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Home My WebLink About2111 PALOMAR AIRPORT RD; ; CB161282; PermitCity of Carlsbad 4 1635 FaradayAv Carlsbad, CA 92008 05-03-2016 Commercial/Industrial Permit Permit No: CB161282 Building Inspection Request Line (760) 602-2725 Job Address: 2111 PALOMAR AIRPORT RD CBAD Permit Type: TI Sub Type: INDUST Status: ISSUED Parcel No: 2130701400 Lot #: 0 Applied: 04/01/2016 Valuation: $150,000.00 Construction Type: NEW Entered By: JMA Occupancy Group: Reference # Plan Aproved: 05/03/2016 Issued: 05/03/2016 Inspect Area Plan Check #: Project Title: 2111, 21221, 2131,2141 PAR: EXTERIOR RENOVAITON, SHADE CANOPIES, HARDSCAPE, ADA PATH OF TRAVEL UPGRADES Applicant: Owner: HURKES HARRIS DESIGN REALTY ASSOCIATES FUND VII L P STE 100 C/O TA ASSOCIATES REALTY 1620 5TH AVE 1301 DOVE ST #860 SAN DIEGO CA 92101-2787 NEWPORT BEACH CA 92660 619-702-0380 Building Permit $803.56 Meter Size Add'l Building Permit Fee $0.00 Add'I Red. Water Con. Fee $0.00 Plan Check $562.49 Meter Fee $0.00 AddI Building Permit Fee $103.74 SDCWA Fee $0.00 Plan Check Discount $0.00 CFD Payoff Fee $0.00 Strong Motion Fee $42.00 PFF (3105540) $0.00 Park Fee $0.00 PFF (4305540) $0.00 LFM Fee $0.00 License Tax (3104193) $0.00 Bridge Fee $0.00 License Tax (4304193) $0.00 BTD #2 Fee $0.00 Traffic Impact Fee (3105541) $0.00 BTD #3 Fee $0.00 Traffic Impact Fee (4305541) $0.00 Renewal Fee $0.00 PLUMBING TOTAL $0.00 AddI Renewal Fee $0.00 ELECTRICAL TOTAL $0.00 Other Building Fee $0.00 MECHANICAL TOTAL $0.00 Pot. Water Con. Fee $0.00 Master Drainage Fee $0.00 Meter Size Sewer Fee $0.00 AddI Pot. Water Con. Fee $0.00 Redev Parking Fee $0.00 Red. Water Con. Fee $0.00 Additional Fees $0.00 Green Bldg Stands (SB1473) Fee $6.00 HMP Fee ?? Fire Expedidted Plan Review $0.00 Green Bldg Standards Plan Chk TOTAL PERMIT FEES $1,517.79 Total Fees: - $1,517.79 Total Payments To Date: $1,517.79 Balance Due: $0.00 FINAL APIPR Z VAL Inspector: fT6i't Date: 'n/ 7 Clearance: NOTICE Re tce NOTICE that appimd of your pteci induces the In' dfs, dedicators, reservations, or other crE hereafter collectively rerri to T/as' You hae 90 days f!rnl the date this pernit wm. issued to protest inxba, of these fees/exaias. If you protest bvm you mist fdlowtfe pest Vocedures set forth in CbArTnent Code Sm )(a), and file the pt aid any cife reqired iraueai with the City rfcz prrxessing in axtria,te wth Carlsbad IVthar2J Code Sm a.030. Fkietotinyfdlcwthat procedure will bar any subsequent legal action to attack rwew, set aside, void, or arni their inpbcn You are barelj RR11-ER Nfl11REDthet your right to pttt the specified feestaGactions DOES NOT AFFtYto water and seer connection fees and capacity das, ru panning zoning,gaing or c*!her anila apçicatiai pxessrrg or cefees in ccrucn Wth this project. NCR DOES ITAif1Yto any fms of with 'oj have rreiay been cu, a NOTICE stnilar to this. or as to Wichtba statute ci limitations has cteictv cse qred. City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Storm Water Pollution Prevention Plan (SWPPP) Permit 05-03-2016 Permit No:SW 160157 Job Address: 2111 PALOMAR AIRPORT RD CBAD Permit Type: SWPPP Status: ISSUED Parcel No: 2130701400 Lot #: 0 Applied: 04/01/2016 Reference #: Entered By: JMA CB#: CB161282 c Issued: 05/03/2016 Inspect Area: Project Title: EXTERIOR RENOVATION, SHADE Tier: 1 CANOPIES, HARSCAPE, ADA PATH OF TRAVEL UPGRADES Priority: L Applicant: WHITE CONSTRUCTION 2524 GATEWAY RD CARLSBAD CA 92009 760-931-1130 Emergency Contact: SUNNY VALENT.INO Owner: REALTY ASSOCIATES FUND VII L P C/O TA ASSOCIATES REALTY 1301 DOVE ST #860 NEWPORT BEACH CA 92660 760-607-3041 SWPPP Plan Check $49.00 SWPPP Inspections $59.00 Additional Fees $0.00 TOTAL PERMIT FEES $108.00 Total Fees: $108.00 Total Payments To Date: $108.00 Balance Due: $0.00 FINAL APPROVAL SIGNATURE ITHE0wING APPROVALS REQUIRED PRIOR TO PERMIT ISSUANM OPLANNING DENGINEERING DBU.ILDDIG DFIR DHEALTh DHAZMATIAPCD BuiIdiflg Permit Application Plairi Chock No. C,I,. lit 'Value 4 City of 165 Farday,Av., Cabád, CA 920,08. Ph: 760-602-2719 Fax: 760-602-8558 Carlsbad Pian Ck. Deposit Date 11.1-16 lswppp l co- 151 WWW.CartsbadCa.gOV JOB ADDRESS - - 2111, 2121,213112141 Palomar Airport Rd Cai1 WA I 213 - 070 - 13 - ST/PROJECT N LOTN PHaSE.a C OF UNIS I BEDROOMS CBAThROOMS TPWIT BUSINESS NCME CO SR. TYPE OC GROUP 1 1 DESCRIPTION OF WORK: ffi01ud..SqireeetcAed,se) EXTERIoR RENOVATiON, SHADE CANOPIES, HARDSCAPE, ADAPATH OF TRAVEL UPGRADES EXISTING USE Office bldg etetiOr PROPOSED USE Office bldg.exteriQr GARAGE (SF) PATIOS (SF) JDEW(SF) FIREPLACE YEiD. ricO AIR CONOmONING ,!ESDN9I FIRE SPRINKLERS YESNPD . .-.- — Hurlesm Has Design Associates PROPYOWN EDNAME Brookwood CB 411, II, LLC ADDRESS 1620 5TH,Ave, Suite #1.00 ADDRESS - 40S1sieffa.*ve:SuIte201 pay - STATE ZIP Sin Diego CA 92101 CITY . . STATE ZIP SolanaBeaCh CA 92075 PHONE 6197024380 FAX PHONE (858)7204559 FAX EMAIL .- . . shernandezchhdainc.com. EMAIL ., DESIGN PRO ESSIONAL . ________________________________________ CONTRACTOR BUS NAME ft de Constwon ADDRESS ADDRESS ___________________________________________ 2524 Gateway Road. CITY STATE p. . CITY STATE ZIP . __________________________________________ Carlsbad CA :92009 PHONE FAX PHONE FAX (160)9314130 EMAIL EMAIL . - angeIacwhItecoflsfrUCtiOfliflc.com STATELIC STATEUCI 452513 CLASS 8 c 1Js.ucjr 1202380 Wcdisrs Compensation Dedarution I hereby a1thrn wpenabypagriyoned(he I iiive .nww maintain a cwtiflcete ciconserttoseif4nsuru tirwodrers conipensailonas provided bySeLton 370001 the LAW Code forthe pedormalce of odifor which this ;e wed LJ I have ad wll maintain woders cornasnution as reQuited bvSec*ron 3100 Of Ire Labor Code for the performance of tie work for wIdth ties permits ssue Myworkets comperisalkmn krsurqnce canle! and policy ramberare InsuraiceCo_Everest National Insurance Co pyp 7600014158161 1/1/2017 1b.sechon reed notbecorflpleted lithe pertrdt is for one hitrdrèd doUble (5100) or less. .. U CertifIcs of Exemption Icsetify thaimthe p rcoof orrwitidi lies pethfttslssued I snail notemployany person km any mannerso ask, become srJert tothe Workers Conperwaifon kawscd Caltomla. WAR?WIG Failure to secure satlon coverage I. unlawful and shall subjactar anployer to akrilnal penaltIes and civil fines up to one horidied thousand dofisra (5100,000), In addition to the Cost of compensatIon, Providedo 37060 ntsrsit md.allornWs foes.. CONTITRSIWIAURE__DAGE#T DATE 3/31/2016 IhyofmUwfernerannCoeba*?.sLJconse Law jwfjjg me=- - I asowneroithe property Or my eniployeeswrth wages as their sole compensattin WI dothe work and the sinictije Is not Wended or offered for sale (Sec. 7044 Busituess reid Professions Code The Contractors License Law does not apply ID an ownerof prOperty who brAidk or knproues thereon, and who does such work himself or through his on errdoyees provided that such itirprovemenis are not kitanded or offered for sale. If, however, the bulkiing or ITiprovement is sold witebu one year of completion, the oveier-bjerwiI have the burden of proving th btdldocknpcovebm purpm.01 6818). [J I as owner of the property ant exduslvely contracting with Icansed contractors to constnicl the project (Sec. 1044 Business and Professions Code The Contractor's License Law &rs not apply to an owner of property who Wilds orknproves thereon, and con for such projects thcon s)medpjltothe Contractors License Law). 0 lan eiren,ltwlderSec&n I personally plan to provide the major labor and malertafe Inc construction of the proposed property kimproveniert [Dyes 0% 2.1 (have/have not) signed an apprcatfen tore building pemrlt for the proposed wort 31 have contracted veth the following person (finn) to provide the proposed constriction (kidude rare adduss/phone /conhaclers license number) 4 I plan to provide portions of the work bull have fared the following person to coorditiate supervise and provide the major work (indude name / address !phone /corSactnrs license number) 5.1 ad! provide some of the work but have contracted (hired) the foliowing persons to.provide the work kidicàtad (indride new I address I Owns /type of work): - ,ePROPEIftY QM0 SIGNATURE' - []AGENT - DATE - Is.ftap*WortigumbilftacctipaitmqjMtosubVabtdnessphnW*hwzdouswoMaism*MmfDrmofftmwaomlaWvevftonpWamwwWSecoons25W5 25533er25534 01 the Nasky Tanner H Substance AerouMAct? aYes QND Is ftapplicantorfulure WfIftouarparlreqidted Ioo01n a pernilkom the wpomrxn controldlsblctor atr quardy maemenIsti1ct? Byes ri No Is thefedity b udedvtftdn 10 thee yofaedioolslte? *Yes tuNe IF ANY OF ThE ANSRS ARE YES AFINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQuIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND TIE AIR POLLW1ON CONIROI. DSSTRCT I hereby afflim that there is ennstruationlendltg agencybthepedo!nn work Ift pennitis issued (Sec 3097 (I) CMI Code). Lens Name I,es Address, IhemeyaithotsenofeyofCar1sbad benrtcm the skióse rnenloned pepertybissptn xses IALSOAGITOSAVE P WY ANDK HA ESS1 ECIIY OF CN.SBAD ACAISLLUASUflES.JGMBUSCOSTSANOD0NSESWHICH MAY P1 ANY WAY ACCFIJE AGAINST SAID CI1Y IN CON BCECFThEORANTF1GOF1)US IT O{k An OSHApeimlis reaad is oreover5epaivldemnercensbuthonds*usksesor3s,desis hehL EQtRATION Everypm sued by the ThJng O uederlerxo eoft des naidbecz,memjlendvokl tha oroik wI1ondbysLdi pemimencdwthm l00thys torn thedofsuth pern comeriredbapedodof180da)s(den 1064 4Uiabm *Cde) JgPPINITSIGKATURE ,. \0d-;e-'1\-( DATE 9 STOP: THIS SECTION NOT REQUIRED FOR BUILDING PERMIT ISSUANCE. Complete the following ONLY If a ertificate of Occupancy will be requested at final inspeCtion. Fax (760)6024560, EmaIl biTdinorIbadca govoi-Maii the an pleted form to City of Cadsbad, Buiding D(vision 1635 Faraday Avenue, Ciftback ColfOmia 92008. COO: (em U. Onw CONTACT NAME OCCUPANT NA ADDRESS BUIlDING ADDRESS CITY STATE ZIP CITY STATE ZIP Carlsbad CA PHONE FAX - - EMAIL OCCUPANTS BUS. 110. No. DELIVERY OPTIONS PICK UP CONTACT (Listed above) OCCUPANT (Listed above) CONTRACTOR (On Pg. 1) MAIL TO: CONTACT (Listed above) OCCUPANT (Listed above) ASSOCIATED CB#______________________ CONTRACTOR (On P. A) NO CHANGE IN USE! NO CONSTRUCTION MAIL/ FAX TO OTHER: CHANGE OF USE/ NO CONSTRUCTION .gAPPUCANT'S SIGNATURE DATE ft.. rmitType: BLDG-Commercial :' Application Date: 04/01/2016 Owner: BROOKEWOOD Ill, LLC Work Class: Tenant Improvement '- issue Date: . . 05/03/2016 Subdivision: , Status: Closed - Finaled Expiration Date: - 08/07/2017 Address: 2111 PalomarAirport Rd • . . .. Carlsbad, CA 92009 4 IVR Number: - 713514 Scheduled Actual S Inspection Type No. inspection Status rInspection Primary Inspector Reunspection Complete Date Start Date 11/08/2016 11108/2016 BLDG-14 000430-2016 ' . Passed Andy Krogh - ,. Complete ft. Frame/Steel/Bolting! ft . . - Welding (Decks) - - - Checklist item COMMENTS . - Passed ft BLDG-Building Deficiency Remaining canopies - Yes .031 14/2017. 03/14/2017 BLDG-Final 016334-2017 Passed Andy Krogh ft - Complete - - Inspection -. .1 Checklist Item COMMENTS . ft . . Passed - - BLDG Structural Final Yes .1 ft .• , - ft ft . \ . ft. ftftft., ft• . . -j ft. . ft I .: . .. 1 ft. ... ft - .• ft . - . ft ft ., ft ft . ft ft.." .• ft I ., ft. ft ft ft I , . ft ft . ... . *ft -. . -. • • '*,.. ftft ft fft .. ft ft 'ft ft ft.. ft ft• . - ft . . .ft ft ft. . ft - ft c•. ' . . ' -. ' P / :" - . ' - . - r ft ft . ft. .- V ft. ft ft . ft ft. ft ft ft ft.. ;, ft f ft• ft. ft.ft.. ftft ft .1 ft. .. ft ft . ft ...: ' ft ft ft . 4 ft ft ft ft - ft ft.-• 'ft ft. ft 'ft 4 ft ft .ft ft ft . ft ' ft ft ft ft March 14,20`17 ' ft ft ft ft. ft ft ft ft . ft Page 1 of 1 l ft . ft ft ft ft .t_ ft ft ft ft ft . ft ft ft S. S Inspection History: 10/05/2016: 14-BLDG-Frame/Steel/Bolting/Welding Partial Approval Completed By AEK 2111 NORTH,2121 NORTH,2141 BOTH PENDINGPCR FOR NEW MATERIAL WITH NEW INSTALL; 09/13/2016: 92-BLDG-Compliance Investigation Approval Completed By AEK panel question I S I S City of Carlsbad 16-1282 4113/16 4. \ crr OF CAD] V' SPECIAL INSPECTION AREEMENT B45 Development Services Bu1Idng mVwbh 1635a Avenue 76U.*2719 re jrd$p ,.ii SutuII 9 cna%rsIteng. 4r ectq3!Arfn1t.-. 1(0 pij• 2\\\ 2\T2\1 2.X3\) 2-\4\ Qw\fCx 20oô (c \ & A. THIS-SECTION MUST BEOMPLETED BY THE PROPERTY OWN9IAUTHORD AOENT Please deck It you ai'e Owner-Budder U. çlfucheckad as o rbuiIderi muao'npMeSecon B ofThisereement - Na ni pj• sJô i,-/ F o 'i LL •O-) U 16 20 p-I 4L/7v-, 100 J ?)ta EmäTh I p, (?7,'lAJ - Phàe69 72 -0320 o. •. -. lam: ,peitQrec ukchltect..of Record DErineeróf Record. afltornla Restra iou Number . . Bcplratlon AGREEMENT: I, Thnde neddecbre under penafty of underthe laws of the State ofCa1lfcm, that 1 hayeread, understand, scknodecfg promse to corrq,ly wth-tiie City. of Carlsbad requirements for special iruspections, struraI bseuvahons, consbbo iiatenals) )g.açid off-sIte fabntbon of building components as prescribed in the statement of special i on the appixivedplaps and, as required by the California iiIdir,Cod tign Date:__________ L rt,mgforI b&ñtdr fnel-blilder. .(O7CBO, Ch 17, Se1an 1706). This section mistbecothp(eted by the CasCornpary Name White Construction, Inc. PM&SO err me: aop) MaIllr.Address.2524 Gateway Road, Carlsbad, CA 92009 Email: Dave(&whiteconstructioninc.com 760-931-1130 StteofCaUtprnla Cortà U nseNumher:_452513 Expiration cti 02/28/2018 i8C1O1owlee and, amaware, of SpecioFrquhan%ents dwitained ifj thetätémrtofspecia! iruspe.tins )3 on plari; I aciøiwlee that control will he rclsed to ottaih conformance with the conStruction docLirerts approved by the bui1dIh.o1ficia!; Iwill have In-place procedures for exercising portroi withIn our the contráctor') ornization, for the method and frequency p1 rtiriid the difrthtihon aitha repets and I rtiry that 1ill have a qualifieø person within our (the nritraolors) orgarvation to exercise such control I will ,., k4oø ,mI IMHm.I. .. ,R3SPL SignSture:_i9-&. __ ___Date:04/18/16 8-45 Page 1 of 1 Ray. OWlI Structural Inspections A Special inspeclion Company" R.O.BOX 2415 El Cajon CA 92021 Telephone (619) 749-4912 Fax (610)-669-6700, Cell (619) 7,10-9559 Inspection Report lu Project Name CARLSBAD EXECUTIVE PLAZA Project Addrèss:2141 PALOMAR AIRPORT RD. Architect: H.H. - Engineer:. Contractor WHITE CONST Page: 1 of 1. Report #:. 01 Perrhit#:CB161282 File #: DSA#: Other JOB #11205 2M ARIN • Structural Steel J KS-Bolts fl H S Bolts Plarts/Spacs 0 Masonry [j Prisms (] Cone.. PSI Clearances U Concrete Mortar/Grout JJ Grout PSI 0 PosItions c: Fireproofing Conc Cylinders 0 Mortar PSI 0 Sizes Other FIELD 0 FIreproof J Steel A500 0 Laps Other BOLTS 0 Other Eleci.NVlre E7IT 'ti 0 ConsolidatIon o Other (J Other [] Fireproof fl Torque Ft Lbs 0. Other: Other.: -, 0 Other: 0 Other. C1 Other 0 Other Other 2 EMBED 0 Other SPECIAL INSPECTION ON THE FOLLOWING, ITEMS.: INSTALLATION OF .W' EXPANSION ANCHORS AT SHADE STRUCTURE COLUMN BASE PLATES FILLET WELDING OF H.S.S. COLUMNS, BEAMS AND JOISTS OF THE SHADE STRUCTURE. WELDING IS INCOMPLETE. OBSERVED CERTIFIED WELDER FOR PROPER WELDING PROCEDURES. TECHNIQUES CERTIFICATION OF COMPLIANCE: All reported. work, U'nles bthéiwise noted complies with> roved plans, specifications and applicable sections of the building codes This report covers the Iocatjp e w rk Inspected and does. not constitute opinion or project control. ..7 Inspector: MARIO BATTALIA Crt: City of SD I24/16 Signature Date Copies of report submitted to: RECEIVED NOV 08 2016 Structural Inspections A Special inspection CorApan? P.O. Box 241., El Cajon, CA 92.021 Telephone (619) 749 4912 Fax (619) 66.9-6709 Cell (61119)370-9559 Inspection Report Project Name: CARLSBAD EXECUTIVE PLAZA Pagè 1 of 1 Report # 02 Project Address 2141 PALOMAR AIRPORT RD Permit # CBI 61282 Architect H H File # Engineer - DSA # ContractdrWHftECONST. O.thé: JOB #11205 1Erii ._ St- ruturaI Steel ] RS.:Bol(s H.S. Bolts Plans/Specs U Masonry U Prisms (J Conc. PSI o Clearances [J Concrete Mortar/Grout El Grout PSI Positions Fireproofing Conc CylInders 0 Mortar PSI Sizes Other FIELD 0 Fireproof Steel A500 0 Laps o Other. Other. EfectfvVire E7IT " 1 0 Consolidation O Other 0 Other [J Fireproof 0 Torque Ft Lbs Other 0 Other. Other o Other El 0ther 0 Other: 0 Other. Other: SPECIAL INSPECTION ON THE FILLET WELDING OF l{SS COLUMNSj BEAMS AND JOISTS OF THE SHADE STRUCTURE NOTE#i: BASE PLATE TO COLUMN WELDS ARE INCOMPLETE. NOTE#2 VERTICAL WELDS OF THE BEAM TO BEAM BEAM TO JOIST CONNECTIONS ARE IN A DOWNWARD PROGRESSION THIS IS NOT AN APPROVED WELD PROCEDURE CERTIFICATION OF COMPLIANCE: All reported work; unless otherwrse noted, complies with approved plans, specifications and applicable sections of the building codes This report covers the locations of the work inspected and does not constitute opinion or projedt control. Inspector MARIO BATTAGLIA Cert City of SD #350 8/25/16 'Signature Date ppIes of report submltteçl to: RECEIVED NOV 0 8 2016 CITY OF CARLSBAD BUILDING DIVISION Structural inspections "ASjècJthI Inspecrkin Compthny P 0 Box 2415 El Cajon CA 92021 Teiephoffe (619) 749-49121 Fax (619) 669 6709 Cell (6,19);770--9559 - Inspection Report Project Name CARLSBAD EXECUTIVE PLAZA Page 1,6f 1 Report # 03 Project Address 2111 2121 2141 PALOMAR AIRPORT Permit7. # CB161282 ArchitecVH H File# Engineer: DSA contractor', WHITE CONST Other _____#1i205 E MNIQ T P1ION N8RECHE LSj Structural Steel R.S. Bolts H S Bolts Plans/Specs 0 Masonry. fl Prisms Conc PSI Clearances Concrete Mortar/Grout Positions ( Fireproofing Conc Cylinders Mortar PI Sizes Other Fireproof,ED' Steel Laps Other Other Elect/Wire - Consofldatlon Other Other Torque Ft Lbs Other Other Other - Other. Other fl Other Other Other SPEC AL, IMPE-C710N. N THE.FILL WELDING OF NW PLATES TO (E) WF BM AWNING STRUCTURES AT THE ENTRANCES TO BUILDINGS 2121 (2), 2141 2131 WELDING OF NOTED ITEMS IS COMPLETE CERTIFICATION OF COMPLIANCE All reported work, unless otherwise noted complIes with approved plans specifications and applicable sections of the building codes This report covers the locations of th wor nspected and does not constitute opinion or project control Inspe6tor1 MARIO BATTAGLIA Cert City of 5D#3150 _- 9/29/16 lnsp Date * Day1 2 L1 :0a2 iDay3 . oay4 Day TimeStart Copies of report submitted to '1 RECEIVED -' NOV 08 2016 CITY OF CARLSBAD BUILDING DIVISION -. .: ji:1 rructurai inspecuons "ASpèiI lhspecflthi CompaAy p.o: Bp2415, El Cajori, CA 9202.1 Tlehóe .(619) 749-4912 FaX (619) 66976709 Cell: (6.19)77.0-9559: . -. Inspection Report ProjedtName:CARLSBAD EXECUTIVE _PLAZA Page. '1 pH Reppri 0,4 .Prjót d.dres.; 2.11 , 2121; 2.141 PALOMAR AIRPORT Permit #.% C131'.61,282 AichiteätH.H. . FIe#: -- Englrieer:_-- .DS.A #:._____________________________ 'ontractor: WHITE CONST . .....- Other:_JOB.#112Q5 It 4 $pNtai Structural Steel H S Bolts [j H S Bolts Plans/Specs O Masonry: pj COlic, p :. 0 learance st O Concrete Mortar/Grout Grout PSI - Positions Fireproofing Conc Cylinders Mortar PSI - Sizes Other:.FIELO. • Fireproof, Steel A36, A500. . Laps. O Other Other Elect !Wire E7fl' ,Lt Consolidation O Other Other -- Fireproof Torque Ft Lbs O Other Other Other Other Other - Other Other - SPECIAL ON THE FILLET, BUTT, AND GROOVE WELDING OF 2ESSHADE STRUCTURES COLUMNS BEAMS AND JOISTS WLDINOF1 STRUCTURE IS COMPLETE, THE OTHER lSMPLETE CERTIFICATION OF COMPLIANCE All reported work unless otherwise noted complies with approved plans specifications and applicable sections f the building codes This report covers the locatio f the k in cted wid. does riot nstitute pInJOri or prpject control. .: Ceri it of D..!l5: 10 3111.61 igiiáture Date [Ins pba [ay1 10/3iI16. 0y2 - - ::Jpa 5 jlme.StärU.. . me Stop i Coplesolreport.submiited to: . RECEIVED NOV 08 2016 CITY OF CARLSBAD BUILDING DIVISION StructuradIns. Pections A Special Inspection Company P0 Box 2415 ElCaj on, CA 92021 Telephone: (619) 749-4912 Fax (619) 669-6709 Cell (619)770 9559 Inspection Report Project Name: 'CARLSBAD 'EXECUTIVE PLAZA Project Address:.2-111,2121,21141 PALOMAR AIRPORT Architect: H.'H., Engineer:______ Contractor WHITE CONST Page1 of 1 Report #:5. Permit'#:. 