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Home My WebLink About2858 LOKER AVE E; ; CBC2017-0532; Permit(7city of Carlsbad Commercial Permit Print Date: 06/03/2019 Permit No: CBC2017-0532 Job Address: 2858 Loker Ave E Permit Type: BLDG-Commercial Work Class: Tenant Improvement Status: Closed - Finaled Parcel No: - 2090832100 Lot #: Applied: 10/11/2017 Valuation: $85,000.00 Reference #: Issued: 08/15/2018 Occupancy Group: Construction Type: Permit Finaled: U Dwelling Units: Bathrooms: Inspector: CRenf Bedrooms: Orig. Plan Check U: Final Plan Check U: Inspection: 6/3/2019 12:20:49PM Project Title: Description: OPTUM: INSTALL EXTERIOR EMERGENCY GENERATOR W/ CONCRETE MASONRY ENCLOSURE AT PARKING LOT Applicant: Owner: Co-Applicant: DAVID GLASSMAN QUA1TRO PARTNERS LLC /1 DELNORTE FARMS BINGHAM CONSTRUCTION COMPANY INC 1111 Sartori Ave INC Torrance, CA 90501-2226 16880W Bernardo Dr, Suite 210 310-781-8250 x3 1714 16Th St San Diego, CA 92127-1617 SANTA MONICA, CA 90404 858-675-0875 BUILDING PERMIT FEE ($2000+) $561.05 BUILDING PLAN CHECK FEE (BLDG) $392.74 ELECTRICAL BLDG COMMERCIAL NEW/ADDITION/REMODEL $60.00 FIRE Aboveground Storage Tanks (First tank) $700.00 MECHANICAL BLDG COMMERCIAL NEW/ADDITION/REMODEL $45.00 581473 GREEN BUILDING STATE STANDARDS FEE $4.00 STRONG MOTION-COMMERCIAL $23.80 SWPPP INSPECTION FEE TIER 1- Medium BLDG $238.00 SWPPP PLAN REVIEW FEE TIER 1- MEDIUM $56.00 Total Fees: $2,080.59 - Total Payments To Date: $2,080.59 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 ITHE FOLLOWING APPROVALS REQUIRED PRIOR TO PERMIT ISSUANCE: DPLANNING DENGINEERING 0 BUILDING DFIRE DHEALTH DHAZMATIAPCD I Building Permit Application Plan CheckNo.C2D11 —O52 City of 1635 Faraday Ave., Carlsbad, CA 92008 Est. Value Ph: 760-602-2719 Fax: 760-602-8558 ac1sbaiI Plan Ck. Deposit email: building©carlsbadca.gov Date 10. II- L1- Iswppp : I www.carlsbadca.gov JOB ADDRESS 2858 LokerAvenue East SUITED/SPACE#/UNITC APN - - - - CT/PROJECT # LOT # PHASE # # OF UNItS I #BEDROOMS NANT C BATHROOMS TE E BUSINESS NAMperru CONSTR. TYPE [OCC. GROUP DESCRIPTION OF WORK: Include Square Feet of Affected Area(s) Installation of an exterior emergency generator, concrete masonry enclosure, and related electrical work. Minor site work as it relates to the installation. EXISTING USE PROPOSED USE GARAGE (SF) PATIOS (SF) DECKS (SF) FIREPLACE AIR CONDITIONING FIRE SPRINKLERS Warehouse/Business: No Change NA NA NA YES#. NO YES [_—]NO YESDNO APPLICANT NAME- -..— David Glassman PROPERTY OWNER NAME ADDRESS . ADDRESS 1111 Sartori Ave. CITY STATE ZIP CITY STATE ZIP Torrance CA 90501 PHONE FAX . PHONE FAX (310) 781-8250 x3 EMAIL EMAIL davidcgpan.com DESIGN PROFESSIONAL Jessica Peitz TRACTOJ BUS. NAM fa t14A4i_s900tTo_BeDetermined ADDRESS 1220 Marshall St. NE ___-- . _RELJ O /M/1 CITY STATE ZIP ClTY STATE ZIP. Minneapolis MN _.55306 .1,2 c.lit PHONE 612677-7100 FAX _612.677.7499 PHONE F EMAIL EMAL _ STATE LIC. C S4E_LIC.14,J. _ l_CLASS__dIV BUS.LIC.# Jessica.Peitz(rsparch.com _35586 ,'l-2._'T 0 _rtoi 245,47, (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law (Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code) or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500)). iO®G Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations: - I have and will maintain a certificate of consent to self-insure for workers compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. I have and will maintain worke 'co pensation, as required by Sect n 3700 of th Labor Code, for the performance of the work for ich this troll is issued. My workers' compensatlo i ra carrier and policy number are: Insurance Co. jVL_(I44.) titi!i Policy No. ¶)$D t V5" Expiration Date Ar1_m This section need not be completed if the permit is for one hundred dollars ($100) or less. [J 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 10 became subject to the Workers' Compensation Laws of Califomia. WARNING: Failure to secure workers' compensation verage is unlawful and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars (8.100,000), in addition to the cost of compensation da es ro ad for i Se •on 3706 of the Labor code, Interest and attorney's fees. £ CONTRACTOR SIGNATURE .. 0 AGENT DATE ) ) C)°Q®GMI)J L Ck1 thereby aftim, that lam exempt from Contractor's License Law for the following reason: [J I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). 1, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's Ucense Law does not apply loan owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). [] I am exempt under Section _____________Business and Professions Code for this reason: 1. I personally plan 10 provide the major labor and materials for construction of the proposed property improvement. DYes DNo 2.1(have I have not) signed an application fora building permit for the proposed work. I have contracted with the following person (firm) to provide the proposed construction (include name address! phone! contractors' license number): I plan to provide portions of the work, butt have hired the following person to coordinate, supervise and provide the major work (include name! address! phone /contractors' license number): 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): - £'PROPERTY OWNER SIGNATURE DAGENT DATE - 03 O®) ®( 0Q091?0( ®woa®oii® 9@@06Vj3 ®ci 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? 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? / Yes No Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? Yes / No IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. - I hereby affimi that there is a construction lending agency for the performance of the work this permit is issued (Sec. 3097 (i) Civil Code). Lender's Name Lender's Address )ao(w QOOO(A1N®I I ceilifythatl have read the application and stathatthe above Information is cerreand thatthe information onthe plans isaccuiate.I agreetocomplywithall Cityordinancesand State laws relating to buildingconstnzction. I hereby authorize representative of the City of Carlsbad to enter upon the above mentioned property for inspection puiposes. IALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA An OSHA permit is required ter excavations over 50' deep and demolition or construction of shucturesover3 stories in height. EXPIRATION: Every permit issued by the Building Oltcial the provisions of this Code shag expire byfmitationand become null and void ff the buiklmgorworlc authorized bysuthpermitis not cormiencedwithin 180 days from the date of such permit or if the ing auth such permit is suspended or abandoned at anytime after the work is commenced thra period of 180 days (Section 106.4.4 Uniform Building Code). ,APPLICANT'S SIGNATURE A1A DATE ) ) ) I STOP: THIS SECTION NOT REQUIRED FOR BUILDING PERMIT ISSUANCE. Complete the following ONLY if a Certificate of Occupancy will be requested at final inspection. Fax (760) 602-8560, Email buIIding0Cal1sbadCa.gov or Mail the completed form to City of Carlsbad, Building Division 1635 Faraday Avenue, Carlsbad, California 92008. CO#: (Office Use Only) CONTACT NAME : OCCUPANT NAME OPIUM ADDRESS - BUILDING ADDRESS 2858 Loker Avenue East CITY STATE ZIP CITY STATE ZIP Carlsbad CA 92010 PHONE FAX EMAIL OCCUPANTS BUS. LIC. No. DELIVERY OPTIONS PICK UP: CONTACT (Listed above) OCCUPANT (Listed above) CONTRACTOR (On Pg. 1) ASSOCIATED CB#_________________________ MAIL TO: CONTACT (Listed above) OCCUPANT (Listed above) CONTRACTOR (On Pg. 1) NO CHANGE IN USE/ NO CONSTRUCTION MAIL/ FAX TO OTHER: CHANGE OF USE/ NO CONSTRUCTION ..APPLICANT'S SIGNATURE DATE 10/10/17 Permit Type: BLDG-Commercial Application Date: 10/11/2017 Owner: QUATTRO PARTNERS LLC II DELNORTE FARMS INC Work Class: Tenant Improvement Issue Date: 08/15/2018 Subdivision: CARLSBAD TCT#74-21 Status: Closed - Finaled Expiration Date: 09/16/2019 Address: 2858 LokerAvee Carlsbad, CA 92010-6673 lVR Number: 6906 Scheduled Actual Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete Date Start Date 0311912019 03119I2019 BLDG-34 Rough 086409-2019 Failed Chris Renfro Reinspection Complete Electrical Checklist Item COMMENTS Passed BLDG-Building Deficiency No contractor on site. No 0312012019 03120I2019 BLDG-34 Rough 086585.2019 Partial Pass Chris Renfro Reinspection Incomplete Electrical Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 0610312019 BLDG44 Rough 093512-2019 Scheduled Chris Renfro Incomplete Electrical Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-Final 093513-2019 Passed Chris Renfro Complete Inspection Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-Plumbing Final . Yes BLDG-Mechanical Final Yes BLDG-Structural Final Yes BLDG-Electrical Final . Yes June 03, 2019 Page 2of2 Permit Type: BLDG-Commercial Application Date: 10/11/2017 Owner: QUATTRO PARTNERS LLC II DELNORTE FARMS INC Work Class: Tenant Improvement Issue Date: 08/15/2018 Subdivision: CARLSBAD TCT#74-21 Status: Closed - Finaled Expiration Date: 09/16/2019 Address: 2858 LokerAvee Carlsbad, CA 92010-6673 IVR Number: 6906 Scheduled Actual Date Start Date Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete 11/1912018 1111912018 BLDG-31 076444-2018 Partial Pass Chris Renfro Reinspection Incomplete undergroundiCondu it - Wiring Checklist Item COMMENTS Passed BLDG-Building Deficiency No inspections conducted of foundation or Yes steel for CMU building walls for generator room. No grout inspections completed of entire generator building room. All completed by third party special inspection. 12/0312018 12103/2018 BLDG-lI 077697-2018 Partial Pass Chris Renfro Reinspection Foundation/FtglPler 5 (Rebar) Incomplete Checklist Item COMMENTS Passed BLDG-Building Deficiency See card Yes BLDG-31 077691-2018 Partial Pass Chris Renfro Reinspection Incomplete UndergroundlCondu it - Wiring Checklist Item COMMENTS Passed BLDG-Building Deficiency Inspected rebar and foundation for stairs Yes and SOG. Ok to pour. Inspected 4/0 ground wire weld to (4) ground rods. t 12/0512018 1210512018 BLDG-11 077906-2018 Partial Pass Chris Renfro Reinspection Incomplete Foundation/Ftg/Pier s(Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency See card; Inspection on pads for generator Yes and switchgear. OK to pour 12120/2018 12/20/2018 BLDG-14 079311-2018 Passed Chris Renfro Complete Frame/Steel/Bolting/ Welding (Decks) * Checklist Item COMMENTS Passed BLDG-Building Deficiency Inspected rough framing and insulation Yes inside electrical room. OK to drywall. 12/26/2018 12126/2018 BLDG-17 Interior 079843-2018 Partial Pass Chris Renfro Reinspection . Incomplete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency Drywall and screw inspection inside Yes electrical room. 3 layers. OK to tape and mud 01/07/2019 01/07/2019 BLDG44 Rough 080564-2019 Partial Pass Chris Renfro Reinspection Incomplete Electrical Checklist Item COMMENTS Passed BLDG-Building Deficiency Inspected rough electrical for lighting in Yes meter room June 03, 2019 Page lof2 J%jt%J 01 %.p ' %DEC Reporl#I 1 "TWINING DMStOM CONSULTIN &U11.0 Irvine Cerporete Office 949.336.4325 Long Beach I San Bernardino I San Diego I Ventura I www.twiningcoesubing.com CONCRETE / MASONRY Testing & Inspection Report HOURS I REGU3.AR I 1.5X I 2X I TIME IV I TIMQUT I M!ALPVODME) I .10 Mileage ID Expenses _____________________ 'if flO meal lSt5kn, rampieteeppeeeclionbelow. Reinforced )4/('r) I$'Concrete Placement 141Uh4jfl 0 Masonry QPreIPost Tension_________ 0 Batch Plant Qualfty Control Vi DES'CRIPTION OF WORK INSPECTED I ILIL9,L' f)[ j ib1-1 f14j,iJ .Lll. . LJL 14 Nc- -f c4a'v' (LIAirIi J1, I (k 4L 1/I'1i4F/&1 / L / vIhJfr /i(6ifa/ . ReasoK"No Mear was taken: Approved /Authorized by - IP'utec* mlpnMaofl MIX USED I DESIGN SLUMP I ADMIXTURE DESIGN PSI I CUBIC YARDS I SPECIMENS CERTIFICATION OF COMPLIANCE The WORK , inspected n acmdancewith the requirements of the appnved documents. The WORK iNSPECTED the requirements of the Lo&x approved documents. MATERIAL SAMPLING performed In accordance approved documents. All Inspections based on minimum 014 hews B hours minimum. If inspector is celled to a p performed, a 2'hour minimum charge will be Approved/ Authorized by Submitted by lwlnlflO GoiuulllnQ. Inc. Inspector Name Inspector Signature 0 Additional Page (page #) CM inspector ID/Lic. P This report will be islributod to the architect, engineer, client, and governingJurisdiclion (e.g. OSA) as required by applicable codes and project documents. RECORD COPY M11 STRUCTURAL EWtdCSS City of Carlsbad DEC a zoia December 3, 2018 Mr. Bruce A. Corzine RSP Architects 1220 Marshall Street NE Minneapolis, MN 55413 OPI Re: Current Construction Status 2585 Loker Avenue East, Carlsbad, CA 92010 MHP JN: 17-0492 Dear Mr.Corzine: We understand that the completed construction to date consists of CMU wall and footing construction. We have reviewed the testing and inspection reports for the following items: Concrete (report #CTR:W02-1 8-06081-Cl) Masonry grout (report #CTR:W02-1 8-06228-Cl) Masonry mortar ((report #CTR:W02-1 8-06258-Cl) Concrete Placement (report from Twining Consulting from 10/18/18 to 10/22/18) Masonry Placement (reports from Twining Consulting from 10/25/2018 to 11/05/18). Based on our review of the testing and inspection reports, we believe that all construction listed above is in general conformance with the approved drawings. Feel free to contact us with any further questions or concerns. Very truly yours, Terry Fernandez, S.E., CA S3256 Partner H:2017170492\9_Construction Administration\9f_CA CommunicationsLetter from MRP.2018-12-03.doc 3900 Cover Street. Long Beach, CA 90808 562.985.3200 P 561985.1011 F wwwmhpae.com 1% "TWINING Irvine Corporate Office: 949.336.4325 CONSULTING Long Beach I San Bernardino I San Diego I Ventura I www.twiningconsulting.com CONCRETE I MASONRY I WOOD FRAMING Testing & Inspection Report INSPECTOR CODE OBUHM JOB NUMBER 180888.2 DATE 11-05-18 ®M OT Ow OT OF OS OS JOB NAME Optum_Rx_Upgrades DSA FILE WOSHPO INCA ADDRESS 2858 E Loker Ave. Carlsbad DSAPL.S/OSHPOIPEAMff S CBC20I7-0532 GENERAL CONTRACTOR Bingham Construction JURISDICTION City of Carlsbad ARCHITECT RSP Architects ENGINEER MHP Structural Eng. I I SUBCONTRACTOR(it any) Modern Masonry REQUIREMENTS: Limit one job number, one permit number per sheet. Identify all work by type and SPECIFIC location. Each joint must the specifically identified for SSW/HS bolt inspection. Non-compliant work must be specifically identified. Communication (AFt, Sketch, etc.) voiding previous non-compliant items must be listed, record conversations and communications with project designers, building and permit granting authority officials. HOURS REGULAR 1.5X 2X TIME IN TIME OUT MEALFEffiOD*(11ME) 8 6:30 am 1 pm 9 a - 9:30 am Mileage 0 Expenses Reinforced 0 Concrete Placement El Masonry CMU o Pre/PostTension iof2groul data sheet Batch Plant ____________ 0 Quality Control ____________ 0 Framing DESCRIPTION OF WORK INSPECTED On site to observe construction of 12" CMU generator enclosure at loading dock area. Work is proceeding as per plan sheets SI01, details A,B,C and details 1,4; and S701 typical foundation and CMU sections and details. Typical CMU wall reinforcing steel is as follows: #7 vertical @ 8" OCEF; #4 horizontal @ 24" OCEF, wall opening lintel rebar as per schedule detail 151S701; Rebar double curtain, detail 11/S701; rebar at intersection and corner, detail 13/S701; CMU wall control joint, detail 14/S701. Verified reinforcing steel clearances to cell wall is as per detail 1 1/S701. Verified size, grade lap and locations of reinforcing steel is as per plans. Laying of courses 21 to 28 for 2nd lift grouting is complete as per RFI #8, high lift grouting approval. Verified clean out sections of CMU cells were fully filled with grout after removal of form work. Observed the placement and consolidation of 15 cu. yds. Of grout, mix design 1418253, submittal #18-SC-0036601, supplied by Cemex. Made 4 - 3"x3"x6" grout prism samples from 2nd lift, courses 21 to 28 for compressive strength testing. Data sheet to be included with this daily report. Work observed is complete and to the best of my knowledge is in general conformance with proved plans, specifications and code. MIX USED DESIGN SLUMP ADMIXTURE DESIGN PSI CUBIC YARDS SPECIMENS 1418253 8"-11" 2000@28 15 4- 3" x 6" CERTIFICATION OF COMPLIANCE All Inspections based on minimum of 4 hours and over 4 hours — - The WORK Was inspected in accordance with the 8 hours minimum. If inspector is called to aproJec9d no work Is waslwas not performed, a 2-hour minimum char will _ap requirements of the Carlsbad approved documents. (OSA. OSHPD. city, o1 The WORK INSPECTEDMet the requirements of the MdM not mo Approved / Authorized by On-site entative Carlsbad approved documents. tDSA.OSHPD. City. elm Submitted by MATERIAL SAMPLING Was performed in accordance Twining Consulting, Inc. was Iwas not INJA with Carlsbad approved documents, IDSA, OSHPD. City. ei Inspector Name Inspector Signature Inspector ID / Lic. 4 ICC 5268991 IF J Additional Page (page #) CM 1 of 2 grout data sheet I This report will be distributed to the architect, engineer, client, and governing jurisdiction (e.g. DSA) as required by applicable codes and project documents. I 1% 'TWINING DATA SHEET FOR COMPRESSION TESTING OF MOLDED SPECIMENS TC JOB NO: 180888.2 IDSA FILE NO: '. IPERMIT/OSHPDIDSAAPPL NO:CBC2OI7-0532 TYPE: [CONCRETE Eli [SHOTCRETE [1 1 [GUNITE [GROUT [hi [MORTAR Eli OTHER: CLIENT: JOB NAME: Optum Rx Upgrades ADDRESS: 2858 E Loker Ave. Carlsbad 92010 CONTRACTOR: Bingham Construction ARCHITECT: RSP Architects SUBCONTRACTOR: Modern Masonry ENGINEER: MHP Structural Engineers CONCRETE SUPPLIER: Cemex BATCH PLANT LOCATION: 4383A MIX USED: 1418253,3/8" pea gravel -[SPEC. STRENGTH psi: @28 DAYS: 2000 IOTHER AGE: LOCATION OF PLACEMENT (in structure): 2nd, final lift, courses 21 to 28 PLASTIC PROPERTIES SPECIFIED MEASURED WATER ADDED AT SITE, gallon: N/A SLUMP, in: 811-111. LOAD NO: I TICKET NO: 28083553 AIR CONTENT, %: DATE CAST: 11-05-18 TIME CAST: 11:30 am DENSITY, pcf: NO. OF SPECIMENS CAST: 4 SAMPLED FROM: CHUTE U HOSE 0 AMBIENT TEMP, "F: 1 70 deg. TEST AGES: 7,28,28,H CONCRETE TEMP, "F: MADE BY: Mike Obuhanych SHAPE SIZE: check one) REPRESENTING CO: Twining Consulting Cylinders 6X12"D 4-x8- E] 2'x4" Dottier: DELIVERED BY: Cubes 2'x2"x2" Other REPRESENTING CO: Prisms / 3'x3'x6' Other: RECEIVED ON: AGE 7 DAYS 28 DAYS 28 DAYS TEST DATE SPECIMEN NO. DIMENSIONS, in. CROSS SECT. AREA, sq.in. L/D or hp/tp CORRECTION FACTOR MAXIMUM LOAD, Ibf COMPR. STRENGTH, psi CORR. COMPR. STR, psi TYPE OF FRACTURE TESTED BY AVERAGE: at age: days Reviewed by: i 41 i.::i:. :: : : : : LAB ID STICKER . . ...................... . ,..... ............. TEST RESULTS [COMPLYEJ I [DO NOT COMPLY J J WITH SPECIFIED STRENGTH ASTM STANDARD: ASTM C476 1EQUIPMENT NO: REMARKS I SPECIMEN CONDITIONING: Batch Time: Mix Time 1% "TWINING Irvine Corporate Office: 949.336.4325 CONSULTING Long Beach I San Bernardino I San Diego I Ventura I www.twiningconsulting.com CONCRETE I MASONRY I WOOD FRAMING Testing & Inspection Report INSPECTOR CODE OBUHM JOB NUMBER 180888.2 DATE 11-02-18 I OM OT Ow OT OF OS Os Joe NAIE Optum_Rx_Upgrades ADDRESS 2858 E Loker Ave. Carlsbad OSAAPPLWOSHPD!PERMff C CBC20I7-0532 GENERAL CONTRACTOR Bingham Construction JURISDICTION City of Carlsbad ARCHITECT RSP Architects ENGINEER MHP Structural Eng. I SUBCONTRACTOR (rlany) Modern Masonry I REQUIREMENTS: Limit one job number, one permit number per sheet. Identify all work by type and SPECIFIC location. Each joint must the specifically identified for SSW/HSbolt inspection. Non-compliant work must be specifically identified. Communication (RFI. Sketch. etc.) voiding previous non-compliant items must be listed, record conversations and communications with project designers, building and permit granting authority officials. HOURS REGULAR 1.5X 2X TIME IN TIME OUT MEALPERIOD5(IIME) 8 6:30 am 12 pm 9- 9:30 am El Mileage 0 Expenses Reinforced 0 Concrete Placement ___________F Masonry CMU o Pre/Post Tension _ Batch Plant ____________ 0 Quality Control ____________ 0 Framing DESCRIPTION OF WORK INSPECTED On site to observe construction of 12" CMU generator enclosure at loading dock area. Work is proceeding as per plan sheets S101, details A,B,C and details 1,4; and S701 typical foundation and CMU sections and details. Typical CMU wall reinforcing steel is as follows: #7 vertical © 8" OCEF; #4 horizontal @ 24" OCEF, wall opening lintel rebar as per schedule detail 15/S701; Rebar double curtain, detail 11 /S701; rebar at intersection and corner, detail 131S701; CMU wall control joint, detail 141S701. Verified reinforcing steel clearances to cell wall is as per detail I 1/S701. Verified size, grade lap and locations of reinforcing steel is as per plans. Observed the laying of 2nd, final lift, courses 25 to 28. Work observed is ongoing. MIX USED DESIGN SLUMP ADMIXTURE DESIGN PSI CUBIC YARDS SPECIMENS CERTIFICATION OF COMPLIANCE All Inspections based on minimum of 4 hours and over 4 hours - The WORK Was inspected in accordance with the 8 hours minimum. If inspector is called to a project and no work is lwas was not performed, a 2-hour minimum charge will be flippile.4. requirements of the Carlsbad approved documents. - (DSA. OSHPD, City, at-. 0~0 The WORK INSPECTED met the requirements of the m4Idid not meet Approved / Authorized by On-Site Representative Carlsbad approved documents. IDEA. OSHPD. Cfty. el Submitted by MATERIAL SAMPLING N/A performed in accordance Twining Consulting. Inc. was Iwas noilNlA with Carlsbad approved documents. IDSA. OSHPD. City. etc. Inspector Name 0 Additional Page (page #) CM Inspector Signature Inspector ID/ Lic. # ICC 5268991 I This report will be distributed to the architect, engineer, client, and governing jurisdiction (e.g. DSA) as required by applicable codes and project documents. I 1% "TWINING Irvine Corporate Office: 949.336.4325 CONSULTING Long Beach I San Bernardino I San Diego I Ventura I www.twiningconsulting.com CONCRETE I MASONRY / WOOD FRAMING Testing & Inspection Report INSPECrOR CODE OBUHM I JOB NUMBER 180888.2 DATE 11-01-18 I OM OT OW ®T OF OS OS Joe NAME Optum_Rx_Upgrades ADDRESS 2858 E Loker Ave. Carlsbad DSAAPPL.