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2600 CARLSBAD BLVD; CS; CBC2018-0110; Permit
rccityof Cd, lsbad. F Commercial Permit Print Date: 07/24/2019 Permit No: CBC2018-0110 Job Address: 2600 Carlsbad Blvd, Cs Permit Type: BLDG-Commercial Work Class: Tenant Improvement Status: Closed - Finaled Parcel No: 2030543300 Lot #: Applied: 02/23/2018 Valuation: $100,000.00 Reference #: Issued: 04/30/2018 Occupancy Group: Construction Type: Permit Finaled: # Dwelling Units: Bathrooms: Inspector: MCoII Bedrooms: Orig. Plan Check #: , Final Plan Check #: Inspection: - 7/24/2019 12:56:12PM Project Title: Description: VERIZON: INSTALL 15 KW GENERATOR, ANTENNAS AND EQUIPMENT CABINETS (ATTACHED TO THE BACK OF 2500 CARLSBAD BLVD) Applicant: BOOTH AND SUAREZ ARCHITECTURE INC J.D. NEWMAN 1283 E Main St, 200 El Cajon, CA 92021-7209 760-855-6441 Owner: ARMY AND NAVY ACADEMY CARLSBAD CALIFORNIA Po Box 3000 CARLSBAD, CA 92018 BUILDING PERMIT FEE ($2000+) $627.50 BUILDING PLAN CHECK FEE (BLDG) $439.25 ELECTRICAL BLDG COMMERCIAL NEW/ADDITION/REMODEL . $60.00 FIRE Aboveground Storage Tanks (First tank) $700.00 FIRE Special Equipment (Ovens, Dust, Battery) $404.00 MECHANICAL BLDG COMMERCIAL NEW/ADDITION/REMODEL $45.00 S81473 GREEN BUILDING STATE STANDARDS FEE $4.00 STRONG MOTION-COMMERCIAL $28.00 Total Fees: $2,307.75 Total Payments To Date: $2,307.75 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 QBUILDING DFIRE 0 HEALTH DHAZMATIAPCD Building Permit Application (City of 1635 Faraday Ave., Carlsbad CA 92008 Plan Check NO.C8(Q) Est. Value ' (Ck' Iwo 00 'Ph: 760.602-2719 'Fax- 760.602-8558 Carl sb ad email: building@carlsbadca.gov Plan Ck. Deposit Daej / I ISWPPP I www.carlsbadca.gov JOB ADDRESS 2600 Carlsbad Boulevard, Carlsbad, CA 92008 203 - - 054 - 33 - 00 1HASE# J-S.Ofl.NlTS ]IIENANTBUSPIESS I NAME jCONS.TTPE 0CC. GROUP DESCRIPTION OF WORK. Include Square Feet otAffectedAres) VAaL4115t; 4 160,wP Installation of Verizon Wireless Telecommunications equipment including 15kW standby diesel generator & equipment cabinets inside 225 S.F. chain link fenced enclosure; installation of new 81'-l" high stadium light standard with perforated radome concealing antennas and equipment to replace existing light standard; installation of electrical and telco service in an underground trench. EXISTiNG USE I PROPOSED USE GARAGE (SF) FIREPLACE lAIR CONDITIONING I FIRE SPRINKLERS i .)ATOS(S9IDECIIS(SF)I I APPLIcANTNAME ..- ......- J.D. Newman PROPERTYOWNERNASIE Army & Navy Academy ADDRESS 1283 East Main Street Suite 200 ADDRESS 2605 Carlsbad Boulevard Cli? STATE ZIP El Ca ion CA 92021 CITY STATE ZIP Carlsbad CA 92008 PHONE IFAX PHONE IFAX (760) 855-6441 1 (619) 749-1391 (760) 547-5197 I (760) 434-1890 EMAIL EMAIL jdnewman(boothsuarez.com DESIGN PROFESSIONAL Robert J. Suarez __BD _______________ ADDRESS 1283 East Main Street Suite 200 j%*' /c?.t'I/15< Cli? STATE ZIP El Calon CA 92021 1 Sr ZIP PHONE (619) 749-1305 IFAX I (619) 749-1391 NE O °<' 517 Z- 1FAX 7,f 2ti( 757 EMAIL suarezboothsuarez.com r. CUWt STA1ELJC.# I C26434 STATE M9 ICU= law 32 1YR,tO4'5'f BJ uC.e (Sec. 703t5 Business and Professions Code: Any City or County which requires a permit to construct alter. improve. demolish or repair any st,uct(Jre, 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 it for thea legedexempdon. Any violation of Section 703L5byany applicantforapemilt su*r55 the applicant to a civil penalty of not more than five hundred dollars $5OO)). 1®(DU6G (®170®(9 Workers' Compensation Dedaralion: iherebyaffinnunderpenatyofpejuiyoneofIheitdewkigdedaations' Di have and will maintain aeslificate of consentto sdf4nsjrebeealrsiatiwias provided bySecikin 370Oof the Labor Oak bthe performance ofthewortferWihflperniteIssued. sedwrsuuim er and policy number am: Insurance Co. 4i5 1ö 3PV $V?Eviralion Chic This section need not be oenTfoteMe pennit is for one hundred dollais ($100) or less. 0 Certificate c 'P pprfb rwhkh this permitis Issued, lthofnotempfoy any Taman - any. mannerso as beaicttheetersCompensaflon Lava o1 California. WARNING: Failure to secure workers' unlawful, aid shaft subjectana to aininalpenaihles and civil fines uptoone hundisdthausaiddollws (5100.000). in addition tothecostofoempaisation, for In SedicnSB of the Labor code. interest aid attorneys fees. £ CONTRACTOR:SIGNATURE ,-"--- DAST GATE ®@l)o0®( ø u(170®() I hereby altin'n thatleni exempt horn WrtiarifofsLlcenseLawtortheloAwingieason: 0 I. asomer of thep yormyernpioweswIthwapesastheirscIecempeiwalkin. wO do the work aid thesliudumis notE dededorodeedforsde(Sec. 7044. Business and Professions Code The Contractor's License Law does not apply to an ownerof properly who builds orknpnoves thereon. anodoes such work hinefforUvaut neopbees, IWO'eided that sidi inqnovenarteaeisludeldedorolfered for sale. If, however, th .bulldigoriinpmvementissald within one yearC the cai Wider-wi etrehadenofproving fled bed build or hnpronebr the pwposeigsale). I, as owner of the property, am exduslvely contracting with licensed oonbacb locanstacithe project (Sec. 7044. Besliess and Prolesatais Codn: The Contractor's License Law does ndiapplyisairaiof property who builds or unproves thereon, and contracts forsudi projects with contractor(s) wnsedPursuant b the Corntrudor's License La4 [] lam exempt under Section Business and Professions Code far ft reason: 1.1 personally, plan to Provide the major labor and malmWfcrconslnictkmn of the proposed properly improvement Oyes Dio 2.l (havel have rroflsigned an applicationfor abuiding permd for the proposed work. 3.1 have contacted with the (closing person (finn) ID provide the proposed emsatsfkin fuside name aulzesslphonelcontrai.ors' feense number): 4.1 plan to provide portions of the work, bull have hired the tolowirTi peri to coordinate, supervise and provide the m*r work fmdode name l address l phone lcontrudocs' licemenumitrer): 5.1 wit I provide some of the work, but I ham contracted (hired) the folkiwlng persons to provide the work indicated (Include name lafdresslkaielPjpe of work): £PROPERIY OWNER SIGNATURE DAGENT GATE O000 09(91ROIDG9 l® OQ@OIJ@ tiJ0l73 ®S7 Presley-Tanner Hazanlous Substance Aunt Act? Yes No Is the applicant or future building oonipant required to obtain a pennitfrom ft air pollutioncontrol! dIsbor air quality mwlagenertNO,i? Yes No Is the facility obecone ad wilitin 1,000 (tel at the onteo astttoct nito? Yes NO IF ANYOF ThE EMERGENCY SERVICES AND THE AIRPOLLU11ON CONTROL DISTRICT. OC)®O)C Z®@1 I hereby allen that there is arensitudion lending agency for the pezfomiaire of the wait this peimitis issued (Sec 3091 (i)Civil Co* lende?sName Lender's Address ao€ OOAYO® toentthatI have ,eadffie onaadstatethattheabosein en n isenna tO dematbnonthepfassisaonnate Iaeeto lOtyoednanomeidSfufu laiesidathtgtothiffdfirgesiabudlon. I hereby authoft representative of the Cityof CaazIbenrixi theabovemaaul peieity for' s5j2f. upeses. Ik)1OSAVE. 1YN4DIHNMESS1WCI1YCFCAMAD AGAINSTALLUAWnES,JUDGMWS, COSTS AND E)(PBISES WIUCH MAY IN ANYWAYACCRJEAIGAINST'SAJOCITY CONSEQE E0 THE GR(IN1NG OF THIS AIT. 0911k EXP1RA11ON: Every pend Issued by the Wing 011idd underft pakions dift Code ddaqnby' Rfi andl andvord 11hebuildingorvitsk authorized bysudh peomills not l8 dais ofsidi pffffdor IthebuborkathoiNod such pand is suispendedor aay9nealeomtrerved fora period of16Ode)s(dinn 10&4.4thbm de). APPUCANTRIGMATURE !:Z. DATE OAF 4 STOP: THIS SECTION NOT REQUIRED FOR BUILDING PERMIT ISSUANCE. Complete the following ONLY if. a Certificate of Occupancy wilibe requestedat final inspection CERTIFICATE OF OCCUPANCY (Commercial, Projects Onlyl Fax (760) 602-8560, Email buiIdingcar1sbadCa.gov or Mall the completed form to City of CeiNoal, Buikiing Division 1635 Faraday Avenue. Carlsbad. Cofkxnia 92008. COde (GUise Use Onl :CONTACT NAME IOCCUPAWNAW ADDRESS BUILDING ADDRESS CITY STATE ZIP CRY STATE ZIP Carlsbad CA PHONE FAX EMAIL OCCUPANT'S EUS.UC. No. DEUVERY OPTIONS PICK-UP. CONTACT(Usted above) OCCUPAtdTListed above) CONTRACTOR (On P. 1) ASSOCIATED CB# MAIL M. CONTACT (Listed above) OCCUPANT (Listed above) CONTRACTOR (On Pf, 1) NO CHANGE IN USE/ NO CONSIRUCTION MAIL/ FAX TO OTHER: CHANGE OF USE/ NO CONSTRUCTION UCAIVSRIGNA11JRE DATE Permit Type: BLDG-Commercial Application Date: 02/23/2018 Owner: ARMY AND NAVY ACADEMY CARLSBAD CALIFORNIA Work Class: Tenant Improvement Issue Date: 04/30/2018 Subdivision: Status: Closed - Finaled Expiration Date: 01/21/2020 Address: 2600 Carlsbad Blvd , Cs Carlsbad, CA 92008 IVR Number: 9726 Scheduled Date Actual Start Date Inspection Type Inspection No. Inspection Status Primary Inspector Reinspectuon Complete Checklist Item COMMENTS . Passed BLDG-Building Deficiency Yes BLDG-Building Deficiency See back of card. Grounding and XRT Yes CHEMICAL copper grounding. Ok to backfill 0410912019 0410912019 BLDG-31 088357.2019 Partial Pass Michael Collins Reinspection Incomplete UndergroundlCondu It-Wiring ChecklistItem COMMENTS . Passed BLDG-Building Deficiency Chemical ground at new equipment pad. Yes SOGE pre release for line side tap. BLDG-Building Deficiency Not ready, no plans on site, contact number No did not work BLDG-Building Deficiency Conduit only, 3 power & 4 telco from new Yes monopole to equipment pad 0412612019. 0412612019 BLDG-34 Rough 090068.2019 Partial Pass Michael Collins Reinspection Incomplete Electrical Checklist-Item COMMENTS Passed BLDG-Building Deficiency .EMR emailed to SDGE Yes BLDG-Building Deficiency Yes' BLDG-Building Deficiency See back of card. Grounding and XRT Yes CHEMICAL copper grounding. Ok to backfill 07119I2019 07I19I2019 BLDG-Final 098115.2019 Failed Michael Collins Reinspection Complete Inspection Checklist Item COMMENTS Passed BLDG-Building Deficiency No BLDG-Electrical Final Need Fire Dept sign off No - 0712412019 0712412019 BLDG-Final 098492-2019 Passed Michael Collins Complete Inspection Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-Building Deficiency No BLDG-Electrical Final Need Fire Dept sign off No BLDG-Electrical Final Yes 0712612019 BLDG-Fire Final 098336.2019 Scheduled Dominic Fled Incomplete Checklist Item COMMENTS Passed FIRE- Building Final No July 26,2019 - Page 3of3 Permit-Type: BLDG-Commercial Application Date: 02/2312018 Owner: ARMY AND NAVY ACADEMY * CARLSBAD CALIFORNIA Work Class: Tenant Improvement Issue Date: 04/30/2018 Subdivision: Status: Closed - Finaled Expiration Date: 01/21/2020 Address: 2600 Carlsbad Blvd , Cs Carlsbad, CA 92008 IVR Number:. 9726 Scheduled Actual Date Start Date Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency . Yes BLDG-31 Conduit only, #2 tinned copper ground & Yes Underground-Conduit Wring caldweld connectors at load side of elect. equipment. BLDG-31 1-3° & 4° conduits only, southeast parking Yes Underground-Conduit Wiring lot to monopole location. BLDG-31 I 3° power and 4° telco conduit at Beech Ave Yes Underground-Conduit Wiring parking lot. 0711812018 0711812018 BL6G-31 064306-2018 Partial Pass Michael Collins Reinspection Incomplete undergroundlCondu it - Wiring Checklist Item COMMENTS Passed BLDG-Building Deficiency Chemical ground at new equipment pad. Yes SDGE pre release for line side tap. BLDG-Building Deficiency Not ready, no plans on site, contact number No did not work 0310412019 0310412019 BLDG-34 Rough 085110-2019 Failed Michael Collins Reinspection Complete Electrical Checklist Item COMMENTS Passed BLDG-Building Deficiency No plans or contractor on site No 0310512019 '03I0512019 BLDG-34 Rough 085283-2019 ' Partial Pass Michael Collins Reinspection Incomplete Electrical Checklist Item COMMENTS Passed f BLDG-Building Deficiency No plans or contractor on site No BLDG-Building Deficiency Partial equipment installation Yes 0312512019 0312512019 BLDG-l1 086847-2019 Partial Pass Michael Collins Reinspection Incomplete FoundatlonlFtglPier 0 a (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Prelim caisson reinforcement. Yes 0312612019 0312612019 BLDG-l1 086972-2019 Partial Pass Michael Collins Reinspection Incomplete FoundationlFtglPier a (Reber) Checklist Item COMMENTS Passed BLDG-Building Deficiency Prelim Cason bore hole, water percolating Yes at 22 feet. Soils engineer to advise contractor. BLDG-Building Deficiency Prelim caisson reinforcement. ' Yes 0410512019 0410512019 BLDG-34 Rough 088076-2019 Partial Pass Chris Renfro Reinspection Incomplete Electrical July 26,2019 Page 2of3 Permit Type: BLDG-Commercial Application Date: 02/23/2018 Owner: ARMY AND NAVY ACADEMY CARLSBAD CALIFORNIA Work Class: Tenant Improvement Issue Date: 04/30/2018 Subdivision: Status: Closed - Finaled Expiration Date: 01/21/2020 Address: 2600 Carlsbad Blvd • Cs Carlsbad, CA 92008 IVR Number: 9726 Scheduled Actual Date Start Date Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete 0512112018 0512112018 BLDG-31 058563-2018 Failed Michael Collins Reinspection Complete UndergroundlCondu It-Wiring Checklist Item COMMENTS Passed did not work 0512212018 0512212018 BLDG-81 058749-2018 Partial Pass Michael Collins Reinspection Incomplete Underground Combo(11,12,21,31) Checklist Item COMMENTS Passed BLDG-31 3" power and 4" telco conduit at Beech Ave Yes Underground-Conduit Wiring parking lot. 0513112018 0513112018 BLDG-81 059612-2018 Partial Pass Michael Collins Reinspection Incomplete Underground Combo(11,12.21,31) Checklist Item COMMENTS Passed BLDG-31 Conduit only, #2 tinned copper ground & Underground-Conduit Wring caidweld connectors at load side of elect. equipment. BLDG-31 3" power and 4" telco conduit at Beech Ave Underground-Conduit Wring parking lot. 0610712018 0610712018 BLDG-al 060343.2018 Partial Pass Michael Collins Underground Combo(11,12,21,31) Checklist Item COMMENTS Yes Yes Reinspection Incomplete Passed BLDG-Building Deficiency Yes BLDG-31 - Conduit only, #2 tinned copper ground & Yes S Underground-Conduit Wring caidweld connectors at load side of elect. equipment BLDG-31 3" power and 4" telco conduit at Beech Ave Yes Underground-Conduit Wring parking lot 0611812018 06/18/2018 BLDG-11 061278-2018 Passed Michael Collins - Complete Foundation!FtglPier a (Reber) Checklist Item COMMENTS Passed BLDG-Building Deficiency North side equipment pad Yes 0710912018 0710912018 BLDG-al 063412.2018 Partial Pass Michael Collins Reinspection Incomplete Underground Combo(11,12,21,31) July 26, 2019 • Page lof3 P Continuous Inspection & Materials Testing - SOUTHWEST Inspection & Testing, Inc. 441 Commercial Way, La Habra, CA 90631-6168 (562)941-2990 (714)526-8441 FAX (562)946-0026 FIELD DATA ON TEST SPECIMENS - - - ASTM C31, C138, C143, C172, C173, C231, C1064 --- CONCRETE: X MORTAR: SHOTCRETE: CORES: GUNITE: ADDRESS: 2600 CARLSBAD BLVD. JOB #: DATE: 07/20/2018 JOB NAME: VERIZON MTX40 PERMIT #: CB2018-0110 ISSUED BY: CARLSBAD ARCHITECT: BOOTH & SUAREZ ENGINEER: BOOTH & SUAREZ CONTRACTOR: BDR SUB: BDR LOCATION IN STRUCTURE: SLAB/FOOTINGS - NORTH PAD, MIDDLE TRACT: PHASE: LOT#: CONCRETE SUPPLIER: HANSON PLANT: MIX #: 3011600 TYPE OF CEMENT: II / V ADMIXTURE: TICKET #: 762140 SLUMP: 5.00 in. WATER ADDED: 0 gal. . AIR TEMP: 0 F CONCRETE TEMP: MIXING TIME: 57 mm. TIME CAST: 10:45 DATE CAST: 06/20/2018 RECEIVED AT LAB: 07/06/2018 SPECIMENS MADE BY: DANIEL T. CASCINO SPECIFIED PSI @ 28 Days: 3000 LAB #: 120979 CLIENT: CASCINO INSPECTION SERVICES TESTING INFORMATION: SAMPLE IDENTIFICATION: 1744503 1744504 1744505 1744506 AGE DAYS: 28 28 28 HOLD DATE TEST: 07/18/2018 07/18/2018 07/18/2018 SIZE (in.): Height X Diameter 8.000 X 4.000 8.000 X 4.000 8.000 X 4.000 AREA (in.A2): 12.57 12.57 12.57 CRUSH LOAD (lbs.): 49380 50147 49864 COMPRESSIVE STRENGTH (psi.): 3930 3990 3970 HEIGHT-DIAMETER RATIO: CORRECTION FACTOR: CORRECTED STRENGTH (psi.): BREAK TYPE: II II I C.T.M. USED: Forney96 . Forney96 Forney96 REMARKS: ASTM C39, C174, C192, C470, C617, C42 COMPLIES: X DOES NOT COMPLY: FOR INFORMATION: THIS REPORT SHALL NOT BE REPRODUCED, EXCEPT IN FULL, WITHOUT THE APPROVAL OF SOUTHWEST INSPECTION AND TESTING, INC. SAMPLES CAST BY OTHERS: RESPECTFULLY SUBMITTED NOTICE:These test results are from samples cast by inspectors SOUTHWEST INSPECTION AND TESTING or technicians not employed by our firm. They were either delivered to our laboratory or picked up by our driver. We will accept no responsibility for the inspection made on the jobsite by the inspector, furthermore we do not take responsibility for any information on this report other than the strength as tested and reported. LAB. ASTM C39 BREAKS: [=CONE - 11C0NE AND SPLIT - IIICOLUMNAR - IV=SHEAR - V=SIDE FRACTURES - VI=POINTED Continuous Inspection & Materials Testing SOUThWEST Inspection & Testing, Inc. 441 Commercial Way, La Habra, CA 90631-6168 (562)941-2990 (714)526-8441 FAX (562)946-0026 FIELD DATA ON TEST SPECIMENS - - - ASTM C31, C138, C143, C172, C173, C231, C1064 --- CONCRETE: X MORTAR: SHOTCRETE: CORES: GUNITE: ADDRESS: 2600 CARLSBAD BLVD. CARLSBAD JOB #: DATE: 04/25/2019 JOB NAME: CARLSBAD STATE ST. PERMIT #: CBC2018-0110 ISSUED BY: ARCHITECT: ENGINEER: CONTRACTOR: BDR SUB: WESTERN FOUNDATION & SHORING LOCATION IN STRUCTURE: CAISSON AT TOP 5 FEET TRACT: PHASE: LOT #: CONCRETE SUPPLIER: SUPERIOR RDY MX PLANT: OCEANSIDE MIX #: 69P TYPE OF CEMENT: II / V ADMIXTURE: 3/8 TICKET #: 180039 SLUMP: 4.00 in. WATER ADDED: 7 gal. AIR TEMP: 67 F CONCRETE TEMP: 77 F MIXING TIME: 50 mm. TIME CAST: 03:20 DATE CAST: 03/26/2019 RECEIVED AT LAB: 04/08/2019 SPECIMENS MADE BY: DAN CASCINO SPECIFIED PSI © 28 Days: 5000 LAB #: 138948 CLIENT: CASCINO INSPECTION SERVICES TESTING INFORMATION: SAMPLE IDENTIFICATION: 1815171 1815172 1815173 1815174 AGE DAYS: 14 28 28 28 DATE TEST: 04/09/2019 04/23/2019 04/23/2019 04/23/2019 SIZE (in.): Height X Diameter 8.000 X 4.000 8.000 X 4.000 8.000 X 4.000 8.000 X 4.000 AREA (in.A2): 12.57 12.57 12.57 12.57 CRUSH LOAD (lbs.): 54226 77466 77985 78452 COMPRESSIVE STRENGTH (psi.): 4310 6160 6200 6240 HEIGHT-DIAMETER RATIO: CORRECTION FACTOR: CORRECTED STRENGTH (psi.): BREAK TYPE: II C.T.M. USED: Forney Forney96 Forney96 Forney96 REMARKS: 14 DAYS THAT IS NOT PER ASTM C-39 TEST CRITERIA PER SEC. 7.3 ASTM C39, C174, C192, C470, C617, C42 COMPLIES: X DOES NOT COMPLY: FOR INFORMATION: THIS REPORT SHALL NOT BE REPRODUCED, EXCEPT IN FULL, WITHOUT THE APPROVAL OF SOUTHWEST INSPECTION AND TESTING, INC. SAMPLES CAST BY OTHERS: NOTICE:These test results are from samples cast by inspectors or technicians not employed by our firm. They were either delivered to our laboratory or picked up by our driver. We will accept no responsibility for the inspection made on the jobsite by the inspector, furthermore we do not take responsibility for any information on this report other than the strength as tested and reported. ASTM C39 BREAKS: ICONE - II=CONE AND SPLIT - RESPECTFULLY SUBMITTED SOUTHWEST INSPECTION AND TESTING ZAFAR AHMLJ PRINCIPAL ENGINEER lII=COLUMNAR - IV=SHEAR - V=SIDE FRACTURES - VI=POINTED WJL A Geotechnical Solutions, Inc. ACCRCCIYCD Geotechnical Engineering Phone: (949) 453-0406 27 Mauchly, Suite 210, Irvine, Ca. 92618 CAISSON DRILLING OBSERVATION FIELD MEMO Project Number: 4 - 6'L Date: 3_2..4__2.01 Project Name:ia (ii - Cav-t iaAS 4 ceb'.e. ProjectAddress:2 (COO C(cb a&u1e.va'( A Written report and certification of this inspection will be submitted upon completion of the project. Remarks: By:Amy 'M R)Iat P= Title: Copies to: Signature: GSI-03R (F) ASCINO: INSPECTION SERVICE 150 Avalon Dr. Vista, Ca 92084 (714)404-7413 Fax (760)295-3140 DAILY INSPECTION REPORT CONSECUTIVE REPORT N0 1:11 PROJECT NO. = INSPECTION DATE t/9 FOR WEEK ounawri lAM AUTHORIZED BY THE WCHY of San Dfeoo 0 DSA ASHY INDICATED AGENCY TO PERFORM a CALTRANS 0 ICBO 0 ACI SPECIAL INSPECTION IN THE 0 OSHPD 0 AWS CATEGORY CHECKED. other IJLREINFORCEDCOMMM 0STRUCTURAL STEEL ASSEMBLY 1`11E4TRESSED CONCRETE 0 DEEP FOUNDATION 0 REINFORCED MASONRY 0 SPRAY-APPLIED FIREPROOFING 0 Olher JOB ADDRESS 2 / d ,) /',4 pj .-glag BUILDING PERMIT NUMBER C/?45,180- 01/0 PLAN FILE NUMBER OWNER OR PROJECT NAME- 4—,f RA 1) S7-ir r 7 (4 g liLew p APPLICATION NUMBER CONSTR. MATERIAL (TYPE. GRADE. ETC.) DESIGN STRENGTH SOURCE OF MFGR. ARCHITECT ao77rp' fl-'-4122 DESCRIBE MATERIAL (MIX DESIGN. RE-BAR GRADE S MANUFACTURER. WELD-ROD. ETC.) ENGINEER 6 GENERALCO7R,9,q CONTRACTOR PERFORMING REPORTED WORK 611c. .r -r/2 Al ARRIVAL TIME! DEPARTURE TIME DETAILED REPORT OF -. LOCATION OF WORK INSPECTED, TEST SAMPLES TAKEN. WORK REJECTED. JOB PROBLEMS. WORK INSPECTED PROGRESS. REMARKS, ETC. c 76't) A'48,4 Z ?- #4/ - Isoe Al? _ J/ F4',4,? 7' Ar I? VA,'?,vi -7j -- _____ • g 2A# c , P( ,4 44,60 /'Cl,P)-IP Li • J/ 7&fl 5' // • 1. (J . 1V 7 L .- A.0 ~* - ,'?CJtF C t.itp S0 ' 72 1725- OA'772'4 c7 RAW :r-4: £ I 4P / o ry 72 L P /4 C Et1i / t yI4 Rj)f TIME ON SITE TRAVEL TIME REGULAR HOURS OVERTIME HOURS SPECIMENS 0 OF TEST fl ¶ J T kll€I I. ft/c. 7 NAME OF REGISTERED INSPECTOR PLEASE PRINT _____ ____•-P Mkispen based ona minimum of4 his & over 4hrs-8 bra mlnlmum In addlllonover 8 in and Saturday, willbe billed at time and a halt SKMIATUREO' Ajjthoqlzed Job Site Contact I Company VAIRE-FILE - CANARY-CLIENT- PINK-INSPECTOR P 'SIGNA1URE CERTIFICATION NUMBER CERTIFICATE OF COMPLIANCE TO-THE BEST OF MY KNOWLEDGE, THE ABOVE REPORTED WORK, UNLESS OTHERWISE NOTED, IS IN CONFORMANCE WITH THE APPROVED PLANS AND SPECIFICATIONS, AND THE APPLICABLE WORKMANSHIP PROVISIONS OF THE GOVERNING STANDARDS --c-- - to DAILY INSPECTION REPORT PROJECTNO. INS ON DATE 9 FOR WEEK a FIU UIIU IuI •UàI E%• "'"•' —. - - I AM AUTMORI BY WE City oqsw, DiegO 0 !)SA 0 ASNT tREIHFOIICEL) CONCRETE - 0 STRUCTURAl. STEEL ASSEMBLY INDICATED AGENCY TO PERFORM CALTRANS OPJiBO 0 AOl [7 PREIRESSED CONCRETE Q DEEP FOUNDATION SPECIAL INSPECTION IN THE 0 AWS 0 REINFORCED MASONRY 0 FIREPROOFING CATEGORY CHECKED. other 0 Olhef J20 ADDRESS BUILDING PERMIT NUMBER PLAN FILE NUMBER ./666 Ci4JI) OWNER OR PROJECT NAME YIIF/7 /? Q/ tl' ir /o APPLICATION NUMBER ____________________ CONSTR. MATERIAL (TYPE, GRADE. ETC.) • L DESIGN STRENGTH 1 2 r0 o .1SwPZ''o4 SOURCE OF MFCR ARCHITECT I DESCRIBE MATERIAL(MIX DESIGN, RE-OAR GRADE & MANUFACTURER. WELD-ROD. ETC.) . ENGINEER _________ GENERAL CONTRACTOR- çI 1L) 4 - - C0141RACTOR PERFORMIKS REPORTED WORK _______________ ARRIVAL TIM-El DEPARTURE TIME BETAILEDREPORT OF — LOCATION OF WORK INSPECTED, TEST SAMPLES TAKEN, WORK REJECTED. JOB PROBLEMS. WORK INSPECTED • PROGRESS. REMARKS, ETC. LA7/ • ' d d' -,?-r,9 (/f4 . ,4 Ck ('A/, co-7w- - - - 3'- ___ ,v c1 7-/',4 C B /IA' -jk•____ P''r -1-/ /-~'iltp. ?_fr!