject By Date RAM Steel 16.00.01.06 Page 2/4 DataBase: Faraday 03/12/19 12:28:09 !eemnev Building Code: IBC Steel Code: AISC360-10 LRFD Base Plate level Floor, Column Line 4.5-A1 BASEPLATE DIMENSIONS: N (parallel to web) (in) 12.00 B (perpendicular to web) (in) 12.00 Plate Thickness (in) 0.750 Plate Fy (ksi) 36.0 COLUMN DATA Column Size ____________________________ HSS6X6X1/4 Dead Load (kips) 28.00 Live Load (kips) 28.25 Ultimate Load (kips) 78.80 BEARING: Concrete f'c (ksi) 3.00 Size of concrete support (ft x ft) 3.00 x 3.00 Area of concrete support (sq in) 1296.00 Eff Area of support (A2) (sq in) 1296.00 Area Required for Bearing (sq in) 23.77 Area of Plate (Al) (sq in) 144.00 Square Root of(A2/AI) 3.00 Use 2.0 0.65Pp (kips) 477.36 CALCULATED DIMENSIONS: m [N-0.95d]/2.0 (in) 3.150 n [B-0.95b]/2.0 (in) 3.150 Thickness Required (in) 0.579 Checked for cantilever portion only S iR"4 IMAGINE - INNOVATE - INTEGRATE Faraday RQ-HQ Project Structural Calculations 1495 Pacific Hwy, Suite 400 San Diego, CA 92101 smrconsultinggroup.com 2019-037 Project No. SR 03112/2019 P 619.294.6600 F 619.294.6800 Page: 43 I01 91 Subject By Base Plate Design Date URAM Steel 16.00.01.06 DataBase: Faraday %eenttey-Building Code: IBC Page 3/4 03/12/19 12:28:09 Steel Code: AISC360-10 LRFD Base Plate level Floor, Column Line 5.5-B.6 BASEPLATE DIMENSIONS: N (parallel to web) (in) B (perpendicular to web) (in) Plate Thickness (in) Plate Fy (ksi) COLUMN DATA Column Size Dead Load (kips) Live Load (kips) Ultimate Load (kips) BEARING: Concrete t'c (ksi) Size of concrete support (ft x ft) Area of concrete support (sq in) Eff Area of support (A2) (sq in) Area Required for Bearing (sq in) Area of Plate (Al) (sq in) Square Root of(A2/AI) 0.65Pp (kips) CALCULATED DIMENSIONS: m [N-0.95d]/2.0 (in) n [B-0.95b]/2.0 (in) Thickness Required (in) Checked for cantilever portion only 12.00 12.00 0.250 36.0 HS56X6X1/4 -3.21 6.47 6.49 3.00 3.00 x 3.00 1296.00 1296.00 1.96 144.00 3.00 Use 2.0 477.36 3.150 3.150 0.166 S ivi R"W...w IMAGINE - INNOVATE - INTEGRATE Faraday RQ-HQ 2019-037 1495 Pacific Hwy, Suite 400 P 61 9.294.660i San Diego, CA 92101 F 619.294.6800 smrconsultinggroup.com Project Project No. Structural Calculations SR 03/12/2019 Page: 44 Of: 91 Subject By Date Plate Design U Base RAM Steel 16.00.01.06 Page 4/4 DataBase: Faraday 03/12/1,9 12:28:09 ntleenttev-Building Code: [BC Steel Code: AISC360- 10 LRFD Base Plate level Floor, Column Line 53-A.1 BASEPLATE DIMENSIONS: N (parallel to web) (in) 12.00 B (perpendicular to web) (in) 12.00 Plate Thickness (in) 0.750 Plate Fy (ksi) 36.0 COLUMN DATA Column Size __________________________ HSS6X6X1/4 Dead Load (kips) 28.00 Live Load (kips) 28.25 Ultimate Load (kips) 78.80 BEARING: Concrete f'c (ksi) 3.00 Size of concrete support (fix ft) 3.00 x 3.00 Area of concrete support (sq in) 1296.00 Eff Area of support (A2) (sq in) 1296.00 Area Required for Bearing (sq in) 23.77 Area of Plate (Al) (sq in) 144.00 Square Root of(A2/Al) 3.00 Use 2.0 0.65Pp (kips) 477.36 CALCULATED DIMENSIONS: m [N-0.95d]/2.0 (in) 3.150 n [B-0.95b]/2.0 (in) 3.150 Thickness Required (in) 0.579 Checked for cantilever portion only 1495 Pacific Hwy, Suite 400 P 619.294.6600 S ~R"4 San Diego, CA 92101 F 619.294.6800 smrconsultinggroup.com IMAGINE - INNOVATE - INTEGRATE Faraday RQ-HQ 2019-037 Project Project No. Structural Calculations SR 03/12/2019 Page: 45 I01 91 Subject By Date Uplift Anchor Design www.hlltf us Profis Anchor 2.7.8 Company: Page: Speciflec Project; Address: Sub.Projecl I P03. No.: Phone IFes: I Date: 3/11/2019 E-Mail: SpecIfier's comments: 1 Input data Anchor type and dtameten HlT.HY 200+ HAS.E 3/4 Effective embedment depth: h,, 15.000 in. (lr,,,9 -In.) Material: 5.8 Evaluation Service Report ESR4187 Issued I Valid: 31112018131112020 Proof: Design method ACt 318-14/ Chem Stand-off Installation: without clamping (anchor): restraint level (anchor plate): 2.00; e9 2.000 In.; I 0.750 in. 1-6111 Grout: CB-0 EG, epoxy. f, 14.939 psi Anchor plate: I. xl,xt = 12.000 ins 12.000 in. a 0.750 In.; (Recommended plate thickness: not calculated Profile: Square HSS (AISC): (I. x aT) = 6.000 in. n6.000 in. *0.250 in. Base material: cracked concrete, 2500. 6 2,5110 psi: h = 24.000 in.. Temp. short/lang: 32/32 T Installation: hammer drilled hole, Installation condition: Dry Reinforcement tension: condition 8, sheer. conaillon ; no supplemental splitting reinforcement present edge reinforcement: none ore No.4 bar ft - user Is responsible to ensure a rigid bans plate For the entered tiecknese with appropriate solutions (stiffeners,.. Geometry (In.) & Loading (tb Inibi omeaw and rndrl,minrbethoin.dtenandolrhth.o rscote,lro3btayl PRcnsnddrelul2sss2009 HIll AG, FL-OdOr 50sm ree.,.,.ser,.dTr.dresearnruso. Odrr.s 1495 Pacific Hwy, Suite 400 P 619.294.6600 S IR"W F San Diego, CA 92101 619.294.6800 I smrconsultinggroupcom IMAGINE . INNOVATE - INTEGRATE Faraday RQ-HQ 2019-037 Project Project No. Structural Calculations SR 03/12/2019 Page: 46 I0f: 91 Subject By Date: matam I I WE ;n www.hiltLus Profits Anchor 2.7.8 Company: Page: 2 Specifier Project Address: Sub-Project I Pos. No.: Phone lFas: I Date: 311112019 E-Mail: 2 Load case/Resulting anchor forces Load case: Design toads Anchor reactions (Ib] Tension force: (+Teflslon, -Compression) Anchor Tension force Shear force Shear force a Shear force 1 5,000 0 0 0 2 6.111 0 0 0 3 3.889 0 0 0 4 5,000 0 0 0 max. concrete compressive strain: - (%.j max. concrete compressive stress: - (Psi] resulting tension force In (xly)'(0.5001-0.500): 20,000 IlbI resulting compression force In (x/y)(0.000/0.000): 0 (Ibj Anchor forces based on. rigid base plat. assumption! 3 Tension load Ati 03 04 P.S Tebn 01 02 Lead N,, fib] Capacity N, fib] UtilizatIon fi,, • N.J$ N, Status Steel Strength' 6,111 15.762 39 OK Bond Strength" 20,000 50.539 40 OK Sustained Tension Load Bond Strength' N/A N/A N/A N/A Concrete Breakout Strength" 20,000 21,770 92 OK anchor having the highest loading "anchor group (anchors in tension) 3.1 Steel Strength N,, = ESR value refer to ICC-ES ESR-3187 N,,ZN,, Act 318-l4 Table ll.3.1.1 Variables A,,,, fin.1 f,,, (psi] 0.33 72.500 Calculations N,, fib] 24,250 Results N,, Pb] ,, • N. fib] N,, fib] 24.250 0.660 15,762 6.111 PCxila and ruiil,meiha stsckad ta.nms,umi with the arereacmdlnxsaxd tavlsualhady! raOFmadthsut 'I 2ss3.sssalreiso. FL-SaM 5th,,, PAN ism wgM,nd Twd..eet ,l HejAG. Sd.,, S 1495 Pacific Hwy, Suite 400 4 San Diego, CA 92101 11 smrconsultinggroup.com IMAGINE - INNOVATE - INTEGRATE Faraday RQ-HQ 2019-037 Project Project No. Structural Calculations SR 03/12/2019 Subject By Date P 619.294.6600 F 619.294.6800 Page: 47Of: 91 www.hiitl.us Profis Anchor 2.7.8 Company: Page: 3 Specifier: Project Address: Sub-Project I Pos. No.: Phone lFax: I Date: 3111/2019 E-Mail: 3.2 Bond Strength N Am m (AQ ) qi ry ipwm W p. Nm ACI 318-14 Eq. (17.4.5.I.b) $ N. a N ACI 318-14 Table 17.3.1.1 A. see ACI 318-14, Section 17.4.5.1. Fig. R 17.4.5.1(b) A. = (2 cm)' ACI 318-14 Eq. (17.4.5.1c) 10 d.'/jj ACI 318-14 Eq. (17.4.5.1d) () C1.0 ACI 318-14 Eq. (17.4.5.3) 1' .diln 0.7 + 0.3(!i) 41.0 ACI 318-14 Eq. (11.4.5.4b) w ms. x(. Jts) 41.0 ACI 318-14 Eq. (17.4.5.50) Ni,, 'd-h. ACI 318-14 Eq. (17.4.5.2) Variables (pal) d IJn.I h.r (in.) ;,,,, [In.) (psi) 2.220 0.750 15.000 10.000 1,260 e,5 (In.) em (in.) c [in.) 0.500 0.500 36.727 1.000 Calculations c5. (lnj A,,.. (bi') A,,,,, (it') ., .,,, 10.607 876.55 450.00 0.983 p .,i.,. N,. (Ib) 0.955 0.955 1.000 44,532 Results N., (Ib) 4,,d $ N,, (Ib) N. Its) 77.752 0.650 50.539 20.000 tsold=t. rW ruiE =9 be d-kedfa5rwrflwlIl. ft ig send for p*u&blayl PRCFlSMd.o,( n )23.2OG9 HdU AO, FL.adad 5th..n 14551,. rs dT45dsksII45lAO. Scnds. 1495 Pacific Hwy, Suite 400 P 619.294.6600 S Y1 San Diego, CA 92101 F 619.294.6800 I I smrconsultinggroup.com IMAGINE - INNOVATE - INTEGRATE Faraday RQ-HQ 2019-037 Project Project No. Structural Calculations SR 03/12/2019 Page: 48 I0f: 91 Subject By Date wwwhiltLu. Profis Anchor 2.7.8 Cemany: Page: 4 Spedfler. Prc(ect Address: Sub-Project I Poa. No.: Phone IFax: I Date: 3111/2019 E-Mail: 3.3 Concrete Breakout Strength NOV = () 'V .NllS .dNW N 'V ,pN N, ACI 318.14 Eq. (17.4.2.1b) + Nag ZN AC1318-l4 Table l7.3.1.1 A,,, see ACI 318-14, Section 17.4.2.1. Fig. R 17.4.2.1(b) 9 hg ACI 318-14 Eq. (17.4.2.1c) 'V .N (if 41.0 ACI 318-14 Eq. (17.4.2.4) 3b,,F ,.,, - 0.7 + 0.3 (f.2-) S 1.0 ACI 318-14 Eq. (17.4.2.5b) IV ,,, = MAX(!—'ait. 1!!4)s 1.0 ACI 318-14 Eq. (17.4.2.7b) N, k,), 'sZ h,' ACI 318-14 Eq. (17.4.2.2a) Vasiable. e0,,11n.j C1.,,,(in.j 'VN 15.000 0.500 0.500 10.000 1.000 c,,[in.j I,, (c [psi] 36.727 17 1.000 2.500 Calculation. A,,, Lin.51 Area I1fl.l 'V .,u WMA V CPA N, Obi 1722.25 2,025.00 0.978 0.978 0.833 1.000 49.381 Results N0, (lb) + ,, 4 N,, [lb] N. VbI 33,493 0.650 21,770 20,000 hpoaiva irS muft —sib. d5dsd for .s.nr.0wh Ihs .gd ft, pfosii0Sfl)1 PROFSMd.or(o ) 23-2OO5 H.IIl se. FL.5454 Sd,.. Hai,. r.5iuiead Tord.,,rels oIIOOAG. SoMir 1495 Pacific Hwy, Suite 400 P 619.294.6600 S San Diego, CA 92101 F 619.294.6800 I j smrconsultinggroup.com IMAGINE - INNOVATE - INTEGRATE Faraday RQ-HQ 2019-037 Project Project No. Structural Calculations SR 03/12/2019 Page: 49 I0f: 91 Subject By Date www.hlltiva Profis Anchor 2.7.8 Company. Page: 5 Spectfier Project: Address: Sub-Project I Pot. No.: Phone I Fax: I Date: 311112019 E-Mail: 4 Shear load Load V. VbJ CapacIty V,, (Ib) Utilization pv= VJ$ V Statue Steel Strength* N/A NIA N/A N/A Steel failure (with lever arm)* N/A NIA N/A N/A Pryout Strength (Bond Strength controls)' N/A N/A N/A N/A Concrete edge failure in direction N/A NIA NIA N/A anchor having the highest loading anchor group (relevant anchors) 5 Warnings - The anchor design methods in PROMS Anchor require rigid anchor plates per current regulations (ETAG 0011Annex C. EOTA TR029, etc.). This means load re-distribution on the anchors due to elastic deformations of the anther plate are not considered - the anchor plate Is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROMS Anchor calculates the minimum required anchor plate thickness With FEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid base plate assumption is valid is not carried out by PROMS Anchor. Input data and results must be checked for agreement With the existing conditions and for plausibility) Condition A applies when supplementary reinforcement is used. The 0 factor is increased for non-steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement Is not used and for Pullout Strength and Pryout Strength. Refer to your local standard. - Design Strengths of adhesive anchor systems are influenced by the cleaning method. Refer to the INSTRUCTIONS FOR USE given In the Evaluation Service Report for cleaning and installation instructions - Checking the transfer of loads into the base material and the shear resistance are required in accordance With ACt 318 or the relevant standard! - Installation of Kill adhesive anchor systems shall be performed by personnel trained to Install Huh adhesive anchors. Reference ACl 318-14, Section 17.8.1. Fastening meets the design criterial sear daw ,nd rmrjl, owe, 5. ~ad 5. uurs.rr,unr Wd. he uvuhegu sand m5E5l5I PReFIx Mdrorlc I Re3.21105 HIS AG. FL.9494 5du.n Hibi,. nrçHIt.red Tr.d.m5,I I45IAG. SUm.,, 1495 Pacific Hwy, Suite 400 P 619.294.6600 S 1 San Diego, CA 92101 F 619.294.6800 I i smrconsultinggroup.com IMAGINE - INNOVATE - INTEGRATE Faraday RQ-HQ 2019-037 Project Project No. Structural Calculations SR 03/12/2019 Page: 50 I0f: 91 Subject By Date ~ I I ELM ;n www.hiiti.us Profis Anchor 2.7.8 Company: Page: 6 Specifier Project: Address: Sub.Project I Poe. No.: Phone IFax: I D. 3111/2019 E.Mail 6 Installation data Anchor plate, steel:- Anchor type and diameter. HIT-lW 200 + HAS-E 3/4 Profile: Square HSS (AtSC); 6.000 a 6.000 x 0.250 in. Installation torque: 1,200.002 in.ib Hole diameter In the fixture: d, = 0.813 In. Hole diameter in the base material: 0.875 in. Plate thickness(input): 0.750 in. Hole depth in the base material: 15.000 In. Recommended plate thickness: not calculated Minimum thickness of lire base material: 16.750 In. Drilling method: Hammer drilled Cleaning: Compressed air cleaning of the drilled hole according to instructions for use is required a. user Is r.sponsible to ensure a rigid bass plate for the entered thickness seth appropriate solutions (stiffeners,..) 6.1 Recommended accessories Drithng Cleaning Setting - Suitable Rotary Hammer • Compressed air with required 'Dispenser including cassette and mixer Properly sized drill bit accessories to blow from the bottom of Torque wrench the hole Proper diameter wire brush Coordinates Anchor In. Anchor a y C. C. C c. 1 -4.500 .4.500 10.000 . - 19.000 2 4.500 .4.500 19.000 - - 19.000 3 -4.500 4.500 10.000 - . 10.000 4 4.500 4.500 19.000 - . 10.000 sea and 8tUI1 nix, be daubed brsgraonlanhuw em" sedlamadbrpinislbbnrt PROFS knd,r(o )2003-2509 dat AG. FL-beau 5daan Ida,. r.gitaud Tr.dan,da nII4JiAO. 5d.n 1495 Pacific Hwy, Suite 400 S San Diego, CA 92101 smrconsultinggroup.com IMAGINE - INNOVATE - INTEGRATE Faraday RQ-HQ 2019-037 Project Project No. Structural Calculations SR 03/12/2019 Subject By Date www.htltl.us Profis Anchor 2.7.8 Company Page: 7 Specifier: Project: Address: Sub-Project I P05. No.: Phone IFax: Date: 311112019 E-Mail: 7 Remarks; Your Cooperation Duties - Any and all information and data contained In the Software concern solely the use of Hilli products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions. etc., that must be strictly complied with by the user. All figures contained therein are average figures. and therefore use-specific tests are to be conducted prior to using the relevant Hill product The results of the calculations carried out by means of the Software are based essentially on the data you put In. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data lobe put in by you. Moreover, you boar sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to Interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. - You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the Autoupdate function of the Software, you must ensure that you are using the currant and thus up-to.date version of the Software in each case by carrying out manual updates via the Hilti Websile. HUll will not be liable for consequences, such as the recovery of lost Cr damaged data or programs, arising from a culpable breach of duty by you. P 619.294.6600 F 619.294.6800 Page: 51 Of: 91 Inner lists now MM M51 to cilicklid ror nrewtenI idlti lire evisrg eseesoms arid rorrlruuliriltyl PROFlsMd.orl I 2-2159 Ifild AG. FL.9454 5drern. Mlir,a ,rgetwrid Tredarree xl HdtIAG. 5d1esrr S R IMAGINE - INNOVATE - INTEGRATE Faraday RQ-HQ Project Structural Calculations 1495 Pacific Hwy,, Suite 400 San Diego, CA 92101 smrconsultinggroup.com 2019-037 Project No. SR 03/12/2019 P 619.294.6600 F 619.294.6800 Page: 52 I0f: 91 Subject By Date Foundation Factored Reactions Load Case Forces RAM Foundation v 16.00.01.06 ~'Benttew DataBase: Faraday Date: 03/12/19 :12:31:56 Foundation Number: I LOAD CASE DEFINITIONS: D DeadLoad RAMUSER Lp PosLiveLoad RAMUSER Ln NcgLiveLoad RAMUSER FORCES Forces in Gravity Members from RAM Steel. FOUNDATION LOADS Location Ld Case Vmaj Vmin P Mmaj Mmin kip kip kip kip-ft kip-It (4.5-A.1) D 0.00 0.00 28.00 0.00 0.00 Lp 0.00 0.00 28.25 0.00 0.00 Ln 0.00 0.00 0.00 0.00 0.00 S i R4"-..m IMAGINE - INNOVATE - INTEGRATE Faraday RQ-HQ 1495 Pacific Hwy, Suite 400 P 619.294.6600 San Diego, CA 92101 F 619.294.6800 smrconsultinggroup.com 2019-037 Project Project No. Structural Calculations SR 03/12/2019 Page: 53 Of: 91 Subject By Date Load Case Forces RAM Foundation v 16.00.01.06 Page 2/4 IBenttetr DataBase: Faraday Date: 03/12/19 12:31:56 Foundation Number: 2 LOAD CASE DEFINITIONS: D DeadLoad RAMUSER Lp PosLiveLoad RAMUSER Ln NcgLivcLoad RAMUSER FORCES Forces in Gravity Members from RAM Steel. FOUNDATION LOADS Location Ld Case Vmaj Vmin P Mmaj Mmin kip kip kip kip-It kip-ft (5.5 - A. 1) D 0.00 0.00 28.00 0.00 0.00 Lp 0.00 0.00 28.25 0.00 0.00 Ln 0.00 0.00 0.00 0.00 0.00 1495 Pacific Hwy, Suite 400 P619.294.6600 San Diego, CA 92101 F 619.294.6800 smrconsultinggroup.corn S ivi R "4-.. 0 IMAGINE INNOVATE - INTEGRATE Faraday RQ-HQ 2019-037 Project Project No. Structural Calculations SR Subject By 03/12/2019 Page: 54 I0f: 91 Date 0 Load Case Forces RAM Foundation v16.00.01.06 eentLev DataBase: Faraday Page 3/4 Date: 03/12/19 12:31:56 Foundation Number: 3 LOAD CASE DEFINITIONS: D DeadLoad RAMUSER Lp PosLiveLoad RAMUSER Ln NcgLivcLoad RAMUSER FORCES Forces in Gravity Members from RAM Steel. FOUNDATION LOADS Location Ld Case Vmaj Vmin P Mmaj Mmin kip kip kip kip-ft kip-ft (5.5 - B.6) D 0.00 0.00 -3.21 0.00 0.00 Lp 0.00 0.00 6.47 0.00 0.00 Ln 0.00 0.00 -9.98 0.00 0.00 1495 Pacific Hwy, Suite 400 P 619.294.6600 San Diego, CA 92101 F 619.294.6800 smrconsultinggroup.com IMAGINE - INNOVATE - INTEGRATE Faraday RQ-HQ Project Structural Calculations Subject 2019-037 Project No. SR 03/12/2019 By Date Page: 55 Of: 91 Load Case Forces RAM Foundation v16.00.01.06 Page 4/4 n—jeenttey-DataBase: Faraday Date: 03/12/19 12:31:56 Foundation Number: 4 LOAD CASE DEFINITIONS: D DeadLoad RAMUSER Lp PosLiveLoad RAMUSER Ln NegLivcLoad RAMUSER FORCES Forces in Gravity Members from RAM Steel. FOUNDATION LOADS Location Ld Case Vmaj Vmin P Mmaj Mmin kip kip kip kip-ft kip-ft (4.5 - B.6) D 0.00 0.00 -3.21 0.00 0.00 Lp 0.00 0.00 6.47 0.00 0.00 Ln 0.00 0.00 -9.98 0.00 0.00 S ivi R "W., IMAGINE - INNOVATE - INTEGRATE Faraday RQ-HQ Project Structural Calculations 1495 Pacific Hwy, Suite 400 San Diego, CA 92101 smrconsultinggroup.com 2019-037 Project No. SR 03/12/2019 P 619.294.6600 F 619.294.6800 Page: 56 I0l 91 Subject By Date Column 01 2nd floor tributary area; 1W = 29ft/2*(8.25ft113.5)*13.5 = 119.625 ft2; 2'' floor live load; LL = 50psf+15psf = 65.000 psf; 2nd floor dead load; DL = 27.5psf+2.3psf+10.2psf = 40.000 psf; (Conc. W2 deck, Metal deck, Misc.); Total imposed dead load on footing; DTL = (DL)*TW = 4.785 kips; Total imposed live load on footing; LTL = (LL)*TW = 7.776 kips; New balcony dead load; BDL = 28 kips; New balcony live load; BLL = 28.25 kips; Total induced dead load; TDL = DTL+BDL = 32.785 kips; Total induced live load; TLL = LTL+BLL = 36.026 kips; Spacing between columns in X-axis; Sx = 18 in; Spacing between columns in Y-axis; Sy = 8 in; Resultant load location from existing column; X-axis location; xl = ((BDL+BLL)*Sx)/(TDL+TLL) = 14.714 in; Y-axis location; yl = ((BDL+BLL)*Sy)I(TDL+TLL) = 6.540 in; Distance from edge of 5.5 FTG. Footing length; L = 5.5ft; X-direction distance; x2 = LJ2+x1 = 3.976 ft; V-direction distance; y2 = L/2+y1 = 3.295 ft; New footing eccentricity; Footing size; F = 8 ft; X-direction eccentricity; ex = F/2-x2 = 0.286 in; V-direction eccentricity; ey = F/2-y2 = 8.460 in; 1495 Pacific Hwy, Suite 400 P 619.294.6600 S San Diego, CA 92101 F 619.294.6800 I j smrconsultinggroupcom IMAGINE - INNOVATE - INTEGRATE Faraday RQ-HQ 2019-037 Project Project No. Structural Calculations SR 03112/2019 Page: 57 Of: 91 Subject By Date Enercaic Report Project Title: Engineer: Project ID: Project Descr Code References Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used: IBC 2015 General Information Material Properties Soil Design Values fc : Concrete 28 day strength Iv: RebarY'ield 3.0 ksi 60.0 hal Allowable Soil Bearing 2.0 ksf No Ec: Concrete Elastic Modulus 3,122.0 ksl Increase Bearing By Footing Weight Soil Passive Resistance (for Sliding) 250.0 pd Concrete Density 145.0 pd Sot/Concrete Friction Coeff. 0.30 ip Values Flexure 0.90 Shear 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface 3.167 ft m Steel % Bonding Reint Min Mow press. Increase per loot of depth ksf Mm Mow % Temp Relnf. 0.00090 when footing base is below ft Mm. Overturning Safety Factor 1.0 Mm. Sliding Safety Factor 1.0:11 increases based on footing plan dimension Add Fill WI for Sod Pressure : Yes Allowable pressure increase per foot of depth - Use ftg WI for stability, momenta & shears : Yes ksf Add Pedestal WI for Soil Pressure : No - when max. length or width Is greater than It Use Pedestal WI for stability, mom & shear : No Dimensions Width parallel to X-X Axis r 8.0 ft Length parallel toZ-ZAxis 8.0 It Feeling Thickness 24.0 in Ill Load location offset Dom fooling center... j I )E ex; Pill IoX-XAxis 0.3 in ez : Pill to Z-Z Axis Pedestal dimensions... 