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1800 ASTON AVE; ; CB162205; Permit
C( ityof Carlsbad Commercial Print Date: 03/30/2018 Permit No: CB162205 Job Address: 1800 Aston Ave Permit Type: BLDG-Commercial Work Class: New Status: Closed - Finaled Parcel No: 2121206100 Lot #: Applied: 06/07/2016 Valuation: $4,784,202.00 Reference U: DEV16010 Issued: 02/24/2017 Occupancy Group: Construction Type: Permit Finaled: U Dwelling Units: Bathrooms: Inspector: AKrog Bedrooms: Orig. Plan Check U Final Plan Check U: Inspection: 3/30/2018 8:45:51AM Project Title: BURKE GRANDVIEW Description: COMMIND - INDUST NEW 47,799 SF WARM OFFICE SHELL BLDG Applicant: Co-Applicant: MILLER CONTRACTING COMPANY MILLER CONTRACTING COMPANY DANA ODELL 1382 Valencia Ave, N Tustin, CA 92780-6472 949-852-2244 949-852-2244 BUILDING PERMIT FEE $11,064.56 BUILDING PLAN CHECK FEE (BLDG) $491.96 . COMMUNITY FACILITIES DISTRICT (CFD) FEE . $13,861.71 DRAINAGE FEE PLDA B High Runoff $32,010.30 ELECTRICAL BLDG COMMERCIAL NEW/ADDITION/REMODEL $1,510.00 GREEN BUILDING STANDARDS PLAN CHECK $166.00 LOCAL FACILITIES MANAGEMENT ZONE (LFMZ) - ZONES $19,119.60 MECHANICAL BLDG COMMERCIAL NEW/ADDITION/REMODEL $178.00 PLUMBING BLDG COMMERCIAL NEW/ADDITION/REMODEL $304.00 PUBLIC FACILITIES FEES - inside CFD $87,072.48 SDCWA SYSTEM CAPACITY CHARGE 2" Displacement $26,151.00 SEWER BENEFIT AREA FEES - F $32,857.72 SEWER CONNECTION FEE (General Capacity all areas) $8,594.44 STRONG MOTION-COMMERCIAL $1,339.58 SWPPP INSPECTION FEE TIER 1- Medium $232.00 SWPPP PLAN REVIEW FEE TIER 1- MEDIUM $55.00 TRAFFIC IMPACT Commercial-Industrial w/in CFD $26,051.00 WATER METER FEE 2" Displacement $834.00 WATER SERVICE CONNECTION FEE 2" DISPLACEMENT (P) $25,685.00 WATER TREATMENT CAPACITY CHARGE 2" Displacement $666.00 Total Fees: $288,244.35 Total Payments To Date: $288,244.35 Balance Due: $0.00 Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exaction." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitation has previously otherwise expired. 1635 Faraday Avenue, Carlsbad, CA 92008-7314 1 760-602-2700 1 760-602-8560 f I www.carlsbadca.gov 'THE FOLLOWING APPROVALS REQUIRED PRIOR TO PERMIT ISSUANCE: [—]PLANNING [--]ENGINEERING EBUILDING [--]FIRE DHEALTH HAZMATIAPCDI Building Permit Application Plan Check No. (Y J/ X' Est. Value City of 1635 Faraday Ave., Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 PlanCE~flsbad email: building@carlsbadca.gov WJtD a Ck.Depysit te 7 /f4 lswppp I www.carlsbadca.gov JOB ADDRESS SUITE#/SPACE/UNIT# APE( CT PROJECT # LOT # PHASE # ROE UNITS # BEDROOMS ... # BATHROOMS . ........ TENANT BUSINESS NAME CONSTR. iWE 0CC. GROUP DESCRIPTION OF WORK: include Square Feet of Affected Area(s) 5-6 Qo,iie-4c +tL)t OC IlU.CJirj C11S 1 V . jj.. ,-~.hell ic'ih, eS A14 EXISTING USE PROPOSED I AIR CONDITIONING FIRE SPRINKLERS Fp c..c_ _•. YES#. NO[:] YES,NO E YES, NO APPLICANT NAME . Primary Contact. o( - 'u(e...Il41e5J PROPERTY OWNER NAME C- 1Ic.i( iAçS4O'1 ADDRESS - J ADDRESS . 2 ('O t. c 7 ec s7. ioc ZC'c) (eKec Si. 1too CITY, . . STATE ZIP . Ccg4c ,4csç . CA . CITY STATE ZIP Ccc r11cc4 OA C~tr_Ge_G PHONE FAX fZ'1-1LOO!. PHONE FAX 4f_3ZLf.... 600 l EMAIL ,. f1&)Ack (- bo ( ke lovi). "er— EMAIL YØCó i L/( ffgf ç,'z.) L.' 10. ii e 7— DESIGN PROFESSIONAL CONTRACTOR BUS. NAME , —TIMQ Cc ADDRESS . ADDRESS YckcM'-c.s L(1Tf t3 ,AI)c Auc. .. CITY STATE ZIP Cf. Mesc ... . ...OF.. CITY STATE ZIP '7KO PHONE FAX _-cô P 0 4—vc1c( FAX -(- EMAIL w es cl, (gin .(7 . .. EM d IL &..ü STA E LIC. II STATE LIC.# I CLAS I CITY BUS. LIE.if) (SEC. 7031.5 Business and Professions Code: Any City or County which requires a permitto construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicant for Such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law (Chapter 9, commendingwith Section 7000 of Division 3 of the Business and Professions Code) or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500)). ®UOOG -01MG) =0120 Workers' Compensation Declaration: thereby affirm under penalty of perjury one of the following declarations: [1 i have and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. I have and will maintain wo rs' compensa,Jion, as required by S ion 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Insurance Co. -( (i t4tj)/ 4j4..x_ Policy No. I)_7_Co _30 ______. Expiration Date This section need not be completed if the permit is for one hundred dollars ($100) or less. [J Certificate of Exemption: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California. 'WARNING: Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars (&100,000), in addition to the cost of compensation, da ag as provided I in S o 706 of the Labor code, interest and attorney's fees. CONTRACTOR SIGNATURE ' [-]AGENT DATE - ? — /7 00OOcO1BOD00 thereby affirm theft am exempt from Contractors License Law for the following reason: EEl I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sate). [] I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply loan owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). [I] I am exempt under Section ______________Business and Professions Code for this reason: I personally plan to provide the major labor and materials for construction of the proposed property improvement. EYes ENo I (have! have not) signed an application for a building permit for the proposed work. . I have contracted with the following person (firm) to provide the proposed construction (include name address! phone / contractors' license number): I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name / address / phone contractors' license number): I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name! address! phone / type of work): ..PROPERTY OWNER SIGNATURE []AGENT DATE p -s 5' I . 4 ipøe Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? Yes _ No Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? LYes [j.I No Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? Yes r No IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. QiWIQØW 13LODØ LcU](3? thereby affirm that there is a construction lending agency for the performance of the work this permit is issued (Sec. 3097 (I) Civil Code). Lender's Name. Lender's Address - - - I certifythat I have read the application and state thatthe aboveinfomwtion is conectand thatthe information on the plans is accurate. I agree to complywith all Cityordinances and State laws rotating to buildingconshuction. I hereby authorize representative of the City of Catisbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA M OSHA permit is required for excavations over 59 deep and demolition or construction of structures over 3 stories N height. EXPIRATION: Every permit issued by the Building Official under the provisions of this Code shall expire by Ihtiation and become null and void tithe building or work authorized by such permit is not commenced within 180 days from the date of such permit or if the building or work authori y such permit is suspended or abandoned at any time after the work is commenced for a period of 180 days (Section 106.4.4 Uniform Building Code). ...APPLICANT'S SIGNATU_J/ ($j' . DATE , .5 . STOP: THIS SECTION NOT REQUIRED FOR BUILDING PERMIT ISSUANCE. Complete the following ONLY if a Certificate of Occupancy will be requested at final inspection. a CE RTIFICATE OF OC C UPANCY (CommNU WI -P rojects Onlyl Fax (760) 602-8560, Email buildina@CarlsbadCa.ciov or Mail the completed form to City of Carlsbad, Building Division 1635 Faraday Avenue, Carlsbad, California 92008. - [co#: (Office Use Only) CONTACT NAME OCCUPANT NAME - ADDRESS - - Zc) BUILDING ADDRESS - CITY STATE - ZIP s4r— Ole C4 - CITY STATE . ZIP Carlsbad CA PHONE . FAX j.ggzy ,o . EMAIL OCCUPANT'S BUS. LIC. No. DELIVERY OPTIONS / J PICK UP: - CONTACT (Listed above) OCCUPANT (Listed above) CONTRACTOR (On Pg. 1) • iMAIL TO: CONTACT (Listed above) OCCUPANT (Listed above) ASSOCIATED CB#__________________________ . a 'CONTRACTOR (On Pg. 1) NO CHANGE IN USE / NO CONSTRUCTION -. - a.MAIL/ FAX TOOTHER: - ... ... - . •-- CHANGE OF USE/ NO CONSTRUCTION ..APPLICANTS SIGNATURE - - - DATE Permit Type:- BLDG-Commercial Application Date: 06/07/2016 Owner: Work Class: New Issue Date: 02/24/2017 Subdivision: CARLSBAD TCT#85-24 UNIT#04 Status: Closed Finaled Expiration bate: 06/11/2018 Address: 1800 Aston Ave Carlsbad, CA 92008 IVR Number: 715012 Scheduled Actual Inspection Type Inspection No. Inspection Status Primary Inspector - Reinspection Complete Date Start Date Checklist Item COMMENTS - ', Passed BLDG-Building Deficiency , - - No - BLDG-Plumbing Final S Yes BLDG-Mechanical Final -s - , No BLDG Structural Final No - - BLDG-Electrical Final -- Yes 02/21/2018 02/21/2018 - BLDG-Fire Final 049185.2018 - - Cancelled -yr Dominic Fled - * Reinspection Complete Checklist Item COMMENTS -- Passed FIRE- Building Final - No 03/30/2018 03/30/2018 BLDG-Final 053336-2018 Passed - Andy Krogh . Complete Inspection Checklist Item COMMENTS , 'Passed • - BLDG-Building Deficiency Requires submission of waste management - • Yes form with receipts, and non-residential - * green form -- - - BLDG-Plumbing Final - Yes BLDG-Mechanical Final • - - ' Yes BLDG-Structural Final - Yes BLDG-Electrical Final Yes BLDG-Fire Final 053167-2018 Scheduled Cindy Wong Incomplete Checklist Item COMMENTS - Passed FIRE- Building Final - . No March 30,2018 , - Page 8of8 Permit Type: BLDG-Commercial Application Date: 06/07/2016 Owner: , Work Class: New Issue Date: 02/24/2017 Subdivision: CARLSBAD TCT#85-24 UNIT#04 Status Closed Finaled Expiration Date 06/11/2018 Address 1800 Aston Ave Carlsbad,' CA 92008 - IVR Number: ' 715012 Scheduled Date Actual - Start Date Inspection Type Inspection NO.- Inspection Status Primary Inspector Reinspection Complete • .' ' Checklist Item COMMENTS - "- .. Passed BLDG-Building Deficiency, Electrical meter release, 1800 and HM Yes 1112212017 11/22/2017 BLDG 17 Interior 041291-2017 Partial Pass Andy Krogh / Reinspection Incomplete Lath/Drywall Checklist Item .. COMMENTS * - .. Passed BLDG-Building Deficiency Partial as noted on card o Yes 11/2912017 11/29/2017 6LDG-17 Interior 041722.2017 Partial Pass Andy Krogh - - Reinspection Incomplete - • Lath/Drywall _ * ., .. Checklist Item COMMENTS Passed- BLDG-Building Deficiency Partial as noted on card Yes 11/3012017 11/30/2017 BLDG-17 Interior 041856.2017 Partial Pass ' Andy Krogh' Reinspéction Incomplete Lath/Drywall - Checklist Item - COMMENTS. . • f Passed * BLDG-Building Deficiency Restroom hardlids , ' Yes 12/04/2017 12/04/2017 BLDG-17 Interior 042160-2017 Partial Pass • Andy Krogh Reinspection Incomplete LathlDrywall, - Checklist Item COMMENTS . . ' Passed • . - BLDG-Building Deficiency Wrong code, frame and electrical at lower Yes lobby entry hardlid 12/0712017 12/07/2017 BLDG-17 Interior 042687-2017 , Partial Pass - Andy Krogh Reinspection In'com'plete • Lath/Drywall Checklist Item - COMMENTS -. . -• . Passed. BLDG Building Deficiency Partial as noted on card Yes 12/13/2017 ,12/13/2017 BLDG-32 Const. 043272.2017 , Passed Andy Krogh - ,. . Complete - SnrvieniAnrietilttirni( Temp) Checklist Item COMMENTS . . . . Passed BLDG-Building Deficiency Wrong code, exterior light pole bases : - •' Yes - 01/17/2018 01/17/2018 BLDG-Final . 046067-2018 . , Partial Pass Andy Krogh- '. - Reinspection Incomplete - Inspection - Checklist Item - COMMENTS .. . Passed • - BLDG-Building Deficiency - . No BLDG-Plumbing Final . •' - - No BLDG Mechanical Final No . - BLDG-Structural Final, - .• - No BLDG-Electrical Final Me lighting at north and south stairs to be - - No corrected, all other interior and exterior gfcis . * , - and lighting Ok 01/23/2018 01/23/2018 BLDG-Final - 046533-2018 - , Partial Pass Andy Krogh - Reinspection Incomplete Inspection March 30,2018 - - - - - • Page 7of8 F-. Permit Type: BLDG-Commercial Application Date: 06/07/2016 Owner: - Work Class: New Issue Date: 02/24/2017 - Subdivision:. CARLSBAD TCT#85-24 UNIT#04 Status: Closed - Finaled , Expiration Date: 06111/2018 Address: 1800 Aston Ave Carlsbad, CA 92008 IVR Number: 715012 Scheduled Actual Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete - Date Start Date 11/06/2017' 11/06/2017 BLDG-14 039692.2017 Partial Pass Andy Krogh - -Reinspection Incomplete Frame/Steel/Bolting! Welding (Decks) Checklist Item COMMENTS Passed BLDG-Building Deficiency Roof soffit at lobby Yes BLDG-17 Interior 039691-2017 Partial Pass Andy Krogh Reinspection Incomplete Lath/Drywall ' - Checklist Item COMMENTS Passed • BLDG-Building Deficiency Elevator hardlid first layer Yes 5 11/0712017 11107/2017 BLDG-17 Interior 039785-2017 Partial Pass Andy Krogh Reinspection Incomplete Lath/Drywall - - - -. Checklist Item COMMENTS ' - Passed BLDG-Building Deficiency Elevator hardlid second layer, and elevator Yes wall insulation - 11/08/2017 11/08/2017 BLDG-17 Interior 039945-2017 Partial Pass Andy Krogh Reinspection - lncôrnplete Lath/Drywall "-I Checklist Item COMMENTS - ,. Passed - BLDG-Building Deficiency Ok to hardlid at restrooms and lobby areas Yes 11/09/2017 -11/09/2017 BLDG-17 Interior - 040052-2017 Partial Pass Chris Renfro ' Reinspection Incomplete Lath/Drywall Checklist Item COMMENTS - Passed. drywall. Ok to tape and mud 11/14/2017 11/14/2017 BLDG-17 Interior 040384.2017 Partial Pass Andy Krogh - Reinspection Incomplete Lath/Drywall - - - Checklist Item COMMENTS Passed - BLDG-Building Deficiency Partial as noted on card , Yes 11/17/2017 11/17/2017 BLDG-17 Interior 040868-2017 Cancelled Andy Krogh - Reinspection comjlete Lath/Drywall - Checklist Item COMMENTS Passed BLDG-Building Deficiency Partial as noted on card - Yes 11/2012017 - 11/20/2017 - BLDG-17 Interior 040970-2017 Partial Pass Andy Krogh Reinspection Incomplete Lath/Drywall - - - - Checklist Item COMMENTS Passed BLDG-Building Deficiency Partial as noted on card Yes • 11/21/2017 11/21/2017 BLDG-34 Rough 041222.2017 Partial Pass Andy Krogh - Reinspection Incomplete - Electrical Page 6of8 March 302018 - - - Permit Type: BLDG-Commercial Application Date: 06/07/2016 Owner: Work Class: New Issue Date: 02/24/2017 Subdivision: CARLSBAD TCT#85-24 UNIT#04 Status: Closed - Finaled - Expiration Date: 06/11/2018 Address: 1800 Aston Ave Carlsbad, CA 92008 IVR Number: 715012 Scheduled Actual Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete Date Start Date 10/18/2017 10/18/2017 BLDG-14 037940.2017 Passed Andy Krogh . Complete Frame/Steel/Bolting/ . . Welding (Decks) - Checklist Item COMMENTS Passed BLDG-Building Deficiency Roof exterior parapet framing. No hardlid . Yes 10/25/2017 10/25/2017 BLDG-14 038579-2017 Partial Pass Andy Krogh , . Reinspection Incomplete Frame/Steel/Bolting/ - - Welding (Decks) - BLDG-Building Deficiency Roof parapet over lobby entrance Yes BLDG-21 038578.2017 Failed Andy Krogh Reinspection Complete (Jnderground/Underf loor Plumbing Checklist Item COMMENTS . Passed BLDG-Building Deficiency Wrong code - - No BLDG-24 038652.2017 Partial Pass Andy Krogh - Reinspection Incomplete Rough/Topout Checklist Item COMMENTS Passed BLDG-Building Deficiency Restrooms first and second floors waste Yes - and water - - BLDG-31 038577.2017 Partial Pass Andy Krogh Reinspection Incomplete Underground/Condu - - - it - Wiring Checklist Item COMMENTS -- Passed BLDG-Building Deficiency Partial exterior for lights . Yes - 10/30/2017 10/30/2017 BLDG-14 038981.2017 Partial Pass Andy Krogh Reinspection Incomplete Frame/Steel/Bolting/ - Welding (Decks) Checklist Item COMMENTS Passed - BLDG-Building Deficiency As noted on card Yes BLDG-17 Interior 038982-2017 Partial Pass Andy Krogh Reinspection Incomplete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency Single side as noted on card Yes - -S.--' BLDG-34 Rough 038983.2017 Partial Pass Andy Krogh • Reinspection incomplete Electrical - .Lt! •S..-._ - rtnallr.Ite . - BLDG-Building Deficiency Partial at electrical room and single side of Yes rooms as noted on card March 30, 2018 . - Page of 8 Permit Type: BLDG-Commercial Application Date: 06/07/2016 Owner: Work Class: New Issue Date: . 02/24/2017 Subdivision: CARLSBAD TCT#85-24 UNIT#04 Status: Closed - Finaled Expiration Date: 06/11/2018 Address: 1800 Aston Ave Carlsbad, CA 92008 IVR Number: 715012 Scheduled Actual Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete Date Start Date 09/21/2017 09/21/2017 BLDG-14 035487.2017 Partial Pass Andy Krogh Reinspection Incomplete Frame/Steel/Bolting/ . • Welding (Decks) Checklist Item COMMENTS Passed BLDG-Building Deficiency 2cd floor canopies as noted on card Yes including electrical rough for lighting BLDG-31 035411-2017 Failed Andy Krogh Reinspection Complete Underground/Condu . it - Wiring Checklist Item COMMENTS Passed BLDG-Building Deficiency Wrong code No 09/2212017 09122/2017 BLDG-11 035506.2017 Passed Andy Krogh Complete FoundationlFtg/Pier s (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Decorative site walls with special inspection Yes - Ok to grout 09/26/2017 09/26/2017 BLDG-14 035762-2017 Partial Pass Andy Krogh Reinspection Incomplete Frame/Steel/Bolting/ - - - • Welding (Decks) Checklist Item COMMENTS Passed BLDG-Building Deficiency Wrong code, retaining wall east side ok to Yes grout 09/28/2017 09/28/2017 BLDG-14 036075.2017 Partial Pass Andy Krogh Reinspection Incomplete Frame/Steel/Bolting/ - - Welding (Decks) a-nft..nrnrrc Dacnd - BLDG-Building Deficiency 2 piece wood stairways, and dense glass Yes - on second floor canopies 10/11/2017 10/11/2017 BLDG-14 037169.2017 Failed Andy Krogh • Reinspection Complete Frame/Steel/Bolting/ Welding (Decks) Checklist Item COMMENTS Passed BLDG-Building Deficiency Questions on elevator pit and shaft, No requires an rfi to architect for fireproofing clarification - - BLDG-17 Interior 037170.2017 Partial Pass Andy Krogh Reinspection Incomplete Lath/Drywall • Checklist Item COMMENTS Passed BLDG-Building Deficiency Drywall single side at lobby stairs from floor Yes • to ceiling - Page 4 of 8 March 30, 2018 t .5 Permit Type: BLDG-Commercial Application Date: 06/07/2016 Owner:. Work Class: New Issue Date: i 02/24/2017 Subdivision: CARLSBAD TCT#85-24 UNIT#04 Status: Closed - Finaled ,. Expiration Date: - 06/11/2018 Address: ' 1800 Aston Ave Carlsbad, CA 92008 - IVR Number: 715012 - Scheduled Actual Inspection Type Inspection No. . .. Inspection Status Primary Inspector - Reinspection Complete Date Start Date - _.5 5 - S $•_ S •_ 08107/2017 08/07/2017 BLDG-14 030825.2017 , Partial Pass Andy Krogh , Reinspection ,Incomplete ' Frame!Steel!Boltingl • Welding (Decks) Checklist Item .. COMMENTS . . Passed BLDG-Building Deficiency Roof deck and trusses per special . Yes - - inspection report (partial area) - .. 08/10/2017 08/1012017 BLDG-14 031259.2017 Partial Pass Andy Krogh - - . Reinspection - Incomplete Frame/Steel/Bolting! - r Welding (Decks) • 5 . .., -V Checklist Item COMMENTS Passed • BLDG-Building Deficiency Roof deck and trusses per special Yes inspection report remaining area, with 3 sheets and bracing to be completed ' 08/21/2017 08/21/2017 - BLDG-31 032287-2017 Partial Pass Andy Krogh Reinspection lncomplete Underground!Condu S. it Wiring Checklist Item COMMENTS - Passed - BLDG-Building Deficiency Partial underground from curb or primary Yes vault 5 & 4 conduits 08/28/2017 08/28/2017 . BLDG-14 032890.2017 Partial Pass Andy Kroh . Reinspection Incomplete Frame/Steel/Bolting! Welding (Decks) Checklist Item COMMENTS . . Passed - BLDG-Building Deficiency 2cd floor deck with special inspection report - Yes 09/01/2017 ,09/6I!2017 BLDG-14 033511-2017 Cancelled Paul Burnette . Reinspection - Complete Frame/Steel/Bolting/ S ' - • ,• V Welding (Decks) -- S - Checklist Item . COMMENTS . . Passed -. - -BLDG-Building Deficiency 2cd floor deck with special inspection report - Yes - - 09/07/2017 09/07/2017 BLDG-14 033924.2017 Partial Pass Andy Krogh - - Reinspection Incomplete Frame/Steel/Bolting! Welding (Decks) • Checklist Item , COMMENTS - .. Passed V - - BLDG-Building Deficiency 2cd floor canopies as noted on card & Yes V - V sheet A2, including electrical rough for can * V :lights V 09/19/2017 09/19/2017 BLDG-14 035083.2017 V Partial Pass Andy Krogh V Reinspection Incomplete V Frame/Steel/Bolting/ V • S • . V V Welding (Decks) V - 5 -• - S • • Checklist Item COMMENTS - • • : ;Passed V V - V V BLDG-Building Deficiency 2cd floor canopies as noted on card & Yes - V • V - sheet A2, including electrical rough for can - lights, and decorative site wall footings • . • March 30, 2018 Page 3of8 V - S • •V JV 5 .5 Permit Type: BLDG-Commercial Application Date: 06/07/2016 Owner: - Work Class: New , Issue Date: 02/24/2017 Subdivision: CARLSBAD TCT#85-24UNIT#04 Status: Closed - Finaled . Expiration Date: 06/11/2018 - Address: 1800 Aston Ave - Carlsbad, CA 92008 IVR Number: 715012 Scheduled Actual Inspection Type inspection No. : Inspection Status Primary Inspector Reinspection -_ -. Complete - Date Start Date 05/22/2017 06/22/2017 BLDG-1 0 Tilt - 024023.2017 Partial Pass Andy Krogh Reinspection incomplete Panels/Floors - - Checklist Item COMMENTS Passed BLDG-Building Deficiency Panels as noted in special inspection - Yes reports, 25pc5 this pour 06/01/2017 06/01/2017 BLDG-34 Rough 024997.2017 Partial Pass Andy Krogh - Reinspection Incomplete Electrical Checklist Item COMMENTS Passed BLDG-Building Deficiency Should be #31 underground electrical, from - Yes electrical room to outside building line - 06/2212017 06/22/2017 BLDG-10 Tilt 026863.2017 Passed Andy Krogh . . Complete Panels/Floors V . Checklist Item COMMENTS I , Passed BLDG-Building Deficiency Remaining panels with special inspection Yes report 07/10/2017 07/10/2017 BLDG-11 028178.2017 Partial Pass Andy Krogh Reinspection Incomplete Foundation/Ftg/Pier . $ S (Reber) Checklist Item COMMENTS Passed - BLDG-Building Deficiency Footings at two trash enclosures, no steel - Yes post, no slab 07/18/2017 07/18/2017 BLDG-11 029041-2017 Failed Andy Krogh V Reinspection Complete Foundation/Ftg/Pler - s (Reber) r. Checklist Item COMMENTS - Passed - V BLDG-Building Deficiency Contractor not onsite , no answer to phone V . No - : number, left message V Checklist Item COMMENTS 'Passed V BLDG-Building Deficiency Poured in place stem walls W/ epoxy ties to V ' Yes V , - * V slab, line 15&14 V 07/31/2017 07/31/2017 BLDG-11 030100.2017 - Passed Andy Krogh V Complete - V Foundation/Ftg/Pier s(Rebar) - ' Checklist item COMMENTS ' ' Passed V V BLDG-Building Deficiency Slab and posts at 2 trash enclosures, ind V V Yes V • V • ufer ground at building V V 08/03/2017 08/03/2017 BLDG-14 - 030531.2017 Cancelled Andy Krogh , V•' Reinspection ' Complete Frame/Steel/Bolting/ • V V V - Welding (Decks) Checklist Item COMMENTS V Passed BLDG-Building Deficiency No V March 30,2018 V • V V, V Pagé2of8 Permit Type: BLDG-Commercial Application Date: 06/07/2016 Owner: Work Class: New lsue Date: 02/24/2017 Subdivision: CARLSBAD TCT#85-24 IJNIT#04 Status: Closed - Finaled Expiration Date: 06/11/2018 Address: 1800 Aston Ave - Carlsbad, CA 92008 IVR Number: 715012 Scheduled. Date Actual Start Date Inspection Type Inspection No. . Inspection Status Primary Inspector Reinspection Complete 08/31/2017 BLDG-11 033516.2017 Passed Andy Krogh - Complete Foundation/Ftg/Pier a (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency pour strips Yes 02/27/2017 02/27/2017 ,BLDG-SW-Pre-Con 014750-2017 Passed Andy Krogh . - Complete 03/09/2017 03/09/2017 BLDG-21 016090.2017 Partial Pass Andy Krogh Reinspection Incomplete Underground/Underf - loor Plumbing Checklist Item COMMENTS Passed BLDG-Building Deficiency Partial, 4" mainline "t" within bldg to outside . Yes of bldg 03/13/2017 03/13/2017 BLDG-21 016215-2017 Passed Andy Krogh Complete Underground/Underf loor Plumbing 03/15/2017 03/16/2017 BLDG-31 016569-2017 Passed Andy Krogh . Complete - Underground/Condu . . . it - Wiring Checklist Item COMMENTS Passed BLDG-Building Deficiency Including extra for solar futures Yes 03/27/2017 03/27/2017 BLDG-11 017727.2017 Partial Pass Andy Krogh Reinspection Incomplete Foundation/Ftg/Pier s(Rebar) . Checklist Item COMMENTS , Passed BLDG-Building Deficiency Perimeter and columns footings/// interior to Yes . be completed 03/28/2017 03/28/2017 BLDG-11 017874-2017 Passed Andy Krogh . Complete Foundation/Ftg/Pier 7 a (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Completed interior footings - Yes 04/11/2017 04/11/2017 BLDG-11 019592-2017 Partial Pass Andy Krogh Reinspection , Incomplete - Foundation/Ftg/Pier S (Rebar) Checklist Item COMMENTS - . - Passed BLDG-Building Deficiency Interior slab, Ok to pour with special . Yes inspection report 05/18/2017 05/18/2017 BLDG-10 Tilt 023722.2017 Partial Pass Andy Krogh Reinspeâtion Incomplete Panels/Floors - Checklist Item COMMENTS - Passed, - . BLDG-Building Deficiency Partial prior to special inspection Yes March 30, 2018 - Page 1 of 8 CB162205 1800 AStoNAj: NEW 47,799 SF WARM' OFFICE cl-ry OF ' CARLSBAD INSPECTION RECORD S COMMIND HELL BLDG -INDUST Building Division • Lot# - -MIKE Cc50Y" ' .-. I• INSPECTION RECORD CARD WITH APPROVED PLANS MUST BE KEPT ON THE JOB CALL BEFORE 30 pm FOR NEXT WORK DAY INSPECTION I• FOR BUILDING INSPECTION CALL: 760-602-2725 fjECORD COPY OR GO TO: www.Carlsbadca.aov/Building AND CLICK ON ... "Request Jnpetion, If "YES" is please call O? Ii 1)CtkYfl 760-602-8560, checked below that Division's approval is required prior to requesting a Final the applicable divisions at the phone numbers provided below. After email to bldeinspections@carIsbadca.gov or bring in a COPY Urfles 01 ') nPnn1 t) 111) II)5P:C DY coil 760 -602-2700 becwoon — P1 7I 1 1ui. I:Ifl1rHJmI k.l TTR TI' 4. Building Inspection. If you have any questions all required approvals are signed off— fax to of this card to: 1635 Faraday Ave., Carlsbad. /i3Onn-:OOorn 't.1n il.ay 1)i JDfl( i113p00i0fl. • ETh1Thr.r4EThTI.I- 76G-944-8463 AllowL1Ihours CM&I (Engineering Inspections) 76D-438-3891 Call1IITbefore .. U/i1W7IlU - Allow Z. hours i _ _____ Type of Inspection Type of Inspection CODE #11FOUNDATION # ..1IJIII[ _- Date Inspector ON E6111 #31 _2'fLECTRIC UNDERGROUND UFER te Inspecto #12REINFORCED STEEL . #34ROUGHELECTRIC #66 MASONRY PRE GROUT /7 /i7C #33J ELECTRIC SERVICE DTEMPORARY 0 GROUT D WALL DRAINS #35 PHOTOVOLTAIC #10 TILTPANELS '42/i7 1c_ #39 FINAL #11POURSTRIPS c/31/17 6WL I . #11COLUMNFOOTINGS #41UNDERGROUNDDUCTS &PIPING #14SUBFRAME0FLOOR0CEILING #44 0 DUCT & PLENUM 0 REF.PIPING - #15ROOFSHEATHING #43 HEAT-AIR COND. SYSTEMS #13 EXT. SHEAR PANELS . #49 FINAL #16INSULATION #18 EXTERIOR LATH #81UNDERGROUND(11,12,21,31) #17 INTERIOR LATH &DRYWALL #82 DRYWALL, EXT LATH, GAS TES (17,18,23) #51 POOL EXCA/STEEL/BOND/FENCE #83 ROOF SHEATING, EXT SHEAR (13,15) #55 PREPLASTER/ FINAL #84FRAME ROUGHCOMBO (14,24,34,44) #19 FINAL #85 T-Bar (14,24,34,44) J IJ 1:11 Date Inspector #89 FINAL OCCUPANCY (19,29,39,49) #22 0 SEWER & BL/CO DPL/CO iI1 ,Date Inspector #21UNDERGROUND.IASTEDWTR 5'I.3—/7 S&, ilr -(_riL._ /r/j'i #24TOPOUTDWASTE0WTR A/S UNDERGROUND VISUAL 67/J) #27 TUB & SHOWER PAN A/S UNDERGROUND HYDRO #230GASTESTDGASPIPING . A/S UNDERGROUND FLUSH #25 WATER HEATER A/S OVERHEAD VISUAL #28 SOLAR WATER A/S OVERHEAD HYDROSTAT1C j j. #29 FINAL A/S FINAL F/A ROUGH-IN #600 PRE-CONSTRUCTION MEETING F/A FINAL _p #603FOLLOW UPINSPECTION FIXEDEXTINGUISHING SYSTEM ROUGH-IN #605 NOTICETOCLEAN FIXEDEXTING SYSTEMHYDROSTATIC TEST #607WRITTEN WARNING FIXEDEXTINGUISHING SYSTEMFINAL #609NOTICE OFVIOLATION MEDICAL GASPRESSURE TEST #610VERBALWARNING MEDICAL GAS FINAL REV 1012012 - . L_.._______ SEE BACK FOR SPECIAL NOTES Section 5416. Health and Safety Code, State of California There shall be not less than one water closet for each 20 employees or fractional part thereof working at a construction job site. The water closet shall consist of a patented cherfiical type to'ilet' For the purpose of this section the term construction site shall mean the location on which actual construction of a - building is in progress. . A violation of this section shall constitute a misdemeanor. All construction or work for'which a permit is required shall be subject to inspection and all such construction or work shall remain accessible and exposed for inspection purposes until approved by the inspector.. Work shall not be done beyond the point indicated in each successive inspection without first obtaining the approval of the inspector. - - I, I DATE . ADDITIONAL NOTES . )cecc as 6r. /iqi: D9- 2 ce c-ç *7/7 r4' ft-6- - ,° — C: 1Z124 'f/1J/17 lv gFPur— eJ ga~ __ iecic ___ .• 7 Zti;t u/' ~rci( -&2 TL gc(scres —,90 7/ift e— V '€6)c- Wo cyci: g b f b'I Eo 7 0 1(4c ---- d-- iQ 1q;- V7/7 2eoO,P— d- T )h- 194( ' 1- ;&e. —ec—r~~[4 4A4LqkI /2'/i7 7/r - e/)(/7 L - -—L%7/S fez ii6 -e I - * . - RECORD COPY . - - Rayinoiid K. P/n,a. P. E.. Principal . Maurice lee. P/il. Senior Associate '. Lan I'A'gien./'.E:.Seiiior Associate PER M01-71 INC February 19, 2017 Project: Aston Avenue Office Building -. 800 Aston Avenue Carlsbad, CA - * To whom it may concern, -, - - !- HVAC system that is designed and installed is a LG VRF system. VRF system only can bestar'ted up if the connected indoor units' combined capacity is at least 506/o of the outdoor condensing 6nit capacity. Since the project isa core & shell project, there isn't enough indoor units installed at this time. Indoor units will be designed and installed during the tenant improvements phase. . . Therefore, the start up and completion of the HVAC system will be deferred to the tenant improvement phase. Sincerely, Raymond Phua P Principal City of Carlsbad FEB 26 2018 BUILDING DIVISION - . 949-450-1229 Fax: 949-450-1454 102 Discovery, Irvine, CA, 92618 Tel: 7 - :Eagle Special Inspections, LLC ACT—ICC PQ Box 2276, Vista; CA 92085: (760)716-0244 Email: mdutemplegmail.com DAILY OBSERVATION REPORT Job Address Permit V Job , me V V Plan File No Architect V Engineer Contra cto .tt Subcontractor Material Description Samples " x Qti_- V DESCRIPTION OF WORK OBSERVED wpT"J ü D- I (LV i?—i L-IA) V - 'u-n L-( / / - , .., 77ç Vol IC-• - • V i) JØV4 fr' V /- V V V RECEgVED J ~', '"I'-' L/ MAR 27 2017 V I V •V• V V • CITY OFcARtSRAD V , / V BUILDING DIVISION I hereby certify, that at the time of this recta I have observed all of the above reported work, unless otherwise ted. To the best of my knowledge Inspector ,MC,l(kI 4 in/tL_V V and belief, I have found this work to comply with the approved plans, V V specifications and applicable sections of the building code as it applies to the jurisdiction where the project is located. This report cannot be Signature V construed to be a recommendation of work, of any nature, to be performed. V The Owner, or a successor in interest, shall hold harmless Eagle Special V Inspections, LLC from any and all legal proceedings, of any nature £47 CV.C.V_- IV2-? (7 15 whatsoever, that are related to the observation services provided. Specialty License No. - • • TIME IN TIME OUT MIN FEE DAILY FEE OT HRS DI HRS Approved By: • V t.{ VVV; DATE: V VV E DAILY FIELD REPORT SOUTHERN W-7 I W,— W-6*9 CALIFORNIA 1r GEOTECHNICAL A California Corporation (714) 685-1115 PROJECT NAME & LOCATION Ac 0(A k1- •(oih( CLIENT ' . PROJECT NUMBER ' 7P'1107. GENERAL LOCATION OF FILL . 4 Or or PURPOSE OF FILL OR NATURE OF STRUCTURE TO BE SUPPORTED DATE DAY OF WEEK GENERAL CONTRACTOR SUPERINTENDENT . Pon IJ*!PE FIELD REP. HAS. CHARGED GRADING OR EARTHWORK CONTRACTOR CONTRACTOR'S SUPT. OR FOREMAN ASSISTANTS HRS. CHARGED SOURCE & DESCRIPTION OF FILL MATERIAL MAXIMUM DENSITY & M/C . 'WEATHER - EQUIPMENT USED TEST NO TEST LOCATION ELEVATION IN FEET COMPP, CURVE ID. TEST MOISTURE TEST DRY DENSITY LBSJCU. FT. RELATIVE COMP. % RETEST OF. TEST NO. - NOTES - n --a-- . S(( O(./fd OPstR t' '( IRI i/P /)S r-4401SL d 6X RI CJ t!lILrr WXWN 61f.vel I( 4FI . tfi 4 1i'L jljc Pre pqvitj w1kinIA ('ry r#a'd Yl(I$d U f 4 tgS <,k, kP i RiJw'-?rsta< JUIi4 ac1,l J( 44 1W dr4 u,v lraC' all tF ,s..d-C (Iflyd o Uc ir)(d -'d Fcndoy cu l-Je' i ô1ri.d <I. J•I.kat - b (,l f- DOI\ O m<r 1*Ib14 OIt 7( t(&i C ItC4'd un tint-it 4t..(m f ( i)I( 1Vfl . . RECEIVED MAR 2 7 2017 CITY OF CARLSAp /\\ flUILDING DIVIS1ON . ' j. ., _•'; . ' . . . : S CONTINUED ON NEXT PAGE .. - •. PAGE • OF WHITE-OFFICE' YELLOW -FIELD FILE:S PINK/GOLD -SITE - ,•:J . - V -. •. V Eagle Special Inspections, LLC V V Ad— ICC 14 V P0 Box 2276; Vista, CA 92085 V V V (760) 716-024- Email: mdutëmplegmail.com V• V V V V - DAILY OBSERVATION REPORT * V Job Address ' ,4crD,vt A-vu' V Permit NOV \ V Job Name A $ Tt' ,kYC , ( Plan File No. V V Issued by Architect t..-L- - Engineer V Contractor .1 V Sub co tractor V V V V V V rIMate,fial Descriptioir V Samples DESCRIPTION OF WORK OBSERVED - V VDATE: / C4 0c ' Pc ,44a171 ?A V L V i?- T7ik V. 1T) c4--C 1A-p, ,41L- ó?7i' V / 0 t7 , 47)L5 3. Z3 7-/ frr7' V VXOVITh I . V 1) 4-t1 A-r V Laiju i/1I,V . 'V• V RECEIVED' 2017 :. Tktt) . V V 2 ( . CITY OF UAKLSUAU BUILDING DIVISION 1 - V iIi Z, ic 3 - 2_ '- V V --I V V V 1 1'l p I C71 I hereby certify, that at the time of this report, I have observed all of the ; Inspector above reported work, unless otherwise noted. To the best of my knowledge 1. and belief, I have found this work to comply with the approved plans, - V V specifications and applicable sections of the building code as it applies to the jurisdiction where the project is located. This report cannot be V V Signature construed to be a recommendation of work, of any nature, to be performed. The Owner, or a successor in interest, shall hold harmless Eagle Special V - Inspectidns, LLC from any and all legal proceedings, of any nature V whatsoever, that are related to the observation services provided. Specialty V - V License No. TIME EN TIME OUT MIN FEE DAILY FEE OTHRS. DTHRSV V' - V Approved By( J/2s k: V . ,— -* / .. - '--1 - - Eagle Special Inspections,. LLC Ad- ICC P0 Box 2276, Vista, CA 92085 (760) 716-0244 Email: mdutemple@gmail.com DAILY OBSERVATION REPORT Job Address '.-" OD MT',) 4 . Permito. - - 217-10 ' Plan File No. IssuedbL, - Archif Engin Re Contractor Subcontractor Material Desion- Samples "x f—'Qt. DESCRIPTION OF WORK OBSERVED DATE: ,c (L c,A71 -cT4-1 . ç: L- 1)A .4v%C "V. C-1 60— L.-A-- GT/ j c -177A- ic V uvYECIOT-ncc,o4k, REC6 t Vki5 —5 1Tk\L) CITY. MAY 22- LUl/ 4P j5 OF CARLSBAD SION -z-J----- L/ I hereby certify, that at the time of this report, ! have obsrv;d all ofth above reported work, unless otherwise noted. Fo the best my knowledge. and belief, I have found this work to comply with the approved plans, specifications and applicable sections of the building code as it applies to the jurisdiction where the project is located. This report cannot be construed to be a recommendation of work, of any nature, to be performed. The Owner, or a successor in interest, shall hold harmless Eagle Special Inspections, LLC from any and all legal proceedings, of any nature whatsoever, that are related to the observation services provided. Inspector . ) Signature - - Cc._- Z7, i7 Specialty License No. TIME IN JTIMEOUTJ MIN FEE JDAILYFEEJ OT HRS I DT HRS - Approved B(JJ 4/ •- - N Eagle Special Inspections, LLC ACI— ICC P0 Box 2276, Vista, CA 92085 ---_ (760) 716-0244 Email: mdutemple@gmail.com DAILY OBSERVATION REPORT Job Address .. A - Ave- Permit No. Job Name 4C : Plan File No. Issued by Architect Engineer ,, z_4 —i-i Contractor Subcontractor Material De . Samples "x -- __Qty DESCRIPTION OF WORK OBSERVED DATE: 6, /2i I, -, /1 3 i5 L2 -i W4,a DC14- 9 fr/ 74j o )}cT': ;_-) 3O-? q' •• -- -L) 24Mk 1,-I ) C A 5 L-6O &i1ri *1c;, V L12 ,4-7- ig -' ' cc't' 'fl715 I hereby certify, that at the time of this report, I have observed all of the —. above reported work, unless otherwise noted. To the best of my knowledge Inspector and belief, I have found this work to comply with the approved plans, * specifications and applicable sections of the building code as it applies to the jurisdiction where the project is located. This report cannot be Signature construed to be a recommendation of work, of any nature, to be performed. The Owner, or a successor in interest, shall hold harmless Eagle Special Inspections, LLC from any and all legal proceedings, of any nature 6,PJV6 1 77 j c.. -zc', /7' whatsoever, that are related to the observation services provided. Specialty License No. TIMEIN TIMEOUT MINFEE DAILYFEE OTHRS DTHRS - ApproveIBy: - \ 1/ L— . RECEIVED .JUN 22 CITY OF CARLSBAD.. . BUILDING DIVISION ,'JJ — • Eagle Special Inspections, LLC: Ad- ICC P0 Box 2276, Vista, CA'92085 (760)716-0244 - Email: mdutemplegmail.com DAILY OBSERVATION REPORT JobAddre — . - .M'• Permit No. S _________________________ Job Name - 4ç7D) ,4'v. Plan File No. Issued by 34- Architect. _- . . 4 .f Engineer . ot4 A- .,'•. Contractor _. . . Subcontractor 0 / Material Description Samples - "x. " DESCRIPTION OF WORK OBSERVED 07-3 ? j,_ c L_iT7 . - TZ-4L1 4•4i (-ff1( /Y' Al - / c • 2s1 13rzA--tj 4-L1VA--. iT) n- ' u-0 VA1AI W/ cTh) flu Dçj -.'-t_ ?A,vflA-t.- L4 fz--zg L-iCT 7Th C I hereby certify, that at the time of this I have observed l of the above reported work, unless otherwise noted. report, 1dge • and belief, I have found this work to comply with the approved plans, specifications and applicable sections of the building code as it applies to the jurisdiction where the project is located. This report cannot be construed to be a recommendation of work, of any nature, to be performed. The Owner, Owner, or a successor in interest, shall hold harmless Eagle Special. whatsoever, that are related to the observation services provided. - Inspections, LLC from any and all legal proceedings, of any nature Inspector - Signature , , • • 9.7_.? 6 . - Specialty . . License No. TIME IN TIME OUT MIN FEE DAILY FEE OTI-IRS DTHRS . . .. . . ApprovedBy: •. - . . - 0 --- 40 DATE: - -.:- : i ___-_• - - - Eagle Special Inspectons, LLC ACI .—ICC P0 Box 2276,.Yista,.CA•92085---- : Email: mdutemple@gmail.com DAILY OBSERVATION -REPORT" . .. Job Address -- Permit No .. - Job Name . ,q -r9,() c -LC Plan File No. Issued by __ . Architect . - (JtJ(Jt_ Engineer_ Contractor Subcontractor Material Description I- ,J .- . . - . 4' Samples x Qty - ,-'..7----.-------- - - - -- __-, DESCRIPTION OF OF WORK OBSERVED DATE c> A'-' a_c' L 'i' A na- lrL4 c-c rz-Q 4--t4 L- .- cf i-1q kq. -'cfi "00 r -m'? L -. . - I hereby certify, hat at the time of this report, above reported work, unless otherwise noted. To the best of my knowledge Inspector and belief, I have found this work to comply with the approved plans, specifications and applicable sections of the building code as it applies to . the jurisdiction where the project is located. This report cannot be Signature construed to be a recommendation of work, of any nature, to be performed. The Owner, or a successor in interest, shall hold harmless Eagle Special lnspections,-LLC from any and all legal proceedings, of any nature whatsoever, that are related to the observation services provided. Specialty License No. TEMEEN TIMEOUT MINFEE DAILYFEE OTHRS DTHRS ' By: - .. I4 Approved Eag1e Special InspecJions, LLC ACI - ICC P0 Box 2276, Vista, CA 92085 * (760).7.16-0244 Email: mdutemplegmail.com DAILY OBSERVATION REPORT Job Address __A_ - Permit Job Name Plan File No. Issued by Ard'hitect - Enginee Contractor,,/,i_,ICI— Subcontractor Material D Samples _"x __"Qty.b DESCRIPTION OF WORK OBSERVED - DATE: 711,611-7 cov C-"ic -17 1 A/C- - -ç.'a41J 1 5 i-g,z11. A'7 J7i * - 'ii -i -i9/ (4'4i IA/fl7 6 ) -972/ 1)Jt7)rtL5 l4-CA) . J n4-T7 / 1/' 0 ,LT7-tj,,v-i?'A-(wf-1j'-i-M.i 1t-3 4 I hereby certify, that at the time of this report, I have observed all of the * above reported work, unless otherwise noted. To the best of my knowledge Inspector X, * and belief, I have found this work to comply with the approved plans, I specifications and applicable sections of the building code as it applies to: the jurisdiction where the project is located. This report cannot be Signature construed to be a recommendation of work, of any nature, to be performed. The Owner, or a successor in interest, shall hold harmless Eagle Special j Inspections, LLC from any and all legal proceedings, of any nature whatsoever, that are related to the observation services provided. Specialty License No. * TIME IN OUT FEE FB41 OTHRS Approved Bc').. (— _TIME _MIN _DAILY XX I _DTHRS ] Eagle Special Inspections, LLC Ad— ICC - PO Box 2276, Vista, CA 92085 : (760)716-0244 -. Email: mdutemple@gmail.com DAILY OBSERVATIONREPORT Job,Mress As1 Permit No: 17 Job 1ame - tr41°AI PvC c1 Plan File No. Issued by V V. - V • -. - - Architect Engineer - Contractor Subco!ac4o A &) 2) Material - Samples "x & " Qty LI DESCRIPTION OF WORK OBSERVED DATE: L/ h r 9 c-op rc. L/4 CJ-'1 V1+ Val i -W1 A1&— A? 41TA-C-fr, u L-k fii ,J- h7Li1.X' A PY -ft . -• 5ii7; '?'- rn' c ,., — -i) ¼. 5 TLW cJ J J ( . ' rL Y I hereby certify, that at ihe time o*f this report, I have ofthe above reported work, unless otherwise noted. To the b my d ge and belief, 1 have found this work to comply with the approved plans, specifications and applicable sections of the building code as it applies to the jurisdiction where the project is located. This report cannot be - construed to be a recommendation of work, of any nature, to be performed. The Owner, or a successor in interest, shall hold harmless Eagle Special lnspectiois, LLC from any and all legal proceedings, of any nature whatsoever, that are related to the observation services provided. Inspector 491p L4 - Signature £' - • :7 I7 Specialty - License No. ----V. TIME IN TIME OUT MEN FEE, DAILY FEE OTHRS DTHRS Approved By: tAI V V V'- V V Eagle Special Inspections, LLC Ad- ICC P0 Box 2276, Vista, CA 92085' V (760)716-0244 . V Email: mdutemple@gmail.com V V V DAILY OBSERVATION REPORT V V V V Job-Address ,5 Permt No i. V - Job Name A (iA V Plan File NOV . Issued by V . - eV,t-fls -4-7'• Architect Engineer , V Contractor - Subcontractor Material Description Samples "x " Qty DESCRIPTION OF WORK OBSERVED V V V DATE: 7 'J I, e 13 hVA-1TR ,c ci P--'-r - V CL 4-77' V V j h5-7 -7-713 t' L4 53 C> p / (A/A1 V'?L4d 9 i,.'t' •T5 3r-i (_V mi;ik) V e V (.i3A-T , V ..4 frL/L &'. / L- tVA- V V V I hereby certify, that at the time of this report, I have observed all of the above reported work, unless otherwise noted. To the best of my knowledge and belief, I have found this work to comply with the approved plans, ' specifications and applicable sections of the building code as it applies to the jurisdiction where the project is located.. This *report cannot be construed to be a recommendation of work, of any nature, to be performed. The Owner, or a successor in interest, shall hold harmless Eagle Special Inspections, LLC from any and all legal proceedings, of any nature whatsoever, that are related to the observation services provided. V Inspector I t'lj L. t / V V V Signature V ' V • - . /V '' CV_C_._VV I • Specialty V ' License No. TIME IN TIME OUT MIN FEE DA,LLY FEE OT HRS DT HRS V V 'V Approve L2%( V V V V •V ;,, V ,VVV .: Eagle Special Inspections, LLC - .. ACT -Icc P0 Box 2276, Vista, CA 92085 (760) 716-0244 Email: mdutemp1egmail.com DAIIY OBSERVATION REPORT Job Adcjre A ,4C Permit Job Name Plan File No. Issued Architect - Engineer ---. Contract74 . Subcontracto , 1 Material Description Samples " x " Qty L71 DESCRIPTION OF WORK OBSERVED DATE: •-Jf 11 /1-7 , 03 nv L 1'L4e- Wi M fr / 17 ) A" 1,AJ1V c- ti4 17 C3cit ' . 001 " ' CA1t- 1 A-' r2- &'3 4L'M 6 t'- ,;a I hereby certify, that at the time of this report, I ave dalothrabove reported work, unless otherwise noted. To the best of my dge and belief; I have found this work to comply with the approved plans, specifications and applicable §ections of the building code as it applies to the jurisdiction where the project is located. This report cannot be construed to be a recommendation of work, of any nature, to be performed. The Owner, or a successor in interest, shall hold harmless Eagle Special Inspections, LLC from any and all legal proceedings, of any nature whatsoever, that are related to the observation services provided. Inspector c Signature - * * -.01 /" Specialty License No. TIME IN TIME OUT I MEN FEEJ AlLY FEEI OTHRS DTHRS -- Approved Bc:__________________ ( —1/v * •- •ti , •;• .' ' ' •''-' '- Iagle Special Inspections, LLC ACT - ICC. . P0 Box 2276, Vista, CA 92085 (760) 716-0244 - Email: mdutemplegmail.com DAILY OBSERVATION REPORT Job Ad ess dé ) 4vC Permit No. . . j., -7-1_0 , Job Name fri(. 1 c(. Plan File No. Issued by k) Architec - . - Engineer Contractor I . Subcontractor - Material Description Samples £71 "x Qty /5 DESCRIPTION -OF WORK OBSERVED DATE: 5/211 1/ ' 1 q 7,44 -Z-- — 0 (b /-fi1 , 5 ci . . . ., . .. •.:: .. ,i1 .o ç(- -i-i -' . —, 11 I Lj :- O.• Jj A'6t. iLiJAtp 1 -( '( 7 1. 5C1 J4U1 ,.( . 