06.161282 File#: DSA #: Other: JOB #11205 (j Structural Steel H.S.Bolts - I )H.S. Bolts - - I Plans/Specs D Masonry Prisms Conc. PSI Clearances Concrete Mortar/Grout -- JJ Grout PSI Positions f3 Fireproofing Conc. Cylinders . Mortar PSI Sizes Other: FIELD Fireproof Steel A36. A500 J Laps Other: Other. Eiect.IWire E7IT J Consolidation Other [J Other: - - Fireproof j] Torque Ft.Lbs 0 0ther 01her [j 0ther - - Other:, Other EJ Ciher: fl - Other. Other., - SPECIAL INSPECTION ONTHE FILLET BUTT, AND IOOVb WLU!N U1 M.. \Lt STRUCTURE FRAMING, TO COMPLETE THE WELDING OF THE STRUCTURE OBSERVED CERTIFIED WELDER FOR PROPER WELD PROCEDURES TECHNIQUES CERTIFICATION OF COMPLIANCE.: All reported Work, .unless, otherwise noted, complie' with approved pIans specifications and applicable sections of the building codes This report covers the bc ions of the w rk Inspected and does not constitute opinion or project control lnsp~pcforr MARIO BATTAGLIA Cbet City of SD #350 11/1/16 Signature ' ' Dat Copies 01 répórt submitted to: RECEIVED NOV 08 2016 CITY OF CARLSBAD BUILDING DIVISION Structural Inspections: A.SpecJaj iQspeólidn Campany P.O. Box 2415, El-Cajon, CA 9202.1 Telephone(619) 749-4912, Fax: (6.19). 669-7991 CejI (619) 770r9559 -- inspection Report Project Name CARLSBAD EXECUTIVE PLAZA Page 1 of 1 Report # O Project Address 2111 2121 2141ALOMAR AIRPORT 'Permit :#: 0131 61282 Architect"'H. H. Engfteer:. Contractor WHITE CONST - Other_JOB #11205 Structural Steel H S Bolts H S Bolts Plans/Specs Masonry Pnsms Cone PSI Clearances Concrete Mortar/Grout Fireproofing Conic Cylinders Mortar PSI Sizes Other FIELD Fireproof Steel A36 A500 0 Laps Other Other: EiectiWlre E7IT , - Consolidation Other Other Fireproof * - Torque Ft Lbs Ottien . 0 Other: 0 Oth - Othëc fl Other Other fl Other Other - SF'hUAL INi!IUN UN IMI,LiF-(UUVL v.vtWiNLUr iNVV 7t TLI I ) vv.r PiiiVIO f%I INyV AWNING STRUCT,URESAND: BUftDINGS2 111 (2)13i, 2141. OBSERVED CERTIFIED WELDER FOR PROPER WELDING PROCEDURES, TECHNIQUES wELDINolsCOMP..gTE. . .. CERTIFICATION OF CoMPLIANcE: All rp.o,rëd Work s otheiy4se noted, compiles with àp?bd pIán, specifications and applicable sections of the building codes This report covers the locations of 1 we inspected and does not dóñstth.itê opihlon or p?*ctcQntrol. !nspectori MARIO BATTAGLIA Cert City of SD #350 / 11/4/16 Signature Date. Copie.öfrd.submifleto --- - --.-------,- - RECEIVED NOV 08 2016 CITY OF CARLSBAD BUILDING DIVISION 4 . 4 EsGil Corporation In (Partnership with government for (Building Safety DATE: 4/28/16 0 APPLICANT - 'JtJRIS. JURISDICTION: City of Carlsbad U PLAN REVIEWER U FILE PLAN CHECK NO.: 16-1282 SET: II PROJECT ADDRESS: 2111, 2121, 2131, 2141 Palomar Airport Rd PROJECT NAME: Carlsbad Executive Plaza Exterior Renovation - TI The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. LI The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed cheôk 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 Corporation 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 Corporation staff did not advise the applicant that the plan check has been completed. El EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: - Telephone #: Date contacted: ) Email: Mail Telephone Fax n Person LII REMARKS: By: Doug Moody Enclosures: EsGil Corporation E GA E EJ El MB El PC 4/22/16 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax(858)560-1576 EsGil Corporation In Fartners/iip with government for <Buil&ng Safety DATE: 4/13/16 0 IPLICANT URIS. JURISDICTION: City of Carlsbad 0 PLAN REVIEWER 0 FILE PLAN CHECK NO.: 16-1282 SET: I PROJECT ADDRESS: 2111, 2121, 2131, 2141 Palomar Airport Rd PROJECT NAME: Carlsbad Executive Plaza Exterior Renovation - TI Lii The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. El The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil Corporation 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 Corporation staff did not advise the applicant that the plan check has been completed. EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Hurkes Harris Design Associates Telephone #: 619-702-0380 Pate coytacted1 , (by:(\C_.). Email: shernandez@hhdainc.com all Telephone Fax In Person REMARKS: By: Doug Moody Enclosures: EsGil Corporation E GA LI EJ LI MB LI PC 4/5/16 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 City of Carlsbad 16-1282 4/13/16 PLAN REVIEW CORRECTION LIST TENANT IMPROVEMENTS PLAN CHECK NO.: 16-1282 JURISDICTION: City of Carlsbad OCCUPANCY: B USE: Office TYPE OF CONSTRUCTION: N/A ACTUAL AREA: Unknown ALLOWABLE FLOOR AREA: STORIES: N/A HEIGHT: N/A SPRINKLERS?: N/A REMARKS: DATE PLANS RECEIVED BY JURISDICTION: 4/1/16 DATE INITIAL PLAN REVIEW COMPLETED: 4/13/16 FOREWORD (PLEASE READ): OCCUPANT LOAD: N/A DATE PLANS RECEIVED BY ESGIL CORPORATION: 4/5/16 PLAN REVIEWER: Doug Moody This plan review is limited to the technical requirements contained in the California version of the International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. Code sections cited are based on the 2013 CBC, which adopts the 2012 IBC. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 105.4 of the 2012 International Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet number, specification section, etc. Be sure to enclose the marked up list when you submit the revised plans. City of Carlsbad 16-1282 4/13/16 Please make all corrections on the original tracings, as requested in the correction list. Submit three sets of plans for commercial/industrial projects (two sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. Each sheet of the plans must be signed by the person responsible for their preparation, even though there are no structural changes. Business and Professions Code. 2. On the cover sheet of the plans, specify any items requiring special inspection, in a format similar to that shown below. Section 107.2. . REQUIRED SPECIAL INSPECTIONS In addition to the regular inspections, the following checked items will also require Special Inspection in accordance with Sec. 1701 of the Uniform Building Code. ITEM REQUIRED? REMARKS FIELD WELDING EXPANSION/EPDXY ANCHORS Please clarify the Enlarged Shade Plan 1/IA.3.3 to clearly indicate the location of the 4x4 post supporting the shade structure. To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: YesU No U City of Carlsbad 16-1282 4/13/16 The jurisdiction has contracted with .Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Doug Moody at Esgil Corporation. Thank you. City of Carlsbad 16-1282 4/13/16 CITY OF CARLSBAD SPECIAL INSPECTION AGREEMENT B-45 Deve!oøment Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca..gov In accordance with Chapter 17 of the California Building Code the following must be, completed when work being performed requires special inspection, structural observation and construction material testing. rojectIPermit: Project Address:__________________________________________ THIS SECTION MUST BE COMPLETED BY THE PROPERTY OWNERIAUTHORIZED AGENT. Pleasecheckif you are Owner-Builder 0. (If you checked as owner-builder you mustalso complete Section B of this agreement.) Name: (Please Ml.) )Las) Mailing I am: UProperty Owner IJ Property Owner's Agent of Record DArchitectof Record U Engineer of Record. State of California Registration Number Expiration Date AGREEMENT: I, the undersigned, declare under penalty of perjury under the laws of the State. of California, that I have read, understand, acknowledge and promise to comply with the City of Carlsbad requirements for special inspections, structural observations, construction materials testing and off-site fabrication of building components, as prescribed in the statement of special inspections noted on the approved plans and, as required by the California Building Code. Signature: Date: CONTRACTORS STATEMENT OF RESPONSIBILITY (07080, Ch 17, Section 1706). This section must be.completed by the contractor / builder I owner-builder. Contractor's Company Name Name: (Please print) Ml) Mailing Addiess:______________________________________ Email: __________ State of California Contractor's License Number Pieasecheck if you are O'wner-Builder 0 Phone:________ Expiration Date: I acknowledge and, am aware, of pecial requirements contained in the statement of special inspectibhs noted on the-approved plans; I acknowledge that control will be exercised to obtain conformance with the construction documents approved by the building official; + I will have in-place procedures for exercising control within our (the contractor's) organization; for the method and frequency of reporting and the distribution of the reports; and I certify that I will have a qualified person within our (the contractors) organization to exercise such control I will provide a final report/letter in compliance with BC Section 170t1.2 prior to requestina final inspection. Signatu B-45 Page 1 of 1 Rev. 08/11 A City of Carlsbad 16-1282 4/13/16 [DO NOTPAY— THIS IS NOTAN INVOICE] VALUATION AND PLAN CHECK FEE' JURISDICTION: City of Carlsbad PLAN CHECK NO.: 16-1282 PREPARED BY: Doug Moody DATE: 4/13/16 BUILDING ADDRESS: 2111, 2121, 2131, 2141 Palomar Airport Rd BUILDING OCCUPANCY: B BUILDING PORTION AREA ( Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) TI Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code Icb IBY Ordinance I Bldg. Permit Fee by Ordinance Plan Check Fee by Ordinance $215.00 Type of Review: Complete Review Structural Only Repetive Fee Other , Repeats Hourly 2 Hrs. @ * EsGil Fee $86.00 I $172.00I * Based on hourly rate Comments: Sheet .1 of 1 macvalue.doc + '"' PLAN CHECK REVIEW * TRANSMITTAL Community & Economic Development Department 1635 Faraday Avenue Carlsbad CA 92008 www.carlsbadca.gov DATE: 04/27/2016 PROJECT NAME: EXTERIOR RENOVATIONS PROJECT ID: CB16-1282 PLAN CHECK NO: 2 SET#: 2 ADDRESS: 2111-2141 PALOMAR AIRPORT RD APN: 213-070-13 VALUATION: SCOPE OF WORK: EXTERIOR RENOVATIONS- SHADE CANOPIES, HARDSCAPE, ADA UPGRADES. - s•• • >< This plan check review is complete and has been APPROVED by:,, LAND DEVELOPMENT ENGINEERING DIVISION '- - Final Inspection by Construction Management & Inspection Division is required: Yes LII No 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: sHERNANDEz@HHDAINc.CoM -. • . -. --- • To determine status by one of the divisions listed below, please contact 760-602-2719. (ILI ?I LAND DEVELOPMENT II 760-6022750 (LJuL Chris Sexton 1X IChris Glassen F-1 Greg Ryan 760-602-4624 - _ 760-602-2784 760-602-4663 * Chris.Sexton@carlsbadca.gov Christopher.Glassen@carlsbadca.gov Gregory.Ryan@carlsbadca.gov LI Gina Ruiz 760-602-4675 F1 Gina.Ruiz@carlsbadca.gov Linda Ontiveros 760-602-2773 Cindy Wong 760-602-4662 Linda.ontiveros@carlsbadca.gov Cynthia.Wong@carlsbadca.gov El -- ValRay Nelson Dominic Fieri • - 760-602-2741 ValRay.Marshall@carlsbadca.gov 760-602-4664 Dominic.Fieri@ca rlsbadc.gov EXTERIOR RENOVATIONS PLAN CHECK NO # 2 Outstanding issues are marked with E1 . Items that conform to permit- requirements are marked with EIZIJ or have intentionally been left blank. 1. SITE PLAN Provide a fully dimensioned site plan drawn to scale. Show: EJ North arrow ' Driveway widths PLEASE PLO)/ Eli EZJ Existing & proposed structures Existing or proposed sewer lateral 10' WA3I1 E11 LII Existing street improvements LII LII Existing or proposed water service EASE41ENT ON c: EJ Property lines (show all dimensions) 1111 LII Submit on signed approved plans: PLAN ,srf LU Easements DWG No. LII LiI Right-of-way width & adjacent streets Show on site plan: PLEASE SHOW Drainage patterns and proposed site elevations. Show all high points., EXISTING fr'D LIJ E:: Building pad surface drainage must maintain a minimum slope of one percent towards an adjoining 7 street or an approved drainage course. PROPOSED DRA"AGE tIII =ADD THE FOLLOWING NOTE: Finish grade will provide a minimum positive drainage of 2% to swale / 5' away from building". PatTERNS / LJ LII Existing & proposed slopes and topography Eli =Size, location, alignment of existing or proposed sewer and water service(s) that serves the project. Each unit requires a separate service; however, second dwelling units and apartment complexes are an exception. ElI LJ Sewer and water laterals should not be located within proposed driveways, per standards. Include on title sheet: EIZII Site address LI Assessor's parcel number 7J Legal description/lot number LII For commercial/industrial buildings and tenant improvement projects, include: total building square footage with the square footage for each different use, existing sewer permits showing square footage of different uses (manufacturing, warehouse, office, etc.) previously approved. - L11 EEl Show all existing use of SF and new proposed use of SF. Example: Tenant improvement for 3500 SF of warehouse to 3500 SF of office. Lot/Map No.: MAP #10738 Subdivision/Tract: CT 83-10 Reference No(s): E-36 REV 6/01/12 EXTERIOR RENOVATIONS PLAN CHECK NO # 2 GRADING PERMIT REQUIREMENTS The conditions that require a grading permit are found in Section 15.16 of the Municipal Code. Inadequate information available on site plan to make a determination on grading requirements. Include accurate grading quantities in cubic yards (cut, fill, import, export and remedial). This information must be included on the plans. If no grading is proposed write: "NO GRADING" =Grading Permit required. NOTE: The grading permit must be issued and rough grading approval obtained prior to issuance of a building permit. El Graded Pad Certification required. (Note: Pad certification may be required even if a grading permit is not required.) All required documentation must be provided to your Engineering Construction Inspector The inspector will then provide the engineering counter with a release for the building permit. LL No grading permit required. Minor Grading Permit required. See additional comments for project- specific requirements. MISCELLANEOUS PERMITS RIGHT-OF-WAY PERMIT is required to do work in city right-of-way and/or private work adjacent to the public right-of-way. Types of work include, but are not limited to: street improvements, tree trimming, driveway construction, tying into public storm drain, sewer and water utilities. ElEl Right-of-way permit required for: NOTE: ANY WORK BEING DONE IN THE PUBLIC RIGHT-OF-WAY REQUIRES R.O.W. PERMIT. E-36 REV 6/01/12 EXTERIOR RENOVATIONS PLAN CHECK NO #2 7. STORM WATER Construction Compliance El El Project Threat Assessment Form complete. El El Enclosed Project Threat Assessment Form incomplete. El LZJ Requires Tier 1 Storm Water Pollution Prevention Plan (E-29). Please complete attached form and return (SW16-157 El Requires Tier 2 Storm Water Pollution Prevention Plan. Requires submittal of Tier 2 SWPPP, payment of processing fee and review by city. Post-Development BMP Design Manual Compliance ElI EZI Storm Water Standards Questionnaire. EJ J Project is subject to Standard Storm Water Requirements. See city Best Management Practices (BMP) Design Manual for reference. El IJ Indicate areas of impervious surfaces (patios,walkway, etc. ) and pervious areas (landscaping). EIIJ Project needs to incorporate low impact development strategies throughout in one or more of the following ways: Rainwater harvesting (rain barrels or cistern) Vegetated Roof Bio-retentions cell/rain garden ElI Pervious pavement/payers El Flow-through planter/vegetated or rock drip line EJ Vegetated swales or rock infiltration swales El Downspouts disconnect and discharge over landscape El Other: E-36 Pgo6of6 REV 6/01/12 EXTERIOR RENOVATIONS PLAN CHECK NO #2 8. WATER METER REVIEW Domestic (potable) Use N/A EIJ LIII What size meter is required? jJ Where a residential unit is required to have an automatic fire extinguishing system, the minimum meter size shall be a 1" meter. NOTE: the connection fee, SDCWA system capacity charge and the water treatment capacity charge will be based on the size of the meter necessary to meet the water use requirements. LII L!I1 For residential units the minimum size meter shall be 5/8", except where the residential unit is larger than 3,500 square feet or on a lot larger than one quarter (1/4) acre where the meter size shall be 9. FEES EIII Required fees have been entered in building permit. LIII E] Drainage fee applicable Added square feet Added square footage in last two years? [1] yes [1 no Permit No. Permit No. Project built after 1980 1yes II no Impervious surface> 50% []yes [J no Impact unconstructed facility F-1 yes Lino LII L111 Fire sprinklers required ]yes El no (is addition over 150' from centerline) Upgrade Lllyes Elno LIII [21] No fees required 10. ADDITIONAL COMMENTS Attachments: [J Engineering Application [21] Storm Water Form LIII] Right-of-Way Application/ Info. LII] Reference Documents' E-36 P3006pf6 REV 6/01/12 .1 S 11 PLAN CHECK Community & Economic ity 01 REVIEW Development Department 1635 Faraday Avenue Gar shad TRANSMITTAL Carlsbad CA 92008 www.carlsbadca.gov DATE: 04-12-2016 PROJECT NAME: EXTERIOR RENOVATIONS PROJECT ID: CB16-1282 PLAN CHECK NO: SET#: 1 ADDRESS: 2111-2141 PALOMAR AIRPORT RD APN: 213-070-13 VALUATION: SCOPE OF WORK: EXTERIORRENOVATIONS SHADE CANOPIES, HARDSCAPE, S ADA UPGRADES. S F-1 This plan check review is complete and has been APPROVED by: S LAND DEVELOPMENT ENGINEERING DIVISION - Final Inspection by Construction Management & Inspection Division is required: - Yes LIII No EZI . .... >< 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: SHERNANDEZ@HHDAINC.COM S To determine status by one of the divisions listed below, please contact 760-602-2719. Ct1......... JL'1B LA ND DEVELOPMENT 760-602-2750 I tIE '4ktI!Xi) Chris Sexton Chris Glassen Greg Ryan 760-602-4624 760-602-2784 760-602-4663 ' Chris.Sexton@carlsbadca.gov Christopher.Glassen@carlsbadca.gov Gregory.Ryan@carlsbadca.gov F] Gina Ruiz Linda Ontiveros Cindy Wong 760-602-4675 760-602-2773 760-602-4662 Gina.Ruiz@carlsbadca.gov Linda.Ontiveros@carlsbadca.gov Cynthia.Wong@carlsbadca.gov ' LII LIII VaiRay Nelson Dominic Fieri 760-602-2741 ValRay.Marshall@carlsbadca.gov 760-602-4664 Dominic.Fieri@carlsbadca.gov Remarks:. . . 4 L 55 5 5 5 EXTERIOR RENOVATIONS PLAN CHECK NO # - Outstanding issues are marked with IIXI . Items that conform to permit requirements are marked with EZI or have intentionally been left blank. 1. SITE PLAN Provi de a fully dimensioned site plan drawn to scale. Show: LII 111211 North arrow LI] Driveway widths PLEASE PLOT LIII £211 Existing & proposed structures LII] Existing or proposed sewer lateral 10' WATER LIII [I Existing street improvements LII LIII Existing or proposed water service EASEMENT ON 11111 L11 Property lines (show all dimensions) LII] LII Submit on signed approved plans: SITE PLAN LII Easements DWG No. Right-of-way width & adjacent streets Show on site plan: PLEASE SHOW EXISTING AND LIJ PROPOSED LII DRAINAGE PATTERNS LIII] Drainage patterns and proposed site elevations. Show all high points. - 1 Building pad surface drainage must maintain a minimum slope of one percent towards an adjoining street or an approved drainage course. =ADD THE FOLLOWING NOTE: Finish grade will provide a minimum positive drainage of 2% to swale 5' away from building". 