8.5 in I pe: parallel to X-X Axis in pz: parallel to Z-Z Ms : in Heighi in I [IIIJ..L;:_- Reber Centerline to Edge of Concrete ... I ' --4 -i at Bottom offooting 3.313 in I Reinforcin Bars parallel to X-X Axis - Number of Bars - 9.0 Reinforcing Bar Size 8 5 Bars parallel to Z-Z Axis Numberof Bars 12.0 Reinforcing Bar Size 8 5 Bandwidth Distribution Check (ACi 15.4.4.2) Direction Requiring Closer Separation n/a U Bars required within zone n/a # Bars required on each side ofzone n/a Applied Loads 0 Lr L S W E H P:Column Load 08 : Overburden M-xx M-zz V-s V-z 32.80 36.10 hat k-ft 11 IMAGINE . INNOVATE - INTEGRATE Faraday RQ-HQ Project Structural Calculations Subject S 1495 R 2019-037 Project No. SR By Pacific Hwy, Suite 400 San Diego, CA 92101 smrconsultinggroup.com 03/12/2019 Date P619.294.6600 F 619.294.6800 Page: 58 Of: 91 Project Title: Engineer Project ID: Project Descr: General Footing ENGINEERS Licensee : SMR-ISD ASSOCIATES STRUCTURAL _Lic. Description: FTC 8.0 DESIGN SUMMARY Min. Ratio (tim Applied Capacity Gov.mmg Load Combination PASS 0.9765 Soil BearIng 1.953 kst 2.0 ksf +D+Lr PASS ala Overturning . X-X 0.0 k-ft 0.0 k-It NoOvertwning PASS ala Overturning -Z-Z 0.0 k-It 0.0 k-ft No Overturning PASS nla Sliding- X-X 0.0 k 0.0 k No Sliding PASS ala Sliding -Z-Z 0.0k 0.0k No Sliding PASS ala Uplift 0.0k 0.0k No Uplift PASS 0.6384 Z Flexure (+X) 20.385k4llit 31.929k-Wit 120D+1.8Qt.r PASS 0.6446 Z Flexure (-)Q 20.581 k-WIt 31.929 k-Mt +1.200+1.601j PASS 0.3289 X Flexure (+Z) 13.925 k-Wft 42.334 k-Mt +1.20D+1.60Lr PASS 0.6657 X Flexure (-Z) 28.182 k-Wit 42.334 k-tUft +1.20D4t.601.r PASS 0.2836 1-way Shear (+X) 23.297 0 82.158 psi +1.20D+1.60u PASS 0.2889 1.way Shear (-)g 23.734 psi 82.158 psi +1.20D+160Lr PASS 0.2065 1-way Shear (+2) 16.969 psi 82.158 psi +1.20D+1.60Lr PASS 0.2081 1-way Shear (-2) 17.096 psi 82.158 psi +1.20D+11.60Lr PASS 0.4033 2-way Punching 66.273 psi 164.317 psi +1.20D+1J.60Lr Detailed Results Soil Bearing Rotation MIS & Xccc Zecc Actual Soil Bearing Stress Location Actual I Allow Load Combination... Gross Allowable (In) Bottom Left Top Left Top Right Bottom Right Ratio .DOniv 0.000 88.0deqCCW 2.0 0.1916 5.428 1.063 0.5234 0.5425 1.082 0.541 .+D.Lr 0.000 88-OdegcCW 2.0 0.2363 6.698 1.913 0.7804 0.8203 1.953 0.977 D+0.750Lr 0.000 8&0 den CON 2.0 0.2290 6.489 1.70 0.7161 0.7509 1.735 0.868 +O.60D 0.000 8&o deg CON 2.0 0.1916 5.428 0.6375 0.3141 0.3255 0.6489 0.325 Overturning Stability Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Statue Fooling Has NO Overturning Sliding Stability All units It Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status Fooling Has NO Sliding Fooling -Flexure Flexure Asia & Load combination Mu Side Tension AaRsqd Ova,. As Actual As Phrmn Status X-X. +.40 7.944 +2 Bottom 0.2592 Min Temp % 0.4650 42.334 ON X-X.+1.400 18.108 -Z Bottom 0.2592 Min Temp % 0.4650 42.334 OK X-X. +1.200+0.50Lr 9.033 +2 Bottom 0.2592 Min Tamp % 0.4650 42.334 OK X-X.+1.2000.50Lr 18.299 -Z Bottom 0.2646 Min ACi9.6 0.4650 42.334 ON X-X. +1200 6.809 +Z Bottom 0.2592 Min Temp % 0.4650 42.334 ON X.X. +1200 13.807 .Z Bottom 02592 Min Temp % 0.4650 42.334 OK X-X. #1.200+1.60Lr 13.925 +Z Bottom 01592 Min Tamp % 0.4650 42.334 ON X-X. +1.200+1.601.j 28.182 -2 Bottom 0.4096 Min ACI 9.6 0.4650 42.334 OK X-X, .1.3560 7.695 +2 Bottom 0.2592 Min Temp % 0.4650 42.334 ON X-X. +1.356D 15.602 Z Bottom 0.2592 Min Temp % 0.4650 42.334 ON X-X,+0.900 5.107 +Z Bottom 0.2592 Min Tamp % 0.4650 42.334 ON X-X. +0.900 10.355 -Z Bottom 02592 [An Temp % 0.4650 42.334 ON X-X. +0.74400 4.222 +2 Bottom 02592 Min Temp % 0.4650 42.334 ON X-X. +0.74400 8.560 -Z Bottom 0.2592 lAx Tamp % 0.4650 42.334 OK Z-Z.+1.400 11.765 -x Bottom 0.2592 Min Tamp % 0.3488 31.929 ON Z-Z,+1.400 11.622 +X Bottom 0.2592 Lin Tamp % 0.3488 31.929 ON I I S y 4 IMAGINE - INNOVATE - INTEGRATE Faraday RQ-HQ Project Structural Calculations Subject 1495 Pacific Hwy, Suite 400 San Diego, CA 92101 smrconsultinggroup.com 2019-037 Project No. SR 03/12/2019 BY Date P 619.294.6600 F 619.294.6800 Page: 59 Of: 91 Project Title: Engineer Project ID: Project Descr: General Footing File- W201a~OMed ASSOCIATES STRUCTURAL ENGINEERS1 # KW : -06002633 Licensee: SMR-ISD INC. i9a3-2olaB:1GAa.luO. _Lk. Se ENERCALC Desctplion: FTG 8.0 Footing Fissure Flexure Axis & Load Combination Mu Slits Tension As Reqd Gain. As Actual As Phi'Mn Status k-ft Suiface nA2 in2 ,n2 k-ft Z-Z. 0.200+O.501.r 13.365 -X Bottom 0.2592 Mm Temo % 0.3488 31.929 OK Z-Z.+1.200+0.50Lr 13219 +X Bottom 02592 MinTemo% 0.3488 31.929 OK Z.Z.+1.20D 10.084 -X Bottom 02592 Min Temo % 0.3488 31.929 OK K. +1.20D 9.962 +X Bottom 0.2592 Min Temo % 0.3488 31.929 OK Z-Z. +1.20D+1.6QLr 20.581 -X Bottom 0.2979 Min ACt 9.6 0.3488 31.929 OK Z-Z. +135+1.96ij 20.385 IX Bottom 0.2951 Min ACt 9.6 0.3488 31.929 ON Z-Z.+1.3560 11.395 -X Bottom 0.2592 Min Temo % 0.3488 31.929 OK Z-Z.+1.356D 11.257 +X Bottom 02592 Min Temo % 0.3488 31.929 OK Z-Z. +0.900 7.563 .X Bottom 02592 Min Temo % 0.3488 31.929 OK Z-Z. +0.900 7.471 IX Bottom 0.2592 Min Temo % 0.3488 31.929 OK Z-Z. +0.74400 6.252 -X Bottom 0.2592 Min Temo % 0.3488 31.929 OK Z-Z. 40.74400 6.176 +X Bottom 0.2592 Min Temo % 0.3488 31.929 OK One Way Shear Load Combination... Vu -X Vu IX Vu -Z Vu @ +Z Vu:Max Phi Vn Vu! PhrVn Status +1.400 13.57 psi 13.26 psi 11.08 psi 9.64 psi 13.57 psi 82.16 psi 0.17 OK +1.200+O.50U 15.41 Psi 15.1109 11.87 psi 10.98 psi 15.41 psi 82.16 psi 0.19 OK +1.200 11.63 Psi 11.38p5i 9.50 psi 8.26 psi 11.63p5i 82.16 psi 0.14 OK 41.200+1.60Lr 23.7305i 23.30 psi 1710 Psi 16.97 psi 23.73 psi 82.16 psi 0.29 OK +1.3580 13.14 Psi 12.86 psi 10.73 psi 9.34 psi 13.14 psi 82.16 psi 0.16 OK +0.900 8.72 psi 8.54p53 7.12 psi 6.20 psi 8.72 psi 82.16 psi 0.11 OK +0.7440D 7.21 psi 7.06 psi 5.89 Psi 5.12 psi 7.21 psi 82.16 Pei 0_09 OK Two-Way "Punching" Shear PJI units It Load Combination... Vu PhIVn Vu I PhiVn Status +1.400 39.95 psi 164.32p5i 0.2431 OK +1.200+0.50Lr 44.25 psi 164.32psi 0.2693 OK +1.200 34.24 psi 164.32osi 0.2084 OK +1.200+1.6OLr 66.27 psi 164.32ps1 0.4033 OK +13560 38.69 psi 164.32ps1 0.2355 OK +0.900 25.68 psi 164.32psi 0.1563 OK +0.74400 21.23 psi 164.32psi 0.1292 OK 1495 Pacific Hwy,, Suite 400 P 619.294.6600 S San Diego, CA 92101 F 619.294.6800 I I smrconsultinggroup.com IMAGINE - INNOVATE - INTEGRATE Faraday RQ-HQ 2019-037 Project Project No. Structural Calculations SR 03112/2019 Page: 60 I0f: 91 Date Subject By Dowel Force Assumed soil pressure; Tributary width; Cantilevered length; Iota! moment; Rebar diameter; Rebar cover; Rebar d distance; Distance between neutral axis of conc. & rebar; Rebar yield strength; Moment strength reduction factor; Required steel area per foot; Total induced force; Shear strength reduction factor; Rebar area required; Total required steel area; Provide #5 @ 12" O.C. Top & Bottom; PSOIL = 2000 psf; 1W = I ft; L2.5ft; M = PS0IL*L2*TW/2 = 6250.000 lb—ft; dia = 0.625 in; (#5 rebar); c = 3 in; d = 24 in - c - dia - 3in = 17.375 in; (3 inches for dowel location); = 0.9d 15.638 in; fy = 60 ksi; 1=O.9; Asi = Ml(41*?*fy) = 0.089 in2; (Bottom); F = PSOIL*TW*L = 5000.000 lb; 20.75; As2 = FI(42*fy) = 0.111 in2; (Top & Bottom); As = As1+As2 = 0.200 in2; SAFEET S iR4" ...0 IMAGINE - INNOVATE - INTEGRATE Faraday RQ-HQ 2019-037 1495 Pacific Hwy, Suite 400 San Diego, CA 92101 smrconsultinggroup.com P 619.294.6600 F 619.294.6800 Project Project No. Structural Calculations SR 03/1212019 Page: 61 Of: 91 Subject By Date Footing Dowel III.- .I www.uLhlltLcom Hilti PROFIS Reber 1.0.11 Company: Page: 1 Specifuer. Project: Address: Fastening application: Phone I Fax: I Date: 3/1212019 E-Mail: Speclfl.r. comments: I Input data Post-installed reinforcement: HIM HIT-NY 200-R + bar 95 Application type: Lap splice Material: ASTM A615 GR 60. 6, = 60.0415 psi Approval No.: ESR-3187 Issued I Valid: November 2016 I March 2018 Design method: ACI 318-11 Base material: cracked concrete. W = 2.500 psi. temp. adhesive! concrete: 68/68 T Installation: drilling method: SafeSet - automatic cleaning, Installation condition: Dry Splice class: B Seismic design (cat. C. D, E, or F): yes 1.00 2 Geometry A-A I, T CbCIP I I C P1 SbPIcIPL.(. 0-11 I i—1 Sbpiclp j.. S,cp =i Cciain....a.c mc . ciyc.kciciad .ee+cabs.. ra.cmcd .tm,dmd .nd brnd .mcnb.Iy on a.. W. Yon Put S, IiEiialion ,.n,Aia and d.S,gn, a,. on cod =a S. 000ron,.d byYoc va,. 0000toci .rev.eiamnm. .Utaflulty mnl .dmwacycim Your mcdlii lc1.dblon. Univ nn.dhiion mci Yam p051.51 rwOmmnisl PROFIS Robe IdlAic) 2015 Undli AG. FL.0454 Odlom Il.lil,u,.g.ntaxdt,ad,mebeiava AG. Sd,nmi S iTi R IMAGINE - INNOVATE - INTEGRATE Faraday RQ-HQ 2019-037 1495 Pacific Hwy, Suite 400 San Diego, CA 92101 smrconsultinggroup.com P 619.294.6600 F 619.294.6800 Project Project No. Structural Calculations SR 03/1212019 Page: 62 I0f: 91 Subject By Date www.uLhilti.com Hilt) PROFIS Rebar 1.0.11 Company: Page: 2 SpeclfIer Project: Address: Fastening application: Phone I Fax: I Date: 311212019 E.MaA: 3 Post-installed reinforcement - splice in tension 3.1 Inputs Reber diameter 0.625 In Rebar yield steel strength 60.046 psi Reber coaling no In-plane spacing between bare 12.0 In Spacing between spliced post-installed and cast-in bars 3.00 in Edge distance for bars 6.31 In K,, 0.00 3.2 Equations Qb = min(co,p,:i?!L) ld.k.Ui (--. )d,, Act 318-11 Eq. (12.1) min( ---i-- 2.5) Iormn,.j = 1.3 kxim Act 318-11 Ref. 12.15.1 = max(l,sp,,i; l.tspl.mm) 3.3 Variables d,, 5,p1 cp K,, f V A Splice class B 0625in 12.0 in 6.31 in 0.00 60.046 psi 2.500 psi 1.03 1.30 3.4 Calculations min((c,,+ Ka) ldi,; ch 2.5) 'lIt Ill. we 6.00 in 2.50 1.00 0.800 1.00 12.0 in 3.5 Results kSPI 191n 24 in 24 in caIgati. ,WI, ssmt.I, calcidalid ..,,.,d,,,gbU,. rd,catld xttdd and ban.d ,u.ntiaI..n U,. data Ya. Mm Alcalctdltà. mmdi .li d.mqm a,. ,.cm.m,..ndaUnan .,,dnssib. nanU,m.sd byywvtiU,. Lmni.rli womert.===. .tilIly=li adequ@Wwkh V.,. .panWin Mtudtiti.n. mcli ,.nddi.ni and Van, pre.c, swdinmnlli PROdS tnbU,UINA(c)2015 HUSAG. FL 9494 Scts.., mmdi,, rng.itssd T,.dimi,IidH4UAG. Sdman. S iR4" ...,a IMAGINE - INNOVATE - INTEGRATE Faraday RQ-HQ Project Structural Calculations 1495 Pacific Hwy, Suite 400 San Diego, CA 92101 smrconsultinggroup.com 2019-037 Project No. SR 03/12/2019 P 619.294.6600 F 619.294.6800 Page: 63 I0f: 91 Subject By Date www.us.hilti.com Company: Specifier Address: Phone I Fax: E-Mail: 4 Cast-in reinforcement, splice in tension 4.1 Inputs Reber diameter Reber yield steel strength Rebar coating In-plane spacing between bars Edge distance for bars Reinforcement location factor 4.2 Equations 4, min(c,,.cip: fy Wt w )db idJM.l •b 4, + Kr 2.5) nin( di, I assess II.— Il HiltI PROFIS Reber 1.0.11 Page: 3 Project: Fastening application: Date: 3/12/2019 0.625 in 60.046 psi no 12.0 In 3.31 In 1.00 Act 318-11 Eq. (12-1) id,SPIj+tal Is I.31d.i,ew . ACI 318.11 Ref. 12.15.1 IdAPI = max(idsplj,+j.I ldsPln,m) 4.3 Variables di, sb.CP 4,.CtP Kr fy fe, A Splice class B 0.625 in 12.0 in 3.31 in 0.00 60.046 psi 2.500 psi 1.00 1.30 4.4 Calculations min((co + Ku)/di,; Cb 2.5) 91, We We id.spl,.i, 3.31 in 2.50 1.00 0.800 1.00 12.0 in 4.5 Results id,i.IIIJ,d ld.SPl.dI+iI Id.5PI 19 in 24 in 24 in C.kul.tion mAG, . s,I.lylc,dt.d .codi to the I.d.t.d .tm,d.,d and based .uu0Ilr or. the data V.. pl Jo.1co0un,os,gl. ond design are ,mood.tl.n, udnront be ..nrnm.d by V.. ,dth. .tn,eturol s,,gi,..r to on..,. otdtobitty .,.d sd.qoo.y voth V..,, .00dfl ,dr.dhlton. I..,.) ..,dhi.n.ond V..,,p,opo ,.q,E.m.nls' PROFIS Rob., flax (c) 2015 HAl AG FL.949$Sd,oa, HAl Ito rogetorod Trodemgrliof HAl AG. Sdtsat S ivi R"W..w IMAGINE - INNOVATE - INTEGRATE Faraday RQ-HQ Project Structural Calculations Subject 1495 Pacific Hwy, Suite 400 San Diego, CA 92101 smrconsultinggroup.com P 619.294.6600 F 619.294.6800 2019-037 Project No. SR By 03/12/2019 Date Page: 64 I0f: 91 www.ua.hiltl.com Company: Specifier Address: Phone I Few. E-MaiI 5 Required drilled hole length 5.1 Equations I. = mex(Iaspipu; Id,sp,,clp) + CI 5.2 Results - HIItlPROFIS Reber 1.O.11 Page: 4 Project: Fastening application: Date: 3112/2019 24 in 5.3 Notes The combination rebar size and adhesive temperature only allows: manual dispenser (HOM) and cordless dispenser (HOE). 5.4 Find out more httpa/Mww.ue.hilticom/rebar https:IIwwwus.hilhi.comlprofus.rebar-vldeos 6 Remarks; Your cooperation duties The results of the calculations canted out by means of the Software are based essentially on the date You put in. Therefore. You bear the sole responsibiity for the absence of errors, the completeness and the relevance or the data to be put in by You. Moreover, You bear sole responsibility for having the results of the calculation checked and cleared by an expert. particularly with regard to compliance with applicable norms and permits. prior to using them for Your specific project. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability fore specific application, local conditions, or for Your applicable jurisdiction. 7 Warnings The applications described in PROMS Reber are Intended to serve as illustrative examples. Ills the responsibility of the Engineer of Record (FOR) to determine reinforcement size and grade using reinforced concrete design principles. Development length and lap splice calculations are based on provisions given in Chapter 12 or Chapter 21 of the ACI 318-11 code (published 20t1). Calculations using the Hilt! Method are based on the provisions given in Part 6.8 of the Post-Installed Reinforcing Bar Guide for Hilti North America, and utilize the characteristic bend stress values published in the product 1CC-ES Evaluation Service Reports (ESRs) current as of 7/3112015. Postlnstalled reinforcing bar embedment's calculated using the Hilti Method are only assumed to be relevant for the purpose of shear force transfer across a concrete Interface. When new concrete Is placed against existing concrete, roughening the surface of the existing concrete In conformance with the code Is recommended. Pont-Installed reinforcing bars must be Installed per the Manufacturers Printed Installation instructions (MPh) provided with the packaging of the adhesive product. Reference the ESR for additional design and installation provisions. C.tn.aij, saWycalcUlabd .Th,abth. k,duved .ta,ded and Sued euanSedfl on C. darn Von p.tn. di ddbm dl and dodsnn an. Mrmnn. and -UM b. noniCud byY,u niCe .tmduni nuorn.mu. Initabuty end .d. y ndft Ynen enaeficXkffld..IonoI coedSu,. and PROFISRdl.rHNA(c)2515 Hda AG, FL.9454 5chann liii isa rwintwed T,ndnn,aetdSulAG, Sd,nan S i R4"-..m IMAGINE - INNOVATE - INTEGRATE .Faraday RQ-HQ 2019-037 1495 Pacific Hwy, Suite 400 San Diego, CA 92101 smrconsultinggroup.com P 619.294.6600 F 619.294.6800 Project Project No. Structural Calculations SR Subject By Column 02 Uplift check: 03112/2019 Page: 65 Of 91 Date 2R floor tributary area; 1W = 19.25ft/2*40.25ft/2 = 193.703 ft2; 2nd floor live load; LL = 50psf+l5psf = 65.000 psf; 2nd floor dead load; DL = 27.5psf+2.3p5f+15.2p5f = 45.000 psf; (Conc. W2 deck, Metal deck, Misc.); Total imposed dead load on footing; DTL = (DL)*TW = 8.717 kips; Total imposed live load on footing; LTL = (LL)*TW = 12.591 kips; New balcony dead load; BDL = -321 kips; New balcony live load; BLL = -9.98 kips; Total induced dead load; TDL = DTL+BDL = 5.507 kips; Total induced live load; TLL = LTL+BLL = 2.611 kips; Spacing between columns in X-axis; Sx = 18 in; Spacing between columns in Y-axis; Sy = 18 in; Resultant load location from existing column; X-axis location; xl = ((BDL+BLL)*Sx)I(TDL+TLL) = -29.248 in; Y-axis location; yl = ((BDL+BLL)*Sy)/(TDL+TLL) = -29.248 in; Distance from edge of 6.5 FTG. Footing length; L = 6.5ft; X-direction distance; x2 = L/2+x1 = 0.813 ft; V-direction distance; y2 = L12+y1 = 0.813 ft; New footing eccentricity; Footing size; F = 6.5 ft; X-direction eccentricity; ex = F/2-x2 = 29.248 in; V-direction eccentricity; ey = F12-y2 = 29.248 in; Wldth parallel toX-XAxis 6.60 it Length parallel to Z-Z Axis 6.50 it Fooling Thickness 24.0 in Load location offset from footing center... ex:PdltoX-XAxis 29.3k, ez:Pi1ltoZ.ZAxis 29.3 in Pedestal dimensions... px: parallel toX.XAide in pz:paralelloZ.ZAxis in Height in Reber Centerline to Edge of Concrete... at Bottom Of footing 3.313 in Reinforcin 1495 Pacific Hwy, Suite 400 P 619.294.6600 S San Diego, CA 92101 F:619.294.6800 I I smrconsultinggroup.com IMAGINE - INNOVATE - INTEGRATE Faraday RQ-HQ 2019-037 Project Project No. Structural Calculations SR 03/12/2019 Page: 66 I01 91 1 Subject By Date Enercaic Report Project Title: Engineer. Project to: Project Descr: General Footing Code Reft,ences Calculations per ACI 318-14. IBC 2015. cc 2016, ASCE 7.10 Load Combinations Used: IBC 2015 General information Material Properties l'c: Concrete 28 day steno 3.0 ksl ty:RebarYleld 60.0 ksl Ec: Concrete Elastic Modulus 3.122.O ksl Concrete Density 145.0 pd ç Values Flexure 090 Soil Design Values Allowable Soil Bearing 2.0 ksf Increase Bearing By Footing Weight No Soil Passive Resistance (for Sliding) 250.0 pd Soil/Concrete Friction Coeff. 0.30 OTICOF Analysis Settings UJOU increases based on footing Depth Footing base depth below soil surface 3.167 it Min Steel % Bending Relnf. /*Jlow press. Increase per foot of depth ksf Min Allow % Temp Reunt 0.00090 when fooling base is below ft Min. Overturning Safety Factor 11.0:11 Min. SlIding Safety Factor 1.0:1 Increases based on footing plan dimension Add FtgWt for Soil Pressure : Yes Allowable pressure increase per foot ofdepth Use fig wt for stability, mom & shears : Yes when max. length or width Is greater than kid Add Pedestal Wt for Soil Pressure : No it Use Pedestal wt for stability. mom & shear : No - Dimensions Bare parallel to X-X Axis - Number of Bars 6.0 Reinforcing Bar Size # 5 Barn parallel to Z-Z Axis Number of Bars 6.0 Reinforcing Bar Size N 5 Bandwidth Distribution Check (ACi 15.4.4.2) Direction Requiring Closer Separation We N Bars required within zone n/a # Bars requiredon each side ofzone n/a Applied Loads D Lr L S W E H P : Column Load 5.60 2.70 OB:Overburden ksf M.xx k.ft M.zz k.ft V.a It V-z k 1495 Pacific Hwy, Suite 400 P 619.294.6600 S San Diego, CA 92101 F 619.294.6800 I j smrconsultinggroup.com IMAGINE - INNOVATE - INTEGRATE .Faraday RQ-HQ 2019-037 Project Project No. Structural Calculations SR 03/1212019 Page: 67 Of: 91 Subject By Date Project Title: Engineer Project to: Project Descr G • F General Footing FGi2OlO31Ererc*RO-HQ.ec8 Lic. Licensee ASSOCIATESLlizaiooui:es.ar[ulullure. Cc. INC. Il1o.Il.3o Description: N-6.5 FIG I DESIGN SUMMARY I1IS32 Mm. Ratio Item Applied Capacity Governing Load Combination PASS 0.7585 Soil BearIng 1.517 ksf 2.0 ksl 4D+Lr PASS We Overturning . X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning. Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS We Sliding. X.X 00 k 0.0 k No Sliding PASS n/a Sliding- Z-Z 00 k 0.0k No Sliding PASS We Uplift 0.0 it 0.0k No Uplift PASS 0.02301 Z Flexure (+X) 0.6046 it-ft/ft 26.277 k-ft/ft e1.20D+1.60Lr PASS 0.5072 Z Flexure (-X) 13.328 8.8/ft 26.277 k-ft/ft +1.200+1.60Lr PASS 002302 X Flexure (+Z) 0.6050 k-ft/ft 26.277 Wit +1.200+1.60Lr PASS 0.5072 X Flexure (-Z) 13.328 k-ft/ft 26.277 k-ft/ft +1.200+1.6QLr PASS n/a 1-way Shear (+X) 00 psi 82.158 psi n/a PASS 0.1639 1-way Shear (.X) 13.466 psi 82.158 psi 1.200+1.601.r PASS n/a 1-way Shear (+2) 0.0 psi 82.158 psi n/a PASS 0.1624 1.way Shear (.Z) 13.344 psi 82.158 psi 41.200+1601., PASS 0.07608 2-way Punching 12.501 psi 164.317 psi +1.40D Detailed Results Soil Bearing Rotation Axis & Xecc Zecc Actual! Allow Load Combination... Gross Allowable (in) Bottom Actual Soil Bearing Stress light Left Top Left Top Right Bottom Right Ratio .DOnIv 0.000 453 deg CCW 2.0 9.191 9.191 0.4204 0.0 0.4148 1.062 0.531 .