5 —i-i / /,,4. , report,I hereby certify, that at the time of this :d. have ;observed all of the above reported work, unless otherwise best of my d ge and belief, I have found this work to comply with the approved plans, specifications and applicable sections of the building code as it applies to the jurisdiction where the project is located. This report cannot be . construed to be a recommendation of work, of any nature, to be performed. The Owner, or a successor in interest, shall hold harmless Eagle Special whatsoever, that are related to the observation services provided. Inspections, LLC from any and all legal proceedings, of any nature - Inspect 4rlc#,kz- —K17 ) Specialty . Signature -. License No. TIMEIN TIMEOUT MINFEE DAI YFEE OTHRS DTHRS Approved By: AI -- .t•.c -- '% . - -, .k. - - Iagle Special Inspections, LLC Ad- ICC . P0 Box 2276, Vista, CA 92085 . -. -; ... .. (760)716-0244 Ethail: mdutémplegmai1.com DAILY OBSERVATION REPORT Job Ad ess i Ar AVL Permit No. Job Name Plan File No. - Issued by ____________________ • Architect . • J7 Engineer Contractor - - . . LL..- Zr7— Subcontractor ' 14 't1-#-'-' )')A) Material De t . - Samples —. "x Qty DESCRIPTION OF WORK OBSERVED . DATE- &)r-7, -. a4- - I / LO L)cT:Ae --''-:ç - &('> -7-0 '. £ 2c 4-r: . -..- I hereby certify, that at the time of this report, I have observed all - of the above reported work, unless otherwise noted. To the best of my knowledge Inspector 'A~4/4 and belief, I have found this work to comply with the approved plans, • specifications and applicable sections of the building code as it applies to the jurisdiction where the project is located. This report cannot be Signature construed to be a recommendation of work, of any nature, to be performed.. . The Owner, or a successor in interest, shall hold harmless Eagle Special Inspections, LLC from any and all legal proceedings, of any nature C-..- 2-0 I7I whatsoever, that are related to the observation services provided. Specialty - License No. TIMEIN TIMEOUT MINFEE DAILYFEE OTFIRS - DTHRS fr5 .ApproveifBy 'V Eagle Special Inspections LC. NO - ACI-ICC . P0 Box 2276, Vista, CA 92085 . V (760)716-0244 V V V Email: mdutemplegfñail.corn V V. V V DAILY OBSERVATION REPORT V Job Add 7 T1742 ,4vC Pemüt No. - V Job Name M'f1)P -tJ9 Plan File No. Architect ' Engineer V V V V Contractor V Subcontractor V Material DescriP , 4) V Samples. t-i "x % " Qty I DESCRIPTION OF WORK OBSERVED DATE: / / oO,'r) c (2,J en-C72 L-1 3C -í V V - V T- I IA) i)L4 ),(JC.Lt.19ifr'& •L'ort 'c7,q-r-'', . V V V L4 A')c JJ )5777/ V c'rLA-? .' VI a4-71Z . :. V• V V V - V eel G)- € frc- b9 tr LJ'4i7 " - -47. L( '—ira I hereby certify,that at thetmn of this above reported work, unless otherwise noted. To the best of my knowledge Inspector /ic14__3T1?2i,9 t•_: . and belief, I have found this work to comply with the approved plans, V specifications and applicable Sections of the building code as it applies to the jurisdiction where the project is located. This report cannot be . Signature construed to be a recommendation of work, of any nature, to be performed. . The Owner, or a successor in interest, shall hold harmless Eagle Special Inspections, LLC from any and all legal proceedings, of any nature . . C-C, V whatsoever, that are related to the observation services provided. Specialty License No. TIME IN TIME OUT MlN FEE DAILY FEE OT HRS DT HRS. V . - V V • 4 ~2 V.. V VVV;H .V V. - )agle Special Insp'ections, LtC ACI— ICC P0 Box 2276, Vista, CA 92085 V V (760)716-0244 V - 'Email: mdutemp1e@riai1.com V DAILY OBSERVATION REPORT bAd Jo,Mi- _A V Permit & ___ç- __V VV V V Job Name A _ c-c Plan File NOV Issued by V •cAQ-'-- t * _P Architect Engineer V Contractor. V CL V Subcontractor V V V Material r_V 11 A-11 " Samples V 'V'x V V 1//QI,-7 - C4cr. V p7__ £J*L- V V 1, Licen e NO. Arrived on site to provide continuous special insoect on during the concrete placement at 6" thick cast in place walls located on grid line 15 between E-F. G.5-P and 0-S. as well as on grid line 13 between T-U. Reinforcing steel was previously inspected. Approximately 10 cubic yards of Cemex, mix design #1577781, were tailgated into place then consolidated via mechanical vibrator. Required concrete strength is 4500 psi. Fabricated 1 set of 4 test cylinders for compressive strength - testing from S&15. Concrete temperature was 88 degrees F with a 4" slump. Air temperature was 71 degres F and cloudy. I hereby certilly, that at the time of this report, I have observed all of the above reported work, unless otherwise noted. To the best of my knowledge I nspector Michael Vidovich and belief I have found this work to comply with the approved plans, . . . -. . specifications and applicable sections of the building code as it applies to the jurisdiction where the project is located. This report cannot be Signature construed to be a recommendation of work, of any nature, to be-performed. . • . . - The Owner, or a successor in interest, shall hold harmless Eagle Special - Inspections, Inc from any and all legal proceedings, of any nature ' Reinforced Concrete 1262/8292714 whatsoever, that are related to the observation services provided. . Specialty . - License No. TIME IN TIME OUT MIN FEE DAILY FEE OT MRS DT MRS Approved By. 4 hrs - 4 . .. Eagle Special Inspections, Inc ' . ' AC! - ICC . .. P0 Box 2276, Vista, CA 92085 (760) 716-0244. . . .. Email mdutemple@gmail.com BA liv OBSERVATION REPORT Job Address . Permit No. 1800 Aston Ave, Carlsbad . B162205 . .' . . obName • . Plan File No. -. . Issued by Aston Ave Office Building - Architect William E Skinner & Associates - Engineer Ken Okamoto & Associates Contractor . Subcontractor . . Miller Construction Hakanson Material Description . . - Samples 4 "x 8 "- Qty 1 set 01 Cemex mix design #1577781. r Ia1rQf'DIDPI(W (W wflDV nnivin H 1?. AT" 7/19!17 4 1 - I • ,-, - . ' - Eagle Special Inspections, LLC Ad - ICC P0 Box 2276, Vista, CA 92085 (760)716-0244 Email: mdutemplegmail.com DAILY OBSERVATION REPORT Jods Av Permit No. iobl'Jame ,S5-r,4i Plan File No Issued by Architect 5 Engineer it— 4 Contractor Subcontractor - Material Description Samples ".x : " ,Qty DESCRIPTION OF WORK OBSERVED - DATE: -71 -2, Le Ii '7 'VOtc OCrA/*?& -c fcp LV?/C, '-r , 5 Al c.—t- 77 '-' Cr— Z' - — 1!5- j-Al - -'-(i F,0 / C 'r7 '-- 1;7 A—''-'V-' L.A 4 . A)1t 4174 ''' ,,4- I hereby certify, that at the time of this report, I have observed all of the above reported work, unless otherwise noted. To the best df my knowledge Inspector and belief, I have found this work to comply with the approved plans,. specifications and applicable sections of the building code as it applies to - - - the jurisdiction where the project is located. This report cannot be Signature construed to be a recommendation of work, of any nature, to be performed. The Owner, or a successor in interest, shall hold harmless Eagle Special 7€ Inspections, LLC-'from any and all legal proceedings, of any nature whatsoever, that are related to the observation services provided. Specialty License No. - TIMEIN TIMEOUTI MINFEE DAILYFEE OTHRS DTHRS Approved / - - S - Jagle Special Inspections, LLG Ad— ICC P0 Box 2276, Vista, CA 92085 (760)716-0244 . Email: mdutemp1egmail.com : DAILY OBSERVATION REPORT Job Address J9P2_A'ccAv Permit No. 16 v-1 Job Name ,4t/2; '¼4 Issued y Plan File No. CAi b -L Architect Enginee Contractor /j . 1 4,. Subcontractor Material Description j,—j / . ,, Samples x • Qty i-f DESCRIPTION OF WORK OBSERVED DATE: i'- ? . I • _•) .it€rC 1kE'-"1 k- -- t-j C,-' ,/jcj1113/ •p 4-' -A,— qnL5 fttc An-Th . jt3fl4T9 ,- &• . . / CO,a)C Lv" --5- -? - 2- 19 L T7 ,4-1 4,0,44 V'17 tt— fril7) 6-) •AI °I <-'i i-:-• AP tZ . '7 . 1f?17 ,-frrL ', I -. J 17 . . .. .5- 5 ,•;f I • I hereby certify, that at the time of this report, I have observed all of the Inspector above reported reported work, unless otherwise noted. To the best of my knowledge 00 and belief, I have found this work to comply with the approved plans, . specifications and applicable sections of the building code as it applies to the jurisdiction where the project is located. This report cannot be • Signature / construed to be a recommendation of work, of any nature, to be performed. The Owner, or a successor in interest, shall hold harmless Eagle Special , / Inspections, LLC from any and all legal proceedings, of any nature / \ C-c.-' 5 "' " whatsoever, that are related to the observation services provided. Specialty License No. TEMEIN TIMEOUT MINFEE DAILYFEE OTHRS DTHRS • . Approved By:' / - -i tic'-: . *N' ,-zsr—h Ar c 4 7-r L'-1 ,i4Iit—' -J5 C4-7 7ept 4-r1vp AM-? LjI t 0cp17* wA-&.- C7 - U~5' I 47•p /-. JA A - - t.-t'r ) t- i'-- c. ( -hereby certify, that at the time of this report, I have observed all of the above reported work, unless otherwise noted. To the best of my knowledge Inspector and be1ief, I have found this work to comply with the approved plans, specifications and applicable sections of the building code as it applies to the jurisdiction where the project is located. This report cannot be Signature , construed to be a recommendation of work, of any nature, to be performed. The Owner, or a successor in interest, shall hold harmless Eagle Special Inspections, LLC from any and all legal proceedings, of any nature whatsoever, that are related to the observation services provided. Specialty License No. TIME IN TIME OUT MIN FEE DAlLYErI OT HRS I DT HRS Approved ZA?' rylZ2'. --- ,__---, ft_' C ) iEagle Special Inspections, LLC3 ..ACI —ICC P0 Box 2276, Vista, CA 92085 (760)716-0244 Email: mdutemple@gmail.com DAILY OBSERVATION REPORT Job 1d ,4çro,. Permit No. Job Iame /T2A.) , 9çf C L-17Cr Issued by Plan File No. C4'T7 Architect Engineer Contract0rA4 S l Description I F a / Samples "x / Qty DESCRIPTION OF WORK OBSERVED DATE: -7 /19 //-7 f'I 1. - •1 ..Ja0e.Specia1 Inspections, LLO ACT — ICC PO Box 2276, Vista, CA 92085 (760)716-0244 •. Email: mdutemple@gmail.com DAILY OBSERVATION REPORT Job Addr s _A Permit No. ame Job N -2 Plan File No. Issued by Architect Engineer Contractor .. Subcontractor Material Description , 6'- - Samples " x • r'7T DESCRIPTION OF WORK OBSERVED - DATE 9 /3 -1t'-7 - ft4 -rij .: 2fL- )1'(('5 0A'4-i r L7 112 . L7 5 . S - I hereby certify, that at the time ofthis report, above reported work, unless otherwise noted. To the best of my knowledge Inspector A and belief, I have found this work to comply with the approved plans, - specifications and applicable sections of the building code as it applies to • - the jurisdiction where the project is located. This report cannot be Signature construed to be a recommendation of work, of any nature, to be performed. • The Owner, or a successor in interest, shall hold harmless Eagle Special (__- -1 -71 Inspections, LLC from any and all legal proceedings, of any nature vv whatsoever, that are related to the observation services provided. Specialty, • • . License No. . TIME IN TIME OUT MIN FEE DAILY FEE OT HRS DT HRS Approved By: • San Diego/Imperial County 6295 Ferris Square, Suite C San Diego, CA 92121 Tel: 858.537.3999 Fax: 858.537.3990 Dispatch: 888.844.5060 lnlaid'Ue 14467. MéridianPkw., Bldg Riverside, CA 92518 Tel: 951.653.4999 Fax: 951.653.4666 Dispatch: 800.491.2990 www.mtglinc.com Corporate: 2992 E. La PalmaAve. Ste. A Anaheim, CA 92806 Tel: 714.632.2999 Fax: 714.632.2974 Dispatch: 800.491.2990 lndio: 24 '44917 Golf Center Pkwy, #1, Indio, CA 92201 Tel: 760.342.4677 Fax: 760.342.4525 Dispatch: 800.491.2990 MTGLProject#: DAILY INSPECTION DSNClTYFile#:.. Permit #_C.13_/- REPORT DSPIOSHPDAPPL#:_______________ Report # PG I OF . DSA/ LEA #: Special Inspection Reports must be distributed to the parties listed below within 14 days of the inspection. Reports of non-compliant conditions must be distributed immediately. Separate reports shall be prepared for each type of special inspection on a daily basis Each report shall be completed and signed by the special inspector conducting the inspection PROJECT NAME DATE ARCHITECT J TIME ARRIVED TIME DEPARTED ENGINEER TRAVEL TIME . LUNCH TIME - CON'TRACTOR . . G"1'c ciFic SUBCONTRACTOR INSPECTION ADDRESS - ADDRESS OFPROJECT , S TYPE OF INSPECTION D BATCH PLANT O ENGINEERED FILL 0 PT CONCRETE O FOUNDATION . 0 SHOTCRETE O BACK FILL CONCRETE fi MASONRY fi FIREPROOFING 0 HIGH STRENGTH BOLTING - 0-ANCHOR/DOWEL. 0 WELDING 0 -NDE FIELD , 0 SHOP WELD 0 NDE SHOP 0 CEILING WIRE . /Cc.(çe ) ( 0 0 DSA/OSHPD/PROJECT: AVAILABLE: APPROVED DOCUMENTS: APPROVED PLANS Y NO SOIL REPORT YD NO SPECS: YD NO . - APPROVEDSHOPDRAWINGYD ND . MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO. OR MATERIAL TEST REPORTS): G(a 60 , - • . .. .. I CONTRACTORS EQUIPMENT/ MANPOWER USED: AREA, GRID LINES, PIECES INSPECTED: LP (?ir if) i'Q ('L(CLcrv'i(ArT /' Lif7, ,°S/' 'L-'L$ (/,ThZ SI tJA(LS LiuO T7- C tri(Tth. (o, F iAL3. Ce(?rn: sri R -R2.. iN PLIiCV (.'TL1 (i/..c'-'i\ O4)LLS ,#i/ P,c,,- Pt z. ( 2, STRUCTURAL NOTES, DETAIL, OR RFIS USED: 3 /'2.) I/)S L EAR /3rfC.(rS vJ) (01 i-,2S AA/C S4rK REMARKS, INCLUDING MEETINGS: or 0 Al S1.6A .• . REWORK AS PERCENT OF ALL WORK TODAY: PERCENT PROJECT COMPLETE: THE WORK WASV WAS NO-TO Inspected in accordance with the requirements of the DSA/OSHPD/PROJECT approved documents. MATERIAL SAMPLING WAS 0 WAS NOT 0 N/AD Performed in accordance with DSWOSHPD/PROJECT approved documents. cc Project Architect Contracti"i - Structural Engineer BuildiAg Department DSA Regional Office Owner School Distri6t THE WORK INSPECTED MET' DiD NOT MEETD The requirements of the DSNOSHPD/PROJECT approved documents." Samples taken: Weather: Temp:- . Signature of Special Inspector Print Name Certification #: - . Verified by: C.) ... . I - - , -..- •-----. r- Eagle Special Inspections, LLC ACT —ICC P0 Box 2276, Vista, CA 92085 (760) 716-0244 Email: mdutemp1e4iIiail.com DAILY OBSERVATION REPORT Job Address Az . Permit No. Job Name Avis a'cf' Plan File No. Issueq by Architect Engineer Contractor Subcontraucto ., . Material Description L-) 1,4"G— -, :. Samples "x Qty DESCRIPTION OF WORK OBSERVED . DATE: /1 ) ?Ito Knc .. . OIL- Ll y--°-'&• . f . £ . - 4•-•- I I hereby certify, that at the time of this report, I have observed all of the above reported work, unless otherwise noted. To the best of my knowledge inspector - / and belief, I have found this work to comply with the approved plans, specifications and applicable sections of the building code as it applies to 0 the jurisdiction where the project is located. This report cannot be Signature construed to be a recommendation of work, of any nature, to be performed. The Owner, or a successodn interest, shall hold harmless Eagle Special Inspections, LLC from any and all legal proceedings, of any nature C-C' 'tl49W (7 whatsoever, that are related to the observation services provided. Specialty License No. TEMEIN TIMEOUT MINFEE JDAILYFEE OTHRS DTHRS Approved B(22/f,/ .•. • Lj Job Permit No. Job e . 75r) Plan File No. Is sued by Architect . .En . . Contractor A4i-i - .. . Subctractor4,j, -. S Samples -"x Qty -' DESCRIPTION OF WORK OBSERVED 1 DATE: rgn,fA'rf & 0E rl.-' 71t ifl-_ t47 'e7 • -_r_ ., 1•3 5 •A) 7L.+'. 2..-- - A - ft7 ?"-"— 'c'- r' 77g7 ¼.7e • ;. .. . I hereby certify, tha t at the tirrie of this report, I have ob above reported work, unless otherwise noted. To the best my ge Inspector and belief; I have found this work to conply, with the approved plans, . specifications and applicable sections of the building code as it applies to the jurisdiction where the project is located. This report cannot be - - - - Signature construed to be a recommendation of work, of any nature, to be performed. 4 The Owner, or a successor in interest, shall hold harmless Eagle Special ••r Inspections; LLC from any and all legal proceedings, of any nature piVI1" whatsoever, that are related to the observatibn services provided. ' - License No. TIMEEN TEMEOUT MINFEE DAILYFEE OT-I-IRS - DT App roved By:. /J S --S I - -.- : -5-.- TEagle Special Inspections, LLC Ad- ICC P0 Box 2276, Vista, CA 92085 (760) 716-0244 Email: mdutemple@grnail.com DAILY OBSERVATION REPORT - -------" --'----'-'---- - - -- --0--- agle Special Inspections LLC$ Ad- ICC P0 Box 2276, Vista, CA 92085 (760) 716-0244 - Email: mduternple@gmail.com DAILY OBSERVATION REPORT Job Address g A Permjt No. Job Name . ,4cwtJ- 0C L.i7& Plan File No. Issued by 0 0 0 Architect . 0 Engineer ck- . _•••_• 0 Contractor L_ 1, r_- . 0 Subcontractor --- - Material Desrin . --. ..Samples t 0 DESCRIPTION OF WORK OBSERVED DATE: 404r2V41" G- i7 )LT1AJ (' .9,071 Ad L) (4LIC 0 1) E7 — '-'op T44 T . 0 • -1 hereby certify, that at the time ofthis report, I have observed all ofthe 0 above unless otherwise noted. To the best ofmy knowledge Inspector ,$s;:•:;ai Me and belief, I have found this work to comply with the approved plans, . specifications and applicable sections of the building code as it applies to the jurisdiction where the project is located.' This report cannot be Signature 0 construed to be a recommendation of work, of any nature, to be. performed. - - - -The Owner, or a successor in interest, shall hold harmless Eagle Special IC,6 ?_:;&I ? t- Inspections, LLC from any and all legal proceedings, of any nature whatsoever, that are related to the observation services provided. Specialty License No. TIME [N TIME OUT MIN FEE DAILY FEE OT HRS DT HRS Approved 0 -- - op t .. . 'igle Special Inspections, LLCt-2 ACT —ICC P0 Box 2276, Vista, CA 92085 (760)716-0244 . Email: mdutempiegrnail.com .. DAILY OBSERVATION REPORT Job Address Permit No. - Job Name • Plan File No. Issued by ArchitectC( . Engineer . Contractor Subcontractor - .- -•--- -- - -- Material De . Samp1es-__. DESCRIPTION OF WORK OBSERVED DATE ' - . /P — 5-/5(90 1•?-'e%' (1 / —i—r I hereby certify, that at the time of this report, I have observed all of & 'noted. Inspector above reported work, unless otherwise To the best of my knowledge and belief, I have found this work to comply with the approved plans, specifications and applicable sections of the building code as it applies to is located. This Signature the jurisdiction where the project report cannot be construed to be a recommendation of work, of any nature, to be performed. The Owner, or a successor in interest, shall hold harmless Eagle Special Inspections, LLC from any and all legal proceedings, of any nature L)E2.-,s/6i' I ci:_— L1L1, ( whatsoever, that are related to the observation services provided. Specialty License No. TIME EN ITIMEOUTI MIN FEE DAILY FEE OT HRS DT HRS Approved BcIIII1,.2L... Lj WT4 Iv EsGil Cà ration rpo In cPartners/lzp with government for guz(ding Safety : DATE SEPT 19, 2016 U APPLICANT UJURIS. JURISDICTION CARLSBAD , U PLAN REVIEWER ,.UFILE PLAN CHECK NO 16-2205 SET III - PROJECT ADDRESS: 1800 ASTON AVENUE PROJECT NAME ASTON AVENUE OFFICE BUILDING (SHELL ONLY) The plans frahsmitted herewith have been corrected where necesa'andubstantialIy comply with the jurisdiction's building codes El The plans transmitted herewith will substantially comply withthë juidiction's building codes when minor deficiencies identified below are resolved, and checked bybuilding 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 a5re being held at EsGil Corporation until corrected plans are submitted for recheck. LII 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 $ BILL SKINNER 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 BILL SKINNER AlA Telephone # 714-546-3400 Date contacted (by ) Email wesarch(sbcgIobaI net Mail Telephone Fax in Person . REMARKS *[This is a warm shell T I will be under a separate permit] I '44' 5 •. 'a - 4 * ' • - H0' ' . • ,,' By ALl SADRE, S E Enclosures: - • EsGil Corporation E GA LI EJ El MB [:1 PC 9/12 . - 9320 Chesapeake Drive Suite 208 • San Di 3ia 92123 • (858) 56011468 • Fax (858) 560-1576 MI'Zi•.4 S . 4 •54 .' , • S •-. •, ) I 'I * . .- EsGil Corporation In (Partnership with Government for cBuz(iing Safety DATE: JULY 27, 2016 , D APPLICANT ,-iJRIS. . JURISDICTION: CARLSBAD 'LJ PLAN REVIEWER El. FILE PLAN CHECK NO.: 16-2205 SET:II . . . . .' -M PROJECT ADDRESS: 1800 ASTON AVENUE PROJECT NAME ASTON AVENUE OFFICE BUILDING (SHELL ONLY) The Ians transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes LII The plans' transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. . . The check list transmitted herewith is for your information. The plans are being held at EsGil Corporation until corrected plans are submitted for recheck. PLEASE SEE BELOW The applicant's copy of the check list is encIosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to. - - -: I • BILL SKINNER 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: BILL SKINNER AlA - Telephone #: 714-546-3400 ate 9ontacted:1/ (by: It)" Eñiail: wesarch(sbcqlobaLnet &-m elpji'i Fax In Person , - REMA : Please see attached for remaining items from previous list. Supplemental plan check fees will be assessed for returning plans without adequately addressing all items on attached at the next go around. *[This is a warm shell.-T.I. will be under a separate permit] - . ' - '-I 4 ' By ALl SADRE, S E Enclosures 'EsGil Corporation LI GA Z EJ LI MB LI PC 7/21 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123.• (858) 5601468I• Fax (858) 560-1576 4 - -• - 4 .. CARLSBAD 16-2205 JULY 27, 2016 . GENERAL 1. Please submit (4) revised stamped & signed sets of plans to the City for evie & - approval. . NON-RESIDENTIAL GREEN BUILDING STANDARDS The California Building Standards Commission has adopted the Green Building Standards Code which became effective January 1 2011 and must be enforced by the local building official. The following mandatory requirements for commercial construction must be included on your plans. The following Green Building Standards apply only to newly constructed buildings. CGC 101.3. Provide a sheet on the plans labeled "Green Building Code Requirements" and include the following notes as applicable. 2. Electric Vehicle Charging: If this newly constructed buildin-g inclLdesa parking design of over 50 ,. spaces, compliance with Table 5.106.5.3.3 is necessary. Provide the following design .requiréments found in section 5.106.5.3 (July 1, 2015 Supplement): Location of EVSE, power source location and future power availability, raceway design, and EV termination identifications. An additional charging space requirement is necessary (three total) STRUCTURAL 3 Provide arespoñse list indicating exactly where each-item isaddressed on plans. [Do not respond by stating: done, see plans, see details, see calc's., dido, etc.]. 4. ' Please note the foundation slab underlayment on Sheet S2. Reference to the soils report is not adequate Not corrected 5 Please provide calculations for the 34' tall tilt-up walls with4' parapets, as shown on plans Where was this done in the calc's as per response?" 6. As per calculations starting on page 30, where are #8 bars on pahel elevation? Similarly, on gridlines 2, 3, etc, including those at panel ends. Where is this done on plans, as per response list? -. . -• 7.- Provide truss details and truss calculations for this'project. Alternatively, add this to the list 'of deferred items on the cover sheet of the plans. .8.. Please provide evidence that the engineer-of-record (or architect) has reviewed the truss calculation package prepared by others (i.e., a "review" stamp on the truss calculations or a letter). Section 107.3.4.1. See previous item. ,- .9. Please add p, Qo, Cd, for the Steel Moment Frames (SMF's) & Concentrically Braced Frames (CBF's) on Sheet Si. [See the next item too]. Not done. 10.. . The following design loads shall be clearly indicated on the construction documents. (Section 1603.1): Please add SMF to the list on Sht. SI & delete Plywood SW's: Not done: . -. . Seismic design data The following information should be provided (Section 1603.1.5). Basic seismic-force-resisting system(s) - . . o Design base shear .. - . . •: . - . - ,Seismic response coefficient(s) C5 I ., •..• .. S. '. . .5 . . -I ... . S . . .-. CARLSBAD 16-2205 JULY27, 2016 ,..- o Response modification factor(s) R - .11. Seismic—force—resisting System:- What do you mean complied? a) Combination of systems along the same axes. Where a combination of different - - , structural systems is used in the same direction, the value of R used in the given direction ' should not be greater than the least R,of the systems in that direction. (Section 12.2.3). - 12.. Redundancy Factor ITIM Show step-by-step how it complies, as per 'response: a) In the lateral calculations, seismic foces must be'increased by' afáctor of 1.3 to account . for redundancy (Seismic Design Categories D through'F) per ASCE.7-10, Sec. 12.3.4.2: 13. Please 'i.ise amplified loads where required by Sec. 12.3.3.3 or 12.10.2.1 of ASCE 7. In addition to the load combination specified in 1605.2 and 1605.3, use the special V-seismic load combinations per Sec. 1605.1 & Sec 12.4.3.2/ 12.14.3.2 of ASCE 7. See the next two items for details of where this applies 14: The cOrnection of the Steel Frame to the Column Base shall be designed to ,. tranmit forces to the foundation per CBC. Column base elements include anchor bolts, base plate welds, and any elements that transfer shear, moment, or tension to the foundation: AISC 341-D1-4a(2):E.g., 71S18: Show SMF column to footin.i connections comply with the said load combination for uplift: a. The seismic loads to be transferred to the foundation interface shall be based . .'• •. upon the seismic load combinations of ASCE 7-10, Section 12.4.3.2. b. Design of concrete elements at the Column Base,.- including anchor' rod embedment and reinforcement steel, shall be in accordance with CBC, Ch. 19. c. -Grade beams shall comply with ductile detailing per ACI 318, Ch. 21.6 & 21.12:- 15. Seismic Load Effect .' .. ' .., •• . • . '. •• - . - a) • Seismic load effect, E. The seismic load effect, E, should be 6omputed in accordance With the following equation set forth in ASCE7 10 Section 12.4.2: E=PQE+O2SDSD b) Maximum seismic load effeàt, E,. The maximum seismic load effect, Em, should be .computed in accordance with the following equation set forth in ASCE7-10, Section 12.4.3 to be used in the special seismic load combinations of Section 12.4.3.2 • ,. E. QOQE. 0.2S0sD , -. I...... . '. .. Collector Design Forces Collector elements, splices and their connections to resisting elements should be desighed to resist the prescribed - forces. They must also have the design strength to resist the special load combinations of. Sec. 12.4.3 (Sec. 12.10.2.1). Please show connection details and references on plans for those near grid point J-6, on Sheet S3. No response. Please note 'the required S & I for all the' ieel decking 0r plans as well as its depths. Where is this done on Si? . • .' 18..., Specify L4x4xY4 ledger w/ 3/4" AB. @ 24"o. 6. UNO.'Otherwisë,.there are' many walls that - 'do not have a ledger called out on Sheet S4. [l:e., see walls areas near grid points D-41 12-D 14-C 14-S ST 135 etc Too many to itemize] Similarly, see Sheet S3 - CARLSBAD 16-2205 JULY 27,2016 - 19' Detail 6/S13 as referenced on keynote #11, on Shet S5, is incorrect 20. Pleàse show pier reinforcing '& tie- on panel #121 Sheet 'S5, 'near -gridline #8. This was not done as per response list 21 Detail 11/S9 as referenced on 9/S9 is incorrect There is an embedded plate on one and epoxy anchored PL on the other 22. Please specify where detail 20/S 10 is called out on plans. .. S 23 Please state where detail 21/Si 1 is referenced on plans 24 Detail 11/S9 as referenced on lO/Sil is incorrect * 25 Please indicate where details 41S12 is cross referenced on pidns 26. Clarify the revision made, on July,'13, 2016, to page #29 of the caic's.; starting . with the 1st line the math doesn't add up . ADDITIONAL 27 Please see attached for P/M/E items 'To spee1 upthe review process, pleae note on this list (or a copy) where each; orrection item has been addressed, i.e., plan sheet, note or detail number, calculation page etc I 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 ALl SADRE, S.E. at EsGil Corporation Thank you - . S. S - ..- ,. -. 5' - S • -: - .-. S S I- - •5 -- :- -- .S -S'• S EsGil Corporation In cPartnersñip with government for Bui(iing Safety DATE JUNE 20, 2016 D.,dICANT - ,4JURIS.. ; JURISDICTION: CARLSBAD ... LI PLAN REVIEWER LIFILE PLAN CHECK NO 16-2205 . SET: 1, PROJECT ADDRESS 1800 ASTON AVENUE PROJECT NAME ASTON AVENUE OFFICE BUILDING (SHELL ONLY) - The plans transmitted herewith have been corrected where necessary âhd substantially comply with the jurisdiction's codes. : •-• ..- . LII The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. : The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil 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: BILL SKINNER EsGil Corporation staff did not advise the applicant that the plan chOck'has been completed. EsGil Corporation staff did advise the applicant that the plan check has been completed. Peson contacted: BILL SKINR AlA .. Telephone #: 714-546-3400 Date contacted:WInPerso)n Email: wèsarch(sbcqlobal.net Mail Telephone Fax Z REMARKS: This is a warm shell. T.I. will be under a separate permit. - By: ALl SADRE, S.E. Enclosures: - EsGil Corporation GA 0 EJ LIMB LIPC 6/9 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 CARLSBAD, 16-2205 * JUNE 20, 2016 'S S . S I - - t1 4', t i•.'' . S - PLAN REVIEW CORRECTION LIST COMMERCIAL PLAN CHECK NO 16-2205 JURISDICTION CARLSBAD f - , - _,4'. 5•_ •, OCCUPANCY B USE OFFICE (SHELL) TYPE OF CONSTRUCTION: Ill-B - ACTUAL AREA: 47,799 (TOTAL) ALLOWABLE FLOOR AREA STORIES TWO r , HEIGHT 35 N SPRINKLERS?: YES OCCUPANT LOAD:478. ' REMARKS DATE PLANS RECEIVED BY 'DATE PLANS RECEIVED BY JURISDICTION 6/7 ESGIL CORPORATION 6/9 DATE INITIAL PLAN REVIEW PLAN REVIEWER AL! SADRE, SE COMPLETED: JUNE 20, 2016 FOREWORD (PLEASE READ): . " ':- I - •. • I 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. '• •5 - To speed up the recheck process, please note on' this list (or a copy) where eacli 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. - . . . . - . . • 5_• 5•, . - .. , . .. - - 4 . .• 4 4*• •, - ••, - ,, - . • -- , - I I 4 -. - - £ •' ,_ ' S - CARLSBAD 16-2205 JUNE 20, 2016 • - - • GENERAL •• 4 V, Please make all corrections; as requested in the correction list. Submit FOUR new cbmpletè set of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: . S ., - 1. 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. 2. Bring M 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 berviewed by the'City * • - Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. 4 • PLANS 2 AM sheets of the plans and the first sheet of the calculations are required to be signed by the licensed architect or engineer responsible for the plan preparation: California State Law. - - - . I •. S -J - -. 1 •Any portion of the project shown on the-site plan' that is not inàludd with the building permit application filed should be clearly identified as "not included" on the Title Sheet. Sec. 107.2. I.e., site walls, lighting, fences, gates, signage, etc. - Include the following code information for the proposed building '06 Title Sheet:.. Occupancy Classification: B (Office) .- Ok as noted , . • Type of Construction: Ill-B — Ok as noted - ,' S.. - , • -, , . , :. •• 4 --:-- 4 . -,- . -. •S Sprinklers Yes — Ok as noted Stories Two — Ok as noted - Height 35' — Ok as noted Floor Area 111 Fir. = 24,167, 2nd Fir. = 23,632— Ok as noted - • Occupant Load:• 478 — Ok as noted' - • - . — . ', Justify actual versus allowable area in Table 503 (as applicable) .. Justify actual vs allowable height or, stories in Table 503 (as applicable) - - - 5.- Provide a statement on the Title Sheet of the plans, stating that this project shall : comply with the 2013 California Building Code, which adopts the 2012 IBC, 2012 UMC, 2012 UPC and the 2011 NEC. Revise the note, on Sheet "T", bottom left, - under Building Department Notes, accordingly: - • - . • ' 6. - - Please revise the Sheet Index on the cover sheet of the plans, Sheet "T", to match the content of the plans as submitted Section 107.2. — • SITE PLAN '7; :- Provide,a statement on the site plan stating: "All property lines,, easements and buildings, both existing and proposed, are shown on this site plan" - S . - • - , . ... --,. . • -- -- s's - • - - . ,'r ' • - • .5. H .3 - S ••, . . • ' ., •5 . S - ,'• S . 4 a . -- -. '• 4, I t • - - ,_ , - 4* - * CARLSBAD 16-2205 -. JUNE 20, 2016 .- 8 Clearly designate any side yards used to justify increases in allowable area based on Sec. 506.2. STAIRWAYS 9 The plans should clearly label the stairs as being either "interior exit access stairways (Section 1009.3) or interior exit stairways (Section 1022) 10. If the stairs are being treated as "interior exit access stairways," then they must be enclosed. Section 1009.3. Exceptions: a) .' In other than 1-2 or 1-3 occupancies, stairways serving only two stories of a building. In buildings equipped throughout with an automatic sprinkler system, provided the area of - the floor opening does not exceed twice the horizontal projected area of the stairway and r' the opening is protected by a draft curtain and closely spaced sprinklers ' 11. Interior Exit Stairways should be enclosed as specified in Section 1022: One hour rated stairs are required for this project. Doors should be labeled 1-hour fire assemblies for 1-hour stair enclosures. Section 716.'. - - Penetrations into or through an exit enclosure are'prohibited, except for equipment and - . ducts necessary for indepehdent pressurization, sprinkler piping, standpipes and electrical * - - - conduit serving the enclosure. Section 1022.5. 4 - • GLAZING I -- - . .4 - .4 4. . , S. - -. 12. Specify on the window schedule the glass type and thickness to show compliance with Section 2404. Please show the size and type 'of all glazing on - - plans. Alternatively, add them to the list of deferred items on plans. 13. Glazing in the following locations should be of safety glazing material in accordance with Section 2406.4: a) Fixed and openable panels of door assemblies. ' b) Fixed or operable panels adjacent to a door where the nearest vertical edge of the glazing is within a 24" of doors, where the bottom exposed edge of the glazing is less than 60" above the walking surface. c) individual fixed or operable pneis that meet all of the following conditions: 'i). Exposed area of an individual pane is greater than 9 sq ft, and: ii) Exposed bottom edge is less than 18 above the floor, and . iii) - Exposed top edge is greater than 36" above the floor, and: -' • - . - - ' - iv) - One or more walking surfaces are within 36" horizontally of the plane of the glazing d) . Glass railings, regardless of height, above a walking surface (including structural baluster panels and nonstructural in-fill panels). - ' ... • - - ,-' .4 -. - p • ELEVATORS 14. Doors other than the hoistway, door and the elevator car door'are prohibited at the point of accessto elevator car,4except doors readily openable from the car- - ., side without a key, tool, special knowledge or effort. Section 3002.6. 44 • - -, • - . . ' '4 " . 4. , . , I- - . - . • - . -.i. .. - • ' 4 .• --'4 - t. •- •, . . • 4 1 . ' . • - - . ' '4. CARLSBAD 16-2205 JUNE 20, 2016 15. Show 1-hr. rated fire barriers with 45-minute rated doors for the elevator machine room on Sht. Al & A5. ROOFS A Class "A" roof covering is required. Table 1505.1. City Policy. Specify minimum 1h"/ft. roof/deck slope for drainage. Section 1507.10.1. MISCELLANEOUS LIFE/SAFETY 18. Please provide notes on the plans to show the 'suspended ceilings in Seismic Design Categories D, E & F comply with ASCE 7-10 Sec. 13.5.6.2.2 as follows: , All ceilings shall use a Heavy Duty T-bar grid system. The width of the perimeter supporting closure angle shall be not less than 2". C) In each orthogonal horizontal direction, one end of the ceiling grid shall be attached to the closure angle. The other end in each horizontal direction shall have a W clearance from the wall and shall rest upon and be free to slide on a closure angle or a listed assembly. Ceiling areas over 1,000 ft.2 must have horizontal restraint wires (typically restraint would consist of four 12 gauge wires splayed 900 to each other and sloped 45° to the horizontal, spaced 12" o.c.). Ceiling areas over 2500 ft.2 must have seismic separation joints or full height partitions. Ceilings without rigid bracing must have 2" oversize trim rings for sprinklers and other ceiling penetrations. 19. Detail LIA9.3, as referenced Sheet Al & A2, near grid point A-i 1, is incorrect. Similarly, for that referenced on Elevation C/A3, left side. 20. Please complete all blank bubbles on plans. E.g., see elevation keynotes on Sheet A3; Roof keynotes on A4; Sec. C/A9.1; all Sections on A9.2 thru A9.6; etc. 21. Please indicate where Sections A & B/A8.1 are cross referenced on plans. [Similarly, note where Sections C, D & E/A8.2 are referenced on plans]. 22. Please specify where doors 101, 104, 113d, 200, 204, 209 & 210 are called out on the floor plans. ACCESSIBILITY 23. Provide notes and details on the plans to show compliance with the enclosed "Disabled Access" Review List. • NON-RESIDENTIAL GREEN BUILDING STANDARDS The California Building Standards Commission has adopted the Green Building Standards Code which became effective January 1, 2011 and must be enforced by the local building official. The following mandatory requirements for commercial construction must be included on your plans. The following Green Building Standards apply only to newly constructed buildings. CGC 101.3. Provide a sheet on the plans labeled "Green Building Code Requirements" and include the following notes as applicable. -t 1 •.y -. : t - 4 CARLSBAD 16-2205 . - '-•' JUNE 20;2016. Electric Vehicle Charging: If this newly constructed building includes a parking design of over 50 spaces, compliance with Table 5.106.5.3.3 is necessary. Provide the following design. requirements found in section 5.106.5.3 (July 1, 2015 Supplement): Location of EVSE, power source location and future power availability, raceway design, and EV termination identifications. . Storm water pollution prevention. Note on site plan that for projects which disturb less than one acre of land shall prevent the pollution of storm water runoff from the construction activities -' -. through one or more of the following measures (Section 5.106.1): - ..........a) . Best management practices (BMP). Prevent the loss of soil through wind or. water erosion by implementing an effective combination of erosion and sediment control and . good housekeeping BMP See Section 5.106.1.2 for specifics -b) Local ordinance. .4 Bicycle parking. Note on plans that bicycle parking for projects shall comply.with CGC Section 5.106.4. The specific details must be submitted and approved by the Planning Department. - 27.' Low-emitting, fuel-efficient and carpool/van pool parking. Note on plans that fuel-efficient - vehicle parking will be provided in accordance with CGC Section 5.106.5.2. The specific details . for the parking must be submitted and approved by City Planning Department. . Light pollution reduction. Note on plans that exterior light pollution must comply with CGC ' section 5.106.8. Grading and paving. Note on plans that the site grading or a drainage system will manage all . . surface water flows to keep water from entering buildings. CGC Section 5.106.1O. Moisture control. Note on plans that landscape irrigation systems shall be designed to prevent • spray on structures Exterior entries subject to foot traffic or wind driven rain shall be designed to prevent water intrusion into the building. CGC Section 5.407.2.2.1. . Waste management. Note on plans that the contractor must submit to the Engineering - • . Department or other Agency that regulates construction waste management a Waste C Management Plan that outlines the items listed in CGC Section 5.408.1.1. Recycling. Note on plans that a minimum of 50% of construction waste is to be recycled. CGC -. 5.408.1. Documentation shall be provided to the enforcing agency which demonstrates . compliance. CGC Section 5.408.1.4. -, - •,.- . Waste reduction. Note on plans that 100% of trees, stumps rocks, and associated vegetation. and soils primarily from the construction will be reused or recycled. CGC 5.408.3. Recycling. Note on plans that an identified, readily àècessible area shall be provided that serves - the entire building for collecting recycling, such as paper, cardboard, glass, plastics, metals, etc.. CGC Section 5410 1 35. Commissioning. For new buildings that are 10,000 sq. ft. and over, the architect or responsible i design professional shall submit, prior to plan approval, a "Commissioning Plan'. CGC Section 5.410.2. The Commissioning Plan must be submitted with the plan documents during plan check. The Plan must be reviewed and approved by the plan checker for compliance with the required features listed in CGC 5.410.2.3 as follows: (a) General project information (b) Commissioning goals (c) List the systems to be commissioned with information on design intent, equipment and systems to be tested, functions to be tested and acceptable performance based on tests (d) Commissioning Team information (e) Commissioning process activities, schedules and responsibilities. 36. - Pollutant control. Note on plans that during construction, ends of duct openings are to be '- sealed and mechanical equipment is to be covered CGC 5.504.3.1,4 4 .. . .- . .. • ., __4 • . + '. . . ,• - • . . . - * - • - •- '.. - 1 ) -- 4 CARLSBAD 16-2205 • •- ,. JUNE 20, 2016 -' •.- 37. Pollutant control. Note on plans that VOC's must comply with the limitations listed in Section ' 5.504.4 and Tables 4.504.1, 5.504.4.1 5.504.4.2, 5.504.4.3 and 5.504.4.5 for: Adhesives, Séalants, Paints and Coatings, Carpet and Composition Wood Products. CGC 5.504.4. 38: Pollutant control. Note on plans that mechanically ventilated buildings shall provide regularly •- occupied areas with air filtration media for outside and return air that provides at least a Minimum Efficiency Reporting Value (MERV) of 8. MERV 8 filters shall be installed prior to occupancy. CGC Section 5.504.5.3. . . . 39. Pollutant control. Note on plans that where outdoor areas are provided for smoking, such areas are prohibited within 25' of building entries, windows and outdoor air intakes. Signage shall be posted to inform occupants of the prohibitions. CGC Section 5.504.7, 40.. r- Documentation. Note on plans that a building "Systems Manual' as listed in CGC Section -: 5.410.2.5 shall be delivered to the building owner or representative and the facilities operator. Further, note on the plans that the "Systems Manual" shall contain the required features listed in CGC Section 5.410.2.5.1. 41. Environmental comfort. Note on plans that wall and floor assemblies separating tenant spaces (and tenant spaces from public spaces) shall have an STC of at least 40. CGC Section 5.507.4.3. 42. .. Environmental comfort. Wall and roof assemblies exposed to noise sources shall have an STC rating of at least 50, with exterior windows having a minimum STC of 40 in the following locations, per CGC Section 5.507.4.1: 1 Within the 65 CNEL noise contour of a freeway, railroad or industrial source, as determined by the jurisdiction's Noise Element of the General Plan. - Within the 65 CNEL noise contour of an airport. - 43. Outdoor air quality. Note on plans that installations of HVAC, refrigeration and fire suppression - systems will not contain CFC's or Halons, per CGC 5.508.1. . 44: . Supermarket refrigerant leak reduction. Note on plans that new commercial refrigeration systems shall be shown to comply with Section 5.508.2 when installed in retail food stores 8,000 square feet or more conditioned area and that utilize either refrigerated display cases or walk-in - coolers/freezers connected to remote compressor units. - - 45. Indoor water Use. For new buildings, show on the site utility plan separate sub-meters per CGC Section 5.303.1 for the following: (a) Each leased or owned space that consumes more than 100 . gal/day (b) Tenant spaces containing laundry, cleaners, restaurant, medical/dental office, laboratory or beauty/barber shops. . • -. 46: Water reduction. Show on plans the following maximum fixture flow rates from Table 5.303.2.3 & Sec. 5.303.3, as shown below. Revise general notes, plumbing plans, etc. to match. CGC 5.303. • -.. . 4. MAXIMUM FIXTURE FLOW RATES FIXTURE TYPE MAXIMUM FLOW RATE Showerheads 2 gpm @ 80 psi Lavatory faucets-nonresidential 0.5 gpm @60 psi Metering faucets 0.2 gallons/cycle Water closets 1.28 gallons/flush Urinals 0.5 gallons/flush 4 ., - ..- - :.' .• I 1 .• . •• ' -0. -. - - 4 4 - • - • - 4 4 - 4 .-' • 4 -- . 0 a - 4 ._•,• • :4 4. - 2 .• '. .z - - CARLSBAD 16-2205 JUNE 20, 2016 47. ' When a shower is provided with multiple shower heads, the sum of flow to all the heads shall - ; not exceed 2 gpm, or the shäwer shall be designed so that only one head is on at a time. CGC v ,5.303.3.3.2.' ., . 48. Outdoor water use. Note on plans that a water budget shall be developed f& landscape irrigation use that conforms to the local water efficient landscape ordinance. Where no local ordinance exists, show compliance with the California Department ofWater Resources Model Water' . . Efficient Landscape Ordinance. See Sections 492.5 through 492.9, 492.10 and 492.11 of the State ordinance at http //www water ca gov/wateruseefficiency/docs/WaterOrdSec492 cfm - '.. - . - • - I 49. Outdoor water use. Note on plans that for new water service (or additions/alterations with> - 1,000 square feet of cumulative landscaped area), separate sub-meters or metering devices shall be installed for outdoor potable water use. Also, irrigation controllers and sensors shall be installed. CGC Sections 5304.2 and 5.304.3. .. ... 