/Y_•"..uFè'4 6_OE7Azv6 • A S - 77? .. ________ TIME ON SITE TRAVEL TIME REGULAR HOURS OVERTIME HOURS - I OF TEST I SPECIMENS Aw . F REGISTERED INSPECTOR __LEASE PRINT A8 kpect1oñ based On nimum of4 hrs & over 4 his. 8hrs nilnirnum In addløon,over 8 his and Satutdayv4J.)e-bPle48t time and a half SIGNATURE VAITTE-FILE. CANARY-CLIENT- PiNK-iNSPECTOR CERTIFICATE-OF COMPLIANCE TO-THE BEST OF MY KHObM.EOGE, THE ABOVE REPORTED WORK. UNLESS OTHERWISE NOTED, IS IN CONFORMANCE WITH ThE.APPROVEO PLANS AND SPECIFICATIONS, AND THE APPLICABLE WORICTANSHIP PROVISIONS OF NE GOVERNING STANDARDS Geotechnical Solutions, Inc.AASHrO— Geotechnical, Structural & Engineering 27 Mauchly, Suite 210, Irvine, California 92618 P: (949) 453-0406 Footing/Grading Field Observation Notice Date: 4 i a5 ,____ Project Number: V - 0 72— Project Name: Id 21i) Project Address: Address: 2Jpbb LijcL. Ct(sL. Ct4n This is to serve UUiit _-iic -. Remarks: By: 1cbrkcm Signature: Ic IIEE Title: opies to: F)])& GSI-03A (F) opiesto: J/JR Title: GSI-03A (F) I Geotechnical Solutions, Inc. Geotechnical, Structural & Engineering 27 Mauchly, Suite 210, Irvine, California 92618 P: (949) 453-0406 Footing/Grading Field Observation Notice Date: 6 I Project Number: Project Name: Ca..r/c haJ c-21r re Project Address: (r/cbaJ P',,uJ&,jrJ This is to serve notice:- f3elel-A-11 AMP- b:Ui- pitl ;n A2fA41ZJkQ 4= Remarks: GSI-03A (F) Geotechnical Solutions, Inc. Geotechnical, Structural & Engineering 27 Mauchly, Suite 210, Irvine, California 92618 P: (949) 453-0406 Footing/Grading Field Observation Notice Date: 6 / Project Number: 4P (3 - 51oc7 - at Project Name: Project Address: This is to serve notice: 1/) Remarks: 4'?/&t4 i) i Js, -d cz A tbp Signature: By: Title: i T_. • : i I I I I I 'I Vqcq.cj C,AL*P 5cJcjET T- flEJJc t7t?L- fotJ (, o(tIs1Pb ASCINO: INSPECTION SERVICE 150AvaIonDr.Vista,Ca92084i i (714) 404-7413 Fax (760)295-3140 CON DAILY INSPECTION REPORT SECUTIVE Rcpney Un ''I PROJECT NO. ___________________ INSPECTION DATE (')d:/i ?/ ) FOR WEEK cIInhII, a I AM AUTHORIZED BY THE (Clty of San Diego 08* 0 ASNT INDICATED AGENCY TO PERFORM CALTRANS £fCBO J ACI SPECIAL INSPECTION IN THE 0 OSHPD 0 AWS CATEGORY CHECKED. O;other [)'EINFORCEo CONCRETE 0 STRUCTURAl. STEEL ASSEMBLY 0 PRE-STRESSED CONCRETE 0 DEEP FOUNDATION 0 REINFORCED MASONRY 0 SPRAY-APPLIED FIREPROOFING 0 Other JOB ADDRESS 26 O C,4/U-j.4' B/vD BUILDING PERMIT NUMBER Ch'2o/&-. c//O PLAN FILE NUMBER OWNER OR PROJECT NAME L/E/Z/2oi APPffCATION NUMBER CONSTR. MATERIAL (TYPE, GRADE. ETC.) DESIGN STRENGTH SOURCE OF MFGR. ARCHITECT 0 07*' t'f(I1412 i DESCRIBE MATERIAL (MIX DESIGN. RE-BAR GRADES MANUFACTURER. WELD-ROD. ETC.) ENGINEER A /r GENERALCONTRACTOR - CONTRACTOR PERFORMING REPORTED WORK ARRIVAL TIME/ DEPARTURE TIME DETAILED REPORT OF LOCATION OF WORK INSPECTED, TEST SAMPLES TAKEN. WORK REJECTED, JOB PROBLEMS. WORK INSPECTED PROGRESS. REMARKS, ETC. 22S/P-Z • ~, o'r7Z Po ,L' (AO Ao0V C (/1 TIME ON TRAVEL TIME REGULAR HOURS OF TEST SITE OVERTIME HOURS SPECIMENS' (f ('/'' # NAME OF REGISTERED INSPECTOR PLE PRINT• AU Irpectiofl based on a minImum of 4 hrs & over 4 bIB -8 hrs minimum in addllioover 8 ht and SaturdajUbe billed at tIme and abaif T(17 SIGNATUld ithodzed)ob Site contacFfcoiiipIiir------- bIIII7E-FILE - CANARY-CLIENT- PINK-INSPECTOR /rSIGMA1URE - CERTIFICATION NUMBER CERTIFICATE OF COMPLIANCE TO-THE BEST OF MY KNOWLEDGE, THE ABOVE REPORTED WORK. UNLESS OTHERIMSE NOTED, IS IN CONFORMANCE WITH THE APPROVED PLANS AND SPECIFICATIONS, AND THE APPLICABLE WORKMANSHIP PROVISIONS OF THE GOVERNING STANDARDS I I. IY6 nail v lIdCD1TiAIi DDADT PROJECT NO. INSPEC11ONOATE c' E/,fr//? FOR WEEK I AM AUThORIZED STilE REiity of Son ObOe 0 DSA 0 ASK £jJREINFORCEO CONCRETE STRUCTURAL STEEL ASSEMBLY INDICATED AGENCYTO PERFORM 0 cALTRANs 48iBO 0 AC! 0 PRE4TRESSED (3 DEEP FOUNDATION SPECIAL INSPECTION INTHE .0 OSHRD 0 AWS 0 REINFORCED MASONRY 0 SPRAY-APPLIED FIREPROOFING CATEGORY CHECKED. 0Other 0 Othet _________________ JO ADDRESS . - BIll WING PERMIT NUMBER PLAN PILE NUMBER c$o o /i 0/16 OWNER OR PROJECT NAME - R ' o 4'r-i)C 'I O APPLICATION NUMBER _________________ CONSTR. MATERIAL (TYPE. GRADE. ETC.) ' tp7 E DESIGN STRENGTH 1.36* o SOU CE OF MFGR. W4 ii AffECT 15O. cf7i' c3U'4 f?.Z DESCRIBE MATERIAL.(MIX DESIGN. RE-OAR GRAPE & MANUFACTURER. WELD-ROD. ETC.) ENGINEER ,, 'If R4 SY 'o if c o c GENERAL CONTRACTOR . 8PI' CONTRACTOR PERFORMING REPORTED WORK ARRIVAL TIME! DEPARTURE TIME DETAILED REPORT OF . LOCATION OF WORK INSPECTEO, TEST SAMPLES TAKEN WORK REJECTED. JOB PROBLEMS. WORK INSPECTED • PROGRESS. REMARKS, ETC. • PIC 4 Cem a el Y) FA-9 F ci , , • V 44 7oi/6o •Xod p , U!S/24T,O'j •. • • - _____ • • r —4 e— Re. 4 C En4 ''4 PDJ ..• T4r •P/ rT,2'7CY. C-/Y3 C/Oó4 -/Zç' • • , ,: 045-r 1"virtz _r . • . - - .• TIME ON SITE TRAVEL TIME . REGULAR HOURS OVERTIME HOURS I OF TEST SPECIMENS T)a • 60\ i e' I 1• , u' ci N1EOF REGISTERED INSPECTOR PLEASE PRINT AN kpedioñ based on a minimum of4 km &over4 tvs- 8hrsn11n1mum In addlUon.over 8 hm and Satuiday will be billed at time and a half SIGNATURE JJorIJth Site Contact I Company ITh'flE-FILE - CANARY-CLiENT- PINK-iNSPECTOR CERTIFICATE. OF COMPLIANCE. TO-THE BEST OF MY KNOWLEDGE. THE ABOVE REPORTED WORK. UNLESS OTHERWISE NOTED, IS IN CONFORMANCE YATR THE. APPROVED PLANS AND SPECIFICATIONS. AND THE APPLICABLE WORKMANSHIP PROVISIONS OF THE GOVERNING-STANDARDS ASCI:NO: INSPECTION SERVICE 150A,aIon Dr. Vista, Ca.9204 (714) 404-7413 Fax (760)295-3140 DAILY INSPECTION REPORT CO1{QE PROJECT NO. '•'' -. INSPECTION DATE FOR WEEK IInItJ, I AM AUThORIZED BY ThE - Q6ity ciSanfliago 0 DSA 0 ASNT INDICATED AGENCY TO PERFORM 0 CALTRANS 0 ICBO 0 ACI SPECIAL INSPECTION IN THE . OSHPD 0 AWS CATEGORY CHECKED. o cxher . QøEiNroRcS,co,.cREm - S1RUCTURAI. STEEL ASSEMBLY 0 PRE-STRESSED CONCRETE 0 DEEP FOUNDATION 0 REINFORCED MASONRY 0 SPRAY-APPLIED FIREPROOFING 0 oTher JOB ADDRESS o2 dp 6 40 CA-/it J4D Rlvp BUILDING PERMIT NUMBER eg, 16,41—el J/ PLAN FILE NUMBER OWNER OR PROJECT NAME .rZJ.X UF rWryo APPLICATION NUMBER CONSTR. MATERIAL (TYPE, GRADE. ETC.) DESIGN STRENGTH SOURCE OF MFGR. ARCIITECT o cjA SL4APZLL DESCRIBE MATERIAL (MIX DESIGN, RE-BAR GRADE S MANUFACTURER. WELD-ROD. ETC.) ENGINEER GENERAL CONTRACTOR CONTRACTOR PERFORMING REPORTED WORK ARRIVAL TIME/ DEPARTURE TIME DETAILED REPORT OF .. LOCATION OF WORK INSPECTED, TEST SAMPLES TAKEN, WORK REJECTED, JOB PROBLEMS, WORK INSPECTED . PROGRESS. REMARKS, ETC. . PcT 7ti,Z0EL" OF h1v/1' 17. AAc,10/7J 4 Ti L 17Y f/ /'lE opz /ji/ ('A-il. Cc-iT . 1Oi? sit (/2g1c) • _____ • . 17 (14/i PoX c 7 TIME ON SITE TRAVEL TIME REGULAR HOURS OVERTIME HOURS I OF TEST SPECIMENS' tide! I. (•1 frIL. NAME, FREGISTERED INSPECTOR PLEASE PRINT 77.sp4r - AN kpect)oii based on a minimum of 4 hrs & over 4 hrs -8 lus minimum CERTIFICATION NUMBER In addUlon,over8hrsad Saturdayw1bebilIedatthe and a half SIGNATURE Authorized Jab Site Conhd I I HWflE.Ffl.E - CANARY-CLIENT- PINK-INSPECTOR CERTIFICATE OF COMPLIANCE TO THE BEST OF MY KNOWLEDGE. THE ABOVE REPORTED WORK. UNLESS OTHERWISE NOTED, IS IN CONFORMANCE WITH THE APPROVED PLANS AND SPECIFICATIONS, AND THE APPLICABLE WORKMANSHIP PROVISIONS OF THE GOVERNING STANDARDS EsGil A SAFEbulif Company DATE: 3/29/2018 U APPLICANT ..aiORIS. JURISDICTION :City-ofJCariSbad - PLAN CHECK #.: CBC2018-0110 SET: II PROJECT ADDRESS: 2600 Carlsbad Blvd. PROJECT NAME: Verizon Carlsbad State Street MTX40/BSC26/MCE 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. LII The plans transmitted herewith have significant deficiencies identified on the enclosed check fist and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. LI The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: EsGil staff did not advise the applicant that the plan check has been completed. LII EsGil staff did advise the,#licant that the plan check has been completed. Person contacted: Telephone #: Date contacted: ," (by:) Email: Mail Telephone Fax In Person LII REMARKS: By: David Yao Enclosures: EsGil 3/22/18 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 y EsGil A SAFEbulttCompany DATE: 317/2018 U APPLICANT ,JURIS. JURISDICTION: City of Carlsbad PLAN CHECK #.: CBC2018-0110 SET: I PROJECT ADDRESS: 2600 Carlsbad Blvd. PROJECT NAME: Verizon Carlsbad State Street MTX40/BSC26/MCE The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. 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: J. D. Newman 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: J. D. Newman Telephone #: 760-855-6441 Date contacted:$I7/I9' (by— Email: jdnewman@boothsuarez.com EWINI Telephone Fax In Person LI REMARKS: By: David Yao Enclosures: EsGil 2/27/18 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 City of Carlsbad CBC2018-01 10 3/7/2018 GENERAL PLAN CORRECTION LIST JURISDICTION: City of Carlsbad PLAN CHECK#.: CBC2018-0110 PROJECT ADDRESS: 2600 Carlsbad Blvd. DATE PLAN RECEIVED BY DATE REVIEW COMPLETED: ESGIL: 2/27/18 3/7/2018 REVIEWED BY: David Yao FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. The approval of the plans does not permit the violation of any state, county or city law. To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located on the plans. Have changes been made not resulting from this list? E3 Yes L3 No City of Carlsbad CBC2018-0110 3/7/2018 [DO NOT PAY - THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: City of Carlsbad PLAN CHECK#.: CBC2018-0110 PREPARED BY: David Yao DATE: 3/7/2018 BUILDING ADDRESS: 2600 Carlsbad Blvd. BUILDING OCCUPANCY: BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) cell site per city 100,000 Air Conditioning Fire Sprinklers TOTAL VALUE 100,000 Jurisdiction Code Icb IBY Ordinance I V Bldg. Permit Fee by Ordinance V Plan Check Fee by Ordinance Type of Review: EJ Complete Review I $626.061 I $406.941 El Structural Only El Repetitive Fee IVI Repeats El Other El Hourly __Hr. @ * EsGil Fee I $356.851 Comments: Sheet of City of Carlsbad CBC2018-01 10 3/7/2018 Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil and the Carlsbad Planning, Engineering and Fire Departments. Bring TWO corrected set of plans and calculations/reports to EsGil, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil is complete. The structural calculation provided by "Valmont" does not include the pier footing design. Provide complete calculation to justify the pier size and reinforcement. Provide 4 feet clearance between the panels per 2016 CEC 110.26 condition (3) system voltage 277/480 volts. The jurisdiction has contracted with EsGil, located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact David Yao at Esgil. Thank you. CITY OF CAR LSBAD PLANNING DIVISION Development Services BUILDING PLAN CHECK Planning Division APPROVAL 1635 Faraday Avenue (760) 602-4610 P29 www.carlsbadca.&ov DATE: 4/4/18 PROJECT NAME: VERIZON ARMY NAVY WCF PROJECT ID: RP 16-01 PLAN CHECK NO: CBC20I8-0110 SET#: 2 ADDRESS: 2600 CARLSBAD BL APN: 2030543300 This plan check review is complete and has been APPROVED by the PLANNING Division. By: TERI DELCAMP A Final Inspection by the PLANNING Division is required Yes Z No You may also have corrections from one or more of the divisions listed below. Approval from these divisions may be required prior to the issuance of a building permit. Resubmitted plans should include corrections from all divisions. This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check Comments have been sent to: For questions or clarifications on the attached checklist please contact the following reviewer as marked: PLANNING ENGINEERING FIRE PREVENTION 760-602-4610 760-602-2750 760-602-4665 [I] Hector Salgado 760-602-4624 Hector.Salado@carlsbadca.ov [] Gina Ruiz 760-602-4675 Gina.Ruiz@carlsbadca.gov Teri Delcamp 760-602-4611 teri.delcamD@carlsbadca.gov Remarks: CITY OF CARLSBAD PLANNING DIVISION BUILDING PLAN CHECK REVIEW CHECKLIST P-28 Development Services Planning Division 1635 Faraday Avenue (760) 602-4610 www.carlsbadca.ov DATE: 3/13/18 PROJECT NAME: VERIZON ARMY NAVY WCF PROJECT ID: RP 16-01 PLAN CHECK NO: CBD20IS-0110 SET#: I ADDRESS: 2600 CARLSBAD BL APN: 2030543300 This plan check review is complete and has been APPROVED by the PLANNING Division. By: TERI DELCAMP A Final Inspection by the PLANNING Division is required J Yes Z No You may also have corrections from one or more of the divisions listed below. Approval from these divisions may be required prior to the issuance of a building permit. Resubmitted plans should include corrections from all divisions. This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check Comments have been sent to: JDNEWMAN@BOTHSUAREZ.COM For questions or clarifications on the attached checklist please contact the following reviewer as marked: PLANNING ENGINEERING FIRE PREVENTION 760-602-4610 7607602-2750 760-602-4665 Hector Salgado [I] 760-602-4624 Hector.SalEado@carIsbadca.gov Gina Ruiz 760-602-4675 Gina.Ruiz@carlsbadca.Eov Teri Delcamp 760-602-4611 teri.delcamp@carlsbadca.gov Minor Correction: Add note to Sheet A-8 and/or other as appropriate to indicate the radome is to be painted/colored to match the light standard. OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER ____ DATE STRUCTURAL CALCULATIONS FOR CARLBAD STATE STRET VERIZON WIRELESS SITE5~~, - Prepared for: VERIZON WIRELESS SITE AT 2600 CARLSBAD BOULEVARD CARLSBAD, CA 92008 SAN DIEGO COUNTY Prepared By: MANOLITO P. RAMLREZ, P.E. M. RAMIREZ DESIGN SERVICES P.O. BOX 1054, SPRING VALLEY, CA 91979 TEL. (619) 315- 3394 c. I9 40 01c0 '4'1 jP 04, January 19,2018 tbC 21% 2 qwOl IO SHEET 1-OF 17 BRiEF INDEX OF STRUCTURAL CALCULATION SHEET NO. SHEET DESCRIPTION SHEET 2 ---------- ______---- LATERAL ANALYSIS SHEET 3- -----_-------- EQUIPMENT ANCHORING CALCULATIONS SHEET 4 ------------------ GENERATOR & EQUIPMENT PAD DESIGN CALCULATIONS SHEET 4 --------------- GENERATOR ANCHORING cALCULATrONS SHEET 5 -------------------- UTILITY H-FRAME LOADING CALCULATIONS 9HEETs6 -12- ----- ENERCALC UTILITY H-FRAME PLATE AD -8OLTCAWULATLONS SHEETS 13 -16 -___- ENERCALC EQUIPMENT PAD CALCULATIONS SHEET 17 -- _____-__-- TABLE ATTACHMENT SHEET .2 OF 17 216.CBCLATELkL:ANALYSIS (2015C) WIND: Exposure: C Fastestmile1fin= 1.10 3 see. Gus,V3s' •100 Enclosure Class: E mtii, os'PZ; OPUTI, !0) PWI qGCj 26.2 . P=qGC.- q1{GC1,)= 290 psf Pw qGCp qj(GCp ) 31.1 PSf 3SWxy(wd+Lcewa4 qh G C Kb Ka Kd +I-GC pj 0-151: 22.4 0.9 13 0.85 1.0 0.85 0.18 25': 24.7 .0.9 13 .0.94 1.0 0.85 0.3$ 35': 26.6 9 .1.3 .1.01 .1.0 085 0.18 From Seismic hazard Curves .and:UnlfOrm Rrd Response Spectra Zip Code 9008 SITE D Ss = 1.167 Fa = 1.033 Si = 0.448 Ev = 1552 SEISMIC: (Note: i= V.per calc's) V= C5 W= O.49SW DL* *Divided by1.4 ft SfràgthtoAS.D.(Se. 16053): where: = __SDI < SDS ,(RA, T - M) Si F Te C5 5taiy 0;448: 1.552 0.464 0.145 2.135 2 ftrr. OM* 1.552 0.464 0.145 2.135 SiteClass: 1): Occupancy Category 11 Reponss Modificalin, It 1.5 RedundancyFactOr 1.3 seDesiiCagary: D SS Fa S Cs 1.167 .1 033 0.804 0.536 WINDGOVE1INING DEPTH: (pU) L 1Sory H9. .Pw!H 236 L= 26.2. ft: GENE: OROES*&CW.PMEPX.r PAD GENERATOREQUIPMENT . . = 1,200 Lbs CABINET EQUIPMENT (2,000 EACH) (2PCS.) 4,000 ToIWt : 5,200 Lbs EM Eh = (Rocf+WaI1j x 0A98 258.1. Lbs: EQUIPMENT ATTACHMENT vERmoN WIRELESS(MACRO c LL CMi4T) See Details Fp =O.4.aD Sth WD(1+ 2 zlh) Rp SHEET 3_ OF _17_ 131D1 and 161D1 Per 13.3.1., 7-10 Fp = 0412 51(0 804)12 0001 Fp = 0.134(2,000)(1.279) Fp:= 342.77: # < z84# 1.00 [1+2 ] 7.0;. Rp =A-00 1p 1.00 Sds = 0.804 Wp 2,000# Z= 1.00 h.= 7-2" USe 112" Dl& "HILW Stainless Steel Kvlk BOlt, 3-1/4" mlnirnumembedneflt SEE TABLE B, ESR1:917 VERIZOM WIRELESS. (MAC ROCELL.EQ(iIPMENT CABINET)ISPARE): SeeDelalls i3blan 161 1. Fp = 0.4 ap Sds W (1+2 z/h) Per133.1 ,7-10 Rp/lp ap = 2.5 :P 6.0/1.0 Fp = 0.134(2,000)(1279) Fp = 342.77 # < i,578#: 1.00. [1+2 ] 7.17 Rp = 6.00 Ip 1.00 Sds 084 Wp =.2000# z= i•oo Therefore: Use 1/2" DIA "HILTI" Stainless Steel Kwik Bolt, 3-1/4" minimurn-embedment SEE TABLE6, ESR 1917 SHEET 4. OF 17 GENERATOR SLAB '& EQUIPMENT PAD DESIGN LOADING ASSUMPTION: CBC 2016 Concrete Dead Load = (150)(1.33) 200 be: Generator 1,200 lbs Batteiles (RAVCAPS)(SPARE) 2,000 Abs, Batteries (RAYCAPS) &000v. lbs'.,,, Total Dead Load •5,400. lbS Live Load = 20 lbS Per ASCE!SEI 7-10 Section 2.3.2 1.2(D+F+T)+.1.6(L+H)+0.5(1or:S:orR) FactoredioadW= 1.2 (5;400) +1.6(20) 1 W=1.2 (5.400 )+1.6(20) W6,512 The 6.512k GENERATOR ATI'ACHMENT Per Detail 20113-1 Generator Weight = 1;200 lbs 1 L.. TO1W 1200 We _J 4, =V=O49ew. V=0.4a8(1,2OO:.=597.6o P = 1,200+ 597.60 4 P. = 449.40, lbs Per Table 6 - StainleSs StSel:KwikBPftS,ESR 1917 (Attached) 112" dl. Stainless Steel, 3-1/4 " anchor depth to =.250O psi, P = 1,578 lbs Therefore: 1,578 .Ibs> 449.60 lbs. Use 4- 1/2" Stainless Steel • Bolts 1: UTILITYJ( FRAME SWEET-6 SEE DETA&: 30/02'; 26102 & 29/02 CABINET WEIGHT (EMPTY): 85 LBS. EQUIPMENT j. LBS. TOTAL LOAD 100 LBS. W50# 4, A=25# 2' C= 25(8) + 25(3).+ 2(50) C= 150+75+100 C 325FT.LBS: SEE ENERCALC FOR PLATE AND BOLT CALCULATIONS. MRAMI?EZ DESIGN SERVICES P.O. BOX 1054 SPRING VALLEY, CA 91979 PiojectTiVe Enqineer Pmlect ID: J'//Er Dp/7 Code Rofeiences Calàulatlone per AISC Design Guide* 1, IBC; 2015, CBC 2016. ASCE 7-10 Load Combination Set: ASCE 7-10 1Genea1lfomat1on - Material Properttes AISC Design Method Lead R rDesn c, : LRFD ReSistanCe Factor O6O Sleel Plate Fy = 36.0ksl Connote Supporttc = 3.0 kal Assumed Searing Mae :ull.BeaI!na Allowable Bearing Fp perJ8 2.550ksl [Column & Plate Column Properties [. Steel Section: Plpe3 Std : Depth 3.51n Area ,351n boc 2.08 1n02 2i854nM f . MRAMIREZ DESIGN SERVICES P.O. BOX 1054 Project Descc ineer Pmjed ID, SPNGVAUY,CA91979 JftT 7 S'— 'B aso Plft n &mffv lb : Max. Bendins Sbiss.............. 3.3651st Denthod Load Resistance Factor Deft Fb : Alceeble: 32.4001st mkLaadCoinbIiathn 'l.40D+1$0H FyPhI G=mIr Load Caie Type Mat +Momenf Lt E=&*. Tension 8511d1119 Ohm Ratio 0.104 DPisteSlzz 1'.rz1114'z0.4IY BeudkoStressOK !u:AxlaL 0.07011 1530 1st Mu: MreflSflt 0A5$ MI Fp :Aliowabte: 1530 1st mln(0.85'?c'84r1(A21A1). tPfc)'PhI Seeing Since RaSe 1.000 Bearing Stress OK Tenstanin Sam B.............. 0.120 AIie8oItTeistan ...... ..... 0.000 Teiston SVesa RatIo 0.000 Load Comb.: +IAOD+t6OH AxlalLossi+ Afentcnt Ecc. > 1)2 Lodna CatteJ peM from boLtanat Pu :Ajiinl........ 0.010 Ii tension per 0.120 11 Mu:Mamont. 0.455 MI Ten:Ab.......... 0.00011 78.000 in Stress Ratio n 0.060 Al: PioteAjea........ 144.000111*2 144.000111*2 Dist mBa5't000LE_.... 5.900111 qnnaA1) I.iNU Ef1estveBoftWIdIhforBending... 23.600th Plate Momentlmm Salt Tension 0.120 114n CatcuMealate moment from bewInu.. 450*In Raft Stressss A :Beang Length 0.060 in Fp:Al .... .... 1.5301st MpI:PlateMoment 0.018 Mn fu: MetBoei11Piessuie (sstequafloFp) Stress RaSo - 1.600 Platu BendftrnSioesaes Mmax ................................. .... .... O.210114n 3.3651st 32.4001a1 Stress Ratio 0.104 Load Comb. : +1.200+O.SOLI*1.60L+t6OH A deI Load + Man,enf Eric.> LP __ mbcftnston. Pu:Axbl 0.080k 0.10311 Mu: Moment 0.390 k-It Tentloll ;AMab10 ..--. 0.00* 11 Eomrdildty 18.000 In Steiss Ratio _____ 0.600 Al: PiotaArea 144.000111*2 A2: Sea 144.000 DmBa*bCa1Edge....... 5.900th sqvt(A21A1) 1000 EflectiveBdtwldthItirBendkig ..... 23.600 In PkbmmmtkmBOKTOWM -- W030 4.600th Bealng Stresses 0.051 In Fp:Allowablo l.530IoI M:PIateMotnent 0.015 k-in fu: Max.BwfrPmeeum (aetequalthFp) Siren Ratio___ 1.600 0.160 114n Ib:Actual ._._ 2.88511s1 FbAbvabIe..._.... 32.400 1st ohm Now_ 0.609. Uespan: BAIMEKAM Load comb. : +1.2ODe1 6OL+0.50$.1.60H Laid pu: MM Mu:Momd... 0.3904-ft EcnhIIclty 78.000 In AI:PInteAma....... 144.090In2 A2:6Lpoit... 144.00OIn2 wq AVA1) Inc , cawft atatemamflum besdag... 4.6001 "A" :Bea1Ir Length 0.051 I Mpl: Plate IvInmant 0.015 P Load Comb. : +1.20D+1,6OLr+O.50L+1.6I)H WOO PiiAilal _....... 0.06011 Mu:MomenL..... 0.390k-ft 78.000 In M:ItaAiaa _._ 14400Qbt2 A2:SupAma...... 144.00011f sqil(A2(A1) 1.000 Caicutate*e momeM from beai1ç... 4.800 In "A': Beaming Length 0.061 In Mp1: Plate Moment 0.015 114n 0.103k Tetwten : Monable.............. 0.000k 8.000 DlatfroinBcoLEdge...... 5.9001n EIfecthBaftWkSthbrBendIng..... 23.600 In Plate Momemdfrum Boltienslon ...... 0.103 k4n fu: MaBeaslrOPmeswe (aetequaltoFp) 1.800 Astaftftsbesses 0.180 k-tn -. 28a5 PsI Fb:Aleale...................-... 32.400 1st Sbees Rails____ 0.000 ftI: Max BeathPronsw8 (set equafloFp) $lronsRatte.. 1.000 pl80kffi 2.885 let Fb:Atlawabla.0........_ 32A0OksI raw Reft em Axial Load + Moment Hoc.> 112 Axial Load + Mon,an Ecc. L/2 QkftOOMmcmMSftm 0.10311 TensIon: Aflowabte 0.00011 - 8.905 8.90Db EffdlveBoftWldiltforBending..... 23.800 km PIatOMoment8m BaftTonslon .. 0.103 k-in MRAMflEZ DESIGN SERVICES P.O. BOX 1054 SPRING VALLEY, CA 91979 P- PraectID ftled Dow. 8 of 17 $teI Saito I : 1MCA1eJN 117. auMiall.111O. r1ft17i1fl Desiption: BASE LATE Load corn. 1,ioD+1.eol.i'o.sow+iAoH 0.050 Mu:MomBnt.....- 020 MOOD AI:PIabAiea 144Al00hi'2 A28upptAea ......... :i44iJ*2 8qA2M1) 1.000 Ceohite mamattfttn boano 4.000 in 'A': Bwfrig Lang0i 0.051 in MatnMornent 0.015k4 MRAMIREZ DESIGN SERVICES proje Tine pmlect ID: SPRING VALLEY, CA 91919 P.O. BOX 1054 EnIneec Des cl , 'If / 7 I I U '8ase ' te P'U :.oAøAIø W' 4flDt47 fl Load Comb. : +1ODO,5OL+1jØS+1.H Pu:Adal......... 0.000k Mu:Mnment...... 0.390k4t E__ 78.0130111 Al Aib Amu...._. i.000ln1 A2:SuppNea.... 144000111*2 A2IA1) 1.000 nmUmmbe.. 4.600 In A Bewthg Length 0.051 ii PIt :PIataMonnt 0.015 k4n Axial Lad +Mornent,EccLt2 0.103k 0.000k Sheen Ritlo._______ 0000 mBCOLEe..._. 5.000 hi EffeStWidthrBeldng .... 23.000 hi Plato Momentfrom Balhleneiwi ..... 0.103 k.ln BWM MM Fp:Albwabto............._........... 1.5301e1 u:hi4Ix.B8adngFsawe (sclaqualtorp) Sheen Rda 1.000 Plate Bendine Shessea 0.100 kla fb:Aatual..... 2.805&I 32400 hi Sheen RaSh - 0.009 Axial Load + Moment Ea. > L.2 Cae pe moment fran boLtonsion Tom Per 0.103k Tension AIIiabIe _..._..._.. 0.000k DlathemBsitbCoLEdge ... 5.800in EenBaftWklthfcwBendlng 23.00Okt Plate Mom mBoltTentlon .. 0.103 k.la Bssss Pp:Allnsmbte 1.530k81 fu: MaLBeedngPresswe (ssfequeltoFp) ftmfttb-. 1.000 ate8Sheesea ... ......... . .... . .......... -....... Mmai .... . 2.885ks1 32.400 kd Shese RiSe - 8.089 0.103k 0.000k 8.000 t530 II (8etequeIb1,) 1.000 MRAMkZ DESIGN SERVICES P.O. BOX 1054 SPRING VALLEY, CA 91979 Pr*'l flue: PmledDesa ProlectIG: Steel one Plate Load Comb. : +1.+1.S+O.5OW+1.6OH AdelLoad. Moment Eec. ip Mu:MoinenL.... 2 sqd(A2/AI) CanatemomentMxn Ia1na... W. Beailng Length Mpj:pkft MFl 0.060 k Canppt*ombofttemon... 0390 k-ft Tension :Able............. 78.000 In 144.000 W2 i44Xfln2 1000 - PInteMomentftomBotTenslon...,_ 4.600 In 0.051 In Fp bb 0.015 ku u:Mns.BeeitiPmesure 5bu RaUn - PLft SUMM . Mm .............. Load Comb.': +106+,5L50L+1N+j.6QH 8.180 ku 2258s1 32.400 kd 8.089 AdalLoad.+Mornenl, Ec.> L2 0.060 k 0.103k 0.390 k-ft Tendon Allowable 0.000k 78.000 rh Sheen Ratio 0.000 44OOhi2 144.000 In2 Dm Botts CoL Edge .... 