+D+Lr 0.000 - 45.3 den CCW 2.0 11.833 11833 0.4559 0.0 0.4466 1.517 0.759 - sD+0.750Lr 0.000 453 deg CCW 2.0 11.239 11.239 0.4502 0.0 0.4419 1.395 0.698 +0.60D 0.000 - 45.3degCCW 2.0 9.191 9.191 0.2522 0.0 02489 0.6369 0.319 Overturning Stability Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Fooling Has NO Overturning Sliding Stability All units Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding Footing Flexure Fissure Axis & Load Combination Mu Side Tension As Reqd Gem. As Actual As PhFMn Status k-ft Surface in2 ln2 in2 k-ft X-X. +1.40D 0.4545 +Z Bottom 0.2592 Min Temp % 0.2862 26.277 OK X-X. +1.40D 12.370 .Z Bottom 02592 Min Temp % 0.2882 26.277 OK X.X. +1.20D+O5OLr 0.4522 i-Z Bottom 0.2592 Min Temp % 0.2862 26.277 OK X.X. +1.20D+0.50Lr 11.509 .Z Bottom 02592 Min Temp % 0.2862 26.271 OK X-X. +120 0.3896 +Z Bottom 02592 Min Temp % 0.2862 28.277 OK X.X.+120D 10.602 -Z Bottom 02592 Min lemp% 0.2862 26.211 OK X-X.+1.20D+t60Lr 0.6050 +2 Bottom 02592 Min Term) % 0.2862 26.277 OK X-X.+1200+l.60Lr 13.328 -Z Bottom 0.2592 Min Temp % 0.2862 26.211 OK X-X. +1.356D 0.4402 +Z Bottom 02592 Min Temp % 0.2862 26.277 OK X-X, +1356D 11.981 -Z Bottom 02592 Min Term) % 0.2862 26.277 OK X-X. 40.90D 02922 +Z Bottom 02592 Min Temp % 02882 26.277 OK X-X. 40900 7.952 -Z Bottom 0.2592 Min Temo % 0.2862 26.271 OK X-X..0.74400 02416 +2 Bottom 02592 Min Temp% 0.2882 26.277 OK X-X. +074400 6.574 -Z Bottom 02592 Min Term) % 0.2862 26.277 OK Z-Z. +140D 12.310 -X Bottom 02592 Min TemD % 0.2862 26.217 OK Z.Z. +1.483 0.4543 +X Bottom 02592 Min Temp % 0.2862 26.211 OK 1495 Pacific Hwy, Suite 400 P 619.294.6600 S L'l RI" San Diego, CA 92101 F 619.294.6800 I i smrconsultinggroup.com IMAGINE - INNOVATE - INTEGRATE Faraday RQ-HQ 2019-037 Project Project No. Structural Calculations SR 03/12/2019 Page: 68 Of: 91 Subject By Date Project Title: Engineer Project ID: Project Descr: I5I i,'u1u,tl4icacmu4.am I General Footing SahmaowctsENCMC. INC. 1om-2OIsB:10.I&t13O. I Description: P1.6.5 FIG I Footing Flexure Fiscur, Axis & Load Combination MU Side Tension AsR.qd Gym. As Actual As PhI'Mn Status Z-Z.+1.200+0.60Lr 11.509 -X Bottom 0.2592 Min Tems% 0.2862 26.217 014 Z-Z.+1.200+0.50Lr 0.4519 iX Bottom 0.2592 Min Temo% 0.2882 26.277 OK Z-Z. +1.200 10.602 -X Bottom 0.2592 Min Team % 0.2862 26.277 OK Z-Z. +1.200 0.3894 +X Bottom 0.2592 Mm Team % 0.2862 26.277 OK Z-Z.+1.200+1.60Lr 13.328 X Bottom 0.2592 Min TemD% 0.2882 28.277 OK Z-Z. +1.200+1.60Lr 0.6046 +X Bottom 0.2592 Min Team % 02862 26277 OK Z-Z.s1.3560 11.981 -X Bottom 0.2592 Min Teme% 0.2882 26.277 OK Z-Z. +1.3980 0.440 +X Bottom 0.2592 Min Team % 0.2862 26.277 OK Z-Z. +0.900 7.952 -X Bottom 0.2592 Min Team % 0.2862 26.217 OK Z-Z. +0.900 0.2920 +X Bottom 0.2592 Min Team % 0.2882 26.277 OK Z-Z. +0.74400 6.574 -X Bottom 0.2592 Min Team % 0.2862 26.277 OK Z-Z.+0.74400 0.2414 +X Bottom 0.2592 Min Temp % 0.2862 26.277 OK One Way Shear Load Combination... Vu 88 .X Vu @ +X Vu 88 -Z Vu 88 +Z Vu:Max Phi Va Vu IPhI9ln Status +1.400 12.40 psi 0.00p51 12.32 psi 0.00 psi 12.400 82.16psi 0.15 OK +1.200+0.501, 11.56 Psi 0.00 psi 11.48n51 0.00ps1 11.56Dsi 82.l6 psi 0.14 OK +1.200 10.63 psi 0.00 psi 10.56ns1 0.00 psi 10.63 psi 82.16osi 0.13 OK +12QD+180t.r 13A7 psi 0.00 psi 13.34os1 0.00 psi 13A7 psi 82.16osi 0.16 OK +1.3560 12.01 DO 0.00 psi 11.93 psi 0.00 psi 12.01 psi 62.16 psi 0.15 OK +0.900 7.971m1 0.00 psi 7.92 psi 0.00 psi 7.971061 82.l6 psi 0.10 OK +0.74400 6.591mi 0.00p51 6.55 psi 0.00imi 6.59cs1 82.l6 psi 0.08 OK Two.Way PuncNng' Shear All units Load Combination.. Vu Phl'Vn Vu! PhlVn Status '4.400 12.50 psi 164.32psi 0.07608 OK +1.200+0.50Lr 11.23 psi 164.32p51 0.06832 OK +1.200 10.72 psi 164.32psi 0.06521 014 +1.200+1.601, 12.29 psi 164.32o5i 0.07417 014 +1.3560 12.11 PSi 164.32psi 0.07369 OK 40.900 8.04 psi 164.32p51 0.04891 014 +0.74400 6.64 psi 164.32p5i 0.94043 OK 1495 Pacific Hwy, Suite 400 P 619.294.6600 S R San Diego, CA 92101 F 619.294.6800 I J smrconsultinggroup.com IMAGINE - INNOVATE - INTEGRATE .Faraday RQ-HQ 2019-037 Project Project No. Structural Calculations SR 03/12/2019 Page: 69 Of: 91 Subject By Date Skip live load: *Ram model is re-run while applying the live load in the non-cantilevered section of the balcony only. Results are shown below. 2x floor tributary area; 1W = 19.25ft/2*40.25ft/2 = 193.703 ft2; 2nd floor live load; LL = 50psf-i-l5psf = 65.000 psf; 2d floor dead load; DL = 27.5p5f+2.3p5f+15.2p5f = 45.000 psf; (Conc. W2 deck, Metal deck, Misc.); Total imposed dead load on footing; DTL = (DL)*TW = 8.717 kips; Total imposed live load on footing; LTL = (LL)*TW = 12.591 kips; New balcony dead load; BDL = -3.20 kips; New balcony live load; BILL = 6.15 kips; Total induced dead load; TDL = DTL+BDL = 5.517 kips; Total induced live load; TLL = LTL+BLL = 18.741 kips; Spacing between columns in X-axis; Sx = 18 in; Spacing between columns in Y-axis; Sy = 18 in; Resultant load location from existing column; X-axis location; xl = ((BDL+BLL)*Sx)/(TDL+TLL) = 2.189 in; Y-axis location; yl = ((BDL+BLL)*Sy)/(TDL+TLL) = 2.189 in; Distance from edge of 5.5 FTG. Footing length; L = 6.5ft; X-direction distance; x2 = L12+x1 = 3.432 ft; V-direction distance; y2 = L/2-'-yl = 3.432 ft; New footing eccentricity; Footing size; F = 6.5 ft; X-direction eccentricity; ex = F12-x2 = -2.189 in; V-direction eccentricity; ey = F/2-y2 = -2.189 in; 1495 Pacific Hwy, Suite 400 P 619.294.6600 S R"4 San Diego, CA 92101 F 619.294.6800 smrconsultinggroup.com 4 IMAGINE - INNOVATE - INTEGRATE Faraday RQ-HQ 2019-037 Project Project No. Structural Calculations SR 03/12/2019 Page: 70 Of: 91 Subject By Date Enercaic Report Project Title: Engineer Project to: Project Descr General Footing Code References Calculations per ACi 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load combinations Used: IBC 2015 General Information Material Properties Soil Design Values ft : Concrete 28 day strength 3.0 ksi Allowable Soil Bearing 2.0 hal LRebar Yield 60.0 tel Increase Bearing By Footing Weight No : Concrete Elastic Modulus 3,122.0 tel Soil Passive Resistance (for Siding) 250.0 pd Concrete Density 145.0 pcf SoWConcrete Friction Coef 0.30 p Values Flexure 0.90 Shear 0.750 Increases based on footing Depth Analysis Settings Fooling base depth below soil surface 3.167 it Mis Steal % Bending Relnf. Mow press. increase per foot of depth hal Miii Allow % Temp Reinf. 0.00090 when fooling base is below it Min.Overtumhig Safety Factor 1.0:1 Mm. Siding Safety Factor 1.0 1 Increases based on footing plan dimension Add Fig WI for Soil Pressure : Yes Allowable pressure increase per foot of depth - Use fIg WI for stability, moments & shears : Yes wnmax.Iengthrwwidthlsgreaterthan liSt Add Pedestal Wt for SollPressure No it Use Pedestal WI for stability. mom It shear : No - Dimensions Width parallel to X-X Axis 6.504 Length parallel to Z-Z Axis z 6.50 it Fooling Thickness = 24.0 in Load location offset from fooling center... ex: Pill to X-X Axis 2.2 in as: Pill to Z-Z Axis 2.2 in Pedestal dimensions... px: parallel to X.X Axis in pz:paratleltoZ-ZArds in - Height in Reber Centerline to Edge of Concrete... al Bottom offooting a 3.313 In Reinforcing Bars parallel to X-X Axis - Number of Bars - 6.0 Reinforcing Bar Size 8 5 Bars parallel to Z-Z Axis Number of Bars 6.0 Reinforcing Bar Size 8 5 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation nia 8 Bare required within zone nla # Bars required on each side ofzone We Applied Loads D Lr L S W E H P: Column Load 5.60 18.80 k OB:Overburden ksf M-mc = k-ft M-zz = k-It V-x k V.z k 1495 Pacific Hwy, Suite 400 P 619.294.6600 S San Diego, CA 92101 F 619.294.6800 j smrconsultinggroupcom IMAGINE - INNOVATE - INTEGRATE Faraday RQ-HQ 2019-037 Project Project No. Structural Calculations SR 03/12/2019 Page: 71 I0f: 91 Subject By Date Project Title: Engineer Project ID: Project Descn I ,•m u1ow,wc1nu1tu. General Footing I Description : N-6.5 FIG 2 DESIGN SUMMARY I1SThhI12 Min. Ratio kern Applied Capacity Governing Lead Combination PASS 0.5305 Soil Bearing 1.061 ksf 2.0 ksf +D+ts PASS We Overturning - X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning -Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS nia Sliding - X-X 0.0 k 0.0 It No Sliding PASS n/a Sliding - Z-Z 0.0 k 0.0k No Sliding PASS n/a Uplift 0.0k 0.0k No Uplift PASS 0.2660 Z Flexure (+X) 6.989 k-ft/ft 28.277 k-ft/ft +1.20D+1.60Lr PASS 0.2875. Z Flexure (-X) 7.555 Wit 26.277 k-ft/ft +1.200+1.601r PASS 0.2660 X Flexure (+Z) 6.989 k-ft/ft 28.277 k-ft/ft +1.20D+1.60Lr PASS 0.2875 X Flexure (-2) 7.555 k-ft/ft 26.271 k-ft/ft +1.20D41.60Lr PASS 0.1005 1-way Shear (t)) 8.261 psi 82.158 psi +1.200+1.60Lr PASS 0.1051 1-way Shear (-X) 8.631 psi 82.158 psi +1.20D+1.60Lr PASS 0.1005 1-way Shear (+2) 8.261 psi 82.158 psi +1.20D+1.60Lr PASS 0.1051 1-way Shear (-2) 8.631 psi 82.158 psi +1.20D+1.60Lr PASS 0.1705 2-way Punching 28.024 psi 164.317 psi +1.200+1.60Lr Detailed Results Soil Bearing Rotation Axis & Xecc Zecc Actual Soil Beanng Sirens Location Actual fAllow Load combination-Gross Allowable (in) Bottom Left Top Left Top Right Bottom Right Ratio .D Only 0.000 45.0 den CCW 2.0 0.6901 0.6901 0.4225 0.3781 0.4225 0.4670 0.234 +D+lj 0.000 45.0 deg CCW 2.0 1.465 1465 0.8675 0.6740 0.8675 1.061 0.531 - +D+0.7561j 0.000 - 45.o deg ccw 2.0 1.356 1.356 0.7563 0.60 0.7563 0.9125 0.456 .+0.60D 0.000 - 45.0 deg CCW 2.0 0.6901 0.6901 0.2535 0.2269 0.2535 0.2802 0.140 Overturning Stability Rotation Axis & Load Combination Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability All units It Force Application Axis Load Combination Sliding Force Resisting Force Stability Ratio Status Fooling Has NO Sliding Footing Flexure - Flexure Axis & Load Combination Mu Side Tension As Reqd Gym. As Actual An PhlMn Status k-ft Surface 102 102 in 2 k-ft X-X.+1.40D 3.112 +Z Bottom 0.2592 Min Tema % 0.2862 26.271 OK X-X. +1.40D 3.644 -Z Bottom 0.2592 Min Temp % 0.2862 26.277 OK X-X. +1.20D+0.50Lr 4.018 +2 Bottom 0.2592 Min Tema % 0.2862 26.277 OK X-X, +1.20D+0.5OLr 4.508 -Z Bottom 0.2592 Min Temp % 0.2862 26.277 OK X-X. +1.20D 2.687 +Z Bottom 01592 Min Temp % 0.2862 26.277 OK X-X. +1.20D 3.123 -2 Bottom 01592 Min Temp % 0.2862 26.277 OK X-X. +1.20D+1.60Lr 6.989 +2 Bottom 0.2592 Min Temp % 0.2862 26.277 OK X-X. +1.20D+1.60Lr 7.555 -Z Bottom 0.2592 Min Temp 15 0.2862 26.277 OK X-X. +1.356D 3.014 +Z Bottom 0.2592 Min Temp 15 0.2862 26.277 OK X-X. +1.35613 3.529 -Z Bottom 02592 Min Tema % 0.2862 26.277 OK X-X. +0.90D 2.0 +2 Bottom 0.2592 Min Temp 15 0.2862 26.277 OK X-X. .0.90D 2.342 -Z Bottom 0.2592 Min Tema 15 0.2862 26.277 OK X-X. +0.74401) 1.654 +Z Bottom 01592 Min Temp 15 0.2862 26.277 OK X-X, s0.7440D 1.936 -Z Bottom 0.2592 Min Tema 15 0.2862 26.277 OK Z-Z.41.40D 3.644 -x Bottom 01592 Min Tema % 0.2862 26.277 OK 2-L+l.40D 3.112 +X Bottom 02592 [An Tema % 0.2862 26.277 OK 1495 Pacific Hwy; Suite 400 P 619.294.6600 S iR"4 San Diego, CA 92101 F 619.294.6800 I smrconsultinggroup.com lMii6lNE - INNOVATE - INTEGRATE Faraday RQ-HQ 2019-037 Project Project No. Structural Calculations SR 03/1212019 Page: 72 Of: 91 Subject By Date Project rate: Engineer Project to: Project Descr General Footing Description: N6.5 FTC 2 Footing Flexure Fisnur, Axis & Load Combination Mu Sid. Tension AaR.qt Corn. Ax Actual As PhrMn Status k4 Surface 102 inA2 ln12 Z-Z. +1.20D+05Oj 4.508 -X Bottom 0.2592 Min Tern, % 0.2862 26.277 OK Z.Z.+1.200+0.50Lr 4.018 +X Bottom 0.2592 Min Temo % 0.2862 26.277 OK Z-Z.+1.200 3.123 -X Bottom 0.2592 Min Tema % 0.2862 26.277 OK Z2. +1200 2.667 +X Bottom 0.2592 Min Tems % 0.2862 26277 OK Z-Z. +1.200+1.60Lr 7.555 -X Bottom 0.2592 Min Terno % 0.2862 26.277 OK Z.Z. +1200+1.6OLr 6.989 +X Bottom 0.2592 Min Ternp% 0.2862 26.277 OK Z.Z. +1.3560 3.529 X Bottom 0.2592 Min Tern, % 0.2862 26.277 OK Z.Z.+1.3560 3.014 +X Bottom 0.2592 Min Temo% 0.2862 26.277 OK Z-Z. +0.900 2.342 X Bottom 0.2592 Min Temo % 0.2862 26.277 OK Z-Z. .0.900 2.0 +X Bottom 02592 Min Temo % 0.2862 26.277 OK Z-Z. +0.74400 1.936 -x Bottom 0.2592 Min Tern % 0.2862 26.277 OK Z-Z.s0.7440D 1.654 +X Bottom 0.2592 Min Temo % 0.2862 26.277 OK One Way Shear Load Combination... Vu -x Vu IX vu @.z Vu @ +Z Vu:Max Phi Vn Vu! PhlVn Status +t400 4.19psi 3.66ps1 4.19 Psi 3.66 psi 4.19psi 82.160 0.05 OK +t200+0.50Lr 5.17nsi 4.74Dsi 5.17 psi 4.74 psi 5.17osi 82.16 psi 0.08 OK +1.200 3.5905i 3.14psl 3.59cs1 3.14osi 3.59 psi 82.16 DO 0.04 OK +1.200+1.60Lr 8.530s1 8.280s1 8.63 osi 8.26 osi 8.63 psi 82.16 cal 0.11 OK +1.3560 4.06p51 3.54 Psi 4.06 psi 3.54 psi 4.06p51 82.16 psi 0.05 OK +0.900 2.69 Psi 2.35 psi 2.69 Psi 2.35p51 2.69 Psi 82.16 psi 0.03 OK +0.74400 2.2309 1.94 psi 2.23 psi 1.94 psi 2.23p5i 82.160 0.03 OK Two-Way "PunchlW Shea, All units ii Load Combination... Vu PhIVn Vu! PhIVn Status +1400 13.61 psi 164.329si 0.118281 OK +1.20D+0.5lJ!j 16.78 psi 164.32p5i 0.1021 OK +120D 11.66 psi 164.32osl 0.07098 OK +1.200+1.601r 28.02 psi 164.32psi 0.1705 OK +1.3560 13.18 psi 164.32os1 0.08021 OK +0.900 8.75 psi 164.32p5i 0.05324 OK +0.74400 7.23 psi 164.32p5i 0.04401 OK 1495 Pacific Hwy, Suite 400 P 619.294.6600 S iR"4 San Diego, CA 92101 F 619.294.6800 smrconsultinggroup.com IMAGINE - INNOVATE - INTEGRATE Faraday RQ-HQ 2019-037 Project Project No. Structural Calculations SR 03/12/2019 Page: 73 Of 91 Subject By Date Lateral Analysis Per the lEBC, Chapter 8, Section [BS] 807.5, any existing lateral load-carrying structural system whose demand-capacity ratio with the alteration considered is not more than 10 percent greater than its demand-capacity ratio with the alteration ignored shall be permitted to remain unaltered. By observation, the added weight is insignificant compared to the total building weight and hence, the lateral system is considered adequate to resist the additional mass due to the balcony In accordance with IEBC, Chapter 8, Section [BS] 807.5. * The table below is very conservative as it does not include the mass of the roof or walls. It demonstrates a quick check to show the % change in mass due to the addition of the balcony. Balcony area 594 ftA2 2nd floor area 14441 ftA2 % Addition 4.11 % S y 1495 Pacific Hwy, Suite 400 P 619.294.6600 San Diego, CA 92101 F 619.294.6800 iR"4 smrconsultinggroup.com IMAGINE INNQVATE - INTEGRATE Faraday RQ-HQ 2019-037 Project Project No. Structural Calculations SR 03112/2019 Page: 74 Of: 91 Subject By Date Miscellaneous Moveable Partition Wall Beam Design Project 'flUe: Engineer Project ID: Project Descr Steel Beam earn 0u9an MW .ALC. SIC. tI05.20*8r101i1l.34. I.wawE0l.1022*3 .nx*...-o*malueOl. *.Ieilaanasl-.uoen.wessiinaarl.. Description: PailidoeWot8eam CODE REFERENCES Calculations per AISC 360-10. IBC 2015, CBC 2016. ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Load Resistance Factor Design Fy : Steel Yield: 50.0 ksi Beam Braang: CoedeteIy tkibracad E: Modulus: 29.000.0 ksi Beidieg Axis: Major Aids Bending L(O,153_ - ---•- -. -'-.. ......... W12e4O I. Span -20.Oft 1 Applied Loads Service bads entered. Load Factors mu be applied for calculations. Beam salt weight catculatad and added toloadsig urtlfansLoad: Le0.l50Mir TilbutxsyWtdlht0ft DESIGN SUMMARY _________ Maximum Bending Stress Ratio = 0.299:1 Maximum Shear Stress Ratio = 0.040:1 Section used for this span W12x40 Section used for this span W1231540 Mu Applied 30.276k-fl Vu:Applled 4.176 k Mn Phi: Allowable 101.270k.ft VnPVrl:Allowable 505.315 It Load Combmatiai +1.200+1.605. Load Combination +1,200+1.005. Losalion olmaxinsason span 14.5009 Location of maoariwn on span 6000 ft Span 6 where maximum occurs Span #1 Span 6 where eiaxirium occurs Spas #1 Maximum Deflection Max Downward Transient Deflection 0.269 In Ratio 1,292°1M Max Upward Transient Detection 0.000 In Ratio e 0 0900 Max Downward Deflection 0.341 in Ratio 1020=0960 Mat Upward Total Deflection 0.000 in Ratio = 0160 Maximum Forces & Stresses for Load Combinations _______________________________ Load Corrbiaafan Max StossRaliss SomaaryotMorreol Values tiumnayolshearVala.a SegmairtLurrg5i Spatti M V mao Mu + Max Mu- Mu Max Mlix Plr7lAnn Cb Rat VuMn You pttiVnn +1600 0500.Lo 29.009 I 0.059 0.060 5.00 5.89 112.52 901.27 1.94 1.00 0.81 105.32, 100.32 *1200*1.40. DW.Lz 29005 I 0.299 0.040 30.20 30.28 112.52 101.27 9.14 1,00 4.18 105.52 105.32 *1.230.0.501 29.609 1 0.120 0.017 12.93 12.93 112.52 101.27 1.14 1.00 1.70 105.32 905.32 +9300 Ltege.L. 29.600 1 0.050 0.007 5.05 5.05 912.52 901.27 1.14 1.00 0.70 05.32 105.32 .0000 Dn5l,L= 29.0011 1 0.037 0.005 3.78 3.70 112.52 101.27 1.14 1.00 0.52 105.32 105.32 Overall Maximum Defections Lo.dCemblir090a Spas Max. .' Dell Location mSpan LradCesbioatloo Mao. .'Oefl Locatiooei Span *0.1. 1 0.3412 14.593 0.0000 0.000 Vertical Reactions Support ictatea Far la9'e#1 Values In BPS laadCoerblootioa Sppportl Sl4lpoIt2 2.735 2.755 0.erallM04hnimi 0.349 0.340 Doily 0.500 0.500 *0.1. 2.755 2.755 *000.750. 2.211 2.211 .1)600 0.348 0.340 S i R"w.., IMAGINE - INNOVATE - INTEGRATE .Faraday RQ-HQ 1495 Pacific Hwy, Suite 400 P 619.294.6600 San Diego, CA 92101 F 619.294.6800 smrconsultinggroup.com 2019-037 Project Project No. Structural Calculations SR 03/12/2019 Page: 75 Of: 91 Subject By Date Project Title: Engineer Project to: Project Descr: Steel Beam es, vaan,qnu nu(KQ)enceIueueeaneeacJiuiuenc5. Lic. Ur*l.M.mAIK1. Sc8wan ENERCAIC, INC. 1983.2018. Build:I0.18 11.30. ASSOCIATESII4IZINUI1,1UanK1I,I40:h. Description : Partition Wall Beam Vertical Reactions Support notation: Far left is #1 Values in POPS Load Combination Sepport I Support 2 2.175 LOrdy 2.175 Steel Section Properties : W1 Will Depth 11.900 In Ins 307.00 ln'4 J 0.906c14 Web Thick 0.295 in Sun $1.50 hr'3 Ow 1440.00 laM Flange Width • 8.010 In Rue 5.130 In Flange Thick 0.595 In Za = 51.000 ln'3 Aim • 11.100 1n12 I pp 44.100 104 Weight 40.000 pit Syy 11.000 InnS Wan 22.800W2 I4desIgn 1.020 in Rpp 1.940 in SIN • 23.500 InnS KI 0.875 In Zy 16.800 InnS Of 11.300 InnS its 2.210 is Ow 27.800 mnS Yeg 5.950k1 E 0 29 5)2 $32 11.2 14.42 1732 222 13.12 32 2832 ct&e(Ft) 1+1.410 U +LZ0D+t.IO1U +LZID+l.SOL I +LZIO I +0.800 S i R"4-..m IMAGINE - INNOVATE - INTEGRATE Faraday RQ-HQ Project Structural Calculations Subject 1495 Pacific Hwy, Suite 400 P 619.294.6600 San Diego, CA 92101 F 619.294.6800 smrconsultinggroup.com 2019-037 Project No. SR 03/12/2019 Page: 76 I0f: 91 By Date Project Title: Engineer Project to: Project Descr: ~:teel Beam SdMmcwrWENERCALC INC Lic. 5: KW-05002633 Licensee SMR-ISD ASSOCIATES STRUCTURAL ENGINEERS - 242 522 sQ 1122 84.42 1732 2022 2332 1U2 12 Ote(ft) l+l.IND I +LZID+IJO( I +LZND+LSIL U+LZOD I ili900 C I' 0 In 55 837 1119 14 16.82 044 145 2521 20.81 tthxe(lt) I0O4y 104 10+11.191, I +0.080 I104 Summary of Values per Beam Span SRr IMAGINE - INNOVATE - INTEGRATE .Faraday RQ-HQ 1495 Pacific Hwy, Suite 400 P 619.294.6600 San Diego, CA 92101 F 619.294.6800 smrconsultinggroup.com 2019-037 Project Project No. Structural Calculations SR 03/12/2019 Page: 77 Of: 91 Subject By Date Project Title: Engineer: Project to: Project 0escr Steel ,i ,jawaeJ,awa.uJ, tamay4U Lic. 9 KW : -06002633 Licensee: SIVIR-ISI) S,jftwae £NERcALC INC. ASSOCIATES STRUCTURAL 1983-2018.BitIO.I8.II.30. ENGINEER Desaipflon: Parition Wall Beam Beam Span Moments & Shears at Incremental Location Load Type! Combination Span Location (ft) Span ID Shear (k) Moment (ft.k) +1.40D 0.00 Span 1 0.812 0.000 +1.400 2.90 Span 1 0.650 2.119 +1.40D 5.80 Span 1 0.487 3.768 +1.400 8.70 Span 1 0.325 4.945 +1.400 11.80 Span 1 0.162 5.652 +1.400 14.50 Span 1 0.000 5.887 +1.400 17.40 Span 1 -0.162 5.652 +1.40D 20.30 Span 1 -0.325 4.945 +1.400 23.20 Span I .0.487 3.768 +1.400 28.10 Span 1 -0.650 2.119 +1.401) 29.00 Span 1 .0.812 0.000 +1.200+1.60L 0.00 Span 1 4.176 0.000 +1.200+1.60L 2.90 Span 1 3.341 10.899 +1.200+1.601. 5.80 Span 1 2.508 19.377 +1.20D+1.60L 8.70 Span 1 1.670 25.432 +1.20D+1.60L 11.60 Span 1 0.835 29.065 +1.20D+1.60L 14.50 Span 1 0.000 30.276 +1.20D+1.60L 17.40 Span 1 -0.835 29.065 +1.20D+1.60L 20.30 Span 1 -1.870 25.432 +1.200+1.601. 