*IOSHPDIPERMIT5 CBC2017-0532 GENERALCONTRAcTOR Bingham Construction JURISDICTION City of Carlsbad ARCHITECT RSP Architects IENGINEER MHP Structural Eng. BCONTRACTOR (If any) Modern Masonry I REQUIREMENTS: Limit one job number, one permit number per sheet. Identify all work by type and SPECIFIC location. Each joint must the specifically identified for SSW/H: bolt inspection. Non-compliant work must be specifically identified. Communication (AFI, Sketch, etc.) voiding previous non-compliant items must be listed, record conversations and communications with project designers, building and permit granting authority officials. HOURS REGULAR 1.5X 2X TIME IN TIME OUT MEALPEOD°(I1ME) 8 6:30 am 2 pm 9-9:30 am Mileage 0 Expenses Reinforced 0 Concrete Placement ____________ El Masonry CMU o Pre/Post Tension lol2 Mortar date Sheet Batch Plant ____________ 0 Quality Control ____________ 0 Framing DESCRIPTION OF WORK INSPECTED On site to observe construction of 12" CMU generator enclosure at loading dock area. Work is proceeding as per plan sheets SIOI, details A,B,C and details 1,4; and S701 typical foundation and CMU sections and details. Typical CMU wall reinforcing steel is as follows: #7 vertical @ 8" OCEF; #4 horizontal @ 24" OCEF, wall opening lintel rebar as per schedule detail 15/S701; Rebar double curtain, detail I 1/S701; rebar at intersection and corner, detail 13/S701; CMU wall control joint, detail 14/S701. Verified reinforcing steel clearances to cell wall is as per detail 11/S701. Verified size, grade lap and locations of reinforcing steel is as per plans. Observed the laying of 2nd, final lift, of courses 21 to 25. Made 4- 2" x 4" mortar samples (Spec Mix Type S, City of LA RR#24968) from 2nd final lift, course 22, for compressive strength testing. Data sheet to be included with this daily report. Work observed is ongoing. MIX USED DESIGN SLUMP ADMIXTURE DESIGN PSI CUBIC YARDS SPECIMENS Spec Mix Type S N/A N/A 1500 N/A 4-2'x4' CERTIFICATION OF COMPLIANCE All inspections based on minimum of 4 hours an over 4 hours - The WORK Was inspected in accordance with the 8 hours minimum. If inspector is called to a proj Ct 0 work is waslwaa not performed, a 2-hour minimum charge ill be a e requirements of the Carlsbad approved documents. - (OSA. OSHPD. City. e1 The WORK INSPECTEDMet the requirements of the melednolmee Approved / Authorized by Site Representative Carlsbad approved documents. . (DSA.OSHPD.Clty, etc. Submitted by MATERIAL SAMPLING Was performed in accordance - Twning Consulting. Inc. woOl was not INlA with Carlsbad approved documents, IOSA, OSHPD. Coy. nic Inspector Name ________ Inspector Signature/gm Ii 01 1 '6 Inspector ID / Uc. # ICC 5268991 IJ Additional Page (page #) CM I of 2 mortar data sheet I This report will be distributed to the architect, engineer, client, and governing jurisdiction (e.g. DSA) as required by applicable codes and project documents. I 1% 'TWINING 11111111R,11411% 1hIc] DATA SHEET FOR COMPRESSION TESTING OF MOLDED SPECIMENS TC JOB NO: 180888.2 IDSA FILE NO: IPERMIT/OSHPD/DSA APPL NO: CBC2017-0532 TYPE: [CONCRETE [7] [SHOTCRETE [1 [GUNITE [ii [GROUT [7] [MORTAR I71 OTHER: CLIENT: JOB NAME: Optum Rx Upgrades ADDRESS: 2858 E Loker Ave. Carlsbad 92010 CONTRACTOR: Bingham Construction ARCHITECT: RSP Architects SUBCONTRACTOR: Modern Masonry ENGINEER: MHP Structural Engineers CONCRETE SUPPLIER: N/A I BATCH PLANT LOCATION: N/A MIX USED: Spec Mix Type S ISPEC. STRENGTH psi: @28 DAYS: 1500 IOTHER AGE: LOCATION OF PLACEMENT (in structure): Final low lift, course 21 PLASTIC PROPERTIES SPECIFIED MEASURED WATER ADDED AT SITE, gallon: N/A SLUMP, in: LOAD NO: N/A TICKET NO: N/A AIR CONTENT, %: DATE CAST: 11-01-18 TIME CAST:8 am DENSITY, pcf: NO. OF SPECIMENS CAST: 4 SAMPLED FROM: CHUTE N HOSE 0 AMBIENT TEMP, F: 62 deg. TEST AGES: 7,28,28,H CONCRETE TEMP, F: MADE BY: Mike Obuhanych SHAPE SIZE: check one) REPRESENTING co: Twining Consulting Cylinders / 6"X12'EJ 4'x8'D 2'x4" EZI Other: DELIVERED BY: Cubes 2"x2"x2' Other REPRESENTING CO: Prisms 3x3"x6" Other: RECEIVED ON: AGE 7 DAYS 28 DAYS 28 DAYS TEST DATE SPECIMEN NO. DIMENSIONS, in. CROSS SECT. AREA, sq.in UD or hp/tp CORRECTION FACTOR MAXIMUM LOAD, Ibf COMPR. STRENGTH, psi CORR. COMPR. STR, psi TYPE OF FRACTURE TESTED BY AVERAGE: at age: days Reviewed by: z.i.i. LAB ID STICKER } ........ , , , i,.................... ........ TEST RESULTS [COMPLY E] ] [DO NOT COMPLY Di WITH SPECIFIED STRENGTH ASTM STANDARD 1EQUIPMENT NO REMARKS! SPECIMEN CONDITIONING: Batch Time: Mix Time: 1% "TWINING Irvine Corporate Office: 949.336.4325 CONSULTING Long Beach J San Bernardino I San Diego I Ventura I www.twiningconsulting.com CONCRETE I MASONRY I WOOD FRAMING Testing & Inspection Report INSPECTOR CODE OBUHM I JOB NUM13ER 180888.2 DATE 10-31-18 OM OT ®W OT OF OS OS 711 NAME Optum_Rx_Upgrades ADDRESS 2858 E Loker Ave. Carlsbad DSAAPPLCIOSHPDjPERMIT# CBC201 7-0532 GENERAL CONTRACTOR Bingham Construction JURISDICTION City of Carlsbad ARCHITECT RSP Architects IENGINEER MHP Structural Eng. SUBCONTRACTOA(iIany) Modern Masonry I REQUIREMENTS: Limit one job number, one permit number per sheet. Identify all work by type and SPECIFIC location. Each joint must the specifically identified for SSWIHS bolt inspection. Non-compliant work must be specifically identified. Communication (RFI, Sketch, etc.) voiding previous non-compliant items must be listed, record conversations and communications with project designers, building and permit granting authority officials. HOURS REGULAR 1.5X 2X TIME IN TIME OUT MEALPEOD5(1IME) 8 1 6:30 am 3:30 pm 9:30 - 10 am Mileage 0 Expenses Reinforced 0 concrete Placement ____________GI Masonry CMU o Pre/Post Tension lof2groutdatasheeI Batch Plant ____________ 0 Quality control ____________ 0 Framing DESCRIPTION OF WORK INSPECTED On site to observe construction of 12" CMU generator enclosure at loading dock area. Work is proceeding as per plan sheets SIOI, details A,B,C and details 1,4; and S701 typical foundation and CMU sections and details. Typical CMU wall reinforcing steel is as follows: #7 vertical @ 8" OCEF; #4 horizontal © 24" OCEF, wall opening lintel rebar as per schedule detail 15/S701; Rebar double curtain, detail 11/S701; rebar at intersection and corner, detail 13/S701; CMU wall control joint, detail 14/S701. Verified reinforcing steel clearances to cell wall is as per detail 11/S701. Verified size, grade lap and locations of reinforcing steel is as per plans. Laying of courses 1 to 20 for first high lift grouting is complete as per RFI #8, high lift grouting with Sika Grout Aid admixture. Verified that clean outs at vertical reinforcing steel cells for high lift grouting have been properly cleaned prior to closing. Observed the placement and consolidation of 35 cu. yds. Of grout, mix design 1418253, submittal #18-SC-0036601, supplied by Cemex. Sika Grout Aid water reducer added to each load (Mfgr good till date 03-2019), 1 bag per truck. Made 4- 3"x3"x6" grout prism samples from 1st high lift, courses I to 20, for compressive strength testing. Data sheet to be included with this daily report. Work observed is complete and to the best of my knowledge is in general conformance with proved plans, specifications and code. MIX USED DESIGN SLUMP ADMIXTURE DESIGN PSI CUBIC YARDS SPECIMENS 1418253 W -11" Sika Grout Aid 2000@28 35 4- 3" x 6" CERTIFICATION OF COMPLIANCE All inspections based on minimum of 4 hours and ov hours - The WORK Was inspected in accordance with the 8 hours minimum. If inspector is called to a pr jec and work is waelwae not performed, a 2-hour minimum char e will be pp ed. requirements of the Carlsbad approved documents. (OsA. OSHPD. CII etc. The WORK INSPECTED Met the requirements of the mIed flat mae Approved /Authorized by n-Site Representative Carlsbad approved documents. (DSA. OSHPO. City. etc. Submitted by MATERIAL SAMPLING Was performed in accordance Twining Consulting, Inc. was l was f1011NiA with_Carlsbad approved documents. IDSA. OSHPD. City. sic. MikAq$Ai Inspector Name _________________________ Inspector Signature Inspector ID / Lic. # ICC 5268991 % Additional Page (page #) CM 1 of 2 grout data sheet I This report will be distributed to the architect, engineer, client, and governing jurisdiction (e.g. DSA) as required by applicable codes and project documents. I 1% 'TWINING CONSULTING DATA SHEET FOR COMPRESSION TESTING OF MOLDED SPECIMENS TC JOB NO: 180882.2 IDSA FILE NO: IPERMlTIOSHPD/DSA APPL NO: CBC2017-0532 TYPE: [CONCRETE ri [SHOTCRETE El i [GUNITE []] [GROUT [Il j [MORTAR []) OTHER: CLIENT: JOB NAME: Optum Rx Upgrades ADDRESS: 2858 E Loker Ave. Carlsbad 92010 CONTRACTOR: Bingham Construction ARCHITECT: RSP Architects SUBCONTRACTOR: Modern Masonry ENGINEER: MHP Structural Engineers CONCRETE SUPPLIER: Cemex BATCH PLANT LOCATION: 4383A MIX USED: 1418253, 3/811 pea gravel ISPEC. STRENGTH psi: © 28 DAYS: 2000 IOTHER AGE: LOCATION OF PLACEMENT (in structure): First high lift, courses I to 20 PLASTIC PROPERTIES SPECIFIED MEASURED WATER ADDED AT SITE, gallon: N/A SLUMP, in: 8" - 11" LOAD NO: 3 TICKET NO: 28075438 AIR CONTENT, %: DATE CAST: 10-31-18 TIME CAST: 1:30 pm DENSITY, pcf: NO. OF SPECIMENS CAST: 4 SAMPLED FROM: CHUTE U HOSE 0 AMBIENT TEMP, "F: 72 deg. TEST AGES: 7,28,28,H CONCRETE TEMP, "F: MADE BY: Mike Obuhanych SHAPE SIZE: check one) REPRESENTING co: Twining Consulting Cylinders 6"X12" E] 4"x8" 0 2"x4" Other: DELIVERED BY: Cubes 2"x2"x2" Other REPRESENTING CO: Prisms / 3"x3"4" Other: RECEIVED ON: AGE 7 DAYS 28 DAYS 28 DAYS TEST DATE SPECIMEN NO. DIMENSIONS, in. CROSS SECT. AREA, sq.in LID or hpltp CORRECTION FACTOR MAXIMUM LOAD, Ibf COMPR. STRENGTH, psi CORR. COMPR. STR, psi TYPE OF FRACTURE TESTED BY AVERAGE: at age: days Reviewed by: LAB ID STICKER , , ., ..... .... .. ,J...E...E...i...L..L..i...i...i...i..J....... TEST RESULTS [COMPLYD J[DO NOT COMPLY Di WITH SPECIFIED STRENGTH ASTM STANDARD ASTM C476 1EQUIPMENT NO REMARKS! SPECIMEN CONDITIONING: Batch Time: Mix Time 1% "TWINING Irvine Corporate Office: 949.336.4325 CONSULTING Long Beach I San Bernardino I San Diego I Ventura I wwwtwiningconsulting.com CONCRETE I MASONRY I WOOD FRAMING Testing & Inspection Report INSPECTOR CODE OBUHM I JOB NUMBER 180882.2 DATE 10-30-18 I OM ®T Ow OT OF OS OS JOBNAME Optum_Rx_Upgrades ADDRESS 2858 E Loker Ave. Carlsbad DSAAPPLIIIOSHPD!PERMfl•S CBC2017-0532 GENERAL CONTRACTOR Bingham Construction JURISDICTION City of Carlsbad ARCHITECT RSP Architects ENGINEER MHP Structural Eng. I SUBCONTRAcTOR (if any) Modern Masonry I REQUIREMENTS: Limit one job number, one permit number per sheet. Identify all work by type and SPECIFIC location. Each joint must the specifically identified for SSWIHS bolt inspection. Non-compliant work must be specifically identified. Communication (RFI, Sketch, etc.) voiding previous non-compliant items must be listed, record conversations and communications with project designers, building and permit granting authority officials. HOURS REGULAR 1.5X 2X TIME IN TIME OUT MEALFEOD5(T1M 8 6:45 am 2 pm 9:30 - 10 am Mileage 0 Expenses CMU Reinforced ___________ 0 Concrete Placement El Masonry o Pre/Post Tension ___________ Batch Plant ____________ 0 Quality Control ____________ 0 Framing DESCRIPTION OF WORK INSPECTED On site to observe construction of 12" CMU generator enclosure at loading dock area. Work is proceeding as per plan sheets S101, details A,B,C and details 1,4; and S701 typical foundation and CMU sections and details. Typical CMU wall reinforcing steel is as follows: #7 vertical © 8" OCEF; #4 horizontal © 24" OCEF, wall opening lintel rebar as per schedule detail 15/S701; Rebar double curtain, detail 11/S701; rebar at intersection and corner, detail 13/S701; CMU wall control joint, detail 14/S701. Verified reinforcing steel clearances to cell wall is as per detail I IIS70I. Verified size, grade lap and locations of reinforcing steel is as per plans. Observed the laying of courses 18 to 20 for first high lift. All work is ongoing. MIX USED DESIGN SLUMP ADMIXTURE DESIGN PSI CUBIC YARDS SPECIMENS CERTIFICATION OF COMPLIANCE All inspections based on minimum of 4 hours and over 4 hours - The WORK Was inspected in accordance with the a 2-hour minimum char e requirements of the Carlsbad approved documents. 8 hours minimum. If inspector is calledW--edno performed, tOSA.OSHPD. Cily, eI The WORK INSPECTEDMet the requirements of the rmrra Approved /Authorized by Carlsbad approved documents. (DSA. OSHPD. CIIA etc. Submitted by MATERIAL SAMPLING N/A performed in accordance Twrnlng Consulting, Inc. waslwasnoilNlA with Carlsbad approved documents. (OSA. OSHPD. dIv. ala Mik,ihny Inspector Name Inspector Signature Inspector ID / Lic. # ICC 5i68991 0 Additional Page (page #) CM I This report will be distributed to the architect, engineer, client, and governing jurisdiction (e.g. DSA) as required by applicable codes and project documents. I 1% "TWINING Irvine Corporate Office: 949.336.4325 CONSULTING Long Beach I San Bernardino I San Diego I Ventura I www.twiningconsulting.com CONCRETE I MASONRY / WOOD FRAMING Testing & Inspection Report INSPECTOR CODE OBUHM I J013 NUMBER 180882.2 DATE 10-29-18 I ®M OT OW OT OF OS OS JOBNAME Optum_Rx_Upgrades DSA FILE 41OSHPD INCA ADDRESS 2858 E Loker Ave. Carlsbad DSAAPPLSIOSHPDIPERMIT4i CBC201 7-0532 GENERAL CONTRACTOR Bingham Construction JURISDICTION City of Carlsbad ARCHITECT RSP Architects ENGINEER MHP Structural Eng. I 5UBCONTRACTOR(itany) Modern Masonry I REOUIREMENTS: Limit one job number, one permit number per sheet. Identify all work by type and SPECIFIC location. Each joint must the specifically identified for SSW/HS bolt inspection. Non-compliant work must be specifically identified. Communication (RFI, Sketch, etc.) voiding previous non-compliant items must be listed, record in, and communications with project designers, building and permit granting authority Officials. HOURS REGULAR 1.5X . 2X TIME IN TIME OUT MEALPEOD(T1ME) 8 6:30 am 2 pm 9- 9:30 am Mileage 0 Expenses Reinforced 0 Concrete Placement ___________El Masonry CMU o Pre/Post Tension Batch Plant - 0 Quality Control ____________ 0 Framing DESCRIPTION OF WORK INSPECTED On site to observe construction of 12" CMU generator enclosure at loading dock area. Work is proceeding as per plan sheets S101, details A,B,C and details 1,4; and S701 typical foundation and CMU sections and details. Typical CMU wall reinforcing steel is as follows: #7 vertical @ 8" OCEF; #4 horizontal @ 24" OCEF, wall opening lintel rebar as per schedule detail 15/S701; Rebar double curtain, detail 11/S701; rebar at intersection and corner, detail 13/S701; CMU wall control joint, detail 141S701. Verified reinforcing steel clearances to cell wall is as per detail 11/S701. Verified size, grade lap and locations of reinforcing steel is as per plans. Observed the laying of courses 10 to 17 for first high lift. Observed the placement of clean outs at vertical reinforcing steel cells for high lift grouting. Procured 4 - 2" x 4" mortar samples (Spec Mix Type S, City of LA RR#24968) for compressive strength testing. Mortar sample taken from courses 9-10. Data sheet to be included with this daily report. All work is ongoing. MIX USED DESIGN SLUMP ADMIXTURE DESIGN PSI CUBIC YARDS SPECIMENS Spec Mix Type S N/A N/A 1500 @ 28 N/A 4- 2' x 4' CERTIFICATION OF COMPLIANCE All inspections based on minimum of 4 hours an over 4 hours - The WORK Was inspected in accordance with the 8 hours minimum. If inspector is called to a proj t a ork is was lwac not performed, a 2-hour minimum charg II be a r requirements of the Carlsbad approved documents. tOSA. OSHPD, CiItc etc. The WORK INSPECTED Met the requirements of the Approved / Authorized by On-Site tative M ldid not meet Carlsbadapproved documents. - (OSA. OSHPD. Cily, etc. Submitted by MATERIAL SAMPLING Was performed in accordance Twining Consulting. Inc. waslwasnoilNlA with Carlsbad approved documents. IDSA. OSHPO, Cliv. Ste - MiVy Inspector Name ____________________________________ Inspector Signature c 1 11 Inspector ID / Lic. # III Additional Page (page #) CM I of 2 See Mortar data sheet I This report will be distributed to the architect, engineer, client, and governing jurisdiction (e.g. DSA) as required by applicable codes and project documents. I 1% 'TWINING E.t'JiII DATA SHEET FOR COMPRESSION TESTING OF MOLDED SPECIMENS TC JOB NO: 180882.2 IDSA FILE NO: IPERMIT/OSHPD/DSAAPPL NO: TYPE: [CONCRETE []J [SHOTCRETE [] I (GUNITE [ii [GROUT Ti [MORTAR I71i OTHER: CLIENT: JOB NAME: Optum Rx Upgrades ADDRESS: 2858 E Loker Ave. Carlsbad 92010 CONTRACTOR: Bingham Construction ARCHITECT: RSP Architects SUBCONTRACTOR: Modern Masonry ENGINEER: MHP Structural Engineers CONCRETE SUPPLIER: N/A BATCH PLANT LOCATION: N/A MIX USED: Spec Mix Type S ISPEC. STRENGTH psi: @28 DAYS: 1500 IOTHER AGE: LOCATION OF PLACEMENT (in structure): First high lift, course 9-10 PLASTIC PROPERTIES SPECIFIED MEASURED WATER ADDED AT SITE, gallon: N/A SLUMP, in: LOAD NO: N/A TICKET NO: N/A AIR CONTENT, %: DATE CAST: 10-29-18 TIME CAST: 8 am DENSITY, pcf: NO. OF SPECIMENS CAST: 4 SAMPLED FROM: CHUTE 0 HOSE 0 AMBIENT TEMP. °F: 54 deg. TEST AGES: 7,28,28,H CONCRETE TEMP. °F: MADE BY: Mike Obuhanych SHAPE SIZE: check one) REPRESENTING CO: Twining Consulting Cylinders / 6"X12" 0 4"x8"LJ 2'x4" 123 Other: DELIVERED BY: Cubes 2"x2"x2" Other REPRESENTING CO: Prisms 3"x3"x6" Other: RECEIVED ON: AGE 7 DAYS 28 DAYS 28 DAYS TEST DATE SPECIMEN NO. DIMENSIONS, in. CROSS SECT. AREA, sq.in LID or hp/tp CORRECTION FACTOR MAXIMUM LOAD, lbf COMPR. STRENGTH, psi CORR. COMPR. STR, psi TYPE OF FRACTURE TESTED BY AVERAGE: at age: days Reviewed by: LAB ID STICKER ll , , , .. TEST RESULTS [COMPLY[—] I [DO NOT COMPLY 3 J WITH SPECIFIED STRENGTH!: ASTM STANDARD: EQUIPMENT NO: REMARKS I SPECIMEN CONDITIONING: Batch Time: City of LA RR#24968 1% "TWINING Irvine Corporate Office: 949.336.4325 CONSULTING Long Beach I San Bernardino I San Diego I Ventura I www.twiningconsulting.com CONCRETE I MASONRY I WOOD FRAMING Testing & Inspection Report INSPECTOR CODE OBUHM JOBNUMBER 180882.2 I DATE 10-26-18 I OM OT Ow OT ®F OS OS JOBNAME Optum_Rx_Upgrades ADDRESS 2858 E Loker Ave. Carlsbad DSAAPPL#IOSHPOIPERMITS CBC20I7-0532 GENERAL CONTRACTOR Bingham Construction JURISDICTION City of Carlsbad ARCHITECT RSP Architects ENGINEER MHP Structural Eng. I SUBCONTRACTOR ffany) Modern Masonry I REQUIREMENTS: Limit one job number, one permit number per sheet. Identify all work by type and SPECIFIC location. Each joint must the specifically identified for SSW/HS bolt inspection. Non-compliant work must be specifically identified. Communication (RFI, Sketch, etc.) voiding previous non-compliant items must be listed, record conversations and Communications with project designers, building and permit granting authority officials. HOURS REGULAR 1.5X 2X TIME IN TIME OUT MEALPERIOD*(flME) 8 6:30 am 2 pm 9:30 - 10 am Mileage 0 Expenses Reinforced 0 Concrete Placement El Masonry _CMU 0 Pre/Post Tension ____________ Batch Plant ____________ 0 Quality Control ____________ 0 Framing DESCRIPTION OF WORK INSPECTED On site to observe construction of 12" CMU generator enclosure at loading dock area. Work is proceeding as per plan sheets Si 01, details A,B,C and details 1,4; and S701 typical foundation and CMU sections and details. Typical CMU wall reinforcing steel is as follows: #7 vertical @ 8" OCEF; #4 horizontal © 24" OCEF, wall opening lintel rebar as per schedule detail 15/S701; rebar double curtain, detail I 11S701; rebar at intersection and corner, detail 13/S701; CMU wall control joint, detail 14/S701. Verified reinforcing steel clearances to cell wall is as per detail I 11S701. Verified size, grade lap and locations of reinforcing steel is as per plans. Observed the laying of courses 3 to 9 for first high lift. Observed the placement of clean outs at vertical reinforcing steel cells for high lift grouting. All work is ongoing. MIX USED DESIGN SLUMP ADMIXTURE DESIGN PSI CUBIC YARDS SPECIMENS CERTIFICATION OF COMPLIANCE All Inspections based on minimum of 4 hours and over 4 hours — The WORK Was inspected in accordance with the 8 hours minimum. If inspector is called to a project and no work is wasiwae not performed, a 2-hour minimum charge will be appl d. requirements of the Carlsbad approved documents. (OSA. CSHPD, Cii etc The WORK INSPECTEDMet the requirements of the MUM not meet Approved/ Authorized by-on-Site Representative Carlsbad approved documents. (OSA, OSHPD. City, 61C. . MATERIAL SAMPLING Was performed in accordance Submitted by Twining Consulting. Inc. wa.IwaenOIINlA with Carlsbad approved documents. IDSA. OSHM City. etc Inspector Name _ M 4 Inspector Signature Inspector ID / Lic. # G C 5268991 0 Additional Page (page #) CM I This report will be distributed to the architect, engineer, client, and governing jurisdiction (e.g. DSA) as required by applicable codes and project documents. - sIL) Copy 00 City of Carlsbad "TWINING Irvipora$ 0Jy949336•4325 CONSULTING Long Beach I San Bernardino San Diege'j.ventura I www.twiningconsulting.corn WILDING CONCRETE / MASONRY I WOOD FRAMING DIVISION Testing & Inspection Report INSPECTOR CODE OBUHM JORNUMBER 180882.2 I DATE 10-25-18 I OM OT OW ®T OF OS OS Optum_Rx_Upgrades OSA FILE #IOSHPD INCA ADDRESS 2858 E Loker Ave. Carlsbad OSAAPPLSIOSHPDIPERMITE CBC20I 17-0532 GENERAL CONTRACTOR Bingham Construction JURISDICTION City of Carlsbad ARCHITECT RSP Architects ENGINEER M H P Structural Eng. I SUBcONrRACTORWanY) Modern Masonry REQUIREMENTS: Limit one job number, one permit number per sheet. Identify all work by type and SPECIFIC location. Each joint must the specifically Identified for SSW/HS bolt inspection. Non-compliant work must be specifically identified. Communication (FIR, Sketch, etc.) voiding previous non-compliant items must be listed, record conversations and communications with project designers, building and permit granting authority officials. HOURS REGULAR 1.5X 2X TIME IN TIME OUT MEALPEOD°(T1ME) 8 7am 2:15 pm 9:30-10am Mileage 0 Expenses Reinforced 0 Concrete Placement Masonry CMU 0 Pre/Post Tension 1012. Wrier dab sheet Batch Plant ____________ 0 Quality Control ____________ 0 Framing DESCRIPTION OF WORK INSPECTED On site to observe construction of 12" CMU generator enclosure at loading dock area. Work is proceeding as per plan sheets SIOI, details A,B,C and details 1,4; and S701 typical foundation and CMU sections and details. Typical CMU wall reinforcing steel is as follows: #7 vertical © 8" OCEF; #4 horizontal © 24" OCEF, wall opening lintel rebar as per schedule detail 15/S701; Rebar double curtain, detail 11/S701; rebar at intersection and corner, detail 131S701; CMU wall control joint, detail 14/S701. Verified reinforcing steel clearances to cell wall is as per detail I 1/S701. Verified size, grade lap and locations of reinforcing steel is as per plans. Observed the laying of courses I to 3 for first high lift. Observed the placement of clean outs at vertical reinforcing steel cells for high lift grouting. Procured 4 - 2" x 4" mortar samples (Spec Mix Type S) for compressive strength testing. Data sheet to be included with this daily report. All work is ongoing. MIX USED DESIGN SLUMP ADMIXTURE DESIGN PSI CUBIC YARDS SPECIMENS Spec Mix Type S N/A N/A 1500 @ 28 N/A 4- 2' x 4' CERTIFICATION OF COMPLIANCE All inspections based on minimum of 4 hours and over 4 hours - The WORKWas inspected in accordance with the 8 hours minimum. If inspector is called to a projet and no work is waelwao rot performed, a 2-hour minimum charge will be ap lied requirements of the Carlsbad approved documents. (DEA. . OSHPO. C(IW. et The WORK INSPECTED _met the requirements of the m lthd fbI me Approved /Authorized by On-Site Representative Carlsbad approved documents. (OSA. OSHPD. Ciiy. 0I Submitted by MATERIAL SAMPLING Was performed in accordance TwInIng Consulting, Inc. was lwasf1011NIA with Carlsbad 'approved documents. (OSA. OSHPO. City, eIc Mik Inspector Name _____________________________________ Inspector Signature Jumna Inspector ID / Lic. # ICC 5268991 III Additional Page (page #) CM 1 of 2, Mortar data sheet I This report will be distributed to the architect, engineer, client, and governing jurisdiction (e.g. DSA) as required by applicable codes and project documents. I 1% "TWINING CONSULTING CONCRETE / MASONRY Testing & inspection Report Report #I 1 ltvine Corporate 0f11có 949.336.4325 Long Beach I San Bernardino I San Diego I Ventura I wwwtviningcoasuItincoin Jf °fif//Y ICMOTGWOTOS CS I REQUIREMENTS: Until one job number, one permInumberpersheeL IdenlifyaJlwwkby %ype and SPFC10ciacstiorAhachiow must the spedficaliy Identi Sad for SSW/HS bolt inspection. Non-compliant work must be specifically Identified. Communication (AFt, Sketch, etc.) venting previous non-compliant Items must be listed, record conversations and communications with project designers, building and pemtitgranthg authority officials. HOURS REGULAR I 1.5X I 2X I TIME IN I TlMFnIrr I ut emufnr%'naaaca I Mileage ID Expenses ilf1011lB5ltS taken, coinpiefe eppreprialeeeclian belew Reinforced 4(1 jJ6.) 