5200 In UW RadthIorBeiat1ng 23.600iji MantftmnBoltTe*isbn.. 0.103k-In 4.600 In 0.05th FP:N Me...... ....................,. IMO 0215 k-In fu: Max Beai9Prensum (sat equaIlaFj) shmpift-1.000 wsses .. 8.180 k-in lb: Astual..... ... 2.8851at FbANowaMo........_............. 32.400ks1 own We 0.089 Mu:MoniL. Al :PInInAzen A2:$uppostAise......_............ d(A2!A1) ITI • W: Beeifrig Length Plate Moment 0.103k 0000k 0.000 nmu1frombafttenaton... Pu:AxloI....... 0.060k TallonperBaL............ Mu: MameM. 0.390 k-ft TensIon :Aa'able..... Eowntildty................._ 78.000 in Bimes Ratb................. AI:.Plarea......... .14(00002 *2: Svppc,tAma ._ 14(000 In2 Dist from Bath Cal. Edge u," *2/Al' 1.000 EveBabWidihforBendhig calculate we PloteMomwt*omBaltTombn.._; mmighm MM 4.000 In BeadnaSlisases 'A': Beaitiig Ialgth 0.051 In Fp:*ilowabla . P41: Plate Moment 0.015 kin fu: Wax. BowIng Pire Bases Ratio__ ............................................... Fb : Allowable skm Rob 0.103k 0.000k LOW WOW (*equatle Fp) Inc MRAMtREZDESIGN SERVICES Pfqed TIlle: P.O. BOX 1054 Englneec SPRING VALLEY, CA 919n Ned Desa Steel Base Plate ... IWW PLATE . Load Comb. : +1.20D.O.50L+O.50S+W+1.60H Proect ID: J/16ET/1 O,/7 ArIaILoad+ Moment Ecc.>IA 0060k Calculabolsiff 0.390 k-2 Tension: Allowable 78.000 In $ 144.000 InA2 144.0OD:W'2 000 EthlerBendlng_ PlateMomntfiomBoltTenelon....... 4.600 In 0.051 In 0015 kin fU;Max.BeaifxigPiesswe 8Vess Ratio no Bending Stresses SbissRatlo - Load Comb. : +1.5ØI+0j$+E+1OH 1.530ha1 (eatequ&leFp) l0 1181k-in 3t400 1s1 0.089 A,ilal Load + Momw*Ecc.> 1/2 Deacifption: BASE PLATE Load Comb. : 0406+W+O.9OH Mo:MomenL..... :Skeo eqit(A2IAI) cuInIn ohm mwnant from bernIn. am"--- W - BeaNIng Length M$:PtMoment Load Comb. :40M D+E a i M '4................................................. Axial Load. Moment, Ecc.; LA 0.045 k COWAN nmentfrom boftten... TemInn 0.293 Mt Terrnlan 78.005 In Sn'su Ratb........_ 144.000 In"2 .44.0001fl'2 oJttOCLa...._. 1000 PWO Momentfrom Bolt Ternbn... 4.600 In 0.039k; Fp:PJb1e.._.. 0.011 Mn fu: PB1ngRoom StmsRe6o- 0.13 z165k!r Fb:A0ówable............................... 32400 lot 39meRa6o__ 0.067 V. Axial Load. Moment, Ecc. > 0.077 K 0.000k 0.000 1.530Irn1 (aetequalbiFp) 1.000 0.000k 0.000 t530 lot (eat equaltoFp) .1.000 MRAMIREZ DESIGN SERVICES P.O. BOX 1054 SPRING VALLEY, CA 91919 Ned ear Pmect ID Ruled D 4C/7 I Steel Base Plate - FB=tC, 1 thaa Mu Moment _. Al :teAme......... sqit(A2l) caIdate olate moment froni beadno... rn' A' ; Beaibig Length MpI : Plate Moment 0.045 k lem 0.293 kIt 18.000k; StrnuReVo_____ 000642 144.000 bi2 Diet fiem8otttoCd.Ege............. I .000 EIIOCIIVS Eel WldthtbrBend!ng..... PtteMomentliemBoltTe,oton....... 4.600 Ii andnoStiesses 0139k; Fp:AUoIn..__.. 0.011 Mn fu :Max. Earning Pseeswe Sieeu RIn t: AcWW 4% MRAMIREZ DESIGN SERVICES P.O. BOX 1054 SPRING VALLEY, CA 91919 Ptr4ect Tide: Enolnees Pro)ect ID Peacc cg66r,. 3'/7 code Refeiencà Calculations perACi 318-14, IBC 2015, CBC 2018, ASCE 7-10 Load Combinations Used : ASCE 7-10 General Infomiatlon Material Properties Soil Design Values c:ConcreIe2B day, stsetigth ao.ksl Mo'aaiSàftBesitr fy:Rd= Yield Ec:Conete 60.0 ksi Increase Bearing ByFàoIingWeIgtd Yes Eau Modulus 3.122.0 ksi (fqr ... 350.0 pcI Connate Density 145.0 pd SoWConcrete FrlIon Cod. 0.250 ip Values Flewre 0.90 Shear Analysis Settings 0.750 increases based on footing Depth ftlib§ft Min Steel %9endIn9Relnf. Mn Allow %TempRelnf. = 0.00180 Fooft anpth bobsoII =Allowpes foot of depth whenfg base sWow kaf it Min- OveilumlngSafatyFactor 1.0:1 MnS1dluSafetyFarr = 1.0:1 . atbuuddootMgpinndbiwnsion. Add Ftg WtforSolI Pressure : Yes Ai1al3le pressure increase perfootddspth L1sef1qwlfbrstab1l11y,mameft&sftm Yes whenma,Uengthcrwldthlsgteaterthan 1.0 It UePedestalwtstabHhty, morn & shear : No Dimensions -- wldthpavdlelbX-XAxIa 1010 It LOO pwslleitoZ-ZAxis 4.0 ft Eootig lNdrness 6.0th Pedestal dimensions... pc:paradsitoX-XAsis 120.0 In pz:parslleltoZ-ZAxis : 48.0 in Halght 8.01n R1 nleilineto Edge of Cencrele.. atBc&moffoing Reinforcin Bais parallel toX-XAxis Number of Bars = 3.0 Reinfoictng Bar Size = # 4 Barn parallel to Z-ZAxIs Number ofBais = 7.0 Reinfordng Bar Size = ti 4 .. ... Bandwidth Olitithulion Check (ACI 15.44.2) Direction Requiitng Cbser Separation ig Z-Z Axis #Bara requiredwithin zone 57.1 % #Bedoneadaldeofzone 42.9% Appfled Loads DI,L $W E H P: Column Load = 8.512 2.687 k OB:Oveibixden lcd M-oc k-ft M-zz a ... k41 V-x k V-z It MRAMiPEZ DESIGN SERVICES lr4em1e P.O. BOX 1054 SPRING VALLEY, CA 91979 Presa Sf/7 f4 OF 17 [General Footing EM FMU1VoC RtJ EALCRlC1in3IZ aijl1&t7.12 v .*.r1ft17izto DeplJon: R.00RSLAS WITH EQUIPPNT LOAD Degem UMMARY MIn.Ratb din Appdd Goven*tLoadCombkn PASS 0.2806 SoIl Beailng 0.2808 kaf tO kef 4047OE4Haut Z-Z ds PASS n/a Qvwtumlng - XX 0.0 k-It 0.0 k-ft No Overturning PASS We Overtwning-Z-Z 0.0 k-It 0.0 kIt NoOvettumlng PASS n/a Sling-X-X 0.0k 0.0t NOflg PASS n/a SlidIng -Z-Z 0.0k 0.01 No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.0 Z Fkawre (-ix) 0.0 k-It)!t 0.0 k-Mt No Moment PASS 0.0 Z Fkawre (-)) 0.0 k-ft/ft 0.0 k-Mt No Moment PASS 0.0 X Amwn (-ii) 0.0 k-ft/ft 0.0 k-Mt No Moment PASS 0.0 XFMAM (A 0.0 k-It/ft 0.0 NO No Moment PASS n/a 1-way Shear(+X) 0.0 PSI 82.158 psi we PASS n/a 14ay Shear (-X) 0.0 psi 82.158 pd n/a PASS FOR f-way Shear (44 00 pt 8Z159 paw- n/a PASS we l-wayShear(-Z) 0.0 psi 82.158 pal n/a PASS n/a 24ay Punching 0.0 psi 82.158 psi n/a Detailed Resultè Soff Bmeleg RotaSon Axle & Xecc Zecc AdnaJ Sal! Bw!n8bess Loc!on AcfuAI Allow Load COMMON- Gm.s Allowable (m) 8011cm, -Z Top. +Z Left. -X RIQJ*, -ix Rally, X-X. 90.11 1.0 n/a 0.0 0.2353 0.2353 We We 0.235 X-X.4D414I 10 tO ' n/a Th 0.0 O -so IS 0.235 0.235 X-X 40464H 1.0 n/a 0.0 0.2353 02353 n/a We 0.235 X-X 4D40j50Lr40.750L-.H 10 We 0.0 02353 0.2353 n/a n/a 0235 X-X. 4D-sO.750L40.75054l-I 1.0 n/a 0.0 02353 02353 we We 0.235 X-X. 4040.60W.H tO We 0.0 02353 02353 n/a n/a 0235 X-X. 4D0J0E4H 1.0 We 0.0 02806 02808 n/a n/a 0281 X-X. -iOq0J50Lp.0.750L445OW-.H 1.0 n/a 0.0 02853 02353 n/a Wa 0.235 M. sD'0.750L40.750S4OA50W-.H 1.0 n/a 0.0 02353 02353 n/a n/a 0235 XX. 4O.O75OL-i0J505-i0.5250E-iH 1.0 n/a 0.0 0.3593 02693 We n/a 0289 XX. 40.60040.60W40.6014 tO We 0.0 0.1412 0.1412 Wa we 0.141 ODO.70Ei0.80H X-x * g n/a. n/a n/a n/8 0.187 0.235 X-X Lr Onli, 1.0 n/a 0.0 0.0 0.0 n/a we 0.000 X-X. LOntv 1.0 We 0.0 0.0 0.0 n/a n/a 0.000 X-X S Only 1.0 n/a 0.0 0.0 0.0 n/a n/a 0.000 X-X. W Only 1.0 n/a 0.0 0.0 0.0 n/a n/a 0.000 X-X EOnlv 1.0 n/a 0.0 0.06488 0.06468 We We 0.065 X-X,HOalv to n/a 0.0 0.0 0.0 n/a Wa 0.000 Z-Z.-i0.H 1.0 0.0 We n/a n/a 02353 0.2353 0.235 Z-Z. 40414H 1.0 0.0 We n/a We 02353 0.2353 0.235 Z-Z 4O41.r4H 1.0 0.0 n/a n/a n/a 0.2353 0.2353 0.235 ZZt04G.11 0.0 :nM 'i/a /a P3 0.2353 0.236 2-Z. -iO,0.7501.NftThOL-lH 1.0 : 0.0 n/a n/a n/a 0.2353 02353 0235 Z-1 4040.750L-10.7503.H 1.0 0.0 We we n/a 02353 02353 0236 Z-Z -.D4.60W-.H 1.0 0.0 Na n/a n/a 02353 02353 0.235 Z-Z. 40.0.1OE4H 1.0 0.0 n/a n/a n/a 0.2806 0.2806 0281 Z-Z. 4D.0.16fJls40.750L40.450W-44 1.0 0.0 n/a n/a n/a 0.2353 02853 0.235 Z-Z. 40.0.750L40.7805-iOA5OW#I 1.0 0.0 n/a We n/a 02353 02353 0.235 Z-Z-e0.0.750L-i0J50840.5250E.H 1.0 0.0 We n/a n/a 0.2893 0.2693 0.269 Z-Z. 0.600.0.SOW.0.6011 1.0 0.0 We We n/a 0.1412 0.1412 0.141 Z-Z.-I0.60040.70E40.60H 1.0 0.0 We n/a n/a 0.1865 0.1865 0.181 Z-Z. DOnlv 1.0 0.0 n/a n/a n/a 0.2353 02353 0.235 Z-Z.LrOnly 14. 0.0. n/a. n/a alai 0.0 W. 01.000 Z-Z LOnly 1.0 0.0 We we n/a (LO 0.0 0.000 Z-ZSOntv 1.0 0.0 n/a n/a We 0.0 0.0 0.000 Z-Z W Only 1.0 0.0 n/a n/a n/a 0.0 0.0 0.000 Z-Z. E Only 1.0 0.0 n/a n/a We 0.06468 0.06468 0.065 Z-Z. H Only 1.0 0.0 We n/a n/a 0.0 0.0 0.000 MAA?REZDE&GN SERVICES P.O. BOX 1054 Enhneer P*ct ID: SPRING VALLEY, CA 91979 pmled Deon S1h'66Tf6 41:/7 Oveituming Stability Rotation Axis a Load CombInation... Ovaflumhna Moment ftiilsthtg Moment Stability RatIo Status Footing Hen NO Overturning Sung Stability Ag urgis k Two APOICdon A36 Load Combination... Sliding Force Resisting Force Stability Ratio Status F olung Hen NO Sliding Fooling FIewie FloxtweAxls& Load Coabhnalion mu wds Tembn A'd 0vrn.As ActuatAs PhtAs amw X-X.+1.40D1.60H 0.0 +Z Ta 0.15 M In, TUITID% 0340 1.804 OK XX. .1.40D.1.60H 0.0 -Z Too 0.1296 Mlii Ten % 0.140 1.804 OK R. HI 2=6 01120 OK • :•• X-X+1)1.0.5OS+1.60H 0.0 42 Too 0.1296 MhnlemD% 0.140 1.804 OK X•X. +12 1. 1.4505+1 .60H 0.0 -Z Too 0.1296 Mlii Tenio % 0.140 1804 OK X-X.+t29D1.60Lr.0.50L+1.60H 0.0 'Z TOO 0.1296 Mlii Temo% 0.140 1.804 OK X-X. +120D1.60Lz'0i0L+1.60H 0.0 -Z Too 0.1296 Mlii Tame $ 0.140 1.804 OK XX. +1.200+1 £0Lr40.50W+1.60H 0.0 Z Too 0.1296: Mlii Tame % 0.140 1.804 CIt 11.60Lr4.50W.1.60H 0.0 4 Too 0.1296 MinTems% 0i40 1.804 CX X-X. +1 20D0.50L.1.60S1.60H 0.0 +Z TOO 0.1296 Mlii TemD % 0.140 1.804 Ott X-X .110D0i0L.1.60S.t60H 0.0 -Z Too 0.1296 Mlii Temo % 0.140 1204 OK X-X. +t200.IEOS.óo.50W+t60H 0.0 .Z Too 0.1298 Mlii Ten % 0.140 1.804 OK ..,X-X0P4i.60SE0!50W+1H. X-X.+12D0.5.O.80L4V+1.GOH .0.0 4 ,.TnD Too .0j295 0.1Padi% jMnlemo% 0.140 o.i40 1!804 iO4 OX Ott X.X. +120D4O.50Lr.0.80L4W+1.80H 0.0 -Z Too 0.1290. Mlii Temo % 0.140 1.804 CIt X-X. +1.20D4.80L40.50S.W+1.60H 0.0 4Z Too o.i: Mlii Ten % 0.140 1.804 OK U. +120.50L40.50S4W+t60H 0.0 -Z Too 0.1296 Mlii TmnD % 0.140 1.804 OK X-X. +12OD0.5010.2054E41.60H 0.0 +Z Too 0.1296 Mlii Temo % 0.140 1.804 OK X-X.+1.20D40.5014021S.E+1.6014 0.0 -Z Too 0.1296. MhnTemn% 0.140 1.804 OK X-X.40.900'WóO.SOH 0.0 .Z Too 0.1296 MlflTemo% 0.140 1.804 OK X-X.40.9004W40.90H 0.0 -Z TOO 0.1296, Min Ten % 0.140 1.804 CX (-X.450D.E.0.90H 0.0 Too 0.1296 Min lemø% 0.140 1.804 OK X-X.0D.E0.00H 0.0 -Z Too 0.1296 Min Ten % 0.140 1.804 OK Z-14.40D'4.GOH 0.0. -X Tp 0.;129S. emD% .926 1 OK Z-Z. +1.40D+t60H 0.0 +X Too 0.1296. Mlii Temo % 0.150 1.926 OK Z-Z. +1200450Lr+1.60L+1.60H 0.0 -X Too 0.1296 Mlfl Temp % 0.150 1.928 OK Z-Z.+10.50Lr+1.60L.1.GOH 0.0 ix Too 0.1296 MInTemD% 0.150 1.926 OK ZZ 1.20D.1.60L40.508.1.60H 0.0 -X Too 0.1296 Mhuleflio% 0.150 1.926 OK Z-Z. +121.60L450$+1.9OH 0.0 eX Ton 0.1298 Miii Iamb % 0.150 1.926 CX Z-Z. +120D'1.60L0.50L+1.80H 0.0 -X Too 0.1296 Mo Tamo % 0.150 1.926 OK Z-Z .t20D+t.60Lr.0.50L.t.GOH 0.0 iX Tour 0.1296 Mkt Tom % 0.150 1.926 OK Z-1+1.ZOD+1.60LreO.50W+1.60H 0.0 .X Too 0.1296 Min lemo% 0.150 1.826 OK .Z. +1.20Dii.60Lp40.50W.1.60H 0.0 iX Too 0.1296 MkuTemo% 0.150 1.926 OK Z-Z +1.2DD03OL+1.805+t60H 0.0 -X Too 0.1296 Miii Tame % 0.150 1.926 OK Z'Z+120DeO.80L.t605+t$0H 0.0 ix "TOD 0.1296 :MhnTanno% 0.150 :1428 OX Z-L+12)0+1.60540.50W+1.60H 0.0 -X Too 0.1296 Mlnlemo% .0.150 1.926 OK Z-Z. +1.20D.1.60S0.50W+1.60H 0.0 +X Too 0.1296 Min Tame % 0.150 1.926 OK Z.Z.+12)DiO.50Lre0.50LeW+1.60H 0.0 -X Too 0.1296 Min Tom % 0.150 1.926 OK Z-L.1.200.0.50Lre0.50L+W+1.60H 0.0 +X Too 0.1296 Min Temp % 0.150 1.926 OK Z-L+0.50L.0.50SW1.60H 0.0 -X Too 0.1296 Min Temo% 0.150 1.926 OK Z-Z -si.200e0.50Le0.505eW+1.60H 0.0 +X Too 0.1296 Mlii Temo % 0.150 1.926 OK Z-Z. .1.2QOO.50L0.26Si&.60H 0.0 -X TOO 0.1206 MlnTems% 0.150 1.926 OK Z-L +1.20D0.50L40.20S4'1.60H 0.0 X Too 0.1296 Mlii Tn % 0.150 1.928 OK Z.Zi0.900.W40.90H 0.0 -X Too 0.1298 On Tamp% 0.150 1.926 OK Z-l.0.90D,Wo0.90H 0.0 +X Too 0.1296 Mlii Ten % 0.150 1.928 OK ZO.90D'E.O2OH 0.0. -x Too, 0.1296.. P.9nTeno% 0.160 1920. OK . Z-L.0.9OD.€.0.90H 0.0 +X Too 0.1296 Mhnlemo% 0.150 1.926 OK On, Waytilmar. Load Combination.. VU -X Vu +X V.Z Vu+Z Vu.Itux Phi VU Vu 1Ph1'Vn Sisbis +1.400+1.9OH 0.00osl 0.00oa1 0.00 nil 0.00 oil 0.90os1 82.16osl 0.00 to MI4AMIREZ DESIGN SERVICES Piojectilile: P.O. BOX 1054 EnqlneeT Piolect ID SPRING VAUEY, CA 91979 pr4octDes I1Er/6 4C/7 General Footing . . DesciptIon: FUM SUB WITh EQUIPMENT LOAD . OnewrgShear LOW comblna6on... Vu4 Vug+X VUUZ Vu+Z VuMax PhiVo VuIPhrn State. +1.20D40.50Lr.1.60L.1.5OH 0.00081 0.00081 0.00 osl 0.00 cel 0600 Ed 82.16 osl on 0.00 +1.60L40.50S1.60H 0.00e.I 00009 O.O0osl 0.00 ad 0.009s1 82.16cel 0.00 on +121.601.140.50L+1.60H 0,00 ow 0.000d 0.00091 0.000 0.00081 82.16 osl 0.00 on +1.Ij4,5Q1.00H 0.0009 0.00 nsl 0.00 osi 0209 0.00 PSI 8216 osl 0.00 0.00 +1DO5OL41S41.00H 0.00nsl ft00vs1 O.00osl A0,00. ftOQpsj 82.16s 0.00 0.00 .I200+1.60S40.50W+t60H o.Ooiisi O.00DSI 0.00 osl 0.00 osi 0.eoos% 6216 osi 0.00 0.00 .12D40.50Lr40.50L4W+1.80H 0.00 psI 0.00091 0.00 osl 0.00 osl 0.00 pd 8216 PW 0.00 0.00 +120D40.50L050SeW+i.60H 0.00 ow OM NI 0.00 osl 0.00 Of, 0.00 13d 82.16 osl 0.00 0.00 .1..p.50L.0.20G..1.60H o.000sl 0.00 ow on osi 0.00 osl 0.00os1 82.16 osl 0.00 0.00 40.9OD4WI0.90H 0.00081 0.00DSI 0.00si 0.00 osi 0.00os1 82.16 osl 0.00 0.00 40.90D4E40.SUH 0.00081 0.00 osl 0.0000 0.00 usl 0.00 gel 82.16 osl 0.00 0.00 Tem.wsrPunehtngshear . .. - Munits k Loat Combination... Vu PhPVn Vu I PhPVii Statu s M-2 gr +1.60L+lADH +12)D+1.60L40.50S+1.60H 040 081 96.32psi 0 0 OK CX .1.2013+1.601.r40.50L+1.60H 0.00 gJ 96.32os1 0 OK .1.20D+1.601x40.50W+1.60H 0.00 osl 96.32si 0 OK +1.2OD0.50L+t60S.1.60H 0.00 osi 96.32us1 0 OK +1.20D.13)S.0.0OW+1.60H 0.00 osi 9&32osi 0 OK 44.20D450Lr40.50L4W'4.60H 0.00 o& 96.32si 0 OK +120D40.50L40.505.W44.60H 0.00081 96.32osi 0 OK +1.20D40.50L40.206.E+1.60H 0.00 osi 98.32os1 0 OK 40.90D4V40.90H 00DE401 0.00 ON :0.0081 96.OS1 6.32os1 0 OK t1swr/.74'.17 GEOTECHNICAL INVESTIGATION for VERIZON STADIUM LIGHT STANDARD CARLSBAD STATE STREET 2600 CARLSBAD BOULEVARD CARLSBAD, CALIFORNIA Prepared For: BOOTH & SUAREZ 1283 E. MAIN STREET, SUITE 200 EL CAJON, CA 92020 Prepared By: TORO INTERNATIONAL 1 LEAGUE # 61614 IRVINE, CA 92602 (949) 559-1582 June 28, 2017 • .. •.••.. • . .... • .. ... IL # 61614 • IRVINE, CA 92602 • TEL (949) 559-1582 • FAX (9491266-8911 TORO. GEQ INEEPING I. INTERNATIONAL June 28, 2017 TI Project No. 15-105.13 Booth & Suarez 1283 E. Main Street, Suite 200 El Cajon, California 92020 Subject: Geotechnical Investigation for Proposed Verizon Stadium Light Standard and Equipment Enclosure, Carlsbad State Street Site, 2600 Carlsbad Boulevard, Carlsbad, California Toro International (TI) has completed geotechnical investigation for the proposed Verizon Stadium LigJt S Site Street $e, tocate4 at 2600 rsa4 Boulevard, Carlsbad, California. This report presents our findings, conclusions and recommendations for construction of the proposed Verizon Stadium Light Standard and Equipment Enclosure. It is our opinion from a geotechnical viewpoint that the subject site is suitable for construction of the proposed Verizon Stadium Light Standard and Equipment Enclosure provided our geotechnical report are npteete4... If you have any questions, please let us know. We appreciate this opportunity to be of service. Sincerely, TORO INTERNATIONAL IIeji ... OVI t - :A. . . EXP. 3/31/17 J .1* Hantoro Walujono, GE 2164 Principal I LEAGUE # 61414 • IRVINE, CA 92602 • TEL (949) 559-1582 • FAX (949) 2664911 TABLE OF CONTENTS 1.0 INTRODUCTION .1 1.1 General 1 1.2 Proposed Development ............................................................................................ 1 1.3• Site Description........ 1.4 Scope of Work .........................................................................................................3 2.0 FIELD EXPLORATION AND LABORATORY TESTING..............................................4 2.1 Field Exploration .....................................................................................................4 2.2 Laboratory Testing...................................................................................................4 3.0 SITE CONDITIONS............................................................................................................6 3.1 Geology....................................................................................................................6 3.2 Groundwater............................................................................................................6 3.3 General Subsurface Conditions ...............................................................................6 4.0 s$iyTy ....................................................................................................................... 7 4.1 General.....................................................................................................................7 4.2 Ground Motion ........................................................................................................7 4.3 Seismic Design.........................................................................................................8 4.4 Liquefaction Potential..............................................................................................8 5.0 CONCLUSIONS AND RECOMMENDATIONS ..............................................................9 5.1 General.....................................................................................................................9 5.2 OverexcavationsfRemovals .....................................................................................9 5.3 Grading and Earthwork............................................................................................9 5.4 Foundation Design Parameters..............................................................................10 5.5 Cement Type..........................................................................................................11 5.6 Geotechnical Observation and Testing .................................................................. 11 6.0 LIMITATIONS..................................................................................................................12 7.0 REFERENCES ..................................................................................................................13 TORO fl INTERNATIONAL TABLE OF CONTENTS (CONT'D) ILLUSTRATIONS Section List of Figures Figure1. Site Location Map....................................................................................................2 Figure2. Boring Location Map...............................................................................................5 List of Tables Table 1. Summary of Fault Parameters................... 7 APPENDICES Appendix A - Field Exploration Appendix B - Laboratory Test Results 0 TORO fl INTERNATIONAL Verizon/Carlsbad State Street June 28, 2017 Page: 1 1.0 INTRODUCTION 1.1 General This report presents the results of geotechnical investigation performed by Toro International (TI) for proposed Verizon Stadium Light Standard and Equipment Enclosure at Carlsbad State Street Site, located at 2600 Carlsbad Boulevard, Carlsbad, California. A Site Location Map is presented in Figure 1 showing the approximate location of the project site. The purpose of the geotechnical investigation is to provide geotechnical recommendations for construction of the Verizon Stadium Light Standard and Equipment Enclosure and its associated Site preparation. Our geotechnical investigation was conducted based on plans issued for 100% Zoning Drawing Revision 2 (Sheets T-1 and A-0 through A-5) prepared by Booth & Suarez and dated March 10, 2Q16+. 1.2 Proposed Development Our understanding of the proposed construction is based on the above-mentioned plans. The height of the proposed stadium light standard will be about 81 feet above the ground. The proposed stadium light standard will support a total of two panel antennas. ahceaq she propose ç J gra4 ci45s.q. ew.c1crte slab will be reinfOrced and stiffened at-its edges. The thickness of the slab will be 6 inches and the thickness of the edges will be 12 inches. The estimated load from the equipment will be about 40 kips. 1.3 Site Description The proposed site for the stadium light standard and equipment enclosure will be located within the property of Army and Navy Academy, located at 2600 Carlsbad Boulevard, Carlsbad, California. The proposed location is situated within the landscape area, adjacent to the east boundary of the property. The proposed site is bounded to the northeast by a descending retaining wall of about 4 feet high, to the southwest by a football turf and to the other directions by portions of the landscape area. The site as well as the overall site is a relatively flat area. TORQ. • :. LI INTERNATIONAL Page: 2 I. Verizon/Carlsbad State Street June 28, 2017 Page: 3 1.4 Scope of Work The scope of work for this geotechnical investigation consisted of the following: Review of published reports and geologic maps pertinent to the site Field exploration, consisting of drilling and logging one boring to a maximum depth of 6 feet due to refusal encountered at that depth Laboratory testing of selected soil samples considered representative of the subsurface conditions to evaluate the pertinent engineering and physical characteristics, of the representative soils Ev1UatiOii of'the general site geo1ogy N6cod affect the poposed develcp'ment Evaluation of ground shaking potential resulting from seismic events' occurring on significant faults in the area Engineering analyses of the collected data to develop geotechnical recommendations for foundation design of the stadium light standard, equipment enclosure, seismic analyses, site preparation for the proposed concrete slab-on-grade Preparation of this report presenting our findings, conclusions, and recommendations. 9 INTERNATIONAL Verizon/Carisbad State Street June 28, 2017 Page: 4 2.0 FIELD EXPLORATION AND LABORATORY TESTING 2.1 Field Exploration The subsurface conditions were explored by drilling one boring. The depth of the boring is limited to about 6 feet below the existing ground surface due to refusal encountered at that depth. The approximate location of the boring is shown on the Boring Location Map in Figure 2. Groundwater was not encountered during drilling. Details of the field exploration, including the logs of the ptcSec4.wAp1pdp(i\. 2.2 Laboratory Testing Soil samples considered representative of the subsurface conditions were tested to obtain or derive relevant physical and engineering soil properties. Laboratory testing included moisture content and in-situ density and direct shear. ci e •iv iye es c. gscg.JD jpjx A. Th ieiiaining laboratory test results are presented in Appendix B. Désáriptions of the test methods are also included in Appendix B. 0 TORO LI INTERNATIONAL Page: 5 P,RoauA1t LOC11ON. OF OOINQ BUU$XG \\ ' \ ASPHAI.TPA\ 11 PRCPFD L N1U( WSE YAWN I MEA EAST OF D11NO. .BUILCP1G. & 't 't MtASUR AFPROC. 4-O' \ \\ (±13 S.F) Mk \ Ail . . 'AVENUE I...... \ ITE PLAN ) ) P4IOACME . rXW bw IF 000ll ., H •- \ LEGEND '.,Ppvo*LeLocatIOn of UOJPo..B•• TORO INTERNATIONAL OeotechniealEngIneeñnli BORING LOCATION MAP CARLSBAD STATE STREET PROJECT NO. 15.105.13 1 FIGURE 2 Verizon/Carisbad State Street June 28, 2017 Page: 6 3.0 SITE CONDITIONS 3.1 Geology The subject site is located approximately 40 feet above mean sea level. The site is located within the Pleistocene Marine and Marine Terrace Deposits. The marine materials are Quaternary in age and the thickness is probably more than several hundredfeet. The marine materials consist of a mixture of sand and silt. 3.2 Groundwater Groundwater was not encountered during our field exploration; however the maximum depth of the borehole is about 6 feet below the ground surface due to refusal encountered at that depth. 