23.20 Span 1 -2.506 19.377 +1.20D+1.60L 28.10 Span 1 -3.341 10.899 +1.200+1.60L 29.00 Span 1 -4.176 0.000 +1.20D+0.50L 0.00 Span 1 1.784 0.000 S ' 1495 Pacific Hwy, Suite 400 P 619.294.6600 4 San Diego, CA 92101 F 619.294.6800 I I smrconsultinggroup.com IMAGINE - INNOVATE - INTEGRATE Faraday RQ-HQ 2019-037 Project Project No. Structural Calculations SR 03/12/2019 Page: 78 Of: 91 Subject By Date Project Title: Engineer: Project to: Project Descr: Steel B Pie • G:09lC372Ol9.43?Feedur4lO H04ROcEOUEnercieR04IO.ec5. ee. earn Sdly.i,e EllERCALC,8lC.I9e3-2O1&BI6tO.t8It.. IIItYE14.1tN*5 .r,.,ce..tI:5I1I ASSOCIATES STRUCTURAL ENGINEERS 0escdpton: Paitftion Wail Beam Beam Span Moments & Shears at Incremental Location Load Type! combination Span Location (fl) Span ID Shear (Ii) Moment (ft-k) +1.200+0.50L 2.90 Span 1 1.427 4.655 +1.20D+0.50L 5.80 Span 1 1.070 8.275 i-1.200i-0.50L 8.70 Span 1 0.713 10.862 +1.20D+0.50L 11.60 Span 1 0.357 12.413 +120D+0.501 14.50 Span 1 0.000 12.930 +1.20D+0.50L 17.40 Span 1 -0.357 12.413 +1.200+0.50L 20.30 Span 1 -0.713 10.862 l-1.200+0.50L 23.20 Span 1 -1.070 8.275 +1.200+0.50L 26.10 Span 1 4.427 4.655 +1.200+0.50L 29.00 Span 1 -1783 0.000 41.200 0.00 Span 1 0.696 0.000 .1.200 2.90 Span 1 0.557 1.817 +1.20D 5.80 Span 1 0.418 3.229 +1.20D 870 Span 1 0.278 4.239 +1.20D 11.60 Span 0.139 4.844 +1.20D 14.50 Span 1 0.000 5.046 +1.200 17.40 Span 1 4.139 4.844 +1.200 20.30 Span 1 -0.278 4.239 +1.20D 23.20 Span 1 4418 3.229 +1.200 26.10 Span 1 -0:557 1.817 4-1.20D 29.00 Span 1 -0.696 0.000 +0.90D 0.00 Span 1 0.522 0.000 +0.900 2.90 Span 1 0.418 1.362 +0.90D 5.80 Span I 0.313 2.422 +0.900 8.70 Span 1 0.209 3.179 +0.900 11.60 Span 1 0.104 3.633 +0.900 14.50 Span 1 0.000 3.785 +0.90D 17.40 Span 1 .0.104 3.633 +0.90D 20.30 Span 1 -0.209 3.179 +0.90D 23.20 Span 1 .0.313 2.422 +0.90D 26.10 Span 1 -0.418 1.362 +0.90D 29.00 Span 1 .0.522 0.000 Beam Span Deflections at Incremental Locations Load Type! combination Span Location (ft) Span ID Deflection (n) Overall MAXimum Envelope 0.00 Span 1 0.000 Overall MAXimum Envelope 2.98 Span 1 0.110 Overall MAXimum Envelope 5.97 Span 1 0.207 Overall MAXimum Envelope 8.95 Span I 0.282 Overall MAXimum Envelope 11.90 Span 1 0.328 Overall MAXimum Envelope 14.91 Span 1 0.341 Overall MAXimum Envelope 17.90 Span 1 0.300 Overall MAXimum Envelope 20.88 Span 1 0.266 Overall MAXimum Envelope 23.86 Span 1 0.184 Overall MAXimum Envelope 26.85 Span 1 0.083 Overall MAXimum Envelope 29.00 Span 1 0.003 1495 Pacific Hwy, Suite 400 P 619.294.6600 San Diego, CA 92101 F 619.294.6800 Sm rconsu Itingg rou p . corn 2019-037 Project No. SR 03/12/2019 Page: 91 By Date Project Title: Engineer Project to: Project Descr: S i R"4-..m IMAGINE - INNOVATE - INTEGRATE .Faraday RQ-HQ Project Structural Calculations Subject see. earn Steel B FiIe.G120I1S7l2OI3437FaROHOtRQ708Cc fcaleJOIlO,c6. 11 ENERaLC.INC.19834OIL8dl±IO.1811.30. .l.k.aIZ1l ASSO. Desciipton: Partition Wall Beam Beam Span Deflections at Incremental Locations Load Type! Combination Span Location (ft) Span ID Deflection (in) D Only 0.00 Span 1 0.000 D Only 2.98 Span 1 0.023 D Only 5.97 Span 1 0.044 D Only 8.95 Span 1 0.059 D Only 11.93 Span 1 0.069 D Only 14.91 Span 1 0.072 D Only 17.90 Span 1 0.067 D Only 20.88 Span 1 0.056 D Only 23.86 Span 1 0.039 D Only 26.85 Span 1 0.017 D Only 29.00 Span 1 0.001 +D+L 0.00 Span 1 0.000 +D+L 2.98 Span 1 0.110 +D+L 5.97 Span 1 0.207 +D+L 8.95 Span 1 0.282 +D+L 11.93 Span 1 0.328 +D+L 14.91 Span 1 0.341 +D+L 17.90 Span 1 0.320 +D+L 20.86 Span 1 0.266 +D+L 23.86 Span 1 0.184 +D+L 26.85 Span 1 0.083 +D+L 29.00 Span 1 0.003 +D+0.750L 0.00 Span 1 0.000 +D+0.750L 2.98 Span 1 0.088 +D+0.750L 5.97 Span 1 0.166 +D+0.7501 8.95 Span I 0.226 +D+0.750L 11.93 Span 1 0.263 +D+0.7501. 14.91 Span 1 0.274 +D+0.750L 17.90 Span 1 0.256 +D+0.750L 20.88 Span 1 0.213 +D+0.7501 23.86 Span I 0.144 +D+0.750L 26.85 Span 1 0.067 +D+0.750L 29.00 Span 1 0.002 +0.600 0.00 Span 1 0.000 +0.60D 2.98 Span 1 0.014 +0.600 5.97 Span 1 0.026 +0.600 8.95 Span 1 0.036 +0.600 11.93 Span 1 0.041 +0.600 14.91 Span 1 0.043 +0.600 17.90 Span 1 0.040 +0.600 20.88 Span 1 0.034 +0.600 23.86 Span 1 0.023 S i R"4-.., IMAGINE - INNOVATE - INTEGRATE Faraday RQ-HQ Project Structural Calculations 1495 Pacific Hwy, Suite 400 San Diego, CA 92101 smrconsultinggroup.com 2019-037 Project No. SR 03/12/2019 P 619.294.6600 F 619.294.6800 Page: 80 Of: 91 Subject By Date Project Title: Engineer Project to: Project Descr Steel Bea eaanzui eaa.Ku nuveao IUTi$?'EII.1lIIJ1*C SWC4aEN8tcAL !TM 91 Deearipfion: ParttionWat Beam Beam Span Deflections at incremental Locations Load Type! Combination Span Location (6) Span io Deflection (in) 90.60D 26.85 Span 1 0.010 +0.60D 29.00 Span I 0.000 L Only 0.00 Span 1 o.oeo L Only 2.98 Span 1 0.087 L Only 5.91 Span 1 0.183 L Only 8.95 Span 1 0.223 L Only 11.93 Span 1 0.259 L Only 14.91 Span I 0.269 LOnly 17.90 Span I 0.252 LOnly 20.88 Span 1 0.210 L Only 23.88 Span 1 0.146 L Only 26.85 Span 1 0.065 L Only 29.00 Span 1 0.002 1495 Pacific Hwy, Suite 400 P 619.294.6600 S San Diego, CA 92101 F 619.294.6800 I j smrconsultinggroup.com IMAGINE - INNOVATE - INTEGRATE .Faraday RQ-HQ 2019-037 Project Project No. Structural Calculations SR 03/12/2019 Page: 81 I0f 91 Subject By Date Column Design Project 'Title: Engineer. Project to: Project 005cc Fl. • 012019631120ki037 F,aROHOlROYC&Colmi60U0urEsec.ldaowc$a.. 11 Steel Column SCOWW,veyiIEN0RCALC. INc. IO.Ie1Ias. Descoplion: Partition Wall Cot Code References Calculations per Alsc 360-10, IBC 2015, CBC 2016, ASCE -io Load combinations Used: IBC 2015 General Information Steel Section Name: HSS3x3x1I4 Overall Column Height 12.0 II Analysis Method: Load Resistance Factor Top & Bottom Folly Top & Bottom Pinned Steel Stress Grade Brace condition for delteclior, (buckling) along columns: Fy: Steel Yield 46.0 Issi X-X (width) axis: E: Elastic Bending Modulus 29.000.0 km uflb5aced Length for XX Aids bucking = 12.0 it K = 1.0 V-V depth axis: Un Length for V-Y Ads buclu&rgI2.OlK1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included :I05.720 lbs • Dead Load Factor AXIAL LOADS... Axial Load at 12.0 it. L = 2.70k BENDING LOADS... Lat. Point Load at 12.0 it creating Mo-s. L 1.0k DESIGN SUMMARY Bending & Shear Check Results PASS Max. AxialiBending Stress Ratio 0.1358 : I Maximum Load Reactions.. Lead Combination +1.20D+1.60L Top along X-X 0.0k Location of macabove base 0.0 It Bottom along X-X 0.0k Atmainnmm location valoesam... Top along y.V 1.0k Pu 4.447 k Bottom along V-V 0.0k 0.9 • Pn 32.753 K Ma-x 0.0 k-ft Maximum Load Dath.ctlons . . - 0.9Mn-o: 8556 k-It AiongY.Y 0.0 in at 0.oft above base 00 k for load combination: 0.9Mn-y: 8.556 k-ft AlongX-X 0.01n at 0.09 above base for load combination: PASS Maximum Shear Stress Ratio 0.07209 : 1 Load Combination +1.20D+1.601. Location ofnrao.abovnbase 12.0 it At maisnium location ustans are... Vu:Apllod 1.60 K VnPki:Mewable 22.196 K Load Combination Results -- Maximum Axial + Bendino Stress Ratios Masirinen Shear Ratios Load Combination Stress Ratio Status Location Cbs Cby KaLiriRx KyLyIRy Stress Ratio Status Location +1.400 0.005 PASS 0.009 1.00 100 129.73 12973 0.000 PASS 0.00 it +1.20D+1.G0L 0.136 PASS 0.000 1.00 1.00 129.73 129.73 0.072 PASS 12.009 s1.200+0.50L 0.045 PASS 0.009 1.00 1.00 129.73 129.73 0.023 PASS 12.00 it .1.200 0.004 PASS 0.002 1.00 1.00 129.73 129.73 0.000 PASS 12.00 it .0.90D 0.003 PASS 0.000 1.00 1.00 129.73 129.73 0.000 PASS 12.009 Maximum Reactions Note: Only non-zero reactions are listed. Axol Reaction X.X Axis Reaction It Reaction Ms - End Momenta k-ft My-End Momenta Load V-V Axis Combination @ Base Base 0 Top @ Base thTop @ Base @ TOP @ Bare thiop DOily 0.106 +1541 2.606 1.000 +040.7501. 2.131 0.750 +0.600 0.063 LOnli, 2.700 1.000 S ' R" 1495 Pacific Hwy, Suite 400 P 619.294.6600 4 San Diego, CA 92101 F 619.294.6800 I j smrconsultinggroup.com IMAGINE - INNOVATE - INTEGRATE Faraday RQ-HQ 2019-037 Project Project No. Structural Calculations SR 03/12/2019 Page: 82 Of: 91 Subject By Date Project litte: Engineer: Project ID: Project Descr: e• _ File • W201941=9417F,d,0OHQ(R0y6KIcei004aa0Emrc,ldtQ4l0sce. St eel .o umn SollaventoemiONEWMC.daC.203.201&Bi40t0t8ll.30. ..tLltr011lc4lL.Bi,i;m•a[stIxaJ. Description: Pa,ttiion Wall Cc, Extreme Reactions Axial Readon X-XPjJs Reaction Ii V-V AinReaction Mo- End Moaned, k-ft My- End Moments Item Extreme Value Base @B ase Top Base @ Top Base lop Base @ Top MaIBase Maximum 2006 1.000 Minimum 0.063 Reaction. X-Xxis Base Maximum 0.106 Minimum 0.106 Readlon, V-V AsIa Base Maximum 0.106 ft! Win=0.106 Reaction, X-X Ma Top Maximum 0.106 - Mim,ium 0.106 Reaction, Y-VAnisTop Maximum 0.106 Minimum 0,106 Moment, X.X Axis Base Maximum 0.106 - Mininiwn 0.106 Moment. V-Y Aids Base Maximum 0.106 Mmemim 0.106 Moment. X-XAsislop Maximum 0.106 - Minimum 0.106 Moment. V-Y Aids Top Maximum 0.106 Mirimam 0.106 Maximum Deflections for Load Combinations Load Combination Max. X-X Detecton Distance Max. V-V Detection Distance 0 Only 0.0000 is 0.000 It 0.000 In 0.000 ft +D.L 0.0000 is 0.000 ft 0.000 is 0.000 ft +040.7501 0.0000 In 0.1200 It 0.000 is 0.000 It +0.600 0.0000 is 0.000 It 0.000 in 0.000 ft I Only 0.0000 is 0.000 ft 0.000 is 0.000 ft Steal Section Properties : HS334014 Depth 3.000 is hoc 3.02 laM J 5.080 isM Desipa Thidc 0.233 In Son • 2.01 1n'3 Width 3.000 is Ran • 1.110 In Wal mIdi 0.250 is Zo • 2.480 m*3 Area • 2.440 1n2 I yy • 3.020 taM C 3.520 1n43 Weigftt 8.810 pit Sy 2.010 153 Ryy 1.110 is Ycg • 0.000 in 1 IMAGINE - INNOVATE - INTEGRATE .Faraday RQ-HQ Project Structural Calculations Subject S 1495 R",W w 2019-037 Project No. SR By Pacific Hwy, Suite 400 San Diego, CA 92101 smrconsultinggroup.com 03/12/2019 Date P 619.294.6600 F 619.294.6800 Page: 83 Of: 91 Project Title: Engineer Project to: Project Descr column Sasee. • c • IUl-WfI1i'llY*II F, Gl2Ol9137l2Oi9O37E&iday-RO HO JRqW1CakMUWsMwakW04ioK6 SctwNe EN AL .l983-201O.Bud:1O.I&lI.3O. SMR-ISD Description : Pa,tilloii Wall Cal Sketches l is \ (Load 3.00m I 1495 Pacific Hwy, Suite 400 P 619.294.6600 S San Diego, CA 92101 F 619.294.6800 I I smrconsultinggroup.com IMAGINE INNOVATE - INTEGRATE Faraday RQ-HQ 2019-037 Project Project No. Structural Calculations SR 03/12/2019 Page: 84 Of: 91 Subject By Date Base Plate & Anchorage wwwhiltI.u. Profis Anchor 2.7.8 Company: Page: 1 Specifier.Pro)ect Address: Sub-Pro)ect I Pox. NO.: Phone I Fax: I Date: 51812019 E-Mail: Sp.cltls?. comments: I Input data Anchor type and diameter lilT-HY 200 + HAS.E SIB Effective embedment depth: heLm = 3.5000. in.) Malarial: 5.8 Evaluation Service Report: ESR-3187 Issued I Valid: 311I201813I112020 Proof. Design method ACt 318-14/Chem Stand-off installation: without clamping (anchor); restraint level (anchor plate): 2.00; e0 • 1.500w.: I • 0.750 in. Milli Grout: CB-G EG. epoxy. f 0, 14.939 psi Anchor plate: lxl, St 5.000 in. x 9.000 in. a 0.750 In.; (Recommended plate thickness: not calculated Profile; Square HSS (AISC); (LaWs T) = 3.000 in. a 3.000 in. nO.250 In. Base'mate,ial: cracked concrete, 3000, f 3,000 psi; h 5.000 In., Temp. shatblong: 32132 'F Installation: hammer drilled hot., Installation condition: Dry ReInfOrcement: tension: condition B, ohear. condition B; no supplemental splitting reinforcement present edge reinforcement: none ore No.4 ben Seismic toads (cat. C. 0. E, or F) Tension load: yea (17.2.3.4.3(c)) Shear load: yes (17.2.3.5.3(b)) uses Is responsible to ensure a rigid bee. plat, for the entered thickness with appropriate solutions (.tlff.n.ns...) Geometry (in.) & LoadIng (lb. ln.lbj WW deli and resells east be drsdesdim epeennasalo. Ore eddeng as eruend pxanuseneeenl ul23.2Ox5 Il AG. FL.Odbe Sda... eel. ..glliredT,edsas* uf SI1IAG. Sdli.n Subject S iR"4 IMAGINE INNOVATE - INTEGRATE .faraday RQ-HQ 1495 Pacific Hwy, Suite 400 P 619.294.6600 San Diego, CA 92101 F 619.294.6800 smrconsultinggroup.com 2019-037 Project Project No. Structural Calculations SR 03/12/2019 Page: 85 Of: 91 By Date I I ELM Profis Anchor 2.7.8 Company: Specifier Address: Phone I Fax: I E-Mail: Page: 2 Project Sub.Pro)ect I Pos. No.: Date: S18120119 2 Load case/Resulting anchor forces Load case: Design toads 02 Anchor reactions (lbj Tension force: (+Tensiea. -Compression) Anchor Tension force Shear force Shear forces Shear force y 1 0 637 .125 .825 2 0 637 .125 625 —D max. concrete compressive strain: (%ol m: X. concrete compressive stress: - [pal] resulting tension force in (x/y)=(0.000/0.000): 0 jIb) resulting compression force in (x/y)o(0.000/0.000): 0 (IbI 01 Anchor forces based on a rigid bee, plate assumption! 3 Tension load Load N. jib) Capaclty4 N0 (tb) UtIlIzatIon jI, NJ N0 Status Steel Strength N/A N/A N/A N/A Bond Strength- N/A N/A N/A N/A Sustained Tension Load Bond Strength N/A N/A N/A N/A Concrete Breakout Strength" N/A N/A N/A N/A anchor having the highest loading "anchor group (anchors in tension) ventdari end ren.jte nsa,bs dreckod t5nu5m1 nAG AGr ft eurstan cueddam No ten nvueAStll PROFlssuthunl 0 l23-25O5 lAG AG. FL-9454 5Guaan Hue. eHsdT,udaneHntHenAG.5rjsen 1495 Pacific Hwy, Suite 400 P 619.294.6600 S San Diego, CA 92101 F 619.294.6800 I I smrconsultinggroup.com IMAGINE - INNOVATE - INTEGRATE Faraday RQ-HQ 2019-037 Project Project No. Structural Calculations SR 03/12/2019 Page: 86 Of: 91 Subject By Date wwwhtltLus Profis Anchor 2.7.8 Company: Page: 3 Specifier.Project Address: Sub-Project I Pos. No.: Phone lFax I Date: 51612019 E-Mail: 4 Shear load Load V (fb) Capacity V, Pb) Utillsalloapy-VAVi Statue Steel Strength* 837 3,303 20 OK Steel failure (with lever ann) 637 723 89 OK Pryout Strength (Concrete Breakout 1,275 13,413 10 OK Strength oonhicls)' Concrete edge failure in direction y- 1.275 4.921 28 OK anchor having the highest loading —anchor group (relevant anchors) 4.1 Steel Strength ur.l (0.6 A..v fan) refer to ICC-ES ESR.3187 V.0,?V AC1318-l4 Table ll.3.1.1 Variables 1151 f. (psi) (0.6 A,0 (an) Pb] 023 72,500 0.700 9.830 Calculation. jib) 8.882 Result. V.w Jib] — • - 4 S V. Ilbi V,• (fbi 6.882 0.600 0.800 1.000 3.303 637 42 Steal failure (with lever arm) bending equation for stand-off M v M (i ..t.) resultant flexural resistance of anchor M (1.2) (S) (fani,) cheroctetinlic flexural resistance of anchor (1 v_) reduction for tensile force acting simultaneously with a shear force on the anchor 5 itJ_ elastic section modulus of anchor boll at concrete surface L. = z + (n)(du) Internal lover errs adjusted for spelling of the surface concrete V? V. AC1318-l4 Table ll.3.1.1 Variables f Ipsi) N. (lbj 4 N (fb) z (in.) n do fin.] 2.00 72,500 0 10.650 1.875 0.500 0.625 Calculations I N MIln.lbI 'iii M. (InAl L,,(ln.) 1318.313 1.000 1,318.313 2.188 Results V' (Tb) 5— 4- V' (fbi V. (Ib) 1.205 0.600 1.000 723 637 reuthu.anmlstsvn,srtsdavtadfmaw..weswhaee,anresethuaaevdtepv.atae)1 seMwl05th5'ZOo1IAG,Ft.4uI4 Odo., reliva swd1,.,tdHIAG.Sd..., 1495 Pacific Hwy, Suite 400 P 619.294.6600 S T i R"4 San Diego, CA 92101 F 619.294.6800 smrconsultinggroup.com IMAGINE - INNOVATE - INTEGRATE Faraday RQ-HQ 2019-037 Project Project No. Structural Calculations SR 03/12/2019 Page: 87 Of 91 Subject By Date www.hilti.us Protis Anchor 2.7.8 Company: Page: 4 Specifier: Project Address: Sub-Project I Pox. No.: Phone I Fax: I Date: 51812019 E-Mail: 4.3 Piyout Strength (Concrete Breakout Strength controls) vse = ltp [(a) w ..e 1. .dN V N V u.N Nb] ACI 318-14 Eq. (17.5.3.1b) V,,,,2:V_ ACI 3IS-l4 Table ll.3.1.1 A see ACI 318-14, Section 17.4.2.1, Fig. R 17.42.1(b) A. = 9 h AC! 318-14 Eq. (17.4.2.1c) = si. AC! 318.14 Eq. (17.4.2.4) . -:F —h. V dN -0.7+0.3 (f5j1.) ci.0 AC! 318-14 Eq. (17.4.2.5b) = MAX(. i4xi) S 1.0 AC! 318-14 Eq. (17.4.2.7b) N. It0 l NT. Itj5 ACI 318-14 Eq. (17.4.2.2a) Variables km km (in.) Iin.I e,,, ['ni C=.5. (ml 2 3.500 0.000 0.000 12.000 It0 x. (5(psl) 1.000 7.579 17 1.000 3.000 Calculations A. tin.) Aw (in.') rio ,j, w 'e fl Nb (ibi 173.25 110.25 1.000 1.000 1.000 1.000 6,097 Results Vse Pb] + u.u.. + .doNo I u.obeu 4 (lbj V Pb] 19.162 0.700 1.000 1.000 13.413 1.275 romance ud ourS, flout ba doukad for aouoeNooITh the eceb og omohiel, end for pleoelbthfyf PROMS MoJotrI.) 2DD&2M HIS AG. FL-5454 5d,out HSIi,e N dltrdeoHIhOfHbldfl. Stbu,. 1495 Pacific Hwy, Suite 400 P 619.294.6600 S San Diego, CA 92101 F 619.294.6800 I j smrconsultinggroup.com IMAGINE - INNOVATE - INTEGRATE Faraday RQ-HQ 2019-037 Project Project No. Structural Calculations SR 03/12/2019 Page: 88 Of: 91 Subject By Date www.hiltLua Profis Anchor 2.7.8 Company: Page: 5 Specifier Pro(ect Address: Sub-Project I P05. No.: Phone lFax: I Date: 51812019 E-Mail: 4.4 Concrete edge failure in direction y- (ft CZ ) v ..v ii .a.v p v p v ACt 318-14 Eq. (17.5.2.11A 4 vftay. AC1318-l4 Table ll.3.1.1 Avc see ACI 318-14. Section 17.5.2.1. Fig. R 17.5.2.1(b) A. -4.59, ACI 318-14 Eq. (17.5.2.10) = ()ei.o ACt 318-14 Eq. (17.5.2.5) % 3c.,I w .xv - 0.7 + 0.3(j....)4 1.0 ACt 318-14 Eq. (17.5.2.6b) 1ph.v ='i/'xi.o AC1318-14 Eq. (17.5.2.8) )02 ') X . 4F. c V. = (z Q.) ACt 318-14 Eq. (17.5.2.2a) Vauhides c,, Ii..) C.2 9,.1 ear tin.) p h (In.] 12.000 12.000 0.000 1.000 5.000 I. (irs) K • d2 (in.) (2(psi] IF~ 3.500 1.000 0.625 3.000 1.000 Calculations Am (In.2) Av. (in.2) y .v y s Vb (bi 150.00 648.00 1.000 0.900 1.897 17.783 Results Vft (lb] 4 4 .. 4 n. 4 yeba I!bj V. (ib] 7.029 0.700 1.000 1.000 4.921 1,275 5 Warnings The anchor design methods In PROFIS Anchor require rigid anchor plates per current regulations (ETAG 001lAnnex C, EOTA TR029. etc.) This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered - the anchor plate is assumed to be sufficiently still, in order not to be deformed when subjected to the design loading. PROPS Anchor calculates the minimum required anchor plate thickness with FEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid base plate assumption Is valid Is not canted out by PROFIS Anchor. Input data and results must be checked for agreement with the existing conditions and for plausibililyl - Condition A applies when supplementary reinforcement Is used. The factor Is Increased for non-steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement Is not used and for Pullout Strength and Pryouc Strength. Refer to your local standard. - ACt 318 dons not specifically address anchor bending when a stand-off condition exists. PROFIS Anchor calculates a shear load corvspondng to anchor bending when stand-off exists and Includes the results as a shear Design Strengtht - Design Strengths of adhesive anchor systems are Influenced by the cleaning method. Refer to the INSTRUCTIONS FOR USE given in the Evaluation Service Report for cleaning and installation instructions - Checking the transfer of toads into the base materiel and the shear resistance are required in accordance with ACI 318 or the relevant standard] - An anchor design approach for structures assigned to Seismic Design Category C. 0, E or F is given In ACt 318-14, Chapter 17, Section 17.2.34.3 (a) that requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure. If this Is NOT the case. the connection design (tension) shall satisfy the provisions of Section 17.2.3.4.3(b). Section 17.2.3.4.3(c), or Section 172.3.4.3 (d). The connection design (shear) shall satisfy the provisions of Section 17.2.3.5.3(a). Section 17.2.3.5.3(b). or Section 17.2.3.5.3(c). - Section 17.2.3.4.3(b)! Section 17.2.3.5.3 (a) require the attachment the anchors are connecting to the structure be designed to undergo duclileyielding at a toad level corresponding to anchor forces no greater than the controlling design strength. Section 172.3.4.3(e)/Section 172.2.5.3(b) waive the ductility requirements and require the anchors to be designed for the maximum tension! shear that can be transrmtted to the anchors by a non-yielding attachment. Section 17.2.3.4.3(d)! Section 17.2.3.5.3(c) waive the ductility requirements and require the design strength of the anchors to equal or exceed the maximum tension! shear obtained from design load combinations that include E. with E increased by (re. - Installation of huh adhesive anchor systems shall be performed by personnel trained to install 111111 adhesive anchors. Reference ACI 318.14, Sector MOM dsl eUaeotuonsb. dross.dtosmem.s.loue.tetsacawawumdmpwawkliI paoFrsa.vewi 53 2rs5.2nmeaiAo. FL.0401 5th Hue. .nir...d T.donkuIHiuA 5d.... Pacific Hwy, Suite 400 P 619.294.6600 4 iR S 1495 San Diego, CA 92101 F 619.294.6800 smrconsultinggroup.com IMAGINE - INNOVATE - INTEGRATE 'Faraday RQ-HQ 2019-037 Project Project No. Structural Calculations SR 03/12/2019 Page: 89 Of: 91 Subject By Date www.hlfttus Profis Anchor 2.7.8 Company: Page: 6 Specifier Prolect Address: Sub-Project I Pos. No.: Phone I Fax; I Date; 51812019 E-Mail: Fastening meets the design criterial mpad.tx.xdoniu.xxxtb. d..roxdfmne,...onawxhn.mkn5cedaxmandfmnIa.aaEMy! FROflSMdor( c 1500-2009 H00A0. FL-S494 Sdxn H0hi.x st..dT,d.m.sof HOe AG. Sth.n 1495 Pacific Hwy, Suite 400 P 619.294.6600 S' R San Diego, CA 92101 F 619.294.6800 I I smrconsultinggroup.com IMAGINE - INNOVATE - INTEGRATE Faraday RQ-HQ 2019-037 Project Project No. Structural Calculations SR 03/12/2019 Page: 90 I0f: 91 Subject By Date www.hlftLus Profis Anchor 2.7.8 Company: Page: 7 Specifier. Project: Address: Sub-Project I P08. No.: Phone I Fax: I Date: 5/8/2019 E-Mail: 6 Installation data Anchor plate, steel:. Anchor type and diameter.HtT-HV 200 + HAVE 5/8 Profile: Square HSS (AlSC): 3.000 x 3.000 a 0.250 In. Installation torque: 720.001 In.lb Hate diameter in the fixture: d, = 0.688 in. Hole diameter In the base material: 0.750 in. Plato thickness (nput): 0.750 In. Hale depth in the base material: 3.500 in. Recommended plate thickness: not calculated Minimum thickness of the base material: 5.000 In. Drilling method: Hammer drilled Cleaning: Compressed air cleaning of the drilled hole according to Instructions for use is required - user Is responsible to ensure a rigid baas plate for toe entered thickness with appropriat, solution, letltfenins....) 