11111 Existing & proposed slopes and topography =Size, location, alignment of existing or proposed sewer and water service(s) that serves the projeät. Each unit requires a separate service; however, second dwelling units and apartment complexes are an exception. LII I LIII Sewer and water laterals should not be located within proposed driveways, per standards. Include on title sheet: L?I1 Site address - LZI Assessor's parcel number L11II Legal description/lot number LIII For commercial/industrial buildings and tenant improvement projects, include: total building square footage with the square footage for each different use, existing sewer permits showing square footage of different uses (manufacturing, warehouse, office, etc.) previously approved. LIII LII Show all existing use of SF and new proposed use of SF. Example: Tenant improvement for 3500 SF of warehouse to 3500 SF of office. Lot/Map No.: MAP #10738 Subdivision/Tract: CT 8310 Reference No(s): E-36 Poop 2 of 6 REV 6/01/12 EXTERIOR RENOVATIONS PLAN CHECK NO # 5. GRADING PERMIT REQUIREMENTS The conditions that require a grading permit are found in Section 15.16 of the Municipal Code. Eli=Inadequate information available on site plan to make a determination on grading requirements. Include accurate grading quantities in cubic yards (cut, fill, import, export and remedial). This information must be included on the plans. If no grading is proposed write: "NO GRADING" Grading Permit required. NOTE: The grading permit must be issued and rough grading approval obtained prior to issuance of a building permit. LIII LIII Graded Pad Certification required. (Note: Pad certification may be required even if a grading permit is not required.) All required documentation must be provided to your Engineering Construction Inspector The inspector will then provide the engineering counter with a release for the building permit. LII LZI No grading permit required. LIII L11 Minor Grading Permit required. See additional comments for project- specific requirements. 6. MISCELLANEOUS PERMITS LIJR1GHT-0E-WAY PERMIT is required to do work in city right-of-way and/or private work adjacent to the public right-of-way. Types of work include, but are not limited to: street improvements, tree trimming, driveway construction, tying into public storm drain, sewer and water utilities. Right-of-way permit required for: NOTE: ANY WORK BEING DONE IN THE PUBLIC RIGHT-OF-WAY REQUIRES R.O.W. PERMIT. E-36 Paao I of 6 REV 6/01/12 EXTERIOR RENOVATIONS PLAN CHECK NO # 7. STORM WATER Construction Compliance EEl LZIII Project Threat Assessment Form complete. EEl LII Enclosed Project Threat Assessment Form incomplete. LII Requires Tier 1 Storm Water Pollution Prevention Plan (E-29). Please complete attached form and return (SW16-157 LII Requires Tier 2 Storm Water Pollution Prevention Plan. Requires submittal of Tier 2 SWPPP, payment of processing fee and review by city. Post-Development BMP Design Manual Compliance 'S iII Storm Water Standards Questionnaire. Eli LII Project is subject to Standard Storm Water Requirements. See city Best Management Practices (BMP) Design Manual for reference. UH = Indicate areas of impervious surfaces (patioswalkway, etc. ) and pervious areas (landscaping). LII Project needs to incorporate low impact development strategies throughout in one or more of the following ways: El Rainwater harvesting (rain barrels or cistern) El Vegetated Roof [I] Bio-retentions cell/rain garden El Pervious pavement/payers LI Flow-through planter/vegetated or rock drip line LI Vegetated swales or rock infiltration swales Eli Downspouts disconnect and discharge over landscape LI Other: E-36 REV 6101/12 EXTERIOR RENOVATIONS PLAN CHECK NO # 8. WATER METER REVIEW Domestic (potable) Use N/A E1 LIII What size meter is required? ft3jJ Where a residential unit is required to have an automatic fire -. extinguishing system, the minimum meter size shall be a 1" meter. NOTE: the connection fee, SDCWA system capacity charge and the water treatment capacity charge will be based on the size of the meter necessary to meet the water use requirements. EJ jJ For residential units the minimum size meter shall be 5/8", except where the residential unit is larger than 3,500 square feet or on a lot larger than one quarter (1/4) acre where the meter size shall be W. I 9. FEES EI EJEII EILZII Required fees have been entered in building permit. Drainage fee applicable Added square feet Added square footage in last two years? M yes El no Permit No. Permit No. Project built after 1980 Jyes jno Impervious surface >50% yes Ejno Impact unconstructed facility Ei yes El no Fire sprinklers required FJYes LJno (is addition over 150' from centerline) Upgrade byes Elno No fees required 10. ADDITIONAL COMMENTS Attachments: [J Engineering Application Storm Water Form LIII Right-of-Way Application/ Info. [] Referenèe Documents E-36 Paoo6At REV 6/01/12 PLAN CHECK REVIEW TRANSMITTAL Community & Economic Development Department 1635 Faraday Avenue Carlsbad CA 92008 www.carlsbadca.gov DATE: 04-12-2016 PROJECT NAME: EXTERIOR RENOVATIONS PROJECT ID: CB16-1282 PLAN CHECK NO: SET#: 1 ADDRESS: 2111-2141 PALOMAR AIRPORT RD APN: 213-070-13 VALUATION: SCOPE OF WORK: EXTERIOR RENOVATIONS- SHADE CANOPIES, HARDSCAPE, ADA UPGRADES. This plan check review is complete and has been APPROVED by: LAND DEVELOPMENT ENGINEERING DIVISION Final Inspection by Construction Management & Inspection Division is required: Yes No FX 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: SHERNANDEZ@HHDAINC.COM - To determine status by one of the divisions listed below, please contact 760-602-2719. LAND DEVELOPMENT 760-602-2750 ,E Chris Sexton Chris Glassen 1XI LII Greg Ryan 760-602-4624 760-602-2784 S 760-602-4663 Chris.Sexton@carlsbadca.gov Christopher.Glassen@carlsbadca.gov Gregory.Ryan@carlsbadca.gov Gina Ruiz Linda Ontiveros F] Cindy Wong V V 760-602-4675 V 760-602-2773 760-602-4662 V Gina.Ruiz@carlsbadca.gov Linda.Ontiveros@carlsbadca.gov Cynthia.Wong@carlsbadca.gov E S. V• LII VaiRay Nelson Dominic Fieri -. 760-602-2741 760-602-4664 V V valRay.Marshall@carlsbadca.gov V Dominic.Fieri@carlsbadca.gov Remarks: EXTERIOR RENOVATIONS PLAN CHECK NO # Outstanding issues are marked with . Items that conform to permit srm requirements are marked with or have intentionally been left blank. 1. SITE PLAN . • Provide a fully dimensioned site plan drawn to scale. Show: North arrow , Driveway widths . PLEASE PLOT m Existing & proposed structures EJ Existing or proposed sewer lateral • 10' WATER Existing street improvements Existing or proposed water service EASEMENT ON EJ 1ZJ Property lines (show all dimensions) ' EJ E1 Submit on signed approved plans: SITE PLAN Easements IPlease see delta I - sheet IA1.4 I DWG No. EZJ Right-of-way width & adjacent streets Show on site plan: ' Please see delta I - PLEASE SHOW FXJ Drainage patterns and proposed site elevations. Show all high points. Ishe6t lAl.4 ' EXISTING AND Building pad surface drainage must maintain a minimum slope of one percent towards an adjoining PROPOSED street or an approved drainage course. ' S 'DRAINAGE ' I =ADD THE FOLLOWING NOTE: "Finish grade will provide a minimum positive drainage of 2% to swale - ' * ' 5' away from building". • - - , • PATTERNS E1 .5 5 - '- . •.' , EJ Existing & proposed slopes and topography Size, location, alignment of existing or proposed sewer and water service(s) that serves the project. - Each unit require's a separate service; however, second dwelling units and apartment complexes are an -. 17 exception Sewer and water laterals should not be located within proposed driveways per standards Include on title sheet Site address EZJ Assessors parcel number Legal description/lot number • ' •' • , , For commercial/industrial buildings and tenant improvement projects,*include total building square footage with the square footage for each different use existing sewer permits showing square footage of different uses (manufacturing, warehouse, office, etc.) previously, approved Show all existing use of SF and new proposed use of SF Example Tenant improvement for 3500 SF of warehouse to 3500 SF of office '•, I " • - • S Lot/Map No MAP #10738 SubdivisionlTract:CT8340 ' - .' - • ' , Reference No(s) E36 Page 20f6 REV6/O1/12 : '•. .• .' -.,.- PLAN CHECK NO# 5 GRADING PERMIT REQUIREMENTS The conditions that require a grading permit are found in Section 15.16 of the Municipal Code lnadequate information available on site plan to make a determination on grading requirements Include accurate grading quantities in cubic yards (cut fill import export and remedial) This information must be included on the plans If no grading is proposed write: "NO GRADING'! Grading Permit required.,NOTE The grading permit must be issued and rough grading approval obtained prior to issuance of a building permit Graded Pad Certification required (Note Pad certification may be required even if a grading permit is not required) All required documentation must be provided to your Engineering Construction Inspector The inspector will then provide the engineering counter with a release for the building permit No grading permit required Minor Grading Permit required See additional comments for project- specific requirements 6 MISCELLANEOUS PERMITS EJ RIGHT-OF-WAY PERMIT is required to do work in city, right-of-way and/or private work adjacent to the public right-of-way. Types of work include but are not limited to street improvements tree trimming driveway construction tying into public storm drain sewer and water utilities Right-of-way permit required for NOTE ANY WORK BEING DONE IN THE PUBLIC RIGHT-OF-WAY REQUIRES R.O.W. PERMIT E36 Page 4of6 REV 6/O1/12 EXTERIOR RENOVATIONS PLAN CHECK NO # 7. STORM WATER Construction Compliance : Project Threat Assessment Form complete. Enclosed Project Threat Assessment Form incomplete. Requires Tier I Storm Water Pollution Prevention Plan (E-29): Please complete attached forri and return (SW16-157 ) Requires Tier 2 Storm Water Pollution Prevention Plan. Requires submittal of Tier 2 SWPPP, payment of processing fee and review by city. Post-Development BMP Design Manual Compliance Storm Water Standards Questionnaire; Project is subject to Standard Storm Water Requirements. See city Best Management Practice (BMP) Design Manual for reference. Indicate areas of impervious surfaces (patios,walkway, etc. ) and pervious areas (landscaping). Project needs to incorporate low impact development strategies throughout in one or more of the following ways: • Rainwater harvesting (rain barrels or cistern) Vegetated Roof EJ Bio-retentions cell/rain garden EJ Pervious pavement/payers • E Flow-through planter/vegetated or rock drip line • • El Vegetated swales or rock infiltration swales • - - El Downspouts disconnect and discharge over landscape • El Other: • E36 • P39c 5 016 • REV. 6/01/12 EXTERIOR RENOVATIONS PLAN CHECK NO# 8. WATER METER REVIEW Domestic (potable) Use N/A What size meter is required? FF—yjj Where a residential unit is required to have an automatic fire extinguishing system, the minimum meter size shall be a 1" meter. NOTE: the connection fee, SDCWA system capacity charge and the water treatment capacity charge will be based on the size of the meter necessary to meet the water use requirements. For residential units the minimum size meter shall be 5/8", except where the residential unit is larger than 3,500 square feet or on a lot larger than one quarter (1/4) acre where the meter size shall be W. 9 FEES j Required fees have been entered in building permit Drainage fee applicable Added square feet Added square footage in last two years? i: yes J no Permit No Permit No. Project built after 1980 yes F-1 no Impervious surface >50% Jyes F-1 no Impact unconstructed facility yes Ono Eli Fire sprinklers required Jyes no (is addition over 150' from centerline) Upgrade F-1 -yes Eno . c:i No fees required 10. ADDITIONAL COMMENTS Attachments [ Engineering Application [ I Storm Water Form [] Right-of-Way Application/ Info E1 Reference Documents E36 Page 6of6 REV6/01/12 of Carlsbad DETERMINATION OF PROJECT'S SWPPP TIER LEVEL AND CONSTRUCTION THREAT LEVEL E32 Development Services Land Development Engineering 1635 Faraday Avenue 760-602-2750 wvw.car1sb6dca.99, I'm applying for p,Gradin9 Permit 4iiiing Permit 0 Right-of-way permit DOttier Project Name -flO( u\Ai\ (LertoMQr\ Project D:DWG #ICB#_________ Address 7V?\ 2% 2 Q*+C( lçlkt— (2d APN _7-OX) — _ Disturbed Area Ac SectIon 1: Determination of Project's SWPPP Tier Level SWPPP (Check applicable criteria and check the corresponding SWPPP Tier Level, then go-to Section, 2) Level Exempt - No Threat Project Assessment Criteria My project is in a category of permit types exempt from City Construction SWPPP requirements Provided no significant grading proposed pursuant to Tablel section 3.2 .2 of Storm Water Standards the following permits are exempt from SWPPP requirements 0 Exempt Electrical 0 Patio 0 Mobile Home 0 Plumbing 0 Spa (Factory-Made) Fire Spnnklér 0 Mechanical 0_ReRóoflngD•Sign 0_Roof-Mounted 'Solar Array Tier 3— Significant Threat Assessment Criteria - (See Construction General Permit (CGP) Section I B)* O My project includes construction or demolition activity that results in a land disturbance of equal to or greater than one acr1. 1e including but not limited to clearing, grading grubbing or excavation or, My project includes construction activity that results in land disturbance of less than one acre but the construction activity is part of a larger, common plan of development or the sale of one or more acres of disturbed land surface; or, My Project is associated with construction activity related to residential commercial or industnal 0 Tier 3 development on lands currently used for agriculture, or My project is associated with.'construction activity associated with Linear Underground/Overhead Projects (LUP) including but not limited to those activities necessary for installation of underground and overhead linear facilities (e g co nduits substructures pipelines, towers poles cables wire, towers, poles cables wires connectors switching, regulating and transforming equipment and associated ancillary, facilities) and include but not limited to underground utility mark out potholing concrete and asphalt cutting and removal, trenching excavation boring and drilling access road tower footings/foundation pavement repair or replacement, stockpile/borrow locations; O Other per. COP_____________________________________________ Tier 2 - Moderate Threat Assessment Criteria My project does not meet any of the Significant Threat Assessment Cntena described above and meets one or more of the following criteria Project requires a grading plan pursuant to the Carlsbad Grading Ordinance (Chapter 15.16 of the Carlsbad Municipal Code); or, Project will result in 2,500 sq ft or more of soils disturbance including any associated construction staging, stockpiling pavement removal equipment storage, refueling and maintenance areas and project meets one or more of the additional following criteria 0 Tier 2 located within 200 ft of an environmentally sensitive area or the Pacific Ocean and/or, disturbed area is located on a slope with a grade at or exceeding 5 horizontal to I vertical and/or disturbed area is located along or within 30 ft of a storm drain inlet, an open drainage channel or 1. rs watercoue; and/Or construction will be initiated during the rainy season or will extend into the rainy iseason (Oct. 1 Apr. 30) -Tier I - Low Threat Assessment Criteria My project does not meet any of the Significant or Moderate Threat criteria above is not an exempt permit type per above and the project meets one or more of the following criteria: results in some soil disturbance and/or Tier includes outdoor construction activities (such as roof framing, saw cutting, equipment washing material stockpiling, vehicle fueling, waste stockpiling) ,,un, r. 9uvein critena ior inygers Tor I ler ueveioperiowner snail confirm coverage under the current CGP and any amendments, revisions and reissuance thereof. - E-32 Page 1 o12 REV. 02/i6 SWPPP Section 2: Determination of Project's Construction Threat Level. Construction T (Check applicable criteria under the Tier Level as determined In section 1, check the Threat Level corresponding lConstruótion Threat Level, then complete the emergency contact and Level signature blockbelow) Exempt, - Not Applicable- Exempt Tier3— High Consfruction'threa Assessment Criteria: My Project meets one or more :f the following: Project site is 50 acres or more and grading will occur dunng the rainy season D Project site is located Within the: Buena Vista or Agua Hedionda Lagoon watershed, inside or, within 200 feet of an environmentally sensitive area (ESA) or discharges directly to an ESA High Soil at site is moderately to highly erosive (defined as having a predominance of soils With Tier 3 USDA-NRCS Erosion factors kvgreater than or equal to 04) Site slope is 5 to I 7 or steeper Construction is initiated during the rainy season or will extend unto the rainy season (Oct 1—April 30) .0 Owner/contractOr received a Storm Water Notice of Violation within past two,years Tier .3— Medium Cànstruction Threat Assessment Criteria 0 Medium D All projects not meeting Tier 3 High Construction Threat Assessment Criteria 'Tier 2—High CohstiüctiOn'Threat Assessment Critei1a.MvPrOIect meets one ohftiofe of-the f011owing: 0 Project is lOcated within the Büeña Vista Or.Agu'a Hédionda Lagoon vátershed, frsidé or within 200 feet of an .énvirOnmeh'tally sensitive area (ESA) or discharges directlytO 'an ESA El Soil at site is moderately to highly erosive (defined as having a predominance of soils with . High USDANRCS Erosion factors Icr greater than or equal to 0.4)',g Tier 2 0 Site slope is 5 to I or steeper Construction is initiated during the rainy ieason or will extend into the rainy seasOn (Oct. 1— Apr. 30) " Owner/contractor received a Storm Water Notice of Violation within past two years Site results in 101000 sq. ft. or more of soil disturbance Tier 2— MOM= Construction Threat Assessment Clitéria My project does not meet Tier 2 High Threat Assessment Criteria listed above 0 Medium Tier I - Medium Construction Threat Assessment Criteria: My Project meets one or more of the following: Owner/contractor received a Storm Water Notice of Violation within past two years Med 0 ium Tier 1 Site results in 500 sq ft. or more of soil disturbance Construction will be Initiated during the rainy season or will extend into the rainy season (Oct.i - April 30) Tier I LOw ConstrUOtion Threat Assessment Criteria [EVC< s-My project does 'not reet'Tief I MedIum Threat'Asséssmérit Criteria listed above , OW I cerity to the best of my knowledge that the above statements- are true and correct. i will prepare 'and submit an appropriate tier level SWPF'P as determined above prepared in accordance with the City SWPPP Manual. I understand and acknowledge that I must adhere to and comply with the storm water best management practices pursuant to Title 15 of the Carlsbad Municipal Code and to City Standards at all times dunng construction activities for the permit type(s) checked above The City Engineer/Building Official may authorize minor variances from the Construction Threat Assessment Criteria in special circumstances where it can be shown that a lesser or higher'SWPPP Tier Level is warranted. Emergency Contact Name: ' ' Telephone No: Owner/Owner's Authdnzed Agent Name Title O& Vecvde s PX Owner/Owner's Autôitzed Aqopt Signature: ' ' . Date: -k' 1' FflR CiTY IJF (N1V City Concurrence: Yes No By: Date; E-32 Page 2 of 2 REV. REV. 02/16 'CITY OF CARLSBAD STORM WATER STANDARDS QUESTIONNAIRE E•34 Development Services Land Development Engineering 1635 Faraday Avenue 760-602-2750 wwcaHsbadcagov To address podevelopment pollutants that. may be generated from development projects, the City requires that new development and significant redevelopment priority projects incorporate Permanent Storm Water Best Management Practices (BMP's) into the project design per the City m City's Standard Urban Stormwater Manageent Plan (SUSMP) To view the SUSMP refer to the Engineering Standards (Volume 4 Chapter 2)at w.carisbadca.Qov/standards. Initially this questionnaire must be completed by the applicant in advance of submitting for a development application (subdivisi6ñ, discretionary permits and/or construction permits) The results of the questionnaire determine the level of storm water standards that must be applied to a proposed development or redevelopment project Depending on the outcome your project will either be subject to Standard Stormwater Requirements or be subject to additional critena called Pnonty Development Project Requirements Many ago project site -d are dasendent upon the storm water standards applied tea prOjerit Your responses to the qüèstionnaire riprésent an Initial assessment of the proposed project conditions and impacts. City staff has responsibibty for making the final assessmen t after submission of the development application If staff determines that the questionnaire was incorrectly filled out and is subject to more stringent storm water standards than initially assessed by you, this will result in the return of the development application as incomplete In this casei please make the changes to the questionnaire and resubmit to the City. If you are unsure about the meaning of a question or need help in determining how to respond to one or more of the questions please seek assistance from Land Development Engineenng staff. A. separate., completed and signed questionnaire, must be submitted for each new development application Cübrnission. 