0 Concrete Placement 0 Masonry 0 Pre/Post Tension__________ Batch Plant Quality control_ 1EeSIc) . ') ECFIIPTIONOF WORK INSPECTED 12 Reason "16 Meal" was taken: Approved/Authorized by: MIX USED DESIGN SLUMP ADMIXTURE DESIGN PSI CUBIC YARDS j SPECIMENS CERTiFICATION OF COMPLiANCE The WORK inspected in accordance with the requirements of the( approved documents. The WORK INSPECTED_ miii the requirements of the approved documents. MATERIAL. SAMPLING performed In accordance NiIh I.. approved documents. Inspector Name Inspector Signature inspector ID / Lic. It All inspections based on minImum of 4 hours and over I hours - 8 hours minimum. If Inspector Is called in a project and no work Is performed, a 2'hour minimum charge will be applied. Approved! Authorized by On-Site Represen!elive Submitted by - 0 Additional Page (page It) CM I This report wIll be lstributed to the architect, engineer, clIent, and governing jurisdiction (e.g. DSA) as required by applicable codes and project docuni] S. • Report # ". ........'TWINiNG............ CONSULTING Irvine Corporate Orlce 949.336.4325 Long Beach I San Bernardino J San Diego I Venture I wwwiwiningcousuhing.coin CONCRETE I MASONRY Testing & Inspection Report IT Y/7/J' ICMOTc&WOFOSCSI REOUiREMEIfl'S: Limit onejab nwTtha4 one pemk numberparaheol. idenlilyall work bjlpe and SPECiFICbcaUon Each folntnustthe spadfceliyfdonllliedfor fl SSW/HS bolt Inspection. Won-compliant emIt must be specifically Identified. Communication (RPI, SJetCII etc.) voiding previous non-compliant Items must be listed. I record conversations and comnenlcalions With preCt designers, building and permit granting uuthodty ofticialt _J HOURS REGtLAR I i.SX 2X I TIME I.4 I TIMEOUT I MEALPEOOfl1Mm I Mileage JO Expenses ______________________ It no meal IS faken coma1e epprepitile section below. fit Reinforced t gic(J Concrete Placement 0 Masonry -0 PreiPost Tension Jr Batch Plant______AlQualityConirpi DERIPTION OF WORK INSPECTED zLi'n- ,Y,, ,.fl. No MeaP was takers Approved /Authorized by: MIX USED I DESIGN SLUMP I ADMIXTURE I DESIGN PSI I CUBIC YARDS I SPECIMENS I CERTIFICATION OF COMPLIANCE The WORK inspected In accordance with the requirements of thece approved documents. The WORK INSPECTED the requirements of the toe, v poáalI.lc. approved documents. MATERIAL SAMPLING performed In accordance With0 _ approved documents.WL All inspections based on minimum 014 hours and over 4 hours - B hours m1ntm5m. If inspector Is called to a project and no work Is performed, a 2'hour minimum charge will be applied. Approved! Authorized by Submitted by -. 7wfraS5 ConsuItJ. Inc. Inspector Name _ - 0 Additional Page (page It) CM Inspector Signature Inspector ID! Lie. a ______________________________ This report will be istributed to the architect,engineer, client, and governing jurisdiction(e.g.DSA)asrequired byapplicablecodes and project documents.] 1% 'TWINING Concrete Test Report Twining, Inc. - San Diego Lab 15950 Bernardo Center Drive, Suite H San Diego, CA 92127 Ph: 858-974-3750 Fax: 858-974-3752 Report No: CTR:W02-18-06081 -Cl Date of Issue: 11/2012018 Issue No: I Customer: Twining Consulting Project No.: 180888,2 18011 Sky Park Circle, Suite J Permit No.: Irvine, CA, 92614 OSHPD: Project: TC - Optum Rx Fulfillment Center Redundancy Upgrades - Carlsbad DSA File #: 2858 Loker Avenue DSA AP #: Carlsbad, CA, Jurisdiction: Distribution: Approved Signatory: Robert Clevenger (Lab Manager) [Mix Data Supplier: Mar Con Plant: San Marcos Mix: 5530 MC Specified Design Strength (psi): 3000 at age 28 days WampleDetails - Date Sampled: 10/22/18 Date Received: 10/23/18 General Location: CMU Walls - UHC Footings Curing Method: One day Field/Laboratory Cure Field Cure Temp (°F) High: Low: Contractor: Bingham Construction Ticket no.: 126620 Truck No.: Load 4 Sampled By: TC - William (Bill) Bowen Submitted By: Ryan Powney Weather: After: Time in Truck (mins): i,C-ompf@Lssive Strength of Concrete Cylinders ASTMC 391 Specimen ID Date Tested Age Diameter Length Area Type of Maximum Load Fracture compressive (Days) (in) (in) (in) Cap (lbf) Type IRemarts Strength (psi) VV02-18-06081-11 10/29/18 7 4.00 8.00 12.57 U 42830 5 3410 W02-18-06081-12 11/19/18 28 4.00 8.00 12.57 U 54500 3 4340 W02-18-06081-13 11/19/18 28 4.00 8.00 12.57 U 54020 1 4300 W02-18-06081-14 11/19/18 28 4.00 8.00 12.57 U 53490 3 4260 W02-18-06081-15 Hold U Average 28 Day Compressive Strength (psi) 4300 Required Strength (psi) 3000 Remarks: 1. Sampling to ASTM C 172 Fracture Type: I = Resonably well-formed cones on both ends, 1 Specimen(s) prepared to ASTM C 31 Ti-Reasonably well-formed cones on ends, >1 in. of cracking thrgh caps, 3 Capping: B = Bonded ASTM C 617,1.1 = Unbonded ASTM C 1231 Columnar vertical cracking through both ends, 3 = T3-Columnar vertical Chute cracking thrgh both ends, no well-formed cones, 5 = Side fractures at top or bottom; common w/unbonded, 5 = T5-Side fractures at top or bottom (occur commonly with unbonded caps) The Material Tested IJ Complies 0 Does Not Comply With the Project Requirements Resells relate only to the items testedtnspected. AU reports remain the property of Twining. This report shall not be reproduced, except in full, without our prior written approval. Form No: 18947, Report No: CTR:Vg02-18O6O81.C1 @2000-2016 QESTLab by Spectra QEST.com Page 1 of 1 Specification: Measured Specified Slump (in): ASTM C 143 4.00 Air Temp (°F): 70 Concrete Temp (2F): ASTM c 1054 N/A Air Content (%) ASTM C 173 N/A Unit Weight (pcf): ASTM C 138 N/A Volume of Density Measure (ft): N/A Batch Size (yd°): Time Batched: Yd' Placed: Time Sampled: 09:00 Water Added (gal) Before: 5 Time Placed: 1% 'TWINING Concrete Test Report Twining, Inc. - San Diego Lab 15950 Bernardo Center Drive, Suite H San Diego, CA 92127 Ph: 858-974-3750 Fax: 858-974-3752 Report No: CTR:W02-18-06258-CI Date of Issue: 11/29/2018 Issue No: I Customer: Twining Consulting Project No.: 180888.2 18011 Sky Park Circle, Suite j Permit No.: Irvine, CA, 92614 OSHPD: Project: TC - Optum Rx Fulfillment Center Redundancy Upgrades - Carlsbad 2858 Loker Avenue DSA File #: Carlsbad, CA, . DSA AP #: Jurisdiction: Distribution: Aaron Wockenfuss [Client], Benito Caban (Other], Bruce Corzine [Architect), Jeff Bingham (General Contractor), Serena Chen [Structural Engineer] Approved Signatory: Robert Clevenger (Lab Manager) Mix Data Supplier: Spec Mix Plant: Onsite Mix Mix: type S Mortar Specified Design Strength (psi): 1500 at age 28 days affip!ePi! -- Date Sampled: 11/01/18 Specification: Date Received: 11/02/18 Measured Specified General Location: Final Low Lift Slump (in): ASTM C 143 N/A Sample Location: Course 21 Air Temp (°F): 62 Curing Method: One day Field/Laboratory Cure Concrete Temp (°F): ASTM c 1094 N/A Field Cure Temp (°F) High: Low: Air Content (%) ASTM C 173 N/A Contractor: Bingham Construction Unit Weight (pcf): ASTM C 138 N/A Ticket no.: N/A Truck No.: N/A Volume of Density Measure (ft'): N/A Sampled By: TC - Mike Obuhanych Batch Size (yd°): Time Batched: Submitted By: Ryan Powney Yd Placed: Time Sampled: 08:00 Weather: Water Added (gal) Before: Time Placed: After: Time in Truck (mins): lCompressive Strength of Molded Masonry Mortar Cylinders ASTM O Specimen ID Date Tested Age Diameter Length Area Type of cap Maxiüm Load Fracture Cresslve (Days) (in) (in) (In2) (Ibf) Type IRemarks Strength (psi) W02-18-06258-11 11/29/18 28 2.00 4.00 3.14 B 16300 1 5190 W02-18.06258-1.2 11/29/18 28 2.00 4.00 3.14 B 18020 1 5740 W02-18.06258-113 11/29/18 28 2.00 4.00 3.14 B 16730 1 5330 W02-18.06258-114 Hold B Average 28 Day compressive Strength (psi) 5420 Required Strength (psi) 1500 Remarks: Chute Fracture Type: I = Resonably well-formed cones on both ends, I = TI-Reasonably well-formed cones on ends, >1 in. of cracking thrgh caps The Material Tested IJ Complies 0 Does Not Comply With the Project Requirements Results relate only to the items testeditnspected. All reports remain the property of Twining. This report shall not be reproduced, except in full, without our prior written approval. Form No: 18947, Report No: CTR:2-18-06258-C1 0 2000-2016 QESTLab by Spectra QEST.com Page 1 of 1 1% 'TWINING Concrete Test Report Customer: Twining Consulting 18011 Sky Park Circle, Suite J Irvine, CA, 92614 Project: TC - Optum Rx Fulfillment Center Redundancy Upgrades - Carlsbad 2858 Loker Avenue Jurisdiction: Distribution: Aaron Wockenfuss (Client). Benito Caban (Other). Bruce Corzine (Architect). Jeff Bingham (General Contractor), Serena Chen (Structural Engineer) Twining, Inc. - San Diego Lab 15950 Bernardo Center Drive, Suite H San Dieao, CA 92127 Report No: CTR:W02-18-06228-CI Date of Issue: 11/29/2018 Issue No: I Project No.: 180888.2 Permit No.: OSHPD: DSA File #: DSAAP#: c Approved Signatory: Rebel Clevenger (Lab Manager) IMix Data Supplier: Cemex Plant: Mission Valley #4382 A/B Mix: Specified Design Strength (psi): 2000 at age 28 days mpte Details Date Sampled: 10/31/18 Specification: Date Received: 11/01/18 Measured Specified General Location: First High Lift Slump (In): ASTM C 143 N/A Sample Location: Courses Ito 20 Air Temp (°F): 72 Curing Method: One day Field/Laboratory Cure Concrete Temp (°F): ASTM C 1064 N/A Field Cure Temp (°F) High: Low: Air Content (%) ASTM C 173 N/A Contractor: Bingham Construction Unit Weight (pcf): ASTM c is N/A Ticket no.: 28075438 Truck No.: Load 3 Volume of Density Measure (ftn): N/A Sampled By: TC - Mike Obuhanych Batch Size (yd5): Time Batched: Submitted By: Ryan Powney Yd3 Placed: Time Sampled: 13:30 Weather: Water Added (gal) Before: Time Placed: After: Time in Truck (mins): ------,-.__ 'qompLessive Strength of sonry Grout Prisms ASTM C 10191 Specimen ID Date Tested Age Width (in) Height (in) Perntge Out of Plumb Maximum FactureCpressive (Days) Al A2 81 B2 1 2 3 4 1 2 3 4 Load (Ibf) TypeRemarks Strength (psi) W02-18-06228-11 11/28/18 28 3.47 3.45 3.69 3.68 6.02 5.88 5.88 6.01 0.0 0.0 0.0 0.0 36600 1 2870 W02-18-06228-1'.2 11/28118 28 •3.29 3.35 3.66 3.64 5.92 5.95 5.95 5.92 0.0 0.0 0.0 0.0 29390 1 2430 W02-18-06228-13 11/28/18 28 3.57 3.56 3.20 3.19 6.24 6.23 6.17 6.18 0.0 0.0 0.0 0.0 29740 1 2610 W02-18-06228-14 Hold - Average 28 Day Compressive Strength (psi) 2640 Required Strength (psi) 2000 Remarks: Chute . Fracture Type: I = Resonably well-formed cones on both ends, I = Ti-Reasonably well-formed cones on ends, >1 in. of cracking thrgh caps The Material Tested @ Complies 0 Does Not Comply With the Project Requirements Results relate only to the items testeddnspected. All reports remain the property of Twining. This report shall not be reproduced, except in toll, without our prior written approval. Form No: 18947, Report No: CTR:V4)2-18-06228-C1 @2000-2016 QESTLab by SpecIraQEST.com Page 1 of 1 1% 'TWINING CONSULTING RD CO%S ' Irvine Corporate 0ffic36.4325 q Long Beach San Bernardino I San Diego I Ventura I CONCRETE / MASONRY! WOOD FRAMING Testing & Inspection Report 10.001 INSPECTOR CODE Sraborn JOB NUMBER 180882.2 DATE 2018-12-03 OT Ow OT OF OS OS JOB NAME Optum DSA FILE WOSHPDINCA CBC 2017-0532 ADDRESS 2858 Loker Ave East, Carlsbad Ca OSAAPPLWOSHPD,PERMITS GENERAL CONTRACTOR Bingham Construction JURISDICTION San Diego Ca. ARCHITECT ASP ENGINEER MH p I SUBCONTRACTOR (ii any) REQUIREMENTS: Limit one job number, one permit number per sheet. Identify all work by type and SPECIFIC location. Each joint must the specifically identified for SSW/HS bolt inspection. Non-compliant work must be specifically identified. Communication (RFI, Sketch, etc.) voiding previous non-compliant items must be listed, record conversations and communications with project designers, building and permit granting authority officials. HOURS REGULAR 1.5X 2X TIME IN TIME OUT MALPERIOD(T1ME) 4 6:00am 9:00am II Mileage 88 0 Expenses IN Reinforced 0 Concrete Placement 0 Masonry 0 PrelPost Tension o Batch Plant ___________ II Quality Control___________ 0 Framing DESCRIPTION OF WORK INSPECTED Check in with Neil Alexander Observed the installation of a 615 Grade 60 reinforcement per S.101 Slab on Grade #4@18" EW per foundation note #12 Si 01 Slab edge per 2/S1 01, Guardrail Post per 5/si 01 and Stair on Grade per 4/si 01. All work approved for Placement of 4000 psi concrete scheduled for 7:00am Tuesday 12-04-18. No exceptions taken. MIX USED DESIGN SLUMP ADMIXTURE DESIGN PSI CUBIC YARDS SPECIMENS CERTIFICATION OF COMPLIANCE All inspections based on minimum of 4 hours and over 4 hours— The WORK was inspected in accordance with the 8 hours minimum. If inspector is called to a project and no work is waslwasnol performed, a 2-hour minimum charge will be applied. requirements of the city approved documents. (DSA. OSHPD. City. SW- The WORK INSPECTED _Met the requirements of the Approved! Authorized by On-Site Representative motldMnotmeat city approved documents. (DEOSHD.CiIr.ot Submitted by - MATERIAL SAMPLING was performed in accordance Twining Consulting. Inc. Was! was rIOIINIA with City approved documents. IDSA. OmIPO. City. o Inspector Name Stewart RabOm Inspector Signature fS'.L 1Q../ Inspector ID! Lic. # SDC#1296 ICC# 8155168 I Additional Page (page #) CM PAGE 1 OF 2 I This report will be distributed to the architect, engineer, client, and governing jurisdiction (e.g. DSA) as required by applicable codes and project documents. I 9R °°TWINING CONSULUM Project #: 180882.2 Date of Report: 2018-12-03 PROJECT: Opium CONTRACTOR: Bingham Construction ADDRESS: 2858 Loker Ave. East Carlsbad Ca. Stair on Grade Slab on Grade I - : , .. . . .&s .. - I Slab edge at masonry I V. w— :-- 'r\. •.. : ...... . Certification of Compliance: All work, unless otherwise noted, complies with the approved documents. NAME: Stewart Ross Reborn ICC /AWS CERTIFICATION NO: CSD #1296. ICC# 8155168 Cc: Architect, Structural Engineer & Project Inspector. Page 3 of 3 1% .' TWINING CONSULTING RECORD COPycity of carlsbad - Irvine Corporate Office: 949.336.432EC 52018 Long Beach I San Bernardino I San Diego I Ventura I www.twiningconsulting.com BUILDING DMSION CONCRETE! MASONRY / WOOD FRAMING INSPECTOR CODE Sraborn JOB NUMBER 180882.2 DATE 2018-12-05 I OM OT OW OT OF OS OS JOBNAME Optum DSA FILE SIOSHPDINC.# CBC 2017-0532 ADDRESS 2858 Loker Ave East, Carlsbad Ca DSAAPPL.#IOSHPO!PERMITS GENERAl. CONTRACTOR Bingham Construction JURISDICTION San Diego Ca. ARCHITECT ASP I ENGINEER MHP SUBCONTRACTOR (II any) REQUIREMENTS: Limit one job number, one permit number per sheet. Identify all work by type and SPECIFIC location. Each joint must the specifically identified for SSW/HS bolt inspection. Non-compliant work must be specifically identified. Communication (RFI, Sketch, etc.) voiding previous non-compliant items must be listed, record conversations and communications with project designers, building and permit granting authority officials. HOURS REGULAR 1.5X 2X TIME IN TIME OUT MEAL PERIOD (TIME) 4 7:30 9:00 am El Mileage 88 0 Expenses UI Reinforced Epoxy o Concrete Placement 0 Masonry 0 Pre/Post Tension o Batch Plant ___________ II Quality Control ___________ 0 Framing DESCRIPTION OF WORK INSPECTED Check in with Neil Alexander House keeping Pads At Generator Slab Observed the installation of 200 #4 bent dowels per Detail 3/702 into 4000 psi Uncracked Type IIN Concrete. Embedded 2" per detail on plans. Observed the brushing and blowing of all holes prior to Epoxy installation of Grade 60 #4 Deformed bent bars. Hilti Epoxy HY 200 A dated 08/2019 work time 15 minutes set time -i .5 hours All work complete. No exceptions taken. Note. Reinforcement to placed at later time. Inspection of reinforcement prior to pour scheduled for Friday 12-7-18 @ 7:00:am. MIX USED DESIGN SLUMP ADMIXTURE DESIGN PSI CUBIC YARDS SPECIMENS CERTIFICATION OF COMPLIANCE All inspections based on minimum of 4 hours and over 4 hours - The WORK was inspected in accordance with the 8 hours minimum. If inspector is called to a project and no work is was!wasriei performed, a 2-hour minimum Charge will be applied. requirements of the cdtt approved documents. (OSA. OSHPD. GUy. etc. Ar The WORK INSPECTED Met the requirements of the Approved/ Authorized by On-Site Representative - metldetnetmoet - City approved documents. (DSA OSHPD. City. etC. Submitted by MATERIAL SAMPLING was performed in accordance Twining Consulting, Inc. was! wasnoi! NIA with CItY approved documents. (DSA. OSHPD. Cay_etc. Inspector Name Stewart RabOrn Inspector Signature CS'/— Q-" Inspector ID! Lic. # SDC#1296 ICC# 8155168 UI Additional Page (page #) CM PAGE 1 OF 2 I This report will be distributed to the architect, engineer, client, and governing jurisdiction (e.g. DSA) as required by applicable codes and project documents. I c9 00 WINING COS1JLTIIO PROJECT: Optum CONTRACTOR: Bingham Construction ADDRESS: 2858 Loker Ave. East Carlsbad Ca. Hilti HY 200 R Epoxy installation Project #: 180882.2 Date of Report: 2018-12-05 Holes brushed and blown I Detail 31702 alternative I ,wst.,o nruo, g.arws TYPICAL CONCRETE HOUSEKEEPING PAD 3 Certification of Compliance: All work, unless otherwise noted, complies with the approved documents. NAME: Stewart Ross Rabom ICC JAWS CERTIFICATION NO: CSD#1296. ICC# 8155168 Cc: Architect, Structural Engineer & Project Inspector. Page 2 of 2 1% ... "TWINING Concrete Test Report Customer: Twining Consulting 18011 Sky Park Circle, Suite J Irvine, CA, 92614 Project: TC - Optum Rx Fulfillment Center Redundancy Upgrades - Carlsbad 2858 Loker Avenue Jurisdiction: Distribution: Aaron Wockenfuss [Client], Benito caban [Other] Bruce Corzine [Architect], Jeff Bingham [General Contractor]. Serena Chen [Structural Engineer] Twining, Inc. - San Diego Lab 15950 Bemardo Center Drive, Suite H San Dieao, CA 92127 Report No: CTR:W02-18-06258-CI Date of Issue: 11/29/2018 Issue No: I Project No.: 180888.2 Permit No.: OSHPD: DSA File #: DSA AP #: Approved Signatory: Robert Clevenger (Lab Manager) [Mix Data Supplier: Spec Mix Plant: Onsite Mix Mix: type S Mortar Specified Design Strength (psi): 1500 at age 28 days mpIDjiIs Date Sampled: 11/01/18 - - Specification: Date Received: 11/02/18, . Measured Specified General Location: Final Low Lift Slump (in): ASTM C 143 N/A Sample Location: Course 21 Air Temp (°F): 62 Curing Method: : One day Field/Laboratory Cure Concrete Temp (°F): ASTM C io N/A Field Cure Temp (°F) High: . Low: . . . Air Content (%) . ASTM C 173 N/A• . Unit Weight (pcfl: ASTM CI3B N/A Bingham L.uristw riLtuu . - 'Ticket no.: N/A Truck No.: N/A Volume of Density Measure (ft'): . N/A Sampled By: TC - Mike Obuhanych . Batch Size (yd'): . Time Batched: Submitted By: Ryan Powney Yd' Placed: Time Sampled: . 08:00 Weather:. . . .. Water Added (gal) Before: Time Placed: After: Time In Truck (mins): - - —__ASTM C18O Specimen ID Date Tested Age Diameter Length Area Type of Cap Maximum Load Fracture Compressive (Days) (in). (in) (in') . (Ibf) Type/Remarks. Strength (psi) WO2-18-O6258-11 11/29/18 28 2.00 4.00 3.14 B 16300 1 5190 W02-18-06258-12 11/29/18 28 . . 2.00 4.00 3.14 B 18020 1 . 5740 W02-18-06258-13 11/29/18 28 2.00 4.00 3.14 B 16730 1 • 5330 W02-18-06258-1\4 Hold Average 28 Day Compressive Strength (psi) 5420 Required Strength (psi) 1500 Remarks: Chute Fracture Type: I = Resonably well-formed cones on both ends; I = Ti-Reasonably well-formed cones on ends, >1 in. of cracking thrgh caps The Material Tested 2 Complies []'Does Not Comply With the Project Requirements Results relate only to the Items tested4nspected. All reports remain the property of Twining. This report shall not be reproduced, except in bill, without our prior written approval. Form No: 18947. Report No: CTR:Vu02-18-06258-C1 @2000-2016 QESTLab by SpecIraQEST.com • . Page 1 of 1 Twining, Inc. - San Diego Lab 15950 Bernardo Center Drive, Suite H TWINING . San Diego, CA 92127 Ph: 858-974-3750 Fax: 858-974-3752 Concrete Test Report .. Report No: CTR:W02-18-06228-CI Date of Issue: 11/29/2018. Issue No: I Customer: Twining Consulting . . Project No.: 180888.2 18011 Sky Park Circle, Suite J Permit No.: Irvine, CA, 92614 . . Pràject: TC - Optum Rx Fulfillment Center Redundancy Upgrades - Carlsbad OSHPD: . 2858 Loker Avenue DSAFile#: Carlsbad, CA, . DSA AP #: F Jurisdiction: I Distribution: Aaron Wockenfuss (Clientj, Benito Caban (Otherj, Bruce Corzine [Architect), Jeff Bingham (General Contractorl, Serena Chen (Structural Engineer) [ Approved Signatory: Robert Clevenger (Lab Manager) LMiPata Supplier: Cemex . Plant: . Mission Valley #4382 A/B Mix: . . Specified Design Strength (psi): 2000 at age 28 days . SampIeDetaiIs Date Sampled: . 10/31/18 . . . Specification: Date Received: . 11/01/18 . . . Measured Specified General Location: First High Lift Slump- (in): ASTM C 143 N/A Sample Location: Courses ito 20 . Air Temp (°F): 72 Curing Method: One day Field/Laboratory Cure Concrete Temp (°F): ASTM c ioe N/A Field Cure Temp (°F) High: . . . Air Content (%) ASTM C 173 N/A L OW: Contractor: . . Bingham- Construction . Ulilt Weight (pcf: ASTM C 138 N/A. Ticket no.: . 28075438 Truck No.: Load 3 Volume of Density Measure (ft):' N/A Sampled By: TC - Mike Obuhanych Batch Size (yd°): Time Batched: Submitted By: Ryan Powney Yd° Placed:. . Time Sampled: 13:30 Weather: . . Water Added (gal) Before: Time Placed: After: Time in Truck (mins): prnpressie Strength of Masonry Grout isms - - ASTM C1Of9 Specimen ID Date Tested Age Width (in) Height (in) Percentage Out of Plumb Maximum Fracture Compressive (Days) Al •A2 . BI 132 1 2 3 4 .1 2 . 3 4 . Load (ibf) . lypelRemarlre Strength (psi) W02-18-06228-11 11/28/18 28 3.47 3.45 3.69 3.68 6.02 5.88 5.88 6.01 0.0 0.0 0.0 0.0 36600 1 . 2870 V2-1846228-1\2 11/28/18 28 3.29 3.35 3.66 3.64 5.92 5.95 5.95 5.92 0.0 0.0 0.0 0.0 29390 1 2430 W02-18-06228-13 11/28/18 . 28 3.57 3.56 3.20 3.19 6.24 6.23 6.17 6.18 0.0 0.0 0.0 0.0 29740 . 1 2610 W02-18-06228-14 Hold . . . Average 28 Day Compressive Strength (psi) . 2640 Required Strength (psi) 2000 Remarks, Chute Fracture Type: 1 = Resonably well-formed cones on both ends, I = TI-Reasonably well-formed cones on ends, >1 in. of cracking thrgh caps The Material Tested LJ Complies D Does Not Comply With the Project Requirements Results relate only to the items testedfnspected. AU reports remain the property of Twining. This report shall not be reproduced, except in full, without our prior written approval. Form No: 18947, Report No: CTR:102-18.06228-C1 0 2000-2016 QESTLab by Spectra QEST.com . Page 1 of 1 No Twining, Inc. - San Diego Lab IN . 15950 Bernardo Center Drive, Suite H T "TWINING . N I N o San Diego, CA 92127 Ph: 858-974-3750 Fax: 858-974-3752 Concrete Test Report . P Report No: CTR:W02-18-06126-CI Date of Issue: 11/27/2018 Issue No: I Customer: Twining Consulting Project No.: 1808882 18011 Sky Park Circle, Suite J Permit Irvine, CA, 92614 No Project: TC - Optum Rx Fulfillment Center Redundancy Upgrades - Carlsbad OSHPD . 2858 Loker Avenue DA File #. Carlsbad, CA, DSA AP #: Jurisdiction: Distribution: Approved Signatory: Robert Clevenger (Lab Manager) [Mix Data Supplier: Spec Mix Plant: Onsite Mix Mix: Type S Mortar Specified Dàsign Strength (psi): 1500 at age 28 days [Same Details . . .. Date Sampled: 10/25/18 . . Specification: V Date Received: . 