3.3 In general, the site for the proposed stadium light standard and equipment enclosure is underlain by silty sand with gravels. The silty sand materials are classified as SM according to the Unified Soil Classification System (USCS). The moisture content for the coarse-grained soils is about 5.6 percent. The consistency of the coarse-grained soils is predominantly medium dense. The average equivalent Standard Penetration Test (Sn) tqw-cqt s ot9be coarse-gràined soils. 0 0 TORO U INTERNATIONAL Verizon/Carisbad State Street June 28, 2017 Page: 7 4.0 SEISMICITY 4.1 General Seismicity is a general term relating to the abrupt release of accumulated strain energy in the rock materials of the earth's crust in a given geographical area. The recurrence of accumulation and subsequent release of strain have resulted in faults and systems of faults. The subject site is in seismically active Southern California. 4.2 Ground Motion California Building Code (CBC). The most widely used technique for earthquake-resistant design applied to low-rise structures is the California Building Code (CBC). The basic formulas used in the CBC require determination of the seismic zone, site coefficient, seismic source type and closest distance to known seismic source, which represents the characteristics at the site of interest. The nearest active fault is the Newport - Inglewood (Offshore) Fault, which is approximately 7.1 km away (Blake, T. F., 1998). This fault and other nearest 7 faults, which could affect the site and the proposed development, are listed in the following "Summary of Fault Parameters" as shown in Table 1. TABLE 1. SUMMARY OF FAULT PARAMETERS Fault Name Approximate Distance (km) Source Type (A,B,C) Maximum Magnitude (Mw) Slip Rate (mm/yr) Fault Type (SS,DS,BT) Newport-Inglewood (Offshore) 7.1 B 6.9 1.50 SS Rose Canyon 7.4 B 6.9 1.50 SS Coronado Bank 33.4 B 7.4 3.00 , SS ElsinoréTëmeiila 39.f B 6.8 SS Elsinore-Julian 39.6 A 7.1 5.00 SS Elsinore-Glen Ivy 53.4 B 6.8 5.00 SS Palos Verdes 56.0 B 7.1 3.00 SS Earthquake Valley 71.9 6.5 2.00 99 0 U INTERNATIONAL Verizon/Carisbad State Street June 28, 2017 Page: 8 4.3 Seismic Design 4.4 Liquefaction Potential The subsurface soil consists predominantly of medium dense silty sand with gravels. Groundwater was not encountered during our drilling; however the depth of the borehole is limited to 6 feet due to refusal encountered at that depth. Therefore, based on the above-mentioned information, the subsurface soil at the subject site is not likely to liquefy during an earthquake. 0 TORO LI INTERNATIONAL Verizon/Carisbad State Street June 28, 2017 Page: 9 5.0 CONCLUSIONS AND RECOMMENDATIONS 5.1 General Based on the results of our geotechnical investigation, it is our opinion from a geotechnical viewpoint that the subject site is suitable for development of the proposed stadium light standard and equipment enclosure provided our geotechnical recommendations presented in this report are implemented. The remainder of this report presents our recommendations in detail. These recommendations are based on empirical and analytical methods typical of the standard of practice in Southern California. Other professionals in the design team may have different concerns depending on their own discipline and experience. Therefore, our recommendations should be considered as minimum and should be superseded by more restrictive recommendations of other members of the design team or the governing agencies, if applicable. 5.2 OverexcavationsIRemovals The upper 18 to 24 inches of subsurface soils contain organics and very loose. Therefore, we recommend that all deleterious materials are discarded off site and the upper 24 inches of the subsurface materials be removed and replaced with compacted fills. Onsite soils may be reused. The extent of the removal should be within the proposed concrete slab footprint and 3 feet beyond it, ereyrpqsskje. mn4crnpc with the recommendations stated in Section 5.3 below. 5.3 Grading and Earthwork General. All earthwork and grading for site development should be accomplished in accordance with Standard Guidelines for Grading Projects, Appendix Chapter 33 of the CBC, and requirements agncy. specat'sit Pr paratLQn paragraphs will supersede those in Standard Guidelines for Grading Projects. Site Preparation. Vegetation, organic soil, roots and other unsuitable material should be removed from the building areas. Prior to the placement of fill, the existing ground should be scarified to a depth of 6 inches, and recompacted. :Prippuig we1tp. JigtJy higher than the optimum moisture to a depth of 6 inches from the surface. 0 .TORO 0 INTERNATIONAL Verizon/Carisbad State Street June 28, 2017 Page: 10 Fill Compaction. All fill and backfill to be placed in association with site development should be accomplished at slightly over optimum moisture conditions. The minimum relative compaction recommended for fill is 90 percent relative compaction based on maximum dry density performed in ccqrdaJ!ce wjji A•-I557. Fill shoUld be compacted by mechanical means in uniform horizontal loose lifts not exceeding 8 inches in thickness. Fill Material. The on-site soils can be used for compacted fill. However, during grading operations, soil types other than those analyzed in the geotechnical reports may be encountered by the contractor. The geotechnical consultant should be notified to evaluate the suitability of those soils for use as tU SO as jwsetgt sis Imported fill materials should be approved by the Geotechnical Engineer prior to importing. Soils exhibiting any expansion potential should not be used as import materials. Both imported and on-site soils to be used as fill materials should be free of debris, organic and cobbles over 6 inches in maximum dimension. Site Orainage p datLo'.. •ai : p.eifopiice 4ep. S eaUy Q13ow wJ1 waters 4iixt from the site. This is true both during construction and over the entire life of the structure. The ground surface around structures should be graded so that water flows rapidly away from the structures without ponding. Utility Trenches. Bedding materials should consist of sand having Sand Equivalent not less than 30, which may then be jetted. Existing soils maybe utilized for trench backfill provided they are free of organic matpriaJsa4cksover.6:incties menior.. The backfill should be uniformly compacted to at least 90% relative compaction based on maximum density performed in accordance with ASTM D-1557. Alternatively, sand/cement slurry of at least 1.5 sacks of Portland Concrete Cement per cubic yard of washed concrete sand may also be used for backfllling of the utility trenches. 5.4 Foundation Design Parameters Stadium Light Standard. The proposed stadium light standard may be founded on a caisson that embedded in the ground for a minimum of 22 feet deep. However, the final caisson depth should be confirmed by a geotechnical engineer during the drilling/excavation of the hole. 0 TORO INTERNATIONAL Verizon/Carisbad State Street June 28, 2017 Page: 11 The recommended design allowable bearing capacity for the caisson is 3,000 psf at 22 feet below the ground surface and the design lateral equivalent fluid passive earth pressures is 240 pcf with a maximum value of 3,600 psf. The design coefficient of friction is 0.30. A one-third increase in the allowable bearing capacity and lateral passive soil pressures may be used when considering wind, seismic or other short-term loadings. The upper 5 feet of the caisson should be completely surrounded with compressible materials of about 0.5 inch thick in order to prevent transfer of loads to the existing retaining wall. Otherwise the structural integrity of the existing retaining wall needs to be evaluated by a structural engineer for additional loads due to the proposed caisson. llo 1ebearing capacity for e s'haUow tfouñation is 1,50ö psf provided the minimum footing depth is 12 inches and the minimum footing width is 12 inches. In addition, the structural integrity of the existing retaining wall needs to be evaluated by a structural engineer for additional loads due to the proposed equipment enclosure. The design lateral equivalent fluid pressure is 175 pcf and the design coefficient of friction is 0.30. However, a 50 percent reduction of either the coefficient of friction or passive pressure should be taken if both passive pressures and coefficient of friction are combined for lateral resistance. A one-third increase In the allowable bearing capacity atid lateral passive soil pressl.rea may be tised wheff considering wind, seismic or other short-term loading. 5.5 Cement Type Based on the type of soils, Type V cement and water-cement ratio of 0.45 or less may be used for concrete in contact with the on-site soils. 5.6 Geotechnical Observation and Testing It is recommended that geotechnical observations and testing be performed by a representative of Toro International at the following stages: During all grading operations, including fill placement and soil removals During drilling for caisson. Upon completion of subgrade preparation and prior to pouring of concrete for slab Upon completion of footing bottom excavation and prior to pouring concrete During backfilling of utility trenches When any unusual conditions are encountered The geotechnical engineering firm providing geotechnical observation/testing shall assume the responsibility of Geotechnical Engineer of Record. TORO U INTERNATIONAL Verizon/Carlsbad State Street June 28, 2017 Page: 12 6.0 LIMITATIONS This report is intended for the use of Booth & Suarez and its client Verizon Wireless for the proposed Verizon Wireless Stadium Light Standard and Equipment Enclosure at Carlsbad State Street Site, located at 2600 Carlsbad Boulevard, Carlsbad, California. This report is based on the project as described and the information obtained from the boring and other field investigations at the approximate locations indicated on the plans. The findings are based on the results of the field, laboratory, and office investigations combined with an interpolation and extrapolation of conditions betweeuaüd'beyon4ihe oing tocaipn.. Th esis odiectevj4eice obtained. The recommendations presented in this report are based on the assumption that an appropriate level of field review (observations and tests) will be provided during construction. Toro International should be notified of any pertinent changes in the project plans or if subsurface conditions are found to vary from those described herein. Such changes or variations may require a re-evaluation of the recommendations contained in this report. The soil sAmples cQi1eted fje .ireas sai led. However, soil conditions can vary significantly between and away from the locations sampled. As in most projects, conditions revealed by additional subsurface investigations may be at variance with preliminary findings. If this occurs, the geotechnical engineer must evaluate the changed condition, and adjust the conclusions and recommendations provided herein, as necessary. The data, opinions, and recommendations of this report are applicable to the specific design lip the.subjectofttüs poi they haye up. app1icaU to, any other design elements or to any other locations and any and all subsequent users accept any and all liability resulting from any use or reuse of the data, opinions, and recommendations without the prior written consent of Toro International. Toro International has no responsibility for construction means, methods, techniques, sequences, or procedures, or for safety precautions or programs in connection with the construction, for the acts or .QIWIY .QejpersO figny ec cii, of any of them to carry out the construction in accordance with the Final Construction Drawings and Specifications. Services performed by Toro International have been conducted in a manner consistent with that level of care and skill ordinarily exercised by members of the profession currently practicing in the same locality under similar conditions. No other representation, express or implied, and no warranty or gaajtee is. incucte4 icucie4 TORO INTERNATIONAL Verizon/Carisbad State Street June 28, 2017 Page: 13 7.0 REFERENCES Blake, T. F., 1989,"UBCSEIS", A Computer Program for the Estimation of Uniform Building Code Coefficients Using 3-D Fault Sources", January 1998 2. California Division of Mines and Geology (CDMG), 1992, Geologic Map of California; Santa Ana Sheet; Scale 1:250,000. 0 TORO U INTERNATIONAL APPENDIX A -Field Exploration Subsurface conditions were explored by drilling one boring to a maximum depth of approximately 6 feet below the existing grade due to refusal encountered at that depth. The drilled borehole was eter:.sp igtt-ageipdp te4ig,dg.. TbectUted..ozeiqt. was located, in the field by tape measurements from knbwñ landmarks. Its locations as shown is therefore within the accuracy of such measurements. The field explorations were performed under supervision of our engineer who prepared detailed logs of the borings, classified the soil encountered, and obtained soil samples for laboratory testing. 4auetejsauipJer having a hammer weight and drop of 140 pounds and 30 inches, respectively. Standird Penetration Tests (SPT) tests were also carried out at alternating intervals with the drive sampler. The sampling/SPT interval is about 5 feet. Small bulk samples obtained from the SPT tests were collected for further evaluation in the laboratory. The Boring Logs show the type of sampler, weight and drop of the hammer, number of hammer b,qssq.stjgraphy. sgj1'wet *ssttied iniestigatión and results'of the laboratory testing. Soil. classifications were conducted in accordance with the Unified Soil Classification System. TORO INTERNATIONAL GEOTECHNICAL ENGINEERING er p PDDiameter Carlsbad State Street 15-105.13 Hollow Stem Flight Auger 30 inches 4 inches Caffler Site Address Drive Weight , Elevation (ft) Engineer/Geologist Verizon 2600 Carlsbad Blvd, Carlsbad 140 lbs 40 (Assumed) HW 0.! 06 . 06 4. GEOTECHNICAL DESCRIPTION 535 - . Ore-101 cc) 9c3C jI S-i 24 >70 102.3 - 5.6 - SM SM PLIO-PLEISTOCENE MARINE (?) @2': Brown fine silty sand, damp, medium dense () 3': Hit Gravel 5': No Recovery - - - — - 30 25. 20 15 — — . — — — Hit Refusal at 6 feet No GmundwaterEncountered 30 -. - 10 — 15 20 25 — BORING NO. B-I Sheet 1 of 1 APPENDIX B - LABORATORY TESTING PROCEDURES AND RESULTS Moisture Content and Dry Density Moisture content was determined for small bulk and relatively undisturbed ring samples. Dry W oiity. , t Qce4e is i. accordance with ASTM2216-90. The results Of moisture content and dry density. are presented in the Boring Logs. Sieve Analyses Sieve analyses were performed on granular materials in accordance with ASTM D 422. Graphs showing relationship of the various sizes of soil particles versus percentage passing are shown in fgJre2J. Direct Shear Direct shear strength tests were performed on a representative, relatively undisturbed sample of the on-site materials. To simulate possible adverse field conditions, the samples were saturated prior to shearing. A saturating device was used which permitted the sample to absorb moisture while preventing volume change. The rate of strain during the direct shear testing was 0.05 in/mm. The test results are presented in Figure B-2. ___ HUEIIIilIIIIIIIUIIIIUIOIIIIIIIIIOIUII, ___IIIIIIIIHIIIIIIiIIiIIIII1IIIIIIII1IIIII!rII UOhIIllllhIIIIII IIHIIIIIIIHIOIIII,, OIIIIUOOhIIIIlliii11IOOIIIIllllhIIII__________ ____ oIIIII.HoIuuauIoIIIIllhIIIIuIIIIogI1z_ ____UUIIIIIHIUUIIUIIIUIIOIIUIIIHIOIII _____ llO1I1IIiIllhIIIIIllhIIIIkiII11IIIIlluhIIIIz ___ OIIUIIONIUIIUIIIIIIIIIIOUIIIIOUUI. iI1I1IIIHllhIIIIOIIIIllHI1IIllhIUI,. IIIIIIIIHIIUIIlUIIIIIIIUIIIihIIIIIIIIII ,xI I' nr ri 'in TI 1 Tn I TOROiINTERNATIONALI1 GRAIN IISIZE DISTRIBUTION11[.ill ASTMI ' Sample Depth Boring No. I Sample No. I Percent Passing I Soil Type I (ft) No. 200 Sieve B-i R-1 2 I 24.4 SM 5000 4000 3000 U) AD I— U) 2000 U) o r %o o 1000 - 0 - 0 1000 2000 3000 4000 5000 Peak NORMAL STRESS (psi) Relaxed TORO INTERNATIONAL DIRECT SHEAR TEST ____ ASTM 03080 Project Name: Carlsbad State Street Project No.: 15-105.13 Figure: B- Boring No. Sample Depth Friction Angle Cohesion Condition (ft) (degrees) (psf) B-i 2 31 0 Pe ak 30 0 Relax ed valmOntY ValmontMicroflect 3576';25th St. SE Salem, Oregon 97302 USA 1-866-547-2151 STRUCTURES Communication Structure Calculatidñs for .:.usco CARLSBAD STATE STREET - ARMYINAVI ACADEMY, CA 378078 Thursday, 2.1 December 201 "1 Proprietary Information These documents, drawingsPd/or calculations and ..'411 information related to them are the exclusive property and the propnetaiy information of Va1nont Industries, Inc and are furnlShed solely upon the coitditions that they will be retained in strictest confidence and shall not be duplicated, used or discibsed in whole or in part for any.purppse, in any way, without the jnVftiont Indusfries, Inc. Prepared By: Jonathpn Neumann Revwed By: Y'1 Valmont Industries, Inc. Engineering Data * * * OVERVEI Structure design conforms to TIA-222--G Addend tEth 2 inc]uding: 85 mh Wind Speed (3 secQnd gust 50 year reLürn pedod) No rEial ice considered in the design 60.0'itph Basic Wind Speed with no ice for twt and sway ExpoHure Category D Strutture Classification II Topogaphic category 1 Specal response acceletion at short peris and 1 Sec.: Ss 16 & Si = 0.45 Site álass = 1) Feedl.tnes are assumed to be placed interior t'à the pole All titcrowave assumed t6 be 2 0HZ unless othise noted Total pole height is 814 ft agl Elevàttions are measured fwom top of base plat (approximately 1.0 ft agi) (4) Vd , (1) ]j .5, (2) 1-''CONDUIT ROUTED ThROtIbE FOUNDATION. POLE ESIGN MEETS 110 MPH ULTIMATE WIND SPEE 0. ULTIMTE WIND SPEED CONWTO TO 05 mra NOflINZt WIND SPEED. 9. ULTITE TO NOMINAL WIND PEED CONVERSION PEA 2012 IBC 1609.3.1. Structure Anchorage Infà ation *** Pole Heiht (ft):: 80..1 Number of Anchor Bolts: 12 Bolt Cirt3e (in): 30.00 DiametelT of AnchorBplts (in): 1.50 Base She (lbs); 6853 Length of Anchor Bó3s (in): 72.00 Base Vertical (ibs): 15808 Projection Length (n): 8.75 Base Momthlt (in-hips): 4520 Template 01) (in):.• 33.50 Loading Data*** Without Ice Qty Dcription At Height (ft) EPA.-(ft-2) Weight (lbs) 4 SPOR1 LIGHTS 80.08 20.00 160 3 SPOP.. LIGHTS 17.63 15.00 120 1 (48 DIA. X 24 L) CELLS,O gO.17 5.7..0 7500 1 4PXULLAST BOX 15.00 5.5Q 50 1 4P BALLAST BOX 12.00 39Q 50 BY VALMONT INUJ1STRIES FOR: MUSCO 81.0833 POLE. SITE: CARLSBAD S!1'ATE STREET - AP.NY/tQ.VY ACADEMY, DATE 12/21/2017 Fuse 1.13.0.0 SUMMARY Design Code: TIA-222-G Addendum 2 ------------- ------------------- ------------- DESI SUMMARY ----------------------------------------------- Height Above Base elate (It) 80.08 CThund Line Diameter (in) 24.000 Pole Shaft, Weight (lbs) 4974 Pb Diameter (in) 10.750 I61e Taper (in/It) '0.00000 Shpe: Rainid Connections Betwee4 Sections /FiSt/ /second/ Height Above. Ground (:ft) 20.00 48.17 Type Step Fig. it. Step Fig. .Jt. Section characteristics /First/ /Second/ /Third/ Base Diameter (in) :4.000 24.000 10.750 Top Diameter (in) 24.000 24.000 10.750 Thickness (ix) 0.37500 0.25000 0.36500 Length (It) 20.000 28.167 31.917 Weight (ibs) 1894 1787 1293 Yield Strength (ksi) 35.00 35.00 35.00 Section Shape Ràund Round Round ----------------------------------c--- AN?.LYSISSUMMAY ----------------- - ------------------ Pt. of Governing Governing GO'erning Pole Fixity Level Sec.1 Level Sec.2 Level Sec-3 Top Governing Load Case Wil WIND WIND IkIND WIND Height (It) 0.00 0.00 20.00 48.17 80P,8 Resultant Moment (ii-kips) 4520 4520 2962 1109 0 Shear Force (ibs) 6872 6872 6002 4931 86 Axial Force (ibs) 15496 15496 13005 10756 13 Combined Interaction Value 0.72 0.72 0.75 0.92 0.00 total Deflection (in,) 0.00 0.00 2.04 10.88 32.'8 Note: Diameters are outside, measured across the flats Fqrces and, moments are reported in the local element coordinate system 2 BY VALMONT INDUSTRIES FOR: MUSCO 81.0833' POLE, SITE: CAELSHAD STATE STREET - ARMY/NAVY ACADEMY,, DATE 12/21/2017 Fuse 1.13.0.0 POLE SHAFT POINTOFFIXITY RACTIONS Loading Moments k6ments Moments Moments •. Shear Shear SbáX Notes Case About About Resultant Wttical In In Resu]tant Identifier X-Axis Y-Axis (X & Y) Torsional Force X-Direction Y-Direction (X V Y) (in-kips) (k-kips) (in-kips) (in-kips) ('lhs) (ibs) (lbs) (13) WIND 0 -4520 452P 0 15504 6853 0 6853 T+S 0 -125 1255 0 12860 1917 0 1917 Seismic 0 -270 270 0 15425 461 0 461 Note: Positive vertical force is downward. Reactions are considerH in the global coordinate system. 3 BY VALMONT INDflSTRIES FOR: MUSCO 81.0833 P0iE SITE: CABLSBAD SATE STREET - AP.I4Y/N4V'1 ACADEMY, DATE 12/21/2017 - Fuse 1.13.0.0 *** XtPUT LOADS •* Design Code TIA-222-G Addenduxn 2 Loading Case WIND Basic Wind Velocity is 85.00 mph Ice Thickness 0.00 Wind Orientation is 0.0 Degrees Clockwise From I* Axis Structure Wetght Overload Factor is 1.200 Exposure D,. Gust Factor 1.10 Structure category 2. Topograph Category 1, Crest Height 0.00 ft Orientation are Measured Clod ise From IX Axis Positive Y Axis is 90 Degrees Clockwise From +X Axis Foundation Rtation of 0.00 Deges Elevation of structure base above surrounding terrañ = 1.00 ft (3ientation of System +******* +(.-Axis * * (Trnsverse) * * * * (Longitudi1iã1) * * (Vertical.) +Y-AX * * +Z-Axis Load Mounting Load Load Orientation Number Height Height Eccentricity in XY Plane Force-X Force- Force-Z EPA (ft) (ft) (ft) (Degrees) (ibs) (ibs) (lbs) (ft-2.) 