'Only One completed and signed questionnaire is required when multiple development applications for the same project are submitted concurrently. In addition to this questionnaire you must also complete sign and submit a Project Threat Assessment Form with construction permits fOrthe project. Please start by completing Step '-1 and fojlow'the Instructions. When completed, sign the form at the end and submit this witti application to the city. your E-34 Page 1 of 3 Effective 61113 ('4 CITY. OF CARLSBAD STORM WATER STANDARDS QUESTIONNAIRE, E.34 Dévelápment Services Land Development Engineering 1635 Faraday Avenue 760-602-2750 www.carlsbadca.gov To determIne if your project is a pftHtydevolopmeniprojedt,pIeaseanswerthe following questions: j'ES NO I. Is your project a new devetomerd thàt creates .10,000 squa1e feet or more of impervious surfaces coIletively over the entire project site'? This includes commercial, Industrial residential mixed-use and public development projects on pubilO or private land. 2 Is your project creating or replacing 5000 square feet or more of Impervious surface collectively over the entire project site on an existing sited 10,000 square feet or more of impervious surface? This Includes commercial industrial, _residential, _mixed-use,_and public development projects: .bi_publió'ô.rprWate. land: 3 Is your project -anew or redevelopment project that creates 5000 square feet or more of impervious surface collectively over the entire project site and supports a staurant'? A restaurant is a facility that sells prepared foods and drinks for consumption, including stationary lunch counters and refreshment stands selling prepared foods-and drinks for imrAedIateconiumtioA. 4 Is your project a new or redevelopment project that creates 5000 square feet or more of impervious surface coflectively over the entire project site and supports a hillside development project? A hillside development project includes development on any natural slope that is twenty-five peicentor gëeáter. 5. Is your project.a new or rede1èioprnent pr éct that creates 5,000 square feet ormore of impervioussurface collectively over the entire project site and supports a parking lot A parking lot is a land area or facility for the temporary-parking or storage of motor vehicles used personally kit btthlAess or_cóinrneràe. 6 Is your project a new or redevelopment project that creates 5000 square feet or more of impervious surface collectively over the entire project she and supports a street road highway freeway or driveway? A street, road highway, freeway or driveway is any paved Impervious surface used for the transportation of automobiles, trucks, motorcycles, ,and Othei vehicles.. 7 Is your project a new or redevelopment project that creates or replaces 2.500 square feet or more of impervious surface collectively over the entire site and discharges directly to an Environmentally Sensitive Area (ESA)? Discharging Directly to includes flow that is conveyed overland a distance of 200 feet or less from the project to the ESA or conveyed In a pipe or open channel any distance as an isolated flow from the W0160 to the ESA (Le._not commingles with flows from adjacent lands).* 8 Is your project a new development that supports an automotive repair shop? An automotive repair shop is a facility that is categorized in any one of the following Standard Industrial Classification (SIC) codes 5013 5014, 5541, 7532-7534, or 7536-7539. 9.; Is your project a new development that supports a retail gasoline outlet (RGO)? This category includes RGO s that meet the following criteria (a) 5,000 square feel or more or (b) a project Average Daily Traffic (AD 7) of .100 or more vehicles per day. 10 Is your project a new or redevelopment project that results in the disturbance of one or more acres of land and are expected to generate pollutants post construction? 11.1$. your project located Within 200 feet of the Pacific Ocean and (1) creates 2.500 square feet or more of impervious surface or (2) increases impervious surface on the property by more than 10%? If you answered eyes' to one or more of the above questions you ARE a pnonty development project and are therefore subject to Implementing structural Best Management Practices (BMP s) in addition to implementing Standard Storm Water Requirements such as source control and low impact development BMP s A Storm Water Management Plan (SWMP) must be submitted with your application(s) for development Go to step 3 for redevelopment projects For new projects, go to step 4 at the end of this questionnaire, check the "my pr0Jectrneets PDP requirements" box and complete -applicant information. If you answered no to all of the above questions you ARE NOT a prtonty development project and are therefore subject to implementing only Standard Storm Water Requirements such as source control and low impact development BMP $ required for all development projects A Storm Water Management Plan (SWMP) is not required with your application(s) for development Go to step at the end of this questionnaire check the "my project does not meet PDP requirements" box and complete applicant Information. E-34 . Page 2013 - . Effective 6127/13 4 w4 ~ Z~I cITY OF CARLSBAD STORM WATER STANDARDS' QUESTIONNAIRE E-34. Development Services Land D.evelöpmeflt Engineering. 1635 Faraday Avenue 760602-2750 cãrlsdca.gov if you nsw€ d !y, -,p.- the strutUi impervious surface and not the .enl C platO applicant lflformatlofl 11 YOU answered n0 the,stflidrn GotO step 4, chckthe "my BMreqUirOd, fOr Ct meets the entire development. Gotó step 4 D My project. meets PRIORITY' DEVELOPMENT PROJECT (PDP) iecuiremOnts aid iiiüst qomply, with, additional stormwáter criteria per the SUSMP and I understand I must prepare a Storm Water Management Plan for submittal at time of application I understand flow control (hydromodification) requirements may apply to my project Refer to SUSMP for details My project does not meet PDP requirements and must only comply with STANDARD STORMWATER REQUIREMENTS per the.SUSMP. M part ci these requirements, I will incorporate low impact develOprnentsttategies throughout my. prject'. App ticánt iñf rrnation and Signature Box Address: Accessor's Parcel' Number(s),- Appiicaflt'Name , Applicant Title: Applicant Signature: Date: This B.IUse'OnIj nce: 'YES No 'C FDate: *Environmentally Sensitive Areas include but are not limited to. all Clean Water Act SOction 303(d)lm0airéd'water bOdies; areas designated as Areas of Special Biological Significance by the State Water Resources Control Board (Water Quality Control Plan for the San Diego Basin (1994) and amendments) water bodies designated with the RARE beneficial use by the State Water Resources Control Board (Water Quality Control Plan for the San Diego Basin (1994) and amendments) areas designated as preserves or their qulvalent under the Multi Species Conservation Program within the Cities and County of San Diego and any other equivalent environmentally sensitive areas which have been identified by the Copermittees E-34 Pge 3of 3 Effective 6/27/13 Cá±bd STANDARD PROJECT REQUIREMENT CHECKLIST E-36 Development Services Land Development Engineering 1635 Faraday Avenue 760-602-2750 www.carlsbadca.gov Project Name: Project ID: DWG No. or Building Permit No.: All development projects must implement source control BMPs SC-1 through SC-6 where applicable and feasible. See Chapter 4 and Appendix E.1 of the BMP Design Manual for information to implement source control BMPs shown in this checklist. Answer each.category below pursuant to the following. "Yes" means the project will Implement the source control BMP as described in Chapter 4 and/or Appendix E.1 of the Model BMP Design Manual Discussion/justification is not required "No" means the BMP is-applicable to the project but It is not feasible to implement. Discussion/justification must be provided. "N/A" means the BMP is not applicable at the project site because the project does not include the feature that is addressed by the BMP (e.g., the project has no outdoor materials storage areas). Discussion/justification may be provided. SC-1 Prevention of Illicit Discharges into the MS4 I 0 Yes I 0 No IK N/A Discussion/justification if SC-1 hot implemented: SC-2 Storm Drain Stenciling or S.ignage I 0 Yes I 0 No I Xl N/A Discussion/justification if SC-2 not implemented: SC-3 Protect Outdoor Materials Storage Areas from Rainfall, Run-On, B Yes L1 No TiWAk Runoff, and Wind Dispersal Discussion/justification if SC-3 not implemented: SC-4 Protect Materials Stored in OUtdoor Work Areas from Rainfall, Run-On, o Yes R, No U N/A Runoff, and Wind Dispersal Discussion/justification if SC-4 not implemented: Steel will be the only material stored outside. SC-5 Protect Trash Storage Areas from Rainfall, Run-On, Runoff, and Wind Yes 0 No 0 N/A Dispersal Discussion/justification if SC-5 not implemented: E.36 Page lof3 REV 02/16 SC-Additional BMPs based on Potential Sources of Runoff Pollutants must- ant r for each source listed below and identify additional BMPs (See Table in Appendix E.1 of BMP Manual for guidance) On-site storm drain inlets B Yes 0N o N/A 0:1 ntenor floor drains and elevator shaft sump pumps El Yes C No CK N/A D Interior parking garages El Yes El No xi N/A El Need for future indoor & structural pest control [1 Yes U No 6 N/A Landscape/Outdoor Pesticide Use Yes 0 No lN/A O Pools, spas ponds decorative fountains, and other water features Q Yes El No N/A El Food service 0 Yes 0 No I& N/A 0 Refuse areas 0 Yes No N/A 0 lndusttil processes Ci Yes D.N.0 N N/A. Cl Outdoor storage of equipment or materials El Yes U No N/A 0 Vehicle and Equipment Cleaning C Yes El No [XN/A El Vehicle/Equipment Repair and Maintenance 0 Yes El No N/A Fuel Dispensing Areas 0 Yes El No 4 N/A C. Loading Docks 0 Yes El No fX N/A El Fire Sprinkler Test Water 0 Yes 0 No (XN/A El Miscellaneous Drain or Wash Water U Yes El No N/A U Plazas sidewalks and parking lots (Yes C No 0 N/A FOr Yes" answers, identify the additional BMP per Appendix E.I. Provide justificatiOn'fOr No' answers. E-36 Page 2013 REV. 02116 All development projects must implement site design BMPs SD-I through SD-8 where applicable and feasible. See Chapter 4 and Appendix E.2 thru E.6 of the BMP Design Manual for information to implement site design BMPs shown in this checklist. Answer each category below pursuant to the following. "Yes means the project will implement the site design BMPs as described in Chapter 4 and/or Appendix E.2 thru E.6 of the Model BMP Design Manual Discussion / justification is not required "No" means the BMPs is aDDlicable to the oroiect but it is not feasiblefo imolemeht. DiscussionIustjfication must include the feature that re) No I ON/A No TO No ION/A No ION/A No T D No To No ION/A 'No I ON /A REV. 02116 STORM WATER POLLUTION PREVENTION NOTES ALL NECESSARY EQUIPMENT AND MATERIALS SHALL BE AVAILABLE ON SITE TO FACILITATE RAPID INSTALLATION OF EROSION AND SEDIMENT CONTROL BMPS WHEN RAIN IS EMINENT. THE OWNER/CONTRACTOR SHALL RESTORE ALL EROSION CONTROL DEVICES TO WORKING ORDER TO THE SATISFACTION OF THE CITY ENGINEER AFTER EACH RUN-OFF PRODUCING RAINFALL. THE OWNER/CONTRACTOR SHALL INSTALL ADDITIONAL EROSION CONTROL MEASURES AS MAY BE REQUIRED BY THE CITY ENGINEERING OR BUILDING INSPECTOR DUE TO UNCOMPLETED GRADING OPERATIONS OR UNFORESEEN CIRCUMSTANCES WHICH MAY ARISE. ALL REMOVABLE PROTECTIVE DEVICES SHALL BE IN PLACE AT THE END OF EACH WORKING DAY WHEN THE FIVE (5) DAY RAIN PROBABILITY FORECAST EXCEEDS FORTY PERCENT (40%). SILT AND OTHER DEBRIS SHALL BE REMOVED AFTER EACH RAINFALL. ALL GRAVEL BAGS SHALL BE BURLAP TYPE WITH 3/4 INCH MINIMUM AGGREGATE. ADEQUATE EROSION AND SEDIMENT CONTROL AND PERIMETER PROTECTION BEST MANAGEMENT PRACTICE MEASURES MUST BE INSTALLED AND MAINTAINED. SPECIAL NOTES PROJECT INFORMATION 2111,2121,2131,2141 Site AddressPalomar Airport Rd. Carlsbad, CA 9 009 Assessor's Parcel Number: 2130701400 Project ID: Construction Permit No.: CBI 61282 Estimated Construction Start Date 5-9-16 Project Duration Months Emergency Contact: Name: Sunny N. Valentino 24 hour Phone: (760) 6073041 Perceived Threat to Storm Water Quality Medium Low If medium box is checked, must attach a site plan sheet showing proposed work area and location of proposed structural BMPs For City Use Only CITY OF CARLSBAD STANDARD TIER 1 SWPPP Approved By: Date: City of :a.rlsb ad STORM WATER COMPLIANCE FORM TIER I CONSTRUCTION SWPPP E-29 Development Services Land Development Engineering 1635 Faraday Avenue 760-602-2750 www.carlsbadca.gov STORM WATER COMPLIANCE CERTIFICATE V My project is not in a category of permit types exempt from the Construction SWPPP requirements " My project is not located inside or within 200 feet of an environmentally sensitive area with a significant potential for contributing pollutants to nearby receiving waters by way of storm water runoff or non-storm water discharge(s). V My project does not require a grading plan pursuant to the Carlsbad Grading Ordinance (Chapter 15.16 of the Carlsbad Municipal Code) V My project will not result in 2,500 square feet or more of soils disturbance including any associated construction staging, stockpiling, pavement removal, equipment storage, refueling and maintenance areas that meets one or more of the additional following criteria: located within 200 feet of an environmentally sensitive area or the Pacific Ocean; and/or, disturbed area is located on a slope with a grade at or exceeding 5 horizontal to 1 vertical; and/or disturbed area is located along or within 30 feet of a storm drain inlet, an open drainage channel or watercourse; and/or construction will be initiated during the rainy season or will extend into the rainy season (Oct. 1 through April 30). I CERTIFY TO THE BEST OF MY KNOWLEDGE THAT ALL OF THE ABOVE CHECKED STATEMENTS ARE TRUE AND CORRECT. I AM SUBMITTING FOR CITY APPROVAL A TIER 1 CONSTRUCTION SWPPP PREPARED IN ACCORDANCE WITH THE REQUIREMENTS OF CITY STANDARDS. I UNDERSTAND AND ACKNOWLEDGE THAT I MUST: (1) IMPLEMENT BEST MANAGEMENT PRACTICES (BMPS) DURING CONSTRUCTION ACTIVITIES TO THE MAXIMUM EXTENT PRACTICABLE TO MINIMIZE THE MOBILIZATION OF POLLUTANTS SUCH AS SEDIMENT AND TO MINIMIZE THE EXPOSURE OF STORM WATER TO CONSTRUCTION RELATED POLLUTANTS; AND, (2) ADHERE TO, AND AT ALL TIMES, COMPLY WITH THIS CITY APPROVED TIER 1 CONSTRUCTION SWPPP THROUGHOUT THE DURATION OF THE CONSTRUCTION ACTIVITIES UNTIL THE CONSTRUCTION WORK IS COMPLETE AND APPROVED BY THE CITY OF CARLSBAD. Shelly Edwards j{J Corch' OWNER(S)/OWNERS AGENT NAME (PRINT) PrI 05/03/16 OWNER(S / WFIER'S AGENT-NAME (SIGNATURE) DATE E-29 Page 1 of 3 REV 07/14 Erosion Control Sediment Control BMPs Tracking Control Non-Storm Water Waste Management and Materials BMPs BMPs Management BMPs Pollution Control BMPs V c .2 c .2 , a) V a) U) Co — o C o C 0 . V C) E C CO C a) V C Co CD Best Management Practice Q cc C CD (BMP) Description - ii . I- E 0 V 16 Co - -C i . a) Co = C) °i VW '0 .0 O CL .? Co . a) -a > -8 2 . S =1 e 0 0 . . 2 C o '° C a- Co Co 2 a' ( co o o W Cl) U) Cl) 0 Li.. CD U) (I) (l)C U).E CO O QC ( >C L Cl) U)C U) I 0 CASQADesignation -) Op C) T U? 19 1r C? ° ? C? C? U? () C? L) w 0 0 0 W W W W W W W • Ui it X Cl) z U) z U) U) Z Construction Activity Ui Ui W () U) Cl) U) () U) U) U) I— I— 2 Grading/Soil Disturbance - Trenching/Excavation — — — - — Stockpiling - - - - - --— — — — Drilling/Boring — - - - Concrete/Apludl( Saw X cutting X1 Concrete flatwork x Paving Conduit/Pipelnstallation Stucco/Mortar Work - - Waste Disposal — — — — - — — - — — — - — — — — — — — — — Staging/Lay Down Area — — — — - — — — — — — — — — — — — — — - Equipment Maintenance - - and Fueling Hazardous Substance Use/Storage Dewatering -- Site Access Across Dirt --- Other (list): Instructions: Begin by reviewing the list of construction activities and checking the box to the left of any activity that will occur during the proposed construction. Add any other activity descriptions in the blank activity description boxes provided for that purpose and place a check in the box immediately to the left of the added activity description. For each activity descrribed, pick one or more best management practices (BMPs) from the list located along the top of the form. Then place an X in the box at the place where the activity row intersects with the BMP column. Do this for each activity that was checked off and for each of the selected BMPs selected from the list. For Example — If the project includes site access across dirt, then check the box to the left of Site Access Across Dirt'. Then review the list for something that applies such as "Stabilized Construction Ingress/Egress" under Tracking Control. Follow along the "Site Access Across Dirt" row until you get to the "Stabilized Construction Ingress/Egress" column and place an X in the box where the two meet. As another example say the project included a stockpile that you intend to cover with a plastic sheet. Since plastic sheeting is not on the list of BMPs, then write in "Cover with Plastic" in the blank column under the heading Erosion Control BMPs. Then place an X in the box where the 'Stockpiling" row intersects the new "Cover with Plastic" column. To learn more about what each BMP description means, you may wish to review the BMP Reference Handout prepared to assist applicants in the selection of appropriate Best Management Practice measures. The reference also explains the California Stormwater Quality Association (CASQA) designation and how to apply the various selected BMPs to a project. E-29 Page 2 of 3 REV 07/14 -i PLANNING DIVISION BUILDING PLAN CHECK Development Services Planning Division . CITY 0 F REVIEW CHECKLIST. - 1635 Faraday Avenue CARLSBAD P-28 (760) 602-4610 www.crIsbdcov ' DATE: 4/27/2016 PROJECT NAME: EXTERIOR RENOVATIONS PROJECT ID: PLAN CHECK NO: CB161282 SET#: 2 ADDRESS: 2111,2121,2131,2141 PALOMAR AIRPORT RD APN:. This plan check review is complete and has been APPROVED by the Planning Division.. By Veronica Morones , 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: shernandei@hhdainc.com For questions or clarifications on the attached checklist please contact the following reviewer as marked: PLANNING 760-602-4610 ENGINEERING 760-602-2750 FIRE PREVENTION 760-602-4665 Chris Sexton Chris Glassen . Greg Ryan 760-602-4624 • - - 760-602-2784 -. 