10/26/18 . . Measured Specified General Location: . First Course Slump (in): ASTM C 143 N/A. Curing Method: One day Field/Laboratory Cure Air Temp (°F): 60 Field Cure Temp (°F) High: V Concrete Temp (°F): ASTM C 1064 . N/A . - Contractor: Low: Bingham Construction. . V Air Content (%) ASTM C 173 N/A V Ticket no.: N/A Truck No.: N/A- . Unit Weight (pcf): ASTM C138 N/A V V Sampled By: TC - Mike Obuhanych Volume of Density Measure (ft3): N/A Submitted By: . Ryan Powney . Batch Size (yd°): . Time Batched: Weather: . Yd° Placed: Time Sampled: . 09:00 Water Added (gal) Before: Time Placed: V . . After: Time in Truck (mins): pmpiStrengtiiMoIded Masonry Mortar Cyid ASTM C7 Specimen ID Date Tested Age Diameter Length Area Type of Cap Maxi ad Fracture Compressive (Days) (in) (in) . (in') (Ibf) TypeRemarka Strength (psi) W02-18-06126-11 11/23/18 29 2.00 4.00 3.14 B 17320 1 5510 W02-18-06126-1\2 11/23/18 29 2.00 4.00 3.14 B 16600 1 . 5280 W02-18-06126-1\3 11/23/18 29 2.00 4.00 3.14 B V 15890 1 5060 W02-18-06126-14 . Hold . V B Average 28 Day Compressive Strength (psi) V V Required Strength (psi) 1500 Remarks: Mixer Fracture Type: 1= Resànably wet-formed cones on both ends, I = TI-Reasonably well-formed cones on ends, >1 in. of cracking thrgh caps The Material Tested 2 Complies D Does Not Comply V With the Project Requirements Results relate only to the items testediinspected. All reports remain the property of Twining. This report shall not be reproduced, except in full, without our prior written approval. Form No: 18947, Report No: CTR:Vu02-18.06126-C1 V © 2000-2016 QESTLab by SpectraQEST.com V -Page 1 of 1 1%. "TWINING Concrete Test Report Customer: Twining Consulting 18011 Sky Park Circle, Suite J Irvine, CA, 92614 Project: TC - Opium Rx Fulfillment Center Redundancy Upgrades - Carlsbad 2858 Loker Avenue Twining, Inc. - San Diego Lab 15950 Bernardo Center Drive, Suite H San Diego, CA 92127 Ph: 858-974-3750 Fax: 858-974-3752 Report No: CTR:W02-18-06168-CI Date áf Issue: 11/27/2018 Issue No: I Project No.: 180888.2 Permit No.: OSHPD: DSA File #: DSAAP#: Jurisdiction: Distribution: . II Approved Signatory: Robert Clevenger (Lab Manager) [Mix Data Supplier: Spec Mix Plant: Onsite Mix . Mix: Type.S Mortar Specified Design Strength (psi).: 1500 at age 28 days IS IDiI Date Sampled: 10/29/18 . . Specification: Design Date Received: . 10/30/18 . . . Measured Specified . General. Location: First High Lift . . Slump (in): ASTM C 143 N/A Sample Location: Course 9-10 Air Temp (°F): 54 Curing Method: One day Field/Laboratory Cure Concrete Temp (SF): ASTM C 1054 . N/A Field Cure Temp (°F) High: Low. .. . Air Content (%) ASTM C 173 N/A Contractor:Rinnhrtm . . . Construction . Unit Weight (pcf): - .• ASTM C.138 N/A Ticket no.: N/A. Truck No.: . N/A Volume of Density Measure(ft'): N/A Sampled By: TC - Mike Obuhanych . Batch Size (yd 3): Time Batched: Submitted By:• . Theodore Smith Yd3 Placed: Time Sampled: 08:00 Weather: . . Water Added (gal) Before: Time Placed: After: Time in Truck (mins): ,Com ss~ive Stren Molded Masonry Mortar Cylinders TM C 7801 Specimen ID Date Tested Age Diameter Length Area Type of Cap Maximum Load •Fracture Compressive (Days) (in) (in) (in') (lbf) Type/Remarks Strength (psi) W02-18-06168-1\1 11/26/18 28 2.00 . 4.00 3.14 B 14060 1 4480 W02-18-06168-1\2 11/26/18 28 2.00 4.00 3.14 B . 14120 1 4490 W02-18-06168-13 11/26/18 28 . 2.00 4.00 3.14 B 14890 1 4740 W02-18-06168-14 Hold . . B Average 28 Day Compressive Strength (psi) 4570 Required Strength (psi) 1500 Remarks: Mixer FractureType: I = Resonably well-formed cones on both endá, I = Ti-Reasonably well-formed cones on ends, >1 in. of cracking thrgh caps The Material Tested IJ Complies 0 Does Not Comply With the Project Requirements Results relate only to the items testedllnspected. All reports remain the property of Twining. This report shall not be reproduced, except in full, without our prior written approval. Form No: 18947. Report No: CTR:2-18-06168-C1 . @2000-2o18QESTLabbySpecIraQEST.com Page 1 of 1 1%. .. 'TWINING Material Test Report Customer: Twining Consulting 18011 Sky Park Circle, Suite J Irvine CA 92614 Project: TC - Optum Rx Fulfillment Center Redundancy Upgrades - Carlsbad 2858 Loker Avenue Twining, Inc. - San Diego Lab 15950 Bernardo Center Drive, Suite H San Diego, CA 92127 Report No: MAT:W02-18-06566-SI Date ofIssue: 11/26/2018 Issue No: I Project No.: 180888.2 Permit No.: OSHPD: DSA File #: DSAAP#: Jurisdiction: . Distribution: ç Approved Signatory: Robert Clevenger (Lab Manager) Sample Details Sample ID: . W02-18-06566-S1 Field Sample: I Date Sampled: 11/20/2018 Source: Onsite Material: SE 30 Sand Specification: Report Only Sampling Method: ASTM D 75 Sample -Location: #1 Sample Depth: N/A Sampled By: Twining, Inc. Material Description: Dark Brown Silty Sand (SM) Other Test Results Description Method Result Limits Maximum Dry Unit Weight (lbf/ft3) ASTM 0 1557 135.7 Corrected Maximum Dry Unit Weight (IbfIft3) 135.7 Optimum Water Content (%) 6.2 Corrected Optimum Water Content (%) 6.2 Method .. A Preparation Method . Moist Visual Description Dark Brown Silty Sand (SM) Retained Sieve No 4 (4.75mm) (%) 2 Specific Gravity (Oversize) . 2.65 Specific Gravity (Fines) . 2.70 Date Tested . 11/21/2018 Sand Equivalent Test 1 ASTM 0 2419 30 Sand Equivalent-Test 2 32 Sand Equivalent Test 3 30 Avg. Sand Equivalent . 31 Shaker method Mechanical Preparation . Procedure A Date Tested 11/21/2018 Particle Size Distribution Remarks: N/A . . . . The Material Tested J Complies 0 Does Not Comply With the Project Requirements Results relate only to the Items testedfinspected. AD reports remain the property of Twining. This report shall not be reproduced, except In till, without our prior written approval. Form No: 18909, Report No: MAT:vi@2-18.06568-S1 • @2000-2016 QESTLab by Spech'aQEST.corn • Page 1 of 1 1% TWINING Proctor Report Customer: Twining Consulting 18011 Sky Park Circle, Suite J Irvine, CA, 92614 Project: TC - Opium Rx Fulfillment Center Redundancy Upgrades - Carlsbad 2858 Loker Avenue Jurisdiction: Distribution: Twining, Inc. - San Diego Lab 15950 Bernardo Center Drive, Suite H San Dieao, CA 92127 Report No: PTR:W02-18-06566-SI Date of Issue: 11/26/2018 Issue No: I Project No.: 180888.2 Permit Na.: OSHPD: DSA File #: DSAAP#: . CQ- Approved Signatory: Robert Clevenger (Lab Manager) Sample Details Sample ID: Date Sampled: Source: Material: Specification: Sampling Method: Sampling Location: Sampling Depth: Tested By: W02-18-06566-SI Field Sample ID: I 11/20/2018 Sampled By: Twining, Inc.. Onsite SE 30 Sand . Report Only . ASTM D 75 #1 N/A Material Description: Dark Brown Silty Sand (SM) Theodore Smith Date Tested: 11/21/2018. Dry Unit Weight - Water Content Relationship. Test Results • 0% Air Voids ASTM 0 1557 . Maximum Dry Unit Weight (lbflft3):. 135.7 135.8.-• Water Content 6.2 . . (/o). 1356 A ....... Optimum Preparation Method: Moist 135.4..1.....: Specific Gravity (Fines): 2.70 p : :...... Retained Sieve No 4 (4.75mm)(%): 2 135.2.I ......... Sieve No 4 (4.75mm) (%): 98 Tested By: Theodore Smith Date Tested: • 11/21/2018 € 135.0..: 134.8 •.......I ----------Method ........: Visual Description: • • Dark Brown Silty Sand (SM) • ..../.................................• 134.6.: • • c - . .............. Passing ............................ .. . : ........• : : : . • 134.2.: : • . 134.0.: 134.4. .... . ....................:..................: 133.8 I I I I I I I • 2.0. 3.0 4.0 5.0 6.0 7.0 • 8.0 9.0 10.0 • . • . . Water Content(%) . • • . . V . . Remarks:. The Material Tested 2 Complies 0 Does Not Comply With the Project Requirements Results relate only to the items testeduinspected. At reports remain the property of Twining. This report shalt not be reproduced, except in full, without our prior written approval. Form No: 110031, Report No: PTR:V02-18.06566-S1 @2000-2016 QESTLab by SpectraQEST.com . Page 1 of 1 1% "TWINING Proctor Report Customer: Twining Consulting 18011 Sky Park Circle, Suite J Irvine, CA, 92614. Project: TC - Optum Rx Fulfillment Center Redundancy Upgrades - Carlsbad 2858 Loker Avenue Jurisdiction: Distribution: Aaron Wockenfuss (Client]. Benito Caban (Other). Bruce Corzine (Architect], Jeff Bingham (General Contractor). Serene Chen (Structural Engineer) Twining, Inc. - San Diego Lab 15950 Bemardo Center Drive, Suite H San Diego, CA 92127 Ph: 858-974-3750 Fax: 858-974-3752 Report No: PTR:W02-18-06566-S2 Date Of Issue: 11/26/2018 Issue No: I Project No.: 180888.2 Permit No.: OSHPD: DSA File #: DSAAP#: Approved Signatory: Robert Clevenger (Lab Manager) Sample Details: Sample ID: Date Sampled: Source: Material: Specification: Sampling Method: Sampling Location: Sampling Depth: Tested By: W02-18-06566-S2 11/20/2018 Onsite Onsite Soil . Report Only ASTM D 75 #2 . . N/A . Theodore Smith . Field Sample ID: 2 Sampled By: Twining, Inc. . . . . . . . Material Description: Moderate Brown Silty Sand (SM) WI Sm. Gravel & Trace Lean Clay (CL) Date Tested: .11/21/2018 Dry Unit Weight - Water Content Relationship . Test Results 0% Air Voids . ASTM D 1557 Maximum Dry Unit Weight (lbflft3): . 124.8 125.0 J_\'JL Optimum Water Content7.5 •••'" u Method: B .: : : Preparation Method: Moist 124.0..\ Specific Gravity (Fines): 2.55 Tested By: Theodore Smith Pate Tested: 11/21/2018. ' 1230 / I. Visual Description Moderate Brown Silty Sand (SM) WI Sm. Gravel & Trace /: : : : :• . . Lean Clay (CL) Mm 1220 / 121.0........ 120.0.. ....................................... 119.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10.0 11.0 12.0 13.0 14.0 Water Content (%) . Remarks: The Material Tested 0 Complies 0 Does Not Comply With the Project Requirements Results relate only to the items testedlinspected. At reports remain the property of Twining. This report shall not be reproduced, except in full, without our prior written approval. Form No: 110031, Report No: PTR:tri02-18.06568-S2 @2000-2016 QESTLab by SpcIsaQEST.com . Page 1 of 1 Twining, Inc. - San Diego Lab 15950 Bemardo Center Drive, Suite H. " . TWINING San Diego, CA 92127 Ph: 858-974-3750 Fax: 858-974-3752 Concrete Test Report . Report No: CTR:W02-18-06081-CI Datéof Issue: 11/20/2018 Issue No: 1 Customer: Twining Consulting . . Project No.: 180888.2 18011 Sky Park Circle, Suite J . Permit No.: Irvine, CA, 92614 . Project: TC - Optum Rx Fulfillment Center Redundancy Upgrades - Carlsbad OSHPD: 2858 Loker Avenue DSA File #: Carlsbad, CA, DSA AP #: Jurisdiction: Distribution: . . Approved Signatory: Robert Clevenger (Lab Manager) MPa Supplier: Mar Con . Plant: San Marcós Mix: 5530 MC Specified Design Strength (psi): 3000 at age 28 days [SaIDtiuIs — :1:: - - Date Sampled: 10/22/18 . . Specification: Date Received: 10/23/18 . . . Measured Specified General Location: . . CMU Walls - UHC Footings Slump (in): ASTM C 143 4.00 Curing-Method: One day Field/Laboratory Cure Air Temp (F): 70 Field Cure Temp (°F) High. Concrete Temp (°F): ASTM C 1064 . N/A Contractor: Ticket no.: Sampled By: Submitted By: Weather: Bingham Construction 126620 Truck No.: Load 4 TC - William (Bill) Bowen Ryan Powhey Air Content (%) Unit Weight (pcf: Volume of Density Measure (ft'): Batch Size (yd°): Yd Placed: Water Added (gal) Before: 5 ASTMC 173 N/A ASTM. C13S N/A N/A Time Batched: Time Sampled: . 09:00 Time Placed: After: Time in Truck (mins): - - ASTM Specimen ID Date Tested Age Diameter Length : Area Type of Maximum Load Fracture Compressive (Days) (in) (in) (in) Cap (Ibf) Type IRemarkn Strength (psi) W02-18-06081-1\1 10/29/18 7 4.00 8.00 12.57 u 42830 5 3410 W02-18-06081-12 11/19/18 28 4.00 . 8.00 12.57 U 54500 3 . 4340 W02-18-06081-1\3 11/19/18 28 4.00 8.00 12.57 U 54020 1 . 4300 W02-18-06081-14 11/19/18 28 4.00 8.00 12.57 u. 53490 3 4260 W02-18-06081-15 Hold u . . . Average 28 Day Compressive Strength (psi) 4300 • . Required Strength (psi) 3000 Remarks: 1. Sampling to ASTM C 172 Specimen(s) prepared to ASTM C 31 Capping: B = Bonded ASTM C 617,U = Unbonded ASTM C 1231 Chute . . Fracture Type: I = Resonably well-formed cones on both ends, I = TI-Reasonably well-formed cones on ends, >1 in. of cracking thrgh caps, 3 = Columnar vertical cracking through both ends, 3 = T3-Columnar vertical cracking thrgh both ends, no well-formed cones, 5 Side fractures at top or bottom; common w/unbonded, 5 = T5-Side fractures at top or bottom (occur commonly with unbonded caps) laterial Tested II Complies D Does Not Comply the relate only to the items testedtinspected. At reports remain the property of Twining. This report shall not be reproduced, except in full, without our prior written approval. Form No: 18947, Report No: CTR:t0218.06081.C1 52000-2016 QESTLab by SpecfraQEST.com Page 1 of 1 2790 Loker Ave., Unit 103, Carlsbad, CA 92010 Phone (760) 448-5436 Cell: (818) 294-1373 Date: April 8,2019 To: Mr. Neil Alexander - Project Manager Bingham Construction 11440 W. Bernardo Ct. Ste # 168 San Diego, CA 92127 Job Site: 2858 Loker Avenue E Carlsbad, CA 92010 Attn: Mr. Neil Alexander Re:, Calibrated Torque Verfication Ctt L APR 17 BUILDING DIVISION RECORD COPY On Saturday, April 6, 2019, Veteran Electrical Power Systems (VEPS) was hired by Bingham Construction to verify torqe values on the new generator installation. The following torque values were verified while on site. Name Bolt Size A Phase B Phase C Phase Neutral HI! 5/16" 20' 20' 20' 40' ATS LS 5/16" 20' 20' 20' 40' ATS HE 5/16" 20' 20' 20' 40' ATS HF 5/16" 20' 20' 20' 40' ATS HC 5/16" 20' 20' 20' 40' ATS RB 5/16" 20' 20' 20' 40' HG 5/16" 20' 20' 20' 40' HA 1 5/16" 20' 1 20' -) 20' 40' RD 1 5/16" 20' 1 20' 20' 40' If you have any questions or concerns regarding this report please. contact me at your convenience. Thank you very much for the opportunity! Sincerely, Darren Porteous Veteran Electrical Power Systems Cell: (818) 294-1373 Email: darren@vet-eps.com ev CEO=- ~PP _Ss VETERA N ELECTRICAL POWER SYSTLUS EsGil A SAFEbuILtCornpany DATE: 12/6/17 C3 JAURIS. PPLlCANT %J JURISDICTION: City of Carlsbad PLAN CHECK #.: C20I74532j SET: II PROJECT ADDRESS: 2858 Loker Ave East PROJECT NAME: Optum Emergency Generator Installation - TI E The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. El The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. El The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. El The applicant's copy of the check list has been sent to: EsGil staff did not advise the applicant that the plan check has been completed. EsGil staff did advise the applicant that the plan check has been completed. Person contacte.-'—F" Telephone #: Date contacted: Email: Mail Telephone Fax In Person REMARKS: The electrical engineer shall sign all electrical sheets. tkd By: Doug Moody Enclosures: EsGil o GA 0 EJ El MB 0 PC I /30/I7 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax(858)560-1576 EsGil A SAFEbulttCompany DATE: 10/23/17 UAPPLICANT JURIS. JURISDICTION: City of Carlsbad PLAN CHECK #.: CBC2017-0532 SET: I PROJECT ADDRESS: 2858 Loker Ave East PROJECT NAME: Optum Emergency Generator Installation - TI LI The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. F1 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. Ilii 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: UI 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: David Glassman Telephone #: 310-781-8250 ext 1i Date contacted: lc12-441 (by._-3 Email: david©gpan.com ieiepoe Fax In Person LII REMARKS: By: Doug Moody Enclosures: EsGil 0 GA 0 EJ 0 MB 0 PC 10/16/17 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 5604468 • Fax (858) 560-1576 City of Carlsbad CBC2017-0532 10/23/17 PLAN REVIEW CORRECTION LIST TENANT IMPROVEMENTS PLAN CHECK #.: CBC2017-0532 JURISDICTION: City of Carlsbad OCCUPANCY: B USE: Generator TYPE OF CONSTRUCTION: IlIB ACTUAL AREA: 1168sf ALLOWABLE FLOOR AREA: STORIES: HEIGHT: SPRINKLERS?: YES REMARKS: DATE PLANS RECEIVED BY JURISDICTION: 10/11/17 DATE INITIAL PLAN REVIEW COMPLETED: 10/23/17 FOREWORD (PLEASE READ): OCCUPANT LOAD: 5 DATE PLANS RECEIVED BY ESGIL CORPORATION: 10/16/17 PLAN REVIEWER: Doug Moody This plan review is limited to the technical requirements contained in the California version of the International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. Code sections cited are based on the 2016 CBC, which adopts the 2015 IBC. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 105.4 of the 2015 International Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed i.e., plan sheet number, specification section, etc. Be sure to enclose the marked up list when you submit the revised plans. City of Carlsbad CBC2017-0532 10/23/17 Please make all corrections on the original tracings, as requested in the correction list. Submit three sets of plans for commercial/industrial projects (two 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 Corporation and the Carlsbad Planning, Engineering and Fire Departments. Bring two corrected sets of plans and calculations/reports to EsGil Corporation, 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 Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. A printing error occurred and the electrical sheets were not legible therefore a review was not possible. Please provide legible electrical plans. Section 107.2. Please provide evidence of Fire Department approval. Please indicate on the plans: The contribution fault current of the generator at the over-current device. The AIC rating of the generator over-current device. The AIC rating of the Automatic Transfer switch. Please indicate on the plans the signage indicating optional stand-by service at the utility service and at the UPS per section 702.8 If the generator and the ATS are new then include the following specifications on the single line diagram when utilizing a four pole ATS: The grounding electrode, conductor size, and the neutral bond at the generator (NEC 250-26), and both required signs installed at the service. NEC 700-8 (a & b). Please provide the UL listing and manufacturer's installation information for all new electrical equipment to be installed. Section 106.3.3. On the cover sheet of the plans, specify any items requiring special inspection, in a format similar to that shown below. Section 106.3.2. REQUIRED SPECIAL INSPECTIONS In addition to the regular inspections, the following checked items will also require Special Inspection in accordance with Sec. 1701 of the International Building Code. ITEM REQUIRED? REMARKS City of Carlsbad CBC2017-0532 10/23/17 STRUCTURAL CONCRETE YES OVER 2500 PSI EXPANSION/EPDXY ANCHORS YES STRUCTURAL MASONRY YES 8. Please provide a copy of the City of Carlsbad Special Inspection Agreement. 9. Please indicate if the mechanical system will be altered? If so please provide complete plans. 10. Please provide architectural plans and details for the new stair construction. 11. Handrails (Sections 1014 and 1011.11): Handrails are required on each side of stairways. Handrails and extensions shall be 34" to 38" above nosing of treads and be continuous. Additionally, the open sides of stairs shall be provided with 42" high guards, per Section 1015.3. The handgrip portion of all handrails shall be not less than 1-W nor more than 2 inches in cross-sectional dimension. If the handrail is not circular, it shall have a perimeter dimension of at least 4" and not greater than 6-1h" with a maximum cross-section dimension of 2-% inches. Section 1014.3.1. Handrails projecting from walls shall have at least 1% inches between the wall and the handrail. Section 1014.7. Handrails shall be continuous, without interruption by newel posts or other obstructions. Handrails shall extend 12" beyond the top riser and continue to slope for the depth of one tread beyond the bottom riser. Section 1014.6. Ends of handrails shall be returned to a wall, guard or the walking surface. 12. Stairway riser must be 4 inches minimum and 7 inches maximum and minimum run shall be 11 inches. Section 1011.5.2. 13. Show that stairways occurring outside a building comply with Section 11 B-504.4.1 as follows: a) The upper approach and all treads shall be marked with a strip of contrasting color as follows: ~2" in width. Placed parallel to and :51" from the nose of the step or landing. The strip is required to be as slip resistant as the treads of the stairs. A painted stripe will be acceptable, but grooves shall not be used to satisfy this requirement. City of Carlsbad CBC2017-0532 10/23/17 b) Treads shall be: Smooth, rounded or chamfered exposed edges. Have no abrupt edges at the nosing projecting 2:1 ¼" past the face of the riser above. Advisory Note : When alterations, structural repairs or additions are made to an existing building, that building, or portion of the building affected, is required to comply with all of the following requirements, per Section 11 B-202.4: The area of specific alteration, repair or addition must comply as "new" construction. A primary entrance to the building and the primary path of travel to the altered area, must be shown to comply with all accessibility features. The path of travel shall include the existing parking. Existing toilet and bathing facilities that serve the remodeled area must be shown to comply with all' accessibility features. Please address the following comments that are the result of the alterations. Show on the site plan the complying disabled accessible path of travel from the disabled accessible parking spaces to the primary entrance of the tenant space. Please provide detailed plans of the path of travel, indicate slope and width, any pedestrian ramps, curb ramps, walks, handrails, provide dimensioned parking. stall details etc. It is unclear from the plans if the restrooms servicing the tenant improvement are disabled accessible, please provide a dimensioned restroom plan showing the restrooms to be accessible compliant. To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: Yes No U The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of city of Carlsbad CBC2017-0532 10/23/17 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Doug Moody at Esgil Corporation. Thank you. BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) TI City Valuation 7Z,000 Air Conditioning Fire Sprinklers TOTAL VALUE City of Carlsbad CBC2017-0532 10/23/17 [DO NOT PAY— THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: City of Carlsbad PLAN CHECK #.: CBC2017-0532 PREPARED BY: Doug Moody DATE: 10/23/17 BUILDING ADDRESS: 2858 Loker Ave East BUILDING OCCUPANCY: B I $511.851 I $332.701 Jurisdiction Code 1cb IBY Ordinance Bldg. Permit Fee by Ordinance Plan Check Fee by Ordinance 2 Type of Review: 121 Complete Review El Structural Only El Repetitive Fee Repeats El Other El Hourly EsGil Fee Hr. @ * Comments: Sheet 1 of 1 RECEIVED NOV Z 9 2017 CITY OF CARLSBAD BUILDING DIVISION STRUCTURAL CALCULATIONS for UHG CARLSBAD GENERATOR ENCLOSURE 2858 L011ER AVENUE EAST CARLSBAD, CA 92010 for RSP 1220 Marshall Street, NE Minneapolis, MN 55413 by MHP, Inc. Structural Engineers Long Beach, California .eioc ESSiS October 4, 2017 MHP JN: 17-0492 44 No.3256 ' \ bp. twW,Il 4o 05 sL IVH:J STRUCTURAL ENGINEERS UHG CARLSBAD GENERATOR ENCLOSURE OCTOBER 4, 2017 2858 LOKER AVENUE EAST CARLSBAD, CA 92010 MHP JOB#: 17-0492 INDEX OF STRUCTURAL CALCULATIONS SHEET# ITEM -. INDEX (THIS SHEET) A1-A2 SEISMIC FACTORS FOR ANCHORAGE 13I-134 GENERATOR ANCHORAGE AND FOOTING C1-C6 SWITCHGEAR ANCHORAGE 13I-134 GENERATOR ENCLOSURE WALL El HANDRAIL CALCULATION DESCRIPTION: Project consists of anchoring an exterior generator and switchgear on a new concrete pad. New CMU enclosure walls will be provided at the generator. ENFORCEMENT CODE: 2016 CBC. H:2017170492\4_Engineering17-0492.Index.doc 4500 E. Pacific Coast Hwy, Suite 100, Long Beach. CA 90804 562.985.3200 P 562.985.1011 F www.mhpse.com. 4.80 (ASCE 7-10, Equation 13.3-2 with alt for Do) nla (ASCE 7-10, Equation 13.3-3) 0.56 0.39 (ASCE 7-10,13.1.7) FACTORS FOR ANCHORAGE NOT TO CONCRETE WORKING STRESS DESIGN Basic Seismic Anchorage Factor Fp 0.16W,, Fv0.2Sds0.7 0.10 W,, ULTIMATE STRENGTH DESIGN Basic Seismic Anchorage Factor Fp= 0.22 W,, Fv0.2*Sds 0.15 W,, Subject UHG Carlsbad Generator Enclosure STRUCTURAl. ENGINEERS SEISMIC FACTORS FOR EQUIPMENT ANCHORAGE Sheet No. Al MHP Job # 17-0492 Date Sep-i 7 By sc Site: 2858 Loker Avenue East, Carlsbad, CA 92010 Enforcement Code: 2016 CBC, ASCE 7-10 Location: SOG Level (generator) Seismic Design Force Factors Clio Ip z h amp factor ap__Rp response mod factor Omega (overstrength) importance a average roof Factor factor height ______________ 1 _2.5 2.5 1 0 1 I 1-lu, laDle i.D-1 Soil Class. Ss J I s0s F _Coordinates Latitude I Longitude 0.748 33.132132I_-117.246673 D 1.032 0.401 7-1 irom rouno iviojion rarameter Laicuiawr Seismic Design Force for Equipment Anchorage with Do F 0.4aS W (i + 2 = 0.12 WP X 0.30 (ASCE 7-10, Equation l3.3-1) = R 'p F,, (max) = 1 .6 S s I ,, W,, = 1.20 W,, F,,(min) =03SDsI P W P = 022W,, Fp(Govem) 0.22 WP Working Stress 0.16 W,, (0.7 X Fp) FACTORS FOR ANCHORAGE TO CONCRETE WORKING STRESS DESIGN Basic Seismic Anchorage Factor Fp 0.39 W,, Fv 0.2*Sds*0.7 0.10 W,, ULTIMATE STRENGTH DESIGN Basic Seismic Anchorage Factor Fp 0.56 W,, Fv0.2Sds= 0.15 W,, H:2017\170492\4_Engineenng\17-0492.seismic factors.xls 9/30/2017 SUbject UHG Carlsbad Generator Enclosure Sheet No. A2 IVH:J ______________________________ MHP Job # 17-0492 STRUCTURAL ENGINEERS Date Sep-17 SEISMIC FACTORS FOR EQUIPMENT ANCHORAGE By sc Site: 2858 Loker Avenue East, Carlsbad, CA 92010 Enforcement Code: 2016 CBC, ASCE 7-10 Location: Roof Level Seismic Design Force Factors ap* RV 1p z It amp factor response mod factor Omega (overstrength) importance height of attach average roof Factor factor point height 1 2.5 2.5 1 1 1 - '., f-lu, lade i•i Coordinates 1 Soil Class. s 1 Fa Sos Latitude Longitude J ASCE 7-05 Table 11.4-1 & 11.4-2 (213*Fa*Ss) I 33.132132 -117.246673 D 1.032 0.401 I 0.748 rrom JAVA irouna Motion varameter aicuiator Seismic Desian Force for EauiDment Anchoraae 0.4aSW x Do ( F, = R 1 + 2 f.) = 0.36 W, 0.90 (ASCE 7-10, Equation 13.3-1) 'p F (max) = 1 .6 S w I , W = 1.20 W 2.99 (ASCE 7-10, Equation 13.3-2) F (mm) = 0 .3 S I ,, W = 0.22 W, 0.56 (ASCE 7-10, Equation 13.3-3) Fp(Govem)= 0.36 W 0.90 Working Stress= 0.25 W (0.7 X Fp) 0.63 (ASCE 7-10,13.1.7) FACTORS FOR ANCHORAGE TO CONCRETE WORKING STRESS DESIGN Basic Seismic Anchorage Factor Fp= 0.63 W, Fv 0.2*Sds*0.7 0.10 W, ULTIMATE STRENGTH DESIGN Basic Seismic Anchorage Factor Fp= 0.90 W, Fv0.2*Sds 0.15 W, H:\2017\170492\4_Engineering17-0492.seismic factors.xls 1012/2017 FACTORS FOR ANCHORAGE NOT TO CONCRETE WORKING STRESS DESIGN Basic Seismic Anchorage Factor Fp= 0.25 W,, Fv=0.2*Sds*0.7= 0.10 W, ULTIMATE STRENGTH DESIGN Basic Seismic Anchorage Factor Fp= 0.36 W0 Fv0.2Sds 0.15 W M11 STRUCTURAL ENGINEERS By: sc Sheet No. B]. Date: Sep-17 Job No. 17-0492 EQUIPMENT: Generator Anchoraaé Wt.