50 Note on plans that prior to final inspection the licensed contractor, architect or engineer in - responsible charge of the overall construction must provideto the building department official written verification that all applicable provisions from the Green Building Standards Code have been implemented as part of the construction. CGC 102.3. -. 4 . • . .- STRUCTURAL 4 4 4 51. Provide a letter from the soils engineer confirming that the foundation! grading plan and specifications have been reviewed bnd that it has been determined that the recommendations in the soil report are properly incorporated into the plans. . •. 52. . Note on the foundation planthat "Prior to the contractor requesting a Building Department foundation inspection, the soils engineer shall advise the building official in writing that . - •• •L '•• - • The building pad was prepared in accordance with the soil report., • '• 4 The utility trenches have been properly backfilled and compacted, .and.' . • . The foundation excavations comply with the intent of the soils report." . - • , 53. Note on plans that surface water will drain away from building. The grade shall . fall a min. of 5% within the first 10 (2% for impervious surfaces) Section 1804 .,3. 54. ' Specify size, ICC approval number and manufacturer of power driven pins, - expansion anchors or epoxy anchors. Show stud size & spacing, shot pins diameter, edge, end distance and spacing on plans. Sec. 107.2. This applies to all various types of partitions. [I.e., add to 9/Si]. '. - • 55. Please specify where F2 & F16, as, per foundation schedule, are called out on the foundation plans -•- 56 Please note the foundation slab underlayment on Sheet S2 Reference to the soils report is not adequate 57. Please provide, calculations for the 34' tall tilt-up walls with 4 parapets, as shown on plans. . . . • .,'- .- 4 , * .. -- •, 58 Please submit calculations for the columns : 4 'a- CARLSBAD 16-2205 • JUNE 20, 2016 ..:• 59. As per calculations starting on page 30, where are #7 & #8 bars on pane! IT elevation? Similarly, on gridlines 2,3, etc., including those at panel ends. 60 Provide truss details and truss calculations for this project — - 61. Please provide evidence that the engineer-of-record (or architect) has reviewed - the truss calculation package prepared by others (i.e., a "review" stamp on the truss calculations or a letter). Section 107.3.4.1.: . . 62; Please add p, 00, Cd, for the Steel Moment Frames (SMF's) &.Concentrica!ly Braced Frames (CBF's) on Sheet 51. [See the next item too]. •- - • - 63. The following design loads shall be clearly indicated on the constructiorf. documents. (Section 1603.1): Please add SMF to the list on Sht. SI & delete plywood SW's: . Seismic design data. The following information should be provided. (Section 1603.1.5) Basic seismic-force-resisting system(s) o. Design base shear . a o Seismic response coefficient(s), Cs - - Response modification factor(s), R : - o Analysis procedure used. 64. The plans shall indicate that special inspection will be provided for the following work. (Section 107.2) . . . a a), Steel construction. Special inspections for steel elements should be provided in accordance with Section 1705.2. b) Welding. Welding inspection should be provided in accordance with Section 1705.2. . • c) High-strength bolts. Periodic inspection should be provided for installation of high-' strength bolts in accordance with AiSC specifications. Section 1705.2 Concrete construction. Special inspections and verifications should be provided in accordance with Section 1705.3. Epoxy Anchors Periodic special inspection should be provided for anchors installed in • hardened concrete. Section 1705.3. Soils. Special inspection should be provided for placement of fili.12" or more deep in accordance with Section 1705.6. . . A Statement of Special Inspections, prepared by the registered design professional in responsible charge, shall be submitted. This statement shall include a complete list of materials and work requiring special inspection, the inspections to be performed and an indication whether the special inspection will .- - Pe continuous or periodic. Section 1704.3. Provide the following note on the plans: "The contractor responsible for the - construction of the seismic-force-resisting system shall submit a written Statement of Responsibility to the building official prior to the commencement of work on the system." Section 1704.4. .- • - — - . ,.•, ,- a a • • a - - ,.. r CARLSBAD 16-2205 JUNE 20, 2016 67 Seismic—force—resisting Systems a) . Combination of systems along the same axes. Where a combination of different - structural systems is used in the same direction, the value of R used in the given direction should not be greater than the least R of the systems in that direction. (Section 12.2.3). t 68:, Redundancy Factor a) In the lateral calculations, seismic forces must be increased by a factor of 1.3 to account for redundancy (Seismic Design Categories D through F), per ASCE 7-10, Sec. 12.3.4.2. 69. Horizontal shear distribution -a) ." Rigid diaphragms. The design story shear shouldbe distributed to the various vertical elements of the seismic-force--resisting system in the story under consideration based on ' the relative lateral stiffness of the vertical-resisting elements and the diaphragm. See Sec. 12.3 for a discussion on rigid diaphragms. (Sec. 12.8.4). , b) Accidental torsion for rigid diaphragms. The calculated center of mass at each level should be displaced 5% to account for the accidental torsion effect: (Sec. 12.8.4.2). , - •: c) Story drift. The design story drift should be computed as the difference of the deflections 4 at the center of mass at the top and bottom-of the story under consideration in accordance with Sec. 12.8.6. The design story drift should not exceed the allowable story drift set forth in Table 12.12-1 for any story. . . Please use amplified loads where required by Sec. 12.3.3.3 or 12.10.2.1, of ASCE 7. In addition to the load combination specified in 1605.2 and 1605.3, use the special seismic load combinations per Sec. 1605.1 & Sec. 12.4.3.2 I 12.14.3.2 of ASCE 7. See the next two items as well. The connection of the Steel Franie to the Column Base shall be designed to ' transmit forces to the foundation per CBC. Column base elements include . anchor bolts, base plate welds, and any elements that transfer shear, moment, or tension to the foundation: AISC 341-D1-4a(2): E.g., 6/S18, etc.: a. The seismic loads to be transferred to the foundation interface shall be based upon the seismic load combinations of ASCE 7-10, Section 12.4.3.2. - U. Design of concrete elements at the Column Base, including anchor, rod embedment and reinforcement steel, shall bein accordance with CBC, Ch. 19. .- c. Grade beams shall comply with ductile detailing per ACI 318, Ch: 21.6 & 21.12 . 72. Seismic Load Effect --. - Seismic load effect, E. The seismic load effect, E, should be computed in accordance •• with the following equation set forth in ASCE7-1 0, Section .12.4.2: E=PQE+O2SDSD Maximum seismic load effect, Em. The-maximuth seismic load effect, Em,should be computed in accordance with the following equation set forth in ASCE7-10, Section 12.4.3 to be used in the special seismic load combinations of Section 12.4.3.2 ' ,,. En,c2oQE+O2SQSD ' - - - - - - . . . -, . 4 - - •,; . :- -- - -. • . .. • 1 . - , :., • . . /4 - - - - CARLSBAD 16-2205 JUNE 20, 2016 73. Requirements in Seismic Design Category D. 1I The structures assigned to SDC D should satisfy the following requirements, in addition to the requirements for SDC C: (ASCE 7-10, Section 12.3): Please show how all applicable irregularities to this project are addressed on plans: Prohibited Horizontal and Vertical Irregularities for Seismic Design Categories D through F. Structures assigned to Seismic Design Category E or F having horizontal irregularity Type lb of Table 12.3-1 or vertical irregularities Type ib, 5a, or 5b of Table 12.3-2 shall not be permitted. Structures assigned to Seismic Design Category D having vertical irregularity Type 5b of Table 12.3-2 shall not be permitted, except when subject to the limitations of Section 12.3.3.2. Plan or Vertical Irregularities. For structures having a plan structural irregularity of Type la, 1 b, 2, 3, or 4 of ASCE 7-10, Table 12.3-1 (as shown in Figure 10.7) or vertical irregularity Type 4 of Table 12.3-2, the design forces determined from Section 12.8.1 need to be increased 25 percent for the following connections: 1) diaphragms to vertical elements, 2) diaphragms to collectors & 3) collectors to vertical elements. (Sec. 12.3.3.4). --------------------- ---------------- Opening I Re-entrant corner ' P a. Torsional irregularity b. Re-entrant corners c. Diaphragm discontinuity Discontinuity in vertical elements of lateral-force-resisting system d. Out-of-plane offsets Figure 10.7 Examples of Plan Irregularities 1 -4 74. Collector Design Forces 1I. Collector elements, splices and their connections to resisting elements should be designed to resist the prescribed forces. They must also have the design strength to resist the special load combinations of Section 12.4.3 (Section 12.10.2.1). Please show connection details and references on plans for those near grid point J-6, on Sheet S3. I t - CARLSBAD 16-2205 JUNE 2O,2016 75 Please note the required S, I, ICC approval # for all the steel decking on plans 76 ,.Pleàse provide canopy member sizes, spacing, connection details, calc's:, and references on plans Sheet S3, near grid point B-15 • 77 Please show complete BF elevations, connection details and references on plans for those on tower framing, on gridlines L & N, Sheet S4 Details 5/S15, as referenced on panels#4 & 5, as per Sheet S5, are incorrect. : Where is detail 4/SD1 1, as referenced on Panel #4, Sheet S5? - Detail 21/S1, as referenced on keynote #5, as per Sheet S4, is incorrect. All details, is referenced on keynotes #3, 10 & 11, on Sheets 55"thru S7, are -. incorrect. . •. 1.- 82:. On Panel #9, Sheet S5, gridlines should say 2 & 6, as opposed to H & H. 83. On Panel #10, please provide a section-through the cantilevered beam above. 84: Please indicate what the 16 dimension stands for on panel #10. . 85. On Sheet S5, please clarify where the designations, -as outlined, in keynotes #14 & 15, are called out on panel elevations. [Similarly, for those on Sht. S6 & S7]. 8.6. Please show pier reinforcing & ties on panel #12, Sheet S5, near gridline #8 , 87..: The (4)#5 bars, as noted on panel #14, by gridline #12,are shown as (4)#8 on detail 10/S13, referenced here. 88. Where is detail 6/S15, as referenced on panel #17? . . . - .. 4 89. Detail 2/S18, is incorrect as referenced on panel #25, by gridline P; there is no window here. . 90 Please show angle information and references on detail 15/S8 * 91. Please specify the size & edge clearance(s) for the cap plate (below beams) on details 2 & 4/S9. . .. . 92..Detail 2/S9, as referenced on 19/S9, is incorrect 93. On detail 21A/59, indicate that there is a 42K demand here, near grid point H13,k as cross referenced at that location. Please specify where details 10 & 20/SI0 are called out on plans. Please state where details I & 21/Si1 are referenced on plan s_. - -• •••. - -. 96 Detail 25 as referenced on 24/Si 1 is incorrect - V * *-. • - ' I_at CARLSBAD 16-2205 JUNE '- 20, 2016 97 Detail 1, as referenced on lO/Sil is incorrect V 98. .On detail 17/Si 1, clarify (6) 3/4" bolts as shown, versus (8) 3/4" bolts as speëified., 3. 3 99 V Please indicate where details 4 & 12/S12 are cross referenced on plans Please specify the welding size and type between 2"x5"1/4:' PL & the ledger angles on detail 2/S12. Alternatively, reference to another detail for this 33 information. . • .1; Please note,where details 4 & 5/S13 are referenced on plans. -.102. Please specify where details 2 & 15/S14 are called out on plans. 103 Please note the length of the angle on detail 3/S14 ., -'On detail 121S14, the #3 ties arrow points to the wrong location. (in the 5' long leg). . V - Please indicate the lengths of the embedded plates and the angle on details #9 V V &21/S14. V On detail 4/S15, please specify the depth of the .18" thick portion of the panel at ' 12'-5" elevation. V a - SPECIAL SHEAR WALLS AND COUPLING BEAMS a) Reinforcement requirements for shear walls. The following requirements of ACI 318- ' V 11 Section 21.9 should be met: .'- i) When the design shear force, V, is less than or equal to ACVAJF, the min - reinforcement should be permitted to be in accordance with ACI 318-11 Sec. • 14.3. Otherwise, the reinforcement ratio for shear walls should not be less than 0.0025 along the longitudinal and transverse axes. (ACI 318-11, Sec. 21.9.2.1). V 'ii) Reinforcement spacing each way should not exceed 18 inches. (ACI 318-11, Sec. V - V 21.9.2.1). iii) At least two curtains of reinforcement should be used in a will if the in—plane - factored shear force assigned to the wall exceeds 2 ACV AIi. (ACI 318-11, V • Sec. 21 .9.2.2). V iv) Continuous reinforcement in shear walls should be anchored or spliced in V accordance with the provisions for reinforcement in tension as specified ir'ACl V 318-11, Sec. 21 .7.2.3. - V V • -. V b) Shear strength of shear walls. The shear strength requirements for shear walls set forth in Sec. 21.9.4 should be met. (ACI 318-11). Design for flexural and axial loads. Structural walls and portions of such walls subject to combined flexural and axial loads should be designed in accordance with ACI 318-11 V Sec. 21.9.5. V V Requirement for shear wall boundary elements. The need for special boundary V V elements at the edges of structural walls should be evaluated in accordance with ACI * V 318-I1, Sec. 21.9.6.2 or 21.9.6.3. The requirements of 21.9.6.4 & 21.9.6.5 also should be satisfied. . V • • V V V • --.-'- V. V • - •,3 .. - V • - V -. I CARLSBAD 16-2205 . - • .- ..4 * JUNE 20, 2016 A d total area of bars in - - -. the group of bars forming . one diagonal (min 4 bars) . . -1 Min per ACI 318-11 Section - Bars to be - - - _1_ 1_ ii7.4.1 Min per developed i3811 b. Transfer reinforcement per ACI 318.11 - . . In Sections 21 .9.7.4(c) (typ) Figure 1514 Coupling Beam with Diagonally Oriented Reinforcement 108.1 On detail 2/S15 please Indicate the depth of the 18 thick portion of the panel at 12'-5" elevation. . :On detail 5/S16, please note the depth of the 18" thick portion of the panel at 12'-5" elevation. . . '. . .. On detail 11S17, please specify the depth of the 18" thick portion of the panel at.. -. 12'-5" elevation. - • ADDITIONAL ill. Please see attached for P/M/E & HO items. -. 112: To speed up the review process, please note on this list (or a-copy) where each t. correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. -- 113. 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 lust Please indicate U .yesljNo .-. ¼ - - 114.- 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 AL! SADRE, S.E. at EsGil Corporation. Thank you. - ., • • . . .- .• .•' . ., CARLSBAD 16-2205 . JUNE 20, 2016 . •:.--. • PLUMBING AND MECHANICAL CORRECTIONS D JURISDICTION: Carlsbad . DATE: 6/17/2016 . a PLAN REVIEW NUMBER: 16-2205 SET: I , PLAN REVIEWER Glen Adamek GENERAL AND ARCHITECTURAL PME ITEMS 1: The final set of corrected drawings to be reviewed for signing and sealing just before the permits are to be issued. Each sheet of the plans must be signed by -. the person responsible for their preparation, even though ther6 are no structural -, * : changes, before the permits are issued. Business and Professions Code. Detail the duct shafts for the outside air from supplyair fans #SF1 & SF-2 on the -roof down to the ceiling space at the first-floor level. Detail fire rating. Provide the required independent ventilation or air-conditioning system for the elevator equipment room to prevent the overheating of the any solid-state electrical equipment within the elevator equipment room. CBC, Section 3006.1.- This building requires a fire rated elevator shaft and fire rated elevator equipment room. An elevator machinery room is required to be separated from the - remainder of the building by fire barriers (707) and horizontal assemblies (712). -. that are not less than the required rating of the hoistway. Please detail how these. . ratings will be maintained for the mechanical openings shown. Note: This comment does not apply to buildings 4 stories or less above grade plane and the machinery room does not abut the elevator. hoistway. CBC 3006.4. Include, on the mechanical plans, the locations of all required smoke, fire, - combination smoke and fire, or ceiling radiation dampers. Be sure to include a symbol on the symbol schedule for each damper type. CBC 717. 4. • -• . - - PLUMBING (2013 CALIFORNIA PLUMBING CODE).- . Provide,the construction drawings private on-site plumbing systems, showing the 14, . sizes and locations of the gas meters and water meter; and the sizes, routes, ' * and slopes of the building sewer, storm drainage system, site gas lines, and site water lines. . . ,. .. . . • For backwater valve review, please show the upstream sewer manhole rim - elevation (manhole cover elevation) and finished floor elevations. CPC 710.0 . Backwater valves are: ., - . -• . . Mandatory: Fixtures installed on a floor level below the next upstream manhole cover - elevation require backwater protetion. - • - . - - -. Not Allowed: For waste systems with fixtures installed on a floor level above the next * - upstream manhole cover elevation. * •H I,- - - • - 4 CARLSBAD 16-2205 T - JUNE 20, 2016 US • - U -.. • .5 U . • 8.. 'Provide a plumbing material schedule on the plans describing the following ' systems: Potable water piping, the drain, waste, and vent piping, gas piping, and the roof drains I S. 9. Correct the fixture unit calculations 'on sheet P1. The plans showmny more fixture types and number of proposed fixture units than what is shown in detail 6 on sheet P1. 10 Provide complete water line sizing calculation: Include the water pressure, pressure loss calculations: water demands, and the developedpipe lengths. . CPC 61O.00r Appendix 'A'. . ,1 1: A complete review of the water line plans and calculations will be done when complete plumbing plans and complete water line sizing calculations are .. provided 1 12 Please provide the required high and low drinking fountains as per accessibility requirements 13: Please show the make and model numbers of all the-proposed ater:fi*tures. 14. If, due to excessive pressure, a water supply pressure regulator is installed then an expansion tank is required on the cold water side of the building water supply • piping. Detail the size andlocation for the expansion tank on the floorplans. CPC 608.2. . • - 15 Floors shall slope to the floor drain(s) location(s) Please detail on the architectural floor plans. CPC 418.5. - 16. The secondary roof drains may be connected to the primary roof drain system after any horizontal offset below the roof if the primary system terminates into a 'storm water system and the combined systems pipe sizing is based on twice the - rainfall rate CPC 110111 22(B) MECHANICAL (2013 CALIFORNIA MECHANICAL CODE) Specify the make, model, type, and efficiency of the space heating and cooling -U systems in agreement with the energy design. Show the outside air supply air fans #SF-1 & FS-2 ducted to each of the fan coil units to supply the required minimum 70 CFM to each fan coil unit as per the energy design package 19.. Outside and return air source locations are limited by CIVIC 314.3. Please review. your design 55 20. Review with the architect the locations that require (fire/ceiling radiation/or fire/smoke) dampers and/or shaft protection and identify installations on the mechanical plans themselves. U... - S -' . U P ,' •.. -. * 15 555 1 5. - 4 - r ( S. . . - U S •• U S 5- - •, -. S • U • - -' '• 1 - - - : - CARLSBAD 16-2205 JUNE 20, 2016 •-.'. . -- ,... 21 Provide smoke detection in the supply air duct of an "air-moving system' for r , required shut-off of equipment for smoke control. CMC Section 608.1 An "air- •. . - moving system" is a system designed to provide heating, cooling, or ventilation in . - which one or more air-handling units are used to supply air to a common space ' or to draw air from a common plenum or space. CMC Section 203.0.' 22. On the mechanical plans clearly show the limits of ceiling space used as duct or plenum. Then address the following..on the plans: ' a) Clearly show that all material exposed within the plenum complies with CMC Section 602.2 & Section 604.0. Materials shall have a mold-, humidity-, and erosion-resistant face that meets the requirements of ASTM E 84 or UL 723. . .- b) Clearly show that all combustible materials exposed within the plenum space must comply with CMC Section 602.2. Flame-spread index of not more than 25 and a smoke- tdeveloped rating of not more than 50. • - _- . 'c) Exhaust ducts under positive pressure and venting systems shall not extend into or pass - 'through ducts or plenums. CMC Sections 504.1 and 602.1. d) Product -conveying duct systems shalinot extend into or through ducts or plenum. CMC, Section 505.1. 0 - 23. Detail the required access to the Appliances as per CMC Sectior 304.2.1.2: "Appliances shall be accessible for inspection, service, repair, and replacement without removing permanent construction." Clearly show the sizes and the units. And show route to the exterior., Please check the sizes on all doorways. , Note: If you have any questions, regarding this Plumbing and Mechanical'plan review list please contact Glen Adamek at (858) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. 4' ELECTRICAL and ENERGY COMMENTS PLAN REVIEWER Eric Jensen ELECTRICAL (2013 CALIFORNIA ELECTRICAL CODE) is Notify the architect that their door schedule hardware description shoUld be "4", - not "3" for the main electrical room door. identify the service disconnecting means on the single line diagram and provide . • a signage description per CEC 230.2(E) adjacent to the single line diagram. Provide a structural pole base detail/design for the site pole light fixtures. ENERGY (2013 CALIFORNIA BUILDING ENERGY STANDARDS) - o The energy design is fine as submitted. . -• • Note: If you have any questions regarding this Electrical and Energyplan 'review list please contact Eric Jensen at (858) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been address"ed-on the plans. -F . - ,' - * - .5 - i • 4' -. - .- ,' fi--.., •- -. '..: ,. 4 - - - - 4 1, 4 IL CARLSBAD 16-2205 -- 'JUNE 20, 2016 - ,'- 4+ .4- DISABLED ACCESS REVIEW LIST l '.• .. . DEPARTMENT OF STATE ARCHITECT TITLE 24 ".,. The following disabled access items are taken from the 2013 edition of California Building Code, Title 24. Per Section 1.9.1, all publicly and privately funded public accommodations and commercial facilities shall be accessible to persons with disabilities Please reflect the following items on plans SITE PLAN REQUIREMENTS •-- .. . - . . -, - - 1. Clearly show that the site development and grading are designed to provide access to all entrances and , exterior ground floor exits, as well as access to normal paths of travel, per Section 11 B-206. Where necessary to provide access, shall incorporate pedestrian ramps, curb ramps, stairways and handrails,-etc. 2.' When more than one building or facility is located on a site, accessible routes of travel shall be provided - - between buildings and accessible site facilities, per Section 11 B-206.2.2. - Show or note that at every primary public entrance, and at every major function area along, or leading to, an - accessible route of travel there is to be a sign displaying the international symbol of accessibility. Signs are - . required to indicate the direction to accessible building entrances and facilities, per Section 11 B-216.3. Where more than one route of travel is provided, all routes shall be accessible. Section 11B-206.2.1. - I .Show that a 36" wide detectable warning material is provided at boundaries between valkways and vehicular -. ways. Sections llB-247.1.2.5 and 11B-705.1.2.5. '4 4 4 .-. .• •,_& -: • . ACCESSIBLE PARKING 6. Each lot or parking structure where parking is provided for the public, as clients, guests or employees, shall - - provide accessible parking as required by Section 11 B-208.2. .Show on the site plan the required number of accessible parking spaces for new facilities. Per Table 11 B- 208.2, the minimum number of spaces is:-- -- a) 1 for each 25 spaces up to 100 total spaces. . . . - •. . • - . .- . , . . - . - b) 1 additional space for each 50 spaces for between 101 and 200 total spaces. 8. Show that the accessible parking spaces are located, per Section 11 B-208.3.1 as follows On the shortest possible route to an accessible entrance, when serving a particular building. On the shortest route of travel to an accessible entrance of a parking facility.- - c) ' Spaces are to be dispersed and located closest to accessible entrances where buildings have multiple accessible entrances with adjacent parking. 9. Show that accessible parking spaces comply with Section 11 B-502.2 as follows: •- - ' - - , - . - Single spaces shall be 14' wide and outlined to provide a 9' parking area and a 5' loading and - - unloading area. This loading/unloading area may be on either side of the vehicle. When more than one space is provided, in lieu of providing a 14' space for each sace, two spaces - can be provided within a 23' area with a 5' loading zone between each 90" wide space . C) Each space is to be a minimum of 18' in depth. • 4 •. - ' - 10. The words "NO PARKING" shall be painted on the ground within each loading and unloading access aisle (in white letters no less than 12" high and located so that it is visible to traffic enforcement officials). Section 11 B- . . - 502.3.3. 11. - Ramps shall not encroach into any accessible parking space or the adiacent access aisle. Sec. 1113-406.5.1. - - •12. • Show on the site plan that accessible parking space(s)'are to be located such that a person with a disability is - not required to travel behind parking spaces other, than to pass behind the parking space in which they parked, per Section 11B-502.7.1. - - . . . • - . ' - - ' 13., • Show that a bumper or curb is to be provided, and located at each space, to prevent .encroá'chment of cars into the required width of walkways, per Section 11 B-502.7.2.' -. :-. - •- •. , '. _•.•v '4 .- -•- 4 - CARLSBAD 16-2205 JUNE 2O,2016 14. . Show or note that the maximum slope of the parking surface at the accessible space and adjacent access aisle in any direction is 15 1:48, per Section 1113-502.4. 15: Show, or note, that an additional sign shall also be posted in a conspicuous place at each entrance to off street parking facilities, or immediately adjacent to and visible from each stall or space. Section 11 B-502.8.2. The sign shall be 2-17" x 22" with lettering not :51" in height. Per Section 1129B.4 required wording is as follows. "Unauthorized vehicles parked in designated accessible spaces not displaying distinguishing placards or license plates issued for persons with disabilities may, be towed away at owners expense. Towed vehicles may be reclaimed at or by telephoning .' . . 16. Show or note on the plans that the accessible parking spaces are to be identified by a réflectorized sign, permanently posted immediately adjacent to and visible from each space, consisting of: a) .. A profile view of a wheelchair with occupant in white on dark blue background. r b) The sign'shall ~70 in.' in area. 4,- 4 . ,4 C),* When in the path of travel they shall be posted ~80 from the bottom of the sign to parking space -. finished grade. . - • -. , - d)'. Signs may also be centered on the wall of the interior end of th"pàrking space. e) . Van-accessible spaces shall have an additional sign "Van-Accessible" mounted below the symbol of * ,.. accessibility. f) In addition, the surface of each accesibIe space is required to be tharked with the international symbol of accessibility. 2 . . .. - . • CURB RAMPS . . 17.- 'Curb ramps shall be constructed where a pedetrian way crosses a curb: per Section 202. 18: . Plans shall show that curb ramps are ~:48" wide with a slope of :51:12 (8.33%), per Section 1113406.5.2. ••.• The slope of the fanned or flared sides of curb ramps shall not exceed 1:10, per Section 11 B-406.2.2. Show that detectable warnings, 36" deep and extending the full width of the curb ramp, are to be installed for all curb ramps (regardless of slope), per Section 11 B-705. Only approved DSNAC detectable warning products and directional surfaces shall be installed. Section 11 B-705.3. Locate curb ramps to prevent obstruction by parked cars, per Section 11 B-406.5.1. . Show that the landing at the top of the curb shall be level and 2!48" depth for the entire width of the curb ramp.' V ,, Section 11B-406.5.3. . .' . WALKS AND SIDEWALKS •' If any proposed walks slope 1:20 (5%) they must comply with ramp requirements, per Section 11 B-402.2. Walks along an accessible route of travel are required to be ~!48" minimum in width and have slip resistant . 'surfaces, per Section 11B-403.5.1, Exception 3. - .• . .25. * Show or note that any abrupt level changes will be ~'/2" along any accessible route of travel. When changes do - • occur, they shall be beveled with a slope of 151 :2, Level changes of :~/4" may be vertical. Section 11 B -303. NOTE: If level changes >h/2, they must comply with the requirements of ramps. . . 26..' Show that a 60" x 60" level area is provided at areas where a door (or gate) swings toward the walkin the accessible route of travel, per Section 11 B-404.2.4. Show that the walk extends ~24" beyond the strike edge of - the strike edge of any door (or gate) that swings toward the walk. Plans indicate that more than one route of travel is to be provided. Revise plans to show that all routes are to . . . be made accessible per Section 11 B-206.2. 1 ---Show that a 36" wide detectable warning material is provided at boundaries between wlkways and vehicular ways. Sections 11B-247.1.2.5 and 11B-705.1.2.5. The maximum permitted cross slope for walkways shall be 1:48, per Section 11B-403.3. - , . 4 . - ,. • . , , .. -. : '.. S - S I • CARLSBAD 16-2205 .• JUNE 20, 2016 30. Provide details or interior elevations to show that objects projecting from walls with their leading edges comply with Section 11B-307.1: c- - >27 but :580 above finished floor protrude :54 into walks halls corridors passageways or aisles 527" or >80" above finished floor may protrude any amount. S - S C) Freestanding objects mounted on posts or pylons may overhang 1512" into the walk, hall, etc. if ~t27" but :580" above ground surface or finished floor. - -. PEDESTRIAN RAMPS 4 31. Show that any path of travel with a slope 2t1:20 complies with pedestrian ramp requirements, Sec. .11 B-402.2. 32. The allowable slope for an accessible ramp is 151:12 (8.33%), per Section 11B-405.2-.- 33. The allowable cross slope at pedestrian ramps shall be 15 1:50 per ft (2%), per Section 11 B-405.3; 34. Show or note that ramp surfaces will be slip resistant. Section 1113-302.1: 35. Ramps shall have a minimum width of 48 inches, per Section 11 B-405.5. 36. Rarips shall be provided with intermediate landings where the rise is >30 inches. Section 11 B-405.6. 37. Show required landings at the top and bottom of ramps, per Section 11 B-405.7. The bottom landing shall be ~:72 in the direction of travel The top landing shall be a ~60" x 60". -- . 38. Show that the required intermediate landing is provided, per Section 11 B-405.7.4 as follows: ~:60" long where the ramp does not change directions. I . . S ~!72" long where the ramp does change directions. 39. Show the minimum required depth of landing where a door swings over the top landing. The minimum depth of -( the landing is required to be equal to the door width, plus 42", per Section 11 B-405.7.5. 40. Plans shall show that the strike edge distances at doors comply with the requirements of Section 11 B-404.2,. as follows: . ..• ., . ~!24 at exterior ramps ~18" at interior ramps. . . . 41. Where the ramp surface is not bounded by a wall, the ramp shall comply with one of the following . requirements, per Section 11B-405.9.2: a) A guide curb a minimum of 2" in height shall be provided at each side of the ramp; or - b) A wheel guide rail shall be provided that prevents the passage of a 4" sphere where the sphere is within 4" of the finish floor. 42. Show that handrails are 21'h' but 152" in any cross sectional dimension. Additionally, show that the handrails are placed a ~1 %' from any wall, per Section 11 B-505.7. . . 43. Show or note that handrails meet the following requirements, per Section 11 B-505: a) Are continuous. * .- b) Are to be located ~!34" but :538" above the ramp surface. 'I • . c) - Extend ~12" beyond both the top and bottom of the ramp. Extensions of handrails shall be in the same direction of the ramp runs. 'I • S * - . d) Ends are to be returned to a wall or walking surface. • 44 Show handrails at each side of ramp(s) which are shown to be 2:1:20 (5%) in slope, per Section 11 B-505.2. - I 4.. CARLSBAD 16-2205 JUNE 20, 2016 - I 45 Note that all wall surfaces adjacent to handrails will be free of sharp or abrasive elements per Section 1113- 505.8 (i.e., no stucco). . .' •' .7 • DOORS 46 Show, or note that there is a level floor or landing on each side of all doors The floor or landing is to be :!~/? - lower than the doorway threshold, per Section 11 B-404.2.5. - - . - Show or'note that all hand-activated door opening hardware meets the following requirements, per Sedtion.. 11B404.2.7: 'a) - Latôhing, or locking, doors in a path of travel are operated with a single effort by lever type hardware, by panic bars push-pull activating bars or other hardware designed to provide passage without requiring the ability to grasp the opening hardware --. b) i Is to be centered 2-34 but :544 above floor. Show or note that the maximum effort to operate doors shall not exceed 51o0nds, with such pull or push effort - ' - being applied at right angles to hinged doors and at the center plane of sliding or folding doors. When fire . doors are utilized, the max effort to operate the door may be increased to not exceed 15lbs. Sec. 11 B-404.2.9. Show or note that the lower 10" of all doors comply with Section 11 B-404.2.1 0, as follows:- - a) To be smooth and uninterrupted, to allow the door to be opened by a wheelchair footrest, without - 'creating a trap or hazardous condition. - b) Narrow frame doors may use a 10" high smooth panel on the push side of the door.4 - 44 - 4' . - 4 -' i 4 .• 4 7 .- 4 - 7 7 ''• -' '' -- 7 '4 - - - , . 7, .._ - • 4, 7 - 4 -4 .7 .7 -, I ..* 4 - - - .1' - . - - 4 * .• . . ' , . . .4' CARLSBAD 16-2205 - JUNE 2O,2016 S V [DO NOTPAY— THIS IS NOTAN IN VOICE] VALUATION AND PLAN CHECK FEE JURISDICTION CARLSBAD PLAN CHECK NO 16-2205 PREPARED BY ALl SADRE,SE DATEV JUNE 2O, 2016 BUILDING ADDRESS 1800 ASTON AVENUE BUILDING OCCUPANCY B, III-B/SPR BUILDING * : PORTION AREA (Sq. Ft.) Valuation V Multiplier Reg. Mod. V VVALUE ($) ;V V OFFICE SHELL 2r7-4a9 89.78 V V Air Conditioning 47799 cj !J.L% Fire Sprinklers 47799 Lo . V Oli-iq. TOTAL VALUE V V 4,26*460 .4 S. Jurisdiction Code - - - CB jBy Ordinance t4 1 LJ 2.2_ V V $10,030.861 Bldg. Permit Fee by Ordinance V!j Plan Check Fee by Ordinance jV I $6,520 06! Type of Review: . Complete Review V V V o Structural Only V V V •VV. E3 Other V V V V 0 Repetitive Fee Repeats V El V Hourly r Hr. @ * V V V V EsGil Fee V V -I $5,61728I . Comments: In ddftion totIie above fee, eh.additidLfee5f$86is.due (1-h66r@$86/hr) fOj V - V V •• VV V V theaIGreen.rev!ew. V V V V Sheet I of I V V V V V V V V macvalue VdOC + V • V - V V - V - V -' . . V V _S_ - PLAN CHECK Community & Economic -LAL,City of . . . . REVIEW . Development Department 1635 Faraday venue S TRANSMITTAL S Carlsbad CA 92008 ww carlsbadca ov DATE 09/22/2016 PROJECT NAME ASTON AVE OFFICE BUILDING PROJECT ID PD16-13 PLAN CHECK NO: CB162205 - SET#:, 3 ADDRESS 1800 ASTON AVE .. APN: 2121200800 VALUATION $4,436,225 SCOPE OF. WORK: 47799 SF OFFICE SHELL TILT UP ' I J • This plan check review is complete and'has been APPROVED by: . LAND DEVELOPMENT ENGINEERING DIVISION. 0 Final Inspection by Construction Manage,nent& Inspection Division is required: Yes IIZJ No X This plan chec 11 k review is NOT COMPLETE. Items missing or incorrect are listed on the attached hecklist. Please resubmit amended plans as required. . Plan Check Ccmments have been sent to: MCOADV@BURKEGROUP.NET To determine stat by one of the divisions listed below, please contact 760602-2719. LAND DEVELOPMENT 760-602-2750 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 - - Gina Ruiz . . S - Linda-Ontiveros 'Cindy Wong 760-602-4675 S • 760-602-2773 . 760-602-4662 Gina. Ruiz@carlsbadcago 0 Linda.Ontiveros@cansbadca.gov . . Cynthia.Wong@carlsbadca.gov . -• 0 • •' ValRay Nelson Dominic Fieri F]. 760-602-2741 . . . 760-602-4664 ValRay.MarshalI@carlsbadca.gov . Dominic.Fieri@carlsbadca.gov Remarks: V S • : - . 1 :-.- .4 ASTON AVE OFFICE BUILDING PL,N CHECK NO # CB162205 I Outstanding issues are mcrked with JIZI Items that conform top' requirements are marked with or have intentinally been left b1'tzk I SITE PLAN WHEN Provide a fully dimensioned site plan drawn to scale Show APPROVED LIII ElI North arrow , [] =Driveway widths - SLIP SHEET Existing'& proposed structures LIII Exising orproposéd -ew& lateral. CITY SIGNED LIII LIII Existing street improvements LIII Existing or proposed water service SET.INTO LIII] CIII] Property (show all dimensions) -FX LI] Sub4iit on signed apprdved plans: BUILDING SET LII] Easemnts DWG No DWG 494-5A LIII] LI] Right of way width & adjacent streets Show on site plan: DWG 4945A ITI LIII Drainagepatterns and propdsed siteelevatins. Show all high points. . . I] I]Buildingrad surface drainage must maintain'a minimum slope of one ercent towards an adjoining - . . street or an aprovéd drainage course. CIII'=ADD THE FOLLOWING NOTE Finish grads will provide a minimum ositive drainage of 2% to swale 5 away from building .L1 LII1Existing& proposed slopes and topography LIII LIliSize location alignment of existing or proposed sewer and water sery ce(s) that serves the project Each unit requires a separate service however ,second dwelling units and apartment complexes are an . exception. lays Sewer and water laterals should not be located within proposed driv per standards Include on title sheet [II] LZIiI site address Eli [2] Assessors parcel number [II] [21 Legal description/lot number '5 • ' . ' , . LII LII For commercial/industrial buildings and tenant improvement projects, include total building S S 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 LIIIJ-_Show all existing use of SF and new proposed use of SF. 5 Example: - 'Tenant improvement for 3500 SF of warehouse to 3500 SF1 of office. S .' ,- ,.-• . . -. S., Lot/Map No -. Subdivision/Tract Reference No(s): .ADJ 1604 - . E-36 .,I •, S . - . - Page 2of6 S , REV 6/01/12 S - ,-j S •. - 5- 5- _•:• ---t . '-.5 - .......5-- S . - ASTON AVE OFFICE BUILDING PLAN CHECK NO # CB162205 0 • DISCRETIONARY APPROVAL COMPLIANCE N/A LII Eli P)oject does not comply with the following engineering conditions of approval for project no 0• DEDICATION REQUIREMENTS ., 4dication for all street rights-of-way adjacent to thebuilding site and any storm drain r N/A utility easements on the building site is required for'all new buildings and for remodels with a vlue at or exceeding $ 24000.00 , pursuant to Carlsbad Municipal Code Section 18.40.030. V Eli Eli Dedication required as follows 0 0 0 0• 4. IMPRqVEMENT REQUIREMENTS •0 0 El EIAli needed public improvements. upon and adjacent to the building site must be constructed at time of building construction whenever the value of the construction exceeds $120;000.00, pursuant to Carlsbad Municipal Code Section 18.40.040. 0 Eli ElPb!ic improvements required as follows: 0 0 Construction of the iublic improvements mist be deferred pursuant to Carlsbad. lVunicipal Code Section 18.40. Please submit a recent property title report or current grant d;ed on the property and processing fee, so we may prepare the necessary Neighborhood lrpprovement Agreement. This agreement must.,be signed, notarized and • approved by the city prior to issuance of a building permit. • 0 Eli Future public improvements required as follows: . 0 N/A E-36 Page 3 of 6 ASTON AVE OFFICE BUILDING IAN CHECK NO # CB162205 4 5. GRADING PERMIT REQUIREMENTS,S The conditions that require a grading permit are found in '.Section 15.16 of the Municipal Code. L1 Jlnadeqi.iate infothiation 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',' S... Grading Permit required NOTE The grading permit must be issued and rough grading approval obtained prior to issuance of a building permit. L.J 1 Graded Pad Certification required. (Note: Pad certification may be required even' if a gradin permit is not required.) All required docünientation rñust b6 provided to your Engineering Construction. Inspector The inspector will then providethe engineering counter with a release for the building permit. t:i E1111 No grading permit required ( El El Minor Grading Permit required. See additional comments forproject- Specific requirement. _5 . - • .-:.. 5 ., ' - - - • -4 6. MISCELLANEOUS PERMITS , E1 LTJ 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 -S •5 •. - .. -: . - p L1 El Right-of-way permit required for *ANY WORK BEING DONE WITHINTHE PUBLIC RIGHT.( F WAY* 554 , ...E-36 - Page 4 of 6 - .. REV 6101/12 S I S • - - ASTON AVE OFFICE BUILDING V PLAN CHECK NO # CB162205 Construction Compliance SW 16-263 E Eli1 Project Threat Assessment Form complete. Eli cr11 Enclosed Project Threat Assessment Form incomplete. LII Requires Tier 1 Storm Water Pollution Prevention Plan (E-29). Please complete attached form and return (SW ) Requires Tier 2 Storm Water Pollution Prevention Plan. Requires submittal of Tier 2 SWPPP, payinent of processing fee and re"iew by city. Post-Development (SUSMP) Compliance SWMP 16-20 LI' El! Storm Water Standards Questionnaire. Project is subject to-Standard Storm Water Requirements. See city Standard Urban Storm Water Management Plan (SUSMP) for reference. LII L Indicate areas of impervious surfaces (patios walkway etc ) and pervious areas (landscaping) Eli 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 • Pervious pavement/payers El Flow-through planter/vegetated or rock drip line fl Vegetated swales or rock infiltration swales . Downspouts disconnect and discharge over landscape • • Other: • E-36 Pag5of6 REV 6/01/12 -- 1' ASTON AVE OFFICE BUILDING LAN CHECK NO # CB162205 8. WATER METER REVIEW I. '. ( Domestic (potable) Use . * 2" METER PER E2:F 'What size meter is required? PLUMBING L1 jJ' Where a residential unit is required to have ian automatic fire •. PAGES P1.1 extinguishing system, the minimum meter size shall lNOTE: the connection fee, SDCWA system Vcàpadty be a 1 meter. charge and the water treatment capacity charge will be based on tI.e size of the meter J ;necessary to meet the water use requirements. EIJ For residential units the minimum size meter shall bJ 1 . 5/8",except where , the residential unit is larger than 3,500 square feetot on a lot larger than one quarter (1/4) acre where the meter size shall be t 9 FEES Required fees have been entered in building perm11t Drainage fee applicable Added square feet Added square footage in last two years? El yes no Permit No S . . Permit No. V V Project built aftr1980 F ]yes Elno Impervious surface > 50% Elyes EJno Impact unconstructed facility El yes Ono Fire sprinklers required flyes no (is additj n over 150 from-center line) S pgrade U, yes Limo S El:i EJ No fees required V •'. V •• S JV• •, • •, V io; ADDITIONAL COMMENTS V 1 -. -- • V V V V VVV• V 55 V •_ 'V - V •, V Si' I V V V S • . S i . ' •V - -. Attachments :'= EngineerungApplication [] Storm Water Form [] Right-of-Way Application/info V I [J Reference Documents E-36 : * - • 'Page 6of6 • V • V REV 6/01/12 V - S V V • • V 1 V V . V - • • 5-- • • V * • S _• _..--•- h * ••. V - - L Fee Calculation Worksheet ENGINEERING DIVISION Prepared by: VALRAY NELSON Address: 1800 ASTON MVE Fees Update by: Date: 06/10/2016 GEO DATA: LFMZ: 5 I B&T: i Bldg. Permit #: CB162205 Date: Fees Update by: Date: EDU CALCULATIONS:Listtypes and square footages for all uses. S Types of Use: 47,799 S WH Sq.Ft./Units EDU's: Types of Use: Sq.Ft./Units EDU's: Types of Use: Sq.Ft./Units EDU's: Types of Use: Sq.Ft./Units EDU's: ADT CALCULATIONS: List types and square footages for all uses. Types of Use: 47,799 S WH Sq.Ft./Units ADT's: Types of Use: Sq.Ft./Units .. ADT's: Types of Use: S.Ft./Units ADT's: Types of Use: : Sq.Ft./Units ADT's: FEES REQUIRED: • Within CFD: IIjYES (no bridge & thoroughfare fee in District #1, reduces Taffic Impact Fee) Li NO 1. PARK-IN-LIEU FEE:[]NW QUADRANT LINE QUADRANT []SE QUADRANT []W QUADRANT • ADT'/UNlTS: X FEE/ADT: . $ N/A 23RAFFIC IMPACT FE: ADT'/UNITS:240. X FEE/ADT: 107 . $ 25,680 BRIDGE & THOROUHFARE FEE: IZiDIST. #1 . LJDIST.