1 80.08 80.08 0.00 0.00 855 0 192 20.00 2 77.63 77.63 0.49 0.00 637 0 144 15.00 3 60.17 60.17 0.00 0.00 2343 0 9000 5.7.60 4 15.00 15.00 049 0.00 177 0 60 5.50 5 12.00 12.00 0..0 0.00 124 0 60 3.90 4-8,PORTS LICE 31-PORTS LICE 1-(48' DIA. 1-4P BALLAST 1-4P BALLAST BY VMaMONT INDUSTRIES FOR: NUSCO810833' POLE, SITE: CERLSBI4D STATE STREET ARM/NAVY ACADEMY, DATE 12/21/2017 Fuse 1.13.0.0 INPUT LOADS *** Design; Code TXA-222-0 Addendum 2 Loa&44 Case T+S Orientation of System Basic Wind Velocity is 60.00 mph Ice hicknes 0.00 +X-Axis Wir9i Orientation is 0.0 Degrees ClockwSe From +X Axis * * (Transverse) Sttttcture Weight Overiqad Factor is 1.000 * * E sure D, Gust Facta 1.10 * * StUcture Category 2,. .Tppograpbjc category: 1, Crest Height 0.00 ft (tóngitudinal) * * (Vertical) Orntations are Neastd Clockwise From A. Axis +Y.A)çis * * +Z-Axis PoSitive Y Axis is 90 Degrees Clockwise prom +X Axis Fo.dation Rotation of 0.00 Degrees Elation of structure base above surroundizg terrain = 1.00 ft Load Mting Load Load orientation Number 6ight Height Ecentricity in Xy 1e Force-X ForcQ-Y F6Z'8e-Z EPA (ft) Cf t) (ft) (Degre) (ibs) (ibs) (The) (ft-2) 1 80.08 80.08 0.00 0.00 238 0 160 20.00 4-SPORTS UGH 2 77.63 77.63 0.00 Ooo 178 0 120 15.00 3-SPORTS LIGH 3 60.17 60.17 0_O0 0.00 653 0 7500 57.60 1-(481 DIA. X 4 15:00 15.00 0100 0.00 49 0 50 5.50 1-4PX BALLAST 5 12.00 12.00 0.00 60O 35 0 50 3.90 1-4P BALLAST 5 BY VALMONT INDUSTRIES FOR: MUSCO ..0833 POLE. SITE: CARLSBAD STATE STREET - ARMY-/NAVY ACZDEMF, DATE 12/21/2017 Fuse 1.13.0.0 INPUT LOADS Design Code TIA-222-C Addendum 2 Loa&Jng Case Seismic Seismic analysis fo1Lewing the Equivalent Modal enalysis Probdure 83ructure Category: 2 ,Si te Class: D Rsponse Acceleratiob at short periods': 1.16 'Response Acceleration at one second: 0.. 45 je above are used tà obtain the accelerion and velocity bbed site coefficients Fa and Fv 'FOundation Rotation àC 0.00 Degrees Elevation of structiue base above surronding terrain = 1.00 it Load Mounting Load • Load Orient*tion Number Height Height ccentr1city in XY,Plane Force-X Force-Y Porce-Z EPA (ft) (ft) (ft (Degxes) (lbs) (lbs) (lbs) (ft'2) 1 80.08 80.08 0.00 0.00 0 192 2O0O 4-SPORTS LIqH 2 77.63 77.63 0.00 0.00 0 0 144 1500 3-SPORTS LIH 3 60.17 60.17 0.00 0.00 0 0 9000 5160 1-(48 DIA. A 4 15.00 15.00 0.00 0.00 O 0 60 550 1-4PX BALLAST 5 12.00 12.00 0.00 0.00 O 0 60 390 1-4P BALLAST 6 BYVALMONT INDUSTRIES FOR: MUSCO 81.0833 POLE, SITE: CP.RLSBAD STATE STREW - BMY/NPW AC1DE1Y, DATE 12/21/207 Fuse 1.13.0.0 *** Properties Distance fliametex From Across. Wall fl/t tè/t Connettjon Base Flats Thickness Across AärOss Locations (ft) (in) (in) Flats #1ats 80.08 10.750 0.3650 29.45 77.63 10.750 0.360 29.45 75.08 10.750 0.3650 29.45 70.08 10.750 0.3650 29.45 65.08 10.750 0.3650 29.45 60.17 10.750 0.3650 29.45 57.63 10.750 0.3650 29.45 55.08 10.750 0.360 29.45 50.08 10.750 0365D 29.45 48.17 10.750 0.36.5,O 29.45 'Pop of Sept 2 48.17 24.000 0.2509 96.00 45.08 24.000 0.2509 96.00 40.08 24.000 0.250:0 96.00 35.08 24.000 0.250Q 96.00 30.08 24.000 0.2500 96.00 25.08 24.000 0.2500 96.00 22.54 24.000 0.2509 96.00 20.00 24.000 0.250Q 96.00 Top of Sect 3. 20.00 24.000 0.37$9 64.00 15.00 24.000 0.37S.Q 64.00 12.00 24.000 0.375O 64.00 10.08 24.000 0.3750 64.00 5.08 24.000 0.3754 64.00 2.54 24.000 0.37p 64.00 Pt of Fi.ity 0.00 24.000 0.370 64.00 Moments of Inertia Area (in"4) (in2) 169 11.90 160 11.90 160 11.90 160 11.90 160 11.90 160 11.90 160 11.90 160 11.90 169 11.90 169 11.90 1313 18.65 1313 18.65 1313 18.65 1313 18.65 1313 18.65 1313 18.65 1313 18.65 1313 18.65 1939 27.82 1939, 27.82 1939 27.82 1939 27.82 1939 27.82 1939 27.82 1939 27.82 7 BY VALMONT INDU1'RIES FOR: I!IUSCO 81.0833 POLE, SITE: CARLSBAD STE STREET - ARMY/NAVY ACADEMY DATE 12/21/2017 Fuse l.13.0.0 FOrces and Moments Pole in the Local Element Coordinate System Loading Case WIND bist. From Ràsultant Shear Shar Resultant Base Mx My tc & My Torsion X-Dir. ybir. Shear Axial (ft) (in-kips) (in-kips) (iti-kips) (in-kips) (ibs) (ths) (ibs) (lbs) 80.08 0 0 0 0 865 0 865 135 77.63 0 -26 26 0 930 0 930 254 77.63 0 -26 26 0 1575 0 1575 356 75.08 0 -76 76 0 1641 0 1641 481 70.08 0 -178 178 0 1767 0 1767 727 65.08 0 -288 288 0 1890 0 1890 977 60.17 0 -403 403 0 2013 0 2013 1215 60.17 0 -403 403 4847 0 4847 10079 57.63 0 -552 552 0 4909 0 4909 10202 55.08 0 -701 701 0 4933 0 4933 10344 50.08 0 -996 996 0 4973 0 4973 10623 48.17 0 -1109 1109 0 4931 0 4931 10756 48.17 0 -1109 1109 0 4897 0 4897 10772 45.08 0 -1293 1293 .0 5029 0 5029 11015 40.08 0 -1602 1602 0 5243 0 5243 11409 35.08 0 -1923 1923 0 5443 0 5443 11806 30.08 0 -2257 2257 0 5629 0 5629 12207 25.08 0 -2601 2601 0 5814 0 5814 12605 22.54 0 -2780 2780 0 5895 0 5895 12811 20.00 0 -2962 2962 0 6002 0 6002 13005 20.00 0 -2962 2962 0 5966 0 5966 13022 15.00 0 -3326 3326 0 6172 . 0 6172 13590 15.00 0 -3326 3326 0 6312 0 6312 13665 12.00 0 -3555 3555. 0 6431 0 6431 14006 12.00 0 -3555 3555. 0 6530 0 6530 14076 10.08 0 -3706 3706: Q 6565 0 6565 14313 5.08 0 -4106 41067 - 6711 0 6711 14903 2.54 0 -4312 . 4312. 0 6774 0 6774 15207 0.00 0 -4520 4520 ii 6872 0 6872 15496 8 BY VALMONT INDUSTRIES FOR: Deflections and Stresses for Pole Loading Case WIND Distance befl. From Defi. Def 1. Réultant Base X-Dir Y-Dir X & Y (ft) (in) (in) (in) 80.08 32.8 0.0 32.8 77.63 30.9 0.0 30.9 77.63 30.9 0.0 30.9 75.08 28.9 0.0 28.9 70.08 25.0 0.0 25.0 65.08 21.2 0.0 21.2 60.17 17.7 0.0 17.7 60.17 17.7 0.0 17.7 57.63 16.0 0.0 16.0 55.08 14.4 0.0 14.4 50.08 11.7 0.0 11.7 48.17 10.9 0.0 10.9 48.17 10.9 0.0 10.9 45.08 9.7 0.0 9.7 40.08 7.8 0.0 7.8 35.08 6.0 0.0 6.0 30.08 4.5 0.0 4.5 25.08 3.1 0.0 3.1 22.54 2.6 0.0 2.6 20.00 2.0 0.0 2.0 20.00 2.0 0.0 2.0 15.00 1.2 0.0 1.2 15.00 1.2 0.0 1.2 12.00 0.8 0.0 0.8 12.00 0.8 0.0 0.8 10.08 0.6 0.0 0.6 5.08 0.1 0.0 0.1 2.54 0.0 0.0 0.0 0.00 0.0 0.0 0.0 MUSCO 81.0833 • POLE, SITE: CARLSBAD STATE STREET - ARMY/NAVY ACADEk, * Deflations and Stresses Axial Elexural Shear Torsion CombtEed Def 1. Interaction Inractio5 Interaction Interaction StreSs Z-Dir Rotajion Term Term Term Term Interabtion (in) 0.8 3.81 0.00 0.00 O.OX 0.00 0.01 0.7 3.80 0.00 0.02 0.0. 0.00 0.02 0.7 3.80 0.00 0.02 0.03 0.00 .0.02 0.7 3.78 0.00 0.06 0.03 0.00 0.06 0.5 3.69 0.00 0.14 0.03 0.00 -P.15 0.4 3.52 0.00 0.23 0.03 0.00 0.23 0.3 3.27 0.00 0.33 0.03 0.00 0.33 0.3 .27 0.02 0.33 0.05 0.00 0.35 0.3 3.09 0.02 0.45 0.05 0.00 0.47 0.2 2.85 0.02 0.57 0.05 0.00 0.59 0.2 .23 0.02 0.80 0.05 0.00 0.83 0.1 I.93 0.02 0.90 0.05 0.00 0.92 0.1 1.93 0.02 0.27 0.03 0.00 .0.29 0.1 1.86 0.02 0.32 0.03 0.00 0.34 0.1 1.73 0.02 0.39 0.04 0.00 0.41 0.1 1.57 0.02 0.47 0.04 0.00 0.49 0.0 Z.38 0.02 0-56 0.04 0.00 6.58 0.0 1.17 0.02 0.64 0.04 0.00 0.66 0.0 1.04 0.02 0.68 0.04 0.00 0.71 0.0 0.91 0.02 0.7 0.04 0.00 0.75 0.0 0.91 0.01 0.46 0.03 0.00 0.0 0.72 0.01 0.52 0.03 0.00 0.53 0.0 0.72 0.01 0.52 0.03 0.00 0.53 0.0 0.59 0.01 0.5 0.03 0.00 0.57 0.0 0.59 0.01 0.5 0.03 0.00 0.57 0.0 . 0.51 0.01 0.57 0.03 0.00 0.59 0.0 0.27 0.01 0.64, 0.03 0.00 61.65 0.0 0.14 0.01 0.67 0.03 0.00 068 0.0 ö.00 0.01 0.70 0.03 0.00 072 DATE 12/21/207 Fuse 1.13.0.0 9 BY VALMONT INDUSTRIES FOR: MUSCO 81.0833 POLE. SITE: CP.LSBAD STATE STREET - 1W.NY/NA6,y ACADEMY, DATE 3.2/21/2017 Fuse.1.13.0.0 Forces and Moments fbr Pole in the Local Element Coordinate System Loading Case T+S fist. From R?eultant Shear Shear Resultant Base Mx My MX & My Torsion X-Dir. Y-Dir. Shear Axial (ft) (in-kip) (in-hips) (-kips) (in-hips) (lbs) (lbs) (ibs) (]-bs) 80.08 0 0 a 0 241. 0 241 156 77.63 0 -7 7 .0 259 0 259 255 77.63 0 -7 7 0 439 0 439 372 75.08 0 -21 21 0 457 0 457 475 70.08 0 -50 50 0 492 0 492 678 65.08 0 -80 80 0 527 0 527 881 60.17 0 -112 112 b 561 0 561 1080 60.17 0 -112 112 Ô 1328 0 1328 8570 57.63 0 -153 153 0 1337 0 1337 8674 55.08 0 -194 194 ci 1336 0 1336 8780 50.08 0 -275 275 0 1350 0 1350 8985 48.17 0 -306 306 0 1363 0 1363 9063 48.17 0 -306 306 0 1355 0 1355 9064 45.08 0 -357 357 0 1392 0 1392 9260 40.08 0 -443 44 0 1453 0 1453 9579 35.08 0 -532 532, 1510 0 1510 9897 30.08 0 -624 624 .0 1563 0 1563 3.0216 25.08 0 -720 720 0 1616 0 1616 3.0535 22.54 0 -770 770 6 1640 0 1640 3.0697 20.00 0 -820 820 0 1669 0 1669 3.0858 20.00 0 -820 820 6 1661 0 1661 10859 15.00 0 -922 922 0 1718 0 1718 3.1333 15.00 0 -922 922 6 1759 0 1759 11384 12.00 0 -986 986 0 1792 0 1792 11668 12.00 0 -986 986 0 1821 0 1821 11719 10.08 0 -1028 1026 0 1832 0 1832 11902 5.08 0 -1139 1139 1875 0 1875 12377 2.54 0 -1197 1197 :0 1894 . 0 1894 12619 0.00 0 -1255 1255 ci 1921 0 1921 12859 10 BY VMiMONT INDUSTRIES Deflection and Stresses for Poj.e Loading Ca" T+S Distance Def.1. From Dell. Defi. Resu3tant Base X-Dir Y-Dir A & Y (ft) (in) (in) (ix) 80.08 9.1 0.0 9.1 77.63 8.6 0.0 8.6 77.63 8.6 0.0 8.6 75.08 8.0 0.0 8.0 70.08 6.9 0.0 6.9 65.08 5.9 0.0 5.9 60.17 4.9 0.0 4.9 60.17 4.9 0.0 4.9 57.63 4.4 0.0 4.4 55.08 4.0 0.0 4.0 50.08 3.2 0.0 3.2 48.17 3.0 0.0 3.0 48.17 3.0 0.0 3.0 45.08 2.7 0.0 2.7 40.08 2.2 0.0 2.2 35.08 1.7 0.0 30.08 1.2 0.0 3-2 25.08 0.9 0.0 0.9 22.54 0.7 0.0 0.7 20.00 0.6 0.0 0.6 20.00 0.6 0.0 0.6 15.00 0.3 0.0 0.3 15.00 0.3 0.0 0.3 12.00 0.2 0.0 0.2 12.00 0.2 0.0 0.2 10.08 0.2 0.0 0.2 5.08 0.0 0.0 9.0 2.54 0.0 0.0 0.0 0.00 0.0 0.0 9.0 MUSCO 81A8331 POLE, SITE: CABLSEAD STATE STREET ARMY/NAVY ACADEMY. Deflections and Stresses ** Axial F1eura1 Shear Torsion Combined Del 1. .. Interaction interaction Interaction Iteraction Stress B-Dir Rotatk&h Term Tex- Term Term InteraCtiqn (in) (deg.) 0.1 1.06 0.00 0.00 0.00 0.00 0.01 0.1 1:05 0.00 0.01 0.00 0.00 0.0 0.1 1;05 0.00 0.01 0.00 0.00 :0.0.]. 0.1 i!05 0.00 0.02 . 0.00 0.00 0.0 0.1 1.02 0.00 0.04 0.01 0.00 0.0 0.97, 0.00 0.06 0.01 0.00 0.07 0.0 0.91 0.00 0.09 0.01 0.00 0.09 0.0 0.91 0.02 0.09 0.01 0.00 0.0 0.6 0.02 0.12 0.01 0.00 O.].4 0.0 0.79 0.02 0.16 0.01 0.00 0.0 0;62 0.02 0.22 0.01 0.00 044 0.0 0.53 0.02 0.25 0.01 0.00 6.2,7- 0.0 0.43 0.01 0.08 0.01 0.00 0.09 0.0 0.2 0.01 0.09 0.01 0.00 040 0.0 0.48 0.01 0.11 0.01 0.00 0- 0.0 o.44 0.01 0.13 0.01 0.00 0.5 0.0 0.38 0.01 0.15 0.01 0.00 0. J!-7 0.0 0.3 0.02 0.18 0.01 0.00 0.3.9 0.0 0.2.9 0.02 0.19 0.01 0.00 04.1. 0.0 0.25 0.02 0.20 0.01 0.00 0:22 0.0 0. 0.01 0.13 0.01 0.00 0.3.4 0.0 o2b 0.01 0.14 0.01 0.00 0.35 0.0 o...b 0.01 0.14 0.01 0.00 0.35 0.0 OAA 0.01 0.15 0.01 0.00 0.16 0.0 0.] 0.01 0.15 0.01 0.00 o:16 0.0 0.4 0.01 0.16 0.01 0.00 0.0 0.0 0.01 0.18 0.01 0.00 049 0.0 0.04 0.01 0.19 0.01 0.00 020 0.0 o.Ob 0.01 0.19 0.01 0.00 0.21 DATE 12/21/2017 Fuse 1.13.0.0 11 BY VLMONT INDUSTRIES FOR: MUSCO Bli;08331 POLE, SITE: CP4LSB14D STATE STREET - ARMY/NAVY ACADEMY, DATE 12/21/2017 Fuse 1.13.0.0 Forces and Momenta for Pole in the Local Element Coordinate System Loading C&se Seismic Dist. Froth Resultant Shear Shear Resultant Base Mx .74y Mx & my Torsion X-Dr. Y-Dir. Shear Axial (ft) (in -kips) (in-kips) (in-kips) (in-kips) (ibs) (lbs) (lbs) (lbs) 80.00 0 0 0 0 163 0 163 191 77.63 0 -6 6 0 255 0 255 309 77.63 0 -6 6 0 353 0 353 452 75.00 0 -18 18 0 428 0 428 575 70.00 0 -47 47 0 523 0 523 8.8 65.08 0 -79 79 0 564 0 564 1.061 60.1 0 -113 113 0 568 0 568 .1300 60.11 0 -113 113 0 209 0 209 103:03 57.63 0 -119 119 0 201 0 201 10427 55.00 0 -125 125 0 181 0 181 . 1050 50.08 0 -134 134 0 140 0 140 10194 48.11 0 -137 137 . 0 117 0 117 10887 48.11 0 -137 137 0 113 0 113 10887 45.08 0 -140 140 0 93 0 93 11122 40.08 0 -146 146 0 84 0 84 11503 35.08 0 -152 152 0 105 0 105 1184 30.08 0 -159 159 0 144 0 144 1254 25.08 0 -169 169 0 190 0 190 12545 22.54 0 -175 175 0 213 0 213 12838 20.00 0 -182 182 0 237 0 237 13Q32 20.00 0 -182 182 0 235 0 235 13032 15.00 0 -198 198 0 304 0 304 136O0 15.00 0 -198 198 0 309 0 309 13660 12.00 0 -210 210 - 0 348 0 348 14O1 12.00 0 -210 210 0 354 0 . 354 14051 10.08 0 -219 219 0 376 0 376 14279 5.08 0 -243 243 0 431 0 431 1487 2.54 0 -256 256 0 451 0 451 15X36 0.00 0 -270 270 0 462 0 462 15425 12 BY ALl0NT INDUSTRIES FOR: Deflections and Stresses for Pole Loading 'Case Seismic Distance Defi. From Defi. Defi. Resultant Base X-Dir Y-Dir X & Y (ft) (in) (in) (in) 80.08 3.2 0.0 3.2 77.63 3.0 0.0 3.0 77.63 3.0 0.0 3.0 75.08 2.7 0.0 2.7 70.08 2.2 00 2.2 65.08 1.7 0.0 1.7 60.17 1.3 0.0 1.3 60.17 1.3 0.0 1.3 57.63 1.1 0.0 1.1 55.09 1.0 0.0 1.0 50.09 0.7 0.0 0.7 48.17 0.7 0.0 0.7 48.17 0.7 0.0 0.7 45.08 0.6 0.0 0.6 40.08 0.5 0.0 0.5 35.08 0.4 0.0 0.4 30.08 0.3 0.0 0.3 25.08 0.2 0.0 0.2 22.54 0.2 0.0 0.2 20.00 0.1 0.0 0.1 20.00 0.1 0.0 0.1 15.00 0.1 0.0 0.1 15.00 0.1 0.0 0.1 12.00 0.0 0.0 0.0 12.00 0.0 0.0 0.0 10.08 0.0 0.0 0.0 5.08 0.0 0.0 0.0 2.54 0.0 0.0 0.0 0.00 0.0 0.0 0.0 Z4USCO 81.08331 POLE, SITE: CARLSBAD STATE STRE - ARMY/NAVY ACADEBY, Def1ctions and Stresses •* Axial : 3lexural Shear Torsion Combiied Defl. Interaction Izt,eraction Interactioi Interaction Stresp Z-Djr Rotation Term Term Term Team Interation (in) (dé.) 0.0 0.50 0.00 0.00 0.00 0.00 0.01 0.0 0.50 0.00 0.00 0.00 0.00 Q.01 0.0 0.50 0.00 0.00 0.00 0.00 0.01 0.0 0.50 0.00 0.01 0.00 0.00 0.02 0.0 0.47 0.00 0.04 0.01 0.00 p.04 0.0 0.43 0.00 0.06 0.01 0.00 0.07 0.0 0.36 0.00 0.09 0.01 0.00 0.09 0.0 0.36 0.02 0.09 0.00 0.00 .0.11 0.0 0.31 0.02 0.10 0.00 0.00 0.12 0.0 0.27 0.02 0.10 0.0 0.00 0.12 0.0 0.17 0.02 0.11 0.00 0.00 0.13 0.0 0.13 0.02 0.11 0.00 0.00 0.13 0.0 0.13 0.02 0.03 0.00 0.00 0.05 0.0 0.13 0.02 0.03 0.00 0.00 0.05 0.0 Ô.11 0.02 0.04 0.06 0.00 0.05 0.0 0.10 0.02 0.04 o.oO 0.00 0.06 0.0 0.09 0.02 0.04 000 0.00 0.06 0.0 0.07 0.02 0.04 0.00 0.00 0.06 0.0 0.06 0.02 0.04 0.00 0.00 0.06 0.0 6.05 0.02 0.04 0.00 0.00 0.06 0.0 6.05 0.01 0.03 0.00 0.00 0.04 0.0 0.04 0.01 0.03 0.00 0.00 0.04 0.0 0.04 0.01 0.03 0.00 0.00 0.04 0.0 0.04 0.01 0.03 0.00 0.00 0.05 0.0 0.04 0.01 0.03 0.00 0.00 0.05 0.0 0.03 0.01 0.031 0.00 0.00 0.05 0.0 0.02 0.01 0.04 0.00 0.00 0.05 0.0 0.01 0.01 0.04 0.00 0.00 0.05 0.0 0.00 0.01 0.04 0.00 0.00 0.06 DATE 12/21/2017 Fuse 1.13.0.0 [END OF ANALYSIS] 13 BY VALMONT INDUSTRIES FOR: MUSCO 1.0833 POLE, SITE: CARLSBAD STATE STREHV - ARMY/NAVY ACADEMY, DATE 12/21/2017 Fuse 1.13.0.0 ANCHOR BOLT CHARACTERISTICS GOVERNED BY WADING CASE WIND *** NUMBER SHIPPED PROJECON GALVANIZED THREAD OF BOLTS DIAMETER LENGTH WEIGHT AS LENGk LENGTH SIZE (IN.) (IN.) (LB.) (IN.) (IN.) 12 1.500 72 766 BOLTS, TEMPLATES 8.76 72.00 6-UNC-2A STEEL MAXIMUM BOLT MAXIMUM BOIT FACTORED NOMINAL STRESS INTERACtON CONFIGURATION OF SPECIF. FORCE SHEAR FORCE TENS. STRENGTH AREA VALUE BOTTOM END (LB.) (LB.) (LB.) (SQ. IN.) p1554 51511 571 84600 1.410 0.62 THREADED WITH HEAVY HEX HEAD NOT NOTE: BOLT INTERACON VALUE WAS CALCUITED BY DIVIDING SHEAR FORCE BY FACTOR 1ELATED TO DETAIL TYPE d) IN EIAG SPECS. bLT COORDINATES AND-FORCES *** BOLT NO, X-COORD .Y=COORD MAX TENSION-LB MAX FORCE-LB • BOLT NO. X-CO0(D Y-COOBD MAX TENSION-LB MAX FORCE-LB 1 15.002 0.00 - 1292 1292 * 2 12.992 7.501 •23818 26402 3 7.501 12.992 42199 44783 * 4 0.60 15.002 .48927 51511 MAX. BOLT CIRCLE 30.00 IN. TEMPLATEDEANETER = 36.00 IN. BASE PLATE CtARCTER]ISTICS GOVERE.p BY LOADING CASE tND DRAWING OVELL OVERALL ACTUAL RAW MATERIAL SIDE NUMBER LE5GTH WIDR THICKNESS WEIGHT WEIGHT LENGTH (IN.) (LB.) (LB.) (IN.) SD18-99 3:00 34.53 1.7500 304 582 6.00 TOP POLE AM. CRITICAL TOTAL LENGTH OF EFFECTIVE TOTAL MOMENT WIDTH (MAJOR DIEM.) FAILURE MODE FAIL MODE LINE LENGTH ALONG FAIL LINE (IN.) (IN.) . (IN.) (IN.) (IN.-LB.) 6.00 24.00 4 37.01 29.53 469893 STEEL BENDING EFFECTIVE Mix. VERTICAL SPECIF. STRESS YIELD STRESS SHEAR STRESS VALMONT OTHER (PSI) (PSI) (PSI) S56 A572 31172 50000 6655 * LOADS AT POLE BASE IN THE GLOBAL COOBbINATE SYSTEM *******.******************* t.OADING CASES LOAEiING CASE IDENTIPXCT3ON WIND 'P+S Seis ]MAX CIA - LOAD CASE MOMENT RET. X-AXIS (IN-RIP) 0. 0. 0. IMOMENU RET. X WIND MOMENT RET. Y-AXIS (IN-iP) - 4520 - 1255 - 270 IMOMENT ABT. Y WIND SHEiK FORCE (LB.) . 6853 1917 461 1 RES. MOMENT WIND VER'1ICAL FORCE (LB.) 15504 12860 15425 ISHEARFORCE WIND ]HOLT FORCE WIND ]BOLT TENSION WIND 14 O"t. MICROFLEC go eale VALMONT!MICROFLECT 4 < .3552 2.T:-R:QPX42ft5 SALEM, OR 97302-1190 PHONE: 1-800-547-2151 ENGINEER: JON Reviewed by: MF DRILLED PIER FOUNDATION DESIGN CALCULATIONS :;Ra- Valmont Order No.: 378078 Customer: Musco RLSBAD STATE STREET - ARMY/NAVY ACAOEMV Pole Ht: 80.083 FT (81.083 FT AGL) valmontV monopole Pier Design Conduit Check MICROFLECT CUSTOMER: Musco SITE: CARLSBAD STATE STREET - ARMY/NAVY ACADEMY S.O.# 378078 .4 Pier Dia. (4'piar) = 4.50 ft Conduit Routed Through Foundation: # conduit $condult (in) Area (in 2) Area (ft2) I 6362 044 2 =300—' P1r90 284 002 3 E2XQPIK7.i i.3L1 272 002 - 77 Total: 7.00 69.17 0.46 Condition 1: OK Condition 2: OK Condition 3: OK Condition I Ad. Section 6.3.4 - Conduit shall not displace more than 4% of oier cross-sectional area: (Acondult)/(Apier) = 3.0% <=4%, OK Condition 2 Ad. Section 6.3.5.1 - Total conduit 00 shall not exceed 1/3 pier diameter: II3*d?per = 18.00 in Total Conduit OD = 12.22 in <=113 pier dia., OK Condition 3 Ad, Section 6.3.11 - Provide reinforcement with area not less than 0.002 times area of concrete- sectlon.iiormaLtoco .002*A01 = 4.58 in' required Area of #4 tie perpendicular to conduit = 65.2 in > .002*Apier, OK - no extra reinforcement requir valmont V CUSTONERZ 5175500 SITE I CMLSMD STATS STATSO - MSTITAVT ATST 8.0.0 370070 07(0 30. 3-147271 oeotec RptTX Project No. 15-105.13, Datedi .7tine 28th, 2017 Geotec Report Water Depth FT OXilinal Den Dates 12/21/17 VERSION, 1.15 Engineers DN Checker, MF Pole geometry Pole height e 80.083 ft Bolt. Circle e 30.00 Inches 0 o Bolts 12 Bolt Diameter 1,50 Inches Bolt Projection = 8.75 Inches = Bottom Template Diameter = :33::s Inches Pole Loads Factored Moment = 376.7 ft-Rips Factored Shear = 6.85 Rips Factored Weight = 15.01 Rips 571(51 M(i4llt 5 53.0 Pt a(cal offset) 286.0 in Anchor Bolt Load Facto;et Factored Shia 6.8S.Kips Factored Weight = 15.81'Kips Anchor Bolt Allowable Fu = 75.0 Kai Fy = 55.0 Kai Area tensile = 1.40 in' Roil Prnmerties Ultimate $ Ultimate ZERO =,GROUND LINE . . ....- . Pal PXÔI.ura p.s pesisàia,. etbStàt iiIpth i'd . ir Level 0 POP Start PSF/Fr. (ft) (ft) End Prss (ft) Depth Mme Passive PreSsUre dil = Applied Shea, 2 2700 0 15 22 2700 ZAK-Riax-ammalt- 4 4900 408 RaRisS clearance P.bar-AB db • 3.75 Cap Height (Above Ground Line) 0.5 Pt Diameter Pier e 4.5 It . -Clstatd, lad isala - Znfld. lad Pert IS Length (below ground) = 21 t _,. .sa W .. ,... -.a- er Concrete Volume = 13.3 cubic yards - isetda isa Load Inflection-Point Depth (LIDI- 15.04 Pt UL .1= EM.- OTM - . Ps&_. - OTS( >= 0 483.2 ft-Rip. emeotni - Peslatina 754 Roil FR above allowable 136-1001 Shoex,5 - 6.9 Ripe Shear 1111 - 7.05 1. Oi • risiisilc vI.ppli.d V Weight - 15.8 Rips reamdat&os read Prepsetiar abaut Load Xflestion Point ZERO = GROUND LINE Forces Forces .. Resents . Moments Passive Redder. Pa. Press Slip. Depth Start Depth End Constant Slope Constant Slope V Level 0 POP Start POP/PT (ft) (It) Rips Rips Rip-Ft Rip-Ft RIP 1 0 180 0.0 15.0 0.00 91.13 0 459_84.56 2 2700 0 15.0 15.0 0.49 0.00 0 0 3 2700 0 15.0 22.0 .-84.56 0.00 294 0 Tie ERr 0 4 Ties OR I[Iyes Tie Vertical Spacing 1 Fl 12 Number of Ties 25 - Area_TieS 0.4 in2 AREA OF TIE CUT BY VERTICAL SECTION (2-Area, of the tie) MP_Tc 4 in THICKNESS OF CONCRETE COVER NP_Bin 21.9 in RADIUS OF VEST. REBAR ZSP_Asteel 14.0 in"2 TOTAL. AREA OF VEII1'. BARS !SP_Eatcei 29000 KSI YOUNG'S MODULUS ISP_Bateel. 3368 is'4 REAM MOMENT OF INERTIA LI 976811 in•Eá 8 153.6 in'3 REBAR SECTION MODULUS N 4900 inRIP APPLIED MAXIMUM MOMENT S AT DEPTH ZERO SMEAR ON PIER 9 s Kin S based on 200bw411y per ACI 318 Vertical Bar 0 9 Bar Count 14 > 12 = Kin S based on area 0.85 Strength Reduction Factor for Capacity Of Steel Shear 0.9 Strength Reduction Factor for Capacity Of Steel Flexure !dP_Fty_T&V 60 SCsi REAM Fty Grade 60 - _7ty_TãJtLL 54 SCsi REAM Pty Allowable Pier Design includes PI1XStée1 FIYDESIGN 33.0 SCsi calculated $Ve 93.5 Rip REBAR Shoal Allowable Pier Design ACI 318 Vertical Reber Moriz Spacing = 8.72 in Diameter of hoops = 3.83 F1' of vertical rebar circle = 43.875 in Tooting Cascxsts ttepairont. 4500 psi Concrete compression properties 0.85 Strength Reduction Factor for Capacity Of Concrete 254 Rips SHEAR CAPACITY OF CONCRETE ACI 319 3 j dsaco çços oxrcme co fer 0 cent o enson rea,qi çou 461 Pole Geometry Bolt Circle = 30.00 Inches 8 of Bolts = 13.0 Bolt Diameter = 1.50 Inches Bolt Projection = 0.8 Inches Bolt Length = 72.0 Inches Base Plate Diameter = 33.5 Inches Pole Loads ?acoce omert = t7 T -Ltks '4. Factored S)ièar= 6.9 Kips. / Factored. Weight = 15.8Kips ___ __ Shear Height = 55.0 Ft Moment Anchor Belt Alloweblee I p' Fun 75.0 Kai / Fy = 55.0 Kai At = 1.40 in'2 Anchor Bolt Loads Moment A520.4j-Kips Shear = . Kips Weight 15.8 Mips 10 the Bolt M=d,= Applied Force Bolt Applied Force = 4520.4 in-Mips + 1767121772 I 0 - 51.4 Kips 30(12/4)' 12 Bolt Allowable = * Fu * At - 84.0 Rips (per EIA-G Sec. 4.9.9) Bolt allowable > Boit App*1id46COO, 04 Kips .> 51.4 Ripe =m==> OR 111cu1ate the Anchor Belt Development Length CZ 31! ld = I,*Fy*ayl* (40°(fc').51 • ((c'.Ktr)/db)) liven all minimums are met for the Bar Installation Per Ad a=1 1=1 ((cKtr) iS = 1.5*55000* = 61 in IdO•*3OOI•.S3i. calculate the Ultimate Bond Stress Fy°Ag/ (ir*db*ld) = Bond-Allowable Kai = 0.266 Kai Calculate the Allowable Bond Stress .6*Bon&Ai1ow*1.33 = 0.212 Kai Lreq Bolt Applied Force *Rolt Projection = 60.2 in <=72 in prowided. OR 3.14550.212 2.5 Bole Length > Bolt Required Length 72 in > 60.2 in eme) OK Project No. 15-105.13, Dated: June 28th. 2017 ocx 318 5001505 cOB! owlemnenro W: IJDN DRILLED PIRE ANALYSIS MICROFLECT valmont CSBLSSAD STATE STREET- ARNYINKVY I — Date: i2I21I1 ornT5. N.e I 6.9 Kips Calculate the Concrete Shear Strength Act 311 Shear Height 55 V. = 2*(fc)°*bw*d Given: 0 bw = 54 in SECTION AT 4.1 THE MAX d = 41.3 in 4.1 MOMENT IN THE PIER = 4500 in MAX PRESSURE 2700 PSF 0.85 = 254 Rips 10 Calculate the ibeinforcuent Shear Strength SECTION AT 15 THE MAX 666 316 ... 15 15.0 SHEAR IN THE PIER (4/3)*A*f *6 MAX NEGATIVE PRESSURE - VI - 2700 PSF Given: 20 A6 = 0.4in'2 fy = 60ksi 25 6 = 3.438 Ft iv S = - .. .• Pressure Profile +6 0.85 for Analysis 94 Rips The M=4 Shear in the pier occurs at Reaction Inflection Point 15 Load Factors for the design 9 310 *222-e wind by* an fc66y.6 by 1.6 •ke.6y = 1.0 USIA = 1.0 UTOTAL = Ugz*U*yi = Vduiga-UTeTAz•Veex = 84.6 Ripe 4 4V1 > Vdsiiga 254.1 Ripe + 93.5 Ripe - 347.6 Ripe > 84.6 Ripe onon> OR The aaidmum bending stress in the pier occurs at 4.1 below the ground level. Where the (passive pressure reaction) (the applied shear)' Depih Mmr I — pmssu Rex = 4900.3 At The Location Passive f . dft= Applied Shea ft • 4óUfl44Ue Use only the steel to carry the bending leads — Calculate the Reinforonent Bending Strength Tina (IM SC vertical rebar Vertical Reber Section Properties - y *5yyy 2 = 14 in2 Ruwa = 21.9 in I = 3368.3 in64 S = 153.6 in3 Base the bandinir on factored, V&!5T4M:F-W !*P. 24f54ib& 60KSI ••; ..... 