= 34837 # Fp= 0.56 W Fp= 19509 # Sds= 0.75 h= 137 in. hi= 47 in. d= 96.5 in. (mm) anch./side= 6 #anch.= 12 T(uii') = F,, x hi - 0.9 x Wp + 0.2 x SDS x Wp = (#anch/side)xd #anch. #anch T(ult)= -595 #/bolt NO UPLIFT T(ult. use)= 0 #/bolt V(uit)= i p # anch d V(ult)= 1626 #bolt EQUIPMENT: Generator Anchorage Orthogonal Wt.= 34837 # Fp= 0.56 W Fp= 19509# Sds= 0.75 h= 137 in. :h1= 47 in. d= 211 in. (mm) (96.5" min x 188" mm) anch./side= 1 #anch.= 2 46 h F,, X hi 0.9 x Wp 0.2 x S x Wp + = F __-------- - (# anch /side) x d #anch. # anch T(ült)= -8725 #/bolt NO UPLIFT hi T(ult, use)= 0 #/bolt Governing Loads T(ult) 0 # V(ult)= 1626 # ISee Next Sheet For Anchor Check= H:\2017\170492X4--Engineeringlgenerator anchorage.xls 10/2/2017 www.hiiti.us Profis Anchor 2.6.6 Company: MHP Page: 1 Specifier: schen Project: UHG Address: 3900 Cover Street, Long Beach, CA 90808 Sub-Project I Pos. No.: Phone I Fax: 562.985.3200 I Date: 10/2/2017 E-Mail: Specifier's comments: Generator Anchorage linput data Anchor type and diameter: Kwik Bolt TZ - SS 304 314 (3 314) _________ Effective embedment depth: hea = 3.750 in., hnom = 4.313 in. Material: AiSi 304 Evaluation Service Report: ESR-1 917 Issued I Valid: 6/1/20161 5/1/2017 Proof: Design method ACI 318-11/ Mech. Stand-off installation: e, = 0.000 in. (no stand-off); t = 0.500 in. Anchor plate: ; E = 0 psi; fyk = 35998 psi; YMs = 1.100 15 x i, x It = 3.000 in. x 3.000 in. x 0.500 in.; (Recommended plate thickness: calculated (0.039 in.)) Profile: no profile Base material: cracked concrete, 2500, f' = 2500 psi; h = 6.000 in. Installation: hammer drilled hole, installation condition: Dry Reinforcement: tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Seismic loads (cat. C, D, E, or F) Tension load: yes (D.3.3.4.3 (d)) Shear load yes (D.3.3.5.3 (c)) Geometry (in.] & Loading [ib, in.ib] Z It -' x Input data and results must be checked for agreement with the existing conditions and for plausibility! PROMS Anchor ( c ) 2003-2009 Hilli AG, FL-9494 Schaan Huh is a registered Trademark ofHilg AG. Schaan B2 wwW.hilti.us Prof is Anchor 2.6.6 Company: MHP Page: 2 Specifier: schen Project: UHG Address: 3900 Cover Street, Long Beach, CA 90808 Sub-Project I Pos. No.: Phone I Fax: 562.985.3200 I Date: 10/2/2017 E-Mail: 2 Proof I Utilization (Governing Cases) Design values [lb] Utilization Loading Proof Load Capacity N I p., (%] Status Tension - - - - I- - Shear Concrete edge failure in direction y+ 1626 3123 -/53 OK Loading PN Status Combined tension and shear loads p., Utilization PN,V %J 3 Warnings Please consider all details and hints/warnings given in the detailed report! Recommended plate thickness: 0.039 in. Fastening meets the design criteria! 4 Remarks; Your Cooperation Duties Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. B3 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROMS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG. Schaan wt(equip.)= 34837 # Fp= 0.16Wp Fp= 5573.92 # Sds= 0.748 Fv=0.2SdsWp= 5211.62 # footing depth= 1.00 ft. footing width= 10.00 ft. footing length= 17.00 ft. wt(conc.)= 25500 # P=wt.(total)=wt(equip)+Fv+wt(conc.) Pwt(total)= 65549 # CG= 3.58 ft. M(OT)= 25547 #-ft. M(res)= 327743 #-ft. FS=M(OT) I M(res)= 12.83 STABILITY OKAY e(equivalent)=M(OT)Iwt(total)= 0.39 ft. L/6= 1.67 ft. trap or triangular? trap, soil profile Fp CG footing depth footing width Triangular Soil Pr N/A IVH:J STRUCTURAL ENGINEERS By: se Sheet No. B4 Date: Seo-17 Job No. 17-0492 FOOTING UNDER GENERATOR P=wt(equip)+Fv IF TRIANGULAR... d=3(width/2-e(equivalent))= N/A q=P/A(4L/(3L-6e))= N/A IF TRAPEZOIDAL... A= S= q=(PIA) +1- M(OT)IS Check Reinforcing wu=(q1.6)= L=overhang= Mu=(wuL2/2)= d=(thickness-clr)= f=bd2112000 ku=Mu/f= au= As=MuI(aud) As(min)=0.0016d12"Ift= As(reqd) #5@ 16°oc A(#5)= spacing= As= ft. psf 170 ft.2 283.33 ft.3 476 psf and 295 psf 761 psf 1.00 ft. 381 #-ftlft 3 in. 0.003 126.87 4.34 0.03 in.2 0.06 in.2 0.06 in.2 0.31 in.2 16 in. o.c. 0.23 in.2 Trapezoidal Soil Profile 295 C okay 476 psf IPROVlDE 10.00 ft,(min) X 17.00 ft.(min) X 12 in. (mm) thick footing with #5 @ 16 oc (mm) I H:20171704924_Engineeringgenerator footing.xls IMU STRUCTURAL ENGINEERS By: sc Sheet No. Cl Date: Sep-17 Job No. 17-0492 EQUIPMENT: SwitchgearAnchoraqe (each unit anchored individuall Wt.= 1242# Fp= 0.56 W Fp= 696 # Sds= 0.75 h= 93.25 in. hl= 62 in. d= 32 in. (mm) anch./side= 2 #anch.= 4 T(uft) = F,, x hi - 0.9 x Wp + 0.2 x SDS x Wp = (#anch/side)xd #anch. #anch T(ult)= 443 #/bolt T(ult, use)= 443 #IboIt F p V(ult)= (# anch. d V(ult) 174 #IboIt EQUIPMENT: Switchgear Anchorage Orthogonal Wt.= 1242# Fp= 0.56 W Fp= 696 # Sds= 0.75 h= 93.25 in. hl= 62 in. d= 45 in. (mm) (32° min x 32" mm) anch./side= I #anch.= 2 _________ h F,, x hi 0.9 x Wp 0.2 x S,, x Wp + = T(ult) = - (#anch/ side) xd #anch. #anch T(ult)= 495 #/bolt T(ult, use)= 495 #/bolt Governing Loads T(ult)= 495 # V(ult)= 174 # [See Next Sheet For Anchor Check I H:\2017\1704924_EngineeringSwitchgear Anchorage (individual units).xls 10/2/2017 ML70 04 www.hilti.us Profis Anchor 2.6.6 Company: MHP Page: 1 Specifier: schen Project: UHG Address: 3900 Cover Street, Long Beach, CA 90808 Sub-Project I Pos. No.: Phone I Fax: 562.985.3200 Date: 10/2/2017 E-Mail: Specifiers comments: Switchgear Anchorage (individual units) I Input data Anchor type and diameter: Kwik Bolt TZ - SS 3043/8(2) Effective embedment depth: heie = 2.000 in., hnm = 2.313 in. Material: AlSl 304 Evaluation Service Report: ESR-1 917 Issued I Valid: 6/1/20161 5/1/2017 Proof Design method ACI 318-11/ Mech. Stand-off installation: eb = 0.000 in. (no stand-off); t = 0.500 in. Anchor plate: ; E = 0 psi; fyk = 35998 psi; YMs = 1.100 IX x l, x t = 3.000 in. x 3.000 in. x 0.500 in.; (Recommended plate thickness: calculated (0.039 in.)) Profile: no profile Base material: cracked concrete, 2500, = 2500 psi; h = 6.000 in. Installation: hammer drilled hole. Installation condition: Dry Reinforcement: tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Seismic loads (cat. C, 0, E, or F) Tension load: yes (0.3.3.4.3 (d)) Shear load: yes (D.3.3.5.3 (c)) Geometry [in.] & Loading (lb, in.lb) Z A w UI Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Huh AG, FL-9494 Schoen Hilti is a registered Trademark of Hilti AG, Schoen C2 ~- I TIff; MIJ www.hilti.us Profis Anchor 2.6.6 Company: MHP Page: 2 Specifier: schen Project: UHG Address: 3900 Cover Street, Long Beach, CA 90808 Sub-Project I Pos. No.: Phone I Fax: 562.985.3200 I Date: 10/2/2017 E-Mail: 2 Proof I Utilization (Governing Cases) Design values (Ibi Utilization Loading Proof Load Capacity fIN! pt., (%J Status Tension Pullout Strength 495 1141 44/- OK Shear Pryout Strength 174 1683 _/11 OK Loading fIN pt., C Utilization PN,V C%I Status Combined tension and shear loads 0.434 0.103 5/3 28 OK 3 Warnings Please consider all details and hints/warnings given in the detailed report! Recommended plate thickness: 0.039 in. Fastening meets the design criteria! 4 Remarks; Your Cooperation Duties Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hiltis technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are Using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. C3 Input data and results must be checked for agreement with the existing conditions and for plausibilityt PROFIS Anchor (c) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is registered Trademark of Hilti AG. Schaan M.1 STRUCTURAL ENGINEERS By: so Sheet No. C4 Date: Sep-17 Job No. 17-0492 EQUIPMENT: SwltchgearAnchorage (anchored as one total unit) Wt.= 3569# Fp= 0.56 W Fp= 1999 # Sds= 0.75 h= 93.25 in. hl= 62 in. d= 32 in. (mm) anch.Iside= 2 #anch.= 4 T(uit) = F,, x hi - 0.9 x Wp + 0.2 x SDS x Wp = (# anch /side) x d #anch. #anch T(ult)= 1272 #IboIt T(ult, use)= 1272 #/bolt V(ult)= (# anch d V(ult)= 500 #IboIt EQUIPMENT: Swltchgear Anchorage Orthogonal wt.= 3569 # Fp= 0.56 W Fp= 1999# Sds= 0.75 h= 93.25 in. hl= 62 in. d= 101 in. (mm) (32" min x 96" mm) anch.Iside= I #anch.= 2 _________ h F. x hi 0.9 x Wp 0.2 x S x Wp + = T(uil) = - (# anch /side) x d #anch. #anch T(ult)= -109 #/bolt NO UPLIFT hi T(ult, use)= 0 #/bolt Governing Loads T(ult)= 1272 # V(ult)= 500 # ISee Next Sheet For Anchor Check I H:\20171170492\4—Engineering\Switchgear Anchorage (combined units).xls 10/2/2017 I Till EJJ wwW.hilti.us Profis Anchor 2.6.6 Company: MHP Page: 1 Specifier: schen Project: UHG Address: 3900 Cover Street, Long Beach, CA 90808 Sub-Project I Pos. No.: Phone I Fax: 562.985.3200 I Date: 10/4/2017 E-Mail: Specifiers comments: SWitchgear Anchorage (combined units) I Input data Anchor type and diameter: Kwik Bolt TZ - SS 304 1/2(3 114) ________ Effective embedment depth: he act = 3.250 in., h,,.., = 3.625 in. Material: AISI 304 Evaluation Service Report: ESR-1 917 Issued I Valid: 6/l/20161 5/l/2017 Proof: Design method ACI 318-11/ Mech. Stand-off installation: e = 0.000 in. (no stand-off); t = 0.500 in. Anchor plate: ; E = 0 psi; f k = 35998 psi; YMs = 1.100 l x l, x t = 3.000 in. x 3.000 in. x 0.500 in.; (Recommended plate thickness: calculated (0.039 in.)) Profile: no profile Base material: cracked concrete, 2500, = 2500 psi; h = 6.000 in. Installation: hammer drilled hole, Installation condition: Dry Reinforcement tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Seismic loads (cat. C, 0, E,or F) Tension load: yes (0.3.3.4.3 (d)) Shear load yes (0.3.3.5.3 (C)) Geometry [m.] & Loading [lb, in.lb] Input data and results must be checked for agreement with the existing conditions and for plausibilityl PROFIS Anchor (c) 2003-2009 Hilti AG, FL-9494 Schaan Hilli is a registered Trademark of Huh AG. Schaan C5 C6 wwW.hilti.us Profis Anchor 2.6.6 Company: MHP Page: 2 Specifier: schen Project: UHG Address: 3900 Cover Street, Long Beach, CA 90808 Sub-Project I Pos. No.: Phone I Fax: 562.985.3200 I Date: 10/4/2017 E-Mail: 2 Proof I Utilization (Governing Cases) Design values [lb) Utilization Loading Proof Load Capacity ON I p [%] Status Tension Concrete Breakout Strength 1272 2428 53/- OK Shear Concrete edge failure in direction y+ 500 2687 _/19 OK Loading PN Pv Utilization p, (%J Status Combined tension and shear loads 0.524 0.186 5/3 41 OK 3 Warnings Please consider all details and hints/warnings given in the detailed report! Recommended plate thickness: 0.039 in. Fastening meets the design criteria! 4 Remarks; Your Cooperation Duties Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that-you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor (c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Huh AG, Schaan Toe L ?-9 Dl D2 Use menu item Settings> Printing & Title Block Title 12":CMU WALL (Seismic) Page: to set these five lines of information Job # 17-0492 Dsgnr: Date: 9 OCT 2017 for your program. Description.... This Wall In File: H:\2017\1704924_EngineeringRETAlN PRO\12 in cmu wall.RPX Got 6t.f.) 5 RetalnPro 10(c) 1987-2014, Build 10.14.12.11 License: KW-06057990 License To: MHP, INC Cantilevered Retaining Wall Design ode: CBC 2013,ACI 318-11,ACI 530-11 [Criteria I [Soil Data I Retained Height = 4.50 It Allow Soil Bearing = 2,000.0 psf Wall height above soil = 14.33 ft Equivalent Fluid Pressure Method Heel Active Pressure = 62.4 psf/ft I I Slope Behind Wall = 0.00:1 = Height of Soil over Toe = 6.00 in Passive Pressure = 250.0 psflft I [1 Water height over heel = 0.0 It Soil Density, Heel = 110.00 pcf Soil Density, Toe = 0.00 pcf FootingSoil Friction = 0.400 Soil height to ignore for passive pressure 12.00 in [Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning LAxia1 Load Applied to Stem —111 Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in [Stem Weight Seismic Load Lateral Load Applied to Stem 1 Lateral Load = 0.0#/ft ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft The above lateral load has been increased 1.00 by a factor of Wind on Exposed Stem = 0.0 psf Fp I W Weight Multiplier = 0.250 g [Adjacent Footing Load I Adjacent Footing Load = 0.0 lbs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil - 0 0 ft - at Back of Wall Poisson's Ratio = 0.300 jAdded seismic base force 408.6 lbs L Stem Construction Bottom Stem OK Design Height Above Ftg ft= 0.00 Wall Material Above "Ht" = Masonry Design Method = ASD Thickness = 12.00 Rebar Size = # 7 Rebar Spacing = 8.00 Rebar Placed at = Edge Design Data fbIFB + fa/Fa = 0.739 Total Force @ Section Service Level lbs = 1,040.4 Strength Level lbs = Moment .... Actual Service Level ft-# = 8,641.8 Strength Level ft-# = phiMn or Mallowable = 11,695.3 Shear.....Actual Service Level psi = 13.4 Strength Level psi = Vallowable/(bd) psi = 55.3 Wall Weight = 124.0 Rebar Depth 'd' In= 9.00 Masonry Data I'm psi = 2,000 - Fs psi = 20,000 Solid Grouting = Yes Modular Ratio'n' 16.11 Short Term Factor = 1.000 Equiv. Solid Thick. In= 11.60 Masonry Block Type = Medium Weight Masonry Design Method = ASD Concrete Data ft psi Fy psi Wall Stability Ratios Overturning = 2.78 OK Sliding = 1.69 OK Total Bearing Load = 5.646 lbs ...resultant ecc. = 10.56 in Soil Pressure @ Toe = 1,574 psf OK Soil Pressure @ Heel = 163 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,889 psf ACI Factored @ Heel = 196 psf Footing Shear @ Toe = 12.1 psi OK Footing Shear © Heel = 10.2 psi OK Allowable = 75.0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 1,726.8 lbs less 100% Passive Force = - 656.3 lbs less 100% Friction Force = - 2,258.5 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5: 1 Stability = 0.0 lbs OK Load Factors - Building Code Dead Load Live Load Earth, H Wind, W Seismic, E CBC 2013,ACl 1.200 1.600 1.600 1.000 1.000 Use menu item Settings> Printing & Title Block to set these five lines of information for your program. Title 12":CMU WALL (Seismic) Job # 17-0492 Dsgnr: Description.... Page: Date: 9 OCT 2017 D3 This Wall in File: ft\2017\1 AIN PRO\12 in cmu wall.RPX RetalnPro, 10(c) 1987-2014, Build 10.14.12.11 License: KW-06057990 Cantilevered Retaining Wall Design ode: CBC 2013,ACI 318-11 ,ACI 530-11 License To: MHP, INC Footing Dimensions & Strengths I Toe Width = 2.75 ft Heel Width = 3.75 Total Footing Width = 6.50 Footing Thickness = 24.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft t'c = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Mm. As % = 0.0018 Cover @ Top 2.00 © Btm. 3.00 in Footing Design Results Toe Heel Factored Pressure = 1,889 196 psf Mu': Upward = 6.240 0 ft-# Mu': Downward = 1,904 4.263 ft-# Mu: Design = 4,336 4,263 ft-# Actual 1-Way Shear = 12.10 10.17 psi Allow 1-Way Shear = 75.00 75.00 psi Toe Reinforcing = # 5 @ 18.00 in Heel Reinforcing = # 5 @ 18.00 in Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S * Fr Heel: Not req'd. Mu < S * Fr Key: No key defined Use menu item Settings> Printing & Title Block Title 12":CMU WALL (Seismic) Page: D4 to set these five lines of information Job # 170492 Dsgnr: Date: 9 OCT 2017 for your program. Description.... This Wall in File: H:\2017\1704924_EngineeringRETAlN PRO\12 in cmu wall.RPX License : License To: Cantilevered Retaining Wall Design ode: CBC 2013,ACI 318-11,ACI 530-11 L Summary of Overturning & Resisting Forces & Moments I OVERTURNING RESISTING..... Force Distance Moment Force Distance Moment Item lbs it ft-# lbs ft ft-# Heel Active Pressure = 1,318.2 2.17 2,856.1 Soil Over Heel = 1,361.3 5.13 6,976.4 Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load © Stem Above Soil = 1.38 Seismic Stem Self Wt 408.6 11.42 4,664.3 Total 1,726.8 O.T.M. 7,520.4 Resisting/Overturning Ratio = 2.78 Vertical Loads used for Soil Pressure = 5,646.2 lbs If seismic is included, the OTM and sliding ratios be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 Total = 5,646.2 lbs R.M. 20,902.4 * Axial live load NOT Included in total displayed, or Used for overturning resistance, but is included for soil pressure calculation [Tilt I Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pcI Horizontal Dell © Top of Wall (approximate only) 0.127 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = Axial Live Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = Earth @ Stem Transitions= Footing Weighi = Key Weight = Vert. Component = 2,334.9 3.25 7,588.5 1,950.0 3.25 6,337.5 CALCULATION SHEET SUBJECT: UHG Generator DATE. 1 oJ.aoii JOB NO: 17-049...... STRUCTURAL ENGINEERS _______________________________________________________ SC. SHEET: El ~QPOVCOL. amticKicie N' (CtX' 2cXD W t42" \ ?51004 (t$ 20 -A Q. b(3S 2\ .O Q . . I tB4c0t - -. 3.4Q) 4 I I 3900 Cover Street Long Beach, CA 90808.1773 562.985.3200 P 567 985. 1011 F www.mhpse.com esi engineering October 27, 2017 Mr. Bruce Corzine RSP Architects 1220 Marshall Street NE Minneapolis, MN 55413 Subject: Summary Report Evaluation of Generator Noise UnitedHealth Group - Carlsbad, California Dear Mr. Corzine: This report summarizes our noise measurement and analysis results for the new emergency generator installation at United HealthGroup (UHG) Optum Rx building at 2858 Laker Ave E in Carlsbad, California. The City of Carlsbad Municipal Code 21 .34.090 Performance Standards states that the "maximum exterior noise level of any use shall not exceed 65 Ldfl as measured at the property line." The City requested measurements of the two existing generators and a sound study for the new generator to demonstrate the requirements will be met. Figure 1 shows an aerial photograph of the site and general location of the two existing generators and new generator. The nearest property line is approximately 204' to the east of the building. Figure 1 -Aerial photograph of the UHG Optum Rx building and site. Structures I Vibration I Noise I Monitoring ESI Engineering Inc. 7831 Glenroy Road Suite 430, Minneapolis, MN 55439 952.831.4646 1 esi-engineering.com Mr. Bruce Corzine October 27, 2017 RSP Architects Page 2 Noise Measurement Results Noise measurements were made on October 17 and 18, 2017 under various conditions at the two locations shown in Figure 2. The measurement equipment used was factory calibrated within the last year and calibration was field checked before and after the measurements. The measurement data is included in Attachment A. There are two existing generators at the building. Generator 1 was installed around 1998 and Generator 2 was installed in 2010. Noise measurements were made for the following conditions: Generator 1 noise at Locations A and B Generator 2 noise at Locations A and B Generator 1 & 2 noise at Locations A and B Ambient daytime noise at Location A and B Ambient nighttime noise at Locations A Table 1 shows the results of the measurements at each location. Noise at the site was controlled primarily by vehicular traffic on S Melrose Drive and Palomar Airport Road, and an occasional aircraft approaching McClellan Palomar Airport 1.5 miles to the west. Noise from the generators was not audible at Location B because of the topography of the site. There is a tall berm near the property line that shields Location B from the generators. s It Li' ____ •.