#2 EJDIST.#3 (USE SANDAG)ADT'S/UNITS X FEE/ADT: $. N/A FACILITIES MANAGMENT FEE ZONE: 5 ADT'/UNITS:.SF . I X FEE/SQ.FT./UNIT:' .40 $ 19,119.60 - SEWER FEE EDU' 9.56 . X FEE/EDU: 881 =$ 8,422.36 BENEFIT AREA: 'F EDU'3 9.56 X FEE/EDU: 3347. $ 31,997.32 DRAINAGE FEES: PLDA: EZIHIGH -]MEDIUM F--]LOW ACRES: 3.15 X FEE/AC: 10056 $ 31,676.40 POTABLE WATER F ES: S UNITS CODE CONN. FEE METER FEE SDCWA FEE TOTAL 1 • . •• D2 • 25,182 823 • 25,808 51,813 "'This may not represent a comprehensive list of fees due for this project. Please contact the .uilding division at (760) 60-719 for a complete listing of fees" - PLANNING DIVISION Development Services BUILDING PLAN CHECK Planning Division T 0 F REVIEW CHECKLIST 1635 Faraday Avenue CARLSBAD P-28 (760) 602-4610 - DATE: 1042-16 PROJECT NAME: PROJECT ID: - PLAN CHECK NO: CB 16-2205 SET#: 4 ADDRESS: 1800 Aston AV APN: 212-120-07-00 Tis plan heck review is complete and. has been APPROVED by the Planning Division 9' By Chris Sexton A Final Inspection by the Planning Division is required Z Ye N You my 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 divisibns. 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 'Mcoady@burkegroup.net For questions or clarifications on the attached checklist please contact the following reviewer as marked: PLANNING ENGINEERING FIRE PREVENTION- 760-602-4610 760-602 2750 760-602-4665 Chris Sexton Chris Glassen Greg Ryan 760-602-4624 760-602-2784 760-602-4663 Chris.Sexton@carisbadca.gov Christopher.Glassen@carlsbadca.gov Grego!y.Ryan@carisbadca.gov Gina Ruiz ValRay Marshall -. Cindy Wong 760-602-4675 760-602-2741 760-602-4662 Gina.Ruiz@carisbadca.gov ValRay.Marshall@carisbadca.gov Cynthia.Wong@carlsbadca.gov Linda On Dominic Fieri 0 - 760-602-2773 : 760-602-4664 - Linda.0ntiveros@carisbadca.ov Dominic.Fieri@carlsbadca.gov 0 - - 4 - -`Plan Check No. CB 16-2205 Address 1800 AstonAv Date 10-12-16 'Review #4 ' Planner Chris Sexton Phone (760) 602-4624 APN: 212-120-08-00 (before lot line adiustment approval) . Type of Project & Use: new shell building Net Project Density:N/A DU/AC '. Zoning: C-M/OS General Plan:-PI/OS 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 LII Item Incomplete ; Needs your action 'LI LI Environmental Review Required: ' YES E] NO Z TYPE Ndtréquired on ministerial • projects ... I•.• DATE OF COMPLETION: ____ . -.: •:- • Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval: ,. LI LI Discretionary Action Required 'ES LI NO LI TYPE APPROVAL/RESO. NO. DATE PROJECT NO OTHER RELATED CASES • Compliance with conditions or approval? If not, tate conditions which require action. . • Conditions of Approval Lii Li Coastal Zone Assessment/Compliance Project site located in Coastal Zone? YES D NO CA Coastal Commission Authority? YES D NO 0 • . . If California Coastal Commission Authority: Contact them at -, 7575 Metropolitan Drive: Suite 103, San Diego, CA 921084402; (619) 767-2370 Determine status (Coastal Permit Required or Exempt) Li Li Habitat Management Plan Data Entry Completed? YES LI NO j • . • • If property has Habitat Type identified in Table 11 of HMP, complete HMP Permit application and assess fees in Permits Plus • - (NP/Ds, Activity Maintenance, enter CB#, toolbar, Screens, HMP Fees,. Enter Acres of •, Habitat Type impacted/taken, UPDATE!) - • • Li Li ' lnclusionary Housing Fee required: YES Li NO [:] • . * (Effective date of Inclusionary Housing Ordinance - May 21, 1993.) Data Entry Completed? YES Li NO Li • •. 0 - • (A/P/Ds, Activity Maintenance, enter CB#, toolbar, Screens Housing Fees, Construct Housing Y/N, Enter Fee, UPDATE!) 0 Li Li Housing Tracking Form (form P-20) completed YES Li NO E] N/A Li -I ••- ..- 0 0 • P28 'Page 2of4 - 07/11 . - j I .-.. •__S5• ,. ."_- • . 5, I If Site Plan: 554• E FY 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 pa,rcel number. - Citif Council Policy 44— Neighborhood Architectural Design Guideliñel . Z LI 4 LI' -'..1. 5 Applicability: YES IjjjI]NO[] LII LI 2 Project complies YES [I] NOD Zoning ,LI .. 1. Setbacks: ..'.'.. Front: collector street ' Required 30' Shown.' I ., - . ' Interior Side: Required 10' Shown 72' - .. Street Side: Required 30' Shown 1647" . •'" S Rear Required 10 Shown JQJ. • 4 . Top of slope: Required N/A Shown N/A . .. 5 ". Y ' ,_••5 5 5' . • I •, S Z LI F1 2. Accessory structure setbacks: N/A - Front: Required Shown Interior Side: Required Shown ____ .•'. Street Side: Required Shown _____ S • S Rear: Required Shown Structure separation: Required Shown LI F1 3 Lot Coverage Required Shown 18.51% LI LI Height: Required iShown 35' with parapet that screens rooftop -' mechanical equipment . . S . • S LII El E Parking: Spaces Required 192 Shown 196 . S (breakdown by uses for commercial and industrial projets required) LI LI 6 Floor Area Ratio Required 50'?/o Shown 35.05% LI LI LI Additional Comments (1) Need approval of adiustment plat and grading plan (ADJ 16-04 and DWG 494-5A)...- Need to submit and receive approval of a formal landscape submittal (DWG44-5L) S Per Section 21.4 4,01 O(G) when calculating the required if th' number of parking spaces, .., • calculation results in a fractional space, the required parking number of spaces shall always . be rounded up to the nearest whole number. The (17,799 ft/250) parking calculation sq came out to 191.196 please change to 192 parking spaces required on sheet "T". S.. (1) Please remove all information in regards to the monument "2". The sign on sheet . monument sign will need to be approved under a separate sign permit. (5) Please details in regards to the trash What type provide enclosures. of material with the. enclosures will constructed of? Per the CRC Specific Plan, the trash to enclosures will need - • P-28 .. - 4 - • 14 5- - . * 4. - '- - Page 3 of 4 ) , 07/11 -: -S , .., y - S • .. be constructed of similar materials and colors of the proposed project. Shown on sheet 3, detail 28 The developer shall prepare and record a Notice that this propdrty is subject to overflight, sight and sound of aircraft operating from McClellan-Palomar Airport, in a form meeting the approval of the City Planner and the City Attorney, (The city will prepare this document when the adjustment plat is approved and a new assessor's parcel number will be assigned). Per SP 180(H), a minimum of 15% of the total parcel is required to be landscaped, It is' stated on sheet "T" that only 13.81% of the total parcel is landscaped. Please change the . cite plan to include 15% of the total parcel to be landscape. (8) Please provide a cut sheet for the lighting requirements. Th cut sh'eet should provide the height of the light standards, the type of lighting fixtures, and light fixtures on building and patio. City staff would like to ensure the light standards shield downward and not Guard to disturb habitat. Additionally, per SF 180(H), the lighting within the parking areas should be illuminated by post mounted luminaries with mounting heights of 10 to 12 feet, unless restricted by the height reguirements of the Palomar Airport Land Use Compatibility Plan or F =AA obstruction standards. - -. Please show the total square feet of the employee eating area. 5,880 square feet provided The interior setbacks are required to have a 10 foot minimum planting strip. Please showthis on the site plan. . ' Please fix the directional sign. It is showing the ast direction as the north direction. OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER DATE - - •',.'. -- tj.SS 4 .5 .- ••* , . . . . -., ••5_'4' I - - . . • . •- - 4__.•. . '. - _-, = - - . . - I •.j4 '7 .• - 1 .. ' ., . . 'S. - S..'. " .--- . ., - - •'4 5- 4 .. 5. .•_ .. 4 t ,, . ',, .. 't_r '5 - . 4. • .5. •-.. ... - '—t 5' •. 4 ..j . 5-. ..- •1 P28 Page4of4 ' L 07/11 - . ''- .• - . . •.- . 4 -- Shay Even : From - Amber Ressmer Sent Wednesday June 15 2016 1:19 PM To: MCOADY@burkegroup.net .. Cc Building Subject CB162205 2-story tilt-up office plans do not require a fire dept review 9 t Good afternoon Mike, You are receiving this email because you are the applicant on the permit #CB162205 for 1800 Aston Ave in Carlsbad, CA. The fire marshal has determined that the fire department does not need to reviewthese plans and no fire inspection is - necessary Thank you, Amber - . . . 4' (çityof J. Carlsbad Amber Ressmer . Administrative Assistant Fire Prevention City of Carlsbad 1635 Faraday Ave - -, . - :-•_ Carlsbad, CA 92008-7314 www.carlsbadca.gôv P 760-602-4665'I F 760-602-8561 - - - - - -.V.. 4 -•-- . . - •- - - 9 - - - 9 --- 4.. . - . 4 - 9 9. - • 1 - 4 -V.- •.*_.9 -' 9-V - 9 -1 - . . •:. - . .-... * KEN OKAMOTO & ASSOCIATES, INC. STRUCTURAL ENGINEERS * STRUCTURAL CALCULATIONS PROJECT 2 STORY BUILDING @ 1800 ASTON AVE JOB# 16105 CARLSBAD CA 1 CRITERIA: 2013 CALIFORNIA AND/OR LOCAL.BLbG CODE, LATEST EDITION MATERIALS: EXCEPT AS OTHERWISE SPECIFIED HEREIN: -. -' 3,000 PSI AT 28 DAYS. CONCRETE: . CONCRETE BLOCK: GRADE N, MED. WT., UNITS, ASTM C-90. REINFORCING STEEL: (ASTM A615, GRADE 60). STRUCTURAL STEEL: (COMPACT) (ASTM A992)... . STRUCTURAL PIPE: (ASTM A-53, GRADE "B"). PLYWOOD SHEATHING: DOUGLAS FIR, STRUCTURAL 1, P.S.1-95. - GLUE LAM. BEAMS: 2,400 PSI (D.F. COMB. "24F"): LUMBER: GRADE MARKED D.F. PER W.C.L.B. GRDG. RULE 17. SOIL PRESSURE: SEE FOUNDATION PLAN FOR COMPLETE DATA. DESIGN REFERENCES INCLUDING CHARTS AND TABLES FROM GENERAL DESIGN ASCE 7-10 LUMBER & TIMBER:, NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION .. . STEEL: MANUAL OF STEEL CONSTRUCTION, AISC.-' CONCRETE BLOCK: MSJC PUBLICATION . •. CONCRETE: ACI DESIGN HANDBOOK • BY:- I IF DATE 3186-F AIRWAY AVE. • COSTA MESA, CA 92626 .(714) 444-2422 • FAX (7.14) 444-2122 - H . 41 I L i KEN OKAMOTO & ASSOCIATES,INC. SHEET 1 OF FI 5TRIJGTURAL EN6I N 3186-F AIR WAY AVE.,COSTA MESA, CA 92628 .' JOB, 16105 TEL (714) 444-2422 FAX (714) 444-2122 PROJECT NAME: 2 ,STOR( BU I L171 Nc3— 1 SOO ASTON AVE., CARLSBAD, CA ROOF LOADS: . — GOMPO ROOF IN 3 PSF i INSULATION 2 PSF METAL DECK 2' PSi=: 'ta, a - JOISTS 3 - .. PSF . b' . 15 PSF SPRINKLER 1.5 PSF MISC. ' 4 PSF "-• 'c-. a 1T PSF BEAM . 3 PSF ..; '•• TOTAL P.L.20 PSF a. a . a. 4 •- •, LIVE LOAD 20 .. . PSF .•. .- FLOOR LOAI7S 1 a .•,. .4 1/2 LT. NT. GONG. 33 PSF- '' •. .. - .1' V-S METAL DECK 2 PSF JOISTS 4 PSF I CL6 15 PSF SPRINKLER 1.5 PSF MISC.. - B PSF .•., 45 PSF BEAM 5 PSF ' a TOTAL DL 50 PSF - a',, ' . - • - _• LIVE LOAD 100 PSF 10 U LrI KEN. OKAMOTO & ASSOCIATES, INC. SHEET:_______ STRUCTURAL ENGINEERS - . - J 3186-F AIRWAY AVE., COSTA MESA, CA 92626 zr rrz4 1 I 4 _ f I . . )•._ ... • . - - - - • -. - -. . - t I .•••- I - t - r - • - - , I r ?•.-':. I - !.! • •I I I I I I I I 1 • I ! ! - -! . • rw I '1 :i: Sv - tII1I I T •-. - - - a • •,- _•.& a - I • •: - - - -• - 1 ' -'•' - . I-• • L -- • • .. - - .- S ... KEN OKAMOTO & ASSOCIATES, INC. HEET:_______ STRUCTURAL ENGINEERS - ' t ' 3186-F AIRWAY AVE, COSTA MESA CA 92626 - - - ------------ .L' ' --------------- t I I •'i ii ii 66 66 ot - *.ov KEN OKAMOTO & ASSOCIATES, INC. HEET f STRUCTURAL ENGINEERS .. - '...[..t &SJOB T._ - .. .. . . .. .:. . .:...; .. 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AIRWAY AVE COSTA MESA, CA 92626 (714) 444-2422 13 KEN OKAMOTO & ASSOCIATES, INC.- SHEET STRUCTURAL ENGINEERS BY Project Title: Engineer: Project Descr: H. 15 Project ID: uescnption i ypiudi rdrii Calculations per ACI 318-11 Sec 14.8, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used: ASCE 7-10 ?c: Concrete 28 day strength = 4.0 ksi Wall Thickness 6.0 in Temp Duff across thickness = 0.0 deg F Fy: Rebar Yield = 60.0 ksi Rebar at wall center Min Allow Out-of-Plane Defi Ratio = LI 150 Ec: Concrete Elastic Modulus = 3,122.0 ksi Rebar "d" distance 3.0 in Minimum Vertical Steel % = 0.0020 X : Lt Wt Conc Factor = 1.0 Lower Level Rebar... Using Stiff. Reduction Factor per ACI R. 1 0.12.3 Fr: Rupture Modulus = 316.228 psi Bar Size # 5 - Max%of pbalanced = 0.01806 Bar Spacing 12.0 in Max Pu/Ag = fc * = 0.060 - Concrete Density = 144.0 pcf Width of Design Strip = 12.0 in A Clear Height = 13.750 ft B Parapet height = 0.0 ft B Wall Support Condition Top & Bottom Pinned A Vertical Uniform Loads... (Applied per foot of Strip Width) DL: Dead Lr: Roof Live Lf: Floor Live S: Snow W: Wind LedgerLoad Eccentricity 8.0 in 1.350. 0.0 2.10 0.0 0.0 kilt Concentric Load 1.450 0.0 0.0 0.0 0.0k/ft Wind Loads: Seismic Loads: . Full area WIND load 16.0 psf Wall Weight Seismic Load Input Method: ASCE seismic factors entered SDS Value per ASCE 12.11.1 5DS 1 = 0.7220 . Fp = Wall Wt. 0.2888'.= 20.794 psI it -I : •' I - _ ••_ V ' Project Title: Engineer: Project ID: - Project Descr: . -- V'.' -- :• . ' - Pnn1e1: 13 MAY 2016, 1:26PM F11 R L.)escrlpuorl I YIJIil røl eu ggggg "- Results reported for "Strip Width" of 12..0 in Governing Load Combination... Actual Values... Allowable Values... PASS Moment Capacity Check ,Maximum Bending Stress Ratio 0.8585 +1.200+0.50Lr+1.60L+160H Max Mu 3.320 k-ft Phi 4 Mn 3.867 k-ft - PASS Service Deflection Check . . . ' Actual Defi. Ratio Li . 865, Allowable Defi. Ratio - 150 +D+L+H . Max. Deflection 0.1907 in PASS Axial Load Check - Max Pu! Ag 94.490 psi .' Max. Allow. Defi. 1.10 in +1,20D+0,5OLr+160L+160H .. - Location .. 13.521 ft - 0.06 240.0 psi - PASS Reinforcing Limit Check - . . . . Controlling Aslbd 0.008611 Aslbd = 0.0 rho bal 0.01806 - . . -, . :.• - Maximum Reactions...' for Load Combination.'... Top Horizontal 4O-0.750L-+0.750S-0.5250E+H 0.2166 k 1*, • Base Horizontal +040.750L40.750S.+0.5250E+H 0.2165 k . . - . Vertical Reaction '4)-'-L-+H . . 5.890 k Results reported for "Strip Width = 12 in. Axial Load ' . Moment Values . - OM * Load Combination ' Pu 0.06*fc*b*t Mcr Mu 'Phi Phi Mn As As Ratio rho bal k k k-ft k-ft - k-ft in'2 +1.40D+1.60H at 13.29 to 13.75 0.000 17.280 1.90 1.26 .0.90 3.87 0.310 • 0.0086 0.0181 +1.200.+0,5OLr-u-1,60L+1,60H at 13.29 to 13. 0.000 17.280 1.90 3.32 0.90 3.87 0.310 0.0086 0.0181 +1.20D+1.60L-+0,505+1,60H at 13.29 to 13.7 0.000 17.280 1.90 3.32 0.90 3.87 0.316 0.0086 0.0181 - +1.20D+1.60Lr*0.50L+1.60H at 13.29 to 13. 0.000 17.280 1.90 1.78 0.90 3.87 0.310 0.0086 0.0181 +1.20D+1.60Lr+0.50W+1.60H at 13.29 to 13. 0.000 17.280 1.90 '1.08 0.90, 3.87 ' 0.310 0.0086 0.0181 +1.20D+0.50L+1.60S+1.60H at 13.29 to 13.7 0.000 17.280, 1.90 1.78 0.90 3.87 0.310 . 0.0086 0.0181 +1.20D+1.60S-.1).50W.u-1.60H at 13.29 to 13.7 0.000 17.280 1.90 - • 1.08 0.90 . 3.87 0.310 0.0086 0.0181 +1.20D+0,5OLr-'-0.50L+W+1.60H at 13.29 to 1 '0.000 17.280 1.90 1.78 0.90 3.87 0.310 0.0086 0.0181 +1.20D+0,50L-+0.50S-+W+1.60Hat 13.29 to 1 0.000 17.280 1.90 .1.78 0.90 3.87 - 0.310 - 0.0086 0.0181 +1.344D-e0.50L-+0.20S+1.30E+i.60H at 10.54 5.125 17.280 1.90 2.11 0.90 -4.82 0.310 - 0.0086 0.0181 +1.3440-'0,50L40.205-1.30E+1.60H at 13.29 t 0.000 17.280 1.90 1.91 0.90 ' 3.87 0.310 0.0086 0.0181 - -+0.90D+W40,90H at 10.08 to 10.54 2.758 17.280 . 1.90 0.90 . . 0.90 4.39 - 0.310 0.0086 0.0181 40.7556D-'-1.30E40.90H at 8.25 to 8.71 2.415 17.280 1.90 - 1.04 0.90 4.32 - 0.310 ' 0.0086 0.0181 +0.7556D-1,30E-+0,90H at 13.29 to 13.75 0.000 17.280 1.90 - ' 0.68 0.90 3.87 0:310 0.0086 0.0181 NO., =5101 49_701~3 1 11 Results reported for "Strip Width" = 12 in. Axial Load Moment Values . Stiffness Deflections Load Combination Pu Mcr Mactual - I gross I cracked I effective Deflection Defi. Ratio k k-ft k-ft ifl44 in"4 1n44 in +D-u+l at 7.79 to 8.25 . 3.229 1.90 0.54 . 216.00 4 19.15 162.000 0.038 4,354,1 .Dt-.l-1 at 9.63 to 10.08 5.197 1.90 1.73 216:00 20.43 - , 162.000 ' 0.191 865.0 -'-04.r-'4-1 at 7.79 to 8.25 3.229 ' 1.90 0.54 - - 216.00 19.15 162.000 0.038 . 4,354.1 u-O+S-s-Fl at 7.79 to 8.25 3.229 1.90 0.54 - ' 216.00 19.15 162.000 - 0.038 4,354.1 4040.750Lr+0.750L-.-H at 7.79 to 8.25 4.804 1.90 1.17 , 216.00 20.18 ' 162.000 0.085 1,951.5 +D*0.750L-+0.750S*l at 7.79 to 8.25 , , 4.804 ' 1.90 .1.17 - *21600 20.18 162.000 0.085 1,951.5 -.D-+O.60W'.41 at 7.33 to 7.79 3.262 1.90 0.73 - 216.00 19.18 ' 162.000 . 0.053 3,105.2 40+0.70E-'-+-1 at 7.33 to 7.79 . 3.262 1.90 0.85 - 216.00 * - 19.18, - 162.000 0.061 2,702.3 -+O-0.70E41 at 9.17 to 9.63 - 3.130 1.90 0.32 216.00 19.09 162.000 0.016 10,321.9 , , -.D'+0.750Lr-fO.750L'-0.450W-sl-I at 7.79 to 8.2 4.804 1.90 ' 1.34 216.00 , 20.18 162.000 0.096 1,720.1 4D+0.750L0.750S40.450W-'-H at 7.79 to 8.25 4.804 1.90 1.34 216.00 20.18 . 162.000 0.096 1,720.1 40'+0.750L40.750S-+0.5250E*fl at 7.79 to 8.2 4.804 1.90 11.43 216.00 . ' 20.18 162.000 0.104 1,583.2 -+D*O.750L+0.750S-0.5250E-s-H at 8.25 to 8.7 4.771 1.90 0.99 ' 216.00 20.16 162.000 0.067 2,450.4 -+0,60D'0.60W*0,60H at 7.33 to 7,79 - . 1.957 1.90 0.53 '216.00 - 18.30 162.000' - 0.038 4,371.2 1 .,,'• ,• . . 17 Project Title: Engineer: Proict ID: Project Descr: Printed: 13 MAY 2016, 1:26PM Description: Typical Panel Results reported for "Strip Width." = 12 in. Axial Load Moment Values Stiffness Deflections Load Combination Pu Mci Mactual I gross I cracked I effective Deflection Defi. Ratio k k-ft k-ft in14 jflA4 j14 in +0.60D+0.70E+0.60H at 7.33 to 7.79 1.957 1.90 0.64 216.00 18.30 162.000 0.046 3617.6 +0.60D-0.70E40.60H at 11.00 to 11.46 1.799 1.90 0.24 216.00 18.20 162.000 0.003 54,339.6 D Only at 7.79 to 8.25 3.229 1.90 0.54 216.00 19.15 162.000 0.038 4,354.1 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 L Only at 7.79 to 8.25 2.100 1.90 0.83 216.00 18.40 162.000 0.059 2,816.2 0.000 0:00 0.00 0.00 0.00 0.000 0.000 0.0 WOnly at 6.88 to 7.33 0.000 1.90 0.38 216.00 16.95 162.000 0.025 6,499.6 E Only at 6.88 to 7.33 0.000 1.90 0.49 216.00 16.95 162.000 0.033 5,001.2 E Only -1.0 at 6.88 to 7.33 0.000 1.90 0.49 216.00 16.95 162.000 0.033 5,001.2 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 Results reported for "Strip Width = 12 in. Load Combination Base Horizontal Top Horizontal Vertical Q Wall Base 0.1 k . 0.07 k 3.790 k 0.2 k . 0.17 k 5.890 k +0kr41 0.1 k 0.07 k 3.790 k .i1J+S41 0.1 k 0.07 k 3.790 k 40+0.750Lr40.750L*t 0.1 k 0.14 k 5.365 1< +D+0.750L+0.750S+H 0.1 k 0.14 k 5.365 k 40I0.60W*l 0.1 k 0.00 k 3.790 k +O+0.70E41 0.2 k 0.03 k 3.790 k 40-0.70E'H 0.0 k 0.17 k 3.790 k +D-.0.750Lr*0.750L*0.450W#1 0.2 k 0.09 k 5.365 k -.D+0.750L40.750S+0.450W*l 0.2 k 0.09 k 5.365 k +040.750L+0.750S40.5250E4H 0.2 k 0.07 k 5.365 k 4040.750L40.750S0.5250E*l 0.1 k 0.22 k 5.365 k 40 600+0.60 W40.60H 0.1 k 0.03 k 2.274 k +060D40.70E+0.60H 0.1 k 0.06 k 2.274 k 40.60D-0.70E40.60R 0.1 k 0.14 k 2.274 k D Only 0.1 k 0.07 k 3.790 k Lr Only 0.0 k 0.00 k 0.000 k L Only 0.1 k 0.10 k 2.100 k S Only 0.0. k 0.00 k 0.000 k WOnly 0.1 k 0.11 k 0.000 k E Only 0.1 k 0.14 k 0.000 k E Only * -1.0 0.1 k 0.14 k 0.000 k Ft Only 0.0 k 0.00 k 0.000 k I- •. '.•.- / o - • •- - . ; : • ... . . • I •I • S - - . . - 0 - — -- -- •• - I I . - I I • .1 - • - •-1 -I .11 -s. • - • - . . • .• -I. •.. -. II I I -.. I I . - I . . -. III I .1 I I •- ••l_ I •-1 S . II• • I - - ..'. ::. • • : • I I •• 51.1 --I- . II IJ I I I I I c 7 —4 0 - 7 T9 " • t "ITRUMMIC DR"' S.. III II..IS S I MI II aZ I - 7 MON : L I' I ;I; -i-- '-•..-- ...- £-[ lwk -€ iiII k' iç5-'c VM • I I_I 5III,_ II r#TIRfMs riFireflil I IS., S. - SI - I -5,- I.I S• Up I I I S I I II II - I., II II II II II 0 I ... .1. - 1 - 5.5 S II - • - - -• - - I- - I I I - I •:s Project Title: Engineer: * . Project Descr: Proiet ID: Prinfpd A IIAVA4 ii ii Results reported for "Strip Width" of 12..0 in Governing Load Combination... Actual Values... Allowable Values... PASS Moment Capacity Check Maximum Bending Stress Rao 0.8137 +1.354D+0.50L+020S+130E+160H Max Mu 3.888 k-ft Phi *Mn 4.778 k-ft PASS 'Service Deflection Check . Actual Defi. Ratio L/ 941 . Allowable Defi. Ratio 150 E Only . Max. Deflection 0.3441 in PASS Axial Load Check . Max Pu /Ag 34.830 psi Max. Allow. Dell. 2.160 in +1.354D+0.50L+0.20S+1.30E+1.60H Location 13.950 ft 0.06 *fc 240.0 psi PASS Reinforcing Limit Check Controlling As/bd 0.007949 As/bd = O.0rho bal 0.01806 Maximum Reactions... 'for Load Combinafion... ' - ' Top Horizontal E Only . 0.3488 k Base Horizontal E Only 0.3239 k Vertical Reaction +D-+141 . -, 4.384 k Results reported for "Strip Width' = 12 in. Axial Load . Moment Values 0.6- Load Combination . Pu 0.06ic*b*t Mcr Mu Phi Phi Mn As 1 As Ratio rho bal +140D+1.601-f at 26.10 to 27.00 0.000 18.720 3.34 0.09 0.90 4.22 0.310 0.0079 0.0181 +1.20D.0.50Lr+1.60L+1.60K at 26.10 to 27. 0.000 18.720 3.34 2.35 0.90 4.22 0.310 : 0.0079 0.0181 +1.200+1.60L+0.505+1.60H at 26.10 to 27.0 0.000 18.720 3.34 2.32 0.90 4.22 . 0.310 0.0079 0.0181 +1.20D+1.6OLr+0.50L+1.60H at 26.10 to 27. 0.000 18.720 3.34 0.89 0.90 . 4.22 ,. 0.310 0.0079 0.0181 +1.200+1.6OLr+0.50W+1.60H at 13.50. to 14. 1.637 18.720 3.34 0.84 . 0.90 4.56 . 0.310 . 0.0079 0.0181 +1.20D40.50L+1.60S+1.60H at 26.10 to 27.0 0.000 18.720 3.34 '078 0.90 4.22 . 0.310 0.0079 0.0181 +1.200+1.60Si.0.50W+1.60H at 13.50 to 14.4 1.477 . 18.720 3.34 0.78 0.90 4.52 0.310 '0.0079 0.0181 +1.20D+0.50Lr+O.50L+W+1.60H at 14.40 to 1 2.493 18.720 3.34 1.95 0.90 4.73 0.310 0.0079 0.0181 +1.20D+0.50L+0.50S+W-i-1.60H at 14.40 to it 2.443 18.720 3.34 . 1.93 0.90 4.72 0.310 0.0079 0.0181 +1.354D+0.50L+0.20S+1.30E+1.60H at 13.50 2:717 18.720 3.34 3.89 0.90 , 4.78 0.310 0.0079 0.0181 +1.354D.'0.50L.1.20S-1.30E+1.60H at 11.70 t 2.907 18.720 3.34 2.54 0.90 4.82 - 0.310 0.0079 0.0181 +0.90D+W+0.90H at 13.50 to 14.40 1.108 18.720 3.34 . 1.50 0.90 4.45 0.310 0.0079 0.0181 0.7460D+1.30E+0.90H at 12.60 to 13:50 0.971 18.720 334 2.89 0.90 4.42 0.310 0.0079 0.0181 +0.7460D-1.30E+0.90H at 12.60 to 13.50 0.971 18.720 3.34 2.84 0.90 4.42 0.310 0.0079 0.0181 . Results reported for "Strip Width" =1 2 in. Axial Load Moment Values Stiffness Deflections Load Combination Pu Mcr Mactual I gross I cracked I effective I Deflection Defl, Ratio k k-ft k-ft nM nM in'4 I in 4011-1 at 15.30 to 16.20 1.091 3.34 0.04 . 274.63 17.30 . 205.969 0.007 49,315.9 -+Dt+I-I at 15.30 to 16.20 3.191 3.34 41 0.89 274.63 18.75 205.969 0.149 2,181.5 404.r-'H at 15.30 to 16.20 1.191 3.34 0.08 274.63 17.36 205.969 0.013 24,626.4 .+D+S4I at 15.30 to 16.20 . 1.091 . 3.34 0.04 274.63 17.30 :205.969 0.007 . 49,315.9 4040.750Lr40.750L+l-1 at 15.30 to 16.20 2.741 3.34 0.71 274.63 18.45 205.969 0.117 2,758.6 40+0.750L40.750S-+I-1 at 15.30 to 16.20 2.666 3.34 0.68 274.63 18.39 205.969 0.112 2,885.0 4040.60W-Il-I at 13.50 to 14.40 1.231 3.34 0.92 274.63 17.39 205.969 0.146 2,216.4 40-+0.70E41-1 at 13.50 to 14.40 1.231 3.34 1.58 274.63 17.39 205.969 0.251 1,289.8 40-0.70E+H at 12.60 to 13.50 1.301 3.34 1.52 274.63 17.44 205.969 0.238 1,358.7 -+040.750Lr-+0.750L-+0.450W41 at 14.40 to 15 2.811 3.34 1.34 274.63 18.49 205.969 0.223 1,452.2 -+040.750L40.750S40.450W#1 at 14.40 to 15. 2.736 3.34 1.31 274.63 18.45 205.969 0.218 1,487.2 4040.750L40.750S40.5250E4-H at 13.50 to 14 2.806 3.34 1.79 274.63 18.49 205.969 0.298 1,086.8 +0-+0.750L.0.750S-0.5250E-+H at 10.80 to 11 3.017 - 3.34 0.67 274.63 18.63 205.969 0.081 4,016.8 0.60D-+0.60W-I0.60H at 13.50 to 14.40 . 0.739 3.34 0.90 . 274.63 17.04 205.969 0.143 2,270.8 Project Title: Engineer: Proiet ID: Project Descr: PrintM A IAAV mit 14.14n11 iiescnption : I ypicai ranei Results reported for "Strip Width' = 12 in. Axial Load Moment Values Stiffness Deflections Load Combination Pu Mcr Mactual I gross I cracked I effective Deflection Defi. Ratio k k-ft k-ft in^4 1nt4 1n14 in 40.60D+0.70E40.60H at 13.50 to 14.40 0.739 3.34 1.56 274.63 17.0.4 205.969 0.247 1311.5 *060D-0.70E+O.60H at 12.60 to 13.50 0.781 3.34 1.52 274.63 17.07 205.969 0.239 . 1,353.1 DOnly at 15.30 to 16.20 1.091 3.34 0.04 274.63 17.30 205.969 0.007 49,315.9 LrOnly at 15.30 to 16.20 0.100 3.34 0.04 274.63 16.59 205.969 0.006 49,934.6 L Only at 15.30 to 16.20 2.100 3.34 0.84 274.63 18.00 205.969 0.140 2,317.9 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 WOnly at 12.60 to 13.50 0.000 3.34 1.45 274.63 16.52 205.969 0.229 1,413.6 EOnly at 12.60 to 13.50 0.000 3.34 2.18 274.63 16.52 205.969 0.344 941.5 E Only -1.0 at 12.60 to 13.50 0.000 3.34 2.18 274.63 16.52 205.969 0.344 9415 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 Ift Results reported for Strip Width = 12 in Load Combination Base Horizontal Top Horizontal Vertical Wall Base 40+H 0.0 k 0.00 k .2.284 k +O+L41 0.1 k 0.05 k 4.384 k +1J4.r41 0.0 k 0.00 k 2.384 k 0.0 k . 0.00 k 2.284 k +040.750Lr+0.750L41 0.0 k 0.04 k 3.934 k 4O+0.750L40.750S#1 0.0 k 0.04 k . 3.859 k 40+0.60W+4-1 0.1 k 0.14 k 2.284 k 4040.70E4H 0.2 k 0.24 k 2.284 k 40-0.70E+H 0.2 k . 0.25 k 2.284 k +1J+0.750Lr40.750L+0.450W4H 0.1 k 0.06 k 3.934 k *D+0.750L+0.750S40.450W4-1 0.1 k 0.06 k 3.859 k 4040.750L+0.750S+0.5250E+H 0.2 k 0.14 k 3.859 k +040.750L40.750S-0.5250E4l 0.1 k 0.22 k 3.859 k 40.60D.0.60W40.60H 0.1 K . 0.14 k 1.370 K +0.60D+0.70E40.60H 0.2 K 0.24 k 1.370 k .0.60D-0.70E+0.60H 0.2 k 0.25 k 1.370 k O Only. 0.0 k . 0.00 k 2.284 k LrOnly 0.0 k 0.00 k. 0.100 k L Only . 0.1 K . 0.05 k 2.100 k S Only 0.0 k 0.00 K . 0.000 k W Only . 0.2 k 0.23 k 0.000 Ic E Only . 0.3 k 0.35 k 0.000 k E Only * -1.0 0.3 k 0.35 K 0.000 k H Only 0.0 k 0.00 K 0.000 K KEN OKAMOTO& ASSOCIATES, INC. ,SHEET STRUCTURAL ENGINEERS JOB ROOF FLOOR TOTAL HEIGHT COLUMN BASE PMAREKI LOADS LOADS LOADS (ft) SIZE PLATE 1 1.0J __ P2 ____ P4 b1 P5 9-7 o7 loll, P6 :P7' (4 P8 - - PlO P11 . P12 LO'2- (.O?— tiiV31 P13 P14 P15 P16 P17 67 '57 P18 - (O - '.- P19 \(4. -• P20 P21 '- \V k->4 P22 IYO 3• _-' P23 10 ______ ' _______ _______ -)(44' q P24 P25 .r4b'c cvk P26 . D . 1,D(P P27 P28 4, W. P29 P304) ft P31 P32 cvv< . . . .. '•1 -. r KEN OKAMOTO & ASSOCIATES, INC. HET . STRUCTURAL ENGINEERS BY JOB F R ...........:• [1 I •.. , . ... _ * I , 7 / . ..... 3' . - . . .. 4-)L) - --, •- ________ - 3186-F AIRWAY AVE. • COSTA MESA, CA 92626 (714) 444-2422 - 3186-F AIRWAY AVE COSTA MESA, CA 92626 (714) 444-2422 KEN OKAMOTO &ASSOCIATES; INC.SHEE STRUCTURAL ENGINEERS ••......... i.oSTi. L1e -i- - ....._;. ....}...,.,. ...I.__..__..4._._ .... - - - 7c_ /9572 BY V/J2 V t07 - >t vtt '/3 t°t4DO Vt aT 7 •.• •-• - . . ... - ---'. - •-.• .- .- ........................ i.,. I-P .......... . ............ . ••.t•. ...• .*.•, .. - - 4-4 t-'). .:.................. J. H ,.. •..S(f . . - 1 • • .• - •... • . • • . . 3186-F AIRWAY AVE COSTA MESA, CA 92626 (714) 444-2422 I KEN OKAMOTO & ASSOCIATES, INC. SHET . StRUCTURALENGNEERS _ HL - - BY a L * 04 .. _ - . ., - H.• . . ........4..,. a.. c g 2S 1'ci7 . IU77 - a fv 4. i_I i cS .- 3186-F AIRWAY AVE COSTA MESA, CA 92626 (714) 444-2422 ..... .- . - .. :. • . ;. . .. 4 - -..- -. 4 . -- ' ox 7 H - \ V2. O 2 -c I71 16 LC2o7,LA !!i 4'c,r - ...- .,.-. . I776. :.. . -.,._____ •••. 9 . 3186-F AIRWAY AVE COSTA MESA, CA 92626 (714) 444-2422 .... KEN OKAMOTO& AS'SOCIATES,'INC; .• SHEE,2 7, STRUCTURAL ENGINEERS JOB 1k LoT- S 'S - BY ...............5, ,... ....... ............--. ..,-i..-. S ...................... t'c 3 .................................. i.......................r. r - .................... .. . u ... 'k) •- S 55 [ .5 ....... .,7 ,yz .5.. ..-.S. ...... 3-3 00 - I 4 ..........1- "I ,,,... ' tr___ .....i.._ -oJ .5 . - ............. . . . .5 , S... 3186-F AIRWAY AVE COSTA MESA, CA 92626 (714) 444-2422 FA 1 KEN OKAMOTO & ASSOCIATES, INC SHEET____ STRUCTURAL ENGINEERS JOB i.. BY... .1 . . el ft. - .,, .• .... C. .7 jr .:. ....• •Jt: •(- (c4.6 -.i. - V,1', 3 1 'I (3 O' H (0•J 3186-F AIRWAY AVE COSTA MESA, CA 92626 (714) 444-2422 .. 1, P. KEN OKAMOTO& ASSOCIATES,- INC.- STRUCTURAL ENGINEERS JOB BY 3186-F AIRWAY AVE COSTA MESA, CA 92626 (714) 444-2422 I KEN OKAMOTO & ASSOCIATES, INC. SHEET______ STRUCTURAL ENGINEERS L BY. 1 - - > q --i .00 taw 04t~7 17 - - . ., r 45 0jf7z LO(4 .:'fr'4Z ) /o'(O" ................ . ... . ,.. .. . .,. .. ................ ...: . ',.. .......... 4-7/ . H.. k) I i/i 7 ( > '-1 4 3170 2 ) 6, .•• . .! . I. . ,. . /. .. .•• . •. 7 . .-001 7.)c'AT- 732ja (V 4I-/q -169 d 3186-F AIRWAY AVE. • COSTA MESA, CA 92626 . (714) 444-2422 2—r7 D ... . •.. KEN OKAMOTO & ASSOCIATES, INC.SHEET STRUCTURAL ENGINEERS 13 k ...4. BY - L J 6fl' (w (fl 34 72 3186-F AIRWAY AVE COSTA MESA, CA 92626 (714) 444-2422 h/ 23' 7 h' * 6D 1~ VT7H 37 -•: 44 Ar . o' (lip ov - q -: (vt) ( 0 : - J,2/t 4 vx VLV7 3186-F AIRWAY AVE COSTA MESA, CA 92626 (714) 444-2422 •- •- •. S - S....-. 1 I KEN OKAMOTO & ASSOCIATES, INC. - HET - . STRUCTURAL ENGINEERS JOB •- _ . ••••-••-•• ..•••; ••••• •._+..-.•.•" - - BY - •1 •.. -. . ............ 4. / ft - 795/\T/__; . .........•... L....'. - ................-. - -?-rVY D9 :61WK /,/L/,P5 I X,:1/ ci 73/q ~ L I I $1 p 'S. . - '-.--'S ', .. .• ... I . ................ L -• .............................. ,.--.,..•,S S '.I S -.-S••• I-.... 3186-F AIRWAY AVE COSTA MESA, CA 92626 (714) 444-2422 r KEN OKAMOTO & ASSOCIATES, INC. STRUCTURAL ENGINEERS I JOB .. BY . . ... ..... .;.......S... ,, ...• . S.... .... for, S . . . . - -'j- -- / P .:<'. .- . . .5. ...L..... S... --.4 ....... .... .1 . . .. .. .. ,. I I17'15 . ........- ..... -. •1 5--. 5, ... ... ..- . I L... A- - (3)(S) f LI Lt3c IuOUPUp ........-, 5... 5. . . . .,,. . ' . .., ' .. S ............... .. .: I.. .............. . .. . . , , : . : . 3186-F AIRWAY AVE. COSTA MESA, CA 92626'• (i1'4) 444-2422 Display Sections for Member Calcs 5 Include Shear Deformation? Yes Trans Load Btwn Intersecting Wood Wall? Yes r.è I' paei 91 144 Area Load Mesh (in A2) C P-Delta Analysis Tolerance 0.50% Yes Automaticly Iterate Stiffness for Walls? lit 32.2 Gravity Acceleration (ft/sec'2)_______ MY _10RU-915,15, Eigensolution Convergence Tojjl.E-) 4 Global Member Orientation Plane . XZ Dynamic Solver -, Accelerated Solver Hot Rolled Steel Code AISC 14th(360-10): ASD AlSC l4th(360-10): ASD RiSAConnection Code MW AF&PA NDS-12: ASD Wood Code Concrete Code . ACI 318-11 . .. Aluminum Code . AAADM1-05: ASD- Building • .• , Number of Shear Regions 4 . Biaxial Column Method PGA Load Contour Concrete Stress Block Rectangular Use Cracked Sections Slab? Yes Unused Force Warnings? Yes Concrete Rebar Set REBAR SET ASTMA615 Max % Steel for Column 18 RISA-31) Version 12.0.0 [G:\...\...\...\16105 2 Story building @ 1800 Aston Avenue 7 Carlsbad CA.r3d] Pagel Designer : KO Company : Ken Okamoto & Associates Mar 7, 2016 Boopu-SA Job Number : 16105 Checked By:_____ T E 14 N 0 1 0 G I E S Model Name : Two Story building @ Aston Avenue - Carlsbad, CA Global, Continued Seismic Code ASCE 7-10 àEtere'&./ s IT Add Base Weight? No cz: .. O5 CtX .035 TZTsé ' T X (sec) Not Entered ,- 7 -. -- R 3.5 CtExZ Ct Exp. X .75 DS .722 1 - - TL (sec) Not Entered eismic Detailing Code ASCE7-05 mX 1 - 777 Rho 1 1 - Hot Rolled Steel Properties I ri;i ( N. Tk-.....,, It1 --- .h.rII .lAri:i r.. 1 A36Gr.36 29000 11154 .3 .65 .49 36 .1.5 58 1.2 7b7 flTiA 11 12 3 A992 29000 11154 .3 .65 .49 50 . 1.1 58 1.2 29Oi0ii 1114 3 49 42 S13 8T _ 5 A500Gr.46 29000 11154 .3 .49 46 1.2 58 1.1 ' A3JL 29tXO 11154 .65 _ : 7 A572Gr.501 29000 11154 .3 .65 .49 50 1.1 . 58 1.2 A992Jf 7290166113 65 A9 11_5f 9 :1i A500Gr.421 461 29000 290 11154 .3 3 .65 .49 ____ 42 6 1.3 T 58 iTh 1.1 1&4 - Hot Rolled Steel Section Sets I kI fl.;.,, I ;.. .,e.....;..I m. .1...... A •.... r:. , - 1 Column Column Flange I"•J 1.82 _W10x54 _Wide _A992 -.--_------_ _ _7_J_'L'' in __dé\Flae___ypTcal_-;:__i7O _TyDical _15.8 _103 _303 3 RoofBeam_Wi8x55 Beam _Wide Flange _A992 _Typical _16.2 _44.9 _890 -- 1.66 - Joint Coordinates and Temperatures I .,kI V rfei 1 Ni 0 0 0 I 0 I IIIWI IIIOP... 2 N2 0 1375 0___- - _0' N3 0 32.75 0 0 4 N4 0 0 N5 32 13.75 . 0 0 32.... RISA-3D Version 12.0.0 [G:\...\...\...16105 2 Story building @ 1800 Aston Avenue - Carlsbad, CA.r3d] Page 2 1 Ni I Reaction I Reaction Reaction . I Reaction Reaction - I I I LJIJLII 19 1 Wéá IJ o LOU n 3 N2 I Storyl MEMN f * Member Primary Data I I I..,I I I..,...4 - If t.......e • *.._IC'l.___. . -- - - _- ---- . - - - 1 _____________ - Ml - - Ni - - N2 ---------------- - Column J Column Wide Flange -•IIl 0 A992 I9II UIe Typical column Column Wide Flange Cei ___MMa IM M3 N4 N5 A992 __ Typical Floor Beam Beam Wide Flange A992 5 M5 N2 N5 Typical Member Advanced Data ---...-.tS_1r.1IIILWA_t1LIIJ. k1 L_1 Basic Load Cases RlCfl..,inf,nn yr.--.,;h, vr.-.-...;4..-- - -. MM HMIM- ME - - ME Joint Loads and Enforced Displacements (BLC 3 seismic) Member Distributed Distributed Loads (BLC I dead) Member Distributed Loads (BLC 2 floor live) RISA-31D Version 12.0.0 [G:\ \ ' \16105 2 Story building @ 1800 Aston Avenue - Carlsbad CA r3dl Page 3 I Company Ken Okamoto & Associates•• - Mar 7, 2016 111RUSA Designer KO Job Number : 16105 CheckdBy:____ T EH N 0 I. o r. I E 3 Model Name Two Story building @ Aston Avenue - Carlsbad, CA Load Combinations - - Dl f' Dl f' r.....n. 1 dead+Iive Yes - Y - 1 ------ 1 = 2 1 - DL - racior 3 (1.0+0.14Sds)... Yes Y 1 1.192 3 -1 5 (1.0+0.lSds)D... Yes Y 1 1.14 2 .75 3 -.75 7 (0.6-0.14Sds)D.. Yes I Y I - 1 1.4081 3 -1 1 -- L .1- - 1.- - - .-; Load Combination Design 1 - - dead+Iive - - --- --- Yes - ........-••-• Yes t0+0.14Sd MISIN - Yes Yes Yes - _ Yes i Yes tirim Yes onnecti... Yes 3 5 Yes Yes Yes _____ Yes Yes Yes Yes Yes Yes - Yes Yes 1.0+0.1Sds.. -_Yes Yes I Yes I Yes I Yes I Yes I Yes Yes Yes 7 0.6-0.14Sd... Yes Yes ____ I Yes Envelope Member Section Forces Member Sec Axialiki LC y Sheariki LC z She... LC Torciuefk-ftl LC y-y Moment... LC z-z Momen LC * No Data to Print ... Envelope Drift Report - .. Envelope AISC 14th(360-10): ASD Steel Code Checks . Ken Okamoto & Associates, Inc. :; Sheet - Structural Engineers • - Job #161105 3186-F Airway Ave. —.Costa Mesa, Ca 92626 • -• - S. ---- • f.. IMRF REQUIREMENTS ••• S BEAM BEAM in width of the column flange.. MON C! > in thickness of column flange in column depth '031 in shear plate thickness MOMENT FRAME 3 -• CONNECTION in Column Plastic Modulus in . Column Area 56 Ifl Y, Radius of gyraon -. ft Column Height Effective length factor in distance between outer face of column flange and web toe of its fillet .• K L 12 -64.45 --s 20 ksi Allowable axial load (AISC page 4-319), •.• Beam size: 1x65 . in width of beam flange M 23 5, in3 Beam Plastic Modulus in thickness of beam flange • in depth of the beam F = 50 ksi yield strength of steel PANEL ZONE SHEAR CAPACITY • - •: 3b c t cf2 V cap :=0.55-F.d 1 ~ v cap= 120 kips Panel zone db.d c.tw - .;_ • shear capacity kip v act := 1.85 V - Induced shear by beam bending moments due to gravity loads x 1.85 the seismic forces - • v act =43 kips IN I v cap = 120 kips -, OK. r.• - t •. - MINIMUM PANEL ZONE THICKNESS d Z :=db_tbf 5 . 0 d = 17.65 in Panel zone depth btwn.- • • 0 • :=:d 2•t cf . • • • continuityplates W zc_ • • - . - w = 8.87 in Panel zone width btwn.fianges - d+w Z .• Ken Okamoto & Associates, Inc. . Sheet______ Structural Engineers . Job #161 05 - 3186-F Airway Ave. Costa Mesa, Ca 92626 = • MEMBER STRENGTH Cover Plate @ Beam Flange k ft Maximum moment at con nechon =3 Seismic force amplification factor M 0 :=M-9) M = 351 k ft Moment .w/ seismic amplification M 12 F h :=_° F h = 239 kips Horizontal force du6 to moment d - • T max bf b F Tmax = 285 kips Maximum tension force in bear flange C max := 1.7-t bf-b b 0 6 F C max = 290 kips Maximum compression force in beam flange & O.K. No cover plate required CONTINUITY PLATES (AISC Chapter J) M 0 124 bf = . bf=318 kips d Z. - - k)] AS Yw(bf t 4 A=401 2 TRY P. 1. O.K. . Area :=--b Area = 6.25 in2 A S = 401 8 - V se 2 • in NIG im tin, - r r -. V k •-' V . '-V - - :- r' - I KEN OKAMOTO & ASSOCIATES, INC. I - STRUCTURAL ENGINEERS IMtI '"7 ((f v-"t- / i + = $ 4- (12.- ' IL )r7 i' 1.4-LS 114. i p o 47" 4ovt 3, /3 >''S .... .. .. . ............... . . . . . . . . . .., .. . - ..'. ® I ,.. . .. . .. .. 67 I Icfi- 3 () o,/yK/c' H 3186-F AIRWAY AVE COSTA MESA, CA 92626 (714) 444-2422 -. . .. •y ---•.'-4-- - --- .. . .. . . . -4.--' -.'• I-.'' .'.'-.-'- - 4..•_.._.. - _>._. ._t._ IIKENOKAMOTO & ASSOCIATES, INC. ,HEE H . STRUCTURAL ENGINEERS ' o' ry/7-p .. • . __________ f . I ' I . .. ..- .. -_..r""_ .-.. •...........:..-.---•+.... .... [)7 : / ...................... ,. '• Il. ..(• . . .. •••ç .... . O7 7~' 16 to ...-.'... ' -•-: :'' - 777 l)t 4,Iccrx 64 ... ....1 , .. .. -. ¶ . 12.r(?t c - --. . . • . 4. - 3186-F AIRWAY AVE COSTA MESA, CA 92626 (714) 444-2422 4 . . . ..,..... KEN OKAMOTO & ASSOCIATES, INC. STRUCTURAL ENGINEERS I --...--. 3186-F AIRWAY AVE COSTA MESA, CA 92626 (714) 444-2422 • .• • •• - -. S A -, - • • S. S S -.5 • I KEN OKAMOTO & ASSOCIATES, INC. SHEET______ - STRUCTURAL ENGINEERS JOB - BY 4. p tIk'iI-1IhI Anchor DesignertM Software - Version 2.3.5555.57 1.Proiect information Customer company: Customer contact name: Customer e-mail: Comment: 2. Input Data & Anchor Parameters General Design method:ACI 318-11 Units: Imperial units Anchor Information: Anchor type: Cast-in-place Material: F1554 Grade 36 Diameter (inch): 0.750 Effective Embedment depth, her (inch): 5.000 Anchor category: - Anchor ductility: Yes h. (inch): 6.50 C (inch): 1.22 S (inch): 3.00 Load and Geometry Load factor source: ACI 318 Section 9.2 Load combination: not set Seismic design: Yes Anchors subjected to sustained tension: Not applicable Ductility section for tension: 0.3.3.4.3 (c) is satisfied Company: Ken Okamoto & Associates Inc Date: 4/19/2 016 Engineer: SN Page: 1/5 Project: Address: 3186-F Airway Avenue Costa Mesa, CA 92626 Phone: (714)-444-2422 E-mail: Pro$ctdescnption: , IZo- JOf 't040yL Location: Fastening description: .. Base Material Concrete: Normal-weight ' Concrete thickness, h (inch): 8.00 State: Cracked Compressive strength, f (psi): 4000. 4'c.v: 1.0 Reinforcement condition: B tension, B shear Supplemental reinforcement: Not applicable Do not evaluate concrete breakout in tension: No Do not evaluate concrete breakout in shear. No Ignore 6d0 requirement: Yes Build-up grout pad: No Base Plate , . . Length x Width x Thickness (inch): 12.00 x 12.00 x 0.50 Input data and results must be checked for-agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956W. Las Positas Boulevard Pleasanton CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com SIMPSON .yi • E1 .J' i - Anchor Designer TM '. Software Version 2.3.5555.57 Company: Ken Okamoto & Associates Inc Date: 4/19/2--016 Engineer: SN - Page: 3/5 Project: Address: 3186-F Airway Avenue Costa Mesa, CA 92626 Phone: (714)-444-2422 E-mail: 3. Resulting Anchor Forces Anchor Tension load, - Shear load x, Shear load y, ' Shear load combined, N,,a (lb) Vua, (lb) V, (lb) r /(V)2+(V)2 (lb) 1 2462.5 0.0 672.0 t - 672.0 : 2 2462.5 0.0 . - 672.0' -, 672.0 3 2462.5 0.0 . 672.0 , 672.0 4 2462.5 0.0 '• 672.0 ' 672.0 Sum , 9850.0 ' 0.0 - 2688.0 - 12688.0 Maximum concrete compression strain (%o): 0.00 . ' , <Figure 31 Maximum concrete compression stress (psi) 0 Resultant tension force (lb): 9850 Resultant compression force (lb): 0 Eccentricity of resultant tension forces in x-axis, e'w (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e' (inch): 0.00 Eccentricity of resultant shear forces in x-axis, e'v. (inch): 0.00 ' Eccentricity of resultant shear forces in y-axis, e'w (inch): 0.00 ' x 04. 03 Steel Strength of Anchor in Tension(Sec. 0.5.1)- . . Nsa (lb) 0 ON. (lb) I '• . . ' . - - ' 19370 0.75 14528 Concrete Breakout Strength of Anchor in Tension (Sec. 0.5.21 Nb=kcAaIf'chf 5(Eq 0-6) k5 ' :Aa f (psi) . h, (in) Nb (lb) 24.0 ' 1.00 4000 5.000 - 16971 0.75N 9 0.75 (ANc/AN) edNNf',j,NNb (Sec. D.4.1 & Eq. D-4).- ANC (in 2) At'SO (in') YcC.N ¶POd.N Pc,N Pq,.N Nb (lb) ' 0.75lNcbg (lb) 529.00 225.00 .1.000 1.000 1.00 ' 1.000 16971 - 0.70 ' 20947 Pullout Strength of Anchor in Tension (Sec. 0.5.31 0.750Npn = 0.75f$'f,.PNp 0.75Pp8Ab,gf'c(Sec. D.4.1, Eq. 0-13 & 0-14) A 5 (in') f (psi) 0 0.75ØN,,, (lb) 1.0 0.91 , 4000 - 0.70 15305 . -S ' •. 4 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3571 www.strongtie.com 12 IiIk'I-1llI Anchor Designer TIM ff Software Version 2.3.5555.57 Company: Ken Okamoto & Associates Inc Date: 4/19/216 Engineer: SN Page: 4/5 Project: Address: 3186-F Airway Avenue Costa Mesa, CA 92626 Phone: (714)-444-2422 E-mail: . V . - 8. Steel Strength of Anchor in Shear (Sec. 0.6.11 ' :. ., - V. (lb) . Qtgroul 0 Ø9,0546 V00 (lb) ' . . -• . 11625 10 065 7556 1 9. Concrete Breakout Strength of Anchor in Shear (Sec. D.6.2) Shear perpendicular to edge in y direction I/by = minI7(1e/da)12 IdaA.4fccal15; 9Arccalt.5I (Eq. D-33 & Eq. D-34) 1 (in) d0 (in) Ae f (psi) Coi (in) V (lb) 5.00 0.75 1.00 4000 16.00 35861 VVV4V . ,V • . Vctgy= Ø(Avc/Av)'f'ec,v .v0.v1"o.vVoy(Sec. D.4:1 & Eq. D-31) Avc (in 2) Ayes (in2) 'P.v !Pe,v . Pcv - ¶f-'o.v Voy (lb) • Ø%/ (lb) 448.00 1152.00 1.000 1.000 .. 1.000 1.732 35861 0.70 * 16908 Shear parallel to edge in y direction Vo* = minI7(Io/da)12'Ida2a1f'cca,'5; 9Ao4f'4C0145I (Eq. D-33& Eq 0-34) -' . V•V V V Io (in) da (in) A.0 fc (psi) Cal (in) Vo (lb) , 5.00 0.75 1.00 4000 16.00 35861, , ' , - • V ØVthgy = 0 (2)(Avc/Aves) V7 vV7.4 vV7e vV7 vVo (Sec D 4 1 & Eq 0-31) Ave (in 2) Ayes (in 2) ¶Poe.v V'ed,v V7c.V Wh. V V,,0 (lb) .,, qlVcogy (lb) 448.00 1152.00 1.000 1.000 1.000 1.732 . , 35861 . 0.70 33817 Concrete Prvout Strength of Anchor in Shear (Sec. 0.6.31 ØV = tkNthg kCP(ANC/ANCO)V7O.NV7OO1.NV'C.NV7CP.NNb(Eq. D-41) k9, , A (in 2) ANOO (in 2) V7OçN ¶Ped.N WC. N V 1'1epN No (lb) '0 OVcpg (lb) - 2.0 . : 529.00 V 225.00 1.000 1.000 1.000 1.000 16971 . ., 0.70 55860 Results Interaction of Tensile and Shear Forces (Sec. 0.7) Tension . Factored Load, N50 (lb) Design Strength, eN0 (lb) Ratio Status Steel . 2463 14528 V 0.17 " . Pass Concrete breakout , 9850 , V 20947 0.47 ' Pass (Governs) Pullout 2463 15305 ' 0.16 . ' Pass Shear . Factored Load, V00 (lb) Design Strength, eV (lb) Ratio ' '.' Status Steel 672 , 7556 ' 0.09 , - Pass - T Concrete breakout y+ 2688 16908 V V , 0.16 , Pass (Governs) ,.lI Concrete breakout x- 1344 ' 33817 V , 0.04 Pass (Governs) Pryout , 2688 55860 0.05 V Pass - Interaction check N50/ØN0 V V00/ V0 ' Combined Ratio Permissible . ' Status Sec. 0.7.1 0.47 0.00 47.0% V 1.0 , 'Pass V 314"0 Heavy Hex Bolt, F1554 Gr. 36 with hef 5.000 inch meets the selected design criteria. V V V V V Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. . Simpson Strong-Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com i/c SIMPSONAnchor Designer r 1 Version 2.3.5555.57 Softwar Company: , Ken Okamoto & Associates Inc Date: 4119/Z016 Engineer: SN . Page: 5/5 Project: Address: 3186-F Airway Avenue Costa Mesa, CA 92626 Phone: (714)-444-2422 E-mail: 12. Warnings * - Minimum spacing and edge distance requirement of 6da per ACI 318 Sections D.8.1 and D.8.2 for torqued cast-in-place anchor is waived per designer option. - - Per designer input, ductility requirements for tension have been determined to be satisfied - designer to verify. - Per designer input, ductility requirements for shear have been determined to be satisfied - designer to verify. Designer must exercise own judgement to determine if this design is suitable , . JL St; $; ,• .5 ...'. - . * Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Sirog-Tie Company Inc. 5956W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3671 www.strongtie.com - •• -. • •, .5 -- - , . • 4. 4- .4 Company: Ken Okamoto & Associates Inc Date: 4/19/2 016 Engineer SN Page: 1/5 Project: Address: 3186-F Airway Avenue Costa Mesa, CA 92626 Phone: (714)-444-2422 E-mail: Project description: 'is-r A4ivrz.._ Fastening description: - - Base Material -, Concrete: Normal-weight - . Concrete thickness, h (inch): 8.00 State: Cracked Compressive strength, f (psi): 4000 - 4.,v: 1.0 Reinforcement condition: B tension, 6 shear Supplemental reinforcement: Not applicable Do not evaluate concrete breakout in tension: No Do not evaluate concrete breakout in shear: No Ignore 6d0 requirement: Yes Build-up grout pad: No Base Plate Length x Width x Thickness (inch): 12.00 x 12.00 x 0.50 I Anchor DesignerTM Software Version 2.3.5555.57 a 1.Proiect information Customer company: Customer contact name: Customer e-mail: Comment: 2. Input Data & Anchor Parameters General Design method:ACI 318-11 Units: Imperial units Anchor Information: Anchor type: Cast-in-place Material: F1554 Grade 36 Diameter (inch): 0.750 Effective Embedment depth, het (inch): 5.000 Anchor category: - Anchor ductility: Yes hrnã (inch): 6.50 Ci (inch): 1.22 SrWn (inch): 3.00 Load and Geometry Load factor source: ACt 318 Section 9.2 Load combination: not set Seismic design: Yes Anchors subjected to sustained tension: Not applicable Ductility section for tension: D.3.3.4.3 (c) is satisfied Ductility section for shear D.3.3.5.3 (c) is satisfied Do factor: not set Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.sfrongtie.com 6/ Company: Ken Okamoto & Associates Inc Date: 4/19/2(316 Engineer: S Page: 2/5 Project: Address: 3186-F Airway Avenue Costa Mesa, CA 92626 Phone: (714)-444-2422 E-mail: Anchor Designer TM Software Version 2.3.5555.57 <Figure 2> Recommended Anchor Anchor Name: Heavy Hex Bolt- 3/40 Heavy Hex Bolt, F1554 Gr. 36 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton. CA 94588 Phone: 925.560.9000 Fax: 925.841.3871 w.strongtie.com - r 4 IIkT1I•]I Anchor De signer TM'. Software Version 2.3.5555.57 3. Resulting Anchor Forces Anchor Tension load, - Shear load x, .. Shear load y, -- Shear load combined, N4 (lb) V Vuax (lb) V.a, (lb) V 4(Vuax)2+(Vuuy)2 (lb) V 1 V 1768.8 0.0 V V .750.0 V 750.0 , 2 17688 00 7500 7500 ' 3 V ' 1768.8 0.0- ' 750.0 V , - V 750.0 V 5 - V 1768.8: 0.0 V V 750.0 750.0 Sum %5 Th:, V 7075.0 V 00% - . 