8.1 Recommended accessories Drilling Cleaning Setting Suitable Rotary Hammer • Compressed air with required • Dispenser including cassette and mixer Properly aced drill bit accessories to blow from the bottom of • Torque wrench the hole Proper diameter wire brush Coordinates Anchor In. Anchor a y S. C,. C C.5 1 0.000 -3.000 12.000 48.000 12.000 54.000 2, 0.000 3.000 12.000 48.000 18.000 48.000 frCJ dSia art rierilu nsa, be dic*Id Ixnagrainwu we. Is. 5505.5 C.ndiinwsl.dhorri,utoslgl psOrlsMdwni r.) SinS-ZOOS Kin AG. FL-5454 sdwa. 510kw r.glmesd Twdesat nINSIAG. Sdss. 1495 Pacific Hwy, Suite 400 P 619.294.6600 S k San Diego, CA 92101 F 619.294.6800 smrconsultinggroup.com IMAGINE INNOVATE - INTEGRATE 'Faraday RQ-HQ 2019-037 Project Project No. Structural Calculations SR 03/12/2019 Page: 91 Of: 91 Subject By Date www.hlttl.ua Profis Anchor 2.7.8 Company: Page: 8 Specifier Project Address: Sub-Project I Pox. NO.: Phone I Fax: Date: 5/8/2019 E-Mail: 7 Remarks; Your Cooperation Duties Any and all information and data contained In the Software concern solely the use of Hilli products and are based on the principles, formulas and security regulations in accordance with Hillis technical directions and operating, mounting and assembly Instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific teats are to be conducted prior to using the relevant Hiftl product. The results of the calculations carded Out by means of the Software are based essentially on the data you put in. Therefore, you hoar the solo responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an old to Interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. - You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hitti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software In each case by carrying out manual updates via the Hilil Website. Hiltl wilt not be liable for consequences, such as the recovery of test or damaged data or programs, arising from a culpable breach of duty by you. vxrdft end rUr5s war be thesk.dtwngwsmsrr wtlr mu mrsbeaandaenuerdtwpluxribibtsl PROFt5Mxrenl u I 23.2flO9 H AG. FL-abbe 5dwa Hib.,. beud Tden.AGuIHdjAG.tld,..n ASBESTOS CONTAINING MATERIALS SURVEY 1620 Faraday Avenue Carlsbad, California AEC Project No. 18-326SD November 7, 2018 Prepared For >- DPR Construction, Inc. do Project Management Advisors, Inc. 420 Stevens Avenue, Suite 106 Solana Beach, California 92075 Prepared By. Advantage Environmental Consultants, LLC 145 Vallecitos De Oro, Suite 201 San Marcos, California 92069 Phone (760) 744-3363 • FAX (760) 744-3383 November 7, 2018 DPR Construction, Inc. do Project Management Advisors, Inc. Attn: Paul Montgomery 420 Stevens Avenue, Suite 106 Solana Beach, California 92075 Subject: Asbestos Containing Materials Survey 1620 Faraday Avenue Carlsbad, California AEC Project No.18-326SD Dear Mr. Montgomery: Advantage Environmental Consultants, LLC (AEC) has performed an asbestos containing materials survey at the above referenced property. The following report describes the survey protocol, sampling procedures and laboratory results of the materials tested. AEC has provided conclusions and recommendations based on the results of the survey. -1 We appreciate the opportunity to be of service on this project. If you should have any questions regarding this report, please contact us at (760) 744-3363. Sincerely, ADVANTAGE ENVIRONMENTAL CONSULTANTS, LLC Daniel Weis John Payne, CAC Branch Manager Project Manager Western Regional Office Certified Asbestos Consultant #93-1226 Exp. 6/24/2019 1.45VakCIbsDetFd" :w Marmcosj 92069 Phcne:760-7444363-~ 760.744.3383 Email: dis@aec-env.com Table of Contents 1.0 Purpose and Methodology I 2.0 Findings 3 3.0 Conclusion 5 4.0 Limitations 6 APPENDIX A Asbestos Laboratory Analytical Results and Chain of Custody 1620 Faraday Avenue Asbestos Containing Materials Survey Carlsbad, California AEC Project No., 18-326SD 1.0 Purpose and Methodology The purpose of this survey was to locate and identify visible and accessible potential asbestos containing materials (ACMs) in and on the Site structure that could require abatement. The subject property is a reported 2.08 acres in size and is developed with paved parking areas and a two-story commercial building. The building was reportedly constructed in the mid- to late- 1990s. The subject property is further identified by County of San Diego Assessor's Parcel Number 212-130-23-00. A State of California Certified Asbestos Consultant and United States Environmental Protection Agency (USEPA) certified building inspector for Asbestos- Containing Building Materials performed the field inspection on October 23, 2018. Potential ACM identification was performed by entering each functional space and assessing visible and accessible structural/mechanical components and architectural finishes. The physical conditions, friability, accessibility, activity and damage of suspect ACM was also assessed and documented. The ACM survey methodology is summarized below: Each suspect ACM identified during the survey was sampled in accordance with sampling guidelines established by the USEPA. The following summarizes the sampling procedures utilized: . B!.iilding materials were categorized into homogeneous materials. A homogeneous material is defined as being uniform in texture, color, and date of application. A sampling scheme was developed based upon the location and quantities of the various homogeneous materials. Bulk samples were collected by extracting a representative section of the selected material, placing it in a sampling container and assigning a unique sample number. The samples were placed into a sealed shipping container for delivery to an accredited laboratory for analysis by polarized light microscopy (PLM). The personnel performed proper decontamination procedures to prevent the spread of secondary contamination. Each bulk sample was recorded on a bulk sample log and possession of the samples was tracked by a chain of custody record. The laboratory analyzed the building material samples and reported results in accordance with State of California protocol. The lower limit of reliable detection for this method is 1%. Samples that contain more than 1% of asbestos are reported in 5% ranges. Samples which contain asbestos in a concentration lower than the limit of reliable detection (<1%) are considered Trace." All bulk samples were analyzed in accordance with the "Interim Method for the Determination of Asbestos in Bulk Insulation Samples EPA - 600/M4-82-020" dated December 1982 and adopted by the National Voluntary Laboratory Accreditation Program (NVLAP) Title 15, part 7 of the Code of Federal Register as affiliated with the National Institute for Standards and Testing (N 1ST). 1620 Faraday Avenue Asbestos Containing Materials Survey Carlsbad, California AEC Project No. 18-326SD Thirty-eight (38) samples with multiple layers were obtained at the subject building at the Site and analyzed for asbestos content by Eurofins CEI of Cary, North Carolina. Eurofins CEI is accredited by the American Industrial Hygiene Association, NVLAP, NIST, and is a successful participant in the Proficiency Analytical Testing Program (PAT). 1620: Faraday Avenue Asbestos Containing Materials Survey Carlsbad, California AEC Project No., 18-326SD 2.0 Findings ASBESTOS CONTAINING MATERIALS SAMPLE RESULTS AND LOCATIONS All building materials sampled during the survey tested negative, for asbestos and are noted in the table below. The roof of the building was not sampled due to warranty related considerations. However, based on the age of the Site building, the roof is not anticipated to contain asbestos. aI I !on Ma I Damage I Number I Tan with White Surface 4x2 01 Throughout Building in Office (2x2 Pattern) Pitted Drop 02 and Hallway Areas on the First No Ceiling Tiles 03 and Second Floors White Drywall 4x2 Smooth 04 05 Throughout Laboratory Areas No Drop Ceiling Tiles 06 on the First and Second Floors Tan with White Surface 2x2 07 Second Floor- kitchen/Café No Smooth Drop Ceiling Tiles 08 Area Tan with White Surface and 09 Second Floor- South Tan/Gray Felt Covering Drop 10 Conference Room No Ceiling Tiles White Drywall and White Joint 11 12 First Floor- Walls Throughout No Compound 13 White Drywall and White Joint 14 15 Second Floor- Walls No Compound 16 Throughout Tan/Gray Baseboard with 17 18 Walls Throughout No White/Yellow/Cream Mastic 19 20 Both Floors- Throughout Below 22 Tan/Blue/Brown Carpet in Yellow Carpet Mastic 23 Offices and Hallways and No 24 Below Blue/Gray/Black Carpet 25 in Stairwells 26 Brown/Gray/Yellow/Orange/ 27 28 Both Floors Throughout in White Sheet Vinyl Flooring 29 Laboratory Areas, No with Yellow Mastic 30 kitchen/Café, and Other Areas 31 White with Multi-Color Second Floor- Roof Speckles Sheet Vinyl Flooring 32 Access/Hot Water Heater No with White Mastic . Room Off-White Speckled Sheet Vinyl Flooring with Yellow 33 Second Floor- North Sink Area No Mastic White/Tan/Silver Roof Second Floor- Roof Access Insulating Material with 34 NoRoom Fiberglass Above S 1620 Faraday Avenue Asbestos Containing Materials Survey Carlsbad, California AEC Project No. 18-326SD White/Silver Hot Water Second Floor- Roof Insulating Material with 35 Access/Hot Water Heater No Fiberglass Below Room Gray Exterior Wall Concrete 36 Exterior Walls Throughout No Light Gray Exterior Joint Exterior Wall Joints Sealant Between Tilt Up 37 Throughout No Panels Black Window Sealant 1 38 1 Exterior Windows Throughout I No The bulk sample log and analysis report, located in Appendix A, contain a listing of all analyzed samples, sample locations, and analytical results. Results are reported in percent asbestos by volume and indicate the type(s) of asbestos. Other common non-asbestos components may also be noted on the analytical report. The table above is designed to aid the building owner, architect, construction manager and general contractor of potential asbestos within the scope of work identified in this report. Other asbestos containing materials may exist at the property within concealed areas of the building. All conditions of components identified in the above table were noted during the time of the survey. 4 1620 Faraday Avenue Asbestos Containing Materials Survey Carlsbad, California AEC Project No. 18-326SD 3.0 Conclusion Asbestos was not identified in or on the Site building. Additional assessment at the Site is not required. 61 1620 Faraday Avenue Asbestos Containing Materials Survey Carlsbad, California AEC Project No. 18-326SD 4.0 Limitations AEC warrants that our services are performed within the limits prescribed by our client with the usual thoroughness and competence of the engineering profession. Any recommendations in this report are professional opinions based solely on visual observations and analytical analyses, as described in this report. The scope for this assessment included visual observations and sampling of suspect ACM in accessible areas of the building. Non-repairable finishes are typically not penetrated and materials behind or underneath these finishes are considered inaccessible. In addition, subgrade sealants and suspect ACMs located behind brick, plaster, concrete masonry units (CMU), concrete, or behind and/or above solid walls and ceilings are not assessed to minimize damage (i.e. non-destructive), as a result of the bulk sample collection process. Destructive investigative techniques were not conducted. Because the scope of services was limited to accessible and visible materials and intrusive investigative techniques were not contracted for or allowed, it is possible that unrecognized hazardous materials might exist. Any unassessed materials present in inaccessible locations that are discovered at a later time must be sampled prior to disturbance. Opinions and recommendations presented herein apply to Site conditions existing at the time of our investigation and cannot necessarily apply to Site changes of which AEC is not aware and/or has not had the opportunity to evaluate. This report was not prepared to be utilized as an asbestos abatement bidding document or abatement specification document. 6 1620 Faraday Avenue Asbestos Containing Materials Survey Carlsbad, California AEC Project No. 18-326SD APPENDIX A Asbestos Laboratory Analytical Results and Chain of Custody : eurofins CEI October 26, 2018 Advantage Environmental Consultants 145 Los Vallecitos Deoro, Suite 201 San Marcos, CA 92069 CLIENT PROJECT: 1620 Faraday Avenue, Carlsbad, CA; 10/23/2018 CEI LAB CODE: B188764 Dear Customer: Enclosed are asbestos analysis results for PLM Bulk samples received at our laboratory on October 24, 2018. .The samples were analyzed for asbestos using polarizing light microscopy (PLM) per the EPA 600 Method. Sample results containing >11% asbestos are considered asbestos-containing materials (ACMs) per EPA regulatory requirements. The detection limit for the EPA 600 Method is <1% asbestos by weight as determined by visual estimation. Thank you for your business and we look forward to continuing good relations. Kind Regards, , 4'r.- Tianbao Bai, Ph.D., CIH Laboratory Director NVLA4f TESTING NVLAP LAB CODE 1'0'1'i68-G- 730 SE Maynard Road• Cary, NC 27511 • 919.481.1413 0 eurofins CEI ASBESTOS ANALYTICAL REPORT By: Polarized Light Microscopy Prepared for Advantage Environmental Consultants CLIENT PROJECT: 1620 Faraday Avenue, Carlsbad, CA; 10/23/2018 LAB CODE: B188764 TEST METHOD: EPA 600 / R93 / 116 and EPA 600 / M4-82 / 020 REPORT DATE: 10/26/18 TOTAL SAMPLES ANALYZED: 38 # SAMPLES >1% ASBESTOS: : eurofins CEI Asbestos Report Summary By: POLARIZING LIGHT MICROSCOPY PROJECT: 1620 Faraday Avenue, Carlsbad, CA; LAB CODE: B188764 10/23/2018 METHOD: EPA 600 I R931116 and EPA 600 I M4-82 I 020 ASBESTOS Client ID Layer Lab ID Color Sample Description % 01 B110736 White,Tan Ceiling Tile None Detected 02 B110737 White,Tan Ceiling Tile None Detected 03 B110738 White,Tan Ceiling Tile None Detected 04 B110739 White Drywall Ceiling Tile None Detected 05 BI 10740 White Drywall Ceiling Tile None Detected 06 B110741 White Drywall Ceiling Tile None Detected 07 B110742 White,Tan Ceiling Tile None Detected 08 B110743 White,Tan Ceiling Tile None Detected 9 Layer I Layer 2 B110744 B110744 --------------------------------------------------------------- Gray White,Tan Felt Surface Ceiling Tile None Detected None Detected 10 Layer I Layer 2 B110745 B110745 --------------------------------------------------------------- :Gray White,Tan Felt Surface Ceiling Tile None Detected None Detected 11 Layer I Layer 2 B110746 B110746 ---------------------------------------------------------------- White White Joint Compound Drywall None Detected None Detected 12 Layer I Layer 2 Layer 3 B110747 B110747 B110747 ---------------------------------------------------------------- White White Cream Joint Compound Drywall Adhesive None Detected None Detected None Detected 13 Layer I Layer 2 B110748 B110748 --------------------------------------------------------------- White White Joint Compound Drywall None Detected None Detected 14 Layer I Layer 2 B110749 B110749 --------------------------------------------------------------- White White Joint Compound Drywall None Detected None Detected 15 Layer I Layer 2 B110750 BI 10750 --------------------------------------------------------------- White White Joint Compound Drywall None Detected None Detected 16 Layer I Layer 2 B110751 B110751 --------------------------------------------------------------- White White Joint Compound Drywall None Detected None Detected 17 B1 10752A Tan Baseboard None Detected B1 10752B Cream Mastic - None Detected 18 B1 10753A Tan Baseboard None Detected BI 10753B Cream. Mastic None Detected 19 B1 10754A Tan Baseboard None Detected BI I0754B Cream Mastic None Detected Page 1 of Asbestos Report Summary e u rofi fl S I CEI By: POLARIZING LIGHT MICROSCOPY I PROJECT: 1620 Faraday Avenue, Carlsbad, CA; LAB CODE: B188764 10/23/2018 METHOD: EPA 600! R93 1116 and EPA 600! M4-82 /020 ASBESTOS Client ID Layer Lab ID Color Sample Description 20 BI 10755 Yellow Carpet Mastic None Detected 21 B110756 Yellow Carpet Mastic None Detected 22 B110757 Yellow Carpet Mastic None Detected 23 B110758 Yellow Carpet Mastic None Detected 24 B110759 Yellow Carpet Mastic None Detected 25 B110760 Yellow Carpet Mastic None Detected 26 B110761A Brown Floor Tile None Detected BI 10761 B Yellow Mastic None Detected 27 B1 10762A Yellow Floor Tile None Detected Layer I Layer 2 B1 10762B BI 10762B Yellow Gray ----------------------------------------------------------- Mastic Leveling, Compound None Detected None Detected 28 B1 10763A Orange Floor Tile None Detected Layer I Layer 2 B1 10763B B1 10763B ----------------------------------------------------------------- Yellow Gray Mastic Leveling Compound None Detected None Detected 29 B1 10764A White Floor Tile None Detected BI 10764B Yellow Mastic None Detected 30 BI 10765A White Floor Tile None Detected B1 10765B Yellow Mastic None Detected 31 B110766 White Floor Tile None Detected 32 Layer I Layer 2 B110767 B110767 --------------------------------------------------------------- White,Variously Sheet Vinyl White Mastic None Detected None Detected 33 Layer I Layer 2 B110768 B110768 --------------------------------------------------------------- Off-white Yellow Sheet Vinyl Mastic None Detected None Detected 34 B110769 White,Silver Insulation Material None Detected 35 B110770 White,Silver Insulation Material None Detected 36 B110771 Gray Concrete None Detected 37 B110772 Gray Sealant None Detected 38 BI 10773 Black Sealant None Detected Page 2 of 2 . eurofins I CEI ASBESTOS BULK ANALYSIS By: POLARIZING LIGHT MICROSCOPY Client: Advantage Environmental Consultants Lab Code: B188764 145 Los Vallecitos Deoro, Suite 201 Date Received: 10-24-18 San Marcos, CA 92069 Date Analyzed: 10-26-18 Date Reported: 10-26-18 Project: 1620 Faraday Avenue, Carlsbad, CA; 10/23/2018 ATfl DIII V DI M =DA flfl MTIWfl Client ID Lab Lab NON-ASBESTOS COMPONENTS ASBESTOS Lab ID Description Attributes Fibrous Non-Fibrous 01 Ceiling Tile Heterogeneous 25% Cellulose 25% Binder None Detected BI 10736 White,Tan 20% Fiberglass 25% Perlite Fibrous 5% Paint Bound 02 Ceiling Tile Heterogeneous 25% Cellulose 25% Binder None Detected B110737 White,Tan 20% Fiberglass 25% Perlite Fibrous 5% Paint Bound 03 Ceiling Tile Heterogeneous 25% Cellulose 25% Binder None Detected B110738 White,Tan 20% Fiberglass 25% Perlite Fibrous 5% Paint Bound 04 Drywall Ceiling Tile Heterogeneous 10% Cellulose 60% Gypsum None Detected B110739 White 5% Fiberglass 20% Binder Fibrous 5% Paint Bound 05 Drywall Ceiling Tile Heterogeneous 10% Cellulose 60% Gypsum None Detected B110740 White 5% Fiberglass 20% Binder Fibrous 5% Paint Bound 06 Drywall Ceiling Tile Heterogeneous 10% Cellulose 60% Gypsum None Detected B110741 White 5% Fiberglass 20% 'Binder Fibrous 5% Paint Bound 07 Ceiling Tile Heterogeneous 25% Cellulose 25% Binde( None