(,/ Figure 2 - Noise measurement locations. Mr. Bruce Corzine October 27, 2017 RSP Architects Page 3 Table 1 - Noise Measurement Results Condition Location A 1eq (dBA) Location B 1eq (dBA) Measurement Duration Generator 1 only 64.2 57.2 2 minutes Generator 2 only 59.0 55.2 2minutes Generators 1 & 2 63.5 56.9 2 minutes Daytime ambient 59.2 57.2 60 minutes Nighttime ambient 56.6 - 60 minutes The levels shown in Table 1 are the average noise levels during the measurement period and cannot be directly compared with the Ldfl code requirement of 65 dBA. The Ldfl noise level is the "Day-Night Average Equivalent Sound Level" over a 24 hour period and is commonly used in assessing the impact that road, rail, air and general industry projects have on the local population. The Ldfl includes a 10 dB penalty added to the nine nighttime hours from 10pm and 7am. The generator noise measurements made at the Optum Rx building were used to calculate the Ldfl and the results will be presented in the next section. Generator Noise Analysis Results The new generator will be a Cummins 600 DQCA model with a Quiet Site II (F202) enclosure. Data provided by Cummins (see Attachment B) was used to calculate noise at Location A near the property line and at Location B in the park to the east. The generator will be located near the building adjacent to the two existing generators as shown in Figure 3. There will be a heavy masonry screen wall around the generator. The noise calculations (see Attachment B) included the barrier effect of the screen wall and reflections from the building. The Ldfl noise levels at Location A near the east property line for the existing conditions and for the new generator are compared to the 65 dBA requirement in Figure 4. The ambient Ldfl noise level is 64 dBA at Location A and was dominated by vehicular traffic sources. The noise from Generator 1 was 71 dBA which exceeds the requirement. The Generator 2 noise level is right at the 65 dBA code requirement. Noise from the new Generator 3 without the ambient noise from the traffic was calculated to be 62 dBA at Location A. When ambient noise from traffic is added to the new Generator 3 noise, the Ldfl level increases to 66 dBA, exceeding the requirement by 1 dBA. Figure 5 presents Ldfl noise levels in the park at Location B. For all generator conditions, noise in the park is below the City code requirement of 65 dBA. As Figure 3 shows, the property line at Location A is on top of a high berm and we don't anticipate people are ever there to hear generator noise. In our opinion, the critical area is the park at Location B, which is well shielded from the Optum Rx generators. Figures 6 and 7 show photographs at the top of the berm and in the park. October 27, 2017 Page 4 Al 0 ft I; -- 4 LI- Mr. Bruce Corzine RSP Architects I Mr. Bruce Corzine October 27, 2017 RSP Architects Page 5 Figure 4—Results of the calculated Day-Night noise level for various conditions at Loc. A. Figure 5—Results of the calculated Day-Night noise level for various conditions at Loc. B. October 27, 2017 Page 6 Mr. Bruce Corzine RSP Architects Figure 6— Photograph at Location A and the top of the berm near the east property line. Figure 7 - Photograph from Loc. B looking towards the berm and the Optum Rx building. Mr. Bruce Corzine October 27, 2017 RSP Architects Page 7 Summary and Conclusions The City of Carlsbad has requirements for outdoor noise from building mechanical equipment and other sources. UnitedHealth Group is planning to install a new emergency generator at the Optum Rx building and the City has asked for noise measurements of the existing conditions and calculations for noise from the new generator. The generator planned for the project has the highest noise attenuation enclosure available from Cummins and the generator will be surrounded by a 13' tall masonry screen wall that will provide additional noise reduction. Noise of the existing conditions was measured and noise from the new generator was calculated. Both were compared to the City code requirement of Ldfl 65 dBA. The following is a summary of the results: The Ldfl noise level measured for the ambient conditions at the nearest property line was 64 dBA. The dominant source was vehicular traffic on the nearby roads. The Ldfl noise level calculated at the nearest property line from the new Generator 3 was 62 dBA without the ambient noise and 66 dBA with the ambient noise. The existing Generator 1 Ldfl level measured was 71 dBA, which exceeds the 65 dBA code requirement. Noise from the existing Generator 2 is 65 dBA and meets the code requirement. Noise from generators in the park to the east of the property line meets the 65 dBA requirement for all conditions. In our opinion, the critical location for noise is in, the park area and, because of the barrier effect of the tall berm, the generator noise in the park meets the code requirement for all generator conditions. We think this is reasonable and therefore no design changes are recommended for the installation. If it is necessary for the new Generator 3 to meet the 65 dBA requirement at the property line with the ambient traffic noise included, we recommend adding 1' to the top of the masonry screen wall, making it 2' higher than the top of the generator enclosure. We appreciate the opportunity to work with you on this project and remain available to assist in the resolution of these and any other matters. Please let us know if you have questions or need more information. Sincerely, AnthonnJ.B xter, P.E. (licensed in Minnesota and Wisconsin) Principal File: 2371 RSP Architects - UHG Generator Noise control, October 27, 2017 ver 1 .docx Attachment A Noise Measurement Results esi engineering Acoustic Test Results Minneapolis, Minnesota I 0:952.831.4646 I esi-engineering.com Project No: P2371 Analyzer: Larson Davis 831 s/n 3553 Project: RSP - California UHG Emergency GeneratorPreamplifier: Larson Davis PRM831 s/n 029391 Location: Carlsbad, California Microphone: Larson Davis 3771320 s/n 137686 Engineer: A.J. Baxter Calibrator: Bruel & Kjaer 4231 s/n 3009047 Last Calibrated: February 16, 2017 Location: Location A Meteorology: Temperature: 64-82 OF Date: 10/17/2017 Wind Speed / Dir.: Calm-8.1 MPH! WSW Start Time: 9:14:59 AM Humidity: 22-65% End Time: 9:16:59 AM Calibration Check: Calibration Frequency: 1 kHz Run Time: 120.6 seconds Initial Calibration: 93.9 dB Final Calibration: 93.9 dB Measurements: File N. 3: Measurement while Generator 1 running Last Cal. Check: 10/18/17 @ 5:09 AM ZL (N -J U) I a) ':09 Time, h.m.s. I I I 831_Data003 - Globals 113 Leq Spectrum - Linear so- d9 :X 7 I __________________________ ___________________ _______________ 1000 (L) 562 73.0 (A) 64.3 60-- I-50. a) -4 .ft 3o. 0. 20- Frft 10 - •T•• -'- T •' '• T ' ' T ' ' ' ' 31.5 Hz 63 125 250 500 1K 2K 4K 8K 16K (L) (A) 1/3 Octave Band Frequency, Hz LI.0: 66.0 dB(A) L50.0: 63.9 dB(A) L95.0: 62.8 dB(A) Leq: 64.2 dB(A) LI0.0: 65.4 dB(A) L90.0: 63.0 dB(A) Win: 62.1 dB(A) Wax: 66.9 dB(A) Figure Al :I . ____ :L..._ 831_Data.003 Globals 1/3 Leq Spectrum - Linear Hz dB Hz dB Hz dB Hz dB Hz dB Hz dB 25 58.0 dB 80 65.9 dB 250 49.5 dB 800 54.8 dB 2500 50.7 dB 8000 29.5 dB 31.5 63.4 d13 100 62.3 dB 315 54.5 dB 1000 56.2 dB 3150 47.3 dB 10000 25.1 dB 40 60.1 dB 125 56.5 dB 400 58.5 dB 1250 55.7 dB 4000 42.1 dB 12500 22.8 d13 50 61,6 dB 160 53.7 dB 500 54.4 dB 1600 55.5 dB 5000 38.1 dB 16000 22.5 dB 63 64.7 dB 200 50.7 dB 630 53.6 dB 2000 51.7 dB 6300 34.9 dB 20000 22.0 dB PT Acoustic Test Results esi engineering Minneapolis, Minnesota I 0:952.831.4646 I Project No: P2371 Analyzer: Larson Davis 831 s/n 3553 Project: RSP - California UHG Emergency GeneratorPreamplifier: Larson Davis PRM831 s/n 029391 Location: Carlsbad, California Microphone: Larson Davis 3771320 s/n 137686 Engineer: A.J. Baxter Calibrator: Bruel & Kjaer 4231 s/n 3009047 Last Calibrated: February 16, 2017 Location: Location A Date: 10/17/2017 Start Time: 9:20:47 AM End Time: 9:22:47 AM Run Time: 120.7 seconds Measurements: File N. 5: Generator 1 and 2 running Meteorology: Temperature: 64-82 °F Wind Speed / Dir.: Calm-8.1 MPH / W Humidity: 22-65% Calibration Check: Calibration Frequency: 1 kHz Initial Calibration: 93.9 dB Final Calibration: 93.9 dB Last Cal. Check: 10/18/17 © 5:09 AM :57 ri - Time, h.m.s. Li i 831_Data.005 - Globals 113 Leq Spectrum -Linear iT 1/3 Octave Band Frequency, Hz LI.0: 66.1 dB(A) L50.0: 63.2 dB(A) L95.0: 62.0 dB(A) Leq: 63.5 dB(A) LIO.0: 64.9 dB(A) L90.0: 62.1 dB(A) Win: 61.4 dB(A) LMax: 67.0 dB(A) 831_Data.005 Globals 1/3 Leq Spectrum - Linear Hz dB Hz dB Hz dB Hz dBI Hz dB Hz dB 25 57.4 dB 80 62.6 dB 250 52.2 dB 800 54.7 d 12500 49.6 dB 8000 28.8 dB 31.5 64.5 dB 100 63.0 dB 315 54.3 dB 1000 55.3 dB 3150 46.8 dB 10000 25.9 dB 40 57.9 dB 125 56.7 dB 400 57.8 dB 1250 54.5 dB 14000 40.9 dB 12500 24.6 dB 50 60.5 dB 160 56.8 dB 500 55.4 dB 1600 53.4 dB 15000 36.9 dB 16000 24.6 dB 63 63.2 dB 200 52.7 dB 630 53.3 dB 2000 51.2 dB I 6300 33.8 dB 20000 22.5 dB Figure A2 esi engineering Acoustic Test Results Minneapolis, Minnesota I 0:952.831.4646 I esi-engineéring.com Project No: P2371 Analyzer: Larson Davis 831 s/n 3553 Project: RSP - California UHG Emergency GeneratorPreamplifier: Larson Davis PRM83I s/n 029391 Location: Carlsbad, California Microphone: Larson Davis 3771320 s/n 137686 Engineer: A.J. Baxter Calibrator: Bruel & Kjaer 4231 s/n 3009047 Last Calibrated: February 16, 2017 Location: Location A Meteorology: Temperature: 64-82 °F Date: 10/17/2017 Wind Speed! Dir.: Calm-8.1 MPH / WSW Start Time: 9:32:10AM Humidity: 22-65% End Time: 9:35:55 AM Run Time: 225.1 seconds Calibration Check: Calibration Frequency: I kHz Initial Calibration: 93.9 dB Final Calibration: 93.9 dB Measurements: File N. 6: Generator 2 only Last Cal. Check: 10/18/17 @ 5:09 AM :;:i. ___ _IL __.! 2 : 22, . --------------- Time, h.m.s. I 831_Data.006 - Globals 113 Leq Spectrum - Linear :10 I 1/3 Octave Band Frequency, Hz LI.0: 65.6 dB(A) L50.0: 57.7 dB(A) 195.0: 53.3 dB(A) Leq: 59.0 dB(A) LI0.0: 61.7 dB(A) L90.0: 54.0 dB(A) LMin: 51.0 dB(A) LMax: 70.1 dB(A) 831Data.006 Globals 1/3 Leq Spectrum - Linear Hz dB Hz dB Hz dB Hz dB Hz dB Hz dB 25 57.5 dB 80 59.0 dB 250 49.4 dB 800 52.3 dB 2500 41.2 dB 8000 25.2 dB 31.5 63.5 dB 100 57.3 dB 315 51.5 dB 1000 51.3 dB 3150 37.2 dB 10000 23.8 dB 40 65.6 dB 125 57.5 dB 400 53.2 dB 1250 49.2 dB 4000 34.1 dB 12500 22.4 dB 50 58.5 dB 160 52.5 dB 500 51.2 dB 1600 46.6 dB 5000 31.3 dB 16000 22.2 dB 63 61.6 dB 200 49.6 dB 630 51.7 dB 2000 43.9 dB 16300 27.3 dB 120000 21.5 dB Figure A3 Acoustic Test Results esi engineering Minneapolis, Minnesota I 0:952.831.4646 I Project No: P2371 Analyzer: Larson Davis 831 sIn 3553 Project: RSP - California UHG Emergency GeneratorPreamplifier: Larson Davis PRM83I sIn 029391 Location: Carlsbad, California Microphone: Larson Davis 377 B20 s/n 137686 Engineer: A.J. Baxter Calibrator: Bruel & Kjaer 4231 s/n 3009047 Last Calibrated: February 16, 2017 Location: Location A Meteorology: Temperature: 64-82 °F Date: 10/17/2017 Wind Speed / Dir.: Calm-8.1 MPH! WSW Start Time: 9:40:19 AM Humidity: 22-65% End Time: 10:13:02 AM Calibration Check: Calibration Frequency: 1 kHz Run Time: 1963.1 seconds Initial Calibration: 93.9 dB Final Calibration: 93.9 dB Measurements: File N. 7: Ambient Measurement Last Cal. Check: 10/18/17 @ 5:09 AM :-. __ Ern .___ — I. — I.. __I -- I — — — I — U. U - — —. -- — - 1__ P II • — I — _._. .._ — - I ''w • UI.''.I. WP&. M!l_l — Irll 'r . i w urw.uu p !&U U 1 gir 11:Irl •J i& rn 'i ii iii wr IJl!•!____ —"!'---• '!1. II ''.r I -ii — ______ ' - —.: I i II' E' JVIUP1U 'i.iii.i uu .rr • g. *v.ur Vii U ii r i rnmi ii i.i i' r i I 1L1111 • -- -- — ---I -- RUP U iIu '•i'A, • ii• uiirr*— ill u i — n.nnnnnnnn..nn.nnnnnnnnnnnnnnnn.nnnnnndfl— Time, h.m.s. j .Me1 yIcIr.-.rT !Tt*i I.UUUUliUUUiUU••U..IU•IiE: p.iuuuuiuuiuuu•uiuiii..... iIiIiii'.r..•uuuuiiuuuiuu • dllllllllllllllllliii!1 31.5 Hz 63 125 250 500 1K 2K 4K 8K 16K (L) (A) 1/3 Octave Band Frequency, Hz LI.0: 71.8 dB(A) L50.0: 59.3 dB(A) L95.0: 52.9 dB(A) Leq: 61.8 dB(A) LIO.0: 63.5 dB(A) L90.0: 54.3 dB(A) LMin: 48.0 dB(A) LMax: 81.5 dB(A) 831 Data.007 Globals 1/3 Leq Spectrum - Linear Hz dB Hz dB Hz dB Hz dB Hz dB Hz dB 2558.6dB 8061.0 dB dB 31.560.3dB 10060.8dB 4062.4dB 12558.5dB _25052.4dB _80054.4dB _250044.4dB _800030.6 dB 5060.3dB 16055.4dB _31554.5dB _40054.5dB _100054.1dB _125052.4dB _315041.9dB _400038.1dB _1250020.9 _1000024.7dB 6362.3dB 20053.0dB _50054.8dB _63054.5dB _160049.7dB _200046.8dB _500035.6dB _630032.7dB _1600019.8dB _2000020.6dB :39 FigureA4 it es i engineering Acoustic Test Results Minneapolis, Minnesota I 0: 952.831.4646 I Project No: P2371 Analyzer: Larson Davis 831 s/n 3553 Project: RSP - California UHG Emergency GeneratorPreamplifier: Larson Davis PRM83I s/n 029391 Location: Carlsbad, California Microphone: Larson Davis 377B20 s/n 137686 Engineer: A.J. .Baxter Calibrator: Bruel & Kjaer 4231 s/n 3009047 Last Calibrated: February 16, 2017 Location: Location B Date: 10/17/2017 Start Time: 10:15:44 AM End Time: 10:18:33 AM Run Time: 169.3 seconds Measurements: File N. 8: Generator I only Meteorology: Temperature: 64-82 °F Wind Speed / Dir.: Calm-8.1 MPH / WSW Humidity: 22-65% Calibration Check: Calibration Frequency: 1 kHz Initial Calibration: 93.9 dB Final Calibration: 93.9 dB Last Cal. Check: 10/18/17 @ 5:09 AM 831_Data.008 - LAeq 831_Data008 - LAeq . Running Leq Time, h.m.s. LI I 831_Data.008 - Globals 113 Leq Spectrum - Linear 1/3 Octave Band Frequency, Hz LI.O: 64.1 dB(A) 1-50.0: 56.1 dB(A) L95.0:46.2 dB(A) Leq: 57.2 dB(A) L1 0.0: 60.5 dB(A) L90.0:47.6 dB(A) Win: 44.9 dB(A) LMax: 66.9 dB(A) 831_Data.008 Globals 1/3 Leq Spectrum - Linear Hz dB Hz dB Hz dB Hz dB Hz dB Hz. dB 25 56.3 dB 80 59.3 dB 250 50.0 dB 800 48.9 dB 2500 40.0 dB 8000 22.1 dB 31.5 58.0 dB 100 59.3 dB 315 44.9 dB 1000 49.9 dB 3150 35.8 d13 10000 19.9 dB 40 57.7 dB 125 57.2 dB 400 42.6 dB 1250 49.8 dB 4000 32.0 dB 12500 19.9 dB 50 58.8 dB 160 56.5 dB 500 43.6 dB 1600 46.9 dB 5000 27.8 dB 16000 20.4 dB 63 60.6 dB 200 54.7 dB 630 46.8 dB 2000 44.0 dB 6300 24.1 dB 20000 21.0 dB Figure A6 Acoustic Test Results esi engineering Minneapolis, Minnesota I 0:952.831.4646 Project No: P2371 Analyzer: Larson Davis 831 s/n 3553 Project: RSP - California UHG Emergency GeneratorPreamplifier: Larson Davis PRM83I s/n 029391 Location: Carlsbad, California Microphone: Larson Davis 3771320 s/n 137686 Engineer: A.J. Baxter Calibrator: Bruel & Kjaer 4231 s/n 3009047 Last Calibrated: February 16, 2017 I Location: Location B Date: 10/17/2017 Start Time: 10:20:08 AM End Time: 10:22:23 AM Run Time: 135.0 seconds Measurements: File N. 9: Generator 1 and 2 running Meteorology: Temperature: 64-82 OF Wind Speed / Dir.: Calm-8.1 MPH / WSW Humidity: 22-65% ) Calibration Check: Calibration Frequency: 1 kHz Initial Calibration: 93.9 dB Final Calibration: 93.9 dB Last Cal. Check: 10/18/17 @ 5:09 AM PL •• •;'' : • Time, h.m.s. 831_Data.009 - Globals 113 Leq Spectrum - Linear 1/3 Octave Band Frequency, Hz 1-I.0: 63.6 dB(A) 1-50.0: 54.2 dB(A) 195.0:45.8 dB(A) Leq: 56.9 dB(A) 110.0: 61.2 dB(A) L90.0: 48.5 dB(A) Win: 44.4 dB(A) 1-Max: 64.3 dB(A) 831_Data.009 Globals 1/3 Leq Spectrum - Linear Hz dB Hz dB Hz dB Hz dB Hz dB Hz dB 25 56.2 dB 80 60.1 dB 250 49.5 dB 800 48.6 dB 2500 40.1 dB 8000 22.4 dB 31.5 58.9 dB 100 59.5 dB 315 44.2 dB 1000 49.6 dB 3150 36.3 dB 10000 21.5 dB 40 58.6 dB 125 56.7 dB 400 47.8 dB 1250 48.7 dB 4000 32.6 dB 12500 20.7 dB 50 57.5 dB 160 56.8 dB 500 43.5 dB 1600 46.7 dB 5000 28.5 dB 16000 21.1 dB 63 60.6 dB 200 50.6 dB 630 45.8 dB 2000 43.8 dB 6300 24.9 dB 20000 21.3 dB Figure AS :28 it Acoustic Test Results esi engineering Minneapolis, Minnesota I o:952.831.4646 I Project No: P2371 Analyzer: Larson Davis 831 s/n 3553 Project: RSP - California UHG Emergency GeneratorPreamplifier: Larson Davis PRM83I s/n 029391 Location: Carlsbad, California Microphone: Larson Davis 3771320 s/n 137686 Engineer: A.J. Baxter Calibrator: Bruel & Kjaer 4231 s/n 3009047 Last Calibrated: February 16, 2017 Location: Location B Meteorology: Temperature: 64-82 OF Date: 10/17/2017 Wind Speed! Dir.: Calm-8.1 MPH / WSW Start Time: 10:26:05 AM Humidity: 22-65% End Time: 10:29:25 AM Run Time: 200.6 seconds Calibration Check: Calibration Frequency: I kHz Initial Calibration: 93.9 dB Final Calibration: 93.9 dB Measurements: File N. 10: Generator 2 only Last Cal. Check: 10/18/17 @ 5:09 AM • I Ir"_ 1 - . • —' w ___ - 'I'-. -__=---- I' -.- . i-y•'. ._&. r•u I- 'l—=-.-- a._&. _____ a - -=' 1--.• -= a— • rTTIfTrWTTIfTTVT1IfTTIWTVTrErLUVT!TrII1TT1IVT Time, h.m.s. I i 831_Data 010 - Globals 113 Leq Spectrum - Linear 1/3 Octave Band Frequency, Hz 11.0:60.8 dB(A) L50.0: 537 dB(A) 195.0:46.8 dB(A) Leq: 55.2 dB(A) 110.0: 58.9 dB(A) 190.0:47.6 dB(A) Win: 45.1 dB(A) LiViax: 66.4 dB(A) 831_Data.010 Globals1/3Leq Spectrum -Linear Hz dB Hz dB Hz dB Hz Hz dB Hz dB 2556.1dB 80046.6dB 31.556.5dB 100047.7dB 4056.7 dB _8059.6dB dB _25050.1dB dB 125046.7 dB _250038.7dB dB _800020.8dB dB 5058.5dB _12557.5 _10058.5dB _40042.3 _31543.1dB 160044.6 dB _400031.8 _315035.2dB _1250018.9 _1000019.0dB 6359.8dB _16054.9dB _20052.4dB _50042.3dB _63044.3dB 200041.6 dB _500028.0dB _630024.2dB _1600020.1dB _2000020.7dB I Figure A7 9:45 Acoustic Test Results esi engineering Minneapolis, Minnesota I o: 952.831.4646 Project No: P2371 Analyzer: Larson Davis 831 s/n 3553 Project: RSP - California UHG Emergency GeneratorPreamplifier: Larson Davis PRM831 s/n 029391 Location: Carlsbad, California Microphone: Larson Davis 3771320 s/n 137686 Engineer: A.J. Baxter Calibrator: Bruel & Kjaer 4231 s/n 3009047 Last Calibrated: February 16, 2017 Figure A8 Location: Location A Meteorology: Temperature: 64-82 °F Date: 10/17/2017 Wind Speed / Dir.: Calm-8.1 MPH / WSW Start Time: 11:33:22 AM Humidity: 22-65% End Time: 12:33:22 PM Calibration Check: Calibration Frequency: 1 kHz Run Time: 3600.7 seconds Initial Calibration: 93.9 dB Final Calibration: 93.9 dB Measurements: File N. 11: Hour-Long Ambient Measurement Last Cal. Check: 10/18/17 © 5:09 AM 0.. 11:33:2 h.m.s. 11:43: 1:53:2 12:03:22 12:13:2 12:3:2 12:33:22 Time, h.m.s. Wi61 1IoLepenLnear = E E 04 so- -. - Y1111 10- ' ' T 1 -r - 31.5 T Hz 63 125 250 500 1K 2K 4K 8K 16K (L) (A) 1/3 Octave Band Frequency, Hz LI.0: 66.9 dB(A) 150.0: 57.9 dB(A) ' 195.0: 53.3 dB(A) Leq: 59.2 dB(A) 110.0: 61.6 dB(A) 190.0: 54.2 dB(A) 1Mm: 49.7 dB(A) Wax: 73.2 dB(A) cl _._-____ IP urn .i i._...!.. _T1.!,t.., I_ .1 11 1 umi FIR .-.. I'I. I RONF~RJR MPH! . '.•!: ' -- iL.â.i 1!LI'j. iiit.iii IF1rJ1 Lr I -- - - -- - • I ___________________________ - 831_Data.01 I Globals 1/3 Leq Spectrum - Linear Hz dB Hz dB Hz dB Hz dB Hz dB Hz dB 25 59.2 dB 80 62.1 dB 250 51.5 dB 800 51.9 dB 2500 41.3 dB 8000 25.2 dB 31.5 59.4 dB 100 60.8 d13 315 50.3 d13 1000 52.0 dB 3150 38.5 d13 10000 21.0 d13 40 . 62.0 dB 125 59.1 dB 400 50.5 dB 1250 50.4 dB 4000 34.4 dB 12500 19.8 dB 50 61.2 dB 160 55.0 dB 500 50.3 dB 1600 47.6 dB 5000 30.4 dB 16000 19.8 dB 63 62.0 d13 200 51.6 dB 630 50.5 d13 2000 44.3 dB 6300 28.5 dB 20000 20.6 d13 esi engineering Acoustic Test Results Minneapolis, Minnesota I 0:952.831.4646 Project No: P2371 Analyzer: Larson Davis 831 s/n 3553 Project: RSP - California UHG Emergency GeneratorPreamplifier: Larson Davis PRM831 s/n 029391 Location: Carlsbad, California Microphone: Larson Davis 3771320 s/n 137686 Engineer: A.J. Baxter Calibrator: - Bruel & Kjaer 4231 s/n 3009047 Last Calibrated: February 16, 2017 Location: Location B Meteorology: Temperature: 64-82 °F Date: 10/17/2017 Wind Speed / Dir.: Calm-8.1 MPH /WSW Start Time: 12:36:36 PM Humidity: 22-65% End Time: 1:36:37 PM Calibration Check: Calibration Frequency: 1 kHz Run Time: 3601.1 seconds Initial Calibration: 93.9 dB Final Calibration: 93.9 dB Measurements: File N. 12: Hour-Long Ambient Measurement Last Cal. Check: 10/18/17 @ 5:09 AM 831_DataO12 - LAeq 831_DataO12 - LAeq -Running Leq 80- - - 12:36:36 dB 56.8dBA 56.3dBA skqii. 11111 11111 11111 11111 12:36:36 40-11111 11111 h.m.s. 12:46:36 12:56:36 1:06:36 1:16:36 1:26:36 1:36:36 Time, h.m.s. c'1 01 31.5 Hz 63 125 250 5i0 1K 2'K dK 8K 16K (L) (A) 1/3 Octave Band Frequency, Hz LI.0: 64.4 dB(A) L50.0: 56.0 dB(A) L95.0:48.0 dB(A) Leq: 57.2 dB(A) LIO.O: 60.2 dB(A) L90.0: 49.5 dB(A) Win: 41.2 dB(A) Wax: 71.2 dB(A) Figure A9 - SRO PNNlUIIUIUIIlIlIU•UiUUiu•u• 11111irf(fill- !u 11111 831_Data.012 Globals 1/3 Leq Spectrum - Linear Hz dB Hz dB Hz dB Hz dB Hz dB Hz dB 25 59.4 dB 80 61.3 dB 250 51.9 dB 800 48.4 dB 2500 41.1 dB 8000 25.3 dB 31.5 61.4 dB 100 61.4 dB 315 46.6 dB 1000 49.5 dB 3150 38.4dB 10000 21.9 dB 40 61:6 d13 125 60.8 dB 400 43.8 dB 1250 48.5 dB 4000 35.1 dB 12500 19.4 dB 50 61.0 dB 160 57.1 dB 500 43.7 dB 1600 46.4 dB 5000 31.6 dB 16000 19.6dB 63 61.5 dB 200 54.1 dB 630 46.2 dB 2000 43.9 dB 6300 28.6 dB 20000 20.5 dB IT Time. h.m.s. I I I 831_Data015 - Globals 113 Leq Spectrum - Linear a) S. 0 CO Acoustic Test Results esi engineering Minneapolis, Minnesota I 0:952.831.4646 Project No: P2371 Analyzer: Larson Davis 831 s/n '3553 Project: RSP - California UHG Emergency GeneratorPreamplifier: Larson Davis PRM83I s/n 029391 Location: Carlsbad, California Microphone: Larson Davis 3771320 s/n 137686 Engineer: A.J. Baxter Calibrator: Bruel & Kjaer 4231 s/n 3009047 Last Calibrated: February 16, 2017 Location: Location A Meteorology: Temperature: 64-82 °F Date: 10/18/2017 Wind Speed / Dir.: Calm-8.1 MPH /WSW Start Time: 4:05:46 AM Humidity: 22-65% End Time: 5:06:12 AM Calibration Check: Calibration Frequency: I kHz Run Time: 3626.3 seconds Initial Calibration: 93.9 dB Final Calibration: 93.9 dB Measurements: File N. 15: Hour-Long Ambient Measurement (early morning) Last Cal. Check: 10/18/17 @ 5:09 AM ._ - - U 11100 - _ _________________ .i_••• ___.rPff I lW 'll i•uiiui. Ii. •,uU•• 'u -u.i i-I.11 liii ILruI I i IIi IM 'I liii iiiii i•U•• i•iunu•• p'PWW 1ulII iI I'lTIl1PIUUIP U Iflhl.I •luui p_Il I •II_IIUIII••jl II!ii Iipuri l.Ip:..g.Ili.I •ipuruii'i i' iii:ii III1U.PUiIII.I I 1I•,i.lLi.1111111U ii i ri I 1II II I liii: . 