3000.0 - 3000.0 Maximum concrete compression strain (%o): 0.00 V V <Figure 3> Maximum concrete compression stress (psi): 0 Resultant tension force (lb): 7075 V• Resultant compression force (lb): 0 Eccentricity of resultant tension forces in x-axis, e' (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e' (inch): 0.00 . V Eccentricity of resultant shear forces in x-axis, e'w (inch): 0.00 'V Eccentricity of resultant shear forces in y-axis, e'w (inch): 0.00 4. Steel Strength of Anchor in Tension(Sec. D.5M N (lb) 0 iftN,. (lb) 19370 075 14528 5 Concrete Breakout Strength of Anchor in Tension (Sec D 5 2 " Nb = kc2a1fche,l 5 (Eq. 0-6) k. V f (psi) h4, (in) Nb (lb) 24.0 1.00 4000 5.000 16971 0.750Nthg =0750 (ANC/AN-) ,N VNN1'1CP.NNb (Sec. D.41 & Eq. D4) AN. (in2) AN. (in 2)'Pee N 'Ped.N 'Pc.N 'P,N Nb (lb) 0 075SN 9 (lb) 529.00 225.00 1.000 1.000 1.00 1.000- 16971 0.70 V 20947 V 6. Pullout Strength of Anchor in Tension (Sec. D.5,3 0.75ØNpn = 0.756'f.pN 0.75Ø'Pc,e8Abrgf'c(Sec. D.4.1, Eq. 0-13 & 0-14) . ' ' V '• V V A (in 2) f'c (psi) 0 0.75ØN (lb) * V '1.0 0.91 4000 070 15305 V 5 '•; V S •5,_ * 'V. '55 •' V' V.' 5 Input data and results must be checked for agreement with the existing circumstances, the standards and guideline must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtieVcom V Company: Ken Okamoto & Associates Inc - Date: 4/19/Z016 Engineer: SN V Page: 3/5 Project: - Address: 3186-F Airway Avenue Costa Mesa, CA 92626 Phone: (714)-444-2422 E-mail: 'S SIMPSON Anchor r Software tstrong-T1e iij Version W 1.145! .- Company: Ken Okamoto & Associates Inc I Date: 4/19/Z016 Engineer: SN Page: 4/5 Project: Address: 3186-F Airway Avenue Costa Mesa, CA 92626 Phone: (714)-.444-2422 E-mail: 8 Steel Strength of Anchor in Shear (Sec 1361 Vs (lb) flgm qSgm44t6Vsa (lb) A 11625 10 065 7556 44•' 4 1. .4 ' . . "S .; .. 9. Concrete Breakout Strength of Anchor in Shear (Sec. D.6.2 . Shear perpendicular to edge in y direction p I/by = minI7(Ie/da)02.IdeA.aIf,,co:15; 9Afcc0,15(Eq. D-33 & Eq. D-34) I (in) d8 (in) A.. ic (psi) , c i (in) Vby (Ib) r 5.00 .0.75 1.00 4000 16.00 35861 •- '. çtVc gy = Ø(Avc/Avo)"ec,vPod,vPc.vPn,vVby(Sec. D.4.1 &Eq. D-31) Av (in2) A., (in 2) Pv WdV C.V : ¶i,v Vo (lb) 0 øVthgy'(Ib) 448.00 .1152.00 1.000 1.000 1:000 1.732 - 35861 0.70 16908 . , -. - 0' • Shear parallel to edge in y-direction: .• Vbx = minJ7(I0/d4024da4'1fcca1; 9A.1fccal1-5I (Eq. D-33 & Eq. D-34) - . . . Io (in) d. (in) A.. 1'. (psi) c.i (in) . Vb. (lb) 5.00 0.75 1.00 4000 16.00 35861- ØI/thgy = 0 (2)(Avc/Av) cv 91od.v 9'ev'f"t,,vVt,, (Sec. D:4.1 & Eq. D-31). Avc (in 2) Av. (in 2) , 'P,v f'.oJ.v WC, v - 'Pt,.v . V. (lb)' ØV, (lb) 448.00 1152.00 1.000 1.000 1.000, 1.732 .35861 . 0.70 . . 33817 10. Concrete Pivout Strength of Anchor in Shear (Sec. D.6.31 . .. . V . kp As. (in') * Aw.. (in 2) We, N ' Ped.N PcpVN t Nb (lb). . 0 ØVcpg (lb) 2.0 529.00 225.00 1.000 1.000 1.000 1.000 16971 ' 0.70 55860 . ''V V Sn VV 0 , 11, Results ' " - -V. - 1 Interaction of Tensile and Shear Forces (Sec. D.71 Tension - Factored Load, N. (lb) Design Strength, eN'(lb) Ratio . ' Status Steel ' , 1769 ' 14528, 0.12 . . . Pass Concrete breakout 7075 . 20947 ' 0.34 . ' ' Pass (Governs) - Pullout - 1769 . 15305 . - 0.12 - . ' Pass . Shear' . Factored Load, V.. (lb) Design Strength, øV, (lb) Ratio '. '. Status V Steel V 750 7556 0.10 '- V ' Pass T Concrete breakout Y 3000 16908 .. 0.18 , :- . Pass (Governs) II Concrete breakout x- 1500 33817 ' , 0.04 ' , ' Pass (Governs) Pryout 3000 55860 ' 005 Pass Interaction check Nu./6Nn VUS/0Vfl Combined Ratio Permissible ' Status Sec. D.7.1 . 0.34, 0.00 - 33.8% 1.0 V V ' Pass 314"0 Heavy Hex Bolt, F1554 Gr. 36 with hef = 5.000 inch meets the selected design criteria. V , 8 '•, - .' .., - 8 ' - ••V :,., , . I - 8 - . - V 0 -V • ',d V Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925,847.3871 www.strongtie.com V •.V_ V --V. V . V S .,I, /'1 ,_ - .* - -V - . .I, tIk'4I-1hI Anchor Designer TM Software Version 2.3.5555.57 a Company: Ken Okamoto & Associates Inc Date: 4119/21J16 Engineer: S Page: 5/5 Project: Address: 3186-F Airway Avenue Costa Mesa, CA 92626 - Phone: (714)-444-2422 E-mail: - 12. Warnings ' - Minimum spacing and edge distance requirement of 6da per ACI 318 Sections D.8.1 and D.8.2 for torqued cast-in-place anchor is waived per designer option. - - Per designer input ductility requirements for tension have been determined to be satisfied - designer to venfy. - Per designer input, ductility requirements for shear have been determined to be satisfied - designer to verify. Designer must exercise own judgement to determine if this design is suitable Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com KEN OKAMOTO & ASSOCIATES, INC SHEET_______________ STRUCTURAL ENGINEERS JOB BY PADS MARK LOAD S.P. AREA FOOTING REBAR (kips) k/ft k/ft SIZE THK. 3-0 J4 2-4' j\ 40 P7 I ('Ia 4-0 _________ pic ('4- -- -..O -7- -,Or 30 P17 - - 2413 S? J jez-() 3186-F AIRWAY AVE. COSTA MESA, CA 92626 (714) 444-2422 KEN OKAMOTO & ASSOCIATES,INC.: SHEET_____ STRUCTURAL ENGINEERS :'_.oB •IiS- - BY Ta (J, /cS/ NL --.... •-: ? - * r ' 4 21 r - - e -- * >t frj7' . O1L. = - . D : i-.. •. * 3186-F AIRWAY AVE COSTA MESA, CA 92626 (714) 444-2422 r'LN1 1ToN I 0PL1 y3o O:7 40 60 /(fl ç TJ. - - L h 73 vs - -, , XI 1d7 P1 %- r - tt • - 7 e fri /.'t: - -- : •• .- -. - --- 3186-F AIRWAY AVE COSTA MESA, CA 92626 (714) 444-2422 4 3 4 KEN OKAMOTO & ASSOCIATES, INC.' STRUCTURAL ENGINEERS JOB 3186-F AIRWAY AVE. - COSTA MESA, CA 92626 (714)444-2422 ............ S4 S I KEN OKAMOTO & ASSOCIATES, INC. SHE _57 I STRUCTURAL ENGINEERS jo LtThH BY E7 .Y Jr 9€ :: 7rrsq4ch/5 ... . toe ! ............................ : 'H csLey - 3) 47 > ... .................... 3186-F AIRWAY AVE COSTA MESA, CA 92626 (714) 444-2422 Ken Okamoto & Associates Structural Engineers Inc 3186-F Airway Ave. Costa Mesa, CA 92626 (714) 444-2422 Description : 2 Story Building 4 Calculations per IBC 2012, CBC 2013, ASCE 7-1 Applied Lateral Force Additional Orthogonal Force Maximum Load Used for Analysis: 385.0 k Center of Shear Application: k Distance from X' datum point 132.70 ft Distance from Y' datum point -54.40 ft 385.0 k - Note: This load is the vector resolved from the above two entries and will be applied to the system of elements at angular increments. Load Orientation Angular Increment 15.0 deg Load Location Angular Increment 15.0 deg Center of Rigidity Location (calculated). 'X' dist. from Datum 142.884 It Y dist. from Datum -43.587 It Accidental Torsion values per ASCE 7-05 12.8.4.2 Ecc. as % of Maximum Dimension Maximum Dimensions: Along 'X' Axis Along 'Y' Axis 5.00 % Accidental Eccentricity -'1- from X Coord. of Load Application: - 0.0 ft Accidental Eccentricity -'4- from Y Coord. of Load Application: 0.0 It Label: 1.1 X Wall C.G. Location 7.5 ft Wall Length 5 ft Wall Deflections (Stiffness) for 1.0 kip load: Y Wall C.G. Location Wall Angle CCW Oft 0 deg Wall Height Wall Thickness 28.5 It 12 in Along Member Dir 6.2301E-002 in Wall Fixity - Fix-Pin E - Bending 1 Mpsi Along Member X Dir 1.0000E-+009 in E - Shear 1 MDsi Label: 1.10 X Wall C.G. Location 172.5 ft Wall Length 5 ft Wall Deflections (Stiffness) for 1.0 kip load: Y Wall C.G. Location Wall Angle CCW Oft 0 deg Wall Height Wall Thickness 28.5 It 12 in Along Member Y Dir 6.2301 E-002 in Wall Fixity Fix-Pin E - Bending 1 Mpsi Along Member X Dir 1.0000E+009 in - E - Shear 1 Mpsi Label : 1.11 X Wall C.G. Location 177.5 ft . Wall Length 5 ft Wall Deflections (Stiffness) for 1.0 kip load: Y Wall C.G. Location Wall Angle CCW 0 ft 0 deg Wall Height Wall Thickness . 28.5 It 18 in Along Member Dir 4.1534E-002 in Wall Fixity Fix-Pin E - Bending 1 Mpsi Along Member X Dir 1.0000E-+009 in E - Shear 1 Msi Label: 1.12 X Wall C.G. Location 135.5 It Wall Length 5 It Wall Deflections (Stiffness) for 1.0 kip load: V Wall C.G. Location Wall Angle CCW 0 ft 0 deg Wall Height Wall Thickness 28.5 ft 12 in Along Member Y Dir 6.2301 E-002 in Wall Fixity Fix-Pin E - Bending 1 Mpsi Along Member X Dir 1.0000E4009 in E - Shear 1 Mpsi Label: 1.2 X Wall C.G. Location 32.5 It Wall Length 5 ft Wall Deflections (Stiffness) for 1.0 kip load: V Wall C.G. Location Wall Angle CCW Oft 0 deg Wall Height Wall Thickness 28.5 ft 12 in Along Member V Dir 6.2301 E-002 in Wall Fixity Fix-Pin E - Bending 1 Mpsi Along Member X Dir 1.0000E+009 in E - Shear 1 Mpsi - Label: 1.3 X Wall C.G. Location 37.5 ft Wall Length 5 ft Wall Deflectioñs (Stiffness) for 1.0 kip load: V Wall C.G. Location Wall Angle CCW 0 ft 0 deg Wall Height Wall Thickness 28.5 ft 18 in Along Member V Dir 4.1534E-002 in Wall Fixity Fix-Pin E - Bending 1 Mpsi Along Member X Dir 1.0000E+009 in E - Shear 1 Mosi Label: 1.4 X Wall C.G. Location 67.5 ft Wall Length . 5 ft Wall Deflections (Stiffness) for 1.0 kip load: Y Wall C.G. Location Wall Angle CCW Oft 0 deg . Wall Height Wall Thickness 28.5 ft 12 in Along Member V Dir 6.2301 E-002 in Wall Fixity Fix-Pin E - Bending 1 Mpsi Along Member X Dir 1.0000E4009 in E - Shear 1 Mpsi Label: 1.5 X Wall C.G. Location 72.5 It Wall Length 5 ft Wall Deflections (Stiffness) for 1.0 kip load: V Wall C.G. Location Wall Angle CCW 0 ft 0 deg Wall Height Wall Thickness 28.5 ft 18 in Along Member Dir 4.1534E-002 in Wall Fixity Fix-Pin E - Bending 1 Mpsi Along Member X Dir 1.0000E+009 in E - Shear 1 Msi Ken Okamoto & Associates Structural Engineers Inc 3186-F Airway Ave. Costa Mesa, CA 92626 (714) 444-2422 LIM Description: 2 Story Building Label: 1.6 X Wall C.G. Location - 102.5 ft Wall Length 5 f Wall Deflections (Stiffness) for 1.0 kip load: V Wall C.G. Location Wall Angle CCW ,, . Oft 0 deg Wall Height Wall Thickness 28.5 ft 18 in Along Member V Dir . 4.1534E-002 in Wall Fixity Fix-Pin . E -Bending 1 Mpsi Along Member X Dir 1.0000E+009 in . E - Shear 1 Mpsi Label: 1.7 X Wall C.G. Location - 107.5 ft Wall Length 5 ft Wall Deflections (Stiffness) for 1.0 kip load: V Wall C.G. Location Wall Angle CCW . Oft 0 deg Wall Height Wall Thickness . 28.5 ft 18 in Along Member Dir 4.1534E-002 in Wall Fixity .-- - Fix-Pin , E - Bending 1 Mpsi Along Member X Dir 1.0000E+009 in E - Shear 1 Mpsi Label: 1.8 . X Wall C.G. Location . . 137.5 ft Wall Length . Wall Deflections (Stiffness) for 1.0 kip load: V Wall C.G. Location Wall Angle CCW Oft 0 deg Wall Height Wall Thickness 28.5 ft 12 in Along Member V Dir 6.2301 E-002 in Wall Fixity . Fix-Pin . E - Bending . 1 Mpsi Along Member X Dir 1.0000E4009 in E - Shear 1 Mpsi Label: 1.9 . X Wall C.G. Location 142.5 ft Wall Length 5 ft Wall Deflections (Stiffness) for 1.0 kip load: V Wall C.G. Location Wall Angle CCW 0 ft 0 deg Wall Height Wall Thickness 28.5 ft 18 in Along Member Dir 4.1534E-002 in Wall Fixity Fix-Pin E - Bending - . 1 Mpsi Along Member X Dir 1.0000E4009 in E - Shear 1 Mpsi Label: 2.1 X Wall C.G. Location 236.75 ft Wall Length 5 It Wall Deflections (Stiffness) for 1.0 kip load: V Wall C.G. Location Wall Angle CCW -57 ft 0 deg Wall Height .. Wall Thickness 35 ft 18 in Along Member Y Dir 7.6689E-002 in Wall Fixity Fix-Pin E - Bending 1 Mpsi Along Member X Dir 1.0000E+009 in - F - Shear I Mni Label: 2.2 X Wall C.G. Location 257.6 ft Wall Length 5 ft Wall Deflections (Stiffness) for 1.0 kip load: Y Wall C.G. Location Wall Angle CCW -57 ft 0 deg Wall Height Wall Thickness 35 ft . 12 in Along Member V Dir 1.1503E-001 in Wall Fixity . Fix-Pin - E -Bending 1 Mpsi Along Member X Dir 1.0000E-i-009 in E - Shear 1 Mpsi Label: 2.3 X Wall C.G. Location . 88.75 ft Wall Length 5 ft Wall Deflections (Stiffness) for 1.0 kip load: V Wall C.G. Location .' Wall Angle CCW . -56.5 ft 0 deg Wall Height Wall Thickness 30.25 ft 12 in Along Member V Dir 7.4420E-002 in Wall Fixity Fix-Pin E - Bending 1 Mpsi Along Member X Dir 1.0000E-+009 in E - Shear 1 MDsi Label: 2.4 . X Wall C.G. Location 58.5 ft Wall Length 5 ft Wall Deflections (Stiffness) for 1.0 kip load: V Wall C.G. Location Wall Angle CCW -56.5 ft 0 deg Wall Height Wall Thickness 30.25 ft 18 in Along Member Y Dir 4.9613E-002 in Wall Fixity Fix-Pin E - Bending 1 Mpsi Along Member X Dir 1.0000E+009 in E - Shear 1 Mpsi Label: 2.5 X Wall C.G. Location . 53.5 ft Wall Length 5 ft Wall Deflections (Stiffness) for 1.0 kip load: V Wall C.G. Location Wall Angle CCW -56.5 ft 0 deg Wall Height Wall Thickness 30.25 ft 18 in Along Member Dir 4.9613E-002 in Wall Fixity Fix-Pin E - Bending 1 Mpsi Along Member X Dir 1.0000E4009 in E - Shear 1 Mpsi Label: 2.6 X Wall C.G. Location 23.5 It Wall Length 5 ft Wall Deflections (Stiffness) for 1.0 kip load : Y Wall C.G. Location Wall Angle CCW -56.5 ft 0 deg Wall Height Wall Thickness 30.25 ft 18 in Along Member,Y Dir 4.9613E-002 in Wall Fixity Fix-Pin E - Bending . 1 Mpsi Along Member X Dir 1.0000E4009 in E - Shear 1 Møsi Label: 2.7 X Walt C.G. Location 18.5 ft Wall Length 5 It Wall Deflections (Stiffness) for 1.0 kip load: Y Wall C.G. Location Wall Angle CCW -56.5 ft 0 deg Wall Height Wall Thickness 30.25 ft 18 in Along Member V Dir 4.9613E-002 in - Wall Fixity Fix-Pin E - Bending 1 Mpsi Along Member X Dir 1.0000E+009 in . F - Shear 1 Mpsi Label: 2.8 - X Wall C.G. Location -11.5 ft Wall Length 5 ft Wall Deflections (Stiffness) for 1.0 kip load: V Wall C.G. Location - Wall Angle CCW -56.5 It 0 deg Wall Height Wall Thickness 30.25 ft 12 in Along Member Y Dir 7.4420E-002 in Wall Fixity Fix-Pin E - Bending 1 Mpsi Along Member X Dir 1.0000E+009 in E - Shear 1 Mpsi Ken Okamoto & Associates Structural Engineers Inc 3186-F Airway Ave. . Costa Mesa, CA 92626 . * (714) 444-2422 Description 2 Story Building Label: 2.9 X Wall C.G. Location ' -16.5 ft Wall Length - 5 ft Wall Deflections (Stiffness) for 1.0 kip load: Y Wall C.G. Location Wall Angle CCW j -56.5 ft 0 deg Wall Height Wall Thickness 35 ft 18 in Along Member Y Dir 7.6689E-002 in Wall Fixity ' Fix-Pin E - Bending 1 Mpsi Along Member X Dir 1.0000E+009 in E - Shear 1 Msi Label: 3.1 X Wall C.G. Location * 257.5 ft Wall Length 6 ft Wall Deflections (Stiffness) for 1.0 kip load: Y Wall C.G. Location Wall Angle CCW -115 ft 0 deg Wall Height Wall Thickness 35 ft 12 in Along Member Y Dir 6.6748E-002 in Wall Fixity Fix-Pin E - Bending 1 Mpsi Along Member X Dir 1.0000E+009 in - E - Shear 1 Mpsi Label: 3.2 X Wall C.G. Loáation 237 ft Wall Length 5 ft Wall Deflections (Stiffness) for 1.0 kip load: Y Wall C.G. Location . Wall Angle CCW -115 ft 0 deg Wall Height Wall Thickness 35 ft 12 in Along Member Y.Dir 1.1503E-001 in Wall Fixity Fix-Pin E - Bending 1 Mpsi Along Member X Dir 1.0000E+009 in E - Shear 1 Mpsi Label: 4.1 X Wall C.G. Location . 157.5 ft Wall Length 5 ft Wall Deflections (Stiffness) for 1.0 kip load: Y Wall C.G. Location . Wall Angle CCW -139 ft 0 deg Wall Height . Wall Thickness 28.5 ft 12 in Along Member Y Dir 6.2301 E-002 in Wall Fixity Fix-Pin E - Bending 1 Mpsi Along Member X Dir 1.0000E4009 in . E - Shear 1 Mpsi Label: 4.2 X Wall C.G. Location . . 177.5 ft Wall Length 5 ft Wall Deflections (Stiffness) for 1.0 kip load: Y Wall C.G. Location ' Wall Angle CCW -139 ft 0 deg Wall Height . Wall Thickness 28.5 ft 18 in Along Member Y Dir 4.1534E-002 in Wall Fixity Fix-Pin E - Bending 1 Mpsi Along Member X Dir 1.0000E4009 in . - E - Shear 1 Mpsi Label: 4,3 X Wall C.G. Location -', " 182.5 ft Wall Length 5 ft Wall Deflections (Stiffness) for 1.0 kip load: V Wall C.G. Location Wall Angle CCW . . -139 ft 0 deg Wall Height Wall Thickness 28.5 ft 18 in Along Member Dir 4.1534E-002 in Wall Fixity . Fix-Pin E - Bending 1 Mpsi Along Member X Dir 1.0000E4009 in E - Shear 1 Mpsi Label: 4.4 X Wall C.G. Location 202.5 ft Wall Length 5 ft Wall Deflections (Stiffness) for 1.0 kip load: Y Wall C.G. Location' . Wall Angle CCW ' -139 ft 0 deg Wall Height Wall Thickness 35 ft 12 in Along Member Dir 1.1503E-001 in Wall Fixity Fix-Pin F - Bending I Mpsi Along Member X Dir 1.0000E4009 in F - Shear 1 Mpsi Label: 5.1 - X Wall C.G. Location -35 ft Wall Length 5 ft Wall Deflections (Stiffness) for 1.0 kip load: .Y Wall C.G. Location Wall Angle CCW -34.5 ft 90 deg Wall Height Wall Thickness 35 ft 12 in Along Member Y Dir 1.1503E-001 in Wall Fixity * Fix-Pin E - Bending 1 Mpsi Along Member X Dir 1.0000E4009 in E - Shear 1 Msi Label: 5.2 X Wall C.G. Location -35 ft Wall Length . 5 ft Wall Deflections (Stiffness) for 1.0 kip load: V Wall C.G. Location ' Wall Angle CCW - -49.5 ft 90 deg Wall Height Wall Thickness 35 ft 18 in Along Member Y Dir 7.6689E-002 in Wall Fixity . Fix-Pin F - Bending 1 Mpsi Along Member X Dir 1.0000E#009 in F - Shear 1 Mpsi Label: 6.1 * X Wall C.G. Location -24.5 ft Wall Length ' 12 ft Wall Deflections (Stiffness) for 1.0 kip load: V Wall C.G. Location ' Wall Angle CCW -23 ft 90 deg Wall Height Wall Thickness 35 ft 10 in Along Member V Dir 1.0275E-002 in Wall Fixity Fix-Pin F - Bending . 1 Mpsi Along Member X Dir 1.0000E+009 in * E - Shear 1 Msi Label: 7.1 X Wall C.G. Location 0.5 ft Wall Length 13 ft Wall Deflections (Stiffness) for 1.0 kip load: V Wall C.G. Location - - Wall Angle CCW -18 ft 90 deg Wall Height - Wall Thickness 28.75 ft 12 in Along Member V Dir 3.8266E-003 in Wall Fixity . Fix-Pin E - Bending 1 Mpsi Along Member X Dir 1.0000E-+009 in - . E - Shear 1 Mpsi Label: 8.1 X Wall C.G. Location 104.66 ft Wall Length 23 ft Wall Deflections (Stiffness) for 1.0 kip load: V Wall C.G. Location Wall Angle CCW -16.5 ft 90 deg Wall Height Wall Thickness 28 ft 6.5 in Along Member V Dir 1.3350E-003 in Wall Fixity - Fix-Pin E - Bending 1 Mpsi Along Member X Dir 1.0000E+009 in F - Shear 1 Msi ~ =0 Ken Okamoto & Associates Structural Engineers Inc 3186-F Airway Ave. Costa Mesa, CA 92626 (714) 444-2422 Description : 2 Story Building Label: 8.2 X Wall C.G. Location . 104.66 ft Wall Length 19 ft Y Wall C.G. Location 49.83 ft Wall Height 28 ft Wall Deflections (Stiffness) for 1.0 kip load: Wall Angle CCW 90 deg Wall Thickness 6.5 in Along Member V Dir 2.2416E-003 in Wall Fixity Fix-Pin E - Bending 1 Mpsi Along Member X Dir 1.0000E#009 in E - Shear 1 Mpsi Label: 9.1 . X Wall C.G. Location 126.25 ft Length Wall 23 ft V Wall C.G. Location -50.25 ft . - Wall Height 32 ft Wall Deflections (Stiffness) for 1.0 kip load: Wall Angle CCW 90 deg Wall Thickness 6.5 in Along Member V Dir 1.9142E-003 in Wall Fixity Fix-Pin E - Bending 1 Mpsi Along Member X Dir 1.0000E009 in E - Shear 1 Mpsi Label: 9.2 X Wall C.G. Location 126.25 ft Wall Length 21 ft V Wall C.G. Location -84.25 ft Wall Height 28 ft Wall Deflections (Stiffness) for 1.0 kip load: Wall Angle CCW 90 deg Wall Thickness 6.5 in Along Member Y Dir 1.7048E-003 in Wall Fixity Fix-Pin E - Bending 1 Mpsi Along Member X Dir 1.0000E+009 in E - Shear 1 Mpsi Label: 10.1 . X Wall C.G. Location 150.25 ft Wall Length . 28 ft V Wall C.G. Location -111.5 ft Wall Height 13.75 ft Wall Deflections (Stiffness) for 1.0 kip load: Wall Angle CCW .90 deg Wall Thickness 6.5 in Along Member V Dir 1.6353E-004 in Wall Fixity Fix-Pin E - Bending 1 Mpsi Along Member X Dir 1.0000E-09 in E - Shear 1 Mpsi Label: 10.2 X Wall C.G. Location 150.25 ft Wall Length 9 ft V Wall C.G. Location -127.5 ft Wall Height 28.5 ft Wall Deflections (Stiffness) for 1.0 kip load: Wall Angle CCW . 90 deg Wall Thickness 6.5 in Along Member V Dir 2.0126E-002 in Wall Fixity Fix-Pin E - Bending 1 Mpsi Along Member X Dir 1.0000E#009 in E - Shear 1 Mpsi Label: 11.1 X Wall C.G. Location 209.5 ft Wall Length 18 ft V Wall C.G. Location . -10.5 ft Wall Height 28.5 ft Wall Deflections (Stiffness) for 1.0 kip toad: Wall Angle CCW 90 deg Wall Thickness 6.5 in Along Member Y Dir 2.7350E-003 in Wall Fixity Fix-Pin E - Bending 1 Mpsi Along Member X Dir 1.0000E+009 in E - Shear 1 Mpsi Label: 11.2 X Wall C.G. Location . 209.5 ft Wall Length 24 ft Y Wall C.G. Location -120.75 ft Wall Height . 31 ft Wall Deflections (Stiffness) for 1.0 kip toad: Wall Angle CCW . . 90 deg Wall Thickness 6.5 in Along Member Y Dir 1.5646E-003 in Wall Fixity Fix-Pin E - Bending 1 Mpsi Along Member X Dir 1.0000E-f009 in . . E - Shear 1 Mpsi Label: 12.1 X Wall C.G. Location 234 ft Wall Length 5 ft V Wall C.G. Location . -17.5 ft Wall Height 34 ft Wall Deflections (Stiffness) for 1.0 kip load: Wall Angle CCW 90 deg Wall Thickness 12 in Along Member V Dir 1.0549E-001 in Wall Fixity . Fix-Pin E - Bending 1 Mpsi Along Member X Dir 1.0000E+009 in E - Shear 1 Mpsi Label: 12.2 . X Wall C.G. Location . 234 ft. Wall Length 5 ft Y Wall C.G. Location -32.5 ft Wall Height . 34 ft Wall Deflections (Stiffness) for 1.0 kip load: Wall Angle CCW 90 deg Wall Thickness 12 in Along Member V Dir 1.0549E-001 in Wall Fixity Fix-Pin E - Bending 1 Mpsi Along Member X Dir 1.0000E-+009 in . E - Shear 1 Mpsi Label: 12.3 X Wall C.G. Location 234 ft Wall Length 5 ft Y Wall C.G. Location -37.5 ft Wall Height 34 ft Wall Deflections (Stiffness) for 1.0 kip load: Wall Angle CCW 90 deg Wall Thickness . 12 in Along Member V Dir 1.0549E-001 in Wall Fixity Fix-Pin E - Bending 1 Mpsi Along Member X Dir 1.0000E+009 in E - Shear 1 Mpsi Label: 12.4 X Wall C.G. Location 234 ft Wall Length 5 ft Y Wall C.G. Location -52.5 ft Wall Height 34 ft Wall Deflections (Stiffness) for 1.0 kip load: Wall Angle CCW 90 deg Wall Thickness 18 in Along Member V Dir 7.0327E-002 in Wall Fixity . Fix-Pin E -Bending 1 Mpsi Along Member X Dir 1.0000E#009 in E - Shear 1 Mpsi Label: 13.1 X Wall C.G. Location 264 ft Wall Length 5 ft V Wall C.G. Location -63.5 ft Wall Height 35 ft Wall Deflections (Stiffness) for 1.0 kip load: Wall Angle CCW 90 deg Wall Thickness 12 in Along Member V Dir 1.1503E-001 in Wall Fixity Fix-Pin E - Bending 1 Mpsi Along Member X Dir 1.0000E-*009 in E - Shear - 1 Msi Ken Okamoto & Associates Structural Engineers Inc 3186-F Airway Ave. Costa Mesa, CA 92626 (714)444-2422 Description: 2 Story. Building ---..--. FA WE Label.: 13.2 X Wall C.G. Location 264, ft Wall Length - 5 ft Wall Deflections (Stiffness) for 1.0 kip load: V Wall C.G. Location - --. Wall Angle CCW . -83.5 ft . 90 deg Wall Height ' Wall Thickness ' 35 ft 18 in Along Member V Dir 7.6689E-002 in Wall Fixity . Fix-Pin . E - Bending 1 Mpsi Along Member X Dir . 1.0000E+009 in . . ' ' E -Shear -., '1 Mosi Label: ' 13.3 X Wall C.G. Location 264 ft Wall Length ' 5 ft Wall Deflections (Stiffness) for 1.0 kip load: Y Wall C.G. Location Wall Angle CCW . -88.5 ft :, 90 deg . :'Wall Wall Height .- Thicknes 35 ft 18 in ' Along Member Dir ' 7.6689E-002 in Wall-Fixity Fix-Pin :',.'E- Bending ' 1 Mpsi Along Member X Dir ' 1.0000E4009 in 1 Mpsi Label: 13.4 X Wall C.G. Location ,' 264 ft Wall Length, 5 ft Wall Deflections (Stiffness) for 1.0 kip load: V Wall C.G. Location' -, - Wall Angle CCW I - - ' -108.5 ft 90 deg -Wall Height . Wall Thickness ' 35 ft 12 in' Along Member Dir - 1.1503E-001 in , Wall Fixity - ., , Fix-Pin . -' E - Bending . 1 Mpsi' Along Member X Dir 1.0000E4009 in . -- - E - Shear' 1 Mpsi Maximum shear forces applied to resisting elements Eccentncity with respect to Center of Rotation - Maximum Shear along Member Y Axis -- Maximum Shear along Member X Axis - - ao7LQgpisJ * Ken Okamoto & Associates Structural Engineers Inc S 3186-FAirwayAve. Costa Mesa, CA 92626 (714)444-2422 Description : 2 Story Building Maximum shear forces applied to resisting elements. Eccentricity with respect to Center of Rotation Maximum Shear along Member Y Axis Maximum Shear along Member X Axis. Resisting Element Load Anqle X-Ecc (ft) Y-Ecc (ft) Shear Force (k) Load Annie X-Ecc (ft Y-Fcr (ft) Shear Fn"- (k 'S Ken Okamoto & Associats Structural Engineers Inc 3186-F Airway Ave. Costa Mesa, CA 92626 (714) 444-2422 - uescnption: L.LOly oullululy .. WA, ffifflyffif. This program is designed to distribute an applied shear load to a set of resisting elements. . S Each resisting element data entry specifies a deflection along a'major' and minor aids due to a 1,000 lb load. Each5 resisting element may be entered as a wall or a column (whereby the deflection is calculated), or as a generic resisting element with specified deflection. The deflections define the stiffness of each resisting element Each resisting element is defined at an (X,Y) location from a datum the user has previously defined. A counter-clockwse rotation of the element can be entered with respect to a traditional +X axis line A main shear load and an optional orthogonal shear load are specified for distribution to the system of resisting elements. In addition the maximum orthogonal dimensions of the structure and minimum accidental eccentricity percentage are specified. From the entered loads the program calculates resultant force vectors for each angular orientation that is requested. The' force is applied to the resisting elements in angular increments to generate a series of resulting direct and torsional shear loads on each element This application of force is then repeated at angular intervals along an elliptical path defined by the minimum accidental eccentricity. , The end result is a table of direct shear and torsional shear values for each element from the iterated angles of load application and accidental eccentricity. These values are then searched to find the maximum major and minor axis shears applied to each resisting element IV - . 4• 1 4 - -' S . •, - - S -3 ' 4-, 3 5 5 - - -. - S •_y , __5 . .5 - - S - -. I 37 -t S .5. • 5S ' 5S • . - ,•- 3 - S 3- . - S 35 ' s.., ,• -' - _- -- is - -:-: '. - . S S. - 4 '5 5 5 •' - 3 S • . 4 5 * . , 4, - ' -. S r - 5.. • - -. . -t S • . . 3 - S t S - '1, - •.- -. . . - 5 .5 .•5__ ,1 - • - - - , S. •• S • ,4'• S -3 3 5, w c Center of Mass of Building W ' X V WxX'., WxY', - 1 21240 -30.5 42 , -647.82 892.08 - A -. - -12.5 . 2 72120 , 33 "•1 -901.5 2379.96 - '..-, ..' 3. 708360 102.5 28.5 72606.9 20188.26 r 4 161400 222.5 63 35911.5. 10168.2 5' 301800 180 98 54324 29576.4' 61080 -138 ' 78 8429.04 4764.24 . 7- 20160 144 112 2903.04'.:" 2257.92 8 t107940 ' 250 76 26985 8203.44 A - 241080 105 0 25313.4: 0 B 185976 . 45 57 8368.92' 10600.63 C 28700 -125 10 -35875 287 D 12628 -305 27 -385.154' 340.956 1. E '. 27552 , 138.5 98 3815.952 2700.096 F . ' 14350 144 126 2066.4 ' 1808.1' ' "?. •..-$ . . ' - ' G 68880 180 140 12398.4 9643.2 .• -. H - 66584 237 116 15780.41 7723.744 , 35588 249 57.5 8861.412 2046.31 J . '31570 221 10 6976.97 315.7 K 28700 0 12.5 0 358.75 L - '. 24108 -25 18.5 -602.7 445.998 M ' '-,. 34440 -36 42 -1239.84 1446.48 N ' 64288 104.5 28 6718.096 1800.064 - - - - o - . ' 66584 126 69 8389.584 4594.296 ' P 32718 138 . 113.5 4515.084 3713.493 Q. ' 48790 ' 150 119 7318.5 5806.01 R -, .35588 210 124.5 7473.48 4430.706 S 68880 265 . 83.5 18253.2 5.751.48 '-C• ': T - . 53382 - 235 33.5 12544.77 1788.297 " U : .30996 210 13.5 6509.16 418.446 SUM 2655.482 - 352327.5 1444503, X= - 132.6793 - Cs= . 0.145 ' - 54.397 F= .. 385.0449 1 - ' .- . ' -' . - ¼ ' - ,•*• - . ' . .,* - -* . -- t . ---i-.-,'- .. ¼ - - - .- : f'::-, • - • - a • * ' '¼, - - •. - - - . .. Ken Okamoto & Associates Structural Engineers Inc . 3186-F Airway Ave. Costa Mesa, CA 92626 - .. . . (714)4442422 Description: Beam Supporting Braced Frame .'. SEEMS Calculations per AISC 360-10, IBC 2012 CBC 2013 ASCE 7-10 Load Combinations Used ASCE 7-10 Steel Section Name: W27x146 . . Overall Column Height . 54.0 ft Analysis Method: Load Resistance Factor lop & Bottom Fixity - Top & Bottom Pinned Steel Stress Grade A-992, High Strength Low Alloy Fy = Brace condition for deflection (buckling) along columns Fy: Steel Yield - 50.0 ksi X-X (width) axis: E Elastic Bending Modulus 29,000.0 ksi Fully braced against buckling along X X Axis V Y (depth) axis Fully braced against buckling along Y Y Axis Service loads entered Load Factors will be applied for calculations Az Column self weight included 7,884.0 lbs Dead Load Factor AXIAL LOADS... Axial Load at 54.0 ft, E=480k I - BENDING LOADS.. . . Lat. Uniform Load creating Mx -x, D = 0.30,L = 050 k/ft - Lat. Point Load at 270 ft creating Mx -x, L = 160 E = 16.340 k Bending & Shear Check Results PASS Max. Axial-Bending Stress Ratio = 0.4427 : 1 Maximum SERVICE Load Reactions.. Load Combination i-i .20D+0.50Lr+1 .60L+1.60H Top along X-X . 0.0 k . Location of max.above base 27.181 ft Bottom along X-X 0.0 k At maximum location values are... lop along Y-Y '2 29.60 k Pu . 9.461 k Bottom along V-V 29.60 k 0.9*Pn - 1,944.0 k Mu-x . 766.08 k-ft Maximum SERVICE Load Deflections... 0.9*Mn.x: 1 ' 7400 k-ft Along V-V 1.513 in at 27.181 ft above base Mu-y 00 kft • for load combination: +D+0.750L+0.7505+O.5250E+H * 0.9 Mn-y: 366.375 k-ft AIonX-X 0.0 in at 0.0ft above base for load combination PASS Maximum Shear Stress Ratio = 0.08872 1 Load Combination I+1 200+0 5OLr+1 60L+1 6OH Location of max above base 4 0.0 ft At maximum location values are... Vu : Applied 44.120 k .. .. • Vn Phi Allowable 497.310 k . -, . _..s1- -. - . - I, . - -• •- -.- r—•-- - I - July 18, 2016 SOUTHERN Burke Real Estate Group CALIFORNIA 260 East Baker Street, Suite 100 -' GEOTECHNICAL Costa Mesa, California 92626 * A CahfmiaCrnporiitiii Attention Mr. Mike Coady Vice President - Development and Acquisitions • • z Project No. 16G104-4 - , Rec -, Subject Foundation Plan Review Proposed Office Building s'0 Aston Avenue, West of College Boulevard Or Carlsbad, California , Reference: Geotechnical Investigation; ProDosed Commercial Building, Aston Avenue, West of College Boulevard, Carlsbad. California, prepared for Burke,Real Estate Group by - s Southern California Geotechnical, Inc. (SCG), SCG Project No. 16G104-1, dated * - February 3, 2016., . . Dear Mr. Coady In accordance with your request, and as required by the city of Carlsbad, we have reviewed the foundation plans for the proposed development. These plans were reviewed for conformance with the assumptions, conclusions, and recommendations of the above referenced geotechnical report. The foundation plans for the proposed development were prepared by Ken Okamoto and Associates, Inc., and are identified as follows: : • *4 • - . Sheet Si General Notes & Details, dated July 13, 2016. Sheet S2 Foundation Plan, dated July 13, 2016 Sheet S8 Foundation Details, dated July 13, 2016 Based on our review, the foundation plans are considered to have been prepared in accordance with the recommendations of the referenced geotechnical report. It should be noted that our review was limited to the geotechnical aspects of the project and no representations as to the suitability of the structural design are intended. . . We appreciate the opportunity to be of continued service on this project. If there are any questions concerning this matter, please contact our office at your convenience. I - Respectfully Submitted, ' • - SOUTHERN CALIFORNIA GEOTECHNICAL, INC 1ff'NoI Ge6k. Mitchell, GE 2364 • • • * Principngineer - • CtA Distribution (1) Addressee •. OFCAL° 22885 Savi Ranch Parkway Suite E Yorba Linda • California 92887. I * voice (714) 685-1115 v fax (714) 685-1118 www.socalqeo.com r February 3, 2016 Burke Rèal•Estate Group 260 East Baker Street, Suite 100 Costa Mesa, California 92626 Attention:, Mr., Mike Coady Vice P?esident Development and Acq Project No.; 16G104-1 8ubje4ct Geotechnical Investigation Proposed Commercial Building - Aston Avenue, West of College Boulev Carlsbad, California Dear Mr. Coady: In accordance with your request, we have conducted site. 'We are pleased to present this rep m ort sumari developed from our investigation. We sincerely appreciate the opportunity to be of se providing additionalconsulting services during the coi assistance in any manner, please contact our office. Respectfully Submitted, SOUTHERN CALIFORNIA GEOTECHNICAL, INC. Gre Zj. Mitchell, GE 2364 Principal Engineer John A Séminara, CEG 2125 Principal Geologist Distribution: (2) Addressee 22885 Savi Ranch Parkway Suite E V voice: (714) 685-1115 • fax: (714) 681 TABLE OF CONTENTS 10 EXECUTIVE SUMMARY 1 20 SCOPE OF SERVICES 3 30 SITE AND PROJECT DESCRIPTION 4 - 3.1, Site Conditions 4 3.2 Proposed Development . 4 33 Previous Studies .- 5 V V 4.0 SUBSURFACE EXPLORATION -: 6 4.1 Scope of Exploration/Sampling Methods .. 5 . - t':.. ' • 6 4.2 Geotechnical Conditions . . •' ;. 6 4.3 Geologic Conditions 1. . .' ' : 7 VV -. - .'. ,'. 8. 5.0 LABORATORY TESTING '. .•- .. 8 -: . - - .5 6.0 CONCLUSIONS AND RECOMMENDATIONS 10 6.1 Seismic Design Considerations 10 6.2 Geotechnical Design Considerations . -4- .• .11 6.3 Site Grading Recommendations 15 6.4 Construction Considerations 19 6.5 Foundation Design and Construction 21 6.6 Floor Slab Design and Construction ' : : -- 22 6.7 Concrete Flatwork Design and Construction .:.,. . - 23 , V 6.8 Trash Enclosure Design Parameters ..- ,.5 ,. •: 24 6.9 Retaining Wall Design and Construction $ ' 25 6.10 Pavement Design Parameters 27 7.0 GENERAL COMMENTS . . . 30 APPENDICES ._V ' A Plate 1:. Site Location Map Plate 3: Geologic Map; Plate 2: Boring and Trench Location Plan Plate 4:Cross-Section A-A' - B Boring Logs C• Laboratory Test Results D Grading Guide Specifications . . . V : E Seismic Design Parameters - S F Slope Stability Analysis SOUTHERN - - CALIFORNIA .• Proposed Commercial Building - Carlsbad, CA GEOTECHNICAL ' Project No. 16G104-1 S .. 1.0 EXECUTIVE SUMMARY Presented below is a brief summary of the conclusions and recommendations of this investigation. Since this summary is not all inclusive, it should be read in complete context with the entire report. Geotechnical Design Considerations The subject site was previously graded during mass grading of the Carlsbad Research Center (CRC). As a result, the subject site is underlain by highly expansive fill soils, which are in turn underlain by dense to very dense bedrock. The bedrock materials were encountered at depths as shallow as 21/2± feet. During performance of the geotechnical investigation, it was possible to extend test trenches to depths of 51/2 to 6± feet using a conventional rubber tired backhoe. Therefore, it is considered likely that the onsite materials within the upper 10± feet of the subsurface profile can be ripped using large conventional grading equipment, such as a Caterpillar D-9 dozer equipped with a single shankripper, and/or a track mounted excavator. The existing engineered fill soils that immediately underlie the proposed building area possess a high expansion potential. Remedial grading will be necessary to remove and replace a portion of these soils with low expansive structural fill to reduce the potential for expansive soil related movement within the proposed structure. Site Preparation Existing vegetation and organic materials should be stripped and disposed of offsite. Removal of the existing trees should include the associated root masses. Limited remedial grading is recommended to be performed within the building area to eliminate cut/fill transitions and remove a portion of the highly expansive fill soils. The existing sols and bedrock materials within the proposed building area are recommended to be overexcavated to a depth of 7 feet below proposed building pad subgrade elevation, extending throughout the building area. The exposed materials (bedrock and existing fill) should be thoroughly evaluated by the geotechnical engineer to verify the suitability for new fill placement. The building pad may then be raised to grade with structural fill, compacted to at least 90 percent of the ASTM D-1557 maximum dry density. Onsite fill soils may be.used as fill within the proposed building area provided that they are placed at least 5 feet below proposed building pad subgrade elevation. All fill soils placed within the upper 5 feet of the building pad should consist of low expansive (El < 50) soils. These materials may consist of imported fill soils or pulverized bedrock materials obtained onsite. The hew parking area subgrade soils are recommended to be scarified to a depth of 12± inches, moisture conditioned to 2 to 4 percent above optimum, and recompacted to at least 90 percent of the ASTM D-1557 maximum dry density. The new flatwork area subgrades are recommended to be overexcavated to a depth of 2 feet below proposed subgrade elevation to allow for placement of a new layer of low expansive structural fill. T,WM r SOUTHERN Proposed Commercial Building - Carlsbad, CA CALIFORNIA Project No. 16G104-1 Page 1 GEOTECHNICAL Building Foundations Conventional shallow foundations, supported in newly 0aced compacted fill.,- 3,000 lbs/ft2 maximum allowable soil bearing pressure.. . Reinforcement consisting of at least four (4) No. 5 rebars (2 top. and2 bottom) in strip footings..Additional reinforcement may be necessary for structural considerations I •1 Building Floor Slab / Conventional Slab-on-Grade, 5 inches thick. '. Reinforcement consisting of No. 4 bars at 18-inches on center in bôthdirections may be utilized. The actual floor slab reinforcement should be determined by-the structural engineer. -. 4.._ Pavements ASPHALT PAVEMENTS (R = 5) . Materials • Thickness (inches) , Parking Stalls (TI = 4.0) - Auto Drive -Lanes (TI = 5.0)- Truck Traffic (TI = 6.0) (TI = 7.0) Mphalt Concrete 3 . 3 31/2 - - .. 4 -- Aggregate Base 7 . 10 13 - 16 Compacted Subgrade ' 12 - 12 12 - - 12 - PORTLAND CEMENT CONC - Materials Automobile Parking - and Drive Areas (TI =6.0) (TI =7.0) PCC - V 5 - - 6 - -. Compacted Subgrade (95% minimum compaction) .2 12 . 12. V .- -. V-.- ••4 - . Vt - - - . - - -•V V V Proposed Commercial Building - Carlsbad, CA • Project No. 16G104-1 V - - -. - - Page 2 RETE PAVEMENTS -• Thickness (inches) - Truck Traffic SOUTHERN CALIFORNIA CEOTECHNICAL 2.0 SCOPE OF SERVICES The scope of services performed for this project was in accordance with our'Prdposal No. = 1513331, dated August 3, 2015. The scope of services included A. visual site reconnaissance, subsurface exploration, field and laboratory testing, and geotechnical engineering analysis to provide criteria for preparing the design of the building foundations, building floor slabs, and parking lot pavements along with site preparation recommendations and construction considerations for the proposed,.development The evaluation of the environmental aspects of this site was beyond the scope of services for this geotechnical investigation W o. SOUTHERN Proposed Commercial. Building - Carlsbad, CA CALIFORNIA Project N 16G104-1 GEOTECHNICAL Page 3 r. - 3.0 SITE AND PROJECT DESCRIPTION - - - .c• -'4-- - 3.1 Site Conditions The subject site is located on the west and south sides of Aston AvenU which-terminates into a cul-de-sac adjacent to the subject site. The site is bordered to the- ndrth by a commercial building and Aston Avenue, to the east by Aston Avenue, to the northeast by a commercial building, to the southeast by College Boulevard, and to the southwest and west by vacant land which slopes downward toward the southwest. The general location of the site' is illustrated on the Site Location Map, included as Plate 1 in Appendix A of this report:' The subject site is an irregularly shaped parcel, 4.8± acres in size, located within an existing commercial development. The subject site is presently vacant and undeveloped. Ground surface cover consists of moderate to heavy grass and weed growth. The site appears to have been previously sheet graded as a part of mass grading for the surrounding commercial development, based on the existing site topography. No compaction reports documenting theprevious grading at the site are available at the city of Carlsbad. : Topographic information for the subject site was obtained from a pin entitled Base Map, dated January 26, 2016, prepared by O'Day Consultants. With the exception of slopes present along the west, southwest and southeast property lines, the site topography slopes downward gently toward the Aston Avenue cul-de-sac at an inclination of less than 2 percent. The slope present along the west and southwest property lines possesses heights ranging from 40 to 60± feet. This slope possesses inclinations ranging between 2h:lv to 6h 1v. The slope present along the . southeast property line ascends from the site to College Boulevard with heights ranging from 4 to 5± feet at inclinations of approximately 2h lv to 4h lv. S • S . 5. .3 .2 Pronosed Development - * A preliminary site plan was provided to our office by the client. The site plan indicates that the site will be developed with one new office building. The building will be two stories in height, and will possess a footprint area of approximately 22,000± ft2. The new building is expected to be surrounded by asphaltic concrete pavements and/or Portland cement concrete pavements, areas of decorative concrete flatwork, and areas of landscape planters. Detailed structural information has not been provided. Based on the surrounding development, it is assumed that the structure will be of tilt-up concrete or masonry block-construction, typically supported on a conventional shallow foundation system and -a concrete slab-on-grade floor. Based on the proposed construction, maximum column and wall loads are expected to be on the order of 80 kips and 3 to 4 kips per linear foot, respectively. Detailed grading plans were not available at the time of this report. The proposed structure is not expected to incorporate any significant below grade construction such as basements or crawl W SOUTHERN - Proposed Commercial Building - Carlsbad, CA CALIFORNIA • .. - Project No: 16G104-i GEOTECHNICAL . . ,- Page 4 - spaces. Based on the topography, Cuts and fills of -up to .3 to 4± feet are expected to be necessaryto achieve the pad grades in the proposed building area. - 3.3 Previàus Studies As previously mentioned, no reports detailing the, previous earthwork activities at-the subject site are available at the city, of Carlsbad However, we were able to obtain a copy of the original geotechnial-report.for the subject site. This report is identified as follows: SuDplemental Preliminary Geotechnical Investiciation Carlsbad Research Center Phases II and III,prepared by San Diego Soils Engineering, Inc (SDSE) for Carlsbad Research - ..Cénter, dated July 26, 1982, JobNo. SD1162700... This report presents the results of a preliminary geotechnical investigation conducted for Phases II andIII of the CRC, which includes the subject site This investigation included numerous borings, trenches, and a seismic refraction -survey.,The borings encountered geologic units consist of the Santiago Peak Volcanics and the Santiago formation sandstone Also encountered at the boring locations were areas of alluvium/colluvium, thin mantles of fill soils, and some zones of topsoil ,Perched groundwater was encountered at two boring locations near the alluvium bedrock contact. Boring No B-S of the SDSE study was drilled-,on,..the subject site This boring encountered Santiago Peak Volcanic bedrock extending from the ground surface to a depth of 34 feet Test Pit No 37wasexcavated on the Aston Avenue cul-de-sac This trench encountered Santiago Peak Volcanics extending from the ground surface to a depth of 8± feet Seismic,Traverse S-2 was performed approximately 200 feet east of the subject site This traverse identified bedrock velocities of 1,500 ft/sec to a depth of 7± feet and a velocity of 4,000 ft/sec between depths of 7 and50±feet. - The - preliminary grading recommendations presented. in this report include removal of the surficial fill 'soils, colluvium, and alluvium, prior to placement of any new fill soils Proposed building areas were recommended to be overexcavated to .a. depth at which bedrock was encountered SDSE indicates that transition lots (where cut/fill transitions occurred) were typically not overexcavated 'since precise building locations were not available SDSE recommends that once building pad configurations are determined, recommendations for site specific overexcavations would be provided SDSE indicates that the onsite soils are highly expansive and that specializedoverexcavations, removals, or expansive soil design would be required for new buildings Results of slope stability analyses performed by SDSE indicated that 2h: Iv slopeswould-possess adequate factors of safety against gross instability. SDSE indicates that shallow footings should be suitable to support new.structures provided that all footings bear on competent bedrock or all on compacted fill, the site is overexcavated so that fill depths are relatively uniform, and that any compressibleallüvium is removed prior to placing fill soils. - SDSE indicates that the volcanic. materials in the area of the subject site are rippable provided that proper equipment is utilized. - SOUTHERN Proposed Commercial Building.