0.9 = = 54 KSI Max Design Nonent Her = 4900 jfl*Xp = MiaxTjyaen MIner = 4900 maR12 Weight Fveeszsz = + Fyyymzn = 33K51 54551 > 33531 e=== OR TI Project No. 15-105.13, Dated: June 28th. 2017 6.6, 161 316 bUllIES 565 RZMREHMM valmont By. JJDN DRILLED PIER ANALYSIS Check: IMF POLE STRUCTURE MCR()FLECT DM B-14-1271 A-378078 I pate. 1331Ii Musco GEOTECHNICAL ENGNEERJNG OBSERVATION REPORT VERJZON WIRELESS FACILITY CARLSBAD STATE STREET LOCATED AT 2600 CARLSBAD BOULEVARD CARLSBAD, CALIFORNIA 92008 WIR VERIZON WIRELESS C/O BDR COMMUNICATIONS, INC. 1944 KELLOGG AVENUE, SUITE 101 CARLSBAD, CALIFORNIA 92008 PROJECT NO: VB-5409-02 APRIL 25, 2019 GEOTECHNICAL SOLUTIONS, INC. GEOTECHNICAL & ENVIRONMENTAL ENGINEERING + 1 Geotechnical Solutions, Inc. Geotechnical, Structural & Environmental Engineering April 25, 2019 Project: VB-5409-02 Verizon Wireless do BDR Communications, Inc. 1944 Kellogg Avenue, Suite 101 Carlsbad, California 92008 Re: VZW - Carlsbad State Street 2600 Carlsbad Boulevard Carlsbad, California 92008 GEOTECHNICAL ENGINEERING OBSERVATION REPORT Gentlemen: Submitted herewith is the report of field geotechnical observation provided by this office during construction of the proposed new Verizon Wireless cellular facility at the above referenced project site. The primary elements of new development consisted of construction of a light standard pole to support cellular antenna, equipment cabinets, emergency generator and enclosure wall for the proposed new Verizon Wireless cell site located at 2600 Carlsbad Boulevard, City of Carlsbad, California (Vicinity Map, Plate A). A. Caisson Drilling Inspection An 81-foot tall light standard pole was planned to be constructed at this site as shown on Plate B. The foundation system for the subject light pole consisted of a Phone: (949) 453-0406 27 Mauchly, Suite 210, Irvine, CA 92618 Fax: (949) 453-0409 Project No: VB-5409-02 VZW - Carlsbad State Street cast-in-place concrete caisson to provide friction / end bearing as well as lateral support for the proposed 81-foot tall antenna structure. The pier was drilled on March 26, 2019. Caisson drilling was performed under continuous inspection by this office's field engineer. It was accomplished with a truck-mounted, auger drill rig. A reinforcing steel cage was placed into the drilled shaft and concrete was pumped to the bottom of the caisson. Total drilling pier length, diameter and the data for the pier is tabulated in the following Table, Pier Drilling Summary. Pier drilled depth and diameter shown in the pier drilling summary as follows: Pier Drilling Summary Date Design Drilled Design Drilled Pier No. Drilled Diameter Diameter Depth (ft) Depth (ft) I 3/26/2019 54 56 22.0 22.5 Our office field engineer issued field memorandum certifying our observation for caissons drilling, the copy of which is available in the project file. B. Slab-on Grade Subgrade Inspection The subgrade soil was compacted to minimum 90% of the ASTM D-1557 laboratory standard and the moisture was close to optimum and is geotechnically acceptable and suitable for the concrete slab support, as shown on Plate C. Test results are tabulated in Table One. Our office field engineer issued a field memorandum certifying our inspection and certification for the sub-grade, and the copy of which is available in the project file. 2 Project No: VB-5409-02 VZW - Carlsbad State Street Laboratory and Field Density Testing The specified minimum degree of compaction was 90% of the ASTM D-1557 laboratory test standard. Maximum density and optimum moisture values determined for typical samples of the base processed during compaction operations were as follows: Maximum density and optimum moisture test were performed on representative on- site material and test results are as follows: Soil Source Maximum Density (pci) Optimum Moisture (%) I. On-Site 116.5 75 In-place backfill density tests of the on-site material were determined in accordance with the ASTM D-6938 Nuclear Gauge Test Method. Test results are tabulated in Table One.. Approximate test locations are shown on Plate C & D. It should be noted that the test elevations and locations are approximate only, based upon available field measurement and plan information. Footing Inspection Our office field engineer inspected the footing excavation of enclosure wall. The footing excavated and compacted to minimum 90% of the ASTM D-1557 laboratory standard and the moisture was near to optimum and is acceptable and suitable for its intended use. Also, a portion of existing block wall was removed during construction was reconstructed properly. 3 Project No: VB-5409-02 VZW - Carlsbad State Street Trench Backfill Utility trench was backfihled and compacted to minimum 90 percent of ASTM D1557 Laboratory Test Standard and it is geotechnically acceptable. Conclusion and Recommendations Based on field observation, it is concluded that caisson drilling for support of the planned 81-foot tall light standard pole, subgrade for the equipment cabinets and emergency generator slab on grade, trench backfill, block-wall reconstruction and enclosure wall footing covered in this report were accomplished in a satisfactory manner consistent with the project plans and specifications and the controlling authorities' rules and regulations. Remarks Survey lines and elevations were established by others. Inspection services provided by this office were based on the field visual observations. No warranty, or responsibility of the Contractor's performance is intended or implied. This report is subject to review by controlling authorities having jurisdiction. Respectfully submitted, GEOTECHNICAL SOLUTIONS, Inc. Abraham SB PE M ASCE QIQESSIo,, Senior Principal Distribution: (3+pdf) Addressee 4 Project No: VB-5409-02 VZW - Carlsbad State Street Table One - Relative Compaction Summary Equipment Cabinet Pad Test No. Date of Test Test Depth Below Finish Grade (ft) Moisture Content (percent) Dry unit Wt. (pci) Relative Comp. (%) Soil Type Location I 06/08/18 0.5 8.9 104.9 90 I Pad 2 06/08/18 0.5 7.4 105.6 91 I Pad 3 04/25/19 0.5 6.4 107.1 92 I Trench 4 04/25/19 0.5 6.9 107.3 92 I Trench *4 Equipment Cabinet Pad Subgrade & Trench Backfill Project No: VB-5409-02 VZW - Carlsbad State Street Appendix I Vicinity Map Overall Site Plan Compaction Tests Location Map Caisson Foundation Section 6 VICINITY MAP MARN \ WLJ I - \ \ f -_ \ WYOURE . IL \% ch FOREST e \ .D A LAS FL RES DIEGO ) .. Iz BUENA VISTA CYNTHIA (' KNOWL STRATFOR co LAGUNA \ \\ VZW - Carlsbad State Street lProiect No. I VB-5409-02 2600 Calrsbad State Street, Carlsbad, California 92008 Plate: I A Geotechnical Solutions, Inc. OVERALL SITE PLAN re-\21 tJ war ..2y,.I I e.-r.i oain - .PIrrJI J . It I.- - - t —Ic • ' It ' ' It Jr c\ •- t,. _________ ' k \\ '\\ •\xqwm nmo -. \ \ It \ . • \ \ • -" • \ \ \ •\ .• ' I.,'. \. \ -. ----• _.:IIDrI • ). •.'. \ 31V pm \ 'I \ • I •,.• - 4 \ '\ \ 0 •'• •,f- \' ) )(• .'- \ .-, ,•• \ \ \ .#-•. V •.'\ \ \ — -. ••,- ' \ \ -' •—• •,• \ \ Scale: 1" = 160' \ \ \•% .-' .•" f-' VZW - Carlsbad State Street lProjectNo. I VB-5409-02 2600 Calrsbad State Street, Carlsbad, California 92008 Plate: B Geotechnical Solutions, Inc. PLOT PLAN , \ ', '.i u KWKW KU KU IKUl KU tKUI UC A 13 lPII L1 3 (51 u c13.i KUZ TO K VTOD TUIA1U 113K11 \ I • KATOK G '— "' 0'I 0 '-'--3W=WC ("m wam ___ /7 '\ -•, / -. i '— 0 '—'— qwm \ COMM MGM 3" an I 0- \\• ,LKUiKUC a3 ' ' • • xl. .3mm • \ • K t &or mi mm MAW ,•.' \ '• 13133 3T3 11 Ot • • f -•. A \ \• J ••• 'I'' F • • I I I KUIK K A ITACMD KU A UDII.-I. MDI 113331 I31fl KU.31I3 11 1331KU1T K3'31JIDIV - O N —. . I ':•' \ WARsdom Wan in \• 3 ____,- _ - \t ALPM Set= *13333 0 -• -•••-- ' \ -. I, — \_•-_• - Approx. Scale: 1" = 30' VZW - Carlsbad State Street Project No. VB-5409-02 2600 Calrsbad State Street, Carlsbad, California 92008 Plate: C Geotechnical Solutions, Inc. Compaction Test 1 ' \ 42 7 . A 03 -727 'V 28 02 D2 &-. V 2'-• ". 'iiX\)?C I I \ \ \\ " .\'JII• t1\ .L'\ysN I \ \ \\ bX \ \ t \;_%' .. •x \1X 13 01 - .%.. .-. IN 4b ('cw Vl' LzY\ '\&-s - -'-i \\ VDIA 02k 42 \'• V\ 2 \}\ \ Ile LeEend: -' 4 Compaction Test Location Scale 1"=4' VZW - Carlsbad State Street jProject No. I VB-5409-02 2600 Calrsbad State Street, Carlsbad, California 92008 Plate: D Geotechnical Solutions, Inc. CAISSON FOUNDATION SECTION EXISTING FINISH GRADE I T ILl. ...•%. I •. :I • ' .- a%' P . Si E CONCRETE CAISSON -< N FOOTING AND REINFORCING PER VALMONT MIROftEC TA jp4a5'ø,lt N.T.S. VZW - Carlsbad State Street Project No. VB-5409-02 2600 Calrsbad State Street, Carlsbad, California 92008 Plate: E Geotechnical Solutions, Inc. — __... —11-- Superior Ready Mix Concrete, L.P. 1508W Mission Rd Escondido, CA 92029 760-745-0556 Mix ID# 69P-- 5000 PSI 318" [0] This design is being submitted for approval. Conformance with specification should be reviewed. I Contractor: Western Foundations & Shoring Project: Carlsbad Army/Navy Academy - Verizon Compressive Strength: 5000 psi at 28 days Aggregate size: 3/8" — 9.5 mm Air: 1.5±1.0% Water/Cement ratio: 0.449 Slump: 4.00 ± 1.00 in Source of Concrete: SUPERIOR READY MIX CONCRETE Construction type: VARIOUS Placement: 2" PUMP / TRUCK PLACE Unit Weight: 145.10 pcf Design Date: 05/17/2018 Constituents: Quantity Density Volume ASTM C150 TYPE IIN CEMENT EgAmoved Dco 846 lb 3.150 4.30 Water 380 lb 1.000 6.09 ASTM C33 #8 ROCK 951 lb 2.700 5.64 ASTM C33 FINE AGGREGATE 1738 lb 2.650 10.51 sn th.pcaectandg ancewkh ASTM C494 TYPE A WATER REDUCER I cimatng'ain Daamien.Cc,rec- 42.30 floz (US)/yd3 1.000 0.04 Air dansatcomenlnmadecatheihopdrawidtrlap 1.5%. /0. with therequiraniantnof the plana and spedficaiIan ppransloTap.ciflcltom,haInat hhid.approvntof anasaembIo?whIchthett.m bacan*,cnont Conv.c. tarereapan,lblefar;dhyIen5lamtob.aon1Tmed and ccrrelated atthejub,he kdetm,danthaepwtah,s,oMp mthefabk zthemeannn,ethod teftkum 5equeana end pracedi,naofnanaliunlon: and for peftminsa waik in a naVe and nathtactwy manner. VatmantStn,ttman BV Total: 3918 27.00 Remarks: , . or V e.- -ce...._t-- cjrs a o 45,4So0 Pit ,, Reported by Superior Ready Mix L.P. Approval by: Date: II cummulative PercentPassina chart 100 90 80 - Cam Total 70 0 60 50 40 30 20 10 0 - Q. Particle Size bhedA __—gregates Mix Design Report Full gradation analysis - Percent passing Sieve Agg. 1 Agg. 2 Agg. 3 Agg. 4 Agg. 5 Paste Total Aggr. 1 1/2" 100.00 100.00 100.0 100.0 100.0 I IBM "1976, 3/4" 100.00 100.00 100.0 100.0 100.0 3/8" 95.00 100.00 100.0 98.9 98.3 #8 1.00 83.00 100.0 72.7 54.4 #30 39.00 ____ 100.0 55.3 25.4 # 100 6.00 100.0 42.0 4.0 1 M109 # 325 _____ 99.0 40.0 Pan Agg. 1: ASTM C33 #8 ROCK Agg. 2: ASTM C33 FINE AGGREGATE :'%N Anthony Colarossi RCE #60302 Nw Earth Systems Southwest 79.8118 Country Club Drive Bermuda Dunes, CA 92203 (760) 345-1588 (800) 92470l5 FAX (760) 345.73 IS Project: Superior Standaid Mix Mix Design #: 69P Address: San Diego Co.. Ca. Date., 9120/2016 General Contractor: Lab Oft 1gfl.#: ES 16080 Cone. Sub-Contractor: Job Number: .07517.01 Concrete Suppler: Superior Ready Mix Max. Size Agg. 3I8 Agg. Supplier: Superior Ready Mix Design Strength: 5000 psi cement Supplier: MitsubiShi Slump: 4" ± r Concrete Use: 2" Pump (Thick PlOce H21011:ement Ratio: 0.45 Proportions Abs. As. Botch Batch a 1 Vol. VOL Weight Weight .Measrtai Type Gravity Cu.FL Cu.•MIi' t.bs. ICis Cement 9.0 Type lIly 3.15 4.30 0.159 846 502 Fly Ash type F 2.20 0.00 0.000 0 0 Agg.#i I 1/2" Agg 2.70 0.00 0.000 0 0 Agg.#2 1 Aft 2.70 0.00 0.000 0 0 Aqg.#3 3/8" Agg 2.70 5.64 0209 951 565 Agg#4 Wash Con-Send 2..65 10.51 039.0 1738 1033 water 4$.6 Gals. 225.4 Liters 100 6O9 0.225 380 225 Adml3c#1 TypUAWaZeFRestScer 1.00 0.044 0.001 42.3 0Z 1.0 lIters Admix #2 1.00 0909 0.000, 0.0 oz 0.0 libel'S Admix #3 1.00 0.000 0.000 0.0 oz 0.0 lite?s AdmIX#4 1.00 0.000 0.000 0.0 0z O.0liters Air Entrapped i.5'%±i,.O% 0.41 0.015 ___ _______ Totals 27.0 1.00 2517 lbs. 2325 kg A0greQat0 Gradation (mm) AGO. % I I 1/2' I' 3(4" 1/2' 3/8 #4 #8 416 930 #50 #100 71 AGO. %. 137.5mm 25-mm 12 mm 12.5 min* 9.5 mm 4.75 mm 2.16 mm 1.18 mm 600 urn 300 urn 150Um 75 A99U1 U Agg.#2 0 laO 98 82 34 24 2 t Agg.#3 35 100 tOo 100 100 95 20 1 Average Strength = 6241 f'cr = fc+1.34s & 5850 Ecr = f'ci2.33s500 = 5977 This mix design presented is based upon estimation olsimilar malarial properties (9 ek 3181) and limited leasjbtllly tea ufl9 Wider laboratOry äbnditions. Ills recommended thai trial tests are made prior to and during produci produ6ed Concrete. All concrete mixes shguld be reviewed and accepted by the applicable Respectfully submitted EARTH SYSTEMS SOUTHWEST Mark ghton' C.E.T. #078507 Distribution: 2- SuperIor I -SD Superior Ready Mix Concrete, L.P. 1508 W Mission Rd Escondido, CA 92029 9 Sack 3/811 Cast date Slump Conc Temp 7Day PSI 28 Day PSI 8/2/2016 5 98 4510 6200 8/2/2016 5 90 5040 5940 8/4/2016 4.5 98 4620 6230 8/5/2016 5 98 4730 5943 8/5/2016 5 90 0 6115 8/16/2016 5 99 4490 6483 8/18/2016 5 90 4980 6460 8/19/2016 5 89 4130 5405 8/25/2016 5 89 5370 6375 9/1/2016 5 81 0 6210 9/7/2016 4.25 95 4870 5975 9/15/2016 5 81 4830 5755 9/29/2016 5 89 4710 5755 10/5/2016 4.75 90 4870 6053 10/13/2016 5 84 4120 5560 10/14/2016 3 86 4800 6190 10/24/2016 6 81 4410 6437 11/2/2016 3.75 68 5890 7353 1/18/2017 5.5 75 5180 6883 6/13/2017 4.75 90 5330 6400 6/22/2017 4.5 90 0 6453 7/6/2017 5 83 4890 5755 10/27/2017 5 93 5050 6435 10/27/2017 5 90 4570 6245 11/1/2017 4.5 80 4830 6000 11/2/2017 4.5 81 4710 5625 11/22/2017 3 84 5640 6695 11/29/2017 3.5 77 5890 6970 11/29/2017 4.25 78 '5320 6325 12/5/2017 4.5 80 6020 7170 4.68 87 4956 6247 Average 0.654 7.5 498 460 STD 3 68 4120 5405 Low 6 99 6020 7353 High Number of observations: 30 At MITSUBISHI CEMENT CORPORATION CERTIFICATE OF TEST Portland Cement - Type I, H, H (MH) & V Date: 01/08/2018 Source: Cushenbury Plant, 5808 State Highway 18, Lucerne Valley, CA 92356 ASTM designation: C 150 - 16 for Type 1,11,11 (MH) & V low alkali Cement Production Period CALTRANS Specification: Section 90- 2.01 for Type H modified and V (2006) From: 12/1/2017 Specification: Section 90- 1.02B(2) (2015) NDOT Specification: Section 701.03.01 for Type II and V To: 12/31/2017 AZDOTSpecifications Subsection 1006-2.01 for Type II and V Chemical Composition: Silicon Dioxide (S102), % Aluminum Oxide (AI203), % Ferric Oxide (Fe2O3), % Calcium Oxide (CaO), % Magnesium Oxide (MgO), % Sulfur Trioxide (S03), % Loss on Ignition (LOI), % Insoluble Residue Total Alkali (%Na2O + 0.658 * %KsO) Tricalcium Silicate (CA), [b] % Tricalcium Aluminate (CA), Ibi % C4AF + 2*C3A [b] C3S + 4.75*C3A Ibi CO2,% Limestone, % CaCO3 Limestone Purity, % PHYSICAL RESULTS: Blame Fineness (m2/kg) 325 Mesh (% Passing) Autoclave Expansion (%) Time of Set Initial Vicat (minutes) Air Entrainment (% Volume) Heat of Hydration at 7 Days (kJ/kg) False Set, % Color, (L value) Compressive Strength Test: 1 Day 3 Day 7 Day 28 Day November 2017 ASTM C-iSO Limits Test Type I Type H Type V Results - 20.0 - Mm. 20.9 - 6.0 - Max. 4.2 - 6.0 - Max. 3.7 - - - 62.7 6.0 6.0 6.0 Max. 2.8 3.0 3.0 2.3 Max. 2.2 3.5 3.5 3.5 Max. 2.0 1.5 1.5 1.5 Max. 0.38 0.60 0.60 0.60 Max. 0.55 - - - 55 - 8 5 Max. 5 - 25 Max. 20 - 100 - Max. 77 - - - 1.3 5.0 5.0 5.0 Max. 3.4 70 70 70 Mm. 87 260/- 260/430 260/- Mm/Max 401 - - - 98.7 0.80 0.80 0.80 Max. 0.09 45/375 45/375 45/375 Mm/Max 108 12 12 12 Max. 6.5 - - - [al 168 50 50 50 Mm. 87 - - - 56 Type Type 11 Type MPA PSI MPA psi MPA psi MPA psi 14.62125 12.0 1740 10.0 1450 8.0 1160 Mm. 24.5 3552 19.0 2760 17.0 2470 15.0 2180 Mm. 31.4 4552 - - - - 21.0 3050 Mm. 40.6 5891 This cement has been sampled and tested in accordance with ASTM standard methods and procedures. All tests results are certified to comply with the type specification designated above. No other warranty is made or implied. We are not responsible for improper use or workmanship. The MCC laboratory is AASHTO accredited. lal For information only. [bj Adjusted per ASTM CISO A1.6. MITSUBISHI CEMENT CORPORATION Tom Gepford Quality Control Manager at MITSUBISHI CEMENT CORPORATION CERTIFICATE OF TEST Source: Cushenbury Plant Portland Cement - Type 1,11,11 (ME) & V Date: 01/08/2018 ASTM designation: C 150- 16 for Type I, II, II (MB) & V Low alkali Cement Production Period CALTRANS Specification: Section 90— 2.01 for Type H modified and V From: 12/1/2017 Specification: Section 90— 1.02B(2) (2010) NDOT Specification: Section 701 —3.01 for Type II and V To: 12/31/2017 AZDOTSpecifications Subsection 1006-2.01 for Type II and V Additional Data Limestone Addition % Addition: 3.4 SiO2 (%) 6.5 A1203 (%) 2.0 Fe2O3 (%) 0.6 CaO (%) 48.3 S03(0/0) 0.6 Base Cement Phase Composition c3s 56 C2S 18 C3A 5 C4AF 11 We certify that the above described data represents the material used in the cement manufactured during the production period indicated. MITSUBISHI CEMENT CORPORATION Cushenbury plant Tom Gepford Quality Control Manager Product Name: Portland Cement Revision Date: May 2015 Page! of 12 A MITSUBISHI CEMENT CORPORATION Safety Data Sheet Portland Cement GHS product identifier: Chemical name: Other means of identification: Relevant identified uses: Portland Cement Calcium compounds, calcium silicate compounds, and other calcium compounds containing iron and aluminum make up the majority of this product. Major Compounds: 3CaO.SiO2 Tricalcium silicate 2CaO•SiO2 Dicalcium silicate 3CaO•A1203 Tricalcium aluminate 4CaOAl203.Fe2O3 Tetracalcium aluminofemte CaSO4.2H20 Calcium sulfate dihydrate or Gypsum Cement, hydraulic cement, Portland cement silicate. Building materials, construction, a basic ingredient in concrete. MANIJFACTURER: TELEPHONE NUMBERS: Mitsubishi Cement Corporation Phone: .......(760) 248-5184 Cushenbury Plant Fax: ......... (760) 248-5139 5808 State Highway 18 Lucerne Valley, CA 92356 Contact Person: David Rib EMERGENCY TELEPHONE NUMBER: Call 911 for local emergency services. Portland cement is a gray or white powder. A single short-term exposure to the dry powder is not likely to cause serious harm. DANGER! Overexposure to Portland cement can cause serious, potentially irreversible skin or eye damage in the form of chemical (caustic) burns, including third degree burns. The same serious injury can occur if wet or moist skin has prolonged contact exposure to dry Portland cement. Carcinogenicity. Portland cement is not classifiable as a human carcinogen by the Occupational Health and Safety Administration (OSHA), the National Toxicity Program (NIP), or the International Agency for Research on Cancer (IARC). However, Portland cement may contain trace amounts of substances listed as carcinogens by NCP, OHSA, or IARC: crystalline silica, chromium VI compounds, nickel compounds, lead compounds. WARNING: Crystalline silica, chromium VI compounds, nickel compounds, lead compounds are known to the State of California to cause cancer. (Title 8 CCR 5194(b)(6)(B)-(C).) Reproductive Toxicity. WARNING: Portland cement may contain trace amounts of nickel and lead compounds. Nickel and lead compounds or substances are known to the State of California to cause birth defects or other reproductive harm. (Title 8 CCR 5194 (b)(6)(B)-(C).) OSHA/HCS status: This material is considered hazardous by the OSHA Hazard Communication Standard (29 CFR 1910.1200) and the California Hazard Communication standard (Title 8 CCR 5194). Classification: SKIN CORROSION / IRRITATION - Category 1 - SERIOUS EYE DAMAGE / EYE IRRITATION - Category 1 SKIN SENSITIZATION - Category 1 CARCINOGENICITY I INHALATION - Category I SPECIFIC TARGET ORGAN TOXICITY (SINGLE EXPOSURE) [Respiratory tract irritation) - Category 3' Product Name: Portland Cement Revision Date: May 2015 Page 2 of 12 A MITSUBISHI CEMENT CORPORATION GHS label elements Hazard pictograms: <)I <i> <> Signal word: Danger Hazard statements: Causes severe skin bums and eye damage. May cause an allergic skin reaction. May cause respiratory irritation. May cause cancer. Precautionary statements Prevention: Wear protective gloves. Wear eye or face protection. Use only outdoors or in a well-ventilated area. Avoid breathing dust. Wash hands thoroughly after handling. Contaminated work clothing should not be allowed out of the workplace. Causes eye and skin burns. See Section 4 for additional details. May present risk of engulfment. See Section 7 for additional details. Overexposure to wet cement can cause severe skin damage in the form of chemical bums, including third degree bums. The same severe injury can occur if wet or moist skin is exposed to dry Portland cement. Clothing wet with moisture from cement can transmit the caustic effects to the skin, causing chemical bums. Portland cement causes skin bums with little warning; discomfort or pain cannot be relied upon to alert a person to a serious injury. You may not feel pain or the severity of the burn until hours after the exposure. MEDICAL CONDITIONS WHICH MAY BE AGGRAVATED BY EXPOSURE: Contact with wet cement may aggravate existing skin conditions. Sensitivity to hexavalent chromium can be aggravated by exposure. Response: IF INHALED: Remove victim to fresh air and keep at rest in a position comfortable for breathing. Prolonged and repeated inhalation of respirable crystalline silica-containing dust in excess of appropriate exposure limits has caused silicosis, fibrosis or scar tissue formations in the lungs. Call a POISON CENTER or physician if you feel unwell. IF ON SKIN: Wash with plenty of pH neutral soap and water. Take off contaminated clothing. Wash contaminated clothing before reuse. If skin irritation or rash occurs: get medical attention. Portlandcement may contain trace amounts of hexavalent chromium. Hexavalent chromium is associated with allergic skin reactions which may appear as contact dermatitis and skin ulcerations. Persons already sensitized may react to their first exposure to cement. Other individuals may develop allergic dermatitis after repeated expo- sure to cement. The symptoms of allergic reactions may include reddening of the skin, rash, and irritation. Symptoms of chronic exposure to wet cement may include reddening, irritation, and eczematous rashes. Drying, thickening, and cracking of the skin and nails may also occur. IF IN EYES: Rinse cautiously with water for several minutes. Remove contact lenses, if present and easy to do. Continue rinsing. Exposure to dust may cause immediate or delayed irritation or inflammation. Eye contact by larger amount of dry power or splashes of wet Portland cement may cause effects ranging from moderate eye irritation to chemical bums or blindness. Immediately call a POISON CENTER or physician. IF INGESTED: Irritating to mouth, throat and stomach. Ingestion of large quantities may cause severe irritation and chemical bums of the mouth, throat, stomach and digestive tract. Do not ingest Portland cement. Get immediate medical attention. Storage: Keep container tightly closed in a dry and well-ventilated area. Disposal: Dispose of contents and container in accordance with all local, regional, national and international regulations. Hazards not otherwise classified: Not applicable. OCCL11111 -1 urnpxniIffIITvamriImui.i,cm..i ngredients Substance/mixture: Mixture Chemical name: Calcium compounds, calcium silicate compounds, and other calcium compounds containing iron and aluminum make up the majority of this product. Other means of identification: Cement, hydraulic cement, Portland cement silicate Product Name: Portland Cement