1 1 U I .J I .0 1L11 I llI.' I1IIJIii1IiI liii i •_ait 1,ii.nhi P ru. I U 'II II......111111,11 _, •__ ii.. .L)juIIIII I .11, l!IILlMIU.I(,Il , ,iï.u& p I I ---- -- U - ir--ui--I,- 1/3 Octave Band Frequency, Hz 11.0: 64.4 dB(A) 1-50.0: 54.4 dB(A) L95.0:47.1 dB(A) Leq: 56.6 dB(A) 110.0: 59.8 dB(A) L90.0: 48.3 dB(A) Win: 41.6 dB(A) 1-Max: 75.8 dB(A) 831_Data.015 Globals 1/3 Leq Spectrum - Linear Hz dB Hz dB Hz dB Hz dB Hz dB Hz dB 25 54.0 dB 80 57.0 dB 250 48.0 dB 800 49.2 dB 2500 39.7 dB 8000 27.6 dB 31.5 54.6 dB 100 54.9 dB 315 48.2 dB 1000 49.8 dB 3150 34.8 dB 10000 28.5 dB 40 54.7 dB 125 52.2 dB 400 47.9 dB 1250 47.9 dB 4000 31.1 dB 12500 24.2 dB 50 57.0 dB 160 48.7 dB 500 47.8 dB 1600 45.5 dB 5000 28.1 dB 16000 21.0 dB 63 58.7 dB 1200 47.2 dB 1630 47.8 dB 12000 42.5 dB 6300 26.7 dB 120000 20.9 dB Figure AIO Attachment B Generator Information Power Generation Sound Data 600DQCA 60Hz Sound Pressure Level @ 7 meters, dB(A) See Notes 1-8 listed below Measurement ______ ______ _Location _Number Configuration Average 1 2 3 4 5 6 7 8 Standard - Unhoused Infinite 91.5 96.2 95.2 95.0 Exhaust 94.1 93.9 93.4 92.8 94.2 F200 -Weather Mounted Muffler 85.4 90.9 79.6 81.4 89.4 80.7 77.5 86.4 86.1 F201 - Quiet Site II First Stage Mounted Muffler 72.4 73.7 75.4 81.2 89.4 80.1 71.2 70.7 81.7 F202-Quiet Site II Second Mounted 70.1 76.0 76.6 73.0 77.2 70.9 72.3 71.0 74.2 Stage Muffler I Sound Power Level, dB(A) See Notes 2-6, 9, 10 listed below Configuration Octave _____ _Band _Center_Freauency_(Hz) Overall Sound Power Level 63 125 250 1 500 1000 1 2000 4000 8000 Standard - Unhoused Infinite 84.9 106.5 109.9 114.0 Exhaust 116.5 116.1 120.3 115.6 124.3 F200 -Weather Mounted Muffler 92.7 104.1 107.1 107.2 107.8 104.7 109.1 104.3 115.2 F201 - Quiet Site II First Stage Mounted 91.7 102.8 101.6 100.6 Muffler 101.0 99.9 104.9 100.7 110.5 F202 - Quiet Site II Second Stage Mounted 85.6 98.8 97.2 92.2 99.5 98.1 104.0 96.6 107.8 Muffler Exhaust Sound Power Level, dB(A) Open Exhaust (No Muffler Rated Load) Octave Band Center Frequency (Hz) [Sound Power Level 63 1125 250 500 11000 l 2000 4000 1 8665 102.51 112.4 1121.5 1119.3 1121.0 123.4 1120.8 1120.0 129.3 Note: Position 1 faces the engine front. The positions proceed around the generator set in a counter-clockwise direction in 450 increments. All positions are at 7m (23 ft) from the surface of the generator set and 1.2m (48') from floor level. Sound levels are subject to instrumentation, measurement, installation and manufacturing variability. Sound data with remote-cooled generator sets are based on rated loads without cooling fan noise. Sound levels for aluminum enclosures are approximately 2 dB(A)s higher than listed sound levels for steel enclosures. Sound data for generator set with infinite exhaust do not include exhaust noise. Data is based on full rated load with standard radiator-cooling fan package Sound Pressure Levels are measured per ANSI S1.13 and ANSI S12.18, as applicable. Reference sound pressure is 20 pPa. Sound Power Levels per ISO 3744 and ISO 8528-10, as applicable. Reference power = 1 pw (1012W) Exhaust Sound Pressure Levels are per ISO 6798, as applicable. Sound Pressure level at different microphone locations and average Sound Pressure level at 7m for F202, F201 and F200 enclosures are based on Insertion loss calculations. Cummins Power Generation Data and Specification Subject to Change Without Notice Bulletin msp-1 158b Attachment C Calculation Results rr, I 7831 Glenroy Road Client: RSP October 18, 2017 Minneapolis MN 55439 Project: P2371 - UHG Emergency Page Bi Tel: (952) 831-4646 Generator Noise Control By: AJ Baxter & AAJ Schmitt Noise Control Constants, Tables, Calculations and Curves dBA Scale Corrections Octave Bands Used Octave Bands Used Wavelengths Air Attenuation: (50%RH, 60F) —26.2 1 63 63 17.5 0.1 —16.1 2 125 125 8.8 0.4 —8.2 3 250 250 4.4 1.2 —3.2 dBA := 4 500 OctBnd := f := OCTAVE := 500 1100 X. := 2.2 2.4 0 5 1000 1000 ' OCTAVE. X =1.1 43 1.2 6 2000 2000 0.6 10.3 1.0 7 4000 4000 0.3 33.2 —1.1 8 8000 8000 0.1 66.9 Compute Sound Transmission Class (STC) Ratings Table 10 19 • 26 i:=1..8 j:=1..50 STC := 1 STC ..:=STC +(j-1) Ii 29 30 30 30 To Obtain STC Value, Subtract 25 From the j-value as follows: STC62 := STC1 62-25 Octave Band Sound-Pressure Levels Defining Noise Criterion (NC) Curves 47 51 54 57 60 64 67 71 74 77 80 36 40 44 48 52 56 60 64 67 71 75 29 33 37 41 45 50 54 58 62 67 71 22 26 31 35 40 45 49 54 58 63 68 NC := 17 22 27 31 36 41 46 51 56 61 66 14 19 24 29 34 39 44 49 54 59 64 12 17 22 28 33 38 43 48 53 58 63 11 16 21 27 32 37 42 47 52 57 62 83 64 67 71 74 77 80 79 56 60 64 67 71 75 75 50 54 58 2 67 71 73 45 49 54 58 63 68 NC2 := 71 41 46 51 56 61 66 69 39 44 49 54 59 64 68 38 43 48 53 58 63 67 37 42 47 52 57 62 Specific NC-Levels NC15• := NC11 NC201 := NC2 NC25•:= NC13 NC30•:= NC14 NC35• := NC15 NC401 := NC16 NC45• := NC1,7 NC50• := NC1,8 NC551 := NC19 NC60• := NC 1, 10 NC651 := 1C NC701 := NC2 ES 7831 Glenroy Road Client: RSP Minneapolis MN 55439 Project: P2371 - UHG Emergency Tel: (952) 831-4646 Generator Noise Control Property Line Analysis (Location A): Cummins ( 85.6 l "59.4 600DQCA with I 98.8 I I 82.7 F202 Sound 197.21 189 Power Levels I I 192.21 189 Lw.gen3 := Lw.gen3.dBA := Lw.gen3 + dBA = 99.5 99.5 I 98.1 I I 99.3 1104.0 I 105 96.6 J 95.5 October 18, 2017 Page B2 By: AJ Baxter & AAJ Schmitt Lw.gen3dBA 8 •' I lI LW3dBA := 10.Iog[ 10 10 J 1¼= 1 Lw3dBA = 107.4 dBA Cummins 600DQCA with d:= 23ft Q:= I F202 Sound (59.1' I I Pressure Levels at 7 m (23 ft) 72.3 I I°•I Lpgen3+dBAi I + 10 log(Q) + 0.7 = Lp.gen3 : Lw.gen3 - 20.Io8() . 65.7 I I LP3 dBA := I0log 8 10 10 [ J I I i=1 71.6I I i•I in' L. ADA = 80.8 dBA Determine Expected Sound Levels at Property Line: r:=175ft Q2:=4 (46.1 59.3 57.7 Lp.prop3 := Lw.gen3 - 20. log (-L) + 10.Iog(Q2) - 0.7 = ft 52.7 60 58.6 64.5 57.1 Lp.prop3.+dBAi 8 ' Lprop3dBA := 10-log 10 10 J l..i= 1 p Lprop3dBA = 67.8 dBA ED 7831 Glenroy Road Minneapolis MN 55439 Tel: (952) 831-4646 Client: RSP ProAect: P2371 - UHG Emergency Generator Noise Control October 18, 2017 Page B3 By: AJ Baxter & AN Schmitt 4 Barrier Wall Attenuation (Location A): Sound Source hs Receiver .- 4h. Figure 7.3 Geometry of Sound Propagation Path over or around a Barrie a := 27ft distance between source and baffler b := 148ft distance between receiver and baffler h := 8ft height of source above ground hr := 22ft height of receiver above ground r r(h—h)m hb := a•tanl tantJ r S + h hh = 1O.2ft minimum barrier height to cut off line of sight L L(a+b)JJ s 13ft H = 13 ft baffler height =.fa2+(H_hs)2 A=27.5ft B:=,.1b2+(H_hr)2 B= 148.3 ft D:= J(a + b)2 + (hr- h5)2 distance between source and receiver D = 176 ft ,= iflH 2! hb A + B - D —(A + B - D)1 difference between the defracted path and the direct path ft ft J 6=0.17 Fressnel Number NT = (0.02 0.039 0.079 0.158 0.315 0.63 1.261 2.521) (j2.lr.N. IL. := ifi( N. <-0.2,0,20.Iogl I + I (tanh(J2.7r.N.)) 5) Ab := if( IL.24,24,IL. . ~ 8 Lprop3 barr CIBA 10log 10 10 J Lprop3 barr CIBA = 55.8 dBA 40.7' 53.6 51.4 45.3 Lpprop3ba := Lpprop3 - Ab = 51 47.3 50.4 40.1, ILT=(S 6679 1114 17) AbT = (5 6 6 7 9 ii 14 17) Barrier Attenuation for Generator Noise: 17.5 8.8 4.4 2.2 1.1 0.6 0.3 0.1 I 7831 Glenroy Road Client: RSP October 18, 2017 E-9 Minneapolis MN 55439 Proiect: P2371 - UHG Emergency Page B4 Tel: (952) 8314646 Generator Noise Control By: AJ Baxter & AAJ Schmitt Existing Generators and Ambient Noise Levels (Location A): Existing Generator 1 Sound Pressure Levels 43 47.7 48.7 Lp.genl.dBA. 57.7 8 I Lp.genl.dBA := Lp.geni + dBA = 60.4 Lp1.dBA : 10109 10 10 59.2 i=1 49.9 35.2 Lp1dBA = 64.4 dBA Existing Generator 2 SoundS Pressure Levels 69.2 63.8 56.9 60.9 Lp.geni 60.4 58.0 48.9 36.3 64.7 61.1 55.1 56.9 Lp.gen2 49.2 39.6 30.5 38.5 45 46.9 53.7 Lp.gen2.dBA := Lp.gen2 + dBA = 55.9 50.4 40.6 29.4 L dBA 10 Io[ 8 10 Lp.gen2.dBA. 10 2 J i= I LP2dBA = 59.2 dBA Early Morning Ambient (62.4\ (36.2 Sound I57.4 I I 41.3 I Pressure I 152.61 I I 144.41 I LpambAMdBA') Levels I I 152.61 I I Lp ambAMdBA : Lpamb ± dBA = 11 I 49.4 8 I LpambAMdBA 10-log 10 10 Lp ambAM . J 53.8 153.81 147.91 49.11 37.0 38 32.4) 1,31.3) LpambAMdBA = 56.6 dBA Afternoon Ambient 166.6' (40.4 Sound I 63.6 I I47.5I Pressure I 156.01 I I 147.81 I 1 LpambPMdBA' Levels I I i ______________ LpambpM := I55.2 I LpambpMdBA := LpambpM + dBA = I 52, I 8 I I LpambpMdBA := 10-log 10 10 56.3 I 56.3 i j 149.91 151.11 I 40.4 41.41 30.7) t296J LpambpMdBA = 59.3 dBA 40.8 48.6 Lp.genl2.dBA := Lp.gen12 + dBA Existing 67.0 Generators 1&2 Sound 64 7 Pressure - 57.9 Levels 60.7 Lp.gen12 59.6 56.5 48.1 35.5 49.7 I 8 Lp.genl2.dBA 57.5 . I 59.6 I Lpgenl2.dBA := 10.Iog1 10 10 ts..i=1 57.7 I 49.11 34.4 Lpgenl2.dBA = 6: dBA E 7831 Glenroy Road Client: RSP October 18, 2017 Minneapolis MN 55439 Prolect: P2371 - UHG Emergency Page B5 Tel: (952) 831-4646 Generator Noise Control By: AJ Baxter & AN Schmitt Adding Sound Pressure Levels (Location A): (62.4\ Gen 3 + Ambient (Early AM): I 58.9 Lp.prop3.b L.atnM) I s Lp.3ivitot+dBAi' 10 Lp3Mtot := 10•Iog(10 10 ) +10 = 153.31 I I LP3AMtOtdBA := 10•log[ 8 10 10 J 55.6 50.61 I I.si= I 50.6 I LP3AMtOtdBA = 59.3 dBA (66.6\ Gen 3 + Ambient (Early PM): I 64 I Lp.p,op3.barr LPbPM'I I57.3 Lp3pMtot+dBAj' 10 LP3PMtOt := 10.1og lO 10 J = +10 I57.4I 55.6 LP3PMtOtdBA := 10"09g 10 10 J I I 51.8 I 50.8 40.5) LP3PMtOtdBA = 60.9 dBA 4 All Generators: ( Lp.prop3.baff Lp.all := 10.109l10 10 67 I 65 Lp.gen12" I 58.8 +10 10 JI60.8 I 60.2 57 52.4 41.4 (Lp.all.+dBAi' 8 1 Lp alldBA := 10I09 10 10 j = LpalldBA = 64.3 dBA ESJ 7831 Glenroy Road Client: RSP October 18, 2017 Minneapolis MN 55439 Proiect: P2371 - UHG Emergency Page B6 Tel: (952)831-4546 Generator Noise Control By: AJ Bader & MJ Schmitt Determining the Day-Night Sound Levels (Ldn) at Location A: Ambient LDamb := 59.2 dBA LNamb 56.6 dBA 1(,,.10LD amb') (9. LNamb+10'•fl LDNamb:= 10.lo 10 J + 10 10 Jj - 13.8 LDNamb = 63.f dBA Generator I LD1 := 64.2 dBA LNI := 64.2 dBA 1( (9- L+io LDNI := io.iogis.io o J + 10 10 J - 13.8 LDNI = 7O.dBA Generator 2 LD2 := 59.0 dBA LN2 : 59.0 dBA ( (9-10 LN2+10 LDN2:= 10-101(15.10 10 J + 10 J] - 13.8 LDN2 = 65.' dBA Generator 3 (W/out Ambient) LD3O := LprOp3baffdBA = 55.8 dBA LN3O := Lprop3badBA = 55. dBA LD3O'\ (9-1 L,.430+10'\1 LDN3O := 10.log[[15.10 10 10 13.8 LDN3O = 62.2 dBA Generator 3 (WI Ambient) LD3 := LP3PMtOtdBA = 60 dBA LN3 := LP3AMtOtdBA = 59. dBA L') ( 9.1 L3+10 LDN3:= 10.log[tj5.1010 J° 10 Jj- 13.8 LDN3 = 66 dBA All Generator LDaII := 64.33 dBA LDNaII := 10.I01[15.10 LNaII := 64.33 dBA LDaII•\ . 1Nall4 10J] 9 0 io - 13.8 —i—I . j-i- 1 LDNaII = 70.7 dBA Lp.park3.barri Lpark3 .barr.dBA := 10'109 10 10 J Lpark3barrdBA = 46.5 dBA ED 7831 Glenroy Road Minneapolis MN 55439 Tel: (952) 831-4646 Client: RSP Proiect: P2371 - UHG Emergency Generator Noise Control October 18, 2017 Page B7 By: AJ Baxter & AAJ Schmitt Barrier Wall and Berm Attenuation (Location B): (27ft + 154ft + 7ft + 76ft) - 262ft difference between the detracted path and the direct path (17.5' ft I 8.8 ö2=2 I I 4.4 N2 := 2-82 Fressnel Number N2T = (0.229 0.455 0.909 1.8 18 3.636 7.273 14.545 29.091) x = 2.2 x 1.1 IL2 := i/N2 <0.2020.Io[_J2..N2 ] IL2 I 0.6 _______ I + = (8 10 13 16 19 22 25 28) 0.3 tanh(J2.lr.N2.)J 0.1 A21b := if( IL2. ~t 2424IL2.) A2bT = (8 10 13 16 19 22 24 24) Barrier Attenuation for Generator Noise: (37.9" I 49.1 I44.9 37.1 I Lppark3baff := Lpprop3 - A2b = 41.4 I I I 40.5 33.1) LpambBMvIdBA := LpambBAM + dBA Early Morning Ambient \ 162.4I Sound I 57.4 I Pressure I Levels I 52.6 I 52.6 I LpambBAM:= I 53.8 1 47:91 I 37.0 1.32.4) Afternoon Lp ambBAMdBA\ I 8 I LPambBAMdBA := 10.Iog1 10 10 J Lpam BjJi dBA 56.6 dBA 7831 Glenroy Road Client: RSP October 18, 2017 E Minneapolis MN 55439 Proiect: P2371 - UHG Emergency Page B8 Tel: (952) 831-4646 Generator Noise Control By: AJ Baxter & AAJ Schmitt Existing Generators and Ambient Noise Levels (Location B): Existing 64.4 Generator 1 Sound 62.6 Pressure 56.3 Levels 49.5 Lp.genlB 49.3 37.8 27.2 (38.2' 46.5 I 48.1 8 Lp.gen1B.dBA." Lp.genlB.dBA := Lp.gen lB + dBA = 46.3 Lp1BdBA 10101 10 10 54.3 J I 50.5 I 38.8 L26.1) LP1BdBA = 57.4 dBA Existing 64.1 Generator 2 Sound 62.0 Pressure 54.7 Levels 47.8 Lp.gen213 := 51.8 47.0 37.4 26.7 (37.9' I45.9 46.5 I 44.6 Lp.gen2B.dBA := Lp.gen2B + dBA = 51.8 I 48.2j "25.6J Lp.gen2B.dBA I . 8' • I LP2BdBA := 10Iog[ 10 10 10 Li= 1 LP2BdBA = 55.4 dBA Ambient (66.1 Sound I 64.9 I Pressure I I I 56.6 I L .ambBPM.dBA.'I Levels i I I' 149.51 LpambBpM I 53.6 ILp.ambBpM.dBA LpambBpM + dBA LpambBpMdBA := 10-log 8 [ 10 10 j 149.11 40.7 30.9) LpambBpMdBA = 57.4 dBA ED 7831 Glenroy Road Client: RSP October 18, 2017 Minneapolis MN 56439 Proiect: P2371 - UHG Emergency Page B9 Tel: (952) 831-4646 Generator Noise Control By: AJ Baxter & AAJ Schmitt Adding Sound Pressure Levels (Location B): (62.4 I 58 I I LPbBAM' I I LP3BAMtOt+dBAI' LP3BAMtOt := io1ogLio 10 + 10 10 52.7 J = LP3BAMtOtdBA := 10•I0g 10 10 J I54I = 1 I 48.2 I 42.1 35.8) LP3131AMtOtdBA = 57 dBA 66.1 65 1 LPPark3•barr LP.ambBPM) I 56.9 ( 8 LP.3BPMtOt I .+dBAi LP3BPMtOt := 10•10g[10 ' + 10 10 10 = 49.7 LP3BPMtOtdBA := 10•I09 10 10 53.9 J 'si= 1 49.4 I 43.6 I 35.1) LP3BPMtOtdBA = 57.7 dBA Existing 64.4 (38.2' Generators 1 I I 1&2 Sound 62.7 I I 46.6 Pressure 53.6 I 45.4 Levels I 50.8 I I 47.6 Lp.genl2B I 53.8 I Lp.gen12B.dBA : Lp.genl2B + dBA = I 53.8 49.1 50.3 38.3 39.3 28.0 26.9 1 Lp.gen12B.dBA 8 ." Lpgen12B.dBA: io.iogl 10 10 Lpgen12B.dBA = 57 dBA All Generators: Lppark3barr Lp a1IB := lo.log[lo 10 64.4 62.9 Lp.genl2B') 54.2 10 I 51 +10 54 49.4 42.5 34.2 Lp aIIB+dBAi .Lp aIIBdBA := io.Iog[ 10 10 ] Lpa1lBdBA = 57.4 dBA 7831 Glenroy Road Client: RSP E Minneapolis MN 55439 Proiect: P2371 - UHG Emergency Tel: (952) 8314646 Generator Noise Control October 18, 2017 Page B1O By: AJ Baxter & AAJ Schmitt Determining the Day-Night Sound Levels (Ldn) at Location B: Ambient LDambB := 57.2 dBA LNambB 56.6 dBA LDambB LNambB+1l LDNambB:= 10.109[(15.10 10 )+(9.10 10 Jj_ 13.8 LDNambB = 63.1 dBA Generator I LD1B := 57.2 dBA LNIB := 57.2 dBA F( LDIB') (9-1 'N1B'°'1 LDN1B:= 10•loglil5.I0 10 10 Jj- 13.8 LDNIB=63.6 dBA Generator 2 LD2B := 55.2 dBA LN2B := 55.2 dBA 1(15-10L J )( 2W'° LDN2B := 10.lo 10 ) + 1.9.10 10 J] - 13.8 LDN2B = 61.6 dBA Generator 3 (w/out Ambient) LD3OB Lpark3badBA = 46.5 dBA LN30B := Lpark3badBA = 46.5 dBA LD3OB'\ ( LN3OB+10II LDN3OB := lø•Iog[S•lO 10 J + 9.10 10 )] - 13.8 LDN3OB = 52.9 dBA Generator 3 (wl Ambient) LD3B := LP3BPMtOtdBA = 57.7 dBA LN3B LP3BAMtOtd8A =57 dBA 1( LB ( LN3B+I0)] LDN3B:= 10•1og1115•10 10 J~940 10 )]- 13.8 LDN3B = 63.6 dBA All Generator LDalIB := 57.4 dBA LDNa1IB : 10.101[15.10 LNaIIB := 57.4 dBA LD ) aIIB"\ + 1NaIIB+10J] - 13.8 10 I 910 10 LDNaIIB = 63. dBA SAN DIEGO REGIONAL HAZARDOUS MATERIALS -QUESTIONNAIRE ,uIuIaI OPIUM George Cot Project Addr 2858 ess Loker Avenue East CdYCarlsbad Mailing Address Same City Project Contact Bruce A Corzine AlA - iriuxre uy. urcung ins item, wneuier your ousrness we use, process, or store any or the toilowing hazard applicant must contact the Fire Protection Agency with jurisdiction prior to plan submittal, -Occupancy Rating: - -- - - Faclllty'á Square Footage (Including proposed project): Explosive or Blasting Agents 5. Organic Peroxides 9. Water Reactives Compressed Gases. 6. 1 Oxidizers 10; CrógenIcs Flamm-able/Combustible Liquids 7. Pyroirhorics 11. Highly Toxic or Toxic Materials Flammable Solids 8. Unstable Reactives 12., Radloactives Corrosives Other Health l4azard None of These. RECORD iD# PLANCHECK# .-. !!'PATE. I Telephone # 773.458-1427 (hTelePhone # CoM 6126777. IIHMD): if the answer to any of the 110. San Diem,, CA 92123. Call (858) 505-5700 prior to the issuance 018 building permit -T FEES ARE REQUIRED Project Completion Date: Expected Date of Occupancy: 0 CaiARP Exempt YES NO - (for new construction or remodeling projects) . - 0 0 Is your business listed on the reverse side of thli form? (check all that apply). Dale Infliala 0 0 Will your business dispose of Hazardous Substances or Medical Waste in any amount? 0 0 Will your business store or handle Hazardous Substances inantfties greater than or equal to 65 gallons, 500 0 CaiARP Required pounds and/or 200 cubic feet? - I iD D Will your businiss store or handle carcinogens/reproductive toxitis In any quantity? Date inItials 0 tO Will your business use an existing or Install an underground storage tank? 0 0 Will your business store or handle Regulated Substances (CalARP)? 0 CaLARP Complete 0 0 Will your business use or install a Hazardous Waste Tank System (Title 22. Article 10)? 0 0 Will your business atone petrqleurnin tanks or containers at your facility with a total facility storage capacity equal to Dale Initials or greater than 1_320 gaff ons? (California a AboeQrotind Petroieum Storage Act) PART Iii: SANDIEGO COUNTY AIR _POUUTTN CO_ROL Dl_TRICT IA_CD): Any YES' answer requires a stamp from APCD 10124 Old Grove Road, San blego,CA 02131013cdccnintthsdcowity,ca.apv (858) 86-2650). [-No stamp required If 01 Yes and 03 Yes jAn 04-06 No]. The following questions are Intended to Identify the majority of air pollution issues at the planning stage. Projects may require additional measures not identified by these questions. For comprehensive requirements contact APCO. ResIdences are typically exempt, except - those with more than one building' on the property; single buildings with more than four dwelling units; townhomes; condos; mIxed-commercIal use; deliberate bums; residences forming part of a larger project. ['Excludes garages & small outbuiidingsj YES Q - - - 0 Wili the project disturb 160 square feet or more of existing building materials? 0 .21 wIN any load supporting structural members be removed? Notification may be required 10 working days prior to commencing demolition. 0 0 (ANSWER ONLY IF QUESTION I or 2 IS YES) Has an asbestos survey been performed by a Certified Asbestos Consultant or Site Stirveillance Technician? 0 0 (ANSWER ONLY IF QUESTION 3 IS YES) Based on the survey results, will the project disturb any asbestos containing material? NotificatIon may be required 10 working days prior to commencing asbestos removal. - 2' 0 Will the project or associated construction equipment emit air contaminants? See the reverse side of this loan or APCD factsheet (wsdaacd.oroflnlolteda/oerthlts.odfl for typical equipment i7equIring an APCD permit 0 0 (ANSWER ONLY IF QUESTION 5 IS YES) Will the project or associated construction equipment be located within 1,000 feet of a school BriOfly describe business èctivitles: 'I Briefly describe proppsjd prOjêOL: Installation oTmergency generator I declare wider penally of perjury thatto thebest of my knowledge andbelief tileresponses made herein are trueand correct. Name of Owner or Authorized Agent - Signature of Owner or Authorized Agent - - Date - FOR OFRCAL USE ONLY: - FIRE DEPARTMENT OCCUPANCY CLASSIFICATION:-- BY: _-- _- _-- -- --------- DATE.- EXEMPT OR NO FURTHER INFORMATION REQUIRED - RELEASED FOR BUILDING PERMIT BUT NOT FOR OCCUPANCY - - RELEASED FOR OCCUPANCY COUNTY-HMD APCD COUNT! lIMO APCD COUNT! HMD APCD 0n Co, 0, R viewed 1' U.10 IUpW UU011gaboub nuiii 4uIIIp4uUn9 SF UPUClIflU S r1dZUFUMM lvwwrlals ousinesa rwn.iilrrer pemumrig requirements may siiii apply. - HM-9171 (08115) of San Diego - DEH - Hazardous Materials Division (rcity of Carlsbad Print Date: 06/04/2019 Permit No: PREV2018-0257 2858 Loker Ave E BLDG-Permit Revision 2090832100 $ 0.00 Job Address: Permit Type: Parcel No: Valuation: Occupancy Group: # Dwelling Units: Bedrooms: Project Title: Description: Work Class: Residential Permit Revisi Status: Closed - Finaled Lot #: Applied: 10/05/2018 Reference #: Issued: 12/06/2018 Construction Type Permit 06/04/2019 Finaled: Bathrooms: Inspector: Orig. Plan Check #: cbc2017-0532 Final Plan Check #: Inspection: OPTUM: RELOCATE GENERATOR If ELECTRICAL CHANGES Applicant: Owner: Co-Applicant: BINGHAM CONSTRUCTION COMPANY INC QUA1TRO PARTNERS LLC If DELNORTE FARMS BINGHAM CONSTRUCTION COMPANY INC LISA SMITH INC 11440 W Bernardo Ct 16880 W Bernardo Dr, Suite 210 San Diego, CA 92127-1641 1714 16Th St San Diego, CA 92127-1617 858-663-5606 SANTA MONICA, CA 90404 858-675-0875 FEE AMOUNT BUILDING PLAN CHECK REVISION ADMIN FEE $35.00 FIRE Plan Resub (3rd&Subsequent Submittal/hr) $272.00 MANUAL BUILDING PLAN CHECK FEE - $525.00 Total Fees: $ 832.00 Total Payments To Date: $ 832.00 - Balance Due: $0.00 Building Division 1635 Faraday Avenue, Carlsbad CA 92008-7314 1 760-602-2700 1760-602-8560 f I www.carlsbadca.gov PLAN CHECK REVISION OR Development Services City of DEFERRED SUBMITTAL Building Division b--' d APPLICATION 1635 Faraday .. M 760-602-2719 .a . B-15 www.carlsbadca.gov Original Plan Check Number C ?C 20 fl -OS 1 Z Plan Revision Number PR r_40 I Oc51 Project Address 2S S Eok, Ctxj,4b&d, Ca. General Scope of Revision/Deferred Submittal: YfOCJ*— CONTACT INFORMATION: Name _Use Sryx'c+4q Phone 6 58 -6 1603-560 x Address 11 'r4b \AI f1 ra aAn46 Cf. city € Zip Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1. Elements revised: Plans CR Calculations U Soils IJ Energy U Other 2. Describe revisions in detail 3. List page(s) where each revision is shown C-i --Loc-&:~bn C- o t A o..tQ 1 0 1 #tJ j#1, Ct C-2 pota_* 1 s ts tnx S "Als S ô C-IS10 i S101:1 i/sjo 4. Does this revision, in any way, alter the exterior of the project? Yes E] No Does this revision add ANY new floor area(s)? Does this revision affect any fire related issues? D Yes No Yes i: No 7. Is this acom set? EJ Yes 0 No Date 1635 Faraday Carlsbad, CA 92008 ft!: 760-602-2719 E: 760-602-8558 Email: building@carlsbadca.gov www.carlsbadca.gov Change Notes for MOD4 (09/28/18; By: P. Kiley/ESD) EOO.02 BOD E 7- Delete re-location of light pole (MOD3) BOD E 12— Edited security camera scope to include raceway relocation only (MOD3) Added Section 28100 — Security with general requirements. EOO.04.1 Deleted Detail #2— 'tight Pole Foundation Detail." (MOD3) E01.01 Deleted new location for light pole (MOD3) Drawing references added. Moved generator yard and appurtenances. Extended SB-GEN-3 feeders to revised location. E01.01.1 Deleted new location for light pole (MOD3) Moved generator yard and appurtenances. Added keynote regarding generator clearances. EUOI.01.1 Deleted new location for light pole (MOD3) Added underground duct for VSS wiring. Added keynote regarding VSS raceway and monitoring raceway for SB-GEN-3. E01.01.2 Deleted new location for light pole (MOD3) Deleted extension of existing branch-circuit wiring to new location. Deleted underground enclosure requirements. E02.01.2 Updated location of generator. E03.02.2 Updated location of generator. FAO2.01 Moved generator yard and appurtenances. FAO2.01 .2 Relocated FA devices to revised door locations. Moved UG fire alarm conduit for monitoring. I JESSICA ANN PEITZ CALIFORNIA NO. C35586 28 November 2018 Mr. Chris Glassen City of Carlsbad Community & Economic Development Department 1635 Faraday Avenue Carlsbad, CA 92008 RE: Plan Review Comment Response Land Development - PR No.4 Carlsbad. CA - Optum Generator Relocation Lot/Map No.: LOT #32. MAP #10372 Subdivision/Tract: CT 74-12 RSP Project No.: 6138.160.607 Dear Mr. Giessen: The following is a response (in bold) to your review comments as identified in your 2 November 2018 Plan Check Review letter. LAND DEVELOPMENT DIVISION 1. Please plot the water line and easement on the Site Plan. We just want to make sure no work will be taking place within easement. Response: Refer to attached Civil Drawings, water line and easements have been added to the drawings: 2 of 3 and 3 of 3. If you have any questions, please feel free to contact us. Sincerely, Bruce Corzine, AlA Jessica Ann Peitz, AlA Project Representative Architect of Record California Reg. No. C35586 Attachments: Drawings dated 11/9/18, Delta 9: 1 of 3, 2 of 3, & 3 of 3. Copy: File (4) BAC:as P:Corporate\LJHG\CarIsbad CA\160607\Documentation\04 Code Repulatorv\403 City Comments\PR 4 Review\Code Response Letter -11- 28•18.docx RSP Architects, Ltd. 1220 Marshall Street NE Minneapolis, MN 55413 612.677.7100 main 612.677.7499 fax rsparch.com City of Carlsbad CBC2017-0532 11/30/2018 EsGil A SAFEbuiItCornpany DATE: 11/30/2018 JURISDICTION: çity:of=carisbad PLAN CHECK #.: CBC2017-0532 SET: II PRvQ O2'51 PROJECT ADDRESS: 2858 Loker Ave East UAPPLICANT JURIS. PROJECT NAME: Optum Generator Installation - TI The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building 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. LI The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. LIII 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. LI EsGil staff did advise the applicant that the plan check has been completed. Person contacted: Wherson Telephone #: Date contacted: -i Email: Mail Telephone Fax LI REMARKS: By: Morteza Beheshti Enclosures: EsGil DGA DEJDMB 0PC 11/16 V EsGil A 5AFEbuiLtCompany DATE: 10/18/2018 U APPLICANT U JURIS. JURISDICTION: City of Carlsbad pRr-v20 PLAN CHECK # CBc201-7-0532 SET:I PROJECT ADDRESS: 2858 Loker Ave East PROJECT NAME: Optum Emergency Generator Installation - TI LI The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. LI The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. 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. LI The applicant's copy of the check list has been sent to: LI 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: 1Jsa Smith Date contacted: kolt (by:) Mail Telephone Fax In Person LI REMARKS: Telephone #: 858.663.5606 Email: lsmith@binhman-construction.com By: Morteza Beheshti Enclosures: EsGil DGA EIEJEMB El PC 10/11 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 City of Carlsbad CBC2017-0532 10/18/2018 PLAN REVIEW CORRECTION LIST TENANT IMPROVEMENTS PLAN CHECK #.: CBC2017-0532 JURISDICTION: City of Carlsbad OCCUPANCY: B USE: Generator TYPE OF CONSTRUCTION: IlIB ACTUAL AREA: 1168sf ALLOWABLE FLOOR AREA: STORIES: HEIGHT: SPRINKLERS?: YES OCCUPANT LOAD: 5 REMARKS: DATE PLANS RECEIVED BY JURISDICTION: 10/11/17 DATE INITIAL PLAN REVIEW COMPLETED: 10/18/2018 FOREWORD (PLEASE READ): DATE PLANS RECEIVED BY ESGIL CORPORATION: 10/11 PLAN REVIEWER: Morteza Beheshti This plan review is limited to the technical requirements contained in the California version of the International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. Code sections cited are based on the 2016 CBC, which adopts the 2015 IBC. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 105.4 of the 2015 International Building Code, the approval of the plans does not permit the violation of' any state, county or city law. To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i.e., plan .sheet number, specification section, etc. Be sure to enclose the marked up list when you submit the revised plans. City of Carlsbad CBC2017-0532 10/18/2018 Please make all corrections on the original tracings, as requested in the correction list. Submit three sets of plans for commercial/industrial projects (two 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 Corporation and the Carlsbad Planning, Engineering and Fire Departments. Bring two corrected sets of plans and calculations/reports to EsGil Corporation, 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 Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. Please indicate outdoor rated equipment for the gen set, ATS, SB Set and all equipment exposed to the weather. 2. Please demonstrate (by clear line delineation in front of equipment) code required access to all equipment inside the Gen set room is provided. CEC 110.26 Emergency illumination is required to be installed in generator equipment room. Please provide. CBC 1008.3.3 At least (1) convenience receptacle outlet shall be installed within 50' of the generator service. CEC 210.64 Legally required or Optional Standby generator sets require a disconnecting means within sight (50' and visible) of the building or, if not within sight, at the building itself. See CEC 701.12(B)(5) & CEC 702.12(A) To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: City of Carlsbad CBC2017-0532 10/18/2018 Yes L3 No U The jurisdiction has contracted with Esgil Corporation 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 Morteza Beheshti at Esgil Corporation. Thank you. I $420.00 City of Carlsbad CBC2017-0532 10/1812018 (DO NOTPAY— THISISNOTANINVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: City of Carlsbad PLAN CHECK #.: CBC2017-0532 PREPARED BY: Morteza Beheshti DATE: 10/18/2018 BUILDING ADDRESS: 2858 Loker Ave East BUILDING OCCUPANCY: B BUILDING PORTION AREA (Sq. FL) Valuation Multiplier Reg. Mod. VALUE ($) TI 75,000 Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code Jcb IBY Ordinance Bldg. Permit Fee by Ordinance V Plan Check Fee by Ordinance I Type of Review: El Complete Review El Structural Only ______ 4 Hrs. Based on hourly rate El Repetitive Fee I..!] Repeats El Other Hourly 12) EsGII Fee Comments: Sheet 1 of 1 for RSP 610O 1220 Marshall Street, NE Minneapolis, MN 55413 by MHP, Inc. Structural Engineers Long Beach, California October 2, 2018 MHP JN: 17-0492 pR Oa57, mi:j STRUCTURAL ENGINEERS UHG CARLSBAD GENERATOR ENCLOSURE October 2, 2018 2858 LOKER AVENUE EAST CARLSBAD, CA 92010 MHP JOB#: 17-0492 INDEX OF STRUCTURAL CALCULATIONS SHEET# ITEM - INDEX (THIS SHEET) AI-A2 SEISMIC FACTORS FOR ANCHORAGE 13I-134 GENERATOR ANCHORAGE AND FOOTING CI-C6 SWITCHGEAR ANCHORAGE DI-D4 GENERATOR ENCLOSURE WALL El HANDRAIL CALCULATION DESCRIPTION: Project consists of anchoring an exterior generator and switchgear on a new concrete pad. New CMU enclosure walls will be provided at the generator. ENFORCEMENT CODE: 2016 CBC. H:201 7117O492\4Engineering17-0492.Index.doc 4500 EPadfic Coast Hwy, Suitc 100. Long Beach, CA 90804 562.985.3200 P $62.985.1011 F www.mlipsc.com Subject UHG Carlsbad Generator Enclosure Sheet No. Al IVH:J ___________________________________ MHP Job # 17-0492 STRUCTURAL ENGINEERS SEISMIC FACTORS FOR EQUIPMENT ANCHORAGE Sep-17 Date By sc Site: 2858 Loker Avenue East, Carlsbad, CA 92010 Enforcement Code: 2016 CBC, ASCE 7-10 Location: SOG Level (generator) Seismic Design Force Factors ap RID no Ip z h I amp factor response mod factor Omega (overstrength) importance height of attach average roof Factor factor - point height 1 2.5 2.5 1 0 1 I - I-lu, raoue 13.3-1 Coordinates Soil Class. Ss Si* I_I S05 I Latitude Longitude 33.132132 1 -117.246673 0 1 1.032 0.401 I_1_0.748 I flu.,, ,flvTS UPIU1.11M IvIUuUrI rarrtie,er L,dlcu,dtor Seismic Design Force for Equipment Anchorage 0.4a S W ( with flo F,, = ' _ I + 2 Tz J = 0.12 W X 0.30 (ASCE 7-10, Equation 13.3-1) I,, F,, (max) = I .6 S vs I ,, W ,, = 1.20 W,, 4.80 (ASCE 7-10, Equation 13.3-2 with alt for flo) F,, (mm) = 0 .3 S I ,, W ,, = 0.22 W, n/a (ASCE 7-10, Equation 13.3-3) Fp(Govern) 0.22 W, 0.56 Working Stress= 0.16 W, (0.7 X Fp) 0.39 (ASCE 7-10,13.1.7) FACTORSFOR ANCHORAGE TOCONCRETE WORKING STRESSDESIGN Basic Seismic Anchorage Factor Fp= 0.39 W, Fv=0.2*Sds*0.7= 0.10 W, ULTIMATE STRENGTHDESIGN Basic Seismic Anchorage Factor Fp= 0.56 W,, Fv=0.2Sds 0.15 W, H:201711704924_Engineering17-0492.seismic factors.xls 9/30/2017 FACTORS FOR ANCHORAGENOT TO CONCRETE WORKINGSTRESSDESIGN Basic Seismic Anchorage Factor Fp= 0.16 W,, Fv=0.2*Sds*0.7= 0.10 W ULTIMATE STRENGTH DESIGN Basic Seismic Anchorage Factor 0.22 W, EO. 2Sds= 0.15 W. Subject UHG Carlsbad Generator Enclosure . ____________________________ Sheet No. A2 IVH:J MHP Job # 17-0492 STRUCTURAL ENGINEERS SEISMIC FACTORS FOR EQUIPMENT ANCHORAGE Sep-17 Date By Sc Site: 2858 Loker Avenue East, Carlsbad, CA 92010 Enforcement Code: 2016 CBC, ASCE 7-10 Location: Roof Level Seismic Design Force Factors ap Rp C)o Ip z h I I i amp factor response mod factor Omega (overstrength) importance height of attach average roof Factor factor point height 1 2.5 2.5 1 1 1 I f - lu, iaoue I Coordinates i Soil Class. I ____ f I Ss I ___________ Fa* I I S0 I I Latitude I Longitude ASCE7-05 Table 11.4-1 & 11.4-2 I (213*Fa*Ss) (33.132132 1 -117.246673 f 0 ( 1.032 1 0.401 I I 0.748 I ruin jmvm I.,ruunu uviutuon reramejer u..,dicuuaior Seismic Design Force for Equipment Anchorage 0.4a S,,W z xflo F = ' ' + 2 -J = 0.36W,, 0.90 (ASCE 7-10, Equation 13.3-1) P I,, F (max) = 1 .6 S I ,, W = 1.20 W,, 2.99 (ASCE 7-10, Equation 13.3-2) F , (mm) = 0 .3 S , I W = 0.22 W,, 0.56 (ASCE 7-10, Equation 13.3-3) Fp(Govem) 0.36 W,, 0.90 Working Stress= 0.25 W,, (0.7 X Fp) 0.63 (ASCE 7-10,13.1.7) FACTORS FOR ANCHORAGE TO CONCRETE WORKING STRESS DESIGN Basic Seismic Anchorage Factor Fp= 0.63 W,, Fv=0.2*Sds*0.7= 0.10 W,, ULTIMATE STRENGTH DESIGN Basic Seismic Anchorage Factor Fp= 0.90 W,, Fv=0.2*Sds= 0.15 W,, H:20171170492\4_Engineering\17-0492.seismic factors.xls 10/2/2017 FACTORS FOR ANCHORAGE NOT TO CONCRETE WORKING STRESS DESIGN Basic Seismic Anchorage Factor Fp= 0.25 W,, Fv=0.2*Sds*0.7= 0.10 W,, ULTIMATE STRENGTH DESIGN Basic Seismic Anchorage Factor Fp= 0.36 W,, Fv 0.2*Sds 0.15 W1, IVH:J STRUCTURAL ENGINEERS By: sc Sheet No. Bi Date: Sep-17 (revised 09/13/2018) Job No. 17-0492 EQUIPMENT: Generator Anchoraae Wt.= 39305 # Fp= 0.56 W Fp= 22011 # Sds= 0.75 h= 137 in. hl= 47 in. d= 95 in. (mm) anch./side 10 #anch.= 20 h T(ult)= F,,xhl 0.9xWp0.2xS05 xWp I' (# anch /side) x d #anch. #anch T(ult)= -386 #/bolt NO UPLIFT T(ult, use)= 0 #/bolt V(ult) — FJ) - (#anch .) V(ult)= 1101 #/bolt d EQUIPMENT: Generator Anchorage Orthogonal VA.= 39305 # Fp= 0.56W Fp= 22011 # Sds 0.75 h= 137 in. hl= 47 in. d= 344 in. (mm) (95" min x 331" mm) anch./side I #anch.= 2 F _________ h Fxh p 0.9xWp 0.2xS0xWp = T(ult)= (# anch /side) x d #anch. #anch T(ult)= -11740 #/bolt NO UPLIFT hi T(ult, use)= 0 #/bolt Governing Loads T(ult)= 0 # V(ult)= 1101 # ISee Next Sheet For Anchor Check I H:\20171170492\4_Engineering\generator anchorage.201 8-09-1 2.xls 9/13/2018 82 www.hilti.us Profis Anchor 2.7.7 Company: MHP Page: 1 Specifier: schen Project: UHG Address: 3900 Cover Street, Long Beach, CA 90808 Sub-Project I Pos. No.: Phone I Fax: 562.985.3200 I Date: 9/13/2018 E-Mail: - Specifier's comments: Generator Anchorage (09/13/2018) I Input data Anchor type and diameter: Effective embedment depth: Material: Evaluation Service Report: Issued I Valid: Proof: Stand-off installation: Anchor plate: Profile: Base material: Installation: Reinforcement: Seismic loads (cat. C, D, E, or F) Geometry [in.] & Loading [lb, in.lb] Kwik Bolt TZ - SS 3043/4(33/4) het act = 3.750 in., hnom = 4.313 in. AISI 304 SAFEET 5/1/2017 1.5/1/2019 Design method ACI 318-11 / Mech. eb = 0.000 in. (no stand-off); t = 0.500 in. Ix x ly x It = 3.000 in. x 3000 in. x 0.500 in.: (Recommended plate thickness: not calculated no profile cracked concrete, 2500, fc = 2,500 psi; h = 6.000 in. hammer drilled hole, Installation condition: Dry tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Tension load: yes (D.3.3.4.3 (d)) - Shear load: yes (D.3.3.5.3 (c)) 'S. -' • - Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIs Anchor ( c ) 2003-2009 Hitti AG, FL-9494 5chaan Hilli is a registered Trademark ofMilli AG. 5chaan B3 www.hilti.us Profis Anchor 2.7.7 Company: MHP Page: 2 Specifier: schen Project: UHG Address: 3900 Cover Street, Long Beach, CA 90808 Sub-Project I Pos. No.: Phone I Fax: 562.985.3200 1 Date: 9/13/2018 E-Mail: 2 Proof I Utilization (Governing Cases) Design values [lb] Utilization Loading Proof Load Capacity DN / PV (%J Status Tension - - - - I- - Shear Concrete edge failure in direction y+ 1,101 3,123 -/36 OK Loading PN Pv Utilization IN,V (%] Status Combined tension and shear loads - - - - - 3Warhings Please consider all details and hints/warnings given in the detailed report! Fastening meets the design criteria! 4 Remarks; Your Cooperation Duties Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIs Anchor (c) 2003-2009 Huh AG, FL-9494 Schaan Hilt! Is a registered Trademark of HitIi AG. Schaan 1VH:J STRUCTURAL ENGINREAS By: Sc Date: Sep-17 FOOTING UNDER GENERATOR wt(equip.)= 39305 # Fp 0.16Wp Fp= 6288.8 # Sds= 0.748 Fv=0.2SdsWp 5880.03 # footing depth= 1.00 ft. footing width= 10.00 ft. footing length= 17.00 ft. wt(conc.)= 25500 # P=wt.(total)=wt(equip)+Fv+wt(conc.) Pwt(total)= 70685 # CG= 3.58 ft. M(OT)= 28824 #-ft. M(res)= 353425 #-ft. FSM(OT) I M(res) 12.26 STABILITY OKAY e(equivalent)=M(OT)Iwt(total)= 0.41 ft. U6= 1.67 ft. trap or triangular? trap. soil profile Sheet No. B4 Job No. 17-0492 Pwt(equip)+Fv Fp CG tooting depth footing width tEJ Triangular Soil Pr NIA IF TRIANGULAR... d3(w1dthI2-e(equivaIent))= N/A qPIA(4L1(3L-6e))= N/A IF TRAPEZOIDAL... S= q=(P/A) +1- M(OT)/S Check Reinforcing wu=(q1.6) L=overhang= Mu=(wuL2/2)= d(thickness-clr) f=bd2112000 ku=Mulf= au= AsMuI(au*d) As(min)=0.0016*d*12lft= As(reqd)= #5 © 16 oc A(#5)G spacing As= ft. psf 170 ft.2 283.33 ft.3 518 pat and 314 psf 828 psf 1.00 ft. 414 #-tt/ft 3 in. 0.003 138.01 4.34 0.03 in.2 0.06 in.2 0.06 in.2 0.31 in.2 16 in. o.c. 0.23 in.2 Trapezoidal Soil Profile 314 psf 518 psf 7 P C okay IPROVIDE 10.00 ft(min) X 17.00 ft.(min) X 12 in. (mm) thick tooting with #5 @ 16" oc (mm) I H:2017\1704924_Engineering\generator footing.xls IVH:J STRUCIUKAt. ENGINEERS By: Sc Sheet No. C]. Date: Sep-17 Job No. 17-0492 EQUIPMENT: Switchgear Anchorage (each unit anchored individual]. Wt.= 1242# Fp= 0.56W Fp= 696 # Sds= 0.75 h= 93.25 in. hl= 62 in. d= 32 in. (mm) anch./side= 2 #anch.= 4 F h T(ult) = F,, x hi - O.9x Wp + 0.2x S,, x Wp P _________ = (# anch /side) x d #anch. #anch T(ult)= 443 #/bolt T(ult, use)= 443 U/bolt I \ p Vultj= # anch d V(ult)= 174 U/bolt EQUIPMENT: Switchgear Anchorage Orthogonal Wt.= 1242 U Fp= 0.56W Fp= 696 # Sds= 0.75 h= 93.25 in. hl= 62 in. d= 45 in. (mm) (32" min x 32" mm) anch./side= 1 #anch.= 2 F h T(ult) = F,, x hi - 0.9x Wp + 0.2x S0 x Wp = p (#anch/ side) xd #anch. #anch T(ult)= 495 #/bolt T(ult, use)= 495 U/bolt Governing Loads T(ult)= 495 # V(ult)= 174 U ISee Next Sheet For Anchor Check I H:\2017\1704924_EngineeringSwitchgear Anchorage (individual units).xls 10/2/2017 C2 www.hiiti.us Profis Anchor 2.6.6 Company: MHP Specifier: schen Address: 3900 Cover Street, Long Beach, CA 90808 Phone I Fax: 562.985.3200 I E-Mail: Specifier's comments: Switchgear Anchorage (individual units) Page: Project: UHG Sub-Project I Pos. No.. Date: 10/2/2017 I Input data Anchor type and diameter: Effective embedment depth: Material: Evaluation Service Report: Issued I Valid: Proof: Stand-off installation: Anchor plate: Profile: Base material: Installation: Reinforcement: Seismic loads (cat. C, D. E, or F) Geometry [in.] & Loading [lb, in.lb] Kwik Bolt TZ- SS 304 3/8 (2) ________ hetact = 2.000 in., hnom = 2.313 in. AISI 304 ESR-1917 6/1/201615/1/2017 Design method ACI 318-11 /Mech. eb 0.000 in. (no stand-off); t = 0.500 in. E = 0 psi; ck = 35998 psi; YMs = 1.100 15 x l, x t = 3.000 in. x 3.000 in. x 0.500 in.; (Recommended plate thickness: calculated (0.039 in.)) no profile cracked concrete, 2500, f0' = 2500 psi; h = 6.000 in. hammer drilled hole, Installation condition: Dry tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Tension load: yes (D.3.3.4.3 (d)) Shear load: yes (D.3.3.5.3 (c)) Input data and results must be checked for agreement with the existing conditions and for plausibility! PROMS Anchor (c) 2003-2009 Hitti AG, FL-9494 Schoen Hiltlis a registered Trademark of Hilti AG. Schoen C3 . I rw7m--] www.hilti.us Profis Anchor 2.6.6 Company: MI-IP Page: 2 Specifier: schen Project: UHG Address: 3900 Cover Street, Long Beach, CA 90808 Sub-Project I Pos. No.: Phone I Fax: 562.985.3200 J Date: 10/2/2017 E-Mail: 2 Proof I Utilization (Governing Cases) Design values [Ib] Utilization Loading Proof Load Capacity iN Ii3" (%] Status Tension Pullout Strength 495 1141 44/- OK Shear Pryout Strength 174 1683 _/11 OK Loading I3N Pv Utilization pN.v L%1 Status Combined tension and shear loads 0.434 0.103 5/3 28 OK 3 Warnings Please consider all details and hints/warnings given in the detailed report! Recommended plate thickness: 0.039 in. Fastening meets the design criteria! 4 Remarks; Your Cooperation Duties Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the existing conditions and for plausibility! PROMS Anchor ( c ) 2003-2009 Hull AG, FL-9494 5chaan Hi!ti is registered Trademark of Hilti AG. 5chaan 1VH:J STRUCTURAL ENGINEERS By: Sc Sheet No. C4 Date: Sep-17 Job No. 17-0492 EQUIPMENT: Switchgear Anchorage (anchored as one total unit) wt.= 3569 # Fp= 0.56 W Fp= 1999# Sds= 0.75 h= 93.25 in. hl= 62 in. d= 32 in. (mm) anch./s1de 2 #anch. 4 __________ h T(ult)= T1,xhl O.9xWp 0.2xS0xWp F _i P (# anch /side) x d #anch. #anch T(ult)= 1272 #/bolt T(ult, use)= 1272 #/bolt V(ult) — F,, - (#anch .) d V(ult)= 500 #/bolt EQUIPMENT: Switchgear Anchorage Orthogonal Wt.= 3569 # Fp= 0.56 W Fp= 1999 # Sds= 0.75 h= 93.25 in. hl= 62 in. d= 101 in. (mm) (32° min x 96° mm) anch./side= I #anch.= 2 h T(ult)= FxhJ O.9xWp ~O.2xSDSxWp = p (# anch /side) x d #anch. #anch T(ult)= -109 #/bolt NO UPLIFT T(ult, use)= 0 #/bolt Governing Loads T(ult)= 1272 # V(ult)= 500 # ISee Next Sheet For Anchor Check H:\2017\170492\4_EngineeringSwitchgear Anchorage (combined units).xls 10/2/2017 ML70 1W www.hilti.us Profis Anchor 2.6.6 Company: MHP Page: 1 Specifier: schen Project: UHG Address: 3900 cover Street, Long Beach, CA 90808 Sub-Project I Poe. No.: Phone I Fax: .562.985.3200 I Date: 10/4/2017 E-Mail: Specifier's comments: Switchgear Anchorage (combined units) I Input data Anchor type and diameter: Kwik Bolt TZ. SS 304 1/2 (3 114) Effective embedment depth: heiac 3.250 in_.. hnom = 3.625 in. . Material: AlSI 304 Evaluation Service Report: ESR-1917 Issued I Valid: 6/1/2016 1 5/112017 Proof: Design method ACt 318-11 IMech. Stand-off installation: eb = 0.000 in. (no stand-off); t = 0.500 in. Anchor plate: ; E = 0 psi; f, = 35998 psi: YMs = 1.100 I x l, x t = 3.000 in. x 3.000 in. x 0.500 in.: (Recommended plate thickness: calculated (0.039 in.)) Profile: no profile Base material: cracked concrete, 2500, f5' = 2500 psi; h = 6.000 in. Installation: hammer drilled hole, Installation condition: Dry Reinforcement: tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Seismic loads (cat. C, 0, E, or F) Tension load: yes (D.3.3.4.3 (d)) Shear load: yes (0.3.3.5.3 (c)) Geometry [in.] & Loading [lb, in.lbl Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor (c) 2003-2009 Hill! AG, P1-9494 5chaan Hill! is a registered Trademark of Hilt! AG. 5chaan C5 C6 www.hilti.us Profis Anchor 2.6.6 Company: MHP Page: 2 Specifier: schen Project: UHG Address: 3900 Cover Street, Long Beach, CA 90808 Sub-Project I Pos. No.: Phone I Fax: 562.985.3200 I Date: 10/4/2017 E-Mail: 2 Proof I Utilization (Governing Cases) Design values [lb] Utilization Loading Proof Load Capacity INItv[%] Status Tension Concrete Breakout Strength 1272 2428 53/- 01< Shear Concrete edge failure in direction y+ 500 2687 419 19 OK Loading . Utilization PNV 1%] Status Combined tension and shear loads 0.524 0.186 5/3 41 OK 3 Warnings Please consider all details and hints/warnings given in the detailed report! Recommended plate thickness: 0.039 in. Fastening meets the design criteria! 4 Remarks; Your Cooperation Duties Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with 1-lilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, it applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor (c) 2003-2009 Hilli AG, FL-9494 5chaan Hilti is a registered Trademark of Hilti AG. Schaan Dl Use menu item Settings> Printing & Title Block Title 12":CMU WALL to set these five lines of information Job # 17-0492 Dsgnr: for your program. Description.... This Wall in File: H:\2017\170492\4_EngineeringRETAlW PRO\12 in cmu wall.RPX Page: ______ Date: 4 OCT 2017 D2 vtcIlrIM IV I.J • O(LV II. CUrIO IV. I.. I&. II License: KW-05057990 License TO MHP, INC Criteria Retained Height 3.00 ft Wall height above soil 14.00 ft Slope Behind Wall 0.00:1 Height of Soil over Toe 6.00 in Water height over heel = 0.0 ft Cantilevered Retaining Wall Design ode: CBC 2013,ACI 318-h Ad 530-11 o1iT Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 62.4 psf/ft Passive Pressure = 250.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 0.00 pcf FootingSoil Friction = 0.400 Soil height to ignore for passive pressure = 12.00 in frL. Adjacent Footing Load = 0.0 lbs Footing Width 0.00 It Eccentricity 0.00 in Wall to Ftg CL Dist 0.00 ft Footing Type Line Load Base Above/Below Soil - 0.0 ft at Back of Wall Poisson's Ratio 0.300 Surcharge Loads ILateral. LoadApplied toStirn • Surcharge Over Heel = 0.0 psf Lateral Load = 0.0 #/ft Used To Resist Sliding & Overturning ...Height to Top = 0.00 ft Surcharge Over Toe 0.0 psf Height to Bottom = 0.00 ft Used for Sliding & Overturning The above lateral load Axial Load Applied to Stem 'i has been increased 1.00 by a factor of Axial Dead Load 0.0 lbs Wind on Exposed Stem = 0.0 psf Axial Live Load = 0.0 lbs Axial Load Eccentricity 0.0 in Stem-Wéight Seismic LOad I F /W Weight Multiplier = 0.250 g Added seismic base force 368.9 lbs Use menu item Settings > Printing & Title Block Title 12":CMU WALL Page: ______ to set these five lines of information Job # 17-0492 Dsgnr: Date: 4 OCT 2017 for your program. Description.... This Wall in File: H:\2017\170492\4_Engineering\RETAIN PRO12 in cmu wall,RPX RetainPro 10(c) 1987-2014, Build 10.14.12.11 Lcense T -?ll°NC Cantilevered Retaining Wall Design ode: CBC 2013,ACI 318-11,ACl 530-11 D3 Pesign Summary I Wall Stability Ratios Overturning = 3.02 OK Sliding = 2.22 OK Total Bearing Load =• 4,733 lbs ...resultant ecc. 9.46 in Soil Pressure © Toe = 1,410 psf OK Soil Pressure © Heel = 167 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,693 psf ACI Factored @ Heel = 201 psf Footing Shear @ Toe = 9.5 psi OK Footing Shear © Heel = 7.3 psi OK Allowable = 75.0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 1,148.9 lbs less 100% Passive Force = - 656.3 lbs less 100% Friction Force = - 1,893.2 lbs Stem Construction • Bottom Stem OK Design Height Above Ft6 ft 0.00 Wall Material Above "Ht" Masonry Design Method ASD Thickness . 12.00 Rebar Size - # 7 Rebar Spacing 8.00 Rebar Placed at = Edge Design Data fb/FB + fa/Fa = 0.560 Total Force @ Section Service Level lbs = 649.7 Strength Leve lbs Moment .... Actual Service Level ft-#= 6,552.1 Strength Leve ft-# = phiMn or Mallowable = 11,695.3 Shear.....Actual Service Level psi = 9.4 Strength Leve psi = Added Force Req'd = 0.0 lbs OK Vallowable/(bd) psi = 54.9 for 1.5: 1 Stability = 0.0 lbs OK Wall Weight = 124.0 Rebar Depth 'd' in = 9.00 Ma--- flnt ---------------- - - -.-__. ------.---'--- - Load Factors - Building Code CBC 2013,ACl Dead Load 1.200 Live Load 1.600 Earth,H 1.600 Wind,W 1.000 Seismic, E 1.000 fm psi - Fs psi Solid Grouting = Modular Ratio 'n' Short Term Factor = Equiv. Solid Thick, in= Masonry Block Type = Masonry Design Method = Concrete Data t'c psi Fy psi. 2,000 20,000 Yes 16.11 1.000 11.60 Medium Weight ASD Toe Width = 2.50 It Heel Width = 3.50 Total Footing Width = 6.00 Footing Thickness = 24.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft fc = 2,500 psi Fy = 60.000 psi Footing Concrete Density = 150.00 pcf Mm. As % = 0.0018 Cover @ Top 2.00 @ Btm.= 3.00 in Footing Design Results Toe Heel Factored Pressure = 1,693 201 psf Mu': Upward = 4,642 0 ft-# Mu': Downward = 1,598 2,835 ft-# Mu: Design = 3,044 2,835 ft-# Actual 1-Way Shear = 9.49 7.33 psi Allow 1-Way Shear = 75.00 75.00 psi Toe Reinforcing = # 5 @ 18.00 in Heel Reinforcing = # 5 @ 18.00 in Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacings Toe: #4@ 4.63 in, #5@ 7.18 in, #6@ 10.19 in, #7@ 13.89 in, #8@ 18.29 in, #9@ 23. Heel: Not req'd, Mu <S * Fr Key: No key defined D4 Use menu item Settings> Printing & Title Block Title 12":CMU WALL Page: to set these five lines of information Job # 17-0492 Dsgnr: Date: 4 OCT 2017 for your program. Description.... This Wall in File: H:\2017\170492\4_Engineering\RETAIN PRO\12 in cmu wall.RPX RetainPro 10(c) 1987-2014, Build 10.14.12.11 License:. W-06057990 Cantilevered Retaining Wall Design ode: CBC2O13,ACl 318-11,ACI 530-11 Summary of Overturning & Resisting Forces & Moments OVERTURNING RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 780.0 1.67 1,300.0 Soil Over Heel = 825.0 4.75 3,9188 Surcharge over Heel = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem = Load @ Stem Above Soil = Axial Live Load on Stem = Soil Over Toe = 125 Seismic Stem Self Wt 368.9 10.50 3,873.5 Total 1,148.9 O.T.M. 5,173.5 Resisting/Overturning Ratio = 3.02 Vertical Loads used for Soil Pressure = 4,733.0 lbs If seismic is included, the OTM and sliding ratios be 1.1 per section 1807.2.3 of IBC 2009 or IBC. 201 Surcharge Over Toe Stem Weight(s) = 2,108.0 3.00 6,324.0 Earth © Stem Transitions= Footing Weighl = 1,800.0 3.00 5,400.0 Key Weight = Vert. Component Total = 4,733.0 lbs R.M.= 15,642.8 * Axial live load NOT included in total displayed or usedfor overturning resistance, but is included for soil pressure calculation.' [Tilt Horizontal Deflection at Top of Wall due to settlement of soil. (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall (approximate only) 0.111 in Thé above calculatiOn s näi-vthlid if the heel idilbedhairessüre biciieft thatof the tOe, because the wall would then lend to rotate into the retained soil. CALCULATION SHEET lVH :J SUBJECT: UHG Generator DATE 10 JOBNO: 17-049 STRUCTURAL ENGINEERS ____________________________________________________ B'r SHEET: El ____iççcc M ('QX\ 20 # t42' ' ao 4 (W f2OAs 2\.Ot Q 0.6A8Q' EçS1 Q(" ç('q.434p Co t p 28,34p(tt) 8.4D1 t' çQ .) 4. I I I I' t l F 3900 Cover Street, Long Beach, CA 90808.1773 562.985.3200 P 561985.1011 F www.mhpse.com