— Carlsbad, CA CALIFORNIA Project No. 16G104-1 - -:-GEOTECHNICAL Page 5 -- 4 , 4.0 SUBSURFACE EXPLORATION 4 I '.? & 4.1 Scope of ExPloration/SamDIInQ Methods - . - . *_•t .4, The subsurface exploration conducted for this project consisted of four (4) borings advanced to depths of. 171/2 to 20± feet below current existing site grades. All of the borings, were logged during drilling by a member of our staff In addition to the four borings, two (2) trenches were excavated at the site to depths of 51/2 to 6± feet below current existing site grades. These trenches were excavated usinga backhoe with a 24-inch wide bucket. All of the trenches were logged during excavationbya member. of our staff. -' The borings were advanced with hollow-stem augers, by a truck-mounted drilling rig. . Representative bulk and in-situ soil samples were taken during drilling. Relatively undisturbed in-°. situ samples were taken with a split barrel "California Sampler" containing a series of one inch long, 2.416± inch diameter brass rings. This sampling method is described in ASTM Test . Method D-3550. In-situ samples were also taken uing a 1.4± inch inside diameter split spoon sampler, in general accordance with ASTM D-1586. Both of these samplers are driven into the ground with successive blows of a 140-pound weight falling 30 inches. The blow counts obtained during driving are recorded for further, analysis Bulk samples were collected in plastic bags to retain their original moisture content. The relatively undisturbed ring samples were placed in molded plastic sleeves that were then sealed and transported to our laboratory. The approximate locations of the borings and trenches are indicated on'the Baring and Tench Location Plan; included as'Plate 2 in Appendix A of this report. The Boring and Trench Logs, which illustrate the conditions encountered at the boring and trench locations, as well as the results of some of the laboratory testing, are included in Appendix B k •4- •' . - 4 2 Geotechnical Conditions Artificial Fill 6 4 '-1 •_• .-•-. ,. 4. Artificial fill soils were encountered at the ground surface at all of thd boring and - trenh locations. The fill soils extend to depths of 21/2 to 14± feet below, existing site grades and generally consist of medium dense clayey fine sands and very stiff to hard fine sandy clays and - silty clays with occasional fragments of claystone and siltstone. The fill soils possess variable . strengths and a disturbed and mottled appearance, resulting in their classification as fill. - - - - - --.-.- SOUTHERN - - - - Proposed Commercial Building - Carlsbad, CA - CALIFORNIA15 Project No 16G104-1 GEOTECHNICAL Page 6 Bedrock Weathered. sandstone bedrock of the Santiago Formation was encountered beneath the, fill soils at all of the boring and trench locations with the exception of Trench No T-i Generally, the bedrock consists of light gray to light brown, medium dense to very dense, fine grained sandstone,,l silty sandstone and clayey sandstone The Santiago formation materials extend to depths of 21/2 to 191/2± feet below existing site grades Trr.ench No T-2 and Boring No B-2 were terrninatedwithin this formation at depths of 6 and 19± feet, respectively. Metamorphosed rhyolite bedrock of the Santiago Peak Volcanics was encountered beneath the fill soils at Trench No T-1 and beneath the Santiago Formation at Boring Nos 3 B-i, B- and B4 Generally, the bedrock consists of red brown, very dense, metamorphosed rhyolite The Santiago Peak Volcanic materials extend to depths of 51h to 20± feet below existing site grades Groundwater Free water was not encountered during the drilling of any of the borings. In addition, delayed readings taken within the open boreholes.did not identify any free water. Based on .the la& of any water within the borings, and the moisture cbntents ofthe recovered soil samples, the static groundwaté'r table iscoñsidered to have existed at a depth in excess of 20± feet at the time of the subsurface exploration. 43'G661o4k Conditions Regional geologic conditions were obtained from the GeoloQic MaDs of the Northwestern Part of San Diecid County California, by Sian S. Tan and Michael P. Kennedy published by the California Departméntof COnsérvatidn, De'p'artment of Mines añd'Geology 1996. This"ma-p"includes the Oceanside, San Luis Rey, and San Marcos 7.5' Quadrangles. This map indicates that the site is uñderlàin by the Tertiary age Santiago Forriiàtion (Map Symbo! Tsa) and the Cretaceous age SaritiagoPeakVolcanics (Map Symbol KJsp). The Santiago Formation is indicated to consist of light-oloed,. poorly bedded, oórly-indurated, fine to rñedium grained sandstone interbedded with landslide-pràne siltstone and clayston The map indicates that regional bedding of the Santiago Formation dip 84 egrees to:the northeast. The Santiago Peak Volcanics is indicated to consist of mildly metamorphosed volcanic, volcaniclastic and interbedded sedimentany rocks. The vokanic rocks range from basalt to rhyolite. A portion of this map indicating the location of the subject site is included as Plate 3 in Appendix A. Based on the bedrock materials present within the borings and trenches at the subject site, it is our, opinion that the site is underlain ty,sandstone of the Santiago Formation (Map Symbol Tsa) and rhyolite of the Santiago Peak Volcanics (Map Symbol KJsp) The geologic conditions at the site are consistent with the mapped geologic conditions The bedding of the bedrock was measured within the test pits. Thebeds strike atN 33 Wand dip-at 12 degrees to the northeast: W—G SOUTHERN Proposed Commerciai Buliding - Carisbad CA CALIFORNIA Project No. 16G104-1 .11 EOTECHNICAL Page 7 - * . - *1 - 5.0 LABORATORY TESTING . . I*.-• - -*. ft 1 -ft The 'soilsamples recovered from the subsurface exploration were returned to our laboratory for further testing to determine selected physical and engineering properties of. the soils. The tests are briefly discussed below. It should be noted that the test results are specific to the actual samples tested, and variations could be expected at other locations and depths -4 Classification All recOvered-soil samples were classified usingthe Unifiéd'Soil Classifictiôñ System (USCS), in accordance with ASTM 0-2488. Field identifications were then supplemented with additional visual c!ssifications and/or by laboratory testing. The USCS classifications are shown on -the Boring and Trench Logs and are periodically referenced throughout this report i 4 S In-situ Density. and Moisture Content - .* S The density has been determined for selected relatively undisturbed ring samples. These' densities were determined in general accordance with themethod presented in ASTM D-2937. The results are recorded as dry unit weight in pounds per cubic foot; The moisture contents are determined in accordance with ASTM 0-2216, and are expressed as a percentae of the dry Weight. These test results are presented on the Boring and Trench Logs - Consolidation * 4 ft I /4 Selected soil samples have been tested to determine their consolidation potential, in accordance vith ASTM D-2435. The testing apparatus is designed to accept either natural or remolded samples in a one-inch high ring, approximately 2.416 inches in diameter. Each sample is then loaded incrementally in a geometric progression and the resulting deflection is recorded at selected time intervals. Porous stones are in contact with the top and bottom of the sample to permit the addition or release of pore water. The samples are typically inundated with water at an intermediate load to determine their potential for collapse or heave. The results of the - consolidation testing are plotted on Plates C-i through C-4 in Appendix C of this report. Maximum Dry Density and Optimum Moisture Content A representative bulk sample has been tested for its maximum dry density and optimum . moisture content. The results have been obtained using the Modified Proctor procedure, per - ASTM D-1557 and are presented on Plate C-5 in Appendix C of this report. These tests are generally used to compare the in-situ densities of undisturbed field samples, and for later compaction testing. Additional testing of other soil types or soil mixes may be necessary at a later date. .. Direct Shear *; l • ' Direct shear tests were performed on selected soil samples to determine their shear strength parameters. The tests were performed in accordance with ASTM D-3080. The testing apparatus * W SOUTHERN Proposed Commercial Building - Carlsbad, CA CALIFORNIA * Project No. 16G104-1 -• —,GEOTECHNICAL . ,. Page 8 'V I is designed to.accept either natural or remolded samplesin a. one-inch high ring, approximately 2 416 inches in diameter Three samples of the same soil are prepared by remolding them to 90± percent compaction and near optimum moisture Each three of the samples are then loaded with different normal loads and the resulting shear strength is determined for that partiular normal load The shearing of the samples is performed at a rate slow enough to permit the dissipation of excess pore water pressure Porous stones are in contact with the top and bottom of the sample to permit the addition or release of pore water The results of the direct shear .tèst are presèñted on Plates C-6 and C-7.. SolübléSülfàtes A representative.sample of the near-surface ,soils was submitted to a subcontracted,-analytical laboratory for determination of soluble sulfate content Soluble sulfates are naturally present in soils, and,. if the concentration is high enough, can result in degradation of concrete which caries into contact with these soils The results of the soluble sulfate testing are presented below, and a re diUssed further in a subsequent section of this:report. .. . Sample identification Soluble Sulfates (%.) Sulfate Classification B1 © 0 to 5 feet 0 329 Severe Expanon Index Thexpansion potential of the on-site soils was determined in general accordance with ASTM D- 4829 The testing apparatus is designed to accept a 4 4-inch diameter, 17in high, remolded sample The sample is initially remolded to 50± 1 percent saturation and then loaded with a surcharge equivalent to 144 pounds per square foot The sample is then inundated with water, and allowed tswell against the surcharge The resultant swell or consolidation is recorded afr.a24-hoiirperibd. The rèsülts of the El testing are as, follbws: . Sample Identification Expansion Index Expansive Potential .B-1@0to5féet . . ..108 .. . High: / SOUTHERN Proposed commercial-Building'— Carisbad,.cA CALIFORNIA . ' Projet No.-16G104-1 Page 9 GEOTECHNICAL . - 1 $ • - 6.0 CONCLUSIONS AND RECOMMENDATIONS Based on the results of our review, field exploration, laboratory testiñg and'eotechnical analysis, the proposed development is considered feasible from a geotechnical standpoint. The recommendations contained in this report should be taken into the design,: construction, and .grading considerations. The recommendations are contingent upon all grading and foundation construction activities being monitored by the geotechnical engineer of record. The Grading Guide Specifications, included as Appendix D, should be considered part of, this report, and should be incorporated into the project specifications. The contractor-and/gr owner of the development should bring to the attention of the geotechnical engineer any conditions that differ. from those stated in this report, or which may be detrimental for the development., . . - .'--.- 6 1 Seismic Design Considerations 1 . 4 The subject site is located in an area which is subject to strong groundmotions due to earthquakes. The performance of a site specific seismic hazards analysis was beyond the scope- of this investigation However, numerous faults capable of producing significant ground motions are located near the subject site. . Due to economic considerations, it is not generally considered reasonable to design a structure that is not susceptible .to earthquake damage. Therefore; significant damage to structures may be unavoidable during large earthquakes. The proposed structures should, however, be designed to resist structural collapse and thereby , provide reasonable protection from serious injury, catastrophic property damage and loss of life Faulting and Seismicity .. ' .- '• •.- : fl ------L. ._C -- • not -.............. kesearcrl or avaiiaoie maps inuicates mat tne suoject site is not iocatea witnin an IkIquist-F'rioio Earthquake Fault Zone. Therefore, the possibility of significant fault rupture on the site is considered to be low. Seismic Design Parameters l - Beginning January 1, 2014, the 2013 CBC was adopted by all municipalities within Southern California. The CBC provides procedures for earthquake resistant structural design that include considerations for on-site soil conditions, occupancy, and the configuration of the structure including the structural system and height. The seismic design parameters presented below are based on the soil profile and the proximity of known faults with respect to the subject site. The 2013 CBC Seismic Design Parameters have been generated using U.S.'Seismic Design MaDs, ' a web-based oftware application, developed by the United States Geological Survey. This, software application, available at the USGS web site, calculates seismic design parameters in accordance with the 2013 CBC, utilizing a database of deterministic site accelerations at 0.01 degree intervals. The table below is a compilation of the data provided by the USGS application.' A copy of the output generated from this program is included in Appendix E of this report. A copy of the Design Response Spectrum, as generated by the USGS application is also included in Appendix E. Based on this output, the following parameters may be utilized for the subject site: available jr SOUTHERN . • . Proposed Cómmerciai Building - Carlsbad, CA - CALIFORNIA -• -- -' -Project No. 16G104-1 GEOTECHNICAL t Page 10 - I . - 2013 CBC SEISMIC DESIGN PARAMETERS Parameter . Value ,Mapped Spectral, Acceleration at 0.2 sec Period Ss 1.083 MappedSpectral Acceleration at 1.0sec Period Si 0.417 Site Class - C Site Modified Spectral Acceleration at 0 2 sec Period SMS 1.083 Site Modified Spectral Acceleration at 1 0 sec Period SM1 0.577 Design Spectral Acceleration at 0 2 sec Period SDS 0.722 Design Spectral Acceleration at 1 0 sec Period Si 0 385 Liquefaction Liquefaction is the loss of strength in generally cohesionless, saturated soils when the pore- water'pressure induced in the soil by a seismic event becomes equal to or exceeds the overburden pressure The primary factors which influence the potential for liquefaction include groundwater table elevation, soil type and grain size characteristics, relative density of the soil, initial confining pressure, and intensity and duration of ground shaking The depth within which t6e6ccurrence of liquefaction may impact surface improvements is generally identified as the upper 50 feet below the existing ground surface Liquefaction potential is greater in saturated, loose, poorly graded fine sands with a mean (dso) grain size in the range of 0.075 to 0.2 mm (Seed and Idriss 1971) Clayey (cohesive) soils or soils which possess clay particles (d<0 005mm) in excess of 20 percent (Seed and Idriss, 1982) are generally not considered to be susceptible to liquefaction, nor are those soils which are ábdve the historic static grouñdvater table. The subject site is not located within a designed liquefaction hazard zone. In addition, the subsurface conditions encountered at the boring locations, which consist of compacted fill soils underlain by bedrock, are not considered to be conducive to liquefaction Based on these factors, liquefaction is not considered to be a significant design concern for this project. Earthquake Induced. Landslides As discussed above, the CGS has not performed detailed seismic hazards mapping in the area of the subject site Therefore, the site is not located within a designated earthquake induced landslide hazard zone However, the subject site is not considered to be subject to earthquake induced landslidesor slope instability As discussed in Section 4.3 of this report, the geology of the subject site consists of sandstone of the Santiago Fo?mation and rhyolite of the Santiago Peak Volcanics The bedding within the Santiago Formation is generally low angle with a measured dip of 12 degrees to the northwest The main portion of the site is relatively level A 60± foot high descending slope is located along the western property line Based on the favorable dip angle' and direction, the results of the slope stability, the strength of the artificial fill soils, and the strength of the bedrock, the possibility of earthquake induced landslides at the site are considered' to be low. Furthermore, no evidence of slope instability was identified during SOUTHERN Proposed Commercial Building - carisbad, CA CALIFORNIA Project No. 16G104-1 GEOTECHNICAL Page 11 4 - - field exploration. Finally, no significant faults capable of generating high peak ground accelerations are located in the near vicinity of the subject site 6.2 Geotechnucal Design Considerations -k -j - General . . The existing subsurface conditions at the subject site consist of a surficial layer of undocumented fill soils underlain by sandstone bedrock and granitic bedrock. As discussed previously, no grading reports for the subject site are currently available However, based on our review of the geotechnical report for this phase of the Carlsbad Research Center, it is assumed that the subject site was graded under engineering controlled conditions, and that the existing fill soils represent engineered fill. Most of the fill soils possess densities that are indicative of compaction to at least 90 percent of the ASTM D-1557 maximum dry density. It appears that the previously, existing alluvium and/or colluvium was excavated to the existing bedrock surface and highly expansive onsite soils were used as fill materials, to raise the site to the presently existing grades. It is apparent that no significant overexcavation of the bedrock materials was performed within the area of the proposed building. This is typical, when precise building locations have not been determined at the time of mass grading The existing fill soils were placed over 25 years ago. Moderate weathering,'. softening, and desiccation, of these materials appears to have occurred since placement. In addition, the proposed building area is currently underlain by a bedrock/fill transition. Support of the new building on the existing subsurface conditions would likely result in unacceptable amounts of differential settlement. Based on these conditions, remedial grading is considered warranted within the proposed building area to provide a subgrade suitable for support of the foundations and floor slabs of the new structure. 'Also a significant concern on this site is the presence of highly expànsivé soils. As documented in the geotechnical report for Phase 2 and 3 of the CRC, and based on laboratory testing performed 'bySCG, the onsite soils exhibit a high expansion potential. It is recommended that the proposed remedial grading include removal and replacement of these soils to provide for a new layer of low expansive structural fill, extending to a depth of at least 5 feet below pad grade. This will significantly reduce the potential for expansive soil related distress 'As an alternative, the onsite soils could be reused for structural fill immdiately beneath the foundations and floor slabs of the proposed structure. .However, this option would increase the risk of future distress. associated with expansive soil movement, and would also require additional' structural mitigation including thickened/structural slabs, deepened perimeter footings, and steel reinforcement within the foundations and floor slabs. If -recommendations for this alternate method of development are desired, our office should be contacted for. 'supplementary recommendations.-- Subsequent to the remedial grading procedures recommended herein, the building pad will be underlain by low expansive compacted fill soils. It is anticipated that the foundation elements for ; 'SOUTHERN ' , - . Proposed Commercial Building - Carlsbad, CA - - CALIFORNIA - - - - - Project No. 16G104-1 GEOTECHNICAL Page 12 the proposed structure will be founded within the newly placed low expansive compacted fill soils. Settlement A portion -of the existing fill soils will be removed and replaced as part of the recommended remedial grading In addition, overexcavation will be performed to mitigate the existing cut/fill transition within the building area The underlying bedrock is not considered to be significantly compressible when exposed to load increases in the range of those that will be exerted by the proposed fills or the foundations of the new structures Therefore, following completion of the recommended grading, the post-construction settlements are expected to be within tolerable .,Cut/Fill—Transitions The' proposed grading will create cut/fill transitions between the bedrock and the newly placed fill soils within the building areas Any cut/fill transition conditions at or near foundation bearing grade' raise a ,"potential for additional diffeential settlement This report contains recommendations for additional remedial grading to remove the cut/fill transitions Slde Stability SCG has cornpleted-slope. stability analyses for cross-section A-A', which- extends across the subject site, through the proposed building area, andgenerally perpendicular to the steepest portion of the adjacent descending slope This cross-section is presented on Plate 4 in Appendix A of this report Stability analyses were performed for..two potential failure conditions a ,failure entirelywithin the engineered fill soils that exist above the bedrock, and a deeper failure surface extending through the fill soils and into the underlying bedrock The slope stability analyses were performed using PCSTABL5M, a limit equilibrium slope stability, analysis program developed by Purdue University 'Both the graphical output and the numerical output generated by PCSTABL are enclosed in'Appendix F of this report Analyses were performed for both static and pseudo— static (seismic) conditions The-,slope stability analyses were performed using shear strength parameters developed from the laboratory tests discussed in Section 5.0. The very dense granitic bedrock materials were conservatively modeled using an internal angle of friction of 38 degrees Soil strengths along bedding planes (dipping between 0 and 30 degrees) were modeled using residual soil strengths. The results of the global slope -stability analyses are summarized below: Sèctiön Seismic Condition Factor of Safety A-A' Shallow - Static 4.34 A-A' Shallow Pseudo-Static 3.31 A-A' Deep Static 1.73 A-A' Deep Pseudo-Static 1.33 The stability analyses presented in abOve indicate acceptable factors of safety (in excess of 1.5 for staticcoflditions and above 1.1 forpseudo-tatic conditions). W ------- - SOUTHERN Proposed Commerciai Buiiding— Cárisbad,.CA CALIFORNIA Project No 16G104-1 GEOTECHNiCAL Page 13 ¶--"---- -- --- - -- - ..-- -----------------. L We also performed a surficial stability analysis for a typical 2h: lv slope, comprised of engineered fill soils: The result of this analysis is presented on Plate .F-1 in Appendix Fof this report. This analysis indicates a factor of safety of 6.7, in excess of the accepted minimum value of 1.5. Soluble Sulfates The results of the soluble sulfate testing indicate that the selected sample 'of the on-site soils contain levels of soluble sulfates that are classified as having a severe potential to attack concrete, in accordance with the American Concrete Institute (ACI) Publication 318-05 Building Code Requirements for Structural Concrete and Commentary, Section 4.3: Therefore, it is recommended that a sulfate-resistant concrete mix design be utilized for; the foundations and floor slabs at this site. In accordance with the ACI requirements, itisrecommended that this concrete incorporate the following characteristics Cement Type V (Five) Minimum Compressive Strength (f') = 4,500 lbs/in2: . Maximum Water/Cement Ratio: 0.45 -.• It is recommended that additional sulfate testing be performed atthe completion of rough. grading to verify the concentrations which are present in the actual building pad subgrade soils Expansion Laboratory testing performed on a representative sample of the near surfacé soils indicates that these materials are highly expansive (El = 108). Construction of the proposed building on a pad consisting of these highly expansive soils carries an increased risk of differential movements caused by shrinkage or swelling of these highly expansive soils. This report provides. recommendations for a removal of a portion of these soils followed by replacement with a low * expansive layer of structural fill. It is recommended that additional expansion index testing be. conducted at the completion of rough grading to verify the expansion potential of the as-graded building pads I Shrinkage/Subsidence Removal and recompaction of the existing fill soils is estimated to result man aerage•shrinkage of 3 to 6 percent. Bulking of the bedrock may occur upon excavation and reuse as fill. Bulking is.. expected to be on the order of 5 to 10 percent. Ground subsidence is not expected to occur in the bedrock exposed in the overexcavation areas, due to machinery working Subsidence of 0.1 . feet or less could be expected in areas where existing engineered fill soils remain in place below the depth of excavation Theseestimates are based on previous experience and the subsurface conditions encountered at the boring locations. The actual amount of subsidence is expected to be variable and will be dependant on the type of machinery used, repetitions of use, and dynamic effects, all of which are difficult to assess precisely. * 1 4 - I - . - SOUTHERN • - Proposed Commercial Building -Carlsbad,'CA $ . CALIFORNIA . Project No. 16G104-1 GEOTECHNiCAL Page 14 Setbacks In accordance With California Building 'Code (CBC) requirements, all footings should maintain, a minimum horizontal setback of H/3, where H equals the slope height, measured from the outside face of the footing to any descending slope face This setback should not be less than 7 feet, nor need it be greater than 40 feet Based on the adjacent slope height of 60 to 70± feet, a setback on the order of 20 to 23± feet is expected to be necessary. .Grading-and FoundationPlàn Review No detailed grading or foundation plans were available at the time of this report It is therefore recommended that we be provided with copies of the preliminary plans, when they become available, for review with regard to the conclusions, recommendations, and assumptions contained within this, report. 6.3 Site Gàdira'-Recornméñdations The:gra'ding, recommendations presented below are bàséd on the subsurface conditions encountered at the boring locations and our understanding of the proposed development We recommend thatall grading activities be completed inaccordance with the Grading Guide Specifications included as Appendix D of this rport, unless superseded by site-specific recommendations presented below Site Striring and Demolition Initial site preparation should include stripping of any existing ,vegetation Based on conditions observed at the time of the subsurface exploration, stripping of moderate native grass and weed 9r6wth will be required These materials should be diposed of offsite or in non-structural areas of the property Removal of the existing trees should include any associated root masses The acthalextent of site stripping should be determined by the geotechnical engineer at the time of grading, based on the organic content and the stability of the encountered materials Treatment of Existing Soils Building Pad Remedial grading is recommended tobe performed within.the proposed buildingarea to remove. a portion of the existing highly expansive fill soils, followed by replacement with a layer of low expansive structural fill Remedial grading is also recommended to mitigate the cut/fill transitions within the bUilding pad that will be.cratéd by the proposed-grading. The building pad is recommended to be overexcavated to a depth of at least 7 feet below proposed subgrade elevation The overexcavation should extend laterally at least 5 feet beyond the perimeter of the structure and to an extent equal to the depth of fill below the new foundations.- Once the overexcavation subgrade has been reached, the exposed subgrade materials should be evaluated by a representative of the geotechnical engineer. The overexcavation subgrade is expected to consist of dense bedrock materials in the northeastern regiOn of the pad, and SOUTHERN Proposed Commercial Building - Carlsbad, CA CALIFORNIA Project ' No. 16G104-1 - ~--UOTECHNICAL Page 15 - - ---. -, 4 existing engineered fill soils in the areas closer to the existing slope, in the southwestern régiôn'- I - of the pad. It is expected that the exposed bedrock materials will consist of competent sandstone or granitic materials, suitable for new fill placement. Evaluation of the exposed engineered fill soils should consist of probing, density testing, and trenches etending to depths of up to 5 feet below the overexcavation subgrade level. Provided that the. existing fill soils possess at least 90 percent relative compaction and exhibit high in-situstrengths, they may be allowed to remain in place. If any zones of low strength or inadequately 'compacted fill are identified,, they should be removed and replaced as compacted structural fill. -- '- •: • •. The' proposed building area may then be raised to grade with engineered fill'soiIsThè previously excavated, highly expansive soils may be used as engineered fill provided' theV are placed at a depth of at least 5 feet below proposed finished pad elevation. All new fill soilsplaced within the upper 5 feet of the new building pad should consist of low expansive (El < 50) well graded soils. These engineered fill soils may consist of pulverized bedrock excavated from the subject site, or imported soils. All fill soils should be compacted to atleast 90 percent of the ASTM D-1557 maximum dry density. The limits of the overexcavation should extend at least 5 feet beyond the outside edges of the perimeter foundations; andto an extent equal to the depth of new fill below the foundation bearing grade Treatment of Existing Soils New Slope Areas F ' - • -Baed, on the siteplan provided to our office, it is not expected that any significant modifications' to the existing slopes will be performed as part of the proposed construction. If any significant slope grading is required at this' site, SCG should. 'be contacted for supplementary recommendations - I I Treatment of Existing Soils Parking Areas p Based on economic considerations, overexcavation of the existing fill soils in the new parking areas is not considered warranted, with the exception, of areas where lower strength, or unstable, soils are identified by the geotechnical engineer during grading Subgrade preparation in the new parking areas should initially consist of removal of all soils disturbed during stripping and demolition operations The geotechnical engineer should then evaluate the subgrade to identify any areas of additional unsuitable soils. The subgrade soils should then be scarified (or ripped) to a depth of 12± inches, moisture conditioned to 3 to 5 percent above optimum moisture content, and recompacted to at least 90 percent of the ASTM - D-1557 maximum dry density. ' The grading recommendations presented above for the proposed parkin and drive 'areas -.'. assume that the owner and/or developer can tolerate minor amounts of settlement and/or heave within the proposed parking areas. The grading recommendations presented above, do not mitigate the expansive characteristics of the existing fill soils in the parking areas. As such, settlement and. associated pavement distress could occur. Differential movements or reflective cracks could also occur where the pavement sections 'span zones of fill soils and bedrock. • Typically, repair of such distressed areas involves significantly lower costs than completely mitigating these soils at the time of construction If the owner cannot tolerate the risk of such -SOUTHERN • • 'Proposed Commerdal Building - Carlsbad, CA CALIFORNIA 4 Project No 16G104-1 - GEOTECHNICAL 4 . - . - • Page 16 - settlements; the parking and drive areas. should.overexcavated to provide for a new layer of low expariivé structural fill at least 24 inches in thickness. Treatment of Existina Soils:. Retainina Walls and.Site Walls New .retaining wall foundatJons may. be supported entirely within engineered fill soils,;orwithin competent bedrock Where new retaining walls or site walls are supported within the existing engineered fill soils, these materials should be overexcavated to a depth of at least 2-feet below proposed foundation grade, and replaced as compacted structural fill, as discussed above for the proposed +building pad For both types of walls, the overexcavation subgrade soils should be evaluated, by the geotechnical engineer prior to scarifying, moisture conditioning, and recompacting the upper 12 inches of the exposed subgrade soils The previously excavated soils may then be replaced as compacted structural fill Treatment of Existing Soils Flat work. Areas The proposed development is expected to include several areas of Portland cement concrete flatwork Based on conditions encountered at the boring locations, these areas of flatwork will be underlain by highly expansive soils The presence of these soils possesses a significant risk of heave and damage to new flatwork, which will be relatively lightly loaded In order to reduce the movement of the exterior m flatwork areas to tolerable levels, it is recomended that the flatwork be underlain by a newly pladed layer of very low to non-expansive (El < 20) structural fill:,at least 2 feet inthickness However, if it is desired to provide even greater protection against heaving of such flatwork, a thicker layer of non-expansive soils could be used While not recommended for this project, in some cases, where slab performance is considered critical, non-expansive structural fill layers up to 4 feet in thickness have been utilized on similar project. . .. It should be noted :that elimination of the new layer of very, ow to non-expansive structural fill is a.potential option However, this option should only be utilized if the owner understands and accepts the risk of future distress to concrete walkways and paving, and that the associated maintenance is acceptable If the layer of very low to non-expansive structural fill is eliminated, it is recommended, that the flatwork thickness be increased and additional.reinfOrceñent beprovided. Whether the layer of very low, to non-expansive ,fill is used or not, the geotechnical engineer should evaluate the subgrade materials after any necessary cuts have been made The exposed subgrade soils should then be scarified to a depth of 12± inches, moisture conditioned to 4 to 6 percent above optimum and reconipacted to at least 90 percent of the ASTM D-1557 maximum dry density. Fill Placement Fill soils should be placed in thin (6± inches), near-horizontal lifts, moisture conditioned to 2 to 4 percent above the optimum moisture content, and compacted On-site soils may be used for fill provided they are cleaned of any debris to the satisfaction of the geotechnical engineer. All fill soils placed within the upper 5 _ SOUTHERN . Proposed Commercial Building - Carlsbad, CA . " CALIFORNIA Project No; 16G104-1 Page 17 GEOTECHNICAL . ..-',--.-........... . ...... ....................-.........-. _._i -- - !-, - .,• . feet of the proposed building pad as well as in the upper 2 feet below areas of new flatwork should consist of low expansive (El < 50) soils. Based on the relatively close joint spacing of the existing bedrock, and the excavation characteristics of these materials.in the test trenches and borings, it is expected that the weathered bedrock will pulverize to a particle size suitable for placement as fill., However, it will likely be necessary to utilize tracked grading .equipment (large dozers) in order to achieve significant pulverization. All fill should conform with the recommendations presented in the Grading Guide Specifications, included as Appendix D. 4, . Some sorting or crushing may be required to remove oversized particles from any fill ' materials that are derived from the on-site bedrock. - All grading and fill placement activities should be completed inäcärdance with the requirements of the 2013 CBC and the grading code of the City of Carlsbad. ., • All fill soils should be compacted to at least 90 percent of the ASTM D-1557 maximum dry density. Fill soils should be well mixed. . ,- I • Compaction tests should be performed periodically by,the geotechnical engineer as - random verification of compaction and moisture content. These tests are intended to - aid the contractor. Since the tests are taken at discrete locations and depths, they •. may not be indicative of the entire fill and therefore should not relieve the contractor of his responsibility to meet the job specifications Imported Structural Fill All imported structural fill should consist of low expah4sive(EI < 50), well graded soils possessing at least 10 percent fines (that portion of the sample passing the No. 200 sieve). Additional specifications for structural fill are presented in the Grading Guide Specifications, included as Appendix D. Utility Trench Backfill :In general, all utility trench backfill should be cofripacted to at least 90 percent of'the ASTM D- 1557 maximum dry density. As an alternative, a clean sand (minimum Sand Equivalent of 30) - may be placed within trenches and compacted in place ettingor flooding is not recommended). It is recommended that materials in excess of 3 inches in size not be used for utility trench backfill. Compacted trench backfill should conform to the requirements of the local grading code, and more restrictive requirements may be indicated by the City of Carlsbad., All utility trench backfills should be witnessed by the geotechnical engineer. •The trench backfill soils should'be compaction tested where possible; probed and visually evaluated elsewhere. • - Utility trenches which parallel a footing, and extending below a lh:lv plane projected fromthe outside edge of the footing should be backfi!led with structural fill soils, compacted to at least 90 ' percent of the ASTM D-1557 standard. Pea gravel backfill should not be used for these trenches. - ' • - - •-:- • ••,;•,- - - -• - -. is. ._7 : '- - •- - •- • • - : - W SOUTHERN - • ' Proposed Commercial Building — Carlsbad, CA CALIFORNIA • • • , Project No. 16G104-1 CEOTECHNICAL • , - - •- Page 18 4 - 6.4 Construction Considerations Excavation Considerations Subsequent to rough grading, the near surface soils will generally consist of engineered fill soils underlain by dense to very dense granitic bedrock. These materials are not expected to be subject to significant caving within shallow excavations. Where caving occurs within shallow excavations, flattened excavation slopes may be sufficient to provide excavation stability. Temporary slopes within engineered fill soils or highly weathered bedrock should be made no steeper than 1.5 horizontal to 1 vertical (1.5h:lv). Vertical excavations may be made in moderately weathered to unweathered bedrock, up to 20 feet in height. Deeper excavations may require some form of external stabilization such as shoring or bracing. Maintaining adequate moisture content within the near-surface soils will improve excavation stability. All excavation activities on this site should be conducted in accordance with Cal-OSHA regulations. As discussed in Section 4 of this report, dense to very dense bedrock conditions were encountered at both of the trench locations, as well as all four of the boring locations. Based on conditions encountered at the trench locations, it is expected that conventional grading equipment will be suitable to excavate these soils to the depths recommended in this report. However, large track mounted excavators, large track mounted dozers equipped with a ripping shank, or similar equipment may be required for excavation, especially in areas where cuts exceed 5 feet in depth. Based on the conditions encountered at the boring locations, blasting is not expected to be necessary at this site, although it has been reported to have been necessary in other areas of the Carlsbad Research Center, and cannot be precluded from being necessary at the subject site. Expansive Soils The near surface on-site soils possess a high expansion potential. Therefore, care should be given to proper moisture conditioning of all building pad subgrade soils to a moisture content of 2 to 4 percent above the Modified Proctor optimum during site grading. All imported fill soils should have very low expansive (El < 20) characteristics. In addition to adequately moisture conditioning the subgrade soils and fill soils during grading, special care must be taken to maintain moisture content of these soils at 2 to 4 percent above the Modified Proctor optimum. This will require the contractor to frequently moisture condition these soils throughout the grading process, unless grading occurs during a period of relatively wet weather. Due to the presence of expansive soils at this site, provisions should be made to limit the potential for surface water to penetrate the soils immediately adjacent to the structure. These provisions should include directing surface runoff into rain gutters and area drains, reducing the extent of landscaped areas around the structure, and sloping the ground surface away from the building. Where possible, it is recommended that landscaped planters not be located immediately adjacent to the building. If landscaped planters around the buildings are necessary, it is recommended that drought tolerant plants or a drip irrigation system be utilized, to minimize the potential for deep moisture penetration around the structures. Presented below is a list of SOUTHERN Proposed Commercial Building - Carlsbad, CA II1" CALIFORNIA Project No. 16G104-1 'VGEOTECHNICAL Page 19 4•. ' ,' - additional soil moisture control recommendations that should be considered by the owner, developer, and civil engineer: Ncl ". . .- : Ponding and areas of low flow gradients in unpaved walkways, grass and planter areas should be avoided In general, minimum drainage gradients of 2 percent should be maintained in unpaved areas.' . * Bare soil within five feet of proposed structures should be sloped at'a minimuri five percent 'gradient away from the structure (about three inches Of fall in five feet), or the same area could be paved with a minimum surface gradient of one percent. Pavement is pteferable. Decorative gravel ground cover tends to provide a reservoir for surface water and may hide areas of ponding or poor drainage. Decorative gravel is, therefore, not recommended and should not be utilized for landscaping unless equipped with a subsurface drainage system designed by a licensed landscape architect. -: • Positive drainage, devices, such as graded swales, paved ditches, andcàtch basins should be installed at appropriate locations within the area of proposed development. . Concrete walks and flatwork should not obstruct the free flow of surface water to the appropriate drainage devices Area drains should be recessed below grade to, allow free flow of water into the drain. Concrete or brick flatwork joints should be sealed with mortar or flexible mastic. , .. '.. Gutter and downspout systems should be installed to capture all discharge from roof areas. - Downspouts should discharge directly into a pipe or paved surface system to be conveyed offsite. Enclosed planters adjoining, or in close proximity to proposed structures, should be sealed at the bottom and provided with subsurface collection systems and outlet pipes. . . : Depressed planters should be raised with soil to promote runoff (minimum drainage gradient two percent or five percent, see above), and/or equipped with area drains to eliminate ponding. . . Drainage outfall locations should be selected to avoid erosion of slopes and/or properly armored• to prevent erosion of graded surfaces. No drainage.should be directed over or towards adjoining . slopes. All drainage devices should be maintained on a regular basis, including frequent observations during the rainy season to keep the drains free of leaves, soil and other debris.' Landscape irrigation should conform to the recommendations of the landscape architect and should be performed judiciously to preclude either soaking or excessive drying of the foundation - soils. This should entail regular watering-during the drierportions of the year and little or no irrigation during the rainy season. Automatic sprinkler systems should, therefore, be switched to - manual 'operation during the rainy season. Good irrigation, practice typically requires frequent application of limited quantities of water that are sufficient to sustain plant growth, but do not excessively wet the soils Ponding and/or run-off of irrigation water are indications of excessive watering Other provisions, as determined by the landscape architect or civil engir der, may also be appropriate r - 4 Groundwater - - The static groundwater table at this site is considered, to exist at a depth in 'excess of 20± ft. ' - • * Therefore, groundwater is not expected to impact grading or foundation construction activities f I F 4 ,' - •. , - .. . .,-.