760-602-4663 . Chris.Sexton@carlsbadca.gov Christoiher.Glassen@carlsbadca.gov Lregory.Ryan@carlsbadca.gov Gina Ruiz ValRay Marshall Cindy Wang 7606024675 Gina.Ruiz@carlsbadca.gov - 7606022741 VaIRay.MarshaII@carIsbadca.gov 7606024662 - Cynthia.Wong@carlsbadca.gov Veronica Morones • Linda Ontiveros Dominic Fieri 760-602-4619 760-602-2773 760-602-4664 - Veronica.Morones@carlsbadca.gov Linda.Ontjveros@carlsbadca.gov Dominic.Fieri@carlsbadca.gov - - %•• - - 4 •.... .- ,- . •- P-28 • Page lof4 07/11 PLANNING DIVISION 4 A&\ BUILDING PLAN CHECK Development Services 1~hk Planning Division CITY OF REVIEW CHECKLIST 1635 Faraday Avenue CARLSBAD P-28 (760) 602-4610 www.carlsbadca.20v Remarks: COFFEE CART DENOTED AS NAP. Plan Check No. CB161282 Address 2111, 2121, 2131,2141 PALOMAR AIRPORT RD Date 04/27/2016 Review #2 Planner Veronica Morones Phone (760) 602-4619 APN: Type of Project & Use: EXTERIOR RENOVATION Net Project Density: DU/AC Zoning: P-M General Plan: P1 Facilities Management Zone: 5 CFD (in/out) #_Date of participation: Remaining net dev acres:_____ (For non-residential development: Type of land use created by this permit: REVIEW #: 1 2 3 Legend: Item Complete III Item Incomplete - Needs your actii LI Environmental Review Required: YES LI NO LI TYPE DATE OF COMPLETION: Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval: Discretionary Action Required: YES LI NO LI TYPE APPROVAL/RESO. NO. DATE PROJECT NO. OTHER RELATED CASES: Compliance with conditions or approval? If not, state conditions which require action. Conditions of Approval: LI Coastal Zone Assessment/Compliance Project site located in Coastal Zone? YES El NO CA Coastal Commission Authority? YES Li NO If. California Coastal Commission Authority: Contact them at - 7575 Metropolitan Drive, Suite 103, San Diego, CA 92108-4402; (619) 767-2370 Determine status (Coastal Permit Required or Exempt): N/A Lii Habitat Management Plan Data Entry Completed? YES LI NO LI 0 If property has Habitat Type identified in Table 11 of HMP, complete HMP Permit application - and assess fees in Permits Plus (A/P/Ds, Activity Maintenance, enter CB#, toolbar, Screens, HMP Fees, Enter Acres of Habitat Type impacted/taken, UPDATE. Z LI Inclusionary Housing Fee required: YES LI NO LI (Effective date of Inclusionary Housing Ordinance - May 21, 1993.) P-28 Page 2 of 4 07/11 0 PLANNING DIVISION Development Services 4111 ~k BUILDING PLAN CHECK Planning Division CITY OF REVIEW CHECKLIST 1635 Faraday Avenue CARLSBAD P-28 (760) 602-4610 Data Entry Completed? YES LI NO LI (A/P/Ds, Activity Maintenance, enter CB#, toolbar, Screens, Housing Fees, Construct Housing Y/N, Enter Fee, UPDATE!) LI Housing Tracking Form (form P-20) completed: YES fl NO E] N/A LI Site Plan: LI Provide a fully dimensional site plan drawn to scale. Show: North arrow, property lines, easements, existing and proposed structures, streets, existing street improvements, right-of- way width, dimensional setbacks and existing topographical lines (including all side and rear yard slopes). Provide legal description of property and assessor's parcel number. City Council Policy 44 - Neighborhood Architectural Design Guidelines LI 1. Applicability: YES LI NO LI LI 2. Project complies: YES LI NOD Zoning: LI Setbacks: Front: Required Shown Interior Side: Required Shown Street Side: Required Shown Rear: Required Shown Top of slope: Required Shown LI Accessory structure setbacks: 4 Front: Required Shown Interior Side: Required Shown Street Side: Required Shown Rear: Required Shown Structure separation: Required Shown LI Lot Coverage: Required Shown LI Height: balcony Required Shown LI Parking: Spaces Required Shown (breakdown by uses for commercial and industrial projects required) Residential Guest Spaces Required Shown LI Floor Area Ratio: Required Shown P-28' Page 3 of 4 07/11 PLANNING DIVISION BUILDING PLAN CHECK Planning Division Development Services CITY OF REVIEW CHECKLIST 1635 Faraday Avenue CARLSBAD P-28 (760)602-4610 - www.cirIsbdca.qov OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER V. MORONES DATE 4/27/2016 U Shav Even From: Amber Ressmer Sent: Wednesday, April 06, 2016 1:58 PM To: S SHernández@hhdainc.om Cc: Building Subject: CB161282 Good afternoon, CB161282 plan does not require Carlsbad Fire Department fire plan review. Thank you, Amber (city of. Crisis ad Amber Ressmer Fire Prevention Office Specialist City of Carlsbad 1635 Faraday Ave Carlsbad, CA 92008-7314 www.carlsbadca.gov P 760-602-4665 I F 760-602-8561 2J 11 PoJoccQf I 1 Ii 440 E. Corporate Dr. #103 Meridian, ID 83642 Voice 208-288-2181 Fax 208-288-2182 www.dcengineedng.net El'.! CJII'./EER I/V C7 STRUCTURAL CALCULATIONS Carlsbad Executive Plaza Carlsbad, CA I2O16 PREPARED FOR: Hurkes Harris DCE JOB # 16HHDO2 2111 PALOMAR AIRPORT RD 2130701400 TI 04-01-2016 CB1 61282 j I . - - -' 440 E Corporate Dr. Suite 103 Meridian idaho 83642 208-288-2181 The calculations were prepared to meet the design criteria of:F 2013 California Building Code Project Name: Carlsbad Executive Plaza 4 Project City, State: Carlsbad, CA The following Loads Summary is a short description of the load cases that were used in the design of this project: 2. Risk category:L I Gravity Design Criteria: .- Dead Loads (DL): Uniform Live Loads (LL): Uniform Conc. Roof: Load Load Load I Decorative Panel 10 psf Roof Construction Live Load (red)' 20 psf 0 :- ••• - seismic Dpsipn Criteria (E Importance Factor: 1.00 - - Soil Site Class: D Assumed TL = 8.00ls. - . Ss = 1.069 Sds = 0.764 . Ta =0.11s S1= 0.413 Sd1 = 0.437 I Ct = _0.02 • hn = 9.50 ft . •- • : • . . x= 0.75 Design Method: EquivalentLateralForceAnalysisASCESection12.8andChapter15 Rt I_I_Cdt I_ Cs* I SFRS: Self-Supporting Structures Similar to Buildings 1.25 _.. _2 _2.5 _0.611 - * footnotes were not applied to factors and to be verified in calculations if they apply Seismic Design Categorypi . Wind Loading Design Criteria (W): Design MethoiASCE7 Chapter 30 . . . •- V V Exposure Category: Wind Speed 100 Ultimate V V - • . . . - V V V • .-•,.. MFWRS Refer to ASCE Figures to determine appropriate Pressures based off of areas V Components and Cladding: Refer to ASCE Figures to determine appropriate Pressures based off of areas I- - -- . -'V S , V V ., f V • V - • * - -V _5•_V•, V V - • - V V • .3 - ' .4 V V , . . -V • V S . •• . - - . .. -4 • . V V V V •VV Search Results : Query Date: Mon Mar 072016 Latitude: 33.1241 Longitude: -117.2756 ASCE 7-10 Windspeeds (3-sec peak gust in mph*): . Risk Category 1:100 Risk Category II: 110 Risk Category III-IV: 115 MRI** 10-Year: 72 MRI° 25-Year: 79. MRI 50-Year: 85 MRI°° 100-Year: 91 ASCE 7-05 Windspeed: 85 (3-sec peak gust in mph) ASCE 7-93 Windspeed: - S S ASCE 7 Windspeed ASCE 7 Ground Snow Load Related Resources Sponsors About ATC Contact 70 (fastest mile in mph) - • - Wiles per hour - "Mean Recurrence Interval - Users should consult with local building officials .• . . . - -, to determine It there are comnwnityupecific wind speed requirements that govern. S S , . S . -. -'S .. _5• - Print your results - S • I - - - . S -. . WINDSPEED WEBSITE DISCLAIMER - While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the windspeed report should not - be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the . . use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in - - interpreting and applying the results of the windspeed report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the windspeed load report. . • -' ' S Sponsored by the ATC Endowment Fund Applied lethnaloov Council 201 Redwood Shores Pathway Suite 240 Redwood City, California 94065 (650) 595-1542tlt ' - , i_4 - :5 , - A - .-'., .- -- . - - .5 S • S S r• • . J. IJSGS Design Maps Summary Report User-Specified Input Building Code Reference Document 2012 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 33.124470N, 117.27665°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/Il/Ill USGS-Provided Output S= 1.069g Sms 1.146g SDS= 0.764g S1 = 0.413 g SNI = 0.655 g SDI = 0.437 g For information on how the SS and Si values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. MCE,t Response Spectrum 1.20 1.00 0. 0.0 0.72-- 0.60- 0.41- 0.36- 0.24-1 0.12- 6.00 I I I I 0.00 0.20 0.40 0.60 010 1.00 1.20 1.40 1.0 110 2.00 Period, T (sec) Design Response Spectrum 0.00 0.72-- 0.64-- ----------- 0.56-- lop 0.41 0.40 0.32 0.24 0.1 0.00 0.00 0.00 0.20 0.40 0.0 0.00 1.00 1.20 1.40 1.0 1.00 2.00 Period, T (see) Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of the data contained therein. This tool is not a substitute for technical subject-matter knowledge. L .3 LASCE 7-10 Wind Forces Chpt 28, Pt2 & Lic. KW-06009267 Licensee: DC ENGINEERING Description: —None-. . [Analytical Values I . Calculations per ASCE 7-10 V: Basic Wind Speed per Sect 26.5-1 A. B or C , 110 mph Roof Slope Angle . . ' 0 to 5 degrees . Occupancy per Table 1.5-1 I Buildings and other structures that represent a low hazard to human life in the event of failure. Exposure Category per 26.7 Exposure B MRH:Mean Roof Height 9.50 It . - Lambda: per Figure 28.6-1, Page 305 1 00 . Effective Wind Area of Component & Cladding 10.0 ft"2 DESIGN C&C WINDRoof pitch for cladding pressure . . . o t 7 degrees User specified minimum design pressure 100 psf LOADING Topographic Factor Kzt per 26.8 - . , 1.00 LHD : Least Horizontal Dimension 5.it- a = max (0.04 * LHD, 3, min(0.10 * LHD, 0.4*MRH)) 3(10 It max (0.04 * LHD, 3, min(0.10 * LHD, 0.4MRH)) F Design Wind Pressures ._—j Minimum Additional Load Case per 28.4.4 = 16 PSF on entire vertical plane Horizontal Pressures Zone A = 1924f Zone C = 1270 psf Zone B = 1000 psf Zone 0 = 1000 psf Vertical Pressures Zone E = 2310 psf Zone G = 1600 psf Zone F = 1310 psf Zone H = 1010 psf - - Overhangs.. Zone: Eoh = -32.30 psf - Zone: GO = , -25.30 psf . . . - . .. LComponent & Cladding Design Wind Pressures Design Wind Pressure = Lambda Kzt Ps30 per Eq 30.5-1 Roof Zone 1 Positive 10.000 psf Minimum Additional Load Case per 284 4= 16 PSF Negative: . -21.800 psf on entire vertical plane . Roof Zone 2 Positive 10.000 psf Negative -36.500 psf Roof Zone 3 Positive 10.000 psf Negative: .-55.000 psf . . . . . • Wall Zone 4: Positive: 21.800 psf - • - •' . . . - Negative 23600 psf Wall Zone 5: Positive 21.800 psf Negative 29100 psf Roof Overhang Zone 2: . -34.300 psf Roof Overhang Zone 3 56.500 psf. '. -• .. . . . . . ... - . . ,-•, -. ,. ._.•_---... - -, • '- . ,, . -. 4 - . .. • • .--.- -- -. DINING AREA CALC PLAN - DENOTES SCREEN PANEL LOCATION ROOF DL = 15 PSF (1/4" ALUMINUM PANEL AND HSS FRAMING) (VALL DL = 5 PSF (1/4" ALUMINUM PANEL) CRITICAL COLUMN AND FOOTING COLUMN HEIGHT = 9.5' ROOF TRIB = 5*74 = 37 S.F. WALL TRIB = 7.4' CRITICAL PERIMETER BEAM SPAN = 18.67' TRIB = 7.5' CRITICAL INTERIOR BEAM SPAN = 15' TRIB = 9.33' a. DC Engineering, P.C. Engineering Consultants 440 E. Corporate Dr., Suite 103 Meridian, Idaho 83642 PH. 208.288.2181 FAX 208-288-2182 bL. L. ..... JOB 1rw SHEET NO.____________________________ OF_______________________ CALCULATED BY________________________ DATE_____________________ CHECKED BY_________________________ DATE CALF I St I B \doprojects\ZO1b\1bHH[XJ2 - easbad Execuve IIaza\Ca1cs\St.ructuraI\PhKMiT ee earn ENERCALC INC 1983-2016 BuiId616218 Ver616218 Description : 01JNTERlOR BEAM - EICODE REFERENCES Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set: ASCE 7-10 L Material Properties - I Analysis Method: Load Resistance Factor Design Fy : Steel Yield: 46.0 ksi Beam Bracing : Completely Unbraced E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending , ppIied Loads Service loads entered. Load Factors will be applied for calculations. -: Beam self weight calculated and added to loading' Loads on all spans... - Uniform Load on ALL spans: D = 0.0150, Li = 0.020, W = -0.0550 ksf, Tributary Width = 9.330 ft - - Maximum Bending Stress Ratio = 0.726:1, Maximum Shear Stress Ratio = 0.092 :1 Section used for this span HSS8x3x3/16 Section used for this span . HSS8x3x3/16 Mu: Applied . 22.227 k-ft Vu : Applied 5.927 k Mn * Phi: Allowable 30.602 k-ft Vn * Phi: Allowable 64.642. k Load Combination +1.OD+.5OLr+50L-W+160H Load Combination +1.20D.+0.50Lr.+43.50L-W+1.60H Location of maximum on span 7.500ft Location of maximum on span 0.000 ft Span # where maximum occurs Span #1 Span # where maximum occurs 1 . Span # I Maximum Deflection . . . Max Downward Transient Deflection . 0.265 in Ratio = 679 >=240. Max Upward Transient Deflection -0.726 in Ratio = 247 >=240. Max Downward Total Deflection 0.482 in Ratio = 373 >=180. - Max Upward Total Deflection -0.307 in Ratio = 587 >=I80. [Maxim urn Forces & Stresses -tor Load Combiit Load Combination Max Stress Ratios . Summary of Moment Values Summary of Shear Values Segment Length Span # M V max Mu + max Mu - Mu Max Mnx PhiMnx Cb Rm VuMax Vnx PhiVnx +1.40D+1.60H . . Dsgn. L'-- 15.60 ft 1 . . - 0.197 0.025 6.03 6.03 34.00 30.60 1.14 1.00 1.61' 71.82 64.64 +1.20D+0.50Lr+1.60L+160H . Dsgn. L = 15:00 ft 1 0.255 0.032 7.79 7.79 34.00 30.60 1.14 1.00 2.08 71.82 6464 +1.20D+1.60L..0.505+1.60H . . Dsgn. L = 15.00 It 1 . 0.169 0.021 5.17 5.17 34.00 - 30.60 1.14 1.00 1.38 71.82 64.64 +1.20D+1.6OLr-+0.50L+1.60H . . , 11 - Dsgn. L= 15.00 ft . 1 0.443 0.056 13.57 13.57 34.00 30.60 1.14 1.00 3.62 71.82 64.64 +1.20D+1.60Lr+0.50W+1.60H . Dsgn. L= 15.00 ft 1 0.208 0.026 6.35 6.35 34.00 30.60 1.14 1.00 1.69 71.82 6464 +1.20D+1.60Lr-0.50W+1.60H Dsgn. L= 15.00ft 1 0.679 0.086 20.78 . 20.78 34.00 . 30.60 1.14 1.00 - 5.54 71.82 64.64 +1.20D+0.50L+1.605+1.60H Dsgn. L= 15.00 ft . 1 0.169 0.021 5.17 • 5.17 34.00. 30.60 1.14' 1.00 1.38 71.82 64.64 +1.20D+1.605+0.50W+1.60H Dsgn. L= 15.00ft 1 0.067 0.008 . -2.05 2.05 34.00 30.60 1.14 1.00 0.55 71.82 64.64 +1.20D+1.605-0.50W+1.60H ., . Dsgn. L= 15.00ft - 1 - 0.405 0.051 12.39 12.39 34.00 30.60 1.14 1.00 3.30 ' 71.82 64.64 +1.20D40.50Lr-+0.50L-.W+1.60H Dsgn. L = 15.00 ft 1 0.217 0.027 - -6.64 6.64 34.00 30.60 1.14 1.00 . 1.77 71.82, . 64.64 +1,20D-+0,5OLr-'0.50L-W+1,60H . * . . - Dsgn. L= 15.00 ft ' 1 0.726 0.092 22.23 22.23 34.00 30.60 1.14 1.00 . 5.93 71.82 64.64 +1.20D+0,50L-.0,505-*-W+1,60H ' . , . .. i_ Dsgn. L = 15.00ft 1 0.303 0.038 ' . -9.26 9.26 34.00 30.60 1.14 1.00 . 2.47 71.82 64.64 Steel B earn ENERCALC, \\dce\projects\2016\16HHDO2 - Carlsbad iiitive Plaza\CaIcsStnicturaIPERMlT SET\Enercalc\16hhd02.ec6 • INC. 1983-2016, Build:6.16.2.18, Ver.6.16.2.18 Lic. Licensee.IIsI I[ ENGINEERING Description: 01JNTERIOR BEAM Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V max Mu + max Mu - Mu Max Mnx PhiMnx Cb Rm VuMax Vnx PhiVnx +1,20D+0,50L-+0,505-W+1.60H Dsgn. L.= 15.00 ft 1 0.641 0.081 19.60 19.60 34.00 30.60 1.14 1.00 5.23 71.82 64.64 +1.20D*0.50L+0.205*€+1.60H - Dsgn. L= 15.00 ft 1 0.169 0.021 ' 5.17 5.17 34.00 30.60 1.14 1.00 • 1.38 71.82 6464 40.90D+W40.90H Dsgn. L= 15.00 ft 1 0.345 0.04.4 -10.55 10.55 34.00 30.60 1.14 1.00 2.81 . 71.82 64.64 40.90D-W40.90H - Dsgn. L = 15.00 ft 1 . 0.598 0.076 18.31 18.31 34.00 30.60 1.14 1.00 4.88 71.82 64.64 +0.90D+€40.90H Dsgn. L= 15.00 ft 1 0.127 0.016 3.88 3.88 34.00 30.60 1.14 1.00 1.03 71.82 64.64 [OliMãiimum Difltions Load Combination Span Max. -' Defi Location in Span Load Combination . Max. I+ Defi Location in Span - 1 0.0000 0.000 W Only . ' -0.7283 7.543 [Vertical Reactions Support notation: Far left is #1 Values in KIPS . Load Combination Support 1 Support 2 Overall MAXimum .-3.849 39 Overall MiNimum 0.467 ' 0.467 . . . - 404+1 1.149 - - 1.149 40+&.+H - - 1.149 1.149 -. 2.549 2.549 -+0+5+4-I 1.149 1.149 -+0-+0.750Lr-+0.750L-++1 2.199 2.199 . . . . . '-0-+0.750L-+0.750541 1.149 . . 1.149 . . . - . .. *0+0,60W+fl -1.160 -1.160 4040.70E+H - 1.149 1.149 - 4040.750Lr40.750L40.450W41-I 0.467 . 0.467 '040.750L40.750540.450W4H -0.583 -0.583 . . .. .. . . -+090,750L+0.750S40,5250E-*l 1.149 1.149 +060D40.60W40.60H ' -1.620 - -1.620 , - . - . - , ,. - -+O.60Di-O.70E-+O.60H - 0.689. 0.689 DOnIy 1.149 1.149 LrOnly . •. ' 1.400 1.400 , ,L Only _. - -.- .• -, -. -' .. SOnly W Only . - 3649 3649 EOnly HOnly - .. I •_ -. . , , . .,. '- .,. _ 4 -• - • . '- -• . . , -- ,,- ,. , , . . .. • • .• -4. ',• . . -, . • - - I - I, • , , • = \\dce\croiects\2016\16HHD02 - ENERCALC, INC. 1983-2016, Build:6.16.3.4, Ver.6.16.3.4 Description: 02-PERIMETER BEAM ECODEREFERENCES :. Calculations per AISC 360-10, IBC 2012, ASCE 7-10 - -. Load Combination Set: ASCE 7-10 - - TMaterial Properties . - Analysis Method: Load Resistance Factor Design Fy : Steel Yield: 46.0 ksi Beam Bracing: Completely Unbraced E: Modulus: . 29,000.0 ksi Bending Axis :' -. Major Axis Bending - DIG .1125tLrfp.15 +0tW(-O.41251 Span = 18.670 ft HSS12x4x3/16 Service loads entered. Load Factors will be applied for calculations. - Beam self weight NOT internally calculated and added Loads on all spans... Uniform Load on ALL spans: D = 0.0150, Lr = 0.020, W= -0.0550 ksf, Tributary Width = 7.50 ft Maximum Bending Stress Ratio = 0.407: 1 Maximum Shear Stress Ratio = , 0.063 : I Section used for this span ., HSS12x4x3/16 Section used for this span HSS12x4x3/16 Mu :Applied 27.123k-ft - Vu :Applied -- 5.811 k Mn * Phi Allowable . 66.681 k-ft Vn * Phi: Allowable 92.892 k Load Combination +1.20D+0.50Lr+0.50L-W+1.60H . Load Combination +1.20D+0.50Lr+0.50L-W+1.60H Location of maximum on span 9.335ft Location of maximum on span 0.000 ft Span # where maximum occurs - - Span # 1 Span# where maximum occurs . Span # 1. Maximum Deflection Max Downward Transient Deflection 0.155 in Ratio = 1,447 >=240. . Max Upward Transient Deflection - -0.425 in Ratio = 526 >=240. ,. Max Downward Total Deflection 0.271, in Ratio = 827 >=180 . - Max Upward Total Deflection - -0.186 in Ratio = 1207 ?=180 EMimum Forces &Stresses for Load Cóñibinations I . . . Load Combination - - - Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # : M V max Mu + max Mu - Mu Max Mnx PhiMnx Cb Rm VuMax Vnx PhiVnx +1.40D+1.60H . Dsgn. L= 18.67ft . 1 0.103- 0.016 6.86 - 6.86 . 74.09 66.68 1.14 1.00 1.47 103.21 92.89' - +1.20D-+0.50Lr+1.60L+160H . . - Dsgn. L = 18.67 ft 1 0.137 0.021 9.15 9.15 ,.- 74.09 66.68 1.14 1.00 . 1.96 103.21 92.89 +1.20D+1.60L+0.50S+1.60H Dsgn. L = 18.67ft - 1 0.088 0.014 5.88 5.88 - 74.09 66.68 1.14 1.00 1.26 103.21 . - 92.89 +1.20D+1.60Lr-.0,50L+1.60H ...' - • .-11 Dsgn. L = 18.67, ft 1 0.245 - 0.038 16.34 • - . 16.34 74.09 66.68 1.14 1.00 3.50 103.21 92.89. +1.20D+1.60Lr+0.50W+160N Dsgn:L= 18.67ft . 1 0.110- - 0.017 7.35 - 7.35 74.09 66.68 1.14 1.00 1.58 103.21 92.89 +1.20D+1.60Lr-0.50W+1.60H . Dsgn. L = 18.67 ft 1 - . 0.380 0.058 25.33 . 25.33 • 74.09 66.68 1.14 1.00 . 5.43 - .103.21 92.89 +1.20D40.50L+1.60S+1.60H Dsgn. L = 18.67 ft 1 ' 0.088 0.014 5.88 5.88 74.09 '66.68 1.14 1.00 .1.26 103.21 92.89 .. +1.20D+1.60S+0.50W+1.60H . • - Dsgn. L= 18.67ft • 1 0.047 0.007 -3.10 3.10 74.09 66.68 1.14 1.00 0.67 103.21 .92.89 s120D+160S..050W+160H • . .-; .. Dsgn. L= 18.67ft 1 0.223 0.034 14.87 . - 14.87 74.09 66.68 1.14 1.00 - 3.19 103.21 92.89 +1.20D.s-.50Lr450L#t/tJ+160H Dsgn. L= 18.67ft 1 -. 0.132: 0.020 -8.82 8.82 - - 74.09 66.68 1.14 1.00 1.89 - 103.21 92.89 - +1.20D+0.5OLr4O.50L-W+160H . - . - .• • Dsgn. L = 18.67ft - 1 . 0.407 0.063 27.12 27.12 74.09 66.68 . 1.14 1.00 - - 5.81 103.21 92.89 +1.20D-i.0.50L+0.505+W+1.60H - . - . - . • . . . . . . - Dsgn. L = 18.67ft 1 0.181 0.028 -12.09 12.09 :74.09 66.68 1.14 1.00- 2.59 103.21 92.89 t.• . ..- - * St I B ee earn = \\dce\projects\2tiif OCiiExecuve Cas\StructuralPERMlT SE11Enerca\16hhd02.ec6 ENERCALC, INC. 1983-2016, 8ui1d:6.16.3.4, Ver.6.16.3.4 Lic. 