Detected B110742 White,Tan 20% Fiberglass 25% Perlite Fibrous 5% Paint Bound Page 1 of 10 eurofins ASBESTOS BULK ANALYSIS I CEI By: POLARIZING LIGHT MICROSCOPY Client: Advantage Environmental Consultants Lab Code: B188764 145 Los Vallecitos Deoro, Suite 201 Date Received: 10-24-18 San Marcos, CA 92069 Date Analyzed: 10-26-18 Date Reported: 10-26-18 Project: 1620 Faraday Avenue, Carlsbad, CA; 10/23/2018 ASBESTOS BULK PLM, EPA 600 METHOD Client ID Lab Lab NON-ASBESTOS COMPONENTS ASBESTOS Lab ID Description Attributes Fibrous Non-Fibrous % 08 Ceiling Tile Heterogeneous 25% Cellulose 25% Binder None Detected B110743 White,Tan 20% Fiberglass 25% Perlite Fibrous 5% Paint Bound 9 Felt Surface Heterogeneous 100% Synthetic Fiber None Detected Layer 11 Gray B110744 Fibrous Bound --------------------------------------------------------------------- Layer 2 Ceiling Tile Heterogeneous 25% Cellulose 25% Binder None Detected B110744 White,Tan 20% Fiberglass 25% Perlite Fibrous 5% Paint Bound 10 Felt Surface Heterogeneous 100% Synthetic Fiber None Detected Layerl Gray B110745 Fibrous Bound ------------------------------------------------------------------ Layer 2 Ceiling Tile Heterogeneous 25% Cellulose 25% Binder None Detected B110745 White,Tan 20% iFiberglass 25% Perlite Fibrous 5% Paint Bound 11 Joint Compound Heterogeneous 60% Calc Carb None Detected Layer I White 35% Binder B110746 Non-fibrous 5% Paint Bound • Layer 2 Drywall Heterogeneous 10% Cellulose 60% Gypsum None Detected B110746 White 5% Fiberglass 25% Binder Fibrous Bound Page 2 of 10 ASBESTOS BULK ANALYSIS e u rofi ii S I By: POLARIZING LIGHT MICROSCOPY CEI Client: Advantage Environmental Consultants Lab Code: B188764 145 Los Vallecitos Deoro, Suite 201 Date Received: 10-24-18 San Marcos, CA 92069 Date Analyzed: 10-26-18 Date Reported: 10-26-18 Project: 1620 Faraday Avenue, Carlsbad, CA; 10/23/2018 ASBESTOS BULK PLM, EPA 600 METHOD Client ID Lab Lab NON-ASBESTOS COMPONENTS ASBESTOS Lab ID Description Attributes Fibrous Non-Fibrous % 12 Joint Compound Heterogeneous 60% Calc Carb None Detected Layer I White 35% Binder BI 10747• Non-fibrous 5% Paint Bound Layer 2 Drywall Heterogeneous 10% ------------------------------------------------------------------ Cellulose 60% Gypsum None Detected B110747 White 5% Fiberglass 25% Binder Fibrous Bound Layer 3 Adhesive Heterogeneous 80% Mastic None Detected B110747 Cream 20% Binder Non-fibrous Bound 13 Joint Compound Heterogeneous 60% Calc Carb None Detected Layer I White 35% Binder BI 10748 Non-fibrous 5% Paint Bound Layer 2 Drywall Heterogeneous 10% ------------------------------------------------------------------ Cellulose 60% Gypsum None Detected B110748 White 5% Fiberglass 25%' Binder Fibrous Bound 14 Joint Compound Heterogeneous 60% Calc Carb None Detected Layer 1 White 35% Binder B110749 Non-fibrous 5% Paint Bound Layer 2 Drywall --------------------------------------------------------- Heterogeneous 10% Cellulose 60% Gypsum None Detected BI 10749 White 50/6 Fiberglass 25% Binder Fibrous Bound Page 3 of 10 eürofins ASBESTOS BULK ANALYSIS I I CEI By: POLARIZING LIGHT MICROSCOPY Client: Advantage Environmental Consultants Lab Code: B188764 145 Los Vallecitos Deoro, Suite 201 Date Received: 10-24-18 San Marcos, CA 92069 Date Analyzed: 10-26-18 Date Reported: 10-26-18 Project: 1620: Faraday Avenue, Carlsbad, CA; 10/23/2018 AQTflQ Rill IC DI =DA Ann MTI1flfl Client ID Lab Lab NON-ASBESTOS COMPONENTS ASBESTOS Lab ID Description Attributes Fibrous Non-Fibrous % 15 Joint Compound Heterogeneous 60% Calc Carb None Detected Layer 1 White 35% Binder B110750 Non-fibrous 5% Paint Bound Layer 2 . Drywall Heterogeneous . --------------------------------------------------------- 10% Cellulose 60% Gypsum None Detected B110750 White 5% Fiberglass 25% Binder Fibrous Bound 16 Joint Compound Heterogeneous 60% Calc Carb None Detected Layer I White 35% Binder B110751 Non-fibrous 5% Paint Bound Layer 2 Drywall Heterogeneous ------------------------------------------------------------------ 10% Cellulose 60% Gypsum None Detected B110751 White .5% Fiberglass 25% Binder Fibrous Bound 17 Baseboard Heterogeneous 100% Vinyl None Detected B110752A Tan Non-fibrous Bound BII0752B Mastic Heterogeneous 100% Mastic None Detected Cream Non-fibrous Bound 18 Baseboard Heterogeneous 100% Vinyl None Detected B110753A Tan Non-fibrous Bound Page 4 of 10 ASBESTOS BULK ANALYSIS :! e u rofi ii S I By: POLARIZING LIGHT MICROSCOPY Client: Advantage Environmental Consultants Lab Code: B188764 145 Los Vallecitos Deoro, Suite 201 Date Received: 10-24-18 - San Marcos, CA 92069 Date Analyzed: 10-26-18 Date Reported: 10-26-18 Project: 1620 Faraday Avenue, Carlsbad, CA; 10/23/2018 ASBESTOS BULK PLM, EPA 600 METHOD Client ID Lab Lab NON-ASBESTOS COMPONENTS ASBESTOS Lab ID Description Attributes Fibrous Non-Fibrous % BI 10753B Mastic Heterogeneous 100% Mastic None Detected Cream Non-fibrous Bound 19 Baseboard Heterogeneous - 100% Vinyl None Detected B110754A Tan Non-fibrous Bound BI 10754B Mastic Heterogeneous 100% Mastic None Detected Cream Non-fibrous Bound 20 Carpet Mastic Heterogeneous <1% Synthetic Fiber 100% Mastic None Detected B110755 Yellow Fibrous Bound 21 Carpet Mastic Heterogeneous <1% Synthetic Fiber 100% Mastic None Detected B110756 Yellow Fibrous Bound 22 Carpet Mastic Heterogeneous <1% Synthetic Fiber 100% Mastic None Detected B110757 Yellow Fibrous Bound 23 Carpet Mastic Heterogeneous <1% Synthetic Fiber 100% Mastic None Detected B110758 Yellow Fibrous Bound Page 5 of 10 eurofins ASBESTOS BULK ANALYSIS I 1 CEI By: POLARIZING LIGHT MICROSCOPY Client: Advantage Environmental Consultants Lab Code: B188764 145 Los Vallecitos Deoro, Suite 201 Date Received: 10-24-18 San Marcos, CA 92069 Date Analyzed: 10-26-18 Date Reported: 10-26-18 Project: 1620 Faraday Avenue, Carlsbad, CA; 10/23/2018 ASBESTOS BULK PLM, EPA 600 METHOD Client ID - Lab Lab NON-ASBESTOS COMPONENTS ASBESTOS Lab ID Description Attributes Fibrous Non-Fibrous % 24 Carpet Mastic Heterogeneous <1% Synthetic Fiber 100% Mastic None Detected B110759 Yellow Fibrous Bound 25 Carpet Mastic Heterogeneous <1% Synthetic Fiber 100% Mastic None Detected B110760 Yellow Fibrous Bound 26 Floor Tile Heterogeneous 60% Vinyl None Detected B110761A Brown 40% Binder Non-fibrous Bound B1 10761 B Mastic Heterogeneous 100% Mastic None Detected Yellow Non-fibrous Bound 27 Floor Tile Heterogeneous 60% Vinyl None Detected BI 10762A Yellow 40% Binder Non-fibrous Bound Layer 1 Mastic Heterogeneous 100% Mastic None Detected BI 10762B Yellow Non-fibrous Bound Layer 2 Leveling Compound --------------------------------------------------------------- Heterogeneous 60% Binder None Detected B1 10762B Gray 40% Silicates Non-fibrous Bound Page 6 of 10 ASBESTOS BULK ANALYSIS eu rofi flS I CEI By: POLARIZING LIGHT MICROSCOPY Client: Advantage Environmental Consultants Lab Code: B188764 145 Los Vallecitos Deoro, Suite 201 Date Received: 10-24-18 San Marcos, CA 92069 Date Analyzed: 10726-18 Date Reported: 10-26-18 Project: 1620 Faraday Avenue, Carlsbad, CA; 10/23/2018 SBESTOS BULK PLM, EPA 600 METHOD Client ID Lab Lab NON-ASBESTOS COMPONENTS ASBESTOS Lab ID Description Attributes Fibrous Non-Fibrous % 28 Floor Tile Heterogeneous 60% Vinyl None Detected B1 10763A Orange 40% Binder Non-fibrous Bound Layer I Mastic Heterogeneous 100% Mastic None Detected B1 10763B Yellow Non-fibrous Bound Layer 2 Leveling Compound Heterogeneous . 60% Binder None Detected B1 10763B Gray 40% Silicates. Non-fibrous Bound 29 Floor Tile - Heterogeneous 60% Vinyl None Detected B1 10764A White 40% Binder Non-fibrous Bound BI 10764B Mastic Heterogeneous 100% Mastic None Detected Yellow - Non-fibrous Bound 30 Floor Tile Heterogeneous 60% Vinyl None Detected B1 10765A White 40% Binder Non-fibrous Bound B1 10765B Mastic Heterogeneous 100% Mastic None Detected Yellow Non-fibrous Bound Page 7 of 10 :i eurofins CEI ASBESTOS BULK ANALYSIS By: POLARIZING LIGHT MICROSCOPY Client: Advantage Environmental Consultants 145 Los Vallecitos Deoro, Suite 201 San Marcos, CA 92069 Project: 1620 Faraday Avenue, Carlsbad, CA; 10/23/2018 Lab Code: B188764 Date Received: 10-24-18 Date Analyzed: 10-26-18 Date Reported: 10-26-18 ASBESTOS BULK PLM, EPA 600 METHOD Client ID Lab Lab NON-ASBESTOS COMPONENTS ASBESTOS Lab ID Description Attributes Fibrous Non-Fibrous % 31 Floor Tile Heterogeneous 60% Vinyl None Detected B110766 White 40% Binder Non-fibrous Bound Lab Notes: No mastic present. 32 Sheet Vinyl Heterogeneous 20% Cellulose 40% Vinyl None Detected Layer I White,Variously 15% Fiberglass 25% Binder 13110767 Fibrous Bound Layer 2 Mastic Heterogeneous 2% --------------------------------------------------------- Cellulose 98% Mastic None Detected 8110767 White <1% Fiberglass Non-fibrous Bound :33 Sheet Vinyl Heterogeneous 100% Vinyl None Detected Layer I Off-white B110768 Non-fibrous Bound Layer 2 Mastic Heterogeneous --------------------------------------------------------- 100% :Mastic None Detected B110768 Yellow Non-fibrous Bound 34 Insulation Material Heterogeneous 45% Cellulose 15% Metal Foil None Detected B110769 White,Silver 30% Fiberglass 10% Paint Fibrous Bound 35 Insulation Material Heterogeneous 45% Cellulose 15% Metal Foil None Detected B110770 White,Silver 30% Fiberglass 10% Paint Fibrous Bound Page 8 of 10 *% eurofins CEI ASBESTOS BULK ANALYSIS By: POLARIZING LIGHT MICROSCOPY Client: Advantage Environmental Consultants 145 Los Vallecitos Deoro, Suite 201 San Marcos, CA 92069 Project: 1620 Faraday Avenue, Carlsbad, CA; 10/23/2018 Lab Code: B188764 Date Received: 10-24-18 'Date Analyzed: 10-26-18 Date Reported: 10-26-18 SBESTOS BULK PLM, EPA 600 METHOD client ID Lab Lab NON-ASBESTOS COMPONENTS ASBESTOS Lab ID Description Attributes Fibrous Non-Fibrous % 36 Concrete Heterogeneous 60% Binder None Detected B110771 Gray 40% Silicates Non-fibrous Tightly Bound 37 Sealant Heterogeneous 100% Binder None Detected B110772 Gray Non-fibrous Bound 38 Sealant Heterogeneous 100% Binder None Detected B110773 Black Non-fibrous Bound Page 9 of 10 : eurofins CEI LEGEND: Non-Anth = Non-Asbestiforin Anthophyllite Non-Trem = Non-Asbestiform Tremolite Calc Carb = Calcium Carbonate METHOD: EPA 600/ R93/ 116 and EPA 600/ M4-32 / 020 REPORTING LIMIT: <1% by visual estimation REPORTING LIMIT FOR POINT COUNTS: 0.25% by 400 Points or 0.1% by 1,000 Points REGULATORY LIMIT: >1% by weight Due to the limitations of the EPA 600 method, nonfriable organically bound materials (NOBs) such as vinyl floor tiles can be difficult to analyze via polarized light microscopy (PLM). EPA recommends that all NOBs analyzed by PLM, and found not to contain asbestos, be further analyzed by Transmission Electron Microscopy (TEN). Please note that PLM analysis of dust and soil samples for asbestos is not covered under NVLAP accreditation. Estimated measurement of uncertainty is available on request. This report relates only to the samples tested or analyzed and may not be reproduced, except in full, without written approval by Eurofins CE!. Eurofins CE! makes no warranty representation regarding the accuracy of client submitted information in preparing and presenting analytical results. Interpretation of the analytical results is the sole responsibility of the client. Samples were received in acceptable condition unless otherwise noted. This report may not be used by the client to claim product endorsement by NVLAP or any other agency of the U.S. Government. Information provided by customer includes customer sample ID, location, volume and area as well as date and time of sampling. - - - - .' ?• is -, 4is ANALYST APPROVED BY ' Kyle Demsko Tianbaà Bal, Ph.D., CIH Laboratory Director vL TESTING. .11 .P1VL40 LAB CODE 101768.0 Page 10 of 10 4 e u rofi n s CE 730 SE Maynard Road, Cary, NC 27511 Tel: 866-481-1412; Fax: 919-481-1442 CHAIN OF CUSTODY LAB USE ONIY: CEI Lab Code: ' q CEI Lab I.D. Rañge i t7J(,. COMPANY INFORMATION PROJECT INFORMATION CEI CLIENT * Job Contact G. Stull Advantage Environmental Consultants (AEC) Email / Tel: gstull©aec-env.com 760-744-3363 Address: 145 Vallecltos De Ow, Suite 201 Project Name: 1620 Faraday Avenue, Cailsbad, CA San Marcos, CA 92069 Project ID#: 10/23/2018 Email: gstullcaec-env.com and dweistaec-env.com P0 #: 16-326SD - Tel: 760-744-3363 Fax: 760-744-3383 STATE SAMPLES COLLECTED IN: CA IF TAT IS NOT MARKED STANDARD 3 DAY TAT APPLIES. ASBESTOS METHOD - TURN AROUND TIME 4 HR 8 HR I DAY 2 DAY 3 DAY 5 DAY PLM BULK EPA 600 D El El 0 0 El PLM POINT COUNT (400) EPA 600 El PLM POINT COUNT (1000) EPA 600 0 D D 0 Cl 0 PLM GRAV w POINT COUNT EPA 600 0 0 0 0 El PLM BULK CARB435 0 0 El P El PCM AIR* NIOSH. 7400 0 .0 0 ID 0 0, TEM AIR EPA AHERA 0 El El El El TEM AIR NIOSH 7402 El' 0 0 El tD 0 TEM AIR (PCME) ISO 10312 El El El El El El TEM AIR ASTM 6281-15 El El El El El - D TEM BULK CHATFIELD 7 77ED El 0 El El TEM DUST WIPE ASTM 06480-05(2010) El El, D El El El TEM DUST MICROVAC ASTM D5755-09 (2014) El El El El El E] TEM SOIL ASTM D7521-16 ' " .:• L ' El El El In TEM VERMICULITE CINCINNATI METHOD El El El El TEM QUALITATIVE IN-HOUSE METHOD OTHER: El El El El El El Blanks should be taken from the some samolo lot as fleJdsemnlos. REMARKS / SPECIAL INSTRUCTIONS: Accept Samples Reject Samples Relinquished By: Date/Time Rec ived By: Date/Time 10Iz311 _16 111 0 Samples will be disposed of 30 days after analysis V Page of Version: CCOC.01.18.1/7.LD .*1 u r )_ f in$. CEI' ? llo7 Si1PLING FORM - )Jo773 CompanyAEC -- JobCôntáct G. Stull - - Projèdt Name: 1620 Faräd5y Avenue, Caiisbad, bA P.O#.18326SD - Tel: 760-744-3363 - DR$ONmP: 11* .01 1Whitè and Tan 4x2(2x2 Pattern) Pitted Drop Ceihng PLM EiO TEM [=3 (First Flodr. SW) PLM - TEM 02 White and Tan 4x2 (2x2 Pattern) Pitted Drop Ceiling PLM [J TEM - (FirstFloor- NE) 'PLM .•' TEM 03 White and Tan 4x2 (2x2 Pattern) Pitted Drop Ceilircg PLM - TEM EJ (Second Floor) .. . PLM. TEM 4 White Drywall 4x2 Smooth DrO.Ceiling PLM Ej TEM (First Floor Lab Are):. . .PLM STEM 05 White Drywall 4x2 Smooth Drop Ceiling PLM TEM (Second Floor Lab Area) PLM TEM' .. 06 White Drywall 02 Smoth Dtop' Ceiling PLM (Second FlOor Lab Area) PLM TEM •- - 07 White and Tan 2x2 Smooth Drop Ceiling. PLM TEM (Second Floor Kitchen/Café Aéa) PLM . TEM 08 White and Tan 22 SmoOth Diop Pilling, PLM . TEM (Second Floor Kitchen/Céfé Area) PLM TEM 09 Tan and White with Grày/Thn Felt SurfaciD'op PLM 50 TEM Ceiling (Second Floor South Conferthce Room) .PLM . TEM EE3 10 Tan and White with bra/Tan Felt SurfaàDrop PLM TEM Ceiling (Second Floor South Conference Room) PLM E3 TEM EJ White Drywall and Joint Compound (First Floor PLM J TEM Ii South Hall Closet) PLM EJ TEM IJ 12 White Drvall and JointCOIvipound (First Floor -PLM. , TEM' [=3 NW Lab) ,PLM [= 'TEM : White Drywall and Joint Compound (First Floor PLM c:i TEM EJ - South Conference Room) - PLM- EJ TEM 14 White Drywall and Joint Compound (Second Floor PLM LJ TEM LJ SE Corner PLM TEM Pége of'____ V6 !on. CCOC.Oi.18.2/711 I '73/013 71 f Øuroins SAMPUNG FORM CEF - -- - - a - Company: AEC . - - - JôbCôfltactG!Stull' - - Pràjeãt NâméE 1620 Fráday Aveñiii: Crlsbid, CA. - -, e — - - - -- -_r - - - - --r--- - — .- P0 # 18-326M - - Tel 760444-3363 — - SAMRILEflb - DESôlbNIXflONL _J VOLAUJkEls ARA\.. — - ____________ - 15' White Drywall arid Joiit Comound (Second Floor PLM 1 - 1 TEM - ç Céñter Lab) — - - :PLM 'TEM - 16L White Drywall and Joint Corntund (Sec6nd làor PLM_ _f 'TEM E:I — - Roof Access/Hot Watèi Heater Room) — PLM' EJ JEML 17 Tan/Gray Baseboard with White/YeHow Mastic PLM - - TEM — - (First Flor NWLab) PLM J jEMi 18 Tan/Gray Baseboard with %AThite/Yellow Mastic .. PLM - TEM i - - 1PLM' ! TEM 19, Tan/Gray Baseboard with White/Yellow Mastic.. PLM [J ' - — JEM - - (SecondFloorLab) _ PLM t- JJEM L 20 YeUowCarit Mastic Bel6Tan/Blue!Bro,ñ Carpet 'PLM TEM - _________________ (First Floor South Conference Râi) , PLM '', TEM - 21 - - -- Yellow Carpet Mistic BèlowTan/BIueIBrovn Car5eV' PLM .TEM. • (First Fiq~ofs6uth Hall Cloet) PLM - ' 'TEM 22 Yellow biio& Mastic Below Tan/Blue/Brown Cart eLM ' - ITEM '... - (Fñt Flool W&st Office) — "PLM [] T Yellow rp!et Mistic Beió Tan/Blue/Brown Cãret PLM TEM a * - (Second Floor NW Córner - PLM TEM - .24 — Yellow CrpM Mastic Below Tan/Blue/Biowñ Capt PLM - ' TEM a — (Second Floor South Hallway) PLM' 'TEM EL - - 25 Yellow CarpetMãstIBeloBlüe/Gray/Blackçarpet' 'PLM IT - - - (Second P, 1-66r. East Staui,ell)' - PLM - •— TEM ,fiJ :26 BrbwnlGFay 12x12 VCT with Yellow Mistuc AM:-- -- .TEM — (First Floor Lab) - - PLM - -TAM IJ 27' Yello, 12x12VCTwuth Yell oi Mastic - PLM EJ TEM. EJ (Fnst F16&r Lab) — — PIM • - TEM, PLM'. TEMI j. - __________________________ eLM: •r- \Verslon 6CO66i18 317 LD 4 e u rofins.; SAMPLING FORM. .cEI . Company* AEC Job Contact G. .StülI Projeèt Nnie 1620 Faraday five de, CarlSbad. CA PO#: 18-326SD: Tel: 760-744-3363 PLM . TEM 28. Ibrange 12x12 VCT with Yellow Mastic (First Floor Lab Office) PLM TEM 29 White 12x12 VCT with Yellow Mastic. ,PLM TEM. (First FloórL'ab). PLM - TEM f 30 White 12x12 VCT with Yellow Mastic PLM (jJ TEM [J (Second Floor Lab) PLM . TEM 31 White 12x12 VCT With Yellow Mastic PLM TEM ., (Second Floor Electrical Room) PLM i:J TEM EI 32 White with Multi-Color Speckles Sheet Vinyl with PLM TEM fJ - White Mastic (Second Floor Roof Access/Hot Water I PLM EJ TEM Fi Off-White Speckled Sheet Vinyl Flooring with YellOw PLM [] TEM : Mastic (Second Floor North Sink Area) PLM TEM. c 34 WhitelTan/Silver Roof Insulating Material with Fibergi PLM lJ TEM Above (Second Floor Roof Access Room) PLM E1 TEM EJ 35 White/Silver Hot Water Insulating Mateilal with Fiber PLM ' TEM (Second FloOr Roof Accês/Hot Water Heater Room) PLM . TEM •• 36 Gray Exterior WailConcrete PLM £] , TEM (Exterior NE Corner) P[M [] TEM 37 Light Gray Exterior Joint Sealer Between Tilt Up Pane PLM [J TEM EJ (Exterior NE Corner) PLM c: TEM 38 Black Window Sealer . PLM J 'TEM J (E)denor North Side) PLM [J TEM ] PLM j TEM J PLM TEM PLM . TEM EJ TEM EEl PLM J TEM . PLM. TEM J Page. 4 of LI. VérSióñ: CC000118.4/711) - SAN DIEGO REGIONAL I OFFICE USE ONLY HAZARDOUS MATERIALS I RECORD ID #___________________________________ IPLAN CHECK #__________________ QUESTIONNAIRE I BPDATE I I Busloess W Name a4c Busljess Contact (AL.- Thu Tel T1à 77c . Proleàt Address State APN# I TWO ?O? -t.9A40 I Ziz - I!O -Z5 Mailjg Address I e2O City 4?k( State Zlo Code I Plan Fiie# I Project Cntact Applicant E-mail 0.-. Telephone # 1(0. q7g the TOIIOWIfl9 questions represent the facility's activities, NOT the specific project description. iuuuie uy ciruiny me item, wnetner your ousiness wiii use, process, or store any must contact the Fire Protection Agency with jurisdiction prior to plan submittal. Occupancy Rating: Facility's Square Footage (including proposed project): Explosive or Blasting Agents 5. Organic Peroxides 9. Water Reactives 13. Corrosives Compressed Gases 6. Oxidizers 10. Cryogenics 14. Other Health Hazards Flammable/Combustible Liquids 7. Pyrophorics 11. Highly Toxic or Toxic Materials 15. None of These. Flammable Solids 8. Unstable Reactives 12. Radioactives Call (858) 505-6760pri0r to the Issuance of a building permit. FEES ARE REQUIRED Project Completion Date: Expected Date of Occupancy: YES 0 NO (for new construction or remodeling projects) Is your business listed on the reverse side of this form? (check all that apply). 0 40"JNlll your business dispose of Hazardous Substances or Medical Waste In any amount? 0 2" Will your business store or handle Hazardous Substances in quantities greater than or equal to 55 gallons, 500 0 pounds and/or 200 cubic feet? ' Will your business store or handle carcinogens/reproductive toxins in any quantity? 0 2' Will your business use an existing or install an underground storage tank? S. 0 ,,WiIl your business store or handle Regulated Substances (CalARP)? 0 2 Will your business use or install a Hazardous Waste Tank System (Title 22, Article 10)? 