• ..--• ,, .•-,- 4 .-',•.'- - - • - :- , • - • ''" SOUTHERN . Proposed Commercial Building - Carlsbad, CA - • CALIFORNIA - - - - .: , ' Project No. 16G104-1 W GEOTECHNICAL Page 20 6 5 Foundation Design and Construction Based on the pceding grading recommendations, it is assumed that the new, building pad will in ",by- news low expansive structural fill soils used to replace a portion of the existing engineered fill soils placed during rough grading of the subject site, as well as a portion of the existing bedrock materials These structural fill soils are expected to extend to depths of at least 7 feet below pad grade (4 to 5 feet below nominal foundation bearing grade) Based on this subsurface profile, the proposed structure may be supported on conventional shallow foUndátiáns. Fouhdation Desicin Parameters New sqiiare and rectangular footings may be designed as follows Maximirn, net allowable. soil 'bearing.pressure: 3,000 lbs/ft2. . Minimum wall/column footing width 14 inches/24 inches Minimum longitudinal steel reinforcement within strip footings Four (4) No 5 rebars (2topand 2 bottom). Minimum foundation embedment:.; 12 inches into suitable structural fill soils, and at least4 18 inches below adjacent exterior grade Interior column footings may be placed immediately beneath the floor slab It is recommended -that the periñiétér building foundations be continuous across all exterior doorways Any flatwork adjacnt to the exterior doors should.,be doweled into the perimeter foundations in a manner determined by the structural engineer The allowable bearing pressures presented above may be increased by 1/3 when considering short duration wind or seismic loads The minimum steel reinforcement recommended above is based on geotechnical considerations, additional reinforcement may be necessary for structural consideratidns The actual design of the foundations should be determined by the structural engineer., Foundation -Construction The foundation subgrade soils should be evaluated at the time of overexcavation, as discussed in Section 6.3 of this report It is further recommended that the foundation subgrade soils be evaluated by the geotechnical engineer immediately prior to steel or concrete placement Soils suitable for direct foundation support should consist of newly placed structural fill, compacted to at least 90 u percent of the ASTM D-1557 maximm dry density Any unsuitable materials should be removed to a depth of suitable bearing compacted structural fill or bedrock, with the resulting excavations backfilled with compacted fill soils As an alternative, lean concrete slurry (500 to 1,5O0 psi) may be used to backfill suth isolated overexcavations. The foundation subgrade soils should also be properly moisture conditioned to 2 to 4 percent above the Modified Proctor optimum, to a depth of at least 12 inches below bearing grade. / SOUTHERN Proposed Commercial Building - Carlsbad CA CALIFORNIA Project No 16G104-1 GEoTEçHNlcAL P6ge.21 Since it is typically not feasible to increase the moisture content of the floor slab and foundation subgrade soils once rough grading has been completed, care should be taken to maintain the moisture content of the building pad subgrade soils throughout the construction process. .,. Estimated Foundation Settlements . Post-construction total and differential settlements of shallow foundations designed and constructed in accordance with the previously presented recommendations are estimated to be less than 1.0 and 0.5 inches, respectively. Differential movements are expected to occur over a 30-foot span, thereby resulting in an angular distortion of less than 0.002 inches per inch. Lateral Load Resistance Lateral load resistance will be developed by a combination of friction acting at the base of foundations and slabs and the passive earth pressure developed by footings below grade. The following friction and passive pressure may be used to resist lateral forces Passive Earth Pressure 300 lbs/ft3 Friction Coefficient 0.30 These are allowable values, and include a factor of safety. When combining friction and passive resistance, the passive pressure component should be reduced by one-third. These values assume that footings will be poured directly against compacted structural fill. The maximum allowable passive pressure is 3000 lbs/ft2. 6.6 Floor Slab Design and Construction Subgrades which will support new floor slabs should be prepared in accordance with the recommendations contained in the Site Grading Recommendations section of this report. Based on the anticipated grading which will occur at this site, the floor of the new building may be constructed as a conventional slab-on-grade supported on newly placed low expansive structural fill soils, extending to a depth of at least 5 feet below pad grade. Based on geotechnical considerations, the floor slab may be designed as follows: Minimum slab thickness 5 inches Minimum slab reinforcement No 4 bars at 18 inches on center in both directions -. The actual floor slab reinforcement should be determined by the structural engineer, based on the imposed loading Slab underlayment: If moisture sensitive floor coverings will be ued 0r if vapor transmission into the area above the building slab is problematic, then minimum slab ••• underlayment should consist of a moisture vapor barrier constructed below the entire area Of the proposed slab. The moisture vapor barrier should meet or exceed the Class A rating as defined by ASTM E 1745-97 and have a permeance rating less than 0.01 perms as described in ASTM E 96-95 and ASTM E 154-88. A polyolefin material W SOUTHERN Proposed Commercial Building - Carlsbad CA CALIFORNIA . . Project No. 16G104-1 GEOTECHNICAL • • . • • . • • Page 22 • - ....-,.. --, •SS55 '' S.. - - such as 15-mil Stego Wrap Vapor barrier-or equivalent will meet these specifications. The moisture vapor. 1barrier should be properly constructed in accordance with all m applicable anufacturer specifications Given that a rock free subgrade is anticipated and that-a. capillary break is not required, sand below the barrier is not required The need for sand and/or the amount of sand above the moisture vapor barrier should be specified by the structural engineer or concrete contractor. The selectionof, sand above the barrier is not a geotechnical engineering issue and hence outside our purview Where moisture sensitive floor côve?ings are not anticipated, the vapor barrier may be eliminated .' MoistUre condition the floor slab'subgrade soils to'2 to 4 percent above the -Modified Proctor optimum moisture content, to a depth of 12 inches The moisture content of the floor slab subgrade soils should be verified by the geotechnical engineer within 24 hours prior to concrete placement Proper concrete curing techniques should be utilized to reduce the potential for slab curling or the formation of excessive shrinkage cracks The actual design of the floor slab should be completed by the structural engineer to verify adequate thickness and reinforcement '-I 6.1 Concrete Flatwork Design and Construction Presented Iielow , are recommendations for flatwork which will be subject only to pedestrian traffic.,.Based on the results of the laboratory testing presented in Section 5.0 of this report, the on-site soils possess -a, high expansion potential It is, however, assumed that the flatwork areas will be overexcavated to facilitate placement of a new layer-61f-very low expansive stri]ctural fill, at least 2 feet in thickness Based on these remedial grading recommendations, the concrete flatwork should ircorporate the following characteristics Concrete Thickness 4" inches - Reinforcenient No. 4 bars at 18 inches on center in both directions. Subgráde.Preparation: Compact all -flatworksUbgrade soils to 90 percent of'the'ASTM D- 1557;maximum dry density. Where the flatWorkis adjacent to alàndscape planter' or another area of'exposed soil, it should incorporate a turried down edge This turned down edge should be at least 12 inches in depth and 6 inches in width The tirned down edge should incorporate longitudinal steel reinforcement consisting of at least one No 3 bar. Flatwork which is cóhstructed immediately adjacent to the new structure should be dowelled into the perimeter foundations in a manner determined by the structural engineer; 'SOUTHERN ' Proposed Commerciai Buiiding,— Caribad, CA CALIFORNIA . ProjectNo 16G104-1 GEOTECHNICAL , - Page 23 - S. -. - ,.-._._t.- - • I • These recommendations are contingent upon additional expansion index testing'being conducted at the completion of rough grading, to verify the actual expansion potential of the flatwork :badsoHs. . - ;• •',. Tte current site plan indicates that the area between the rear of the ropbsed building and the top of the existing slope will be developed with patios, seating, and employee break areas. It should be noted that due to the presence of expansive soils which comprise this slope, some slope creep should be expected in this area of the site. This slope creep may negatively impact the proposed patio improvements. If minor amounts of flatwork distress are not acceptable in this area of the site, these patio improvements should include stiffening ribs, additional reinforcement, or other measures to provide resistance to these lara!,rovemen. r - 6.8 Trash Enclosure Design Parameters - 4+ It is expected that the proposed development will include a trash enclosure It is expected that the trash enclosure as well as the approach slab will be subjected to relatively heavy wheel loads, imposed by trash removal equipment -I, • S.- •. •.4 Ii ....... The subgrade soils in the area of the trash enclosure and the approach slab should be prepared in accordance with the recommendations for théparking areas, presented in Section 6.3 of this report. As such, it is expected that the trash enclosjre will be underlain by structural fill soils, extending to a depth of 1 foot below proposed subgrade elevation. Based on geotechnical considerations, the following recommendations • are provided for the design of the trash enclosure and the trash enclosure approach slab - The trash enclosure may consist of a 6-inch thick concrete slab incorporating a perimeter footing or a turned down edge, extending to a depth of at least 18 inches -: • below adjacent finished grade. If the trash enclosure will incorporate rigid walls such as masonry block or tilt-up concrete, the perimeter foundations should be designed in accordance with the recommendations previously presented in Section 6.5 of this report Reinforcement within the trash enclosure slab should consist of at least No 4 bars at .18-inches on-center, in both directions. Ii The trash enclosure approach slab should be constructed of Portland cement concrete, at least 6 inches in thickness Reinforcement within the approach slab should consist of at least No 4 bars at 18-inches on-center, in both directions The trash enclosure and approach slab subgrades should be moisture conditioned to 2 to 4 percent above the optimum moisture content to a depth of 12 inches The trash enclosure slab and the approach, slab should be structurally connected, .to reduce the potential for differential movement between the two slabs - ••S.. .-.• . 4 . -, I . The actual design of the trash enclosure and the trash enclosure approach slab should be completed by the structural engineer to verify adequate thickness and reinforcement. • . . . . - - 4 . . ., ..- . .4 . W SOUTHERN Proposed Commercial Building - Carlsbad CA - - CALIFORNIA . ' Project No. 16G104-1 . • - GEOTECHNICAL . . . . . . -. • . .-.. • - Page 24 - 6 9 Aetaining Wall Design and Construction No significant retaining walls are identified on the current site plan However, some small retaining walls (less than 6 feet in height) may be required to facilitate the new site grades The "pa am recommended for use in the design of these walls are presented below Retaining Will Design parameters L'•; 4; The onsite soils consist of highly expansive sandy clays and silty clays These materials are not considred suitable for use as retaining wall backfill We have provided design parameters assuming the use of an imported low expansive structural fill This material may consist of pulverized, well graded, bedrock materials obtained onsite, or an imported structural fill This material should possess an internal angle of friction of at least 30 degrees when compacted to 90 percent of the ASTM D-1557 maximum dry density. If desired, SCG could provide design parameters for an alternative select backfill material behind the retaining walls The use of select backfill material could result in lower lateral earth pressures In order to use the design parameters for the imported select fill, this material must be placed within the entire active failure wedge This wedge is defined as extending from the heel f the retainin1_1g wall upwardsat an angle of approximately 60° from horizontal If select backfill material behind the retaining wall is desired, SCG should be contacted for supplementary recommenJations RETAINING WALL DESIGN PARAMETERS Design Parameter .SóilTyPe Imported Sands or Silty Sands Internal Friction Angle (ct) 300 Unit Weight 1271bs/ft3 Equivalent Fluid Pressure ______________ Active Cdnditión (level .backfill). 42 lbs/ft3 Active Condition (2h ac lv bkfill) 68 lbs/ft3 At-RestCbndition (level backfill) 64 lbs/ft3 The walls should be designed using a soil-footing coefficient of friction of 0.30 and an equivalent passive pressure of 300 lbs/ft3 The structural engineer should incorporate appropriate factors of safety in the design of the retaining walls. The active earth pressure may be used for the: design of retaining walls that :do not directly support structures or support soils that in turn support structures and which will be allowed to deflect The at-rest earth pressure should b used for waliSL that will not be allowed to deflect such, as those which will support foundation bearing soils, or which will support foundation loads directly; Proposed Commerciai:Building-- Carisbád, CA Project No 16G104-1 Page 25 .& - Where the soils on the toe side of the retaining wall are not covered by a "hard" surface such as a structure or pavement, the upper 1 foot of soil should be neglected when calculating passive resistance due to the potential for the material to become disturbed or degraded during the life of the structure. . -• . ' '-' ,- ,.t - Seismic Lateral Earth Pressures : * --:. In accordance with the 2013 CBC, any, retaining walls more than 6 -,fétii'i height must be designed for seismic lateral earth pressures. Based on the site plan provided to our office, it is not expected that any walls in excess of 6 feet in height will be required for this project. In the event that such walls are required, our office should be contacted for supplementary design parameters. . - Retaining Wall Foundation Design - The retaining wall foundations should be s'upported within newly placed compacted structural fill, extending to a depth of at least 2 feet below proposed foundation bearing grade or competent bedrock materials. Foundations to support new retaining walls should be designed in accordance with the general Foundation Design Parameters presented in a previous section of this report - 4 Backfill Material - The existing highly expansive fill soils are not recommended for reuse as retaining wall backfill. Backfill materials should consist of imported low expansive structural fill or pulverized, well graded bedrock materials. All backfill material placed within 3 feet of the back wall face should- have a particle size no greater than 3 inches. The retaining wall backfill materials should be well graded. • '. .. . It is recommended that a minimum 1 foot thick layer of free-draining granular material (less than 5 percent passing the No. 200 sieve) be placed against the face of the retaining walls. This material should extend from the top of the retaining wall footing to within 1 foot of the ground surface on the back side of the retaining wall. This material should be approved by the geotechnical engineer. In lieu of the 1 foot thick layer of free-draining material, a properly V installed prefabricated drainage composite such 'as the MiraDRAIN 6000XL (or approved equivalent), which is specifically designed for use behind retaining walls, may be used. If the layer of free-draining material is not covered by an impermeable surface, such as a structure or * pavement, a 12-inch thick layer of a low permeability soil should be placed-over the backfill to reduce surface water migration to the underlying soils., The layer of free draining granular, material should be separated from the backfill soils by a suitable geotextile, approved by the geotechnical engineer. All retaining wall backfill should be placed and compacted under engineering controlled 'conditions in the necessary layer thicknesses to ensure an in-place density between 90 and 93 percent of the maximum dry density as determined by the Modified Proctor test (ASTM D1557)- Care should be taken to avoid over-compaction of the soils behind- the retaining walls, and the , use of heavy compaction equipment should be avoided. V • . .. ••' -__SOUTHERN - Proposed Commercial Building - Carlsbad, CA ' - CALIFORNIA V -. Project No. 16G104-1 GEOTECHNICAL V • . -. • - . . - Page 26 Subsurface Drainacje As previously. indicated, the retaining wall design parameters are based upon drained backfill conditions Consequently, some form of permanent drainage system will be necessary in conjunction with the appropriate backfill material Subsurface drainage may consist of either A weep hole drainage system typically consisting of a series of 4-inch diameter holes i. in the wall situated slightly above the ground surface elevation on the exposed side of the wall and at an approximate 8-foot on-center. spacing The weep holes should include a 2 cubic foot pocket of open graded gravel, surrounded by an approved êotetile fabric, at each weep hole location. A. 4-inch diahieter perforated pipe surrounded by 2 cubic feet of gravel .per.linear foot of drain placed behind the wall, above the retaining wall footing The gravel layer should be wrapped in a suitable geotextile fabric to reduce the potential for migration of fines The footing drain should be extended to daylight or tied into a storm drainage system .•- .. .6.10 Pavement Design Parameters. Site preparation in the pavement area should be completed as previously recommended in the Site Grading Recommendations section of this report The subsequent pavement recommendation assume proper drainage and construct m ion onitoring, and are based on either PCA or CALTRANS design parameters for a twenty (20) yeardesign period However, these designs also assume a routine pavement maintenance prbgram to obtain the anticipated 20-year pàveméntseMcé'life: . Pavenènt Subcdés. It is anticipated that the new pavements will be supported on the existing fill soils that have been scarified, moisture conditioned, and recompacted These materials generally consist of silty clays and sandy. clays These materials are expected to exhibit poor pavement support characteristics, with estimated R-values of 5 to 10 Since ,R-,value testing was not included in the scope of services'for the current project, the subsequent pavement designs are based upon ',.a conservatively assumed R-value of 5 Any fill.,materialimported to the site should have support characteristics equal to or greater than that of the on-site soils and be placed and compacted under engineering controlled conditions It may be desirable to perform R-value Irtesting after the completion4of rougK grading to verify the R-value oftheas-grádedparking subgráde. Asphaltic 'Co'n'crete Presented below are the recommended thicknesses for new flexible pavement structures consisting of asphaltic concrete over a granular base The pavement designs are based on the traffic 'indices .( TI's) indicated The client and/or civil engineer should verify that these Ti's are representative of the anticipated traffic volumes If the client-and/gr civil engineer determine that the expected traffic volume will exceed the applicable traffic index, we should be contacted for supplementary recommendations. The design traffic indices equate to the following IY -, SOUTHERN ' : • CALIFORNIA GEOTECHNICAL Proposed Commercial Building -Carlsbad, CA Project No: 16G104-1 Page 27 . ---_, - • - .- ---F approximate daily traffic volumes over a 20-year design life, assuming six oerational traffic days per week. - - - .- Traffic Index Na. of Heavy Trucks per Day. 4 40 0 50 1 60 / 3 .7.0 : . . 11 -:- 4, For the purpose of the traffic volumes indicated above, a truck is defined as a 5-axle tractor trailer unit with one 8-kip axle and two 32-kip tandem axles All of the traffic indices allow for 1,000 automobiles per day. - 1 ASPHALT PAVEMENTS (R = 5) Materials Thickness (inches), 1 Auto Parking (11=40) Auto Drive Lanes (11=50) Truck Traffic (11=60) (11=70) Asphalt Concrete 3 3 31/2 4 Aggregate Base 7 10 13 16 Compacted Subgrade 12 12 12 12 The aggregate base course should be compacted to at least 95 percent of the ASTM D-1557 maximum dry density. The asphaltic concrete should be compacted to at least 95 percent of the Marshall maximum density, as determined by ASTM D-2726 The aggregate base course may consist of crushed aggregate base (CAB) or crushed miscellaneous base (CMB), which is a recycled gravel, asphalt and concrete material The gradation, R-Value, Sand Equivalent, and Percentage Wear of the CAB or CMB should comply with appropriate specifications contained in the current edition of the "Greenbook" Standard Siecifications for Public Works Construction Portland Cement Concrete The preparation of the subgrade soils within Portland cement concrete pavement areas should be performed as previously described for proposed asphalt pavement areas The minimum recommended thicknesses for the Portland Cement Concrete pavement sections are as follows { a W SOUTHERN I Proposed Commercial, Building - Carlsbad CA . CALIFORNIA , Project No 16G104-1 GEOTECHNICAL Page 28 PORTLAND CEMENT CONCRETE PAVEMENTS Materials Thickness (inches) Autoniobile Parking and Drive Areas Truck Traffic Areas (TI =6.0) (TI =7.0) PCC 5 6 7 Compacted Subgrade (95% minimum. compaction) 12 12 12 The concrete should have a 28-day compressive strength of at least 3,000 psi. Reinforcing within all pavements should be designed by the structural engineer. The maximum joint spacing within all of the PCC pavements is recommended to be equal to or less than 30 times the pavement thickness.. The actual joint spacing and reinforcing of the Portland cement concrete pavements. should be determihed by the structural *engineer. - SOUTHERN Proposed Commercial Building - Carlsbad, CA CALIFORNIA Project No. 16G104-1 GEOTECHNICAL Page 29 : . - •'t• • S. ,- 4 7.0 GENERAL COMMENTS This report has been prepared as an instrument of service for use by the client, in order to aid in the evaluation of this property and to assist the architects and engineers: in the design and preparation of .the project plans and specifications.' This report maybe provided to the contractor(s) and other design consultants to disclose information relative to the project. -However, this report is not intended to be utilized as a specification iii aid of itself, without appropriate interpretation by the project architect, civil engineer, and/or structural engineer. The reproduction and distribution of this report must be authorized-,by the client and Southern - California Geotechnical, Inc. Furthermore, any reliance on this report b an unauthorized third party is at such party's sole risk, and we accept no responsibility for damage or loss which may' occur. The client(s)' reliance upon this report is subject to the Engineering Services Agreement, incorporated into our proposal for this project The analysis of this site was based on a subsurface profile interpolated from limited discrete soil samples While the materials encountered in the project area are considered to be representative of the total area, some variations should be expected between boring locations and sample depths. If the conditions encountered during construction .vary significantly from those detailed herein, we should be contacted immediately to determine if the conditions alter the recommendations contained herein This report has been based on assumed or provided characteristics of the proposed development. It is recommended that the owner, client, architect, structural engineer,and civil engineer carefully review these assumptions to ensure that they are consistent with the characteristics of the proposed development If discrepancies exist, they should be brought to our attention to verify that they do not affect the conclusions and recommendations contained herein. We also recommend that the project plans and specifications be submitted to our office for review to verify that our recommendations have been correctly interpreted The analysis, conclusions, and recommendations contained within this report have been promulgated in accordance with generally accepted professional geotechnica I engineering practice No other warranty is implied or expressed p. _5 •1 - S •S • --S -. S • ••, - . S r' - - - . S • $ S I t I I - 4 4 r 4- -S. I W SOUTHERN Proposed Commercial Building - Carlsbad CA CALIFORNIA . Project No. 16G1041 GEOTECHNICAL • Page 30 - 5 • 1 5 5 •5.•_ 5 .4$ p - •.. S 4.. N . S 4 --: 51/ 7J)5 JJM;I!aALC W - 4 AD?—t— OR I4TAE( 4RDAY - 1. 4DP ! I 01 :: ; 1 I - a 9 , RO2 / ALG4 VIQ& RM9 - L j (Sflffl. 2Q ' SEE AJ q20, 4ID 1 I 28! 'N PO 'JIARA" • -- isv OX&OYE VII ,. AVAM C•4 CR5 .vO0 OR -RE93RT IRD h1O RATW!J!T SPAj1I cr 16 FS m All. zu vj PALO? A4R 9 Al CT to IT 40P IER oum GOLF, Zb S CT AVLORA d' INGO 33 - 34 SITE LOCATION MAP PROPOSED COMMERCIAL BUILDING CARLSBAD, CALIFORNIA SOURCE SAN EGO COUNTY SCALE r=2400'THOMAS GUIDE, 2008 DRAWN: JL SOUTHERN SCHGKRKEMCT T. CALIFORNIA GEOTECHNICAL PLATE ~LAGQ~QN \\\\ ' / / 4 / Nil HHI MOR sle GEOTECHNICAL LEGEND BORING AND TRENCH LOCATION PLAN PROPOSED COMMERCIAL BUILDING 4- APPROXIMATE BORING LOCATION .' CARLSBAD. CALIFORNIA SOUTHER: - APPROXIMATE TRENCH LOCATION \JJI . ________ • • f3.CALffORNIA CROSS SECTION (PLATE 4) - '.4 CEOTECHN1CAI) 4 - ; ç F '-4. - • • • : •••• •.•-, I : itorosa 30 Ts W / ' I I/I -- - / .1 -.. - • -.. / Ia- ( / ' --';. '-2 •'.'."- -'.-'/--. . ...-'t. -'---- \ o__. - — SITE —=— Water' I Tae-&i I - - — pp, Al Miiian Volley Formation (Poway Group); light-colotoi, poorly-bedded. poorly-indurated, fine-to medium-grained sandstone. [Kg (sm)lSan Marcos Gubbro (Larsen; 1948); medium-grained (abbro and norite. [] Stadium Conglomerate (Poway Group); poorly-bedded. poorly-to mod- emteiy.iodurated, cobble conglomerate with coarse-gtvined sandstone matrix. Kisp Undifferentiated Santiago Peak Volcanics, mildly meLimorphosed volcanic, volcaniclastic and interbedded sedimentary rocks. Volcanic rocks range from Tsu Santiago Formation: tight-colomd, poorly-bedded, poody-indurated. line- brook to rhyolite, but are predominantly andesite. It also contains some rock Ti to tncdium-gmined sandstone istetbcdded with landslite-prone siltstone types listed under Kim (mentioned below). and claystone. Local coarse-grained sandstone and conglomerate. Renamed , from Scripps Formation in the Encinitas (Thn. 1986) aid Rancho Santo Fe ('ISo, 1987) quadrangles. U intenfingers with Totrey Stndslene. [] Beachi0ts!ncO0a0lidated sand, 'lbrrey Sandstone (La Jolla Group); light-colored, mtssive and thick-bed- - anti tubmerged. unconsolidated clay, dm1. well-tnduroted. medium-to coazxe.groined atleosic sandstone. Resis- Ql Lake, reservoir and pond deposits; partly tans to landatiding. It interfingers With Santiago Fortn,.tion. - silt, sand and gravel. [!I] Friars Formation (La Jolla Group); poorly-bedded, posnly-indurated. land- /j') - Landslide deposits (includes headscarp area). See further California Division slide-prone cloysinne, line-to medidm-grained sandstone and some congtO- - of Mines and Geology open-File Repo - meeate. Del Moe Fnn,,utinn it i,sti GEOLOGIC MAP PROPOSED COMMERCIAL BUILDING CARLSBAD, CALIFORNIA SCALE: 1* SOUTHERN DRAWN: MRM - -. — I CHKD:GKM CALIFORNIA SOURCE: "GEOLOGY MAP OF SAN LUIS SCG PROJECT _ ........... REV, SAN DIEGO COUNTY, CALIFORNIA" 16G104-1 GEOTECHNICAL KENNEDY, 1996 PLATE 3 I + p BORING LOG LEGEND SAMPLE TYPE GRAPHICAL SAMPLE DESCRIPTION SYMBOL AUGER SAMPLE COLLECTED FROM AUGER CUTTINGS, NO FIELD MEASUREMENT OF SOIL STRENGTH. (DISTURBED) CORE ROCK CORE SAMPLE: TYPICALLY TAKEN WITH A DIAMOND-TIPPED CORE BARREL. TYPICALLY USED ONLY IN HIGHLY CONSOLIDATED BEDROCK. SOIL SAMPLE TAKEN WITH NO SPECIALIZED GRAB EQUIPMENT, SUCH AS FROM A STOCKPILE OR THE GROUND SURFACE. (DISTURBED) CALIFORNIA SAMPLER: 2-1/2 INCH I.D. SPLIT BARREL Cs SAMPLER, LINED WITH 1-INCH HIGH BRASS RINGS. DRIVEN WITH SPT HAMMER. (RELATIVELY UNDISTURBED) NO RECOVERY: THE SAMPLING ATTEMPT DID NOT N SR () RESULT IN RECOVERY OF ANY SIGNIFICANT SOIL OR ROCK MATERIAL. STANDARD PENETRATION TEST: SAMPLER IS A 1.4 SPT INCH INSIDE DIAMETER SPLIT BARREL, DRIVEN 18 INCHES WITH THE SPT HAMMER. (DISTURBED) SHELBY TUBE: TAKEN WITH A THIN WALL SAMPLE S H TUBE, PUSHED INTO THE SOIL AND THEN EXTRACTED. (UNDISTURBED) VANE SHEAR TEST: SOIL STRENGTH OBTAINED USING VANE A 4 BLADED SHEAR DEVICE. TYPICALLY USED IN SOFT CLAYS-NO SAMPLE RECOVERED. COLUMN DESCRIPTIONS DEPTH: SAMPLE: BLOW COUNT: POCKET PEN.: GRAPHIC LOG: DRY DENSITY: MOISTURE CONTENT: LIQUID LIMIT: PLASTIC LIMIT: PASSING #200 SIEVE: UNCONFINED SHEAR: Distance in feet below the ground surface. Sample Type as depicted above. Number of blows required to advance the sampler 12 inches using a 140 lb hammer with a 30-inch drop. 50/3" indicates penetration refusal (>50 blows) at 3 inches. WH indicates that the weight of the hammer was sufficient to push the sampler 6 inches or more. Approximate shear strength of a cohesive soil sample as measured by pocket penetrometer. Graphic Soil Symbol as depicted on the following page. Dry density of an undisturbed or relatively undisturbed sample in lbs/ft3. Moisture content of a soil sample, expressed as a percentage of the dry weight. The moisture content above which a soil behaves as a liquid. The moisture content above which a soil behaves as a plastic. The percentage of the sample finer than the #200 standard sieve. The shear strength of a cohesive soil sample, as measured in the unconfined state. ) 1 - SOIL CLASSIFICATION CHARt- -. MAJOR DIVISIONS SYMBOLS . TYPICAL • - GRAPH LETTER ' DESCRIPTIONS ' b - -. GRAVEL GRAVELS • b GW. SAND MIXTURES, LITTLE OR NO CLEAN • _• WELL-GRADED GRAVELS, GRAVEL - AND- ' GRAVELLY 0%j U - 'o(° POORLY-GRADED GRAVELS, SOILS (LITTLE OR NO FINES) t, - GP GRAVEL - SAND MIXTURES, LITTLE 0cjoOci •, ORNOFINES COARSE . '. r .,. e • GRAINED . GRAVELS WITH -)1c-P< - . SILTY,GRAVELS, GRAVEL - SAND - SOILS MORE THAN 50% FINES IVI'SILT MIXTURES OF COARSE '- FRACTION RETAINED ON NO. ,6'7J/p(2 4 SIEVE (APPRECIABLE 49' GC CLAYEY GRAVELS, GRAVELSAND - AMOUNTOFFINES) CLAY MIXTURES CLEAN SANDS %AI WELL GRADED SANDS GRAVELLY MORE THAN 50% SAND LE,-uN SANDS LITTLE OR NO FINES OF MATERIAL IS . AND . •:•:•:-;•;-:•;•;•: LARGER THAN SANDY NO 200 SIEVE '.#I POORLY GRADED SANDS SIZE SOILS (LITTLEORNOFINES) : .-:.-:/.-:.-::.. 5P GRAVELLYSAND,LITTLEORNO FINES MORE THAN 50% FINES - :-.:•:.t•:•-.:• -: SM MIXTURES SANDS WITH I - SILTYSANDS SAND SILT I OF COARSEFRACTION . PASSING ONNO. 4 SIEVE AMOUNT OF FINES) SC CLAYEY SANDS SAND CLAY MIXTURES I I INORGANIC SILTS AND VERY FINE I ML CLAYEY ROCK FLOUR, SILTY OR CLAYEY FINE SANDS OR CLAYEY SILTS WITH SLIGHT PLASTICITY SILTS . . . - INORGANIC CLAYS OF LOW TO FINE AND LIQUID LIMIT CL MEDIUM PLASTICITY, GRAVELLY GRAINED CLAYS LESS THAN 50 . __. CLAYS,ANDY CLAYS, SILTY CLAYS, SOILS LEAN CLAYS ORGANIC SILTS AND ORGANIC SILTY CLAYS OF LOW PLASTICITY SMALLER THAN MATERIALS' , M H. DIATOMACEOUS FINE SAND OR MORE THAN 50%OF INORGANIC SILTS, MICACEOUS OR NO. 200 SIEVE . . . . SILTY SOILS - SIZE SILTS -. . LIQUID LIMIT . INORGANIC CLAYS OF HIGHAND . '1 GREATER THAN 5O CH PLASTICITY - CLAYS -j ORGANIC CLAYS OF MEDIUM TO . . - HIGH PLASTICITY, ORGANIC SILTS u'-i.n v ir' crii ' PT PEAT, HUMUS, SWAMP SOILS WITH -. - S.J ',JIrU'4I JIL..) . HIGH ORGANIC CONTENTS - NOTE: DUAL SYMBOLS ARE USED TO INDICATE BORDERLINE SOIL CLASSIFICATIONS - - • _••4 • . - - ,' •a - .' - ... 4 . • 4. I, - ._I- 4 . '• 4 * - r •- , - - 'S - - '. - - • - '4 -I- I SOUTHERN V' CALIFORNIA V GEOTECHNICAL A cntfnda Coquratimi JOB NO.: .16G104 'DRILLING DATE: 1/15/16 WATER DEPTH: Dry PROJECT Proposed,Commeraal Bldg DRILLING METHOD Hollow Stem Auger CAVE DEPTH 13 feet LOCATION:Carlsbad, California' LOGGED BY: Daniel Nielsen READING TAKEN: At Completi'oh' FIELD RESULTS LABORATORY RESULTS .0 DESCRIPTION uj u_.. u_ 0 of o Cn . SURFA Lu CE ELEVATION -- MSL . 8 8 FILL: .Brown 'and Gray Brown Clayey fine Sand to fine Sandy Clay, medium dense to very stiff-moist N V 42 .'4.5+ V V . , " ' '107 18 'EI='108@0t0' FILL:' Dark Grayfine SandyClay.to Silty Clay, some V ' •:-•'' - Cláystone fráments, very.stiff to hard-moist V V 2/10'145+, 114 17 ' : ., -• N .61 No,Sanpie 14 • - ' V . . ' RecàveedV..' , V . . .' , , .• .VVV • 2 .5+ . ' . . 107 .13 V H _L ' VSANTIAGO FORMATIONBEDROCK(Tsa): Light Gray H ' .72 . 4.5 : Bdwnfiné grained SandstoneIfriable,VweàklyVceminted, 82 10 ' : 10V - ' : '\,ethered, deñie-damp SANTIAGO PEAK VOLCANICS (KJsD): 'Red Brown weathered Rhyolite Bedrock little to some Iron oxide staining 'very dense-damp 1 ' 50/5 6 15 0L5 j. Boring Terminatedat 171,4 feet due to auger refusal on very . V dense Bedrock Note: Auger refusal at 17', drove SPT to 171W , VV' - •V p .V: . V, .., .t - - - - TEST BORING LOG SOUTHERN _______ • CALIFORNIA 1,r GEOTECHNICAL A Ctinita Coavnthc,n BORING NO. B-2 JOB NO.: 16G104 DRILLING DATE: 1/15/16 WATER DEPTH: Dry PROJECT: Proposed Commercial Bldg DRILLING METHOD: Hollow Stem Auger CAVE DEPTH: 12.5 feet LOCATION: Carlsbad California LOGGED BY: Daniel Nielsen READING TAKEN: At Completion FIELD RESULTS DESCRIPTION ' SURFACE ELEVATION: MSL LABORATORY RESULTS w 8 w o 2. w .18 2 0> zz • 10__ 15 31 57 33 40 37 '9/11 77/9" 4.5 4.5+ 4.5 4.5 4.5 4.5 FILL: Dark Gray fine Sandy Clay, trace Gypsum deposits, some Claystone fragments, some Iron oxide staining, very stiff-moist • - • 100 116 104 112 106 14 13 14 14 • 19 9 - 10 - E!LL.. Light Gray Clayey fine Sand to fine Sandy Clay, some Siltstone and Claystone fragments, medium dense to very stiff-moist - - - FILL: Dark Gray Brown fine Sandy Clay, trace calcareous nodules, trace Gypsum deposits, some Iron oxide staining, very stiff-moist • ;• • - - SANTIAGO FORMATION BEDROCK (Tsa): Light Orange Brown fine grained Sandstone, weathered, friable, weakly cemented, weathered, trace Iron oxide staining, very dense-moist • - Boring Terminated at 19 feet PLATE B-2 I-. - - - - - TEST BORING LOG - --.- w..-. '--:-- __________ • SOUTHERN ______ • CALIFORNIA GEOTECHNICAL A California C,nrlion JOB NO 16G104 DRILLING DATE 1/15/16 WATER DEPTH Dry PROJECT:)ProposedCommerciat.Btdg DRILLING METHOD: Hollow Stem Auger CAVE DEPTH: LOCATION Carlsbad California LOGGED BY:,Daniel Nielsen READING TAKEN At Completion FIELD .0 .0 RESULTS . DESCRIPTION LABORATORY RESULTS. - -'. p: W, - w. .z: .• . . . w .-. 5 SURFACE ELEVATION -'MSL S :ELLL -Dark Brown Clayeyfine,Sand to fine Sandy Clay, trade - Gypsum deposits trace Claystone fragments little Iron oxide - V 22 4:5 staining very stiff to medium dense moist 12 4 5 19 EllL Light Gray and Light Gray Brown fine Sandy Clay little - Iron oxide staining trace Gypsum deposits trace Rhyolite 30 fragments very stiff to hard moist 45 18 SANTIAGO FORMATI0NBEDROCK(Tsa):LightGray :.. x -, .25, 10 - 5 Brown fine grained Sandstone friable weakly cemented -weathered trace Iron oxide staining dense-damp ° 5O/' . . SANTIAGO PEAK VOLCANICS (KJsø): Red Brown.t Brown weathered Rhyolite Bedrock some Iron oxide staining very dense-damp 10 5O/2 . No SrnpIe; Reàovered 15 - NoSámpie' • . Recovered Boring Terminated at 18Y2 feet • . PLATE B-3 - -•-- ....... .. ...,. TH: • 14feet -J m TEST BORI NG LOG SOUTHERN \IiIrr CALIFORNIA GEOTECHNICAL A CaIfontht Csup.nhtwn - BORING NO. B-4 JOB NO.: 16G104 DRILLING DATE: 1/15/16 WATER DEPTH: Dry PROJECT: Proposed Commercial Bldg DRILLING METHOD: Hollow Stem Auger CAVE DEPTH: 14 feet LOCATION: Carlsbad California LOGGED BY: Daniel Nielsen . - READING TAKEN: At Completion FIELD RESULTS . LABORATORY RESULTS DESCRIPTION o o>_ M Q_. SURFACE ELEVATION: --- MSL- .- OQ.. 3 FILL:. Light Gray Brown fine Sandy Clay to Silty Clay with - - abundant Claystone fragments, some Iron oxide staining, - - N 14 4.5 trace calcareous nodules, very stiff-moist 98 20,- . . SANTIAGO FORMATION BEDROCK (Tsa): Light Gray highly - 62 weathered fine to medium grained Sandstone and Clayey fine ,124 .10 . . ' to medium grained Sandstone, friable, weakly cemented, . - weathered, medium dense to dense-damp to moist - 45,' 5 45 116 10 - 4 S 55 1 _ •- - ' , 33 4.5 .. . 115 .15 14 • - @71/2 to 8 feet, interbedded 11/2 inch thicklense of Dark. ,• - - Brown fine Sandy Claystone . •, • 5 - 4 N 47 4.5 . ._S - - •. 114 13 - . . - -- 5 .• -_.•S . .' 55- •• 1 5 55 5- ,•* -S .-. 5--- -.5 10--. 21 2.0 16 15 . . •, , - • - 1 5 • — - , _. :14 - -• SANTIAGO FORMATION BEDROCK (isa): Dark Brown - • X76/4" 3.5 - 16 — — — very stiff-moist SANTIAGO PEAK VOLCANICS (KJsø): Light Red Brown to • • - - S Light Brown weathered Rhyolite Bedrock, some Iron oxide - \staining, very dense-damp - • • . - . boring Terminated at 191/2 re—eF • - - - -. - . . . 54 - -j .. 4 •1 - - PLATE B-4 m - - TEST BORING LOG SOUTHERN CALIFORNIA TRENCIINO: . I JOB NO.: 16G104-1 EQUIPMENT USED: Backhoe WATER DEPTH: Dry PROJECT: Prop6sed Commercial Building LOGGED BY: Mall Manni SEEPAGE DEPTH: Dry LOCATIONI Carlsbad, CA ORIENTATION: N25 E DATE: 01-15-2016 TOP OF TRENCH ELEVATION: 258.5 msl READINGS TAKEN: At Completion 0 Q EARTH MATERIALS 00 GRAPHIC REPRESENTATION m DESCRIPTION . N250 SCALE1 5 A:-FILL: Dark Gray Brown Silty Clay. trace fine to coarse Sand, trace fine - root fibers, trace Silty Claystorre fragments, stiff - moist A B: SANTIAGO FORMATION BEDROCK (Tsa): Light Gray Silty - - fine-grained Sandstone, highly weathered, weakly cemented, friable, trace Clay, tram Iron oxide staining. medium dense. mist Bedding Contact: N33 w, 12 NE 'C: . 5 SANTIAGO PEAK VOLCANIC BEDROCK (KJsp): Red Brown - C Trench Terminated @ 5 Y2 feet - Bottom of Trench Elevation: 253.0 mst 10 - 15 — KEY 10 SAMPLE TYPES: e. BULK SAMPLE lOISIUROCOt e -elsa seeptcz.ra-oinrcme trraulway urcisneozot TRENCH LOG -PLATE B-715 .r SOUTHERN CALIFORNIA GEOTECHNICAL .,. TRENCH NO. T-2 JOB NO.: 16G104-1 EQUIPMENT USED: Backhoe , WATER DEPTH: Dry PROJECT: Proposed Commercial Building ' LOGGED BY: Mall Manni SEEPAGE DEPTH: Dry LOCATION: Carlsbad, CA ORIENTATION: S 45 W DATE: 01-15-2016 TOP OF TRENCH ELEVATION: 259.0 msl - READINGS TAKEN: At Completion 0 J 0 - .•l '" EARTH MATERIALS . 00 -n z X GRAPHIC REPRESENTATION DESCRIPTION .. S45W SCALE: V=5 A FILL: Gray Brown Silty Clay. occasional Silty Oaystone fragments, : - — trnceltnetoceame Sand, trace Plastic. tracefine motfibers, stiff .damp to mist FILL: Light Gray Silly Clay, hard - damp to moist — . SANTIAGO FORMATION BEDROCK (Tsa): Light Gray Silty ' () - - B 5 - fine-grained Sandstone, highly weathered, weakly cemented, friable, - trace Silty Claystone fragments, trace Iron oxide staining, dense - damp Trench Terminated @6 feet - - 4 Bottom of Trench Elevation 2530 met 10 - J - 15 - - . - .1 - KEY SAMPLE TYPES: . a-ouLKsMrpcEto,smesEnt n.(RELATIVELY MDIMMED) M . . TRENCH LOG . PLATE B-6 r 1. - r F - r._r ,. - I — - - :_ 4 F --,. :• $ -. . -• -, • - : t t 4 'IT -2 0 2 4 Cl) C o8 (5 0 C 10 0 C.) 12 14 16 18 Consolidation/Collapse Test Results 0.1 10 100 Load (ksf) Classification: Dark Gray fine Sandy Clay, trace Gypsum deposits Boring Number: B-2 Initial Moisture Content (%) 15 Sample Number: --- Final Moisture Content (%) - 23 Depth (ft) 1 to 2 Initial Dry Density (pcf) 102.2 Specimen Diameter (in) 2.4 Final Dry Density (pcf) .- 105.7 Specimen Thickness (in) 1.0 - Percent Collapse (%) - - • -1.17 Proposed Commercial Bldg -MEOW ------- SOUTHERN Carlsbad, California CALIFORNIA Project No. 16G104 GEOTECHNICAL PLATE C- 1 A CdtfiYnda Coaliw Consolidation/Collapse Test Results -2 0 2 4 6 C U) C 0 0 C 10 0 C.) 12 14 16 18 0.1 1 10 100 Load (ksf) Classification: Dark Gray fine Sandy Clay, trace Gypsum deposits Boring Number: B-2 Initial Moisture Content (%) 15 Sample Number: Final Moisture Content (%) 19 Depth (ft) 3 to 4 Initial Dry Density (pcf) 115.4 Specimen Diameter (in) 2.4 Final Dry Density (pcf) 118.0 Specimen Thickness (in) 1.0 Percent Collapse (%) -0.44 Proposed Commercial Bldg SOUTHERN Carlsbad, California - ....._ CALIFORNIA Project No. 16G104 GEOTECHNICAL PLATE C- 2 A ccd1frni Cannrioi ,I.iI1-.1tTTT7L,IM iii _.uuunilllIiiI - Iy__uIlII- Water Added MMMO11111 IIiIA '..diIIIIIIii • ____,AhiI u ,NIIIU..MAIII • ____ 1* rIIs - -r7T1'j Classification: Light Gray Clayey fine Sand to fine Sandy Clay, some Siltstone/Claystone frags Boring Number: B-2 Initial Moisture Content (%) ' •. 15 Sample Number: Final Moisture Content (%) 23 Depth (ft) 5 to 6 Initial Dry Density (pcf) • / 103.8 Specimen Diameter (in) 2.4 Final Dry Density (pcf) k 107.1 Specimen Thickness (in) 1.0 Percent Collapse (%) -0.41 Proposed Commercial Bldg - ------ SOUTHERN Carlsbad, California CALIFORNIA Project No. 16G104 GEOTECHNICAL P LATE C- 3 A CaIniio Ccni,tios, 0.1 1 10 Load (ksf) -2 0 2 4 10 0 U 12 14 16 18 EI 100 Consolidation/Collapse Test Results Classification: Dark Gray Brown fine Sandy Clay, trace calcareous nodules Boring Number: B-2 Initial Moisture Content (%) 18 Sample Number: --- Final Moisture Content (%) 19 Depth (ft) 7 to 8 Initial Dry Density (pcf) 108.1 Specimen Diameter (in) 2.4 Final Dry Density (pcf) 112.0 Specimen Thickness (in) 1.0 Percent Collapse (%) -0.03 Proposed Commercial Bldg SOUTHERN Carlsbad, California -. CALIFORNIA Project No 16G104 GEOTECHNICAL PLATE C 4 -. , caion, coiinUot i . --------------------------- ---------------------------- --------------------------- ---------------------------- ---------------------------- r ''_YYLtsiuii'iju M1 L4 j _______________l J•i•i.,I - ____ N: rr ____---------------------------- --------------------------- --------------------------- N ------------------------- --------------------------- r. zs Soil ID Number B-i @ 0 to 5' Optimum Moisture (%) 14.5 Maximum Dry Density (pcf) 117.5 Soil Classification Gray Silty Clay, trace fine Gravel Proposed Commercial Bldg SOUTHERN Carlsbad, California CALIFORNIA Project No. 16G104 GEOTECHNICAL P LATE C-5 A C Crntho, Direct Shear Test Results (Undisturbed) 5000 -- ----.- ------- 4000 - - - - - - - - - - - - - - 3000 (n — -- . -., .. . -- - Peak . . .,. — .. 77 - *Ultimate CI) 2000 -- -----I— - - — — — - ..-------.-.. • 1000 .... - - - -'--'- - - - - - _ --- - - — - - -- _ _ _ - - - - - - - - b 1000 2000 3000 4000 5000 Normal Stress (ksf). Sample Description: B-i.@ 0.to 5 feet Classification: Gray Brown Silty Clay Sample Data. . Test Results Remolded Moisture Content 16.6 Final Moisture Content 24.0 Peak Ultimate Remolded Dry Density 106.0 cj (°) 17 16 Percent Compaction --- C (psf) 1000 950 Final Dry Density 90.0 Specimen Diameter (in) 0 Specimen Thickness (in) 2.4 Proposed Commercial Building SOUTHERN Carlsbad, California .