Revision Date: May 2015 Page 3 of 12 A MITSUBISHI CEMENT CORPORATION CAS number/other identifiers CAS number 65997-15-1 Product code: Not available. [ngmdient name % AS number 'ortland Cement (main compounds listed in Section 1) 100% 5997-15-1 The structure of Portland cement may contain the following in some concentration ranges: Calcium oxide 0-2.0 1305-78-8 rystalline Silica (Quartz) —0.3 14808-60-7 Hexavalent chromium* 0 -0.003 18450-29-9 Portland cement also contains gypsum, limestone and magnesium oxide in various concentrations. lowever, because these components are not classifiable as a hazard under Title 29 Code of Federal Reaulalions 1910.1200, they are not required to be listed in Gypsum (Calcium Sulfate) 1 -4 13397-24-5 Amestone (Calcium Carbonate) -20 1317-65-3 1agnesium or -4 130948-4 Concentrations shown as a range is due to raw material and process variations. *Hexavalent chromium is included due to dermal sensitivity associated with the component. There are no additional ingredients present which, within the current knowledge of the supplier and in the concentrations applicable, are classified as hazardous to health or the environment and hence require reporting in this section. Occupational exposure limits, if available, are listed in Section 8. Description of necessary first aid measures Eye contact Get medical attention immediately. Call a poison center or physician. Immediately flush eyes with plenty of water, occasionally lifting the upper and lower eyelids. Check for and remove any contact lenses. Continue to rinse for at least 20 minutes. Chemical burns must be treated promptly by a physician. Inhalation: Seek medical help if coughing or other symptoms persist. Inhalation of large amounts of Portland cement requires immediate medical attention. Call a poison center or physician. Remove victim to fresh air and keep at rest in a position comfortable for breathing. If the individual is not breathing, if breathing is irregular or if respiratory arrest occurs, provide artificial respiration or oxygen by trained personnel. It may be dangerous to the person providing aid to give mouth-to-mouth resuscitation. If unconscious, place in recovery position and get medical attention immediately. Maintain an open airway. Skin contact: Get medical attention immediately. Heavy exposure to Portland cement dust, wet concrete or associated water requires prompt attention. Quickly remove contaminated clothing, shoes, and leather goods such as watchbands and belts. Quickly and gently blot or brush away excess Portland cement. Immediately wash thoroughly with lukewarm, gently flowing water and non-abrasive pH neutral soap. Seek medical attention for rashes, bums, irritation, dermatitis and prolonged unprotected exposures to wet cement, cement mixtures or liquids from wet cement. Burns should be treated as caustic burns. Portland cement causes skin burns with little warning. Discomfort or pain cannot be relied upon to alert a person to a serious injury. You may not feel pain or the severity of the bum until hours after the exposure. Chemical burns must be treated promptly by a physician. In the event of any complaints or symptoms, avoid further exposure. Ingestion: Get medical attention immediately. Call a poison center or physician. Have victim rinse mouth thoroughly with water. DO NOT INDUCE VOMITING unless directed to do so by medical personnel. Remove victim to fresh air and keep at rest in a position comfortable for breathing. If material has been swallowed and the exposed person is conscious, give small quantities of water to drink. Have victim drink 60 to 2.40 mL (2 to 8 oz.) of water. Stop giving water if the exposed person feels sick as vomiting may be dangerous. If vomiting occurs, the head should be kept low so that vomit does not enter the lungs. Chemical burns must be treated promptly by a physician. Never give anything by mouth to an unconscious person. If unconscious, place in recovery position and get medical attention immediately. Maintain an open airway. Product Name: Portland Cement Revision Date: May 2015 Page 4 of 12 A MITSUBISHI CEMENT CORPORATION Most important symptoms/effects, acute and delayed potential acute health effects Eye contact Causes serious eye damage. Inhalation: May cause respiratory irritation. Skin contact: Causes severe burns. May cause an allergic skin reaction. Ingestion: May cause burns to mouth, threat and stomach. Over-exposure signs/symptoms Eye contact: Adverse symptoms may include the following: pain, watering and redness Inhalation: Adverse symptoms may include the following: respiratory tract irritation and coughing Skin contact: Adverse symptoms may include the following: pain or irritation, redness and blistering may occur, skin bums, ulceration and necrosis may occur Ingestion: Adverse symptoms may include the following: stomach pains Indication of immediate medical attention and special treatment needed, if necessary Notes to physician: Treat symptomatically. Contact poison treatment specialist immediately if large quantities have been ingested or inhaled. Specific treatments: Not applicable. Protection of first-aiders: No action shall be taken involving any personal risk or without suitable training. It may be dangerous to the person providing aid to give mouth-to-mouth resuscitation. Wash contaminated clothing thoroughly with water before removing it, or wear gloves. See toxicological information (Section 11) Extinguishing media Suitable extinguishing media: Use an extinguishing agent suitable for the surrounding fire. Unsuitable extinguishing media: Do not use water jet or water-based fire extinguishers. Specific hazards arising from No specific fire or explosion hazard. Hazardous thermal Hazardous thermal may include the following materials: carbon dioxide, carbon monoxide, sulfur decomposition oxides decomposition products: and metal oxide/oxides Special protective actions for Move containers from fire area if this can be done without risk. Use water spray to keepcontainers cool. fire-exposed fire-fighters: Special protective equipment for Fire-fighters should wear appropriate protective equipment and self-contained breathing apparatus fire-fighters: (SCBA) with a full face-piece operated in positive pressure mode. Product Name: Portland Cement Revision Date: May 2015 Page 5 of 12 A MITSUBISHI CEMENT CORPORATION Personal precautions, protective equipment and emergency procedures For non-emergency personnel: No action shall be taken involving any personal risk or without suitable training. Evacuate surrounding areas. Keep unnecessary and unprotected personnel from entering. Do not touch or walk through spilled material. Do not breathe dust. Provide adequate ventilation. Wear appropriate respirator when ventilation is inadequate. Put on appropriate personal protective equipment. For emergency responders: For personal protective clothing requirements, please see Section B. Environmental precautions: Avoid dispersal of spilled material and runoff and contact with soil, waterways, drains and sewers. Inform the relevant authorities if the product has entered the environment, including waterways, soil or air. Materials can enter waterways through drainage systems. Methods and materials for containment and cleaning up Small spill: Move containers from spill area. Avoid dust generation. Do not dry sweep. Vacuum dust with equipment fitted with a HEPA filter and place in a closed, labeled waste container. Place spilled material in a designated, labeled waste container. Dispose of waste material by using a licensed waste disposal contractor. Large spill: Move containers from spill area. Approach release from upwind. Prevent entry into sewers, water courses, basements or confined areas. Avoid dust generation. Do not dry sweep. Vacuum dust with equipment fitted with a HEPA filter and place dust in a closed, labeled waste container. Avoid creating dusty conditions and prevent wind dispersal. Large spills to waterways may be hazardous due to alkalinity of the product. Dispose of waste material using a licensed waste disposal contractor. Note: see Section 1 for emergency contact information and Section 13 for waste disposal. Precautions for safe handling Protective measures: Put on appropriate personal protective equipment (see Section 8). Persons with a history. of skin sensitization problems should not be employed in any process in which this product is used. Avoid exposure by obtaining and following special instructions before use. Do not handle until all safety precautions have been read and understood. Do not get in eyes or on skin or clothing. Do not breathe dust. Do not ingest. Use only with adequate ventilation. Wear appropriate respirator when ventilation is inadequate. Keep in the original container or an approved alternative made from a compatible material and keep the container tightly closed when not in use. Empty containers retain product residue and can be hazardous. Do not reuse container. Advice on general occupational Eating, drinking and smoking should be prohibited in areas where this material is handled, stored and hygiene: processed. Workers should wash hands and face before eating, drinking and smoking. Remove contaminated clothing and protective equipment before entering eating See also Section 8 for additional information on hygiene measures. Conditions for safe storage, A key to using the product safely requires the user to recognize that Portland cement reacts chemically with including any incompatibilities: water to produce calcium hydroxide which can cause severe chemical burns. Every attempt should be made to avoid skin and eye contact with cement. Do not get Portland cement inside boots, shoes or gloves. Do not allow wet, saturated clothing to remain against the skin. Promptly remove clothing and shoes that are dusty or wet with cement mixtures. Launder/clean clothing and shoes before reuse. Do not enter a confined space that stores or contains Portland cement unless appropriate procedures and protection are available. Portland cement can build up or adhere to the walls of a confined space and then release or fall suddenly (engulfment). Product Name: Portland Cement Revision Date: May 2015 Page 6 of 12 A MITSUBISHI CEMENT CORPORATION Control parameters Occupational exposure limits Ingredient name Exposure limits Cement, Portland, chemicals ACGIH TLV (United States, 3/2012). TWA I mg/m3 8 hours. Form: Respirable fraction NIOSH REL (United States, 6/2009). TWA: S mg/m3 10 hours. Form: Respirable fraction TWA: 10 mg/n3 10 hours. Form: Total OSHA PEL (United States, 6/2010). TWA: 5 mg/m3 8 hours. Form: Respirable fraction TWA: 15 mg/m3 8 hours. Form: Total dust Calcium oxide ACGIH TLV (United States, 3/2012). TWA: 2 mg/rn3 8 hours. NIOSH REL (United States, 6/2009). TWA: 2 mg/rn3 10 hours. OSHA PEL (United States, 6/2010). TWA: S mg/rn3 8 hours. Limestone NIOSH REL (United States, 6/2009). TWA: 5 mg/m3 10 hours. Form: Respirable fraction TWA: 10mg/rn3 10 hours. Form: Total OSHA PEL (United States, 6/2010). TWA: 5 mg/m3 8 hours. Form: Respirable fraction TWA: 15 mg/rn3 8 hours. Form: Total dust Magnesium oxide ACGIH TLV (United States, 3/2012). TWA: 10 mg/rn3 8 hours. Form: Inhalable fraction OSHA PEL (United States, 6/2010). TWA: 15 mg/in? 8 hours. Form: Total particulates Quartz ACGIH TLV (United States, 3/2012). TWA: 0.025 mg/m3 8 hours. Form: Respirable fraction NIOSH REL (United States, 6/2009). TWA: 0.05 mg/m3 10 hours. Form: respirable dust OSHA PEL Z-3 (United States, 9/2005). TWA: 10mg/rn3 divided by %Si02 + 2: Respirable TWA: 30mg/rn3 divided by %Si02 + 2: Total Calcium sulfate (gypsum) ACGIH Thy (United States, 3/2012) TWA: 10mg/rn3 8 hours. Form: Respirable fraction NIOSH REL (United States, 6/2009) TWA 5 mg/rn3 8 hours. Form: Respirable fraction TWA 10mg/rn3 8 hours. Form: Total dust OSHA PEL Z-1 (United States, 2/2006) TWA 5 mg/m3 8 hours. Form: Respirable fraction TWA 15 mg/m3 8 hours. Form: Total dust Appropriate engineering controls: Use only with adequate ventilation. If user operations generate dust, use process enclosures, local exhaust ventilation or other engineering controls to keep worker exposure to airborne contaminants below any recommended or statutory limits. Environmental exposure controls: Emissions from ventilation or work process equipment should be checked to ensure they comply with the requirements of environmental protection legislation. Product Name: Portland Cement Revision Date: May 2015 Page 7 of 12 A MITSUBISHI CEMENT CORPORATION Individual protection measures Hygiene measures: Clean water should always be readily available for skin and (emergency) eye washing. Periodically wash areas contacted by Portland cement with a pH neutral soap and clean, uncontaminated water. If clothing becomes saturated with Portland cement, garments should be removed and replaced with clean, dry clothing. Eye/face protection: To prevent eye contact, wear safety glasses with side shields, safety goggles or face shields when handling dust or wet cement. Wearing contact lenses when working with cement is not recommended. Skin protection Hand protection: Use impervious, waterproof, abrasion and alkali-resistant gloves. Do not rely on barrier creams in place of impervious gloves. Do not get Portland cement inside gloves. Body protection: Use impervious, waterproof, abrasion and alkali-resistant boots and protective long-sleeved and long- legged clothing to protect the skin from contact with wet Portland cement. To reduce foot and ankle exposure, wear impervious boots that are high enough to prevent Portland cement from getting inside them. Do not get Portland cement inside boots, shoes, or gloves. Remove clothing and protective equipment that becomes saturated with cement and immediately wash exposed areas of the body. Other skin protection: Appropriate footwear and any additional skin protection measures should be selected based on the task being performed and the risks involved. Footwear and other gear to protect the skin should be approved by a specialist before handling this product. Respiratory protection: Use a properly fitted, particulate filter respirator complying with an approved standard if a risk assessment indicates this is necessary. Respirator selection must be based on known or anticipated exposure levels, the hazards of the product, and assigned protection factor of the selected respirator. Appearance Physical State: Solid. [Powder.] Lower and upper explosive (flammable) limits: Not applicable. Color. Gray or white. Vapor pressure: Not applicable. Odor Odorless. Vapor density: Not applicable. Odor threshold: Not available. Relative density: 2.3 to 3.1 pH: >11.5 [Conc. (% wlw): 1%] Solubility Slightly soluble in water. Melting point: >1000°C (>1832°F) Solubility in water: 0.1 to 1% Boiling point: >1000°C (>1832°F) Partition coefficient: n-octanoWwatec Not applicable. Flash point: Not flammable Auto-ignition temperature: Not applicable. Burning time: Not available Decomposition temperature: Not available. Burning rate: Not available. SADT: Not available. Evaporation rate: Not applicable. Viscosity: Not applicable. Flammability (solid, gas): Not applicable. Reactivity: Reacts slowly with water forming hydrated compounds, releasing heat and producing a strong alkaline solution until reaction is substantially complete. Chemical stability: The product is stable. Possibility of hazardous reactions: Under normal conditions of storage and use, hazardous reactions will not occur. Conditions to avoid: No specific data. Product Name: Portland Cement Revision Date: May 2015 Page 8 of 12 A MITSUBISHI CEMENT CORPORATION Incompatible materials: Reactive or incompatible with the following materials: oxidizing materials, acids, aluminum and ammonium salt. Portland cement is highly alkaline and will react with acids to produce a violent, heat-generating reaction. Toxic gases or vapors may be given off depending on the acid involved. Reacts with acids, aluminum metals and ammonium salts. Aluminum powder and other alkali and alkaline earth elements will react in wet mortar or concrete, liberating hydrogen gas. Limestone ignites on contact with fluorine and is incompatible with acids, alum, ammonium salts, and magnesium. Silica reacts violently with powerful oxidizing agents such as fluorine, boron trifluoride, chlorine trifluoride, manganese trifluoride, and oxygen difluoride yielding possible fire and/or explosions. Silicates dissolve readily in hydrofluoric acid producing a corrosive gas - silicon tetrafluonde. Hazardous decomposition products: Under normal conditions of storage and use, hazardous decomposition products should not be produced fSection III Toxicolooicalrmmnnm Information on toxicological effects Acute toxicity: Portland Cement LD50/LC50 = Not available Irritation/Corrosion: Skin: May cause skin irritation. May cause serious bums in the presence of moisture. Eyes: Causes serious eye damage. May cause burns in the presence of moisture. Respiratory May cause respiratory tract irritation. Sensitization: May cause sensitization due to the potential presence of trace amounts of hexavalent chromium. Mutagenicity: There are no data available. Carcinogenicity: Portland cement is not classifiable as a human carcinogen by OSHA, NTP, or IARC. However, Portland cement may contain trace amounts of substances listed as carcinogens by NCP, OHSA, or IARC: crystalline silica, chromium VI compounds, nickel compounds, lead compounds. Ciystalline silica, chromium VI compounds, nickel compounds, lead compounds are known to the State of California to cause cancer. (Title 8 CCR 5194(b)(6)(B)-(C).) Classification ient name OSHA IARC ACGIH NTP nd, chemicals F - - A - 1 4 Known to be a human carcinogen. Reproductive Toxicity: Portland cement may contain trace amounts of nickel and lead compounds. Nickel and lead compounds or substances are known to the State of California to cause birth defects or other reproductive harm. (Title 8 CCR 5194 (b)(6)(B)-(C).) Teratogenicity: There are no data available. Specific target organ toxicity (single exposure) Category Route of Exposure Target Organs and, chemicals E Category 3 Category 3 Inhalation and skin contact Inhalation and skin contact Respiratory tract irritation, skin irritation Respiratory tract irritation, Specific target organ toxicity (repeated exposure) N am ame Category Route of Exposure 'Target Organs Quartz Category I Inhalation Respiratory tract and kidneys Aspiration hazard: There are no data available. Product Name: Portland Cement Revision Date: May 2015 Page 9 of 12 A MITSUBISHI CEMENT CORPORATION Information on the likely routes of exposure Dermal contact. Eye contact. Inhalation. Ingestion. Potential acute health effects: Eye contact Causes serious eye damage. Inhalation: May cause respiratory irritation. Skin contact: Causes severe burns. May cause an allergic skin reaction. Ingestion: May cause burns to mouth, throat and stomach. Symptoms related to the physical, Eye contact Adverse symptoms may include the following: pain, watering, redness chemical and toxicological characteristics: Inhalation: Adverse symptoms may include the following: respiratory tract irritation, coughing Skin contact: Adverse symptoms may include the following: pain or irritation, redness, blistering may occur, skin bums, ulcerations and necrosis may occur Ingestion: Adverse symptoms may include the following: stomach pains Delayed and immediate effects and Short term exposure: also chronic effects from short and long term exposure: i Potential mmediate effects: No known significant effects or critical hazards. Potential delayed effects: No known significant effects or critical hazards. Long term exposure: Potential immediate effects: No known significant effects or critical hazards. Potential delayed effects: No known significant effects or critical hazards. Potential chronic health effects: General: Repeated or prolonged inhalation of dust may lead to chronic respiratory irritation. If sensitized to hexavalent chromium, a severe allergic dermal reaction may occur when subsequently exposed to very low levels. Carcinogenicity: Portland cement is not classifiable as a human carcinogen. Crystalline silica is considered a hazard by inhalation. IARC has classified crystalline silica as a Group 1 substance, carcinogenic to humans. This classification is based on the findings of laboratory animal studies (inhalation and implantation) and epidemiology studies that were considered sufficient for carcinogenicity. Excessive exposure to crystalline silica can cause silicosis, a non-cancerous lung disease. Reproductive toxicity: Portland cement may contain trace amounts of nickel and lead compounds. Nickel and lead compounds or substances are known to the State of California to cause birth defects or other reproductive harm. (Title 8 CCR 5194 (b)(6)(B)-(C).) Mutagenicity: No known significant effects or critical hazards. Teratogenicity: No known significant effects or critical hazards. Numerical measures of toxicity: Acute toxicity estimates: There are no data available. Toxicity Product/ingredient name Result Species Exposure Calcium oxide Chronic NOEC 100 Fish—Oreochromis nioticus— 46 days mgL Fresh water Juvenile (Fledgling, Hatchling, Weanling) Persistence and degradability There are no data available. Bioaccumulative potential: There are no data available. Mobility in soil: Soil/water partition coefficient (Koc): Not available. Other adverse effects: No known significant effects or critical hazards. Product Name: Portland Cement Revision Date: May 2015 Page 10 of 12 at MITSUBISHI CEMENT CORPORATION Disposal methods: The generation of waste should be avoided or minimized wherever possible. Disposal of this product, solutions and any by-products should comply with the requirements of environmental protection and waste disposal legislation and any regional local authority requirements. Dispose of surplus and non-recyclable products via a licensed waste disposal contractor. Untreated waste should not be released to the sewer unless filly compliant with the requirements of all authorities with jurisdiction. Waste packaging should be recycled. Incineration or landfill should only be considered when recycling is not feasible. This material and its container must be disposed of in a safe manner. Care should be taken when handling empty containers that have not been cleaned or rinsed out. Empty containers or liners may retain some product residues. Avoid dispersal of spilled material and runoff, and contact with soil, waterways, drains and sewers. . If Portland cement as supplied becomes a waste, it does not meet the criteria of a hazardous waste as defined under the Resource Conservation and Recovery Act (RCRA) 42 U.S.C. §6903 and 40 CPR 261. 