0 Ei Will your business store petroleum in tanks or containers at your facility with a total facility storage capacity equal to 1 the answer to any Diego, CA 92123. CalARP Exempt Date Initials CalARP Required Date Initials CaLARP Complete I Date Initials PART ill: SAN DIEGO COUNTY AIR POLLUTION CONTROL DISTRICT (APCD: Any YES' answer requires a stamp from APCD 10124 Old Grove Road, San Diego, CA 92131 aocdcomorsdcountv.ca.00v (858) 586-2650). ('No stamp required if Qi Yes AM 03 Yes and 04-06 No). The following questions are intended to Identify the majority of air pollution Issues at the planning stage. Projects may require additional measures not identified by these questions. For comprehensive requirements contact APCD. Residences are typically exempt, except - those with more than one building* on the property; single buildings with more than four dwelling units; townhomes; condos; mixed-commercial use; deliberate bums; residences forming part of a larger project. ('Excludes garages & small outbuildings.) YES NO 2' 0 Will the project disturb 160 square feet or more of existing building materials? 0 "WiIi any load supporting structural members be removed? Notification maybe required 10 working days prior to commencing demolition. 2' 0 (ANSWER ONLY IF QUESTION I or 2 IS YES) Has an asbestos survey been performed by a Certified Asbestos Consultant or Site Surveillance Technician? 0 El' (ANSWER ONLY IF QUESTION 3 IS YES) Based on the survey results, will the project disturb any asbestos containing material? Notification may be required 10 working days prior to commencing asbestos removal. 0 ,Ø" Will the project or associated construction equipment emit air contaminants? See the reverse side of this form or APCD factsheet (www.sdacd.oraIlnfoIfacts/permits.odf) for typical equipment requiring an APCD permit. 0 (ANSWER ONLY IF QUESTION 5 IS YES) Will the project or associated construction equipment be located within 1,000 feet of a school Briefly descrjbe business activities: I Briefly describe proposeq. project to the best of my knowledge and jrespqnses a e erein are true and correct. __ IN FIRE DEPARTMENT OCCUPANCY CLASSIFICATION: FOR OFFICAL USE ONLY: BY: DATE: EXEMPT OR NO FURTHER INFORMATION REQUIRED RELEASED FOR BUILDING PERMIT BUT NOT FOR OCCUPANCY RELEASED FOR OCCUPANCY COUNTY-HMD' APCD COUNTY-HMD APCD COUNTY-HMD APCD It samp in mis aox 2= exempts ousunesses irom competing or upaating a mazamous matensis business Man. otner permitting requirements may stni apply. HM-9171 (08/15) County of San Diego - DElI - Hazardous Materials Division INDUSTRIAL WASTEWATER DISCHARGE PERMIT SCREENING SURVEY Date4-tAq BusinE Street Email PLEASE CI- Check - Acid Cleaning Ink Manufacturing Nutritional Supplement! Assembly Laboratory Vitamin Manufacturing Automotive Repair Machining / Milling Painting / Finishing Battery Manufacturing Manufacturing Paint Manufacturing Biofuel Manufacturing Membrane Manufacturing Personal Care Products Biotech Laboratory (i.e. water filter membranes) Manufacturing Bulk Chemical Storage Metal Casting! Forming Pesticide Manufacturing / Car Wash Metal Fabrication Packaging Chemical Manufacturing Metal Finishing Pharmaceutical Manufacturing Chemical Purification Electroplating (including precursors) Dry Cleaning Electroless plating • Porcelain Enameling Electrical Component Anodizing Power Generation Manufacturing Coating (i.e. phosphating) Print Shop Fertilizer Manufacturing Chemical Etching / Milling Research and Development Film/X-ray Processing. Printed Circuit Board Rubber Manufacturing Food Processing Manufacturing Semiconductor Manufacturing Glass Manufacturing Metal Powders Forming Soap/ Detergent Manufacturing Industrial Laundry Waste Treatment/ Storage SIC Code(s) (if known): Brief description of business activities (Production / Manufacturing Operations):______________ Description of pperations generating wastewater (discharged to sewer, hauled or evaporated): Estimated volume of industrial wastewater to be discharged (gal/ day): List hazardous wastes generated (type/ volume): Date operation began/or will begin at this location: Have you applied for a Wastewater Discharge Permit from the Encina Wastewater Authority? Yes No If yes, when: Site Contact IA Q'14S . Title 'Pf7-Q44- Signature Phone No. 7100. 17, 1Yi c ENCINA WASTEWATMTe"01JITY, 6200 Avenida Encinas Carlsbad, CA 92011(760)438-3941 FAX: (760) 476-9852 NEBB CERTIFICATION NUMBER 2756 R. ARMSTRONG TECHNICIAN APPROVED DATE D. FOX 12/19/2019 a a AIR BALANCE CO.. INC. PROFESSIONAL AIR & HYDRONIC SYSTEM TESTING • BUILDING SYSTEMS COMMISSIONING CERTIFIED TEST, ADJUST & BALANCE REPORT PROJECT RQC CORPORATION HQ T. I. 1620 FARADAY AVE. CARLSBAD, CA. 92008 PROJECTIJOB# 19514 CONTRACTOR RQ CONSTRUCTION 1620 FARADAY AVE., CARLSBAD, CA 92008 ARCHITECT NOT AVAILABLE ENGINEER SHADPOUR CONSULTING ENGINEERS, INC. FICATION: The data presented in this report is a record of system measurements and final adjustments that have been obtained in accordance with the current edition of the NEBB Procedural Standard for Testing, Adjusting and Balancing of Environmental Systems. The measurements shown, and the information given, in this report are certified to be accurate and complete, at the time and date the information was gathered. Any variances from design quantities, which exceed NEBB tolerances, are noted in the TAB report project summary. 1240 N. Jefferson St., Suite H • Anaheim. CA 92807-1632 • Phone (714) 630-3796 • Fax (714) 630-3998 3330W. Hacienda Ave., Suite 407 Las Vegas, NV 89118 • Phone (702) 270.2688 • Fax (702) 270.0788 B 7525 Mission Gorge Rd., Suite E • San Diego, CA 92120 • Phone (800) 339.3796 www.precisionairbalance.com Email: sales@precisionairbalance.com I-A *TATe 1 II- Iø 7jJj(JjiAIR BALANCE CO., INC. PROFESSIONAL AIR & HYDRONIC SYSTEM TESTING • BUILDING SYSTEMS COMMISSIONING INSTRUMENTATION LIST INSTRUMENT MANUFACTURER MODEL # SERIAL # CALIBRATION DUE DATE DIGITAL ANEMOMETER ALNOR 5725 T57251942003 10/17/2020 AIRDATA MULTIMETER SHORTRIDGE ADM-860C M00457 7/12/2020 HYDRONIC MANOMETER ALNOR TSI INC. HM-675 71418013 5/14/2020 VOLT/AMP METER FLUKE 335 85251941 5/3/2020 CAPTURE HOOD EVERGREEN TELEMETRY THREE POUNDER 1900158 5/20/2021 PRESSURE I VELOCITY EVERGREEN TELEMETRY S-PVF-1 1900277 5/22/2021 MODULE SOUND METER QUEST SOUNDPRO BLK1 10017 9/26/2020 TECHNOLOGIES also used on flowhoods 10 It LADDER R. ARMSTRONG 1240 N. Jefferson St., Suite H -Anaheim, CA 92807-1632. Phone (714) 630-3796 • Fax (714) 630-3998 3330W. Hacienda Ave., Suite 407 • Las Vegas, NV 89118 • Phone (702) 270-2688 • Fax (702) 270-0788 .7525 Mission Gorge Rd., Suite E i San Diego, CA 92120 • Phone (800) 339-3796 www.precisionairbalance.com Email: sales@precisionairbalance.com (A STATF I I(FNSF AAA.Mns 6 S S 7jJf7/J(JJ/, AIR BALANCE CO., INC. PROFESSIONALAIR & HYDRONIC SYSTEM TESTING BUILDING SYSTEMS COMMISSIONING MASTER CODE SHEETS AIR DISTRIBUTION CODES CD ......................................... .............................. ........... CEILING DIFFUSER CG.................................................................................. CEILING GRILLE CR..................................................................................CEILING REGISTER RG...................................................................................RETURN GRILLE SR..................................................................................SUPPLY REGISTER RR ............................................................ ....................... 'RETURN REGISTER DO..................................................................................DUCT OPENING FG..................................................................................FLOOR GRILLE FR..................................................................................FLOOR REGISTER AB................... . .............................................................. AIR BAR LR...................................................................................LINEAR RETURN LD....................................................................................LINEAR DIFFUSER EG..................................................................................EXHAUST GRILLE ER..................................................................................EXHAUST REGISTER SG..................................................................................SUPPLY GRILLE SO .................................................................................. SCREENED OPENING HO .................................................................................. HOOD OPENING LT...................................................................................LIGHT TROFFER DT..................................................................................DUCT TRAVERSE 1240 N. Jefferson St., Suite 'H Anaheim, CA 92807-1632 • Phone (714) 630-3796. Fax (714) 630-3998 3330W. Hacienda Ave., Suite 407 • Las Vegas, NV 89118 • Phone (702) 270-2688 • Fax (702) 270-0788 7525 Mission Gorge Rd., Suite E • San Diego, CA 92120 • Phone (800) 339-3796 Hilk www.precisionairbalance.com Email: sales@precisionairbalance.com ('A STATF I I(".FNSF RRfl U S S 7 jfj/J(fJ' AIR BALANCE CO., INC. PROFESSIONAL AIR & HYDRONIC SYSTEM TESTING • BUILDING SYSTEMS COMMISSIONING GENERAL REPORTING CODES DNA.................................................................................. .DATA NOT AVAILABLE DNL..................................................................................DATA NOT LISTED NA..................................................................................NOT ACCESIBLE NI..................................................................................NOT INSTALLED NS..................................................................................NOT SPECIFIED NT..................................................................................NOT TESTED, DUE TO ABNORMAL CONDITION NVL..................................................................................NO VALID LOCATION CD..................................................................................CEILING DIFFUSER NM..................................................................................NOTMEASURED NG..................................................................................NATURAL GAS DX..................................................................................DIRECT EXPANSION DT..................................................................................DUCT TRAVERSE LO..................................................................................LOUVERED OPENING *MEASURED WITH FLOW HOOD 1240 N. Jefferson St., Suite H. Anaheim, CA 92807-1632. Phone (714) 630-3796 • Fax (714)630-3998 3330 W. Hacienda Ave., Suite 407 • Las Vegas, NV 89118 • Phone (702) 270-2688 • Fax (702) 270-0788 7525 Mission Gorge Rd., Suite E • San Diego, CA 92120 • Phone (800) 339-3796 Nilip www.precislonairbalance.com Email: sales@precisionairbalance.com (A STATF I I('FtIF RRfl Date: 10/31/2019 Page Project Name: RQC CORPORATION HQ T. I. 1620 FARADAY AVE. CARLSBAD, CA. 92008 AIR MOVING EQUIPMENT TEST SHEET SYSTEM RTU-1 (SUPPLY FAN) RTU-1 (RETURN FAN) Equipment Location ROOF ROOF Area Served GENERAL GENERAL Equipment Manufacturer TRANE TRANE Model SXHKC9040RJ#EGGE800I AOCU SXHKC9040RJ#EGGE800I AOCU Serial Number C19F04494 C19F04494 Specified Actual Specified Actual Total CFM - fan 42000 NVL 39000 NR Total CFM - Outlet 45420 45813 NS NR R/ACFM NS 40609 NS NR 0/A CFM 5200 5204 @ 10% -0- -0- Static Pressure (Total/Ext) 3.00" ESP 5.05" / 2.15" 1.50" ESP 0.16" Inlet Pressure 3.88" / 1.15" 0.20" Discharge Pressure 1.17" / 1.00" -0.36" Fan RPM NS 1432 J NS 818 Specified Actual Specified Actual Motor Manufacturer BALDOR BALDOR Motor H.P. 40.0 (2 OF) 40.0 (2 OF) 40.0 40.0 Phase 3 3 3 3 Voltage 460 471 /471 /472 460 471 /471 /472 Amperage 49 42.0 / 42.0 AVG. 49 28.3 AVG. Motor RPM 1770 1611 54HZ 1770 1534 @52HZ Motor Service Factor 1 1.15 1.15 Motor Sheave Pitch FIXED FIXED Motor Sheave & Shaft Size 2135V90 X 2 1/8" 4BK65 X 2 1/8" Fan Sheave & Shaft Size I 2Q5V103 X 2 7/16" 4BKI 15 X 2 7/16" Belts 5VXI000 (2 OF, EACH) BXI20 (4 OF) Remarks: (1) RETURN FAN SET TO TRACK BUILDING PRESSURE AT 0.02" gt& CERTIFIED MEMBER - NATIONAL ENVIRONMENTAL BALANCING BUREAU tvIllext4flow AIR BALANCE CO., INC. DATE: PAGE: 10/29/2019 SYSTEM #: RTU-1 PROJECT: RQC CORPORATION HQ T. I. 1620 FARADAY AVE. CARLSBAD, CA. 92008 AIR DISTRIBUTION ;:I.I.] L• MR - LJ S . -y.1- REMARKS: 94ec4icia AIR BALANCE CO., INC. DATE 10/25/2019 PAGE SYSTEM RTU-1 PROJECT: RQC CORPORATION HQ T. I. 1620 FARADAY AVE. CARLSBAD, CA. 92008 VAV AIR DISTRIBUTION ROOM NO. CODE SIZE AK FACTOR REQUIRED F.P.M. REQUIRED C.F.M. ACTUAL F.P.M. ACTUAL C.F.M. MIN. REM MIN. i, ACT. HTG. REQ HTG. ACT. SUPPLY AIR SYSTEM I I SIZE K-FAC' ADDRESS (TYPICAL) VAV 1-1 811-0- 2.249 4 109 1 CD 2410 1.00 * 300 * 311 109 2 CD 2410 1.00 * 300 * 310 TOTAL (600) (621) j) jQ) (1) VAV 1-2 14-0- 2.347 5 108 1 CD 22-0- 1.00 * 600 * 618 108 2 CD 22"-0- 1.00 * 550 * 559 108 3 CD 22"-0- 1.00 * 550 * 549 TOTAL 1700 (1726) () ) !) VAV 1-3 12-0- 2.834 6 115 1 CD 2408 1.00 * 100 * 103 108 2 CD 16"-0- 1.00 * 200 * 197 108 3 CD 16"-O- 1.00 * 200 * 202 108 4 CD 20"-0- 1.00 * 250 * 246 108 5 CD 16-0- 1.00 * 200 * 200 108 6 CD 16"-0- 1.00 * 200 * 204 121 7 CD 2406 1.00 * 90 * 97 121 8 CD 8X8 1.00 * 60 * 58 110 9 CD 6X6 1.00 * 100 * 102 TOTAL (1400) (1409) ) 9) ) REMARKS: 3?4ec4i*n AIR BALANCE CO., INC. DATE 10/23/2019 PAGE SYSTEM RTU-1 PROJECT: ROC CORPORATION I-IQ T. I. 1620 FARADAY AVE. CARLSBAD, CA. 92008 VAV AIR DISTRIBUTION ROOM NO. CODE SIZE -- FACTOR REQUIRED F.P.M. REQUIRED C.F.M. ACTUAL F.P.M. ACTUAL C.F.M. MIN. REQ. MIN. ACT. IITG. REQ. HTG. ACT. SUPPLY AIR SYSTEM VAV 1-4 8"-0- 3.299 7 116 1 CD 2412 1.00 * 400 * 400 TOTAL (400) (400) (jQ) jj) Q VAV 1-5 14"-0- 2.706 8 120A I CD 22"-0- 1.00 * 450 * 435 120A 2 CD 22"-0- 1.00 * 450 * 430 120A 3 CD 22"-0- 1.00 * 450 * 473 120A 4 CD 22"-0- 1.00 * 450 * 468 TOTAL (1800) (1806) 9) 9) VAV 1-6 12"-0- 3.305 9 120B I CD 20"-0- 1.00 * 300 * 300 120B 2 CD 20"-0- 1.00 * 300 * 293 120B 3 CD 20"-0- 1.00 * 300 * 302 120B 4 CD 20'-O- 1.00 * 300 * 302 TOTAL (1200) (1197) 9) Q) VAV 1-7 14-0- 2.190 10 125 1 CD 20-0- 1.00 * 300 * 282 125 2 CD 20-0- 1.00 * 300 * 278 125 3 CD 20-0- 1.00 * 300 * 325 125 4 CD 20"-0- 1.00 * 300 * 298 125 5 CD 20"-0- 1.00 * 300 * 320 TOTAL (1500) (1503) ) j(470)j 450 470 REMARKS: AIR BALANCE CO., INC. DATE 10/25/2019 PAGE 5 SYSTEM RTU-1 PROJECT: RQC CORPORATION HQ T. I. 1620 FARADAY AVE. CARLSBAD, CA. 92008 VAV AIR DISTRIBUTION ROOM NO. CODE SIZE AK FACTOR REQUIRED F.P.M. REQUIRED C.F.M. ACTUAL F.P.M. ACTUAL C.F.M. MIN. REQ. MIN. ACT. HTG. REQ. HTG. ACT. SUPPLY AIR SYSTEM VAV1-8 1211-0- 2.490 11 130 1 CD 20"-0- 1.00 * 350 * 352 130 2 CD 20-0- 1.00 * 350 * 350 130 3 CD 20"-0- 1.00 * 350 * 357 TOTAL (1050) (1059) () j) 2.11 117 VAV1-9 10-0- 2.294 12 130 1 CD 20-0- 1.00 * 225 * 251 130 2 CD 20-0- 1.00 * 225 * 228 130 3 CD 20-0- 1.00 * 250 * 230 TOTAL (700) (709) j) VAV1-10 6-0- 2.58 13 120B I CD 2408 1.00 * 300 * 300 TOTAL (300) (300) J9 j 90) VAV1-11 17-0- 2.402 14 147A I CD 2406 1.00 * 100 * 92 147 2 CD 2406 1.00 * 100 * 103 140 3 CD 20"-O- 1_00 * 350 * 353 140 4 CD 20"-0- 1.00 * 350 * 373 140 5 CD 20"-0- 1.00 * 350 * 365 TOTAL (1250) (1286) () REMARKS: JpileNm4f on AIR BALANCE CO., INC. DATE 10/23/2019 PAGE 6 SYSTEM RTIJ-1 PROJECT: ROC CORPORATION HQ T. I. 1620 FARADAY AVE. CARLSBAD, CA. 92008 VAV AIR DISTRIBUTION I.I.• mm 'iJ 'J iJ LJ E33 9 Ems E I I, I, "I ) y- ttwitei r€ii)ite] I - - '•' f' t41(t)1 - REMARKS: J%IeAmuian AIR BALANCE CO., INC. DATE 11/8/2019 PAGE SYSTEM RTU-1 PROJECT: RQC CORPORATION HQ T. I. 1620 FARADAY AVE. CARLSBAD, CA. 92008 VAV AIR DISTRIBUTION d'I•] '• r''ii rru iI'J ii'J III t'l II L1 II Ub t)1(t)] tt1!)Jtt!)1 I I 'I 1 t.If' t1) t€)1t(2] t4k!)1t€J] - ' f1 141 ii I1LI!)1 REMARKS: 3eia AIR BALANCE CO., INC. DATE 10/25/2019 PAGE 8 SYSTEM RTU-1 PROJECT: RQC CORPORATION HQ T. I. 1620 FARADAY AVE. CARLSBAD, CA. 92008 VAV AIR DISTRIBUTION ROOM NO. CODE SIZE AK FACTOR REQUIRED F.P.M. REQUIRED C.F.M. ACTUAL F.P.M. ACTUAL C.F.M. MIN. REQ. MIN. ACT. HTG. REQ. HTG. ACT. SUPPLY AIR SYSTEM VAVI-19 14-0- 2.053 22 129 1 CD 2406 1.00 * 75 * 70 149 2 CD 2406 1.00 * 75 * 78 148 3 CD 2408 1.00 * 100 * 109 135 4 CD 2408 1.00 *100 * 104 136 5 CD 2408 1.00 * * 103 137 6 CD 2408 1.00 *100 * 92 134 7 CD 2410 1.00 * 350 * 319 139 8 CD 2410 1.00 * 250 * 256 141 9 CD 2408 1.00 * 150 * 136 142 10 CD 2408 1.00 * 100 * 110 143 11 CD 2408 1.00 * 100 * 106 TOTAL (1500) (1483) 9) ) 9) ) VAV1-20 6-0 3.28 23 146 1 CD 2408 1.00 * 200 * 203 TOTAL (200) (203) NA NA VAV1-21 6"-0 4.058 24 .133 1 CD 2408 1.00 * 100 * 103 132 2 CD 2408 1.00 * 100 * 96 TOTAL (200) (199) jQ 1STFL TOTAL (19750) (19976) REMARKS: ?4ec4i'n AIR BALANCE CO., INC. DATE 10/29/2019 PAGE 9 SYSTEMRTU-1 PROJECT: RQC CORPORATION HQ T. I. 1620 FARADAY AVE. CARLSBAD, CA. 92008 VAV AIR DISTRIBUTION :.i.j • [..]']1 i I!!1 iIJ i'J i'J LJ EE 103 I1 Ema I1 1UItl • .1 .1 ttlL!)1 tt'!)] IW)lttLEi!)1 I II [sI' t1I tLI)1 (1tt)] REMARKS: J~410m4f4m AIR BALANCE CO., INC. DATE 10/28/2019 PAGE 10 SYSTEM RTU-1 PROJECT: RQC CORPORATION HQ 1.1. 1620 FARADAY AVE. CARLSBAD, CA. 92008 VAV AIR DISTRIBUTION ROOM NO. CODE SIZE AK FACTOR REQUIRED F.P.M. REQUIRED C.F.M. ACTUAL F.P.M. ACTUAL C.F.M. MIN. REQ. MIN. ACT. HTG. REQ. HTG. ACT. SUPPLY AIR SYSTEM VAV 2-4 12'-0- 2.358 7 219A I CD 16"-0- 1.00 * 200 * 214 219A 2 CD 16"-0- 1.00 * 150 * 156 219B 3 CD 16"-0- 1.00 * 150 * 156 219B 4 CD 16"-0- 1.00 * 150 * 146 219B 5 CD 16"-0- 1.00 * 150 * 138 219B 6 CD 16"-0- 1.00 * 150 * 160 221 7 CD 2406 1.00 * 50 * 53 TOTAL (1000) (1023) ) 09 VAV 2-5 14-0- 2.621 8 219A I CD 27-0- 1.00 * 400 * 403 219A 2 CD 22-0- 1.00 * 400 * 416 219A 3 CD 22-0- 1.00 * 400 * 438 219A 4 CD 22-0- 1.00 * 400 * 400 TOTAL (1600) (1657) Q) ) VAV 2-6 611-0- 2.580 9 215 1 CD 2408 1.00 * 300 * 302 TOTAL (300) (302) JQ fj REMARKS: J%leAr4l4f4M AIR BALANCE CO., INC. DATE 11/8/2019 PAGE 11 SYSTEM RTU-1 PROJECT: RQC CORPORATION HQ T. I. 1620 FARADAY AVE. CARLSBAD, CA. 92008 VAV AIR DISTRIBUTION ROOM NO. CODE SIZE AX FACTOR REQUIRED F.P.M. REQUIRED C.F.M. ACTUAL F.P.M. ACTUAL C.F.M. MIN. REQ. MIN. ACT. HTG. REQ. HTG. ACT. SUPPLY AIR SYSTEM VAV 2-7 14"-0- 2.900 10 222 1 CD 22-0- 1.00 * 500 * 513 222 2 CD 22-0- 1.00 * 500 * 504 222 3 CD 22"-0- 1.00 * 500 * 508 TOTAL (1500) (1525) Q) Q) VAV 2-8 6-0- 2.580 11 225 1 CD 2410 1.00 * 300 * 298 TOTAL (300) * (298) JQ VAV 2-9 14-0- 2.619 12 226 1 CD 22"-0- 1.00 * 375 * 353 226 2 CD 22-0- 1.00 * 375 * 375 226 3 CD 22-0- 1.00 * 375 * 387 226 4 CD 22-0- 1.00 * 375 * 385 TOTAL (1500) (1500) 450) ) VAV 2-10 12"-0- 2.302 10 226 1 CD 20"-0- 1.00 * 315 * 311 226 2 CD 20°-0- 1.00 * 315 * 305 226 3 CD 20°-0- 1.00 * 315 * 324 226 4 CD 20°-0- 1.00 * 315 * 308 TOTAL (1260) (1248) () REMARKS: 4304vomu ioln AIR BALANCE CO., INC. DATE 10/28/2019 PAGE 12 SYSTEM RTU-1 PROJECT: RQC CORPORATION HQ T. I. 1620 FARADAY AVE. CARLSBAD, CA. 92008 VAV AIR DISTRIBUTION ROOM NO. CODE SIZE AK FACTOR REQUIRED F.P.M. REQUIRED C.F.M. ACTUAL F.P.M. ACTUAL C.F.M. MIN. REQ. MIN. ACT. HTG. REQ. HTG. ACT. SUPPLY AIR SYSTEM VAV 2-11 1 1 10-0- 2.236 14 232 1 CD 2406 1.00 * 100 * 97 233 2 CD 2410 1.00 * 350 * 353 233 3 CD 2412 1.00 * 400 * 403 TOTAL (850) (853) () !) VAV 2-12 12"-0- 2.343 15 226 1 CD 20'-0- 1.00 * 325 * 322 226 2 CD 20"-0- 1.00 * 325 * 331 226 3 CD 20"-0- 1.00 * 325 * 334 226 4 CD 20"-0- 1.00 * 325 * 316 TOTAL (1300) (1303) (2) (2) 01 VAV 2-13 17-0- 2.277 16 226 1 CD 20-0- 1_00 * 280 * 280 226 2 CD 20'-0- 1.00 * 280 * 286 226 3 CD 20'-0- 1.00 * 285 * 290 226 4 CD 20"-0- 1.00 * 280 * 270 TOTAL (1125) (1126) Q) 12) 12 VAV 2-14 12"-0- 2.545 17 234 1 CD 2414 1.00 * 620 * 633 234 2 CD 2414 1.00 * 625 * 620 TOTAL (1245) (1253) (!) (72) REMARKS: Jpilew4kulan AIR BALANCE CO., INC. DATE 10/29/2019 PAGE 13 SYSTEM RTU-1 PROJECT: RQC CORPORATION HQ T. I. 1620 FARADAY AVE. CARLSBAD, CA. 92008 VAV AIR DISTRIBUTION m" ij LJ L1 L11 11I1 .1 .