'IIIENGINEERING Description: 02-PERIMETER BEAM . Load Combination Max Stress Ratios -Summary of Moment Values Summary of Shear Values Segment Length - -Span # M V - max Mu + max Mu - Mu Max Mnx Phi*Mnx Cb Rm VuMax Vnx PhiVnx +1.20D40.50L-+0.505-W+1.60H Dsgn. L= 18.67 ft 1 - 0.358 0.055 - 23.86 23.86 74.09 66.68 1.14 1.00 5.11 103.21 92.89 - - +1.20D40.50L40.2054€+1.60H - Dsgn. L= 18.67 It - 1 0.088 0.014 5.88 -, 5.88 74.09 66.68 1.14 1.00 1.26 103.21 92.89 40.900-+W40.90H - - Dsgn. L= 18.67 ft - - 1 0.203 0.031 . -13.56 -13.56 74.09 66.68 1.14 1.00 2.91 .103.21 92.89 . -40.90D-W40.90H Dsgn. L = 18.67 It .1 0.336 0.052 22.38 -. - 22.38 . 74.09 66.68 1.14 1.00 4.80 103.21 92.89 -'0.90D4€40.90H Dsgn. L = 18.67 ft - 1 0.066 0.010 4.41 4.41 74.09 66.68 1.14 1.00 0.95 103.21 - 92.89 TOäll1Mäimum Diflétions . Load Combination Span Max. - Dell Location in Span Load Combination Max. "+ Dell Location in Span - - 1 0.0000 0.000 W Only - -0.4255 .9.388 [Vertical -Reactions - I -- Support notation: Far left is #1 Values in KIPS - Load Combination Support 1 Support 2 -, - - •- Overall MAXimum - -3.851 - -3.851 Overall MiNimum - 0.368 - 0.368 40*1 - = . 1.050 1.050 0 . 40-t4H 1.050 1.050 - 40-'-Lr4-4-I : - $,2.450 2.450 - - - 1.050 1.050 -+0-+0750Lr-'0750L-+H 2.100 2.100 -'040 750L-'O 750S41 1.050 1.050 +04.60V41-1 - - 1.260 - 1.260 ' - . - . •• -0-.0.70E-*l - 1.050 1.050 - 0 -+0-+0750L40750L40450W44-I 0.368 - - 0.368 - - - - 4040.750L40.750S40.450W4H -0.683 -0.683 * 40+0750L407505405250E41 - - 1.050 1.050 -' +0 60D+0 60W-0 60H -1.680 -1.680 +0 60D-+0 70E+0 60H 0.630 0.630 DOnly 1050 1.050 .' LrOnly , - - . - 1.400 1.400 LOnly - . - .. - . . - 0 • - .. SOnly W Only - -3.851 3.851 EOnly H Only 0 .. .,, - 0.•-- 0 . - - ., ,- - '1• . -- •• ---- - - -- . . - - - - - -*0 .- 4 - 0 - * - I .-.., -4 -. - 11 Steel Column 11i-1I-1rifl - ('rkh,.d -ti. INC. 1983-2016, Buiid:6.16.2.18, Ver.6.16.2.18 Description : 03-COLUMN ECodeRences_. _IIIIJ . Calculations per AISC 360-10, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : ASCE 7-10 . '. TGeneral Information Steel Secon Name HSS4x4x3/16 Overall Column Height 9.50 ft Analysis Method: Load Resistance Factor Top & Bottom Fixity Top & Bottom Pinned Steel Stress Grade , A500, Grade B, Fy = 46 ksi, Carbon Brace condition for deflection (buckling) along columns: Fy : Steel Yield 46.0 ksi . X-X (width) axis: E : Elastic Bending Modulus 29,000.0 ksi . Fully brad against buckling along X-X Axis . * Y-Y (depth)'axis: Fully braced against buckling along Y-Y Axis J_Applid Loads . Service loads entered. Load Factors will be applied for calculations. Column self weight included : 89.490 lbs * Dead Load Factor . ••. AXIAL LOADS... . Axial Load at 950 ft Xecc = 0.250 in Yecc = 0.250 in D = 0.60,LR = 0750 W = 20k BENDING LOADS.... - Lat. Uniform Load creating Mx-x, W = 0.150 k/ft . . EDESIGN SUMMARY .1 . - . . Bending & Shear Check Results . .. . PASS Max. Axial+Bending Stress Ratio = 0.1486 : 1 Maximum SERVICE Load Reactions.. Load Combination . +1.200+0.50Lr+0.50L-W+1.60H Top along X-X . 0.004386 k -' Location of max.above base . .,. 4.782 ft Bottom along X-X 0.004386 k At maximum location values are Top along V Y 0.7169 k Pu . •, 13.202 k Bottom along Y-Y :, 0.7081 k 0.9Pn 106.812 k . . Mu-x . -1.660 k-ft Maximum SERVICE Load Deflections... 09 Mn -x: 12.662 k ft Along Y V 0 1520 in at 4 782ft above base Mu-y -. ... . 0.03246 k-ft for load combination :W Only . 0.9*Mny: 12.662 k-ft Along X-X -0.002335 in at 5.547ft above base . for load combination:W Only . PASS Maximum Shear Stress Ratio = 0.02871 : 1 . • . . . . .. Load Combination +11.20D+0.50Lr-4-0.50L-W+1.60H . . . Location of max.above base 9.50 ft - At maximum location values are... . Vu Applied . .. . 0.7193 k . Vn • Phi: Allowable 25.054 k : EI[ód Combination Results Maximum Axial + Bending Stress Ratios Maximum Shear Ratios - LOad Combination . Stress Ratio Status Location . Stress Ratio Status Location . +1 40D+1 60H 0.009 PASS 0.00 ft 0.000 PASS 0.00 ft +1.20D+050Lr+160L+160H . . 0.011 PASS 0.00 ft 0.000 PASS .. 0.00 ft +1.20D+1.60L+0.505+1.60H . 0.008 -. PASS 0.60 ft 0.000 PASS 0.00 ft +1.20D+1.6OLr+0.50L+1.60H -, . 0.019 PASS 0.00 ft . 0.000 PASS 0.00 ft +1 20D+1 60Lr+0 50W+1 60H 0.073 PASS 4.78 ft 0.014 PASS 0.00 ft -. . . +1.20D+1.60Lr-0.50W+1.60H . .0.081 PASS 4.72 ft . 0.014 ,PASS 9.50 ft . -. +1.20D+050L+1605+160H 0.008 PASS 0.00 ft - 0.000 PASS: 0.00 ft '-1.20D+1.60S*O.50W+1.60H ,. . 0.068 PASS 4.72 ft 0.014 PASS. 9.50 ft . +1.20D+1.60S-0.50W+1.60H ' 0.075 PASS 4.72 ft 0.014 PASS 9.50 ft +1.20D+0.5OLr+050L+W+160H - 0.137 PASS 4.72 ft 0.029 PASS 9.50 ft P-'- +1.20D-f0.50Lr+050L-W+160H 0.149 PASS 4.78 ft - 0.029 PASS - 9.50 ft . . +1.20D+0.50L+0.50S+W+1.60H • • . 0.139 PASS 4.72 ft - 0.029 PASS 1. 9.50 ft • . +1 20D+0 50L-'-() 50S W+1 60H 10.147 PASS 4.72 ft 0.029 PASS 9.50 ft i-1.20D-450L+0.20S+E+1.60H • . 0.008 PASS 0.00 ft 0.000. PASS 0.00 ft --0 90D+W+O 90H ' - 0.140 , PASS 4.72 ft 0.029 PASS -9.50 ft 14 Steel Column INC. 1983-2016, Build:6.16.2.18, Ver.6.16.2.18 Description : 03-COLUMN [Load Combination Results 1 - Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio - Status Location Stress Ratio Status - Location 40.90D-W+0.90H 0.146 PASS 4.78 ft 0.029 PASS 9.50 ft -+090D+E40.90H 0.006 PASS 0.00 ft 0.000 PASS- 0.00 ft - - LMaximum Reactions I Note: Only non-zero reactions are listed. X X Axis Reaction Y Y Axis Reaction Axial Reaction Load Combination Base @ Top @ Base © Top @ Base -+0*1 . -0.001 -0.001 k -0.001 -0.001 k . . 0.689 k - -+Oi-L-,+1 . . -0.001 -0.001 k -0.001 -0001 k 0.689 k - -0.003 - -0.003 k - -0.003 -0.003 k - . 1.439 k - 40+S*l - -. -0.001 -0.001 k . -0.001 -0.001 k .. 0.689 k -+0-+0.750Lr-+0.750L41 -0.003 -0.003 k -0.003 -0.003 k . 1.252k 4040 750L-.0 750S-'4-1 -0001 -0001 k -0001 -0001 k 0.689 k --'-0-+0.60W*I . . 0.001 0.001 k -0.426 0.429 k : -0.511 k . -+0-.0.70E-*l . . -0.001 . -0.001 k - --0.001 -0.001 k - 0.689 k -+0-+0.750Lr-+0.750L-'0.450W+H - -0.001 -0.001 k - -0.321 0.320 k • 0.352 k 4040.750L40.750S40.450W-+Fl 0.001 0.001 k -0.320 0.321 k -0.211 k •. -+040.750L-+0.750S+0.5250E+4-I -0.001 -0.001 k -0.001 -0.001 k 0.689 k •. S -+0.60D-+0.60W-+0.60H - 0.002 0.002 k -0.426 0.429 k . -0.786 k -+060D-+070E-060H -0001 4001 k -0001 -0001 k 0414k DOnly - .... -0.001 -0.001k -0.001 . -0.001k . 0.689k -. Lr Only . . -0.002 -0.002 k - -0.002 -0.002 k ..- . - 0.750 k LOnly k k k S Only .. - . - k . - - . k . k W Only . 0.004 0.004 k -0.708 6.717 k -2.000 k . EOnly k k k HOnly k k k [Maximum Deflections for Load Combinations I Load Combination Max X X Deflection Distance Max Y V Deflection Distance -'-0*1 00007 in 5.547 It 0.001 in 5.547 ft 40-t*I . - 0.0007 in 5.547 ft 0.001 in 5.547 It -'-0-s-Lr41 . 0.0016 in - 5.547 ft . 0.002 in 5.547 It -+0+S-+4-1 . . - 0.0007 in 5.547 ft 0.001 in 5.547 ft' .' . ... .-'0-+0.750Lr40.750L*H . 0.0014 in 5.547 ft - 0.001 in 5.547 It . •. 4040.750L40.750S441 - - = 0.0007 in 5.547 It . 0.001 in 5.547 ft - .• -' 40-+0.60W-*l - - -0.0007 in 5.547 ft 0.092 in 4.782 ft - -s040.70E41 . 0.0007 in 5.547 ft 0.001 in 5.547 It -+0+0.750Lr+0.750L-+0450W-+-H - 0.0003 in 5.547 It 0.070 in 4.782 ft *0-.0.750L40.750S*0.450W41 . -0.0004 in . 5.547 ft 0.069 in - 4.782 ft -+0-+0.750L-+0.750S-+0.5250E-'-H 0.0007 in • 5.547 It 0.001 in 5.547 It - . - . -'0 60D-'O 60W-+0 60H -00010 in 5.647 It 0.092 in 4.782 ft - - -'0.60D*0.70E-'0.60H •.. • 0.0004 . in 5.547 ft - 0.000 in 5.547 It DQnly .. -00007 in 5.547 ft 0.001 in 5.547 ft .- . ---LrOnly ..... 0.0009 in 5.547 ft 0.001 in 5.547. ft •• .. L Only 00000 in 0.000 ft 0.000 in 0.000 It S Only 00000 in 0.000 It 0.000 in 0.000 ft W Only .. -0.0023 in 5.547 ft . 0.152 in 4.782 ft . . .: . .. - E Only - 0.0000 in -, 0.000 ft 0.000 in 0.000 ft H.Only 9.0000 in 0.000 ft 0.000 in .0.000 it • [StëéLSiöiTProperties - I HSS4x4x3/16 - .....,. - I - V - - • '4' -. - 4 F -,- Steel Column ee 0 Urnfl =\dce\projects\2O16\16HHDO2 - Carlsbad ExecutePlaza\i\ttucturaI\PERMIT SET\Enea1c\16hhdO2.ec6 ENERCALC, INC. 1983-2016,Build:6.16.2.18Ver.6.16.2.18 Description: 03_CO.UMN L Steel SectiM Properties HSS4x4x3/16 . Depth = 4.000 in lxx = 6.21 mM = -10.000mM Sxx = . - 3.10 mnA3 Width = 4.000 In R xx 1.550 In Wall Thick = . 0.187 in Zx . = 3.670 mnA3 Area = 2.580 inA2 I yy = 6.210 inA4 C = 5.070 InA3 Weight t- = 9.420p1f Syy 1100 in -' 0 Ryy = 1.550 in + Ycg 0.000 In I . -0650t M.x I nark - www.hilti.us ,,, . Profis Anchor 2.6.4 Company: . , . ' Page: - 1 Specifier: Project: 16HHDO2 'Address: Sub-Project I Pos. No.: - Phone I Fax: . j Date: 3/20/2016 E-Mail: , Specifiers comments: CARLSBAD EXECUTIVE PLAZA COLUMN ATTACHMENT I Input'data . Anchor type and diameter Kwik Bolt TZ CS 1/2 (2) Effective embedment depth: h88 = 2.000 in., hnom = 2.375 in. Material: , Carbon Steel . Evaluation Service Report: ' ESR-i 917 - Issued I Valid: 10/1/2015 15/1/2017 Proof , Design method ACI 318-11 /Mech. , Stand-off installation: e,, = 0.000 in. (no stand-off); t = 0.500 in. 'Anchor plate: -. , • Lx I, x t = 10.000 in. x 10.000 in. x 0.500 in.; (Recommended plate thickness: not calculated Profile Square HSS(AISC) (LxWxT)=4000 in. x4000 in. x0250 in. - Base material cracked concrete 2500 f,,'= 2500 psi h = 4.000 in Installation: hammer drilled hole, Installation condition: Dry Reinforcement: tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement none or < No 4 bar Seismic loads (cat. C, D, E, or F) Tension load: yes (D.3.3.4.3 (C)) Shear load yes (D.3.3.5.3 (a)) Geometry [in] & Loading [lb ft .1b] . - . - :, -. . -S * it - -• -, Input data and results must be checked for agreement with the existing conditions and for plausibility! PROF IS Anchor( C) 2003-2009 Hilt, AG FL 9494 Schaan Rilti is a registered Trademark of Hilti AG Schaan www.hiltius H OL70 W1 Profis Anchor 2.6.4 Company: Page: 2 Specifier: Project: 16HHDO2 Address: Sub-Project I Pos. No.: Phone I Fax: I Date: 3/20/2016 E-Mail: 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions (Ib] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 500 36 0 36 2 500 36 0 . 36 3 500 .36 0 36 4 500 36 0 36 max. concrete compressive strain: max. concrete compressive stress: [psi] resulting tension force in (x/y)=(0:000/0.000): 2000 [lb] resulting compressiàn force in (x/y)=(0.000/0.000): 0 [lb) AY 03 04 (3 Tension 01 02 3 Tension load Load N. [lb] . Capacity ^ [lb] Utilization pN = Nua/fNn Status Steel Strength* 500 8029 7 OK Pullout Strength* N/A N/A N/A N/A Concrete Breakout Strength** 2000 4688 43 OK * anchor having the highest loading anchor group (anchors intension) 3.1 Steel Strength Nsa = ESR value refer to ICC-ES ESR-1917 4i Nsa N 8 ACI 318-11 Table D.4.1.1 Variables ASe N [in .2] futa [psi] 0.10 106000 Calculations Nsa [lb] 10705 Results Nsa [lb] 4tateei 4taanductile 4t Nsa [lb] N 8 [lb] 10705 0.750 1.000 8029 500 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Aflthor.( C) 2003-2009 1-tilti AG, FL-9494 Schaan Nilti is a registered Trademark of Hilti AG, Schaan www.hilti.us H LEI ELM Profis Anchor 2.6.4 Company: Page: 3 Specifier: Project: 16HHDO2 Address: Sub-Project I Pos. No.: Phone I Fax: I Date: 3/20/2016 E-Mail: 3.2 Concrete Breakout Strength NCbg — (ANC — Wec,N WedN NIc,N MIcp.N Nb ACI 318-11 Eq. (D-4) tlt Ncbg 2:Nua ACI 318-11 Table D.4.1.1 ANC see ACI 318-11, Part D.5.2.1, Fig. RD.5.2.1(b) ANcO = 9 h2.f ACI 318-11 Eq. (D-5) 1 'VecN = 2 eN) 151.0 ACI 318-11 Eq. (D-8) Wed,N = 0.7 + 0.3 (5g.,):5 1.0 ACI 318-11 Eq. (D-10) '4IcpN _MAX(E!!i l.5het — , -_~ 1.0 ACI 318-11 Eq. (D-12) Nb =kh ACI 318-11 Eq. (D-6) Variables h8, [in.] eC1N [in.] e [in.] 0,min [in.] 2.000 0.000 0.000 1.000 c [in.] kc ka f [psi] 5.500 17 1.000 2500 Calculations ANC [in. 2) ANcO [in. 2] 4ec1N t4lec2,N '4led,N 4cp,N Nb [lb] 144.00 36.00 1.000 1.000 1.000 1.000 2404 Results Ncg [lb] Oconcrete 4seismic 4nonductile 0 Nthg (lb] Nua [lb] 9617 0.650 0.750 1.000 4688 2000 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor (c) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is 6 registered Trademark of Hilti AG, Sthsan www.hilti.us Company: Specifier: Address: Phone I Fax: E-Mail: Page: Project: Sub-Project I Pos. No.: Date: L~i I EL, 0 Profis Anchor 2.6.4 4 16HHDO2 3/20/2016 4 Shear load Load Vua [lb] Capacity 4,V Fib] Utilization Pv= Status Steel Strength* 36 3572 2 , OK - Steel failure (with lever arm)* N/A N/A N/A N/A Pryout Strength** 143 6732 3 OK Concrete edge failure in direction ** N/A N/A N/A N/A anchor having the highest loading **anchor group (relevant anchors) 4.1 Steel Strength Vaaeq = ESR value refer to ICC-ES ESR-1917 4,Vsteei aVua ACI 318-11 Table D.4.1.1 Variables Asev [in. 2] f, [psi] 0.10 106000 Calculations Vaa,eg [lb] 5495 Results Vsa,eg [lb] 4)steet 4,nanductile 4' Vsa [lb] Vua [lb] 5495 0.650 1.000 3572 36 4.2 Pryout Strength Nc b v [(A - 'PecN Wed.N Wc,N 'Vcp.N N] 4t Vcpg aVua ANC see ACI 318-11, Part D.5.2.1, Fig. RD.5.2.1(b) A, =9h, 'VecN 1 = +2 eN l.° 'Ved,N =O.7+0.3(jj)~1.0 ( 4Jcp,N =MAX c5 15h01)s10 Cac Nb =k/Th15 NZ. ef ACI 318-11 Eq. (D-41) ACI 318-11 Table D.4.1.1 ACI 318-11 Eq. (D-5) ACI 318-11 Eq. (D-8) ACI 318-11 Eq. (D-10) ACI 318-11 Eq. (D-12) ACI 318-11 Eq. (D-6) Variables kcp het [in.] eCIN [in.] ec2N [in.] Ca,min [in.] 1 2.000 0.000 0.000 '41c,N Cac [in.] k,, XG f, [psi] 1.000 5.500 17 1.000 2500 Calculations AN. [in.2] ANc0 [in.2] 4/ecl,N Wec2,N Jed,N kVcp,N Nb [lb] 144.00 36.00 1.000 1.000 1.000 1.000 2404 Results Vcpg [lb] 4'coacrete 4,seisn* 4nonductile 4, Vcpg [lb] Vua [lb] 9617 0.700 1.000 1.000 6732 143 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor (c) 2003-2009 Itilti AG, FL-9494 Schaan Ftilti Is a registered Trademark of Nilti AG, Schaan www.hilti.us Profis Anchor 2.6.4 Company: Page: 5 Specifier: Project: 16HHDO2 Address: Sub-Project I Pos. No.: Phone I Fax: I Date: 3/20/2016 E-Mail: 5 Combined tension and shear loads ON PV C Utilization ON,V 1%1 Status 0.427 0.021 5/3 25 OK I3NV = 3+ 3i,<= 1 6 Warnings Load re-distributions on the anchors due to elastic deformations of the anchor plate are not considered. The anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the loading! Input data and results must be checked for agreement with the existing conditions and for plausibility! Condition A applies when supplementary reinforcement is used. The 0 factor is increased for non-steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to your local standard. Refer to the manufacturers product literature for cleaning and installation instructions. Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! An anchor design approach for structures assigned to Seismic Design Category C, D, E or F is given in ACI 318-11 Appendix D, Part D.3.3.4.3 (a) that requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure. If this is NOT the case, the connection design (tension) shall satisfy the provisions of Part D.3.3.4.3 (b), Part D.3.3.4.3 (c), or Part D.3.3.4.3 (d). The connection design (shear) shall satisfy the provisions of Part D.3.3.5.3 (a), Part D.3.3;5.3 (b), or Part D.3.3.5.3 (c). Part D.3.3.4.3 (b) / part D.3.3.5.3 (a) require the attachment the anchors are connecting to the structure be designed to undergo ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength. Part D.3.3.4.3 (c) I part D.3.3.5.3 (b) waive the ductility requirements and require the anchors to be designed for the maximum tension / shear that can be transmitted to the anchors by a non-yielding attachment. Part D.3.3.4.3 (d) / part D.3.3.5.3 (C) waive the ductility requirements and require the design strength of the anchors to equal or exceed the maximum tension I shear obtained from design load combinations that include E, with E increased by glo. 1-lilti post-installed anchors shall be installed in accordance with the Hilti Manufacturer's Printed Installation Instructions (MPh). Reference ACI 318-11, Part D.9.1 Fastening meets the design criteria! Input data and results must be checked for agreement with the existing conditions and for plausibilityl PROFIS Anchor ( c) 2003-2009 Hilti AG, FL-9494 Sthaan Ililti is a registered Trademark of Ftilti AG, Schaan 1~11!m www.hilti.us Profis Anchor 2.6.4 Company: Page: 6 Specifier: Project: 16HHDO2 Address: Sub-Project I Pos. No.: Phone I Fax: I Date: 3/20/2016 E-Mail: 7 Installation data Anchor plate, steel: - Anchor type and diameter: Kwik Bolt TZ - CS 1/2 (2) Profile: Square HSS (AISC); 4.000 x 4.000 x 0.250 in. Installation torque: 40.000 ft.lb Hole diameter in the fixture: df = 0.563 in. Hole diameter in the base material: 0.500 in. Plate thickness (input): 0.500 in. Hole depth in the base material: 2.625 in. Recommended plate thickness: not calculated Minimum thickness of the base material: 4.000 in. Drilling method: Hammer drilled Cleaning: Manual cleaning of the drilled hole according to instructions for use is required. 7.1 Recommended accessories Drilling Cleaning Setting Suitable Rotary Hammer • Manual blow-out pump • Torque wrench Properly sized drill bit • Hammer Coordinates Anchor in. Anchor x y c c c. c+y 1 -3.500 -3.500 - - - - 2 3.500 -3.500 - 3 -3.500 3.500 - - - - 4 3.500 3.500 - - - - Input data and results must be checked for agreement with the existing conditions and for plausibility! PROF IS Anchor ( c) 2003-2009 Rilti AG FL-9494 Sthaan Hilti is a registered Trademark of Hilti AG, Schean www.hilti.us Profis Anchor 2.6.4 Company: Page: 7 Specifier: Project: 16HHDO2 Address: Sub-Project I Pos. No.: Phone 1 Fax: I Date: 3/20/2016 E-Mail: 8 Remarks; Your Cooperation Duties Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability fora specific application. You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the existing conditions and for plausibility? PROFIS Anchor (c) 2003-2009 Hilti AG, FL-9494 Sthaan Hilti is a registered Trademark of Hilti AG, Sthaan S - - General: F t enera oo ung = \\dprojects2016\16HHDO2 - Casbad Executive Plaza\Calcs\Structural\PERM1T SEI\Enercaic\16hhd02.ec6 ENERCALC, INC. 1983-2016,Buiid:6.16.2.18,Ver.6.16.218 Lic. Description: . 05—SLAB TO SUPPORT ADDED COLUMN - EilCode References - Calculations per ACl 318-I1, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used ASCE 7-10 - LGeneralliiformation Material Properties Soil Design Values fc: Concrete 28 day strength . = 2.50 ksi Allowable Soil Bearing = 1.50 ksf fy : Rebar Yield - = 60.0 ksi Increase Bearing By Footing Weight = No - . Ec : Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance (for Sliding) = 250.0 pcf Concrete Density - = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 .p Values Flexure = 0.90 - Shear = 0.750 Increases based on footing Depth Analysis Settings .. Footing base depth below soil surface - ft S - Min Steel % Bending Reinf; = Allow press. increase per foot of depth = ' ksf Min Allow % Temp Reinf. , ,,. = 0.00180 when footing base is below = ft Min. Overturning Safety Factor = . , 1.0 : 1 ' Mm. Sliding Safety Factor = - 1.0 : 1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure : Yes Allowable pressure increase per foot of depth .. , .S •S We fig wt for stability, moments & shears .' . : • Yes . = ' . ksf Add Pedestal Wt for Soil Pressure : No i when max. length or width s greater than = Use Pedestal wt for stability, mom & shear : No - : -• '[IPI,ñensions . . I. . .. .. . Width parallel to X X Axis = 4.0 ft Length nrliAi to 77 Axis ' = 4 0 ft Footing Thickness = 4.0 in — - F - Pedestal dimensions..: - __ _________ _________ .x px : parallel to X-X Axis - 10.0 in •- . . pz: parallel to Z-Z Axis - : 10.0 in . - .. ...... . ....... ... .. . Height * - . 0.0 in . m Rebar Centeine to Edge of Concrete...i at Bottom of footing = 3.0 in CD - FReifing . S • - . '•'. . :- -: Bars parallel to X-X Axis Number of Bars 4.0 Reinforcing Bar Size = .. . # 3 : . . -• - . .' Bars parallel to Z Z Axis Number of Bars , = 3.0 . S Reinforcing Bar Size . =. # 4 5.5S0.,. • S.S•O. - Bandwidth Distribution Check ,(ACI 15.4.4.2) X.XS.*Loob ,Z . Z.Z35.LOO*frçb.X Direction Requiring Closer Separation '-' n/a . .. -. # Bars required within zone n/a - . . . . . .. . - . -. # Bars required on each side of zone . . n/a .