7777 DOT Classification IMDG IATA ber Not regulated. Not regulated. Not regulated. er shipping name F hazard class(es) group ental hazards None. None. None. al information - - - Special precautions for user Transport within user's premises: always transport in closed containers that are upright and secure. Ensure that persons transporting the product know what to do in the event of an accident or spillage. Transport in bulk according Not available. to Annex II of MARPOL 73fl8 and the IBC Code: U.S. Federal regulations: TSCA 6 final risk management: Chromium, ion (Cr6+) United States inventory (TSCA 8b): Portland cements are considered to be statutory mixtures under TSCA. CAS 65997-15-1 is included on the TSCA inventory. Clean Water Act (CWA) 307: Chromium, ion (Cr6+) CERCLA: This product is not listed as a CERCLA substance. Clean Air Act Section 112 (b): Hazardous Air Pollutants (flAPs) - Not listed Clean Air Act Section 602: Class I Substances - Not listed Clean Air Act Section 602: Class II Substances - Not listed DEA List I Chemicals: (Precursor Chemicals) - Not listed DEA List 11 Chemicals: (Essential Chemicals) - Not listed Product Name: Portland Cement Revision Date: May 2015 Page 11 of 12 SARA 311/312 Classification: A MITSUBISHI CEMENT CORPORATION Immediate (acute) health hazard Delayed (chronic) health hazard Composition/information on ingredients Name % Fire hazard Sudden release of pressure Reactive Immediate (acute) health hazard Delayed (chronic) health hazard Calcium oxide A-B No. No. No. Yes. No. Quartz <0.2 No. No. No. No. Yes. Chromium, ion (Cr6.1.) <0.1 No. No. No. Yes. Yes. Nickel Compounds <0.1 No. No. No. Yes. Yes. Lead (Organic & Inorganic) <0.1 No. No. No. No. Yes. SARA 313 Product name CAS number requirements Chromium, ion (Cr6+) 8540-29-9 <0.1 Lead (Organic or Inorganic) -<0.1 rFormR—Reporting Nickel Compounds - <0.1 cation Alternatively, if any of the compounds are not present, state: This product does not contain any constituents listed under SARA Title III Section 313. State regulations Massachusetts: New York: New Jersey: Pennsylvania: The following components are listed: cement, Portland, chemicals, limestone None of the components are listed. The following components are listed: cement, Portland, chemicals, gypsum, limestone The following components are listed: cement, Portland, chemicals, gypsum, limestone California Prop. 65 WARNING: This product contains crystalline silica and chemicals (trace metals) known to the State of California to cause cancer, birth defects or other reproductive harm. California law requires the above warning in the absence of definitive testing to prove the defined risks do not exist. Ingredient name Cancer Reproductive No significant Maximum acceptable risk level dosage level Quartz Yes. No. No. No. Chromium, ion (Cr6+) Yes. Yes. 0.001 tg/day (inhalation) 8.2 micrograms/day (ingestion) Nickel Compounds No. No. No. No. Lead Yes. Yes. 15 pg/day (ingestion) 0.5 micrograms/day (inhalation) International regulations International lists: Canadian Domestic Substances List (DSL): Portland cement is included on the DSL. Mexico Inventory (INSQ): All components are listed or exempted. Product Name: Portland Cement Revision Date: May 2015 A History Date of issue mm/dd/yyyy: 05/20/2015 Version: Revised Section(s): Not applicable. Notice to reader DISCLAIMER: While the information provided in this material safety data sheet is believed to provide a useful summary of the hazards of Portland cement as it is commonly used, the sheet cannot anticipate and provide the all of the information that might be needed in every situation. Inexperienced product users should obtain proper training before using this product In particular, the data furnished in this sheet do not address hazards that may be posed by other materials mixed with Portland cement to produce Portland cement products. Users should review other relevant material safety data sheets before working with this Portland cement or working on Portland cement products, for example, Portland cement concrete. SELLER MAKES NO WARRANTY, EXPRESS OR IMPLIED, CONCERNING THE PRODUCT OR THE MERCHANTABILITY OR FITNESS THEREOF FOR ANY PURPOSE OR CONCERNING THE ACCURACY OF ANY INFORMATION PROVIDED BY MITSUBISHI CEMENT CORPORATION except that the product shall conform to contracted specifications. The information providel.hérein was believed by MITSUBISHI CEMENT CORPORATION to be accurate at the time of preparation or prepared from sources believed to be reliable, but it is the responsibility of the user to investigate and understand other pertinent sources of information to comply with all laws and procedures applicable to the safe handling and use of product and to determine the suitability of the product for its intended use. Buyer's exclusive remedy shall be for damages and no claim of any kind, whether as to product delivered or for non-delivery of product, and whether based on contract, breach of warranty, negligence, or otherwise shall be greater in amount than the purchase price of the quantity of product in respect of which damages are claimed. In no event shall Seller be liable for incidental or consequential damages, whether Buyer's claim is based on contract, breach of warranty, negligence or otherwise. Abbreviations ACGIH - American Conference of Governmental Industrial Hygienists CAS - Chemical Abstract Service CERCLA - Comprehensive Emergency Response and Comprehensive Liability Act CFR - Code of Federal Regulations DOT— Department of Transportation GHS - Globally Harmonized System HEPA - High Efficiency Particulate Air IATA - International Air Transport Association IARC - International Agency for Research on Cancer IMDG - International Maritime Dangerous Goods NIOSH - National Institute of Occupational Safety and Health NOEC - No Observed Effect Concentration NIP - National Toxicology Program OSHA - Occupational Safety and Health Administration PEL - Permissible Exposure Limit REL - Recommended Exposure Limit RQ - Reportable Quantity SARA - Superfund Amendments and Reauthorization Act SDS - Safety Data Sheet TLV - Threshold Limit Value TPQ - Threshold Planning Quantity TSCA - Toxic Substances Control Act TWA - Time-Weighted Average UN - United Nations ASTM C 33 Concrete Aggregate Testing Plant Location: Twin Oaks Date: 8/21/2017 Sampled By: Chris Hand Material: 1X4 Sample Location: Belt Tested By: Chris H Sieve Analysis ASTM C136/117 Testing Per ASTM & Caltrans Selve Size % Retained Passing Specs. sip 4" "I 1/2 0 100 100 1 99 95-100 /4" 26 84 /2" 61 39 25-60 8" 83 17 #4 95 S 0-10 8 97 3 0-5 6 0 0 00 00 Test Performed Results Specification Test Standard Soundness sodium Sulfate 5.10% 18% Max C88 % Flat & Elongated 0% D4791 CrushedFaces 100% D5821 Potential Reactivity See Notes Resistance to Abrasion % Wear,100 Rev. C131/535 6.8% C 131 % Wear,500 Rev. 26.5% 50% C 131 %Wear,200 Rev. N/A C535 %Wear,1000 Rev. N/A C535 Organic Impurities N/A C40 Clay lumps & Friable 0.09% 5 C 142 Lightweight Pieces 0% 1 T113 Sand Equivalent N/A Cr 217 Cleaness Value 81 CT 227 Specific Gravity C127/128 Bulk SpGr OvenDry 2.717 Bulk SpGr SSD 2.742 Apparent SpGr 2.787 % Absoption 0.9% Material Finer Than 200 0.56% 1.0% C117 Notes: Alkaline Reactivity- 45 mmol/L, Disolved Silica- 27 mmol/L This Aggregate Is considered Innocuous. All tanya with the exception of the Aikahine Reactivity, Olsolved Silica, and thetA Abrathon were peifonnedla house ASTM C 33 Concrete Aggregate Testing Plant Location: Twin Oaks Date: 8/21/2017 Sampled By: Chris Hand Material: 3/8" Sample Location: Belt Tested By: Chris H Sieve Analysis ASTM C136/117 Testing Per ASTM & Caltrans Selve Size % Retained Passing Specs. U U 1/2" /4" 1_ 0 100 100 3/8" 5 95 1 85-100 #4 75 25 10-30 #8 95 5 0-10 # 97 3 0-5 #30 #50 #100 #200 Test Performed Results Specification Test Standard soundness Sodium sulfate 4.20% 18% C88 % Flat & Elongated 0% 04791 Crushed Faces 100% 05821 Potential Reactivity See Notes Resistance to Abrasion % Wear,100 Rev. C131/535 2.3% C 131 % Wear,500 Rev. 10.4% 50% C 131 % Wear,200 Rev. N/A C 535 % Wear4000 Rev. N/A C 535 Organic Impurities N/A C40 Clay Lumps & Friable 0.00% 5% C 142 Ughtweight Pieces 0% 1.00% 1113 Cleanness Value 79 Cr 227 Specific Gravity C127/128 Bulk SpGr Oven Dry 2.670 Bulk SpGr SSD 1 2.717 Apparent SpGr 2.800 % Absoption 1.70% 1 Material Finer Than 200 0.35% 1 1.00% Notes: Alkaline ReactivIty. 60 mmol/L, Disolved Silica- 31 mmol/L This Aggregate Is considered innocuous. All tests with the exception of the Alkaline Rexctivlty liusalved Silice, and the LAAbnsion wem peifonnud In house ASTM C 33 Concrete Aggregate Testing Plant Location: Chandler - Sierra Date: 8/18/2017 Sampled By: Chris Hand Material: wcS Sample Location: Stock Pile Tested By: ChrisH Sieve Analysis ASTM C136/117 Testing Per ASTM & Caltrans ;i;; Size Retained Passing Specs. 4" 211 /4" 1/2" /8 0 100 100 4 0 100 95-100 #8 - 12 88 80-100 6_ 39 61 50-85 0_ 62 38 25-60 0 79 21 5-30 00 90 10 0-10 00 96 4 Test Performed Results Specification Tets Standard % Flat & Elongated N/A D4791 CrushedFaces N/A D5821 Resistance to Abrasion %Wear,100 Rev. N/A C131/535 N/A C131 %Wear,500 Rev. N/A C131 % Wear,200 Rev. N/A C 535 %Wear,1000 Rev. N/A C535 Organic Impurities 1-Satisfactory DmterThan Std. C40 Clay Lumps & Friable 0.00% C 142 Lightweight Pieces 0% C 123 SandEquivalent 76 Cr 217 FinenessModulus 2.82% C 136 Specific Gravity C127/128 Bulk SpGr OvenDry 2.60 % Absoption 1.90% Notes: Alkalinity Reduction- 95 MMOVL, Disolved Silica- 167 mmol/L This Aggregate is considered Innocuous. Gradation, FM, and SE performed 8l18/17 by Superior SM lab. Other results from United bnpectlon &Testhig report 2016 The Euclid Chemical EUCON NW Water Reducing Admixture EUCLID CHEMICAL Description EUCON NW is a concentrated solution of refined lignosulfonate, polymer and other water reducing and plasticizing chemicals. EUCON NW has no added chlorides and will not promote the corrosion of steel. EUCON NW is a water-reducing, normal-set admixture for concrete which provides a more plastic and cohesive mix in fresh concrete and better durability, reduced shrinkage and less permeability in the hardened concrete. Primary Applications Ready mixed concrete • Ughtweight concrete Prestressed concrete • Expansive concrete Precast concrete • General purpose concrete Features/Benefits -10 Provides easier handling and finishing Increases strength Provides increased durability • Reduces shrinkage and permeability Technical Information Perfomance Data The following test results were achieved using typical ASTM C 494 mix design requirements, 517 lblyd3 (307 kg/rn3) cement content and similar (± 0.5)% air content. These results were obtained under laboratoryconditions with materials and mixdesigns meetingthespeciflcations of ASTM C 494. Changes in materials and mix designs can affect the dosage response of EUCON NW. Eucon NW Coniprissluc Sength Oats (psi) GOOD Sao 3000 Ei 4300 2210 2022 1000 30*y 70.y 210.y Eucon NW Sit Thns Ruuiti (hr:m!n) 0,20 S 4.4. 5110 4:00 IAS 2,24 112 Packaging EUCON NW is packaged in bulk, 275 gal (1041 L) totes, 55 gal (208 L) drums and 5 gal (18.9 L) pails. 1 year in original, unopened package. Specifications/Compliances EUCON NW meets or exceeds the requirements of: ASTM C 494, Type A & 0 MSHTO M 194 Directions for Use EUCON NW is typically used at dosages of 2 to 6 oz per 100 lbs (130 to 390 mL per 100 kg) of cementitious material. Higher dosages are acceptable with prior testing and confirmation of the desired performance with specific materials being used. EUCON NW should be added to the initial batch water of the concrete mixture. Do not dispense onto dry cement. Care should be taken to maintain EUCON NW above freezing; however, freezing and subsequent thawing will not harm the material if thoroughly agitated. Add to mix independent of other admixtures. In all cases, consult the Safety Data Sheet before use. Rev. 6.15 WARRANT' The Euclid Chemical Company ('Eudid) solely and expressly warrants that its products shall be free from defects In materials and workmanship for one (1) year from the date of purchase. Unless authorized in wilting by an officer of Euclid. no other representations or statements made by Euclid or Its representatives, in writing or orally, shall alter this warranty. EUCUD MAKES NO WARRANTIES, IMPUED OR OTHERWISE. ASTO THE MERCHANTABILITY OR FITNESS FOR ORDINARY OR PARTICULAR PURPOSES OF ITS PRODUCTS AND EXCUJDES THE SAME. If any Euclid product fails to conform with this warranty. Euclid will reptacethe product at no cost to Buyer. Replacement of any product shall be the sole and exclusive remedy available and buyer shall have no claim for incidental or consequential damages. Any warranty claim must be made within one (1) year from the date of the claimed breaclt Euclid does not authorize anyone on its behalf to make any written or oral statements which In any way after Euclid's Installation Information or Insliuclions In Its product literature or on its packaging labels. Any Installation of Euclid products which tails to conform with such installation Information or Instructions shell void this warranty. Product demonstrations, If any, are done for Illustrative purposes only and do not constitute a warranty or warranty alteration of any kind. Buyer shall be solely responsible for determining the suitability of Euclids products for the Buyer's Intended purposes. + SAN DIEGO REGIONAL HAZARDOUS MATERIALS QUESTIONNAIRE OFFICE USE ONLY RECORD ID# PLAN CHECKIS DWZn1-44P-'Ofl(nZZ7 BP DATE 11 Business Name Business Contact Telephone II Verlzon Wireless: Carlsbad State St. Myrna Allende (949) 286-7000 x Project Address City State Zip Code APN# 2600 Carlsbad Blvd. Carlsbad CA 92008- 203-054-33-00 Mailing Address City State Zip Code Plan FIIe# 15505 Sand Canyon Avenue, Bldg. D-104 Irvine CA 92618- Project Contact Applicant E-mail Telephone U Carlos Baltazar cbaltazar@boothsuarez (619) 749-1324 x The following questions represent me 1ac1111ys activities, nuf me specific project aescripuon. ift: Indicate by circling the item, whether your business will use, process, or store any or me toiiowing nazarcous materlaus. IT any or ins items are circiso, applicant must contact the Fire Protection Agency with jurisdiction prior to plan submittal. 05 Occupancy Rating: Facility's Square Footage (including proposed project): ... 1. Explosive or Blasting Agents 5. Organic Peroxides 9. Water Reactives 13 C7 .,r1H1'.D.fth __________ 6. Oxidizers 10. Cryogenics Hazards q 3.. COfl5ComSbstjble 7. Pyrophorics 11. Highly Toxic or Toxic Materials 15. None of These. mmabIe Solids 8. Unstable Reaclivas 12. Radioactives PART II: SAN DIEGO COUNTY DEPARTMENT OF ENVIRONMENTAL HEALTH — HAZARDOUS MATERIALS DIVISION (HMD): If the answer to any of the questions is yes, applicant must contact the County of San Diego Hazardous Materials Division, 5500 Overland Avenue, Suite 110, San Diego, CA 92123. Call (858) 505.6700 prIor to the issuance of a building permit. FEES ARE REQUIRED Project Completion Data: Expected Date of Occupancy: YES NO (for new construction or remodeling projects) 181 0 Is your business listed on the reverse side of this form? (check all that apply). 0 181 Will your business dispose of Hazardous Substances or Medical Waste In any amount? 0 181 Will your business store or handle Hazardous Substances in quantities grepter than or equal to 55 gallons. 500 pounds and/or 200 cubic feet? EIe.ftoly4e C 01 J' b'-"-' 54iS 0 Will your business store or handle carcinogens/reproductive to1ns In an? quantity? 0 181 Will your business use an existing or install an underground storage tank? 0 0 Will your business store or handle Regulated Substances (CalARP)? 0 0 Will your business use or install a Hazardous Waste Tank System (Title 22. Article 10)? 0 181 Will your business store petroleum In tanks or containers at your facility with a total facility storage capacity equal to APCD requirements. San Diego, CA 92131. YES NO L DISTRICT (APCD): The following questions are Intended to identify the majority of air pollution onal measures not Identified by these questions. Some residential projects may be exempt from please contact APCD at aocdcomotEtsdcountv.ca.00v: (858) 586-2650; or 10124 Old Grove Road, 0 181 Will the project disturb 160 square feet or more of existing building materials? 0 181 Will any load supporting structural members be removed? If yes, contact APCO prior to Issuance of a building or demolition permit. A notification may be required at least 10 working days prior to commencing demolition. 0 0 (ANSWER ONLY IF QUESTION I or 2 IS YES) Has an asbestos survey been performed? J 0 (ANSWER ONLY IF QUESTION I or 2 IS YES) Based on the survey results, will the project disturb any asbestos containing material? If yes. contact APCD prior to the Issuance of a building or demolition permit. A notification may be required at least 10 working days prior to commencing asbestos removal. 0 1@ Will the project or associatedconstruction equipment emit air contaminants? See the reverse side of this form or the ARCO lactsheet (www.sdaqcd.oraflnfoffaclSloermilS.Pdf) for typical equipment requiring an APCD permit. If yes, contact APCD prior to the Issuance of a building 0 0 (ANSWER ONLY IF QUESTIONS IS YES) Will the projector associated construction equipment be located within 1,000 feet of a school boundary? Briefly describe business activities: Briefly describe proposed project: Wireless teleconotunicat ions New _Cell Site wlgen, bati, equip, & ,antenaS under pen;k1ty pf perjur that to the best of my knowledge and FOR OFFIAL USE FIRE DEPARTMENT OCCUPANCY CLASSIFICATION:__________________________________________________________________ BY: DATE: EXEMTJ5.fO FURTHER INFORMATION REQUIRED RELEASED FOR BUILDING PERMIT BUT NOT FOR OCCUPANCY RELEASED FOR OCCUPANCY APCD COUNTY-HMD APCD COUNTY-HMD APCD REVIEWED ?J j&SIGNAMW*1 *AVamp this box! ant xempts businesses tram completing or updating a Hazardous iviarerisis DU5Ifl5S nan uh1r penuaiiiu ra9uuIuuIuIw 11107 ouuu aPIJ Y, HM-9171 (08115) County of San Diego - DEH - Hazardous Materials Division CaiARP Exempt Date InitIals E3 CalARP Required Date Inilials CalARP Complete Date Initials 'ceityOf Garlsbad Print Date: 67/26/2019 Permit No: PREV2018-0282 Job Address: 2600 Carlsbad Blvd, Cs Permit Type: BLDG-Permit Revision Work Class: Residential Permit Revision Status: Closed - Finaled Parcel No: 2030543300 Lot #: Applied: 11/07/2018 Valuation: $0.00 Reference #: Issued: 11/28/2018 Occupancy Group: Construction Type: Permit 07/26/2019 Finaled: *1 Dwelling Units: Bathrooms: Inspector: MColI Bedrooms: . Orig. Plan Check #: CBC2018-0110 Final Plan Check #: Inspection: Project Title: Description: VERIZON: CHANGING THE LOCATION OF LIGHT POLE / EQUIPMENT CHANGES / REVISION TO SLAB / TRENCH REVISION Applicant: BOOTH AND SUAREZ ARCHITECTURE INC J.D. NEWMAN 1283 E Main St, 200 El Cajon, CA 92021-7209 760-855-6441 Owner: ARMY AND NAVY ACADEMY CARLSBAD CALIFORNIA Po Box 3000 CARLSBAD, CA 92018 FEE • AMOUNT BUILDING PLAN CHECK REVISION ADMIN FEE $35.00 BUILDING PLAN CHECK REVISION ADMIN FEE $157.50 FIRE Plan Review Per Hour - Office Hours • • 0 $136.00 Total Fees: $328.50 Total Payments To Date: $328.50 Balance Due: $0.00 Building Division 0 1635 Faraday Avenue, Carlsbad CA 92008-7314 1 760-602-2700 1 760-602-8560 f I www.carlsbadca.gov / (City of Carlsbad PLAN CHECK REVISION Development Services Dividon APPLICATION ng 5 yAew B-IS. 7O6O2-2719 wLwadca,gQg Plan Check Revision No '?J()Jg Original Plan Check No. CBD20I8-01 10 ProjectAddrs 2600 Carlsbad Boulevard, Carlsbad, CA 92008 Date 11/08/2018 Contact Joseph Newman Ph 760-855-6441 Fax N/A Emafl jdnewman@boothsuarez.com .ContactAddress 1283 East Main Street Suite 200 Cijy, El Cajon Zp 92021 GeneraJScope:o? Work Shift of proposed Verizon light pole of 4'-8" to the southeast OtpiflSPTPa(ed y thtr.egine ons.ntbesgned&stanpedbyt. peon. 1. Elements revised: 2. . Describe roRsinde1ai1- 3. -Usr.pa!WqsPmhu.e each revidw 1k hn 4. ML5t muftedsheM 1øtrratrce Proposed Verizon Wireless light pole shift of 4'-8" to the southeast A-0, A-0.4, A-i, A-0,A-0.4, A-I, from previously approved location to accommodate existing storm A-4, A-7, 0-3, A-4, A-7, D-3, drain inlet. E-2, E-3, E-6 E-2, E-3, E-6 Proposed Verizon Wireless equipment changes including antennas A-0.3, A-8, D-I, A-0.3,A-8, D-I, and RRU's. 0-2, 0-3, E-6 0-2, 0-3, E-6 Proposed revision to concrete slab supporting equipment cabinets. A-6 A-6 Proposed utility trench revision to accommodate existing storm drain. A-4, D-3 A-4, 0-3 Note: Revised sheets include an (*) next to the sheet number. Each revision includes a revision cloud with a delta 2. 5 Does this revisor in anyvy aSter the emnarofthe proleMT [3 Yes 6.. Does this,,re%dision add JYnew oorareas? 0 Yes No 7. Does this revision affect any fire related issues? [J Yes MV, No S. Is this a complete set? [] Yes No Ca1 C 92Oti5 761iZ-29 E 762M55 £wiit www.carlsbadca.gov EsGil A SAFEbuILtCompariy DATE: 11/16/2018 U APPLICANT 2BRIS. JURISDICTION: (ity-of-CarlsbTa4 PLAN CHECK #.: CBC2018-01 10.REV(PREV2O18-0282) SET: I PROJECT ADDRESS: 2600 Carlsbad Blvd. PROJECT NAME: Verizon Carlsbad State Street MTX40/BSC26/MCE Revisions The plans. transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. E The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. LI The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: EsGil staff did not advise the applicant that the plan check has been completed. EsGil staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: : Email: Mail Telephone Fax In rson LI REMARKS: By: David Yao Enclosures: approved plan EsGil 11/8/18 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 Cjy of Carlsbad CBC2018-01 10.REV(PREV2O18-0282) 11/16/2018 (DO NOT PAY— THIS IS NOT AN INVOICE) VALUATION AND PLAN CHECK FEE JURISDICTION: City of Carlsbad PLAN CHECK #.: CBC2018- 01 10.REV(PREV2018-0282) PREPARED BY: David Yao DATE: 11/16/2018 BUILDING ADDRESS: 2600 Carlsbad Blvd. BUILDING OCCUPANCY: BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) cell site revisions Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code 1cb IBY Ordinance Bldg. Permit Fee by Ordinance V V Plan Check Fee by Ordinance Type of Review: El Complete Review El Structural Only D Repetitive Fee Repeats * Based on hourly rate D Other El Hourly EsGil Fee 1.5 Hrs.@ $105.00 I $157.501 Comments: Sheet of