• Z ['I II [111 a '•' I(L!)1tt[!i1t€L!11t€L!i1 WIVfr5I;I I :. — "." th tti!)1ttL!)1t)1t1)1 REMARKS: REMARKS: AIR BALANCE CO., INC. DATE 10/28/2019 PAGE 14 SYSTEM RTU-1 PROJECT: RQC CORPORATION HQ T. I. 1620 FARADAY AVE. CARLSBAD, CA. 92008 VAV AIR DISTRIBUTION ROOM NO. CODE SIZE AK FACTOR REQUIRED F.P.M. REQUIRED C.F.M. ACTUAL F.P.M. ACTUAL C.F.M. MIN. REQ. MIN. ACT HTG. REQ. HTG. ACT. SUPPLY AIR SYSTEM VAV 2-19 1011-0- 2.083 22 205 1 CD 8X8 1.00 * 150 * 148 206 2 CD 6X6 1.00 * 50 * 64 201 3 CD 8X8 1.00 * 175 * 163 201 4 CD 8X8 1.00 * 175 * 185 201 5 CD lOX10 1.00 * 250 * 254 TOTAL (800) (814) (2 2) 9) 221 S2 VAV2-20 6"-O- 4.630 23 223 1 CD 2406 1.00 * 50 * 53 224 2 CD 2406 1.00 * 50 * 54 227 3 CD 2408 1.00 * 200 * 207 TOTAL (300) (314) J VAV 2-21 6°-0- 3.28 24 226 1 CD 2410 1.00 * 250 * 262 TOTAL (250) (262) Jj 4 VAV 2-22 17-0- 2.119 25 226 1 CD 20°-0- 1_00 * 275 * 290 226 2 CD 20-0- 1_00 * 275 * 271 226 3 CD 20-0- 1_00 * 275 * 256 226 4 CD 20"-0- 1.00 * 275 * 287 TOTAL (1100) * (1104) REMARKS: P14ec4ic'n AIR BALANCE CO., INC. DATE 10/2812019 PAGE 15 SYSTEM RTU-1 PROJECT: RQC CORPORATION HQ T. I. 1620 FARADAY AVE. CARLSBAD, CA. 92008 VAV AIR DISTRIBUTION ff J IIJ i2i1J LI1 'J [1 Fl L1I1 INfrI • 1 E -1"- • I II 1i tU!)1tI[1 t4.b!)] (41] ••I I I II __ tt1!)11t!)I ttL!)1t1!)1 REMARKS: (1) OUTLET NOT INSTALLED. SET OUTLET #2 FOR REQUIRED ROOM TOTAL.1012812019 ec41 £?4 m AIR BALANCE CO., INC. DATE 10/30/2019 PAGE 16 SYSTEM RTU-1 PROJECT: RQC CORPORATION I-IQ T. I. 1620 FARADAY AVE. CARLSBAD, CA. 92008 VAV AIR DISTRIBUTION ;.;LJ• (.{.]']l — — Lo i mEm 111~111 Safi WIN&&ZI tc.I ri rii rcxe1 REMARKS: Date: 11/8/2019 Page: 17 Project Name: RQC CORPORATION I-IQ T. I. 1620 FARADAY AVE. CARLSBAD, CA. 92008 AIR MOVING EQUIPMENT TEST SHEET SYSTEM SS-1 SS-2 Equipment Location SERVER RM I IT STOR 139 SERVER RM / IT STOR 139 Area Served SERVER RM I IT STOR 139 SERVER RM / IT STOR 139 Equipment Manufacturer SAMSUNG SAMSUNG Model AC036MNTDCH AC036MNTDCH Serial Number DB68-07388A-0 DB68-07388A-0 Specified Actual Specified Actual Total CFM - fan 950 949 950 957 Total CFM - Outlet 950 949 950 957 R/ACFM 950 949 950 957 O/ACFM -0- -0- -0- -0- Static Pressure (TotallExt) NS 0.00" NS 0.00" Inlet Pressure 0.00" 0.00" Discharge Pressure 0.00" 0.00" Fan RPM NS HIGH J1 NS HIGH Specified Actual Specified Actual Motor Manufacturer NA NA Motor H.P. NS 85W NS 85 W Phase I I I I Voltage 208 212 208 212 Amperage 0.9 0.8 0.9 0.8 Motor RPM 3 SPEED HIGH 3 SPEED HIGH Motor Service Factor NL NL Motor Sheave Pitch Motor Sheave & Shaft Size DIRECT DRIVE DIRECT DRIVE Fan Sheave & Shaft Size I DIRECT DRIVE DIRECT DRIVE Belts DIRECT DRIVE DIRECT DRIVE Remarks: 4JJB CERTIFIED MEMBER - NATIONAL ENVIRONMENTAL BALANCING BUREAU PAeciz AIR BALANCE C, INC DATE: 11/8/2019 PAGE: 18 SYSTEM #: SS-1 & 2 PROJECT: RQC CORPORATION HQ T. I. 1620 FARADAY AVE CARLSBAD, CA. 92008 AIR DISTRIBUTION ;{.I.]• ME LtJ i.'J • - - - . u; s1s S $1 :1 [c:u REMARKS: Date: 10/31/2019 Page: 19 Project Name: RQC CORPORATION HQ T. I. 1620 FARADAY AVE. CARLSBAD, CA. 92008 AIR MOVING EQUIPMENT TEST SHEET SYSTEM EF-1 EF-2 Equipment Location ROOF ROOF Area Served GENERAL EXHAUST 1ST & 2ND FL COPY MACHINE ROOM Equipment Manufacturer TWIN CITY TWIN CITY Model BCRDI80D BCRD-085 BE Serial Number H19-000000 288809 H19-000000 288808 Specified Actual Specified Actual Total CFM - fan 2255 NVL 250 NVL Total CFM - Outlet 2180 2196 100 110 R/A CFM -0- -0- -0- -0- O/ACFM -0- -0- -0- -0- Static Pressure (Total/Ext) 1.10" ESP 0.34" 0.50" ESP 0.037" Inlet Pressure 0.34" 0.037" ischarge Pressure ATMOS ATMOS rFan RPM 1626 816 1725 (1) Specified Actual Specified Actual Motor Manufacturer SMC MCMILLIAN Motor H.P. 1.50 1.50 0.25 0.25 Phase I I I I Voltage 115/208-230 NR 115 118 Amperage 17.0/8.5 NR 3.3 1.0 Motor RPM 1725 1767 300-1800 (1) Motor Service Factor 1.15 Motor Sheave Pitch 1 100% OPEN Motor Sheave & Shaft Size VP44 X 5/8" DIRECT DRIVE Fan Sheave & Shaft Size 1 AK68 X 3/4" 11 DIRECT DRIVE Belts 41-330 DIRECT DRIVE Remarks: (I) VARIABLE SPEED MOTOR. CAII& CERTIFIED MEMBER - NATIONAL ENVIRONMENTAL BALANCING BUREAU AIR BALANCE C, INC DATE: 10/29/2019 PAGE: 20 SYSTEM #: EF-1 PROJECT: RQC CORPORATION HO T. I. 1620 FARADAY AVE. CARLSBAD, CA. 92008 AIR DISTRIBUTION ROOM - NO. - CODE SIZE AK FACTOR REQUIRED F.P.M. REQUIRED C.F.M. ACTUAL F.P.M. ACTUAL C.F.M. EXHAUST AIR SYSTEM 104 1 EG 8X8 1.00 * 125 * 132 104 2 EG 8X8 1.00 * 100 * 102 104 3 EG 8X8 1.00 * 100 * 99 105 4 EG 8X8 0.26 481 125 435 113 105 5 EG 8X8 0.26 385 100 400 104 105 6 EG 8X8 1.00 * 100 * 102 105 7 EG 8X8 1.00 * 50 * 54 128 8 EG 8X8 1.00 * 150 * 135 127 9 EG 8X8 1.00 * 150 * 136 151 10 EG 8X8 1.00 * 50 * 52 124 11 EG 8X8 1.00 * 150 * 155 123 12 EG 8X8 1.00 * 150 * 153 122 13 EG 8X8 1.00 * 30 * 30 207 14 EG 8x8 1.00 * 50 * 53 204 15 EG 2406 1.00 * 50 * 52 203 16 EG 8x8 0.26 385 100 377 98 203 17 EG 8x8 0.26 385 100 415 108 203 18 EG 8x8 0.26 385 100 392 102 202 19 EG 8x8 1.00 * 100 * 103 202 20 EG 8x8 1.00 * 100 * 101 202 21 EG 8x8 1.00 * 100 * 108 202 22 EG 8x8 0.26 * 100 * 104 TOTAL (2180) REMARKS: c4i ?4e ia AIR BALANCE CO., INC. SYSTEM #: PROJECT: RQC CORPORATION I-IQ T. I. 10129/2019 21 EF-2 1620 FARADAY AVE. CARLSBAD, CA. 92008 AIR DISTRIBUTION - ktSIS1 [I (..] I] 1 - L;'tJ L.iJ *:ruii. ii II IsIs I REMARKS: Date: 10/31/2019 Page: 22 Project Name: RQC CORPORATION HQ T. I. 1620 FARADAY AVE. CARLSBAD, CA. 92008 AIR MOVING EQUIPMENT TEST SHEET SYSTEM EF-3(1) Equipment Location ROOF Area Served COPY MACHINE ROOM JEquipment Manufacturer GREENHECK Model G-080-VG Serial Number (1) Specified Actual Specified Actual Total CFM - fan 250 (1) 150 NVL Total CFM - Outlet 100 (1) 150 160 R/A CFM -0- (1) -0- -0- O/ACFM -0- (1) -0- -0- Static Pressure (Total/Ext) 0.50" ESP (1) 0.50" ESP 0.152" Inlet Pressure (1) 0.152" scharge Pressure (1) ______ ATMOS rFan RPM 1725 (1) 1725 (2) Specified Actual Specified Actual Motor Manufacturer (1) MCMILLIAN Motor H.P. 0.25 (1) 0.25 0.25 Phase 1 (1) 1 1 Voltage 115 (1) 115 118 Amperage (1) (1) 3.3 1.0 Motor RPM (1) (1) 300-1800 (2) Motor Service Factor (1) NL Motor Sheave Pitch (1) Motor Sheave & Shaft Size DIRECT DRIVE DIRECT DRIVE Fan Sheave & Shaft Size I DIRECT DRIVE DIRECT DRIVE Belts DIRECT DRIVE DIRECT DRIVE Remarks: (1) EXHAUST FAN NOT INSTALLED 10/29/2019 (2) VARIABLE SPEED MOTOR. __l B _ CERTIFIED MEMBER - NATIONAL ENVIRONMENTAL BALANCING BUREAU 0 0 gllle"CW I~m AIR BALANCE CO., INC. DATE: PAGE: SYSTEM #: 10/31/2019 23 EF-3 PROJECT: RQC CORPORATION HQ T. I. 1620 FARADAY AVE. CARLSBAD, CA. 92008 AIR DISTRIBUTION :t.i']• [.j.]s] W4 i'J LJ I) REMARKS: (1) EXHAUST GRILLE DUCTED TO EXISTING EF-2. 941AeAc4lstoom AIR BALANCE CO., INC. SYSTEM #: PROJECT: RQC CORPORATION HQ T. I. 10/29/2019 24 EF-4 1620 FARADAY AVE CARLSBAD, CA. 92008 AIR DISTRIBUTION - kill'] • - i'J L.J AcTuAL REMARKS: Date: 10/30/2019 Page: 25 Project Name: RQC CORPORATION HQ T. I. 1620 FARADAY AVE. CARLSBAD, CA. 92008 AIR MOVING EQUIPMENT TEST SHEET SYSTEM EF-2 EXISTING (1) Equipment Location ROOF Area Served TELE 118/ ELECTRICAL 119 Equipment Manufacturer GREENHECK Model I GBI40-3X 001 Serial Number 00A42110 Specified Actual Specified Actual Total CFM - fan 130 NVL Total CFM - Outlet 230 345 R/A CFM -0- -0- O/ACFM -0- -0- Static Pressure (Total/Ext) 0.50" ESP 0.50" Inlet Pressure 0.50" ischarge Pressure ATMOS rFin RPM NS 1042 Specified Actual Specified Actual Motor Manufacturer MARATHON Motor H.P. NS 0.33 Phase I I Voltage 115 119 Amperage 5.5 4.5 Motor RPM 1725 1757 Motor Service Factor 1.35 Motor Sheave Pitch 80% OPEN Motor Sheave & Shaft Size 1VL34 X 1/2" Fan Sheave & Shaft Size 1 AK46 X 3/4" Belts 41-240 ______________________________ Remarks: (1) ROOF AND FLOOR PLAN SHOW AS EF-2 (EXISTING). NEEDS SERVICING. 10/30/2019 1,i1tI3 CERTIFIED MEMBER - NATIONAL ENVIRONMENTAL BALANCING BUREAU ?ecn AIR BALANCE CO., INC. DATE: PAGE: 10/30/2019 26 SYSTEM #: EF-2 EXISTING PROJECT: RQC CORPORATION HQ T. I. 1620 FARADAY AVE. CARLSBAD, CA. 92008 AIR DISTRIBUTION ME S . REMARKS: (1) PLAN SHOWS TO HAVE BEEN SERVED BY EF-3. y4eci"~on AIR BALANCE CO., INC. DATE: 12/19/2019 PAGE: 27 BOILER #: B-i PROJECT: ROC CORPORATION HQ T. I. 1620 FARADAY AVE. CARLSBAD, CA. 92008 HOT WATER BOILER MANUFACTURER: RAYPAK MODEL #: 1-17-0700A SERIAL #: Dli 850.00120 TEST DATA DESIGN ACTUAL GPM 37 46 ENTERING PRESSURE NS . 33.1 LEAVING PRESSURE NS 25.8 PRESSURE DIFFERENTIAL NS 16.8 ENTERING WATER TEMPERATURE 150 137 LEAVING WATER TEMPERATURE 180 160 TEMPERATURE DIFFERENTIAL 30 23 OUTSIDE AIR TEMPERATURE NS 66 Remarks: eAeca AIR BALANCE CO., INC. DATE: 12/19/2019 PAGE: 28 PROJECT: RQC CORPORATION HQ T. I. 1620 FARADAY AVE. CARLSBAD, CA. 92008 PUMP DATA SHEET PUMP NO. HHWP-1 MANUFACTURER TACO SIZE 163006131 IMPELLER 4.90" SERVICE I HHW-PRIMARY TEST DATA GPM FT. HD. BHP DESIGN 45 20 NS ACTUAL 46 19.4 NA DISCHARGE 33.9# SUCTION 1 25.5# p 1 8.4 X2.31= 19.4 FT.HD BLOCK OFF I DISCHARGE 53# SUCTION 43.5# p 9.5 X2.31= 21.9 FT.HD MOTOR MFG. US MOTOR FRAME M#S55CXJFM-4927 H.P. 0.50 RPM 1725 AMPS 7.0/3.5 ACT: 6.2 VOLTS 115/230 ACT: 118 mo PUMP NO. HHWP-2 MANUFACTURER PACO SIZE CAT#16-20955-130101-2562 IMPELLER 7.84" SERVICE I HHW-SECONDARY TEST DATA GPM FT.HD. BHP DESIGN 50 60 NS ACTUAL 48.3 53.9 NA DISCHARGE 47.3# SUCTION 24# p 23.3 X2.31= 53.9 FT.HD BLOCK OFF I DISCHARGE 52.5# SUCTION 26.4# p 26.1 X2.31= 60.4 FT.HD MOTOR MFG. BALDOR FRAME 145JM H.P. 2.0 RPM 1755 AMPS 5.8/2.9 ACT: 5.0 15.11 5.1 VOLTS 208/460 ACT: 212 210 210 REMARKS: REMARKS: AIR BALANCE CO., INC. DATE: 12/19/2019 PAGE: 29 PROJECT: RQC CORPORATION HQ T. I. 1620 FARADAY AVE. CARLSBAD, CA. 92008 PUMP DATA SHEET PUMP NO. HHWP-3 MANUFACTURER PACO SIZE CAT#16-20955-130101-2562 IMPELLER 7.84" SERVICE I HHW-SECONDARY TEST DATA GPM FT. HD. BHP DESIGN 50 60 NS ACTUAL 48.1 54.9 NA DISCHARGE 49.3# SUCTION 1 25.5# p 1 23.8 X2.31= 54.9 FT.HD BLOCK OFF DISCHARGE 53# SUCTION 26.6# p 26.4 X231= 61 FT.HD MOTOR MFG. BALDOR FRAME 145JM H.P. 2.0 RPM 1755 AMPS 5.8 / 2.9 ACT: 5.1 5.1 5.1 VOLTS 208/460 11 ACT: 212 210 210 PUMP NO. TEST DATA GPM FT. HD. BHP DESIGN ACTUAL DISCHARGE SUCTION p X2.31= FT.HD BLOCK OFF DISCHARGE SUCTION p X2.31= FT.HD MOTOR MFG. FRAME H.P. RPM AMPS ACT: VOLTS ACT: El REMARKS: REMARKS: 436,AeAmuian AIR BALANCE CO., INC. DATE: 12/19/2019 ANAHEIM I LAS VEGAS 800-339.3796 PAGE: 30 PROJECT RQC CORPORATION HQ T. I. 1620 FARADAY AVE. CARLSBAD, CA. 92008 MANUFACTURER: BELL & GOSSETT SYSTEM: HHWP-2 & 3, HEATING WATER MAIN. CIRCUIT SETTER FLOW DEVICE ZONE TAGGING INFO VALVE MODEL VALVE SIZE (INCHES) DEGREE SETTING REQUIRED VALVE FLOW (GPM) ACTUAL VALVE PRESSUREGPM DIFFERENTIAL ACTUAL FLOW (+/-5%) HHWP-2 CB-2 2.0 24 50 25.6' 48.3 HHWP-3 CB-2 2.0 23 50 22.8' 48.1 COMMENTS: ljo AIR BALANCE CO., INC. DATE: 12/19/2019 ANAHEIM I LAS VEGAS 800.339-3796 PAGE: 31 PROJECT RQC CORPORATION HQ T. I. 1620 FARADAY AVE. CARLSBAD, CA. 92008 MANUFACTURER: VICTAULIC SYSTEM: HOT WATER SYSTEM (VAV'S IREHEAT COILS) CIRCUIT SETTER FLOW DEVICE ZONE TAGGING INFO VALVE MODEL VALVE SIZE (INCHES) DEGREE SETTING REQUIRED VALVE FLOW (GPM) ACTUAL VALVE PRESSUREGPM DIFFERENTIAL ACTUAL FLOW (+/-5%) VAV1-1 STAG 0.75 0.5 0.5 1.3' 0.55 VAV1-2 STAG 0.75 1.5 1.4 1.7' 1.4 VAV1-3 STAG 0.75 1.5 1.2 1.5' 1.15 VAV1-4 STAG 0.75(1) :0.5 0.3 4.3' 0.83 VAV1-5 STAG 0.75 4.0 1.5 0.12' 1.54 VAV1-6 STAG 0.75 1.0 1.0 3.6' 1.1 VAV1-7 STAG 0.75 1.0 1.3 5.0' 1.3 VAV1-8 STAG 0.75 0.5 0.9 5.0' 0.9 VAV1-9 STAG 0.50 2.25 0.6 1.4' 0.62 VAV1-10 STAG 0.50 0.5 0.3 0.75' 0.32 VAV1-11 STAG 0.75 2.0 1.1 0.7' 1.2 VAV 1-12 STAG 0.75 1.0 1.3 4.5' 1.3 VAV1-13 STAG 0.75(1) 0.5 0.6 3.7' 0.77 PAGE TOTAL (12.0) (12.98) COMMENTS: (1) VALVE IS OVERSIZED. JpleAr4utm AIR BALANCE CO., INC. DATE: 11/8/2019 ANAHEIM / LAS VEGAS 800-339-3796 PAGE: 32 PROJECT RQC CORPORATION HQ T. I. 1620 FARADAY AVE. CARLSBAD, CA. 92008 MANUFACTURER: VICTAULIC SYSTEM: HOT WATER SYSTEM VA.PS REHEAT COILS) CIRCUIT SETTER FLOW DEVICE ZONE TAGGING INFO VALVE MODEL VALVE SIZE (INCHES) DEGREE SETTING REQUIRED VALVE FLOW (GPM) ACTUAL VALVE PRESSUREGPM DIFFERENTIAL ACTUAL FLOW (+/-5%) VAV 1-14 STAG 0.75(1) 0.5 0.7 5.1' 0.9 VAV 1-15 STAG 0.75 1.0 1.1 3.6' 1.1 VAV 1-16 STAG 0.75 1.5 0.7 0.7' 0.7 VAV 1-17 STAG 0.75(1) :0.5 0.4 3 0.7 VAV 1-18 STAG 0.50 1.25 0.4 3.9' 0.4 VAV 1-19 STAG 0.75 4.0 1.3 0.09' 1.3 VAV 1-20 STAG 0.75(1) 0.5 0.2 3.8' 0.8 VAV 1-21 STAG 0.50 0.5 0.2 5.1' 0.22 PAGE TOTAL (5.0) (6.12) COMMENTS: (1) VALVE OVERSIZED. SpileAmUlow AIR BALANCE CO., INC. DATE: 12/19/2019 ANAHEIM I LAS VEGAS 800.339-3796 PAGE: 33 PROJECT RQC CORPORATION HQ T. I. 1620 FARADAY AVE. CARLSBAD, CA. 92008 MANUFACTURER: VICTAULIC SYSTEM: HOT WATER SYSTEM (VAV'S REHEAT COILS) CIRCUIT SETTER FLOW DEVICE ZONE TAGGING INFO VALVE MODEL VALVE SIZE (INCHES) DEGREE SETTING REQUIRED VALVE FLOW (GPM) VALVE ACTUAL VALVE PRESSURE DIFFERENTIAL ACTUAL FLOW (+/-5%) VAV 2-1 STAG 0.75 4.0 1.1 0.6' 1.1 VAV 2-2 STAG 0.75 0.5 0.8 4.5' 0.84 VAV 2-3 STAG 0.5 1.5 0.7 8.7' 0.74 VAV 2-4 STAG 0.75 0.5 0.8 4.5' 0.85 VAV 2-5 STAG 0.75 1.0 1.4 2.78' 1.4 VAV 2-6 STAG 0.5 1.5 0.3 6.0' 0.32 VAV 2-7 STAG 0.75 1.5 1.3 1.9' 1.3 VAV 2-8 STAG 0.5 1.0 0.3 4.2' 0.33 VAV 2-9 STAG 0.75 1.3 1.3 3.1' 1.4 VAV 2-10 STAG 0.5 2.5 1.1 2.5' 1 VAV 2-11 STAG 0.5 1.7 0.7 4.5' 0.75 VAV 2-12 STAG 0.75 0.7 1.1 5.0' 1.1 VAV 2-13 STAG 0.5 3.0 1.0 1.0' 1 PAGE TOTAL (11.9) (12.13) COMMENTS: AIR BALANCE CO., INC. DATE: 12/19/2019 ANAHEIM I LAS VEGAS 800-339-3796 PAGE: 34 PROJECT RQC CORPORATION HO T. I. 1620 FARADAY AVE. CARLSBAD, CA. 92008 MANUFACTURER: VICTAULIC SYSTEM: HOT WATER SYSTEM (VAV1S REHEAT COILS) CIRCUIT SETTER FLOW DEVICE ZONE TAGGING INFO VALVE MODEL VALVE SIZE (INCHES) DEGREE SETTING REQUIRED VALVE FLOW (GPM) ACTUAL VALVE PRESSURE DIFFERENTIAL ACTUAL FLOW GPM (+/-5%) VAV 2-14 STAG 0.75 to 1.1 3.5' 1.1 VAV 2-15 STAG 0.75 :0.5 0.9 5.1' 0.9 VAV 2-16 STAG 0.50 0.5 0.3 11.1' 0.31 VAV 2-17 STAG 0.50 0.5 0.2 6.0' 0.22 VAV 2-18 STAG 0.50 1.9 0.9 6.5' 1 VAV 2-19 STAG 0.75 0.5 0.7 3.5' 0.77 VAV 2-20 STAG 0.50 0.7 0.3 0.6' 0.31 VAV 2-21 STAG 0.50 0.5 0.2 6.5' 0.26 VAV 2-22 STAG 0.50 2.25 0.9 3.2' 0.92 VAV 2-23 STAG 0.50 1.0 0.4 6.3' 0.42 VAV 2-24 STAG 0.75 1.5 1.5 3.6' 1.5 VAV 2-25 STAG 0.75 1.4 1.4 3.0' 1.5 VAV 2-26 STAG 0.75 1.25 1.3 3.8' 1.3 PAGE TOTAL (10.1) (10.51) COMMENTS: GRAND TOTAL OF BOTH FLOORS HW COILS IS 39.0 GPM. E C E 1. 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S!5S!VOS!S!MEtMRUIUt1 V Uo*5W*7FpUflDVI i WAYVMVELOCATDIS. !Mn-701 Al CONTROL DETAIL f VAV WITh REHEAT CONTROL DIAGRAM DDC CONTROLLERLi 4 I I I a I CONTROLS LEGEND NISITPU(TU e FVOWCTWI1fl .gamtaaaA.In. IGCIWGnThWAyTOflt a MV&fllWtprvo ESWT. ,, .al XCGITSLJTlTWl pUt flCOITUICPNIIL LVI LUMUtAIVIIIUtI ni pUpUITSLWIWTpUITWWMWL Ut UUCTUtTMUtIfl U 0 UttLUITALpUStUt 91 1EUtUtpUWWrpUn TEflAflflWO WOWAYUtIILUVALW.'dUtfl ¶1 RPWNEpU _•_. • RSVTITh.PRtlflCT IVWUtWCIECUtITO *VALWOIE I pULU • ssflaENUt a a ca I I wmIaEc,LVa.pUnRVI,,m - • I IMUVITItUtVUtfltECIl.VTO WO&ISITYIT4UtVpUIT a I I ItU1ETIVUtILYTO v,opUaazr.pU.pUIT ,TMcsuta ( to nm PLAN ran V VALVE IOCMUIS MAY ttoIN. wilY (TW) RMR M nWR Ri3 FOR VALVE IAltohI IIINi to rtcto ONE C :1 I E E WBEI 0 IIYET U toil Ito wiYE toO molto OVAL VA toO 10 YE m MOUL lii Ito Z 11000 ww 0010 YEuOTATO =1 OLAW 0010001 It, MEW mum will OVAL il 0* toITtol? 010000 to 0010*1! UMM COMMMU WE uiU1AC1l. 0ANEWi- wiwiwitowi 0*1010 toOT VII 00 VAT 00001 0 too Owitto 0 Ito W toY. 001*1! 010*01 AMVL FEW WU= 100* uWAY. to. Uzi HEATING HHW CONTROL DIAGRAM — M-702 A I C Will flhlifl 00001W DAIMIAflO - flflAfl040 RQC IN U fl0 EU 0 00 00 U 00 0 CS 0 00 0 0 000000000 000000000 000151ZS00000 0000E5000E10 000000000 R QC 00 (city of Carlsbad CLIMATE ACTION PLAN CONSISTENCY CHECKLIST B-50 Develo pment Services Building Division 1635 Faraday Avenue (760) 602-2719 www.carlsbadca.gov PURPOSE This checklist is intended to assist building permit applicants identify which Climate Action Plan (CAP) ordinance requirements apply to their projects. Unless none of the requirements apply, the completed checklist must be included in the building permit application. It may be necessary to supplement the completed checklist with supporting materials, calculations or certifications, to demonstrate full compliance with CAP ordinance requirements. For example, projects that propose or require a performance approach to comply with energy- related measures will need to attach to this checklist separate calculations and documentation as specified by the ordinances. 4 If an item in the checklist is deemed to be not applicable to a project, or is less than the minimum required by ordinance, an explanation must be provided to the satisfaction of the Building Official. 4 Details on CAP ordinance requirements are available on the city's website. Application Information Project Name/Building Permit No.: —i' jiçc DR? §V&QT o.: Property Address/APN: I6 c& C1702 z..tz Applicant Name/Co.: \&! 11ckIqjIL UL. Applicant Address: t&2e A&AhO Contact Phone: 7o. sc -r)t7 Contact Email: d Contact information of person completing this checklist (if different than above): Name: fjJ6115G Contact Phone: .7 , 4i Company name/address: 4J J, Contact Email: 5yf,e 10 0h6At&)( c.foo CA £7 Applicant Signature: jjIALtLt ,( Date: '—t- B-50 Page 1 of 3 Revised 04119 City of Carlsbad Climate Action Plan Consistency Checklist Use the table below to determine which sections of the Ordinance Compliance checklist are applicable to your project. For residential alterations and additions to existing buildings, contact the building counter for the building permit valuation. Building Permit Valuation (BPV) $ 7 ' 11 3 14'. ti? . yt/ Construction Type I Complete Section(s) I Notes: U Residential New construction 1A Alterations: 0 exempt BPV L', $60,000 IA 1-2 family dwellings and townhouses with attached garages Electrical service panel upgrade 1A only Multi-family dwellings only where interior finishes are removed BPV a $200,000 IA and significant site work and upgrades to structural and 00 mechanical, electrical, and/or plumbinq systems are or000sed O New construction 113 and 2 "Aiterations 2 1. A JeDResidentiall New construction a or aiteratio electric panel upgrade)* Plleaio refer to Carlsbad Ordinance C846WO Men this section. 0 On t d two-family residential dwelling or townhouse with attached garage: 0 EVSE ready parking space required 0 Exception: O Multi-family residential: 0 Exception: Total Parking Spaces Proposed EVSE Spaces Capable Ready Installed Total Calculations: Total EVSE spaces =10 x Total parldng (rounded up to nearest whole number) EVSE Installed = Total EVSE Spaces x.50 (rounded up to nearest whole number) EVSE other= Total EVSE spaces - EVSE Installed (EVSE other may be 'Capable, Ready or 'Installed.") *or alterations are: (1) for one and two1ämily dwellings and townhouses with attached garages, alterations have a building permit valuation a $60,000 or include an electrical service panel upgrade; (2)for multifamily dwellings (three units or more without attached garages), alterations have a building permit valuation 2,000, interior finishes are removed and significant site work and upgrades to structural and mechanical, electrical, and/or plumbing systems are proposed. esidentlal new construction (includes hotels/motels) 0 Exception: Parking Spaces I EVSE Sp Calculation: Refer to the table below. Total Number of Parldng Spaces provided Number of required EV Spaces Number of required EVSE Installed Spaces o-g i 10-25 2 1 26-50 4 2 51-75 6 3 O 76-100 5 7_f I01150 (12.) 151-200 11 201 and over 10 percent of total 50 percent of Required EV Spaces Updated 4/12/2019 2 City of Carlsbad Climate Action Plan Consistency Checklist 2. 0 Transportation Demand Management (TDM) A List each proposed nonresidential use and gross floor area (GFA) allocated to each use. B. Employee ADT/1,000 square feat is selected from the table below. Use GFA Employee ADT for first 1,000 S.F. Employee ADT for each subsequent 1,000 S.F. Total Employee ADT Total If total employee ADT is greater than or equal to 110 employee ADT, a TDM plan is required. MM plan required: Yes 0 No 0 Employee ADT Estimation for Various Commercial Uses VIM"KiIZi) t1 Office (811)2 20 20 Restaurant 11 11 Retail3 8 4.5 Industrial 4 3.5 Manufacturing 4 3 Warehousing 4 1 i Unless otherwise noted, rates estimated from ITE Trip Generation Manual, 1000ition 2 For all office uses, use SAN DAG rate of 20 ADT/1 .000 Sf to calculate employee ADT 3 Retail uses include shopping center, variety store, supermarket, gyms, pharmacy, etc. Other commercial uses maybe subject to special consideration Sample calculations: Office: 20,450 Sf 1. 20,450 sf/ 1000 x 20 = 409 Employee ADT Retail: 9,334 Sf First 1,000 sf=8ADT 9,334 Sf- 1,000 5f = 8,334sf (8,334 sf/1,000 x 4.5) +8=46 Employee ADT Updated 4/12/2019 3