- . S." . • ., . . . .•_S _e . , liëd S. . .D . Lr L S W .E. H . P:Columri Load, ' = ' - 0.70 0.750 ' - - . -.o - - ., k OB : Overburden = . . .' - •. . ksf - Mxx - = 5- kft M_zf- - Ft. -• I , k ft 0.710 .. ,- k . V F . . S. S -F - - -- k. -• - .. -$ . • ., - _.5._ . . F - 5 .. - S . '5 5 - .4 •. . 5- 5 4 4 \\doprojcts12O16VlbHHDO2 (arlsbad Executive Plaza\ealcs\stnlctural\PERMIT SET\Enealc\1bhhdU.ecb General Footing = ENERcALC, INC. 1983-2016, Build:6.16.2.18,Ver.6.16.2.18 1 Description: 05_SLAB TO SUPPORT ADDED COLUMN --DESIGN SUMMARY I _ . •ItIiI•] Mm. Ratio Item . Applied Capacity - Governing Load Combination PASS . 0.1055 Soil Bearing , 0.1582 ksf . 1.50 ksf +D40.750Lr0.750L40.450W+H about Z- * PASS n/a- Overturning - X-X 0.0 k-ft . 0.0 k-ft No Overturning PASS 3.863 Overturning - Z-Z - 1.229 k-ft . 4.747 k-ft +D*0.750L-.-0.7505-i-0.450W+H . PASS 1.230 Sliding - X-X 0.4260 k 0.5242 k 40.60D40.60W-+0.60H PASS n/a - -- Sliding - Z-Z 0.0 k ' 0.0 k No Sliding PASS -• . 2.625 Uplift -0.5612 k 1.473 k +D+H PASS •-. 0.6374 Z Flexure (+X) 0.2747 k-ft 0.4309 k-ft +1.20D+().50Lr+.50L+W+1.60H - PASS 0.5425, - Z Flexure (-X) 0.2338 k-ft 0.4309 k-ft +1.20D-'-0.50Lr-'-0.50L-.-W+1.60H - PASS 0.4574 X Flexure (-i-Z) 0.2542 k-ft ' 0.5559 k-ft +1'.20D-+0.5OLr+.50L+W+1.60H - PASS 0.4574 X Flexure (-Z) 0.2542 k-ft - 0.5559 k-ft +1.20D-'-0.50Lr+0.50L+W+1.60H - PASS 0.3689 i-way Shear (+X) . 27.668 psi 75.0 psi +1.20D-+0.50Lr-i-0.50L+W+1.60H PASS 0.3077 1-way Shear (-X) , • 23.075 psi 75.0 psi +1.20D+0.50Lr+0.50L+W+1.60H PASS 0.3456 " :' 1-way Shear (-i-Z) 25.919 psi . 75.0 psi +1.20D-'-0.50Lr+0.50L+W+1.60H . PASS 0.3306 1-way Shea! (-Z) 24.792 psi . 75.0 psi , +1.20D-'-0.50Lr-'-0.50L+W+1.60H '. PASS 0.6393 2-way Punóhing 69.747 psi 109.091 psi +1.20D-#0.50Lr-i-0.50L+W+1.60H [Detailed Results Soil Bearing • . - Rotation Axis & . . - Xecc Zecc Actual Soil Bearing Stress @ Location Actual! Allow Load Combination... ' Gross Allowable - (in) Bottom, -z Top, +Z Left, -x - - Right, +X - Ratio X-X, +D+H . - 1.50 . n/a 0.0 - 0.05701 0.05701 n/a n/a 0038. X-X, -+1J+L+H , 1.50 . . n/a 0.0 0.05701 0.05701 n/a , . n/a . - 0.038 X-X, +D--Lr+H . ' -1.50 n/a 0.0 0.1039 0.1039 . n/a n/a 0.069 - - X-X, +D+S+H -1.50 1.50 n/a 0.0 0.05701 0.05701, n/a n/a 0.038 X-X, +D+0.750Lr+0.750L-i-H 1.50 n/a 0.0 0.09216 0.09216 - n/a n/a , 0.061 • -X-X, +D+0.750L-+0.7505+H -. 1.50 n/a 0.0 0.05701 0.05701 n/a - n/a 0.038 X-X, +D+0.60W+H . 1.50 - n/a 0.0 0.1320 . 0.1320 n/a n/a - 0.088 X-X, +D-O.70E+H 1.50 n/a .' 0.0 0.05701 0.05701 n/a - -, n/a , 0.038 X-X, +D-0.750Lr-'0.750L40,450W+H 1.50 n/a 0.0 0.1484 0.1484 . n/a n/a . 0.099 X-X, +D.750L-s-750S-.-450W+H 1.50 n/a 0.0 - 0.1133 0.1133 n/a n/a - 0.076 X-X, +D+0.750L40.7505+0,5250E41 1.50 n/a 0.0 0.05701 0.05701 n/a ' . n/a . 0.038 X-X,40.60D40.60W-'-0.60H 1.50 n/a 0.0 0.1092 0.1092 n/a, n/a 0.073 . X-X, -.-060D+0.70E-i-0.60H 1.50 . n/a 0.0 0.03421 0.03421 n/a '- n/a 0.023 Z-Z, +D+H ' 1.50 0.0 - n/a - n/a n/a 0.05701 0.05701 0.038 Z-Z, +D+L+H - 1.50 0.0 n/a n/a n/a 0.05701 - 0.05701 . 0.038 -: z-z +D+Lr-i-H 1.50 0.0 - n/a n/a n/a. 0.1039 0.1039 0.069 Z-Z, +D+S+H . .- . 1.50 0.0 - n/a - n/a n/a 0.05701 0.05701 ' . 0.038- Z-Z, +D-+0.750Lr-.0.750L+H 1.50 . 0.0 n/a- n/a n/a 0.09216 0.09216 0.061 - Z-Z, +D-+0.750L-*-0.7505+H 1.50 0.0 . n/a'- n/a - n/a 0.05701 0.05701 .0.038 - Z-Z, ++00w+ - 1.50 0.8068 n/a n/a n/a - 0.1189 0.1451 - 0.097 -, 'Z-Z, +D-'0.70E+H 1.50 0.0 n/a n/a . n/a 0.05701 0.05701 0.038 '. Z-Z, +D-+0.750Lr+0.750L-.0.450W+H 1.50 0.5382 n/a n/a . n/a 0.1386 0.1582 - 0.106 - - Z-Z, +D+0.750L'-47505-f0.450W+H 1.50 0.7052 . n/a n/a n/a 0.1034 0.1231 0.082 Z-Z, +D-'-0.750L+0.750S+0.5250E+H - - 1.50 0.0 n/a , n/a n/a' - 0.05701 0.05701 • 0.038 Z-Z, -s-060D+0.60W+0.60H - - - 1.50 0.9752 n/a n/a n/a - 0.09611 - 0.1223 ' 0.082 -. Z-Z, +0.60D-'-0.70E-'-0.60H - 1.50 -. 0.0 n/a - n/a n/a 0.03421 - 0.03421 0.023 - • Overturning Stability Rotation Axis& Load Combination... - . Overturning Moment Resisting Moment , Stability Ratio Status - X-X, +D+H None 0.0 k-ft - Infinity • OK - X-X, +D+L+H- . - - . - None 0.0 k-ft Infinity OK X-X, -s-D+Lr-*-H , - ' . None , - 0.0 k-ft Infinity , - OK X-X, +D+S+H - - - - None - 0.0 k-ft . Infinity, OK * -. X-X, +D-'-0.750Lr+0.750L+H - - None 0.0 k-ft - - Infinity - OK X-X, +D4750L+0.7505-i-H None - . • - 0.0 k-ft Infinity ' OK - .,. - .X-X, +D-e'0.60W+H - •• • ' - None -. - - , 0.0k-ft ., . Infinity - OK -" -• - - X X +D-s-0 70E+H None 00k ft Infinity OK X-X, +D+0.750Lr-i-0.750L-+0,450W+H - - None .0.0 k-ft - - Infinity OK . X-X, +D.750L+0.750S40.450W+H - - None - -' - 0.0 k-fl - : Infinity - OK * - I - - . - Footing = \\dc rojects.2016\16HHD02 Cailsbad ExecuUve PiiCa1cs\StructuraI\PERMIT SErEnercalc\16hhd02.ec6 General ENERCALC. INC. 1983-2016, Build:6.16.2.18,Ver.6.16.2.18 Description: 05-SLAB TO SUPPORT ADDED COLUMN Overturning Stability I - Rotation Axis & - .., Load Combination... Overturning Moment Resisting Moment Stability Ratio - Status -X-X, +D+.750L+0.750S+0.5250E+H None 0.0k-ft Infinity OK P X-X, +0.60DO.60W+O.601-1 . None 0.0 k-ft Infinity OK X-X, -40.60D40.70E+0.60H None 0.0 k-ft Infinity OK Z-Z, +D+H . None - 0.0 k-ft Infinity OK Z-Z, +D+L+H - . None . 0.0 k-ft Infinity OK Z-Z, +D+Lr+H . None 0.0 k-ft - Infinity OK Z-Z, +D+s+H None - 0.0 k-ft Infinity OK Z-Z, -'-D+0.750Lr-0.750L+H None 0.0 k-ft . Infinity .• ,. OK Z-Z, +D-'-0.750L-'-0.750S+H None . 0.0 k-ft : . Infinity OK Z-Z, +(}0.w± 1.264 k-ft 5.347 k-ft 4.229 OK Z-Z, +D0.70E+H None 0.0 k-ft Infinity OK Z-Z, +D-+0.750Lr40.750L0.450W+H 1.229 k-ft .- 5.872 k-ft 4.778 OK - Z-Z, +D4750L+0.750S-*-0.450W+H 1.229 k-ft 4.747 k-ft 3.863 OK Z-Z, ±D-.750L+().7505+0.5250E+H None 0.0 k-ft Infinity OK - Z-Z,+O.60D-+O.60W+O.60H 0.8154k-ft 4.168k-ft 5.111 . OK - Z-Z. 40.60D+0.70E40.60H . None . 0.0 k-ft Infinity OK - Sliding Stability I - - All units k -'• Force Application Axis . . . .. ., Load Combination Sliding Force Resisting Force Stability Ratio Status X-X, +D+H 0.0 k . 0.2736 k No Sliding . OK - X-X, ++L+H . - . . 0.0 k 0.2736 k .. No Sliding . OK X-X, +D+Lr+H '. 0.0 k . 0.4986 k No Sliding OK X-X, +D+S+H . - 0.0 k 0.2736 k No Sliding . . OK X-X, +D+0.750Lr+0.750L+H 0.0k 0.4424 k No Sliding OK X-X, +D+0.750L+0.7505+H - 0.0k . 0.2736 k - - No Sliding OK X-X, +D+0.60W+H 0.4260 k 0.6336 k 1.487 OK • X-X, +D+0.70E+H . . 0.0 k 0.2736 k No Sliding OK X-X, +D+0.750Lr+0.750L-'0450W+H 0.3195k 0.7124k .- 2.230 OK X-X,+D-.750L4O.750S4O.450W+H 0.3195k . 0.5436k - 1.702 OK X X +D-.O 750L-'-O 750S-+o 5250E41 00k 02736 k ,No Slidinq OK - X-X, 0.60D-0.60W-.60H 0.4260 k . 0.5242 k - 1.230 01< X-X, -+0.60D-+0.70E+0.60H . - - 0.0 k 0.1642k No Sliding OK .' Z-Z, +D+H . 0.0k. - . 0.2736k No Sliding, OK Z-Z, +D+L+H •. . . - 0.0k 0.2736 k No Sliding OK - - Z-Z, +D+Lr+H - .. 0.0 k 0.4986 k No Sliding . OK Z-Z, +D+5+H - 0.0k - • 0.2736 k No Sliding 01< j Z-Z,+D+0.750Lr40.750L+H r 0.0 k 0.4424 k No Sliding OK - Z-Z, +D40.750L+0.7505+H . -.t 0.0k . 0.2736 k . No Sliding OK Z-Z, +D+0.750L+0.750S-'0.450W+H - . 0.0k ' 0.5436 k No Sliding . OK Z-Z, +D-i-0.750L-i43.7505+0.5250E+l-I 0.0k 0.2736 k No Sliding OK Z-Z, +060D-'-0.60W+0.60H 0.0k 0.5242 k - No Sliding . 01< .Z-Z,40.60D40.70E+0.60H - 0.0k 0.1642k No Sliding - .OK Z-Z, +D-s-0.60W+H - - 0.0 k 0.6336 k No Sliding OK - Z-Z,+D--0.70E+H - . 0.0k . 0.2736k .No Sliding OK Z-Z, +D+0.750Lr+0.750L...450W+H 0.0k 0.7124 k No Sliding . OK [Footing Flexure Flexure Axis & Load Combination Mu Which Tension @ As Req'd Gym. As Actual As PhiMn Status k-ft .. Side? Bot or Top? inA2 . inA2 inA2 k-ft X-X, +1.40D+1.60H • - 0.07956 +Z Bottom , 0.0864 Min Temp % 0.150 0.5559 - OK X-X,+1.40D+1.60H 0.07956 -Z Bottom 0.0864 Min Temp % 0.150 0.5559 OK X-X, +1.20D.'0.50Lr+1.60L+1.60H 0.09757 +Z Bottom • 0.0864 Min Temp % 0.150 0.5559 . OK X-X, +1.20D+0.50Lr+1.60L+1.60H 0.09757 -Z Bottom 0.0864 Min Temp % 0.150 .' 0.5559 0K X-X,+1.20D+1.60L+0.50S+1.60H 0.06819 +Z Bottom 0.0864 Min Temp % 0.150 . 0.5559 "OK X-X,+1.20D+1.60L+0.505+1.60H 0.06819 -Z Bottom 0.0864 Min Temp % -0.150 • • 0.5559 , . OK' - X-X, +1.20D+1.60Lr-s-0.50L+1.60H 0.1622 +Z Bottom 0.0864 Min Temp % - 0.150 0.5559 ' OK - X-X, +1.20D+1.60Lr+0.50L+1.60H 0.1622. . -Z Bottom 0.0864 Min Temp % 0.150 . • . 0.5559 .,, OK X-X, +1.20D+1.60Lr+0.50W+1.60H. 0.2405 +Z Bottom 0.0864 Min Temp % - 0.150 • 0.5559 . OK X-X,+1.20D+1.60Lr+0.50W+1.60H 0.2405 -Z Bottom 0.0864 Min Temp% • 0.150 .' 0.5559 - OK . X-X,+1.20D+O.50L+1.60S+1.60H, . 0.06819 - -+Z Bottom 0.0864 Min Temp % - - 0.150 0.5559 - - OK X-X, -'-1.20D+0.50L+1.60S+1.60H ', 0.06819 - -Z Bottom - • 0.0864 Min Temp % • 0.150 . . 05559 '< - , -. -- . . • . - . -- '.• I I IflIUdICIIOnnUU.e General Footing ENERCALC, INC. 1983-2016,Build:6.16.2.18 ye Ver.6.16.2.18 I Description: 05-SLAB TO SUPPORT ADDED COLUMN [Footing Flexure Flexure Axis & Load Combination Mu Which Tension @ As Reqd Gym. As Actual As PhiMn Status k-ft Side? Bot or Top? inA2 in"2 inA2 k-ft X-X, ±1.20D+1.60S+0.50W+1.60H 0.1465 +Z Bottom 0.0864 Min Temp % 0.150 0.5559 OK X-X, +1.20D+1.60S-'-0.50W+1.60H 0.1465 -Z Bottom 0.0864 Min Temp % 0.150 0.5559 OK X-X, +1.20D+0.50Lr40.50L+W+1.60H 0.2542 +Z Bottom 0.0864 Min Temp % 0.150 0.5559 OK X-X, +1.200+0.5OLr40.50L+W+1.60H 0.2542 -Z Bottom 0.0864 Min Temp % 0.150 0.5559 OK X-X, +1.20D40.50L+0.50S+W+1.60H 0.2249 +Z Bottom 0.0864 Min Temp % 0.150 0.5559 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 0.2249 -Z Bottom 0.0864 Min Temp % 0.150 0.5559 OK X-X, +1.20D+0.50L+0.20S+E+1.60H 0.06819 +Z Bottom 0.0864 Min Temp % 0.150 0.5559 01< X-X, +1.20D+0.50L+0.20S+E+1.60H 0.06819 -Z Bottom 0.0864 Min Temp % 0.150 0.5559 OK X-X, 40.90D+W+0.90H 0.2078 +Z Bottom 0.0864 Min Temp % 0.150 0.5559 OK X-X, +090D+W+0.90H . 0.2078 -Z Bottom 0.0864 Min Temp % 0.150 0.5559 OK 'X-X,+O.gOD+E+O.gOH 0.05115 +Z Bottom 0.0864 Min Temp % 0.150 0.5559 OK X-X, +090D+E+0.90H 0.05115 -Z Bottom 0.0864 Min Temp % 0.150 0.5559 01< Z-Z,+1.40D+1.60H 0.07956 -X Bottom 0.0864 Min Temp % 0.110 0.4309 - OK Z-Z+1.40D+1.60H 0.07956 +X Bottom 0.0864 Min Temp % 0.110 0.4309 OK Z-Z, +1.20D40.50Lr+1.60L+1.60H 0.09757 -X Bottom 0.0864 Min Temp % 0.110 0.4309 OK Z-Z+1.20D.50Lr±1.60L+1.60H 0.09757 +X Bottom 0.0864 Min Temp % 0.110 . 0.4309 OK Z-Z, +1.20D+1.60L-+.50S+1.60H 0.06819 -X Bottom 0.0864 Min Temp % 0.110 0.4309 OK Z-Z, +1.20D+1.60L+0.50S+1.60H 0.06819 +X Bottom 0.0864 Min Temp % 0.110 0.4309 OK Z-Z, +1.20D+1.60Lr-'.0.50L+1.60H 0.1622 -X Bottom 0.0864 Min Temp % 0.110 0.4309 OK Z-Z+1.20D+1.60Lr+0.50L+1.60H 0.1622 +X Bottom 0.0864 Min Temp % 0.110 0.4309 OK Z-Z, +1.20D+1.60Lr.0.50W+1.60H 0.2303 -X Bottom 0.0864 Min Temp % 0.110 0.4309 OK Z-Z, ±1.20D±1.60Lr+0.50W+1.60H 0.2508 +X Bottom 0.0864 Min Temp % 0.110 0.4309 -OK Z-Z,+1.20D40.50L+1.60S+1.60H 0.06819 -X Bottom 0.0864 Min Temp % 0.110 0.4309 OK Z-Z.+1.20D+0.50L+1.60S+1.60H 0.06819 +X Bottom 0.0864 Min Temp % 0.110 0.4309 OK Z-Z,+1.20D+1.60S+0.50W+1.601-I 0.1363 -X Bottom 0.0864 Min Temp % - 0.110 0.4309 OK Z-Z, +1.20D+1.60S+0.50W+1.60H 0.1568 +X Bottom 0.0864 Min Temp % 0.110 0.4309 OK Z-Z, +1.20D+0.50Lr+0.50L+W+1.60H 0.2338 -X Bottom 0.0864 Min Temp % 0.110 0.4309 OK Z-Z, +1.20D-'0.50Lr+0.50L+W+1.60H 0.2747 +X Bottom 0.0864 Min Temp % 0.110 0.4309 OK Z-Z,+1.20D40.50L+0.50S+W+1.60H 0.2044 -X Bottom 0.0864 Min Temp % 0.110 0.4309 - OK Z-Z,+1.20D+O.50Li50S+W+1.60H 0.2453 +X Bottom 0.0864 Min Temp % 0.110 0.4309 OK Z-Z,±1.20D+0.50L+0.20S+E+1.60H 0.06819 -X Bottom 0.0864 Min Temp % 0.110 0.4309 OK Z-Z, +1.20D+0.50L.+0.20S+E+1.60H 0.06819 +X Bottom 0.0864 Min Temp % 0.110 0.4309 - OK Z-Z, 0.1873 -X Bottom 0.0864 Min Temp % 0.110 . 0.4309 01< Z-Z, +0.90D+W40.90H 0.2283 +X Bottom 0.0864 Min Temp % . 0.110 0.4309 OK Z-Z,-'-0.90D+E+0.90H . 0.05115 -X Bottom 0.0864 Min Temp % 0.110 . 0.4309 OK Z-Z.+0.90D+E+0.90H 0.05115 +X Bottom 0.0864 Min Temp % 0.110 - 0.4309 OK [bne Way Shear I Load Combination... Vu @ -X Vu @ +X Vu @ -Z Vu @ +Z Vu:Max Phi Vn Vu! PhiVn Status +1.40D+1.60H 7.758 psi 8.111 psi 7.758 psi 8.111 psi 8.111 psi 75 psi 0.1081 OK +1.20D+0.50Lr+1.60L+1.60H 9.515 psi 9.947 psi 9.515 psi 9.947 psi 9.947 psi 75 psi 0.1326 OK +1.20D+1.60L+0.50S+1.60H 6.65 psi 6.952 psi 6.65 psi 6.952 psi 6.952 psi 75 psi 0.0927 OK +1.20D+1.60Lr+.50L+1.60H 15.817 psi 16.536 psi 15.817 psi 16.536 psi 16.536 psi 75 psi 0.2205 OK +1.20D+1.60Lr+0.50W+1.60H 22.597 psi 25.396 psi 23.456 psi 24.522 psi 25.396 psi 75 psi 0.3386 OK +1.20D+0.50L+1.60S+1.60H 6.65 psi 6.952 psi 6.65 psi 6.952 psi 6.952 psi 75 psi 0.0927 OK +1.20D+1.605+0.50W+1.60H 13.43 psi 15.813 psi 14.289 psi 14.938 psi 15.813 psi 75 psi 0.2108 OK +1.20Di0.50Lr+0.50L+W+1.60H 23.075 psi 27.668 psi 24.792 psi 25.919 psi 27.668 psi 75 psi 0.3689 OK . +1.20D+0.50L+0.50S+W+1.60H 20.21 psi 24.673 psi 21.928 psi 22.925 psi 24.673 psi 75 psi 0.329 OK +1.20D+0.50L-f0.20S+E+1.60H 6.65 psi 6.952 psi 6.65 psi 6.952 psi 6.952 psi . 75 psi 0.0927 OK +0.90D+W40.90H 18.548 psi 22.935 psi 20.265 psi 21.186 psi 22.935 psi 75 psi 0.3058 OK +0.90D+E+0.90H 4.988 psi 5.214 psi 4.988 psi 5.214 psi 5.214 psi 75 psi 0.06952 OK [Punching Shear I All units k Load Combination... Vu PhrVn Vu I PhiVn Status +1.40D+1.60H 21.826 psi 109.091 psi 0.2001 OK +1.20D.s-0.50Lr+1.60L+1.60H 26.767 psi 109.091 psi 0.2454 .. OK +1.20D+1.60L-'-0.505+1.60H 18.708 psi 109.091 psi 0.1715 OK +1.20D+1.60Lr-i-0.50L+1.60H - 44:496 psi 109.091 psi 0.4079 • . OK +1.20D+160Lr-*-50W+160H 65.986 psi 109.091 psi 0.6049 OK +1.20D+0.50L+1.605+1.60H' 18.708 psi 109.091 psi 0.1715 OK +1.20D+1.605+0.50W+1.60H 40.198 psi 109.091 psi 0.3685 OK +120D.+050Lr+050L+W+160H 69.747 psi 109.091 psi 0.6393 OK +1.20D.+0.50L+0.505+W+1.60H . 61.688 psi 109.091 psi 0.5655 OK - S - General Footing enera = \\dce\projecs2016\16HHD02CarIsbad Executive PIazaaIcs\StructuraiPERMiT SEflEnercalc\16hhd02.ec6 L ENERCALC, INC. 1983-2016, Build:6.16.2.18, Ver.6.16.2.18 Lic. # : KW-06009267 Licensee DC ENGINEERING Description: 05—SLAB TO SUPPORT ADDED COLUMN [Punching Shear I All units k Load Combination... Vu Phi*Vn Vu! PhiVn Status +1.20D+0.50L+0,20S+E+1.60H 18.708 psi 109.091 psi 0.1715 OK 4 #.90D+W.+0.90H . - 57.011 psi 109.091 psi 0.5226 .- OK 4090D+E0.90H 14.031 psi. 109.091 psi . 0.1286 ,. OK -. - - . . . .L r .•. - -. - - 4 - 4 4 4 . -. .• . . .-. -. . -. • -4 .. .-, - -. . - . .4 -• . • -. ,-- . 4 .- .- - .- - - •- -4 -. - - • !• - . - - • - . • It 4 P '- ,•. - - 1= 4 -4 4. 4 .4 1 $ ..•: -- .•• \\(iCe8CtS4U1b\1bi1HL)V2 Laflsbaa xecuUve a\uCS\CtUraiWKNn I I ktnercac1bnnaui.eco I Steel Base Plate = . - ENERCALC, INC. 1983-2016, Build:6.16,2.18, Vet6.16.2.18 1 Description : 06_BASEPLATE Code References Calculations per AISC Design Guide # 1, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 General Information Material Properties AISC Design Method Load Resistance Factor Design Ct) c : LRFD Resistance Factor 0.60 Steel Plate Fy = 36.0 ksi Concrete Support f'c = 2.50 ksi Assumed Bearing Area :FuIl Bearing Allowable Bearing Fp per J8 4.250 ksi Column & Plate Column Properties Steel Section: HSS4-112x4-112x1/4 Depth 4.5 in Area 3.84 inA2 Width 4.5 In lxx 11.4 A4 Flange Thickness 0.233 in In 11.4 in-14 Thickness 0 In Plate Dimensions Support Dimensions o N : Length 10.0 in Width along X 24.0 in B: Width 10.0 in Length along 2' 24.0 in Thickness 0.50 in Column assumed welded to base plate. Applied Loads P-Y V-Z M-X D: Dead Load 0.70k k k-ft L: Live k k k-ft Lr: Roof Live 0.750 k k k-ft S: Snow k k k-ft W: Wind 2.0k 0.710k k-ft E : Earthquake k k k-ft H: Lateral Earth k k k-ft 11 P = Gravity load, + sign is downward. + Moments create higher soil pressure at +Z edge + Shears push plate towards +Z edge. - Anchor Bolts Anchor Bolt or Rod Description 1I2 Max of Tension or Pullout Capacity k Shear Capacity k Edge distance : bolt to plate 1.50 in Number of Bolts in each Row 2.0 Number of Bolt Rows 1.0 . . . . I woom St I B Plate ee ase a e 3 = \\dce\projects\2016\I6HHDO2 - Carlsbad Executive Plaza\Calcs\ iiral\PERMIT SEflEnercalc\16hhd02.ec6 - - ENERCALC, INC. 1983-2016,Build:6.16V2.18, VerV6.16.2.18 Lic. Description: 06_BASEPLATE V V GOVERNING DESIGN LOAD CASE SUMMARY Mu Max Moment 0.132 kin Plate Design Summary - Ib: Max. Bending Stress VVVVVVVV . 2.107 ksi Design Method Load Resistance Factor Design Fb : Allowable: V 32.400 ksi Governing Load Combination +1.20D+0.5OLr+0.50L+W+1.60H V Governing Load Case Type Axial Load Only Bending Stress Ratio 0065 - Design Plate Size , 10' x 10" x 0 -1/2' V - Bending Stress OK Pu : Axial - V 3.215k• fu : Max. Plate Bearing Stress VVV - - . 0.032 ksi - Mu: Moment........•. - - V V 0.000 k-ft Fp : Allowable: - 2.550 ksi V min(0.85'fc'sqrt(A2IA1), 1.7*fc)*Phi - - - Bearing Stress Ratio 0.013 - - -V Bearing Stress 01< Load Comb +1 40D+1 60H Axial Load Only No Moment Loading V Bearing Stresses -- - . Pu : Axial 0.980 k V - Fp : Allowable ................................ - 2.550 ksi V Design Plate Height 10.000 in fu : Max. Bearing Pressure - V 0.010 ksi . Design Plate Width 10000 in Stress Ratio - 0.004 . - Will be different from entry if partial bearing used. - . Plate Bending Stresses Al : Plate Area - 100.000 in12 Mmax = Fu * LA2 /2 ................ . 0.040 k-in ' A2: Support Area VVVVVVVVVVVVVVVVVV - - 576.000 inA2 - .. lb : Actual ................................. . . 0.642 ksi sqrt( A2/Al 2.000 Fb : Allowable ............................... -. 32.400 ksi - V Stress Ratio 0.020 Distance for Moment Calculation m 2.863 in - 2.863 in X V 0.000 inA2 Lambda 0.000 n' 0.010 in n' * Lambda 0.000 in L=max(m n n ) V 2.863 in Load Comb.: +1 .20D+O.5OLr+1 .60L+1.60H - . Axial Load Only, No Moment Loading • - V V Bearing Stresses , Pu Axial 1.215 k Fp : Allowable ............................... 2.550 ksi ' Design Plate Height - - 10.000 in V fu: Max. Bearing Pressure - . 0.012 ksi Design Plate Width 10000 in Stress Ratio 0.005 Will be different from entry if partial bearing used Plate Bending Stresses • - V V Al :Plate Area - -, 100.000 inA2 . Mmax = Fu * 1-12 /2 0.050 k-in ' A2: Support Area 576.000 inA2 - - lb : Actual .................................- 0.796 ksi . • - sqrt( A2IA1 ) V - - 2.000 - Eb : Allowable .............................. 32.400 32.400 ksi I , • . - - Stress Ratio ......................- - 0.025 . jV . • V Distance for Moment Calculation V V • : -. • m 2.863 in . n 2.863 in X 0.000 inA2 - Lambda .....................•. V . 0.000 . 4 - - - •, -. :. n' ........................................ - 0.010 in * . n'*Lambda ..................................V, 0.000 in - - V • - - L max(m n n") 2.863 in V -. 4 V• -. -. - ,• - 'V . V 4' •.. 5-. • 4 -V -. V 4, •, . -. - . : -. .... * S V • V V -- - .-.- .- - . V 5•V - V - ' - V 4 - . S - -. 4 * - - V - .S. .V - - • V -. INC. 1983-2016, Build:6.16.2.18, Ver.6.16.2.18 Description: 06..13ASEPLATE - Load Comb.: +1 .20D+1 .60L+O.50S+1 .60H Axial Load Only, No Moment Loading - Bearing Stresses Pu : Axial ., 0.840 k Fp : Allowable 2.550 ksi Design Plate Height 10.000 in fu : Max. Bearing Pressure 0.008 ksi Design Plate Width 10.000 in Stress Ratio 0.003 Will be different from entry if partial bearing used. Plate Bending Stresses Al : Plate Area 100.000 inA2 Mmax = Fu * LA2 /2 . 0.034 k-in A2: Support Area 576.000 jflA2 - lb : Actual ..... . .......................... - 0.551 ksi sqrt( A2/Al ) 2.000 Fb : Allowable 32.400 ksi Stress Ratio 0.017 Distance for Moment Calculation . "m" 2.863 in, - 2.863 in -. - X 0.000 in A2 Lambda 0.000 . ............................... 0.010 in n' * Lambda ... 0.000 in L = max(m, n, n") 2.863 in Load Comb.: +1 .20D+1 .6OLr+O.50L+1.60H - - Axial Load Only, No Moment Loading Bearing Stresses - - - Pu: Axial 2.040 k Fp : Allowable - 2.550 ksi - I Design Plate Height 10.000 in fu: Max. Bearing Pressure 0.020 ksi Design Plate Width : 10.000 in . Stress Ratio.......................... 