• CALIFORNIA Project No 16G104 GEOTECHNICAL PLATE C-6 A Cüfon Qcruffi,i 5000 Direct Shear Test Results (Undisturbed) 4000 - - - - - - - - - - - - - - -- --- ----I - ------------ 3000------------_---_- >---- U Peak _- -< *Ultimate 2000 -- — — 1000 —--- — - - - -- - ----- - - - -- - - 0 - 0 1000 2000 3000 4000 Normal Stress (ksf) 5000 Sample Description: B-I @ 7 to 8 feet Classification: Light Gray fine grained Sandstone Sample Data Test Results Initial Moisture Content 14.5 Final Moisture Content 19.0 Peak Initial Dry Density 115.0 Ol (°) 31.0 Final Dry Density --- C (psf) 800 Specimen Diameter (in) 2.4 Specimen Thickness (in) 1.0 Ultimate 31.0 700 Proposed Commercial Building Carlsbad, California Project No. I6G104 P LATE C- 7 ----• SOUTHERN '" CALIFORNIA CEOTECHNICAL IV A caliJo-ma On,afiw ii oi 0 4 - 6 2 C -- 6. -r I El - -i Grading Guide Specifications '. Page 1 GRADING GUIDE SPECIFICATIONS - .. - t ,• ., These grading guide specifications are intended to provide typical procedures for grading operations. They are intended to supplement the recommendations contained in the geótechnical investigation report for this project. Should the recommendations in the geotechnical investigation report conflict with the grading guide specifications, the more site specific recommerVdations in the geotechnical investigation report will govern -. -. General - - . The Earthwork Contractor is responsible for the satisfactory completion of all earthwork in accordance with the plans and geotechnical reports, and in accordance with city, county, and applicable building codes. • . -- The Geotechnical Engineer is the representative of the Owner/Builder for the purpose of implementing the report recommendations and guidelines. These duties are not intended to relieve the Earthwork Contractor of any responsibility to perform in a workman-like manner, T nor is the Geotechnical Engineer to direct the grading equipment or personnel employed by the Contractor. . . The Earthwork Contractor is required to notify the Geotechnical Engineer of the anticipated work and schedule so that testing and inspections can be provided. If necessary, work may be stopped and redone if personnel have not been scheduled in advance. The Earthwork Contractor is required to have suitable and sufficient equipment on the job- site to process, moisture condition, mix and compact the amount of fill being placed to the approved compaction. In addition, suitable support equipment -should be available to * , conform with recommeidations and guidelines in this report.;. • Canyon cleanouts, overexcavation areas, processed ground to receive fill, key excavations, - subdrains and benches should be observed by the Geotechnical Engineer prior to placement of any fill. It is the Earthwork Contractor's responsibility to notify the Geotechnical Engineer of areas that are ready for inspection 16 4 -. ••• Excavation, filling, and subgrade preparation should be performed in a manner and sequence that will provide drainage at all times and proper control of erosion. Precipitation, springs, and seepage water encountered shall be pumped or drained to provide a suitable working surface. The Geotechnical Engineer must be informed of springs or water seepage encountered during grading or foundation construction for possible revision to the recommended construction procedures and/or installation of subdrains. - Site Preparation -- • The Earthwork Contractor is responsible for all clearing, grubbing, stripping and site - preparation for the project in accordance with the recommendations of the Geotechnical Engineer. If any materials or areas are encountered by the Earthwork Contractor which are suspected of having toxic or environmentally sensitive contamination, the Geotechnical Engineer and Owner/Builder should be notified immediately. - + $ --- - - I I • Grading Guide Specifications Page 2 Major vegetation should be stripped and disposed of off-site. This includes trees, brush, heavy grasses and any materials considered unsuitable by the Geotechnical Engineer. Underground structures such as basements, cesspools or septic disposal systems, mining shafts, tunnels, wells and pipelines should be removed under the inspection of the Geotechnical Engineer and recommendations provided by the Geotechnical Engineer and/or city, county or state agencies. If such structures are known or found, the Geotechnical Engineer should be notified as soon as possible so that recommendations can be formulated. Any topsoil, slopewash, colluvium, alluvium and rock materials which are considered unsuitable by the Geotechnical Engineer should be removed prior to fill placement. Remaining voids created during site clearing caused by removal of trees, foundations basements, irrigation facilities, etc., should be excavated and filled with compacted fill. Subsequent to clearing and removals, areas to receive fill should be scarified to a depth of 10 to 12 inches, moisture conditioned and compacted The moisture condition of the processed ground should be at or slightly above the optimum moisture content as determined by the Geotechnical Engineer. Depending upon field conditions, this may require air drying or watering together with mixing and/or discing. Co4mpacted Fills Soil materials imported to or excavated on the property may be utilized in the fill, provided each material has been determined to be suitable in the opinion of the Geotechnical Engineer. Unless otherwise approved by the Geotechnical Engineer, all fill materials shall be free of deleterious, organic, or frozen matter, shall contain no chemicals that may result in the material being classified as "contaminated;" and shall be very low to non-expansive with a maximum expansion index (El) of 50. The top 12 inches of the compacted fill should have a maximum particle size of 3 inches, and all underlying compacted fill material a maximum 6-inch particle size, except as noted below. All soils should be evaluated and tested by the Geotechnical Engineer. Materials with high expansion potential, low strength, poor gradation or containing organic materials may require removal from the site or selective placement and/or mixing to the satisfaction of the Geotechnical Engineer. Rock fragments or rocks less than 6 inches in their largest dimensions, or as otherwise determined by the Geotechnical Engineer, may be used in compacted fill, provided the distribution and placement is satisfactory in the opinion of the Geotechnical Engineer. Rock fragments or rocks greater than 12 inches should be taken off-site or placed in accordance with recommendations and in areas designated as suitable by the Geotechnical Engineer. These materials should be placed in accordance with Plate D-8 of these Grading Guide Specifications and in accordance with the following recommendations: Rocks 12 inches or more in diameter should be placed in rows at least 15 feet apart, 15 feet from the edge of the fill, and 10 feet or more below subgrade. Spaces should be left between each rock fragment to provide for placement and compaction of soil around the fragments. Fill materials consisting of soil meeting the minimum moisture content requirements and free of oversize material should be placed between and over the rows of rock or • 4.. Grading Guide Specifications Page 3 concrete. Ample water and compactive effort should be 'applied to the fill materials as they are placed in order that all of the voids between each of the fragments are filled • and compacted to the specified density. Subsequent rows of rocks should be placed such that they are not directly above a row placed in the previous lift of fill. A minimum 5-foot offset between rows is - ,-. recommended. .. - • - 4. ••l ! 3 - . !•t,• To facilitate future trenching, oversized material should not be placed within the range of foundation excavations, future utilities or other 'underground construction unless specifically approved by the soil engineer and the developer/owner representative. • Fill materials approved by the GeOtechnical Engineer should be plced in areas previously • prepared to receive fill and in evenly placed, near horizontal layers at about 6 to 8 inches in - - . loose thickness, or as otherwise determined by-the Geotechnical Engineer for the project. 4 ' •..- -- * - . Each layer should be moisture conditioned to optimum moisture content, or slightly above, as directed by the Geotechnical Engineer. After proper mixing and/or drying, to evenly distribute the moisture, the layers should be compacted to at least 90 percent of the • - maximum dry density in compliance with ASTM D-1557-78 unless otherwise indicated. .. Density and moisture content testing should be performed by the Geotechnical Engineer at random intervals and locations as determined by the GeOtechnical Engineer. These tests - are intended as an aid to the Earthwork Contractor,' so he can evaluate his workmanship, • equipment effectiveness and site conditions. The Earthwork Contractor is responsible for • compaction as required by the Geotechnical Report(s) and governmental agencies. . Fill areas unused for a period of time may require moisture conditioning, processing and -. recompaction prior to the start of additional filling. The Earthwork Contractor should notify the Geotechnical Engineer of his intent so that an evaluation can be made. -. * • Fill placed on ground sloping at a 5-to-1 inclination (horizontal-to-vertical) or steeper should be benched into bedrock or other suitable 'materials, as-directed by the Geotechnical Engineer. Typical details of benching are illustrated on Plates D-2, D-4, and D-5. -• . . Cut/fill transition lots should have the cut portion overexcavated to a depth of at least 3 feet * " and rebuilt with fill (see Plate D-i), as determined by the Geotechnical Engineer. • All cut lots should be inspected by the Geotechnical Engineer for fracturing and other • bedrock conditions. If necessary, the pads should be overexcavated to a depth of 3 feet - - and rebuilt with a uniform, more cohesive soil type to impede moisture penetration. • .- * . Cut portions of pad areas above buttresses or stabilizations should be overexcavated to a depth of 3 feet and rebuilt with uniform, more cohesive compacted fill to impede moisture - penetration. . - . - • - - . •. - • . - • - : - - i. • Non-structural fill adjacent to structural fill should typically be placed in unison to provide lateral support. Backfill along walls must be placed and compacted with care to ensure that I. •'- * excessive unbalanced lateral pressures do not develop. The type of fill material placed - adjacent to below grade walls must be properly tested and approved by the Geotechnical Engineer with consideration of the lateral earth pressure used in the design - 4 . . ,•'- - Grading Guide Specifications Page 4 Foundations The foundation influence zone is defined as extending one foot horizontally from the outside edge of a footing, and proceeding downward at a /2 horizontal to 1 vertical (0.5:1) inclination. Where overexcavation beneath a footing subgrade is necessary, it should be conducted so as to encompass the entire foundation influence zone, as described above. Compacted fill adjacent to exterior footings should extend at least 12 inches above foundation bearing grade. Compacted fill within the interior of structures should extend to the floor subgrade elevation. Fill Slopes The placement and compaction of fill described above applies to all fill slopes. Slope compaction should be accomplished by overfilling the slope, adequately compacting the fill in even layers, including the overfilled zone and cutting the slope back to expose the compacted core Slope compaction may also be achieved by backrolling the slope adequately every 2 to 4 vertical feet during the filling process as well as requiring the earth moving and compaction equipment to work close to the top of the slopc.. Upon completion of slope construction, the slope face should be compacted with 'a sheepsfoot connected to a sideboom and then grid rolled. This method of slope compaction, should only beusedif approved by the Geotechnical Engineer. Sandy soils lacking inadequate cohesion maybe unstable for a finished slope condition and therefore should not be placed within 15 horizontal feet of the slope face. All fill slopes should be keyed into bedrock or other suitable material. Fill keys should be at least 15 feet wide and inclined at 2 percent into the slope. For slopes higher than 30 feet, the fill key width should be equal to one-half the height of the slope (see Plate D-5). All fill keys should be cleared of loose slough material prior to geotechnical inspection and should be approved by the Geotechnical Engineer and governmental agencies prior to filling. The cut portion of fill over cut slopes should be made first and inspected by the Geotechnical Engineer for possible stabilization requirements. The fill portion should be adequately keyed .through all surficial soils and into bedrock or suitable material. Soils should be removed from the transition zone between the cut and fill portions (see Plate D- 2). Cut Slopes All cut slopes should be inspected by the Geotechnical Engineer to determine the need for stabilization. The Earthwork Contractor should notify the Geotechnical Engineer when slope cutting is in progress at intervals of 10 vertical feet. Failure to notify may result in a delay in recommendations. Cut slopes exposing loose, cohesionless sands should be reported to the Geotechnical Engineer for possible stabilization recommendations. All stabilization excavations should be cleared of loose slough material prior to geotechnical inspection. Stakes should be provided by the Civil Engineer to verify the location and dimensions of the key. A typical stabilization fill detail is shown on Plate D-5. . . Grading Guide. Specifications V V . Page 5 •• Stabilization key excavations should be provided with subdrains. Typical subdrain details are shown on Plates D-6. Subdrains Subdrains may be required in canyons and swales whre fill placènéñt is proposed. Typical - - subdrain details for canyons are shown on Plate D-3. Subdrains should be installed after approval of removals and before filling, as determined by the Soils Engineer. .,. .. Plastic pipe may be used for subdrains provided it is Schedule 40 or SDR 35 or equivalent. Pipe should be protected against breakage, typically by placement in a square-cut (backhoe) trench or as recommended by the manufacturer . Filter material for subdrains should conform to CALTRANS Specification 68-1.025 or as approved by the Geotechnical Engineer for the specific site conditions. Clean 3/4-inch crushed rock may be used provided it is wrapped in an acceptable filter cloth and approved by the Geotechnical Engineer. Pipe diameters should be 6 inches for runs up to 500 feet . and 8 inches for the downstream continuations of longer runs. Four-inch diameter pipe may be used in buttress and stabilization fi115. V V V a V •. '• V V . V •V V • af ) V I V V. • • V •V • .--. a4, - - • V - . - V -. S . 4V & 4 1 V .. _J ,V • - - .V_• • • 'Vt. -V • • V • • - - . -. - - V• V V V'_ V •V V a ' • -. V • . ... . - • _ :-. - V '4 I .,•_-4. 1• - -- . - V - V + CUT LOT GPADE - - &O. - -- COMPACTED FILL ov Z P4 EREXC RECOMP -f .7 DEEP • ..-.. I RECC • ----1 IN ST - •• • COMPETENT MATERIAL, AS APPROVED • BY THE GEOTECHNICAL ENGINEER TRANSITION LOT DETAIL *SEE TEXT OF REPORT FOR SPECIFIC RECOMMENDATION. GRADING GUIDE SPECIFICATIONS ACTUAL DEPTH OF OVEREXCAVATION MAY-.BE GREATER NOT TO PLATE D4 NEW COMPACTED FILL COMPETENT MATERIAL -s CUT/FILL CONTACT SHOWN CUT/FILL CONTACT TO BE ON GRADING PLAN SHOWN ON 'AS-BUILT' •.... 0 MIN NATURAL GRADE \ i;10, :- j T. :. 0• BENCHING DIMENSIONS IN ACCORDANCE I IT CI . .. . .. 0 ____ WITH PLAN OR AS RECOMMENDED BY THE GEOTECHNICAL ENGINEER MINIMUM 1 TILT BACK OR 2% SLOPE (WHICHEVER IS GREATER) BEDROCK OR APPROVED CUT SLOPE TO BE CONSTRUCTED COMPETENT MATERIAL PRIOR TO PLACEMENT OF FILL KEYWAY IN COMPETENT MATERIAL 0 MINIMUM WIDTH OF 15 FEET OR AS RECOMMENDED BY THE GEOTECHNICAL ENGINEER. KEYWAY MAY NOT BE REQUIRED IF FILL SLOPE IS LESS THAN 5 FEET IN HEIGHT AS RECOMMENDED BY 0 THE GEOTECHNICAL ENGINEER. 0 I-- PIPE DEPTH OF FILL MATERIAL. OVER SUBDRAIN ADS (CORRUGATED POLETHYLENE) 8 TRANSITEUNDERDRAIN 20 PVC ORABS: SDR 35 35 SDR21 100 SCHEMATIC ONLY NOT TOSCALE CANYON SUBDRAIN METAIL I GRADING GUIDE SPECIFICATIONS NOT TO S E _SOUTHERN CHKD GKM CALIFORNIA GEOTECHNICAL PLATE D3. • . . • •, ? 1 ..-.,.... , - S -. ' 4 •_ i .l - - - 4. . FINISHED SLOPE FACE \ - NEW COMPACTED FILL -- OVERFILL REQUIREMENTS PER GRADING GUIDE SPECIFICATIONS\ COMPETENT MATERIAL TOE OF SLOPE SHOWN \ - ON GRADING PLAN \ PROJECT SLOPE GRADIENT - .. ...1 . •.. ... - (11 MAX.) - PLACE COMPACTED BACKFILL . . __•• . .•., . ... . ... . . - . . . . TO ORIGINAL GRADE .- BACKCUT VARIES 101 TYP. Fk . . _. :- - -v---- I.-BENCHING DIMENSIONS IN ACCORDANCE - . •. . WITH PLAN OR AS RECOMMENDED BY THE GEOTECHNICAL ENGINEER .1 - • • .T •., MINIMUM 1' TILT BACK • . 2 MINIMUM-1 ____________________ OR 2% SLOPE - • KEY DEPTH . .• (WHICHEVER IS GREATER) •- KEYWAY IN COMPETENT MATERIAL."- - MINIMUM WIDTH OF 15 FEET OR AS -. ... - - .• ,.•. RECOMMENDED BY THE GEOTECHNIAL - •. •• • •j . ENGINEER KEYWAY MAY NOT BE REQUIRED - r IF FILL SLOPE IS LESS THAN 5 IN HEIGHT -. • AS RECOMMENDED BY THE GEOTECHNICAL - - . . .. • . ENGINEER. • S - -' NOTE: . -. S - •- • . BENCHING SHALL BE REQUIRED - . . •- . WHEN NATURAL SLOPES ARE -• . - - EQUAL TO OR STEEPER THAN 5:1 - . . • . • - OR WHEN RECOMMENDED BY • . THE GEOTECHNICAL ENGINEER. - - I - .-. • • _•%. S -. - . - . . - S - - 5, - -• •• / • 3 TYPICAL BLANKET FILL IF RECOMMENDED - • ". BY THE GEOTECHNICAL ENGINEER • -• -•.• - TOP WIDTH OF FILL • AS-SPECIFIED BY THE : GEOTECHNICAL ENGINEER . COMPETENT MATERIAL-ACCEPTABLE " TO THE SO-I.L ENGINEER • •.. COMPACTED FILL \ I FACE ORFINISHED SLOPE BENCHING DIMENSIONS IN ACCORDANCE WITH PLAN OR AS RECOMMENDED BY THE GEOTECHNICAL ENGINEER • 1 ' MIN!MUM1TILTBACK : 2.; MINIMUM • _____________________ OR2%SLOPE' .;• • KEY DEPTH'. - KEYWAY WIDTH AS SPECIFIED (WHICHEVERIS GREATER) BYTHEGEOTECHNICALENGINEER • ' • - • 31 - • STABILIZATION:FILL-DETAIL -' .GRADINGGUIDE SPECIFICATIONS • 4. NOT TO SCALE DRAWN:JAS OF 1.. 9.0-UTHERNI CHKD GM CALIFORND) - • • • PLATE 13- p4F 9A - . * DESIGN FINISH SLOPE - OUTLETS TO BE SPACED V AT 100' MAXIMUM INTERVALS. . •, EXTEND 12 INCHES . BLANKET FILL IF RECOMMENDED V BEYOND FACE OF SLOPE . BY THE GEOTECHNICAL ENGINEER V • AT TIME OF ROUGH GRADING V V CONSTRUCTION. ': V • V - V. 4 - V - •V VI • V V V V - BUTTRESS OR V V:. V ..: •VV - SIDEHILL FILL 25 MAX 15 MAX DETAIL W 4 •VV, VVV V V V V ••V V V V V \ 4-INCH DIAMETER NON-PERFORATED '- OUTLET PIPE TO BE LOCATED IN FIELD V V V V •V :. V V V V V V V V V BY THE SOIL ENGINEER. V V 2 CLEAR - "FILTER MATERIAL" TO MEET FOLLOWING SPECIFICATION V "GRAVEL" TO MEET FOLLOWING SPECIFICATION OR OR APPROVED EQUIVALENT: (CONFORMS TO EMA STD. PLAN 323) V APPROVED EQUIVALENT , V V MAXIMUM SIEVE SIZE • . PERCENTAGE PASSING V V SIEVE SIZE V PERCENTAGE PASSING 1" V V V100 V V V V 11/2" V V V I 100 V V V V 90-100 V V V •. . NO. 4 . V 50 • V 3/8" V, V V V V 40-100 V, V V V V NO. 200 : 8 NO. 4 V V V V V V 25-40 V V V V • V SAND EQUIVALENT = MINIMUM OF 50 NO.8W. . 18-33 V •VV V V, V - ,VV V VVIV V NO. 30 515 NO. 50. VV V 0-7 V V V - V V V V V V ' •V NO. 200 03 .- OUTLET PIPE TO BE CON- NECTED TO SUBDRAIN PIF WITH TEE OR ELBOW V V - V : V DETAIL "A" NOTES: 1. TRENCH FOR OUTLET PIPES TO BE BACKFILLED WITH ON-SITE SOIL. V V*VV I • V V V • - ILTER MATERIAL - MINIMUM OF FIVE -: V UBIC FEET PER FOOT OF PIPE. SEE V V V V V V V BOVE FOR FILTER MATERIAL SPECIFICATION. V LTERNATIVE: IN LIEU OF FILTER MATERIAL V V IVE CUBIC FEET OF GRAVEL V • V V V V V ER FOOT OF PIPE MAY BE ENCASED V V VV VV V V V V kl FILTER FABRIC. SEE ABOVE FOR V • V V V V V RAVEL SPECIFICATION. V • V V VV V V V V : ILTER FABRIC SHALL BE MIRAFI 140 V V V V V V V V )R EQUIVALENT. FILTER FABRIC SHALL • , • V V V E LAPPED A MINIMUM OF 12 INCHES - V :- •, '.. V V.j.. V )N ALL JOINTS .JIINIMUM 4-INCH DIAMETER PVC SCH 40 OR ABS CLASS SDR 35 WITH A CRUSHING STRENGTH OF AT LEAST 1,000 POUNDS, WITH A MINIMUM OF 8 UNIFORMLY SPACED PERFORATIONS PER FOOT OF PIPE INSTALLED WITH PERFORATIONS ON BOTTOM OF PIPE. PROVIDE CAP AT UPSTREAM END OF PIPE. SLOPE AT 2 PERCENT TO OUTLET PIPE. • c7 I MINIMUM ONE FOOT THICK LAYER OF LOW PERMEABLIUTY SOIL IF NOT COVERED WITH AN IMPERMEABLE SURFACE MINIMUM ONE FOOT WIDE LAYER OF FREE DRAINING MATERIAL. -: / (LESS THAN 5% PASSING THE #200 SIEVE) Ok / PROPERLY INSTALLED PREFABRICATED DRAINAGE COMPOSITE / (MiraDRAIN 6000,OR APPROVED EQUIVALENT). ILTER MATERIAL - MINIMUM OF TWO CUBIC FEET PER FOOT OF PIPE. . SEE.. : BELOW FOR FILTER-MATERIAL SPECIFICATION. - ALTER JATIVE IN LIEU OF FILTER MATERIAL TWO CUBICFEET.OF GRAVEL. . '. I PER FOOT OF- PIPE, MAY BEENCASED / IN FILTER FABRIC.- SEE BELOW FOR / . GRAVEL-SPECIFICATION: / FILTER FABRIC SHALL BE MIRAFI 140 .. 7 OR,EQUIVALENT.. FILTER FABRIC SHALL BE LAPPED A-MINIMUM OF-6 INCHES .ON ALL JOINTS. . . MINIMUM 4-INCH DIAMETER PVC SCH 40 OR ABS CLASS SDR 35 WITH . A CRUSHING.STRENGTH OF AT-LEAST.1,000 POUNDS, WITH A MINIMUM, . OF 8 UNIFORMLY SPACED.PEFOATIONS. PER -FOOT-OF PIPE INSTALLED: WITH PERFORATIONSON.BOTrOM OFPIPE. PROVIDE CAP AT, UPSTREAM - . END OF PIPE. SLOPE1AT.2,PERCENTTO OUTLET PIPE. . . . ...- ' "FILTER MATERIAL" TO MEET FOLLOWING SPECIFICATION . "GRAVEL" TO MEET FOLLOWING SPECIFICATION OR OR APPROVED EQUIVALENT: (CONFORMS TO EMA'STD. PLAN 323) APPROVED EQUIVALENT: . . MA)(MUM . SIEVE SIZE PERCENTAGE PASSING. SIEVE SIZE PERCENTAGE PASSING 1" - .100 11/2" 100 . . . .. -. 3/4 - 90-100 NO. 4 50 -3/8" 40-100 - NO: 200 . 8 NO. 4- - - - 25-40 SAND EQUIVALENT = MINIMUM OF 50 NO.8 1.8-33 NO. 30 5-15. - - NO. 50 0-7 5 NO. 200 0-3 mi PLACEMENT OF OVERSIZED MATERIAL GRADING GUIDE SPECIFICATIONS NOT TOSCALE SOUTHERN DRAWN PM CALIFORNIA _________ GEOTECHNICAL PLATED-8 I a.- -t k Wy IJSGS Design Maps Summary Report User-Specified Input Building Code Reference Document ASCE 7-10 Standard (which utilizes USGS hazard data available in 2008) Site Coordinates 33.131540N, 117.29172°W Site Soil Classification Site Class C - "Very Dense Soil and Soft Rock" Risk Category 1/11/111 -c: - - - . . J J ••- cId.I,1Lr. '. ,- -- -P T j' t • ./ e -.• - p •',- Oceans,d - Vista if # 79 V fi( '. •' J' -- \c C nrlsba 15 .1.• JSanMarCos ' '.;_ • - I -.. k1;' I:i r AI .0 p4:)•70 IEscondj )1 'I - L ;' -' .. •?:' rj .' p • ' I , .:. -••.-,-.'.' •_, USGS-Provided Output S = 1.083 g MS = 1.083 g SIDS = 0.722 g S1 = 0.417 g SM1 = 0.577 g SDIL = 0.385 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. MCER Response Spectrum 1.10 0.55 0.99 0.77 0.66 055 0.44 0.33 0.22 0.11 0.00 0.00 0.20 0.40 0.00 0.90 1.00 1.20 1.40 1.60 1.90 2.00 Period. T (sec) I t SOURCE: U.S. GEOLOGICAL SURVEY (USGS) http:I/geohazards.usgs.gov/designrnaps/us/appIition.php' Design Response Spectrum 0.99 0.90 0.12 0.04 0.56 -- 0.49 -- 0.40 - 0.32 0.24 0.16 0.09 -- 0.00 0.00 0.20 0.40 0.60 0.90 1.00 1.20 1.40 1.60 1.90 2.00 Period, T (set) # FS Soil Soil Total Saturated Cohesion Friction Piez. I Load Value a 4.34 Desc. TYPO Unit Wt. Unit Wt. Intercept Angle Surface I LI 250 pf b 4.35 No. -'(pco (pcf) (psi) (deg) No C 4.40 Ale 1 125.0 130.0. 950.0 16.0 . 0. d 441 Tsa 2 1300 1350 7000 310 0 e 4.45 KJsp- 3 135.0 140.0 250.0 38.0 0 - f4A7 - g4.54 . h4.56 I 14.57 . .. i4.58 . LI Proposed Commercial Building - Carlsbad Section A-A' - Static-Analysis - - d:\programs\stedwin\old stedwin'16g104\16g104_002 p12 Run By PM 2/2/2016 01 22PM 0 50 100 150 - 200 250 300 350 400 450 500 PCSTABL5M/si FSmin4 34 STED Safety Factors Are Calculated By The Modified Bishop Method 41 Proposed Commercial Building - Carlsbad Section A-A' - Static Analysis d \programsstedwin\oid stedwi6\16g104\16g104_002 pit 'Run By PM 2/2/2016 01 22PM Soil Soil Total Saturated Cohesion Friction Piez Load Value Desc Type Unit-Wt. UnitWt Intercept Angle Surfac LI 250psf No: (pci) (pci) - (psi) (deg) ' No.. . . . . . Ale 1 125.0 130.0 950.0 . 16.0 0' Tsa 2 130:0 135.0 700.0 .31.0 KJsp 3 135.0 140.0 250.0, . 36M . .. . . . Li 0 50 100 150 200 250 300 350 400 450 500 STED - - . . . . . S - .•5 S - -. . S - ' .• . j'.. S . . . S . . S - r'- -j---. -- S.- j S . - .- : . . •- - - - '_ . - -: . - -, -'-.- - - --' 350 300 250 200 150 100 50 n V, D:\Programs\STEDWin\Old STEDwin\16G104\16g104002.OUT Page 1 - ** PCSTABL5M ** • by - Purdue University --Slope Stability Analysis - Simplified Janbu, Simplified Bishop , •• - or Spencers Method of Slices Run Date: 2/2/2016 Time of Run 01 22PM Run By: PM : •• . Input Data Filename: D:16g104_002.in Output Filename: D:16g104_002.OUT ; Unit.: . ENGLISH . ,. .: Plotted Output Filename D 16g104_002 PLT ,. PROBLEM DESCRIPTION Proposed Commercial Building'- Carlábád. - Section A-A' -'Static Analysis BOUNDARY COORDINATES - •32 Top Boundaries 60 Total Boundaries , Boundary X-Left Y-Left X'-Right Y-Right Soil Type - . No. (ft) (ft) (ft) (ft) Below Bnd 1 0.21 202.25 1.74 202.27 . 3 2 1.74 202.27 4.02 202.85 3 . . . 4.02 202.85 ''5.52 201.02 . '4 , 5.52 201.02 7:12 200.14 3 - 5 7.12 200.14. - 10.56 197.87 . 3 6 10.56 197.87 13.13 196.28 3 . 7 13.13 196.28 16 00 194 63 3 8 16.00 . 194.63 18'.96: 193.10. -3 .9 - 18.96 193.10 20.31 192.55 . • 3'' . . . 10 20.31 192.55 22.27 193.11 3 : 11 22.27 193.11 26.. 42 194.99 3 : 12 . 26.42 194.99 28.71 194.72 3: 13 28.71 194.72 37.16 193.09 -3 . 14 37.16 193.09 59.58 192.65 - '.3.' . S 15 59.58 19265 65.18 .192.71 3'., '• 16 65.18 192.71 78.91 197.15 .. . 3 . S - 17' 78.91- . 197.15 9790 204.68 ', 3 ... . , . 18 97.90 204.68 102.55 209.97 2 19 .102.55 209.97 106.04 214.91 .' 2,,' 20 106.04 214.91 110.08 220.09 - ' 2- . - . 21 110.08 220.09 115.66 . .' 225.40 2 --.-, •- - - -. . • 22 - 115.66 225.40 124 79 230.04 - - 2 •- . 23' . 124.79 230.04 . 138.47,. 234.91 ..... -2 ..• -- 24 - 138.47 234.91 153.37 239.97 2 25 153.37 239.97 159.32 244.66 " 1- 26 159.32 244.66 163 .77 . 250.03 • : 1 • . ,', 27 163.77 250.03 167.88 254.26 28 167.88 254.26 173.60 - 258.35 1 - . • : - 29: 173.60 258.35 212.43 258:38' -1 - • - 30 212.43 258.38 251.68 - 257.69 - 1 - - 31 251.68 257.69 285.31 -, .256.24 -,. , 1 ' - • . ,• - 32 . 285.31 256.24 305.56 - 255.50 -. 33 160.98 242.23 - 165.74 - 242.32-, - - 2 - 34 165.74 242.32 176.29 242.48 • - 2 • • - 35 . 176.29 242.48 188.94 .., 243.6O - 2 . -36- 188.94 243.60 . 199.55 245.24 - 2 - • S - 37 199.55 245.24 21347 247.72 2 - 38 213.47 247.72 223:11 249.95 2. •- -.' 39 223.11 249.95 23015 - 253.13 - 2 - - * - 40 . 230.15 253.13 237.82 255.94 - . 2 - - - - 41 - 237.82 255.94 248..23 '255.79 2'-' ...... -- 42 248.23 255.79 272.19 - 254.73 -, •2 S 43 272.19 254.73 288.93 . 253.75 - • 2 55 - - • ' • 44 288,93 253.75 303.69 253.58 5 2 - - - 45 303.69 253.58 305.86 ' 255.31 - 2' 46 97.90 204.68 128.70 - '213 .16 - -' - 3 - - --S 47. 128.70 213.16 156,23 ', '219.88 - ' 3 - D:\PrOgrams\STEDWin\Old STEDwin\16G104\16g104002.OUT Page 2 . 48 156.23 219.88 167.05 225.14 3 49 167.05 225.14 178.90 230.94 3 50 178.90 230.94 190.92 236.20 3 51 190.92 236.20 200.64 239.17 3 52 200.64 239.17 219.16 246.70 3 53 219.16 246.70 223.11 24824 3 . 54 223.11 248.24 231.07 250.57 3 5.5 231.07 250.57 241.46 253.98 3 '. 56 241.46 '253.98 253.04 253.45 3 ' 57 253.04 253.45 273.44 252..46 3 :58 . 273.44 252.46. 290.49 251.33 3 59 290.49 251.33 300.94 251.05 3 60 300.94 251.05 306.16 251.65 3 ISOTROPIC SOIL PARAMETERS 3. Type (s). of Soil Soil Total Saturated Cohesion Friction Pore Pressure Piez Type'Unit Wt. Unit Wt. Intercept Angle Pressure Constant Surface No. (pcf) (pcf) (psf) (deg) Param. (psf) No. . 1 . 125.0 130.0 '950.0 16.0 0.00 0.0 0 . .2. . .130.0 135.0 700.0 31.0 0.00 0.0 0 3' 135.0 140.0 250.0 38.0 0.00 0.0 0 ' BOUNDARY LOAD(S) Load(s) Spcified . . Load ' X-Left X-Right Intensity Deflection . No. . (ft) (ft) (psf) (deg) ' 195.25 259.33 250.0. 0.0 NOTE'- Intensity Is Specified As A Uniformly Distributed Force Acting On A HorizoiitaIly Prolected Surface. A Critical Failure Surface Searching Method Using A Random Technique. For Generating Circular Surfaces, Has Been Specified. 1000 Trial Surfaces Have Been Generated. 50 Surfaces Iriitiate From Each Of 20 Points Equally Spaced . . . Along'The Ground Surface Between X = 160.00 ft. and X = 170.00 ft. ' Eah Surface Terminates]Between X = 175.00 ft. and X = 210.00 ft. Unless Further Limitations Were Imposed, The Minimum Elevation At' Which A Surface Extends Is Y = 0.00 ft. 2.00 ft Line Segments Define Each Trial Failure Surface Restrictions Have Been Imposed Upon The Angle Of Initiation. The Angle Has Been Restricted Between The Angles Of -60.0 ' And 0.0 deg. Following Are Displayed The Ten Most Critical Of The Trial Failure Surfaces Examined. They Are Ordered - Most Critical First. . . -. * * Safety Factors Are Calculated By The Modified-Bishop Method * * Failure Surface Specified By 14 Coordinate Points Point X-Surf Y-Surf . No. (ft) (ft) 1 160.53 246.12 . 2 162.52 245.98 3 164.52 246.06 4 166.50 246.35 5 168.43 246.87 6 170.30 247.59 7 172.07 248.51 ' 8 173.73 249.63 ' .. 9 175.26 250.92 10 176.64 252.36 11 177.85 253.96 12 178.88 255.67 ' 13 179.72 257.49 14 180.00 258.35 ' Circle Center At X 162.8 Y = 264.1 and Radius, 18.1 4.335 Individual data on the 16 slices ' Water Water Tie Tie Earthquake ' . D: \Programs\STEDWin\Old STEDwin\16G104\16g104 002 OUT Page 3 - Force Force Force Force -Force 'Surcharge Slice Width Weight Top .Bot Norm Tan . Hor Ver Load No: (ft) (lbs) .(lbs) (lbs) . (lbs) (lbs) (lbs) .(lbs) . (lbs) 1 2.0 317.7 0.0 0.0 0.0'. 0.0 0.-0, 0 0 0 0 2 .. 1.2 511.1 0.0 0.0 0.0 0.0 .0.0 0.0 . .00 3 0.8 410.4 0.0 0.0 0.0 0.0 ,0.0.. 0.0 0.0 4 . 2.0 1388.0 0.0 0.0 0.0 0.0 0.0, 0.0' 0._0 -,5.,.1-.4 1211.2 0.0 0.0 0.0-'0.0. 0.04 0.0 4- 0.6. 527.5 0.0 0.0 0.0 7 19 :1885.9 0.0. 0.0 '0.0 0.0 :09 .0.0 8 1 8 '1900.1 0.0 0.0 0.0 0.0 .0 .0 0 0 0_0 9 15 16789 00 00 00 00 ,.4.00 00 00 10 0_1 144.0 0.0 0.0 6.0 .0 .0 0 0 0 0 0.0 11 1-.5 .1544.8 0.0 0.0 0.0 o-.o; ..O.0 '0.0 12 1.4 1156.9 0.0 0.0 ' 0.0 0.0 -0 -0'' 0.0 ' 0.0 13 .1.2 786.4 0.0 0.0 0.0 0.0 '0O.' -0.0 0.0 14 1.-0 455.7 0.0 0.0- .o.o 0:6 o.o- - o:o 0.0 15.: 0.8 p185.3 0.0 0.0 0.0 0.0'I 1,00 0.0. 0..0 \.16 0.3 15.6 0.0 0.0' -0.0 .. d.c. 0Ô ,Ô:.O o.'o . Failure Surfaóe Specified By 15 Coordinate Points' •. . Point X-Surf Y-Surf No. (ft) . (ft) 1 160.53 246.12 2 162.52 246.01 3 164.52 246.10 4' 166.50 246.38 5 168.45 246.85 6 170.34 247.49 7 172.16 248.32 . 8 173.90 249.32 9 175.53 250.47 10 177.04 251.78 11 178.43 253.22 12 179,66. . 254:79 ,. . . 13 ' 180.75 256.47 . . • I 14 181.67 . 258.25 . . 15 181.71 258.36- Circle Center At X = 162.6 ; y = 267.0- and Radius, 21.0 4.350 *** Failure Surface Specified By 13 Coordinate Points Point X-Surf Y-Surf No (ft) (ft) I . 160.53 246.12 . . . . 4 ... . . 2 162.53 246.10 3 164.52 246.30 4 166.47 246.72 4 • 5. 168.37 247.35. 1 , , ,. .• 6 170.19 248.19 7 171.90 - 249.22 ' . . ' . . - . 8 173 49 250.44 9 174-93 251.82 30 176.21 253.35 11 177.32 255.02 • .' : . - 12 178.24 256.80 . . • . .' ....- * . - . 13 178.83 258.35 Circle Center At X = 161.7 Y = 264 2 and Radius 3.8-1 , . . . ' 4.401 Failure Surface Specified By 16 Coordinate Points 4 Point ' X-Surf . Y-Surf : ' , . •. No. (ft.) (ft.) ' • , . .•. . 1 160.53 246:12 2 162.46 245.60 . 4 -• . • '.: , ' 3 164.44 245.31 4 166.44 245.26. . .. . . 5 168.43 245.44 - • 170.38 245.87 ' . ... • . : . ' .4 7 172.27 246.52 D:\Programs\STEDWin\Old STEDwin\16G104\169104 002.OUT Page 4 8 174.08 247.38 9 175.76 248.46 10 177.31 249.73 11 178.69 251.17 1.2 179.90 252.77 13 180.90 254.50 14 181.70 256.33 15 182.27 258.25 16 182.29 258.36 Circle Center At X = 165.9 ; Y = 262.1 and Radius, 16.8 4.408 *** Failure Surface Specified By 19 Coordinate Points ,Ppint. X-Surf Y-Surf No. (ft) (ft) 1 160.00 245.48 2 161.93 244.95 3 163.90 244.59 4 165.89 244.40 5 167.89 244.39 6 169.88 244.54 7 .171.86 , 244.87 8 173.79 245.36 9 175.68 246.02 10 177.51 246.84 11 179.25 247.82 12 180.91 248.94 13 182.46 250.20 14 . 183.90 251.58 IS 185.22 253.09 16 186.40 254.70 17 ' ' 187.44 256.41 18 . 188.33 258.21 19 . 188.39 258.36 Circle Center At X = .167.1 ; Y = 267.6 and Radius, 23.2 . 4.449 *** Failure Surface Specified By 16 Coordinate Points . Point X-Surf Y-Surf No. (ft) (ft) 1 160.53 246.12 • 2 162.52 246.00 3 164.52 246.04 4 166.51 246.23 5 168.48 246.58 6 170.42 247.08 7 172.31 247.73 8 174;15 248.52 9 175.92 249.45 10 177.61 ' 250.52 11 . 179.21 251.71 • 12 180.72 253.03 13 182.12 254.46 14 183.41 255.99 15 184.57 257.61 16 185.02 258.36 Circle Center AL X = 163.0 ; Y = 271.7 and Radius, 25.7 4.465 Failure Surface Specified By 18 Coordinate Points Point X-Surf Y-Surf No. (ft) (ft) 1 160.00 245.48 2 161.83 244.67 3 163.74 244.07 4 165.70 243.68, 5 167.69 243.51 6 169.69 243.56 7 171.67 243.83 8 173.61 244.31 44" • - ,.. - . p , •, D:\Program.s\STEDWi.n\Old STEDwin\16G104\16g104_002 OUT Page 5 9 175.49 245.01. 10 17,28 245.91. 11 17895 . 246.99' . . . 12 180.50 248 26 13 181.90 249.69 14 183.14 251 26 15 184.19 252.96 '" . . . .. . . . 16 185.05 254.-77 17, 185.71 256.66- 18 186.10 258.36 ' . . ' . -• . . . . . . . Circle Center At X,= 168.2 ; Y = 261.7 and Radius, '18-2 ,*** 4.541 Failure Surface Specified By 14 Coordinate Points . . Point . X-Surf Y-Surf No (ft) (ft) 1 161.05 246.75 2 163.02 246.38 3 165.01 246.25 4 167.01 246.39 S 168.97 - -246.77.'- 6 170.87 241.40 7 172.67 '248.27 8 174.3S 249.35 9 115.88 250.64 4 10. ' 177.23 252.12 . . . 11 178.36 253.75 12 179.32 255.52. 13 180.02 257 39 14 180.25 258.36,- Circle Center At X = 165.0 Y = 261 9 and Radius 15.7 4.560 Failure Surface Specified By 17 Coordinate Points Point X-Surf Y-Surf No (ft) (ft) 1 160.53 246.12 2 162.44 245.54 - . - : - 3 164.40 245.15 ' 16640 24497 5 1G8.40 244.99 .6 170.38 245.22. • ' • . • .7 172.34 245.64 .. . . • . . 8 174 24 246 26 9• 176.07 247.07 ' . . • - 10 177 81 248.06 ' 11 ' 179.43 249.22 ' -. . . . • • . . ., 12 160.94 250.54 13 182.30 2.52.01. 14 183 50 253 61 15 184.54 255.32 - ' •. . , . . . • . -• 16 ' . 185.40 ' 25712 - . . . . . , . . . . •• 17 185 84 258.36 Circic Center At. X = 167.2 Y = 264 7 and Radius 19 7 ,*** 4.571 *** . - , , . -..- Failure Surface Specified By 17 Coordinate Points Point X-Surf •' Y-Surf • .• ' ., . . .. No. (ft) (ft) ' ' • . .-- • . , ., 1 160.53 246.12. ' • '. • • , • . . . . .; .. 2 162.47 245.64 - - 3 164.45 245.34 . . • , . . . • . •' . 4 166.44 245.22 . , . • 5. • 168.44 245.28 • • ', , I ' 61 170.43 245.52 . . . - • . . - . . . . - 7 172.38 245.95 '. • - . .• 8- 174.29 2.46.54 ., .' • . . . - • • . - 9 176.14 247.31 • • . • . . -_ - • 10 177.91 248.24 • • ' :' • • . . - 11 .• . 179.58 249.33 • - . . • '- . • . - . ,. . . • . .. • : .. Proposed Commercial Building - Carlsbad Section A-A' - Pseudo-Static Analysis - 350 ______ - d:\programs\stedwin\oldstedwin\16glO4\16glO4—oO2s.pl2 Run By: PM 2/2/2016 01:27PM • # ES Soil Soil Total Saturated Cohesion Friction Piez. Load Value . . .. - . . .. a 3.31 De. Type Unit Wt. UnitWt. Intercept Angle Surface U. 250 psf . b 3.34 No (pcI) (pcf) (psI) (deg) No Noriz Eqk 0 150 g< c 3.35 Ale t 125.0 130.0 950.0 16.0 0 - - d. 3.37 Tsa 2 130.0 135.0 700.0 31.0 0 . *. . 300 e 3.38 KJsp 3 135.0 140.0 250.0 38.0 0 13.42 . -. g3.42 - . - a - h3.43 . I i346 •. j3.46 . 250 . . - • - 200 150 .4 100 .50 0. . . .•'• . 0 ' 50 100 150 200 250 300 350 400 450 500 PCSTABL5M/si FSmin3 31 STED Safety Factors Are Calculated By The Modified Bishop Method ___ ' :: •. . .S .. - . 350 300 Proposed Commercial Building - Carlsbad Section A-A' - Pseudo-Static Analysis o:programsseowin\oio steawin\mg1u4\1og1u_uuzs.ptt I'Wn by: t'M iZJU1b U1:ZfI-'M Soil Soil Total Saturated Cohesion Friction Piéz. Load Value Desc Type Unit Wt Unit WI Intercept Angle Surface Li 250 psi No (pcf) (pcf) (psf) (deg) No HOnZ Eqk 0 150 g< Ale 1 1250 1300 9500 160 0 Tsa . 2 130:9 135.0 700.0 31.0 0- KJsp 3 135.0 140.0-- 250.0. 38:0 0 250 200 150 100 50 D:\Programs\STEDWin\Old STEDwin\16G104\16g104002s.OUT Page 1 ** PCSTABLSM ** by ' Purdue University -Slope Stability Analysis-- Simplified Janbu, Simplified Bishop • or Spencers Method of Slices Run Date: 2/2/2016 ' '•.'; ' Time of Run 01 27PM Run By: PM ••' Input Data Filename D 16g104 0025 in Output Filename B 16g104_002s OUT I Unit: ENGLISH , Plotted Output Filename: 'D:16g104_002s.PLT ,. ' ,:_ PROBLEM DESCRIPTION Proposed Commercial Building Carlsbad Section AA' - Pseudo -Static Analysis BOUNDARY COORDINATES 32 Top Boundaries ' -. , •. , 60 Total Boundaries Boundary X-Left Y-Left X-Right Y-Right Soil Type No.. (ft) (ft) (ft) (ft) Below •Bnd: '1 0.21 202.25 - 1:74 202.27 '3 2 1.74 202.27 4.02 202.85 3 . 3 . 4.02 202.85 5.52 201.02 ., ,3'. 4 5.52 201.02 .7.12 200.14 : . - . 5 . 7.12 200.14 . 10".56, 197.87 3 - 6 . 10.56 197.87 13.13 196.28 '3 7 13.13 196.28 • 16.00 194.63 3 8 16.00 . 194.63 18.96' '.193.10 3 9 18.96 193.10 . * 20.31 . 192.55 -3 . 10 20.31 192.55 22 27 193.11 3- 11 22.27 193.11 26 42 194 A9 12 26.42 194.99 28.71 -194.72 • 3 1.3 28.71 194.72 37.16 193.09 . : • 14 . 37.16 193.09 59.58 192.65 3 . .. . 16 59.58 192.65 . ,65.18 192.71 3' " •.' 16 65.18 192.71 : 78.91 197.15 . 17 78.91 191.15 97.90 204.68 3 18 97.90 204.68 102.55 .209.97 "2 19 102.55 209.97 106.04 • 21491 - 2 .. 20 . 106.04 214.91 110.08 220.09 - 2 - - • 21 110.08 220.09 115.66 225.40 .' 2. - • .. 22 115.66 225.40 . 124.79 230.04 2' . 23 124.79 230.04 ' 138.47 234.91 ......... 24 138.47 234.91 153.37' 239.97 ' .' 2-- 25 . . 153.37 239.97 159.32 244.66 1 ' . . . 26 159.32 244.66 163.77 250:03 ' 1' 27 163.77 250.03 167.88 254.26 .1 28 . 167.88 254.26 173.60 258.35' 29 173.60 258.35 ' 212.43 , 258.38 - ' - .. - . •, . 30 212.43 258.38 251.68 257.69 . 1 , • : •.• , 31' ' ' 251.68 257.69 . 285.31' 256.24 .- 1 . • • 32 285.31 256.24 30556 255.50 ,' - . • 1 • ' • ' • . . 33 . 160.98 242.23 165.74 242.32 2 ' . • 34 165.74 242.32 176.29 • 242:48 . . 2 • - ' ' 35 176.29 242.48 188.94 243.60', . 2 36 188.94 243.60 199.55 245.24 37 199.55 245.24 213.47. 247.72, - 2', ' ' 38 . 213.47 247.72 223.11 249.95' - -2 • • ', 39 223.11 ' 249.95 230.15 ' ' 253:13 2 .' 40 • 230.15 253.13 237.82 • 255.94 2 41 . 237.82 255.94 248.23 255.79 ' 2 . • 42 248.23 255.79 272.19 254.73 . 2 43 272.19 254.73 288.93 253.75 2 44 288.93 253.75 303.69' 253.58 . 2 -• • 45 • - 303.69 253.58 305.86 25531' - - . • 46 • . 97.90 204.68 128.70 213.16' . 3 • • • • .',' • • 47 128.70 , 213.16 156.23 219.88 . 3 . - .,.. • ' . • - - • . . .• . - .••_', • •, .:... ' D:\Programs\STEDWin\Old STBDwin\16G104\16g104002s.OUT Page 2 - 48 156.23 219.88 167.05 225.14 3 49 167.05 225.14 178.90 230.94 3 50 178.90 230;94 190.92 236.20 3 51 190.92 236.20 200.64 239.17 3 52 200.64 23•9;17 219.16 246.70 3 53 219.16 246.70 223.11 248.24 3 54 223.11 248:24 231.07 250.57 3 55 231.07 250..5.7 241.46 253.98 3 56. 241.46 253.98 253.04 253:45 3 57 253.04 253.45 273.44 252.46 3 58 273.44 252:46 290.49 251.33 3 59 290.49 251.33 300.94 251.05 3 :60 300.94 251.05 30616 251.65 3 ISOTROPIC SOIL PARAMETERS 3 Type(s)-of Soil Soil Total Saturated Cohesion Friction Pore Pressure Piez. Type Unit Wt. Unit Wt. Intercept Angle Pressure Constant Surface -Nor. (pcf) (pcf) (psf) (deg) Param. (psf) No. 125.0. 130.0 950.0 16.0 0.00 0.0 0 2. •130.0 135.0 700.0 31.0 0.00 0.0 0 3 135.0 140.0 250.0 38.0 0.00 0.0 0 BOUNDARY LOAb-(S) 1- Load(s) Specified Load. . X-Left X-Right Intensity Deflection Nb.. (ft) (ft) (psf) (deg) 1 195.25 259.33 250.0 0.0 NOTE- Intensity Is Specified As -A Uniformly Distributed Force Acting On A Horizontally .Projeáted Surface. A Horizonta1 Earthquake. Loading Coefficient Of0.150 Has Been Assigned A Vertical-Earthquake Loading Coefficient Of0.000 Has Been Assigned Cavitation Pressure = 0.0 (psf) A Critical Failure Surface Searching Method, Using A Random Technique For Generating Circular Surfaces, Has Bben Specified. 1000 Trial Surfaces Have Been Generated. 50 Surfaces Initiate From-Each Of 20•Points Equally Spaced Along. The Ground Surface Between X = 160.00 f€. and X = 170.00 ft. Each Surface Terminates Between X = 175.00 ft. and X = 210.00 ft. Unless Further Limitations Were Imposed, The Minimum Elevation At Which A Surface Extends Is Y = 0.00 ft. 2.00 ft. Line Segments Define Each Trial Failure Surface. Restrictions- Have Been Imposed Upon The Angle Of Initiation. The Angle Has Been Restricted Between The Angles Of -60.0 And 10.0 deg. Following Are Displayed The Ten Most Critical Of The Trial Failure- Surfaces Examined. They Are Ordered - Most Critical First. * * Safety Factors Are Calculated By The Modified Bishop Method * * Failure Surface Specified By 19 Coordinate Points Point X-Surf Y-Surf No. (ft) (ft) 1 160.00 245.48 2 • 161.93 244.95 3 163.90 24459 4 165.89 244.40 5 167.89 244.39 6 169.88 244.54 7 171.86 244.87 8 173.79 245.36 9 175.68 246.02 10 177.51 26.84 11 179.2-5 247.82 12 180.91 248.94 13 182.46 250.20 '4- D:\Programs\STEDWin\Old STEDwiri\16G104\16g104 002s.OtJT Page 3 • 14 183.90 251.58 • . - - 15 185.22 253.09 ' 16 186.40 254.70 - .. 17 187.44 256.41 . . 18 188.33 258.21 .. . •, 19 188.39 258:36 . .. . Circle Center At X = 167.1 ;Y 267.6 and Radius, 23.2 ., - . - 3.305 Individual data on the - 21 slices Water Water. Tie . Tie . ' Earthquake Force Force 'Force: Force Force r.i Surcharge S1ce Width Weight Top Bot . Norm Tan Hor Ver Load No (ft) (ibs) (ibs) (ibs) (lbs) (ibs) (lbs) (1bs) (ibs) 1 1.9 344.3 0.0 0.0 0.0 P.O .5 1.6 '0.0 0.0 2;.•,i.8 ,951.0 0.0 . 0.0 0.0 '0.0. '142.7 . 0.0 . 0.0 ], 87.2 0.0 0.O','0.0'..003.13.1..'.0.0' 0.0 4 ' 2.0 1664.0 0.0 0.0 0.0 00 249.6 : 0.0 0.0 5 :'2•0 2200.7 0.0 0.0' 0.0 0.0' 330.1 .' 0.0 0.0 '6 0.0 9.9 0.0 0.0 0:0 , 0.0 1.5,,O.0 0.0 7 2.0 2620.4 0.0 , 0.0 0.0. 0.0 . 393.1 0.0 0.0 8 2.0 2883 6 0.0 0.0 0.0 0.0 4132.5 0-0 0.0 9 71.7 27555 00 00 00 00 4133. 00 00 1.10 0.2 314.0 0.0 0.0 0.0 -00 47.1 .0.0 . 0.0 11 19 29873 00 00 00 00 4481 00 00 12 1.8 2718.1 0.0 0.0 - 0.0 0.0,' 407.7 , '0.0 . 0.0 13 1.7 2407.5 0.0 0.6 0.0 0.0 361.1 0 0 0.0 14 1.7 2066.6 . 0.0: 0.0 ' -' 0.0 0.0 310.0 0.0 0.0 15 1.6 1707.9 . 0.0'• 0.0 '. 00' 0.0. 256.2..'--',0-. 0 0.0 16 1.4 1344.5 0.0 0.0, 0.0 . 0.0 20,1.7 . .0.0 • 0.0 17 ' 1.3 990.3 0.0 0.0 ' 0.0 0.0k 148:5 0.0 op. 18 12 6589 00 00 00 00 988 00 00 19 '. 1.0 363.5 0.0 0.0 ' .0:0 . 6.0 54.5 . . ' 0.0 - 0.0 20 0.9 • 116.6 0.0 ø.Ô-. '' 0.0 0.0 17.5 . .0.0 0.0 21 '0.1 0.6 '0.0 0.0 0.0 .0.0, 0.1, . 0.0' '0.0 Failure Surface Specified By 28 Coordinate Points Point X,-Surf Y-Surf' . ... •• , , No. (ft) (ft) , 1 160.00 24548 - . ',• .- . • '. . , . 2' 161.94 . 244.99 '- , ''• : .''- • • - , , 3 163.90 244.58 4 165.87 244.25 . ' . " , . . •: • -. . 5 - 167.85 244.00 6 169.85 - 24382, , •. - . . ,,. . -, , '. 7. 171.84 243.73 . . - . :•, . - - 8 -173.84 243.71 : .. '-A ,' • 9 175.84 243.78 10 177.84 243.93 - 11 179.82 24415 12 181.80 . 244.46 13 183.76 244.84 • ' , 14' 185.71 245.30 15 187 64 245 84 16 189.54 246 46 • 17 191.42 247.15 - . , . . 18 193.26 247.91. 19 , 195.08 248.75 ' . .. - - • - . ' - 20 196.86 249.66 21 198.60 250.65. ' . . .• - • ' , . , 22 - 200.30 251.70. ,' . . ' , -. . . , , • . 23 201.96 252.81 , . ,. - •' , 24 203 57 254 00 25 205.14 255:2.4 26 206.65 25655 . , . '. . . 27 208.11 257.92' - ' , • ' ' • 28 208.56 ' 258.38; • ' . . • . • Circle Center At X = 173.2 Y 293 .7, and Radius 50 ..0 3.342 ' - . • • I' . • -• - 4 . • •. . -• D:\Prograrns\STEDWin\Old STEDw.in\16G104\16g104002s.OUT Page 4 Failure Surface Specified By 29 Coordinate Points Point X-Surf Y-Surf No. (ft) (ft) 1 160.00 245.48 2 161.89. 244.83 3 163.81 244.27 . 4 165.75 243.79 5 167.71 243.39 6 169.69 2413.09 ' 7 171.68. 242.88 . . 8 173.67 242.75 9 175.67 242.71 10 177.67 242.77 11 179.67 242.91 12 181.65 243.14 . 13 .1.83,63 243.46 . 14 185.59 243.87 . 15 . 187.53 244.!36 . •. 16 189.44 244.94 17 191.32 245.61 18 193.18 246.36 . . . 19 195.00 247.19 20 196.78 248.10 •• 21 198.51 2.4.9.09 22 200.21 250.16 3 201.85 251.30 . 24 203.44 252.52 .. . 25 20497 253.80 . . .. 26. 206.44 255.15 . . .: 27 207.86 256.57 . . . . ., 28 .2.09.21 258.05 29 209.4.8 258.38 . Circle Center At X = 175.5 ; Y = 287.4 and Radius, 44.7 . 3.352 . . Failure Surface Specified By 28 Coordinate Points . •. Point X-Surf Y-Surf No. (ft) (ft) . 1 160;00 245.48 2 • 161.97 24S.13 . 3 163.95 244.85 . . :. 4 165.94 244.63 . •• 5 167.93 244.48 6. 169.93 244.40 .• 7 171.93 244.39 8 173.93 244.45 . 9 175.93 244.58 . = 10 177.92 244.78 . .. 11 179.90 245.04 12 18.1.87 245.38 13 183.83 245.78 .. . 14 185.77 246.24 . 15 187.70 246.78 16 189.61 247.38 . 17 191.50 248.04 . 18 193.36 248.77 19 195.19 249.57 . 20 197.00 250.43 . . 21 198.78 251.34 22 200.52 252.32 23 202.23 253.36 24 203.90 254.46 . •• • •1 • 25 205.54 255.61 . . . 26 207.13 256.82 . 27 208.68 25.8.08 28 209.02 258.38 . . • Circle Center At X = 171.2 Y = 302.5 and Radius, 58.1 3.374 *** D:\Programs\STEDWin\Old STEDwiA16G104\16gl04_002s.OUT Page 5 Failure Surface Specified By 24 Coordinate Points Point X-Surf Y-Surf ., . No: (ft) (ft) 1 160.00 245.48 - 2 161.86- 244.74 .•. - . 3 163.76 244.12 ;. . 4 165.70 243.62 ,. . . 5 167.66 243.24 . . . 6 169.64 24298 -. . . 7 171.64 242.85 . ... . - . 8 173.64 242.85 9 175.64 242.97 .• • . 10 117.62 . 243.22 . - . •. . . . 11 179.59 243.59 . . . . 12 181.52 -244.08 13 183.43 244.70 14 185.29 :. 245.43 15; 187.10 246.28: . -• •. f . . 16 188.85 . 247.241 - 17 190.54 248.30 18 192.17 249.48 .' . 19 193.71 250.75 - 20 195.17 252.11 - •.• • . . . - 21 - 196.54 .. 253.57 • . . - . • • . 22 197.82 255.11 V.- 23 199.00 256. , 12 . -. - .. . . - - - • - 4 - 24 . 200.05 258.37-. - . •. . . - Circle Center At-X = - 172.7 ; .Y = 274.7 and Radius 31.8 . 3.377 Failure Surface Specified By 16 Coordinate Points . .• . ... - Point - X-Surf . 'f-Surf -- No. (ft) (ft) . - - ., . •.. • : . 160.53 - 246.12 2 162.52 . 246.00 • '- ... . * .. • . . V . . - 3 164.52 246.04 . -, V . . 4 166.51 246.23 - - 5 168.48 - 246.58 . . V • - 6 17042 247.08 •. . . .. 7 172.31 247.73-. - - . : - . - :- - - 8 • 174.15 248.52 ., V - • •' - - - - . . . - V - 9 - 175.92 249.45 . - . . .- . • - . .. . . • - • 10 177.61 250.52 . - • . : • - - -. • .11 179:21 251.71 - - 12 180.72 253:03 -. • . - . . - . 13 182.12 254.46. * - - . ..-• - . . 14 - - 183.41 255.99 . I . . . .. •. • -. . -. . . ,•. - 15 184.57 257.61 V - I. • 16. 185.02 258.36 -. V Circle • Center At X = 163.0 Y = 271.7 and Radius, 25.7 -. - •- - • -• -. 3.417 *** •. . . - - . Failure Surface Specified By20 Coordinate Points - ,.-. . •• . - .