0.008 - Will be different from entry if partial bearing used / - - . Plate Bending Stresses - - Al : Plate Area 100.000 in A2 . - Mmax = Fu * LA 2/2 . 0.084 k-in A2: Support Area ................ 576.000 inA2 . . . ft : Actual ............. . .................. ...- 1.337 ksi sqrt(A2JA1) 2.000 Fb Allowable 32.400 ksi . . ,. -• Stress Ratio ........................• 0.041 - Distance for Moment Calculation . . . . . . 2.863 in n 2.863 in X 0.000 inA2 . . . •. . ,. Lambda ...................... . 0.000 . . . - •. . . •• . n' ........................................ 0.010 in . .. - .. ., n Lambda 0000 in L = max(m, n, n') 2.863 in . . .. . ' Load Comb.: +1 .20D+1 .6OLr+O.50W+1 .60H .. - Axial Load Only, No Moment - Loading = -. •. Bearing Stresses •• . Pu : Axial 3.040 k Fp : Allowable . 2.550 ksi Design Plate Height 10.000 in . fu: Max. Bearing Pressure ' 0.030 ksi Design Plate Width 10.000 in Stress Ratio .....................: - 0.012 Will be different from entry if partial bearing used , Plate Bending Stresses - Al : Plate Area 100.000. inr2 ' Mmax = Fu * L42 /2 ..................... -0.125.k-in A2: Support Area 576.000 in A2 lb : Actual .................................. 1.993 ksi sqrt( A2/A1 ) 2.000 Fb : Allowable 32.400 ksi - t . Stress Ratio . 0.062 Distance for Moment Calculation . .. . . . . . ' . . - •• . . . . . . "rn' .- 2.863 in -. . Z863 in , . - 0.000 in"2 - . . •• ... .. - . . Lambda 0.000 ................................................ . - 0.010 In - . . ...- - . n Lambda 0.000 in L=max(m n n") 2.863 in t ,,-• . ,.• I ' . - •I• • • * . - - • • . . •• , . ' * . . -.•. -p • - ' [Steel Base Plate Description: 06_BASEPLATE Load Comb.: +1.20D+0.50L+1.60S+1.60H Loading Pu Axial 0.840 k Design Plate Height 10.000 in Design Plate Width 10.000 in Will be different from entry if partial bearing used. Al : Plate Area 100.000 in A2, A2: Support A 576.000 inA2 sqrt(A21A1) 2.000 Distance for Moment Calculation - . 2.863 in 2.863 in X 0.000inA2 Lambda ........................ . 0.000 0.010 in * Lambda 0.000 in . L = max(m, n, n').......................... 2.863 in .Load Comb.: +1.20D+1.60S+0.50W+1.60H M •. . . . . Loading . Axial .........• . . Design Plate Height 10.000 in Design Plate Width 10.000 in ' Will be different from entry if partial bearing used. Al : Plate Area . .100.000 inA2 A2: Support Area .................. 576.000 in A2. - sqrt( A21A1 ) . 2.000 Distance for Moment Calculation . . 2.863 in n ....................... 2.863 in X 0.000 in12 Lambda .......................... 0.000 0.010 in * Lambda 0.000 in L = max(m, n, n') 2.863 in Load Comb.: +1.20D+0.5OLr+0.50L+W+1.60H Loading . 4 Pu Axial 3.215 k Design Plate Height 10.000 in -, Design Plate Width .......... • 10.000 in Will be different from entry if partial bearing used - Al : Plate Area 100.000 inA2 A2: Support Area 576.000 in A2 sqrt( A21A1) . 2.000 Distance for Moment Calculation ., 2.863 in - 2.863 in :. x..................:............ • 0.000 inA2 Lambda 0.000 - - - 0.010 in - n', Lambda .0.000 in L = max(m, nj n',') ..........................: - 2.863 in * ......• . . I . ENERCALC, INC. 1983-2016, Build:6.16.2.18, Ver.6.16.2.18 Licensee : DC ENGINEERING Axial Load Only, No Moment Bearing Stresses . Fp : Allowable . 2.550 ksi fu : Max. Bearing Pressure 0.008 ksi Stress Ratio 0.003 Plate Bending Stresses Mmax =Fu *LA2/2 ..... 0.034 k-in lb : Actual 0.551 ksi Fb : Allowable ............................... 32.400 ksi Stress Ratio 0.017 Axial Load Only, No Moment . Bearing Stresses - .•. - - Fp : Allowable ................. ............. - 2.550 ksi fu : Max. Bearing Pressure . . 0.018 ksi Stress Ratio ........................ 0.007 Plate Bending Stresses . . .. . - Mmax = Fu * LA2 /2 0.075 k-in lb : Actual 1.206 ksi Fb : Allowable .............................. . 32.400 ksi • . -. Stress Ratio 0.037 Axial Load Only, No Moment Bearing Stresses Fp : Allowable ................................., 2.550 ksi fu : Max. Bearing Pressure . ' 0.032 ksi Stress Ratio .......................• 0.013 .. -. Plate Bending Stresses - • • • • Mmax = Fu * LA2 / 2 • . 0.132 k-in lb : Actual ................................ ..-.• 2.107 ksi Fb : Allowable 32.400 ksi • . Stress Ratio • - 0.065 - . - . - - .• • 'u,• • - • . ,. - •. •-_: •;': . ., - . . v•.,. ' . ' . • . t. •. . . • $ L I: . .. Steel B Plate ee Base a e = \\dlprojects\2O16\16HHDO2 - Casbad Executive Piaza\Calcs\Structural\PERMIT SEViEnercatc\16hhd02.ec6 . ENERCALC, INC. 1983-2016,Build:6.16.2.18, Ver.6.16.218 Lic. #: KW-06009267 Licensee DC ENGINEERINd Description: 06_BASEPLATE Load Comb.: +1.20D+0.50L+0.50S+W+1 .60H - . Axial Load Only, No Moment Loading - Bearing Stresses Pu : Axial 2.840 k Fp : Allowable ... 2.550 ksi Design Plate Height 10.000 in fu: Max. Bearing Pressure 0.028 ksi Design Plate Width 10.000 in Stress Ratio ........................- - 0.011 Will be different from entry if partial bearing used. .. Plate Bending Stresses Al : Plate Area . 100.000 inA2 Mmax = Fu * 1-12 /2 0.116 k-in A2: Support Area 576.000 inA2 lb : Actual : 1.862 ksi sqrt( A21A1 ) - 2.000 - Fb : Allowable .............................., - 32.400 ksi Stress Ratio 0.057 Distance for Moment Calculation m 2.863 in n 2.863 in X 0000 in A2 Lambda 0.000 .... ........................................ .' 0.010 in n' * Lambda 0.060 in - L = max(m, n, n') ......f 2.863 in . Load Comb +1 200+0 50L+0 20S+E+1 60H Axial Load Only No Moment 'Loading - Bearing Stresses Pu Axial 0.840 k Fp Allowable 2.550 ksi Design Plate Height 10.000 in .- fu: Max. Bearing Pressure 6.008 ksi Plate Width ,Design 10000 in Stress Ratio 0.003 Will be different from entry if partial bearing used Plate Bending Stresses Plate Area... - .100.000 in12 Mmax=Fu*LA2/2.............. .... , 0.034k-in Support Area - .000 inA2 lb : Actual ................................4 . 0.551 ksi - - - sqrt( A2/A1 ) - . 2.000 Fb : Allowable ............................... 32.400 ksi Stress Ratio ... .0.017 . - Distance for Moment Calculation m 2.863 in * n 2.863 in X 0000inv2 Lambda .................. . . 0.000 n 0.010 in n Lambda 0.000 in L=max(m n n") 2.863 in Load Comb +0 90D+W+0 90H Axial Load Only No Moment Loading Bearing Stresses Pu Axial 2.630 k Fp : Allowable .............................. - 2.550ksi Design Plate Height 10.000 in fu Max Bearing Pressure 0.026 ksi Design Plate Width 10000 in Stress Ratio 0.010 Will be different from entry if partial bearing used - Plate Bending Stresses -- Al : Plate Area 100.000 in-2 . Mmax = Fu * LIT /2 " - 0.108 k-in A2: Support Arèa 576.000 in12 tb:Actual ................................. 1.724 ksi sqrt( A21A1 ) 2.000 Fb Allowable 32.400 ksi - Stress Ratio . 0.053 . Distance for Moment Calculation - 2.863 in -.. . n .......................... 2.863 in. I . - 0.000 in A2 Lambda ....................... . -, 0.000 n b.010 in n Lambda 0.000 in L=max(m n n") 2.863 in 1' - - - Base a e Steel B Kate = \dce\projects\2016\16HHD02 - Cadsbad Executive Plaza\Ciuctural\PERMlTEi5\Enercc\f6hhd02.ec6 ENERCALC, INC. 1983-2016, Build:6.16.2.18, Ver.6.16.2.18 Lic. #: KW-06009267 Licensee : DC ENGINEERING Description: 06_13ASEPLATE - Load Comb.: +0.90D+E+0.90H .. ' Axial Load Only, No Moment - Loading - Bearing Stresses Pu Axial : 0.630 k Fp : Allowable 2.550 ksi Design Plate Height 10.000 in ' fu: Max. Bearing Pressure 0.006 ksi Design Plate Width 10.000 in Stress Ratio 0.002 Will be different from entry if paula! bearing used . Plate Bending Stresses . . Al : Plate Area 100.000 in A2 . Mmax Fu 'LAM /2 0.026 k-in ' A2: Support Area 576.000 in u2 fb Actual 0.413 ksi sqrt( A2/Al ) 2000 Fb : Allowable - '32.400 ksi Stress Ratio - 0.013 - Distance for Moment Calculation - . 'm" 2.863 in X ........... 2.863 in 0.000 in A2 Lambda ...................... 0.000 . n' ......................................... 0.010 in . - - - - n'*Lambda ................................... ..- 0.000 in S S S L = max(rn, n, n') ......................... .- 2.863 in - 5 - -- - . .. , S . S • 4 . -_ - S • . . - S - . - .,T. . - • - . S • - - - - * : DIARA 15'-Oy (3) PI3$ELS 3" r- - - - - - - - -- - - - - - - - - - - - v -- - - - - - - - - - - - - - - --------- C) 9 ' St ee \\dprojects\2016\16HHDO2 - Casbad Executive Plaza\Calcs\Stnictural\PERMIT SET\EneaIc\16hhd02.ec6 earn ENERCALC, INC. 1983-2016, Build:6.16.3.4, Ver.6.16.3.4 Lic. #: KW-06009267 Licensee 1114 *[C1II.iII Description: 01_PERIMETER BEAM - : ECODEEFERENCES I Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties I .• . - . Analysis Method: Load Resistance Factor Design Fy: Steel Yield: 46.0 ksi Beam Bracing: Completely Unbraced - - I E: Modulus: 29,000.0 ksi . Bending Axis Major Axis Bending Applied Loads 1 Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load: D = 0.0050, W = 0.0550 ksf, Tributary Width 2.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.197:1. Maximum Shear Stress Ratio = - -, . 0.021 : 1 Section used for this span HSS6x3x3/16 Section used for this span . . HSS6x3x3/16 Mu:Applied . . 3.792k-ft Vu Applied . 1.011 k - Mn * Phi : Allowable 19.286k-ft Vn * Phi: Allowable 47.354 k Load Combination +1.20D.i4..5OLr-,-0.50L+W+1.60H Load Combination +1.20D+0.50Lr+0.50L+W+1.60H,' Location of maximum on span 7.500ft Location of maximum on span . - . 0.000 ft Span # where maximum occurs . Span # 1 . - Span # where maximum occurs - Span # 1 • Maximum Deflection : - . Max Downward Transient Deflection . . 0.324 in Ratio= 555 >=360 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 - . Max Downward Total Deflection. 0.255 in Ratio = 705 >=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 EIMimum Forces &Stresses - . Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values - Segment Length Span # M V max Mu + max Mu Mu Max Mnx PhiMnx Cb Rm VuMax Vnx Phi Vnx +1.40D+1.60H ,.-, -'.• . . Dsgn. L= 15.00 ft 1 0.042 0.005 0.82 0.82 21.43 19.29 1.14 1.00 0.22 52.62 47.35 +1.20D-.0.5OLr+1.60L+1.60H - .• . - Dsgn. L = 15.00ff 1 0.036 0.004 - 0.70 0.70 21.43 19.29 1.14 1.00 0.19 52.62 47.35 +1.20D+1.60L40.505+1.60H 4 . - Dsgn. L = 15.00 ft, 1 • 0.036 0.004 0.70 - 0.70 - 21.43 19.29 1.14 1.00 0.19 52.62 47.35 +1.20D+1.60Lr40.50L+1.60H . . . . . . Dsgn. L = 15.00 ft 1 - 0.036 0.004 0.70 0.70 21.43 19.29 1.14 1.00 0.19 52.62 47.35 +1.20D+1.6OLr+0.50W+1.60H - . - . . Dsgn. L= 15.00 ft 1 . 0.116 0.013 2.25 * 2.25 21.43 19.29 1.14 1.00 0.60 52.62 47.35 . +1.20D+1.6OLr-0.50W+1.60H - - . Dsgn.L= 15.00 ft . 1 0.044 0.005 - -0.85 0.85 21.43 - 19.29 1.14 1.00 0.23 52.62 47.35 +1.20D+0.50L+1.605+1.60H . . -. •. - - Dsgn. L= 15.00 ft 1 0.036 0.004 0.70 0.70 21.43 19.29 1.14 1.00 0.19 52.62 . 47.35 . +120D+1605.+050W+160H * .• .. . '. Dsgn.L = 15.00 ft 1 0.116 0.013 2.25 2.25 21.43 - 19.29 1.14 1.00 -. 0.60 52.62 - 47.35 +1.20D+1.60S-0.50W+1.60H . • - . . - . - ... Dsgn. L = 15.00 ft 1 0.044 - 0.005 -0.85 0.85 21.43 19.29 1.14 .1.00 . 0.23 52.62 47.35 +1.20D+0.50Lr-..0.50L-'W+1.60H - Dsgn. L = 15.00 ft I - • 0.197 . 0.021 3.79 - 3.79 21.43 19.29 - 1.14 1.00 1.01 52.62 47.35 +1.2OD-...50Lr.'O.50L-W+1.60H Dsgn. L = 15.00 ft 1 0.124 0.013 -2.40 2.40 21.43 19.29 1.14 1.00 0.64 52.62 47.35 +1.20D-..50L+0.505+W+1.60H Dsgn L= 1500ff 1 0.197 0021 3.79.379 2143 1929 114 100 101 5262 4735 +1.20D+0.501-+0.50S-W+1.601-1 - - . .• . . . . . Steel B ee earn = \\so proJectsv&1b1wiiiuuz - ansDaa xecuuve IaZa\ S\StrUCtUraI\ttIMI I I nercaIciunnouz.eco ENERCALC, INC. 1983-2016: Build:6.16.3.4, Ver.6.16.3.4 Licensee 1UIIIIENGINEERING Description: 01-PERIMETER BEAM - Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V max Mu + max Mu - Mu Max Mnx Phitvinx Gb Rm VuMax Vnx Phi*Vnx Dsgn. L= 15.00ft 1 0.124 0.013 -2.40 2.40 21.43 19.29 1.14 1.00 0.64 52.62 47.35 +1.20D-+0.50L+0.205+E+1.60H - * Dsgn.L= 15.00 ft 1 0.036 0.004 0.70 0.70 21.43 19.29 1.14 1.00 0.19 52.62 47.35 - +0.90D+W+0.901-1 Dsgn. L= 15.00ft 1 0.188 0.020 3.62 3.62 21.43 19.29 1.14 1.00 0.96 52.62 47.35 *0.90D-W-+0.90H Dsgn.L= 15:00 ft 1 0.133 0.014 -2.57 2.57 21.43 19.29 1.14 1.00 0.69 52.62, 47.35 40.90D+E40.90H - Dsgn. L= 15.00 ft 1 0.027 0.003 0.52 0.52 21.43 19.29 1.14 1.00 0.14 52.62 47.35 LOverall, Maximum Deflections - -] . Load Combination Span Max. "- Defi Location in Span Load Combination Max. -s' Defi Location in Span W Only . 1 0.3239 7.543 - 0.0000 0.000 FVertical Rtions - _J Support notation : Far left is #1 Values in KIPS - Load Combination Support 1 Support 2 - Overall MAXimum 4.0.825 0.825 Overall MiNimum 0.093 0.093 -+0*1 . 0.155 0.155 . . . .......- -- - +0-+14-H . 0.155 0.155 -+0tr4l 0.155 0.155 0.155 0.155 -n 4040.750Lr40.750L44-1 0.155 0.155 - 4040.750L40.7505+4-t . - 0.155 0.155 . . . . a,.. '- 4040.60W44-l . - - 0.650 0.650 . 4040.70E-'4-1 0.155 0.155 4040.75OLr-s-0.750L.+0.450W-+4-t 0.527 0.527 +040.750L40.750S40.450W-4H 0.527 0.527 -- 4040.750L40.750540.5250E+4-I 0.155 0.155 9-0.60D+0.60W+0.60H . 0.588 0.588 +0 60D-+0 70E+0 60H 0.093 0.093 O Only 0.155 0.155 LrOnly ' . • • -. * LOnly - - SOnly •- - ' - .. - W Only - 0.825 , 0.825 EOnly HOnly t - ,.. r ' -, - _ : - - - ., . I 4 - J_•% - -- . . .: '- . . ,, -. -. .: - t -* I .1' t.. = \a\prOJecrsIU1o1wiML1uL - r..ansoaa txecuuve rIaZawajCSrrUC1uraIU-I(MI I I \tnemalcllbnnaul.eco ENERCALC INC 1983-2016 Budd61634 Ver61634 Description: 02-INTERIOR BEAM ECODE REFERENCES Calculations per AISC 360-10, IBC 2012, ASCE 7-10 - Load Combination Set: ASCE 7-10 LMateriäl Properties Analysis Method: Load Resistance Factor Design Fy : Steel Yield: 46.0 ksi Beam Bracing: Completely Unbraced * ., E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending ppIiëd Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading - Uniform Load: 0 = 0.0050, W = 0.0550 ksf, Tributary Width = 5.0 ft DESIGN SUMMARY I - Maximum Bending Stress Ratio = 0.092: 1 Maximum Shear Stress Ratio = 0.029 1 Section used for this span HSS3x3x3/16 Section used for this span HSS3x3x3/16 - Mu : Applied 0.626 k-ft Vu : Applied 0.6265 k Mn * Phi: Allowable 6.797 k-ft Vn * Phi : Allowable 21.421 k Load Combination +1.20D+0.50Lr-+0.50L+W+1.60H Load Combination -+-1.200+0.50Lr+0.50L+W+1.60H - Location of maximum on span . 2.000ft Location of maximum on span 0.000 ft • Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection S • Max Downward Transient Deflection - - 0.022 in Ratio = 2,151 >=360 . Max Upward Transient Deflection - 0.000 in Ratio = 0 <360 . S Max Downward Total Deflection 0.016 in Ratio= 3006 >=180 . Max Upward Total Deflection 0.000 in Ratio= 0 <180 TMimum Forces &Stresses for Load iCombinations - Load Combination Max Strew Ratios Summary of Moment Values Summary of Shear Values '. Segment Length Span # M V max Mu + max Mu - Mu Max Mnx Phi*Mnx Cb Rm VuMax Vnx PhiVnx +1.40D+1.60H Dsgn. L= 4.00 It - 1 0.013 0.004 0.09 0.09 7.55 6.80 1.14 1.00 0.09 23.80 21.42 +1.20D+O.50Lr+1.60L+1.60H Dsgn. L= 4.00 ft 1 0.011 0.004 0.08 0.08 7.55 6.80 1.14 1.00 - 0.08 23.80 21.42 +1.200+1.60L.0.505+1.60H Dsgn. L = 4.00 ft 1 0.011 0.004 0.08 0.08 7.55 6.80 1.14 1.00 . 0.08 23.80 21.42 +1.200+1.60Lr+0.50L+1.60H Dsgn. L = 4.00 ft 1 0.011 0.004 0.08 0.08 7.55 6.80 1.14 1.00. 0.08 23.80 21.42 ,*+1.20D+1.6OLr*.50W+1.60H . . .' . = Dsgn. L= 4.00 ft 1 0.052 0.016 ' 0.35 . 0.35 7.55 6.80 1.14 1.00- 0.35 23.80 21:42 +120D160Lr-050W160H Dsgn. L= 4.00 ft 1 . 0.029 0.009 . -0.20 0.20 7.55 6.80 1.14 1.00 0.20 . 23.80 21.42 : +1.20D+0.50L+1.605+1.60H Dsgn. L= 4.00 ft 1 0.011 0.004 0.08 0.08 7.55 6.80 1.14 1.00 0.08 23.80 21.42 +1.200+1.605sO.50W+1.60H .- Dsgn. L= 4.00 ft . 1 - 0.052 0.016 0.35 0.35 7.55 6.80 1.14 1.00 0.35 23.80 . 21.42, S. +1.20D+1.6050.50W+1.60H Dsgn. L= 4.00 ft 1 - 0.029 0.009 -0.20 . 0.20 7.55 6.80 1.14 1.00. 0.20 23.80 • 21.42 +1.20040.5OLr-+0.50L4W+160H Dsgn. Lr 4.00 ft 1 . 0.092 0.029 . 0.63 - 0.63 7.55 6.80 1.14 1.00 0.63 S 23.80 - 21.42 +1.200+0.5OLr*0.50L-W+1.60H ' -• . - . Dsgn. L= 4.00ff '1 0.070 0.022 -0.47 0.47 7.55 6.80 1.00 • _1.14 0.47 * 23.80 - 21.42 +1.200+0.50L.0.505+W+1.60H .. Dsgn. L= 4.00 ft - 1 . 0.092 0.029 0.63 • ' 0.63 7.55 6.80 . 1.14 1.00 • 10.63- 23.80 • 21.42. +1.20D*0.50L*0.505W+1.60H - ; -• - - --', Steel B ee earn \\dce\projects2016\16HHO02 Carlsbad Execuve Plaza\Calcs\Slnictural\PERMIT SE1\Enercalc16hhd02.eà6 L .• ENERCALC, INC. 1983-2016, Build:6.16.3.4, Ver.6.16.3.4 • Description: 02JNTERIOR BEAM Load Combination Max Stress Ratios - Summary of Moment Values Summary of Shear Values Segment Length Span # M - V max Mu + max Mu - Mu Max - Mnx PhiMnx Cb Rm. VuMax Vnx PhiVnx Dsgn. L = 4.00 ft 1 .0.070 0.022 " -0.47 0.47 7.55 6.80 1.14 1.00 0.47 23.80 21.42 +1.20D+0.50L+0.20S-+€+1.60H Dsgn. L= 4.00 ft . 1 0.011 0.004 . 0.08 0.08 7.55 6.80 1.14 1.00 0.08 23.80 . 21.42 40.90D+W40.90H Dsgn. L= 4.00 It, - 1 - 0.089 0.028 0.61 0.61 .- 7.55 6.80 1.14 1.00 0.61 23.80 21.42 40.90D-W40.90H - Dsgn. L= 4.00 ft 1 0.072 0.023 -0.49 0.49 7.55 6.80 1.14 1.00 0.49 23.80 21.42 +0.90D4€40.90H Dsgn. L= 4.00 It 1 0.008 0.003 0.06 0.06 . 7.55 6.80 1.14 1.00 - 0.06 , 23.80 21.42' flOveraIIMiumum Diflëtions Load Combination Span Max. - Defi Location in Span Load Combination - Max. + Defi Location in Span - W Only 1 0.0223 2.011 . 0.0000 1 0.000 't [VertiiFReactions I Support notation: Far left is #1 . Values in KIPS - Load Combination Support 1 Support 2 Overall MAXimum 0.550 , 0.550 • .5-,- -. Overall MiNimum 0.038 0.038 40*1, - 0.064 0.064 . . -. • I ., , - - 4 414f1 ' - 0.064 - 0.064 -. . 0.064 0.064 -+0+S-'4-i 0.064 0.064 -+040.750Lr'+0.750L*l 0.064. 0.064 040.750L40.750S*1 ' ,. - 0.064 0.064 -+040.60W-*I .. 0.394 0.394 -.0s0.70E*1 - '-- 0.064 0.064 - - -,- • ..., , -. • - 4040.750Lr40.750L40.450W-4+4 0.311 0.311 .- 4040.750L40.750540.450W-+4-1 0.311 0.311 ,. 4040.750L40.750540.5250E-*I -0.064 - 0.064 - '0.60D40.60W-+0.60H - 0.368 0.368 .0 60D+0 70E-+0 60H 0.038 0.038 DOnly 0.064.0.064 LrOnly 'L Only - . • * - .' .. SOnly W Only. - -. - 0.550 0.550 - • - S E 061 - H Only * r - - -2' ----S ••' . - -S - - -. - SS,• _'5_ - 5.. - ,. - S ' * 5, - .--. S !-• ' ,. -- , . -h , , 4- - a . S -- :,• - . S - ' - .S ' - - .42 •'--- - (ityof . _.!c6r.isbdd.' — .-. • Print Date: 01/24/2018; - - Permit No: PCR16199 Job Address: 2111 Palomar Airport Rd - Permit Type: ' BLDG-Migrated Work Class: BLDG-Migrated Status: - Issued - Active Parcel No: 2130701400 Lot U: . - Applied: ', 10/06/2016 Valuation: - $0.00 Referene#: - Issued: 10/07/2016 Occupancy Group: - Construction Type: - Permit - - - • Finaled: U Dvelling Units: Bathrooms: • Inspector: ,- Bedrooms: . . •- Orig. Plan Check U: - ) Final ' Plan Check U: - Inspection: Project Title: -' - • Description: PCR - REVISE STRUCTURAL SECTION OF SHADE PANEL • • • •-. - • • . . - . • - . - Total Fees: • - . Total Payments To Date: Balance Due: I • - - - - . . . ..- -, . _ • . • 1 - - - . . .• .• • * - • .•,-- - • •• - - *• • • ) t_' s' - • . • -. p •• - • - . 1635 Faraday Avenue, Carlsbad, CA 92008-7314 7607602-2700 I 760-602-8560 f www.carlsbadca.gov. - - • )- * : c PLAN CHECK REVISION Development Services City of 1635 Faraday Avenue Cdrlsbad APPLICATION Building Division B-I 5 760-602-2719 www.carlsbadca.gov Plan Check Revision No. jQQJ(j 19 CA Original Plan Check No. b I L I27_ Project Address (2- Date Ioffi Contact WPC Ph -710 q 75 / Fax Email r 035 wh tciyru tthn Contact Address City Zip General Scope of Work Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1 . Elements revised: Plans Calculations Soils 0 Energy Other 2. Describe revisions in detail .3. List page(s) where each revision is shown 4. List revised sheets that replace existing sheets - -'cjdQ A 3.2 A dcLCQfl cc1\ Does this revision, in-any way, alter the exterior of the project? E Yes Does this revision add ANY new floor area(s)? E Yes E21'No Does this revision affect any fire related issues? fl Yes ,IZ1 No Is this a complete set?\ flYes No Signature 1635 Faraday Avenue, Car/sbld, CA 92008 Ph: 760-602- 2719 Fax: 760-602-8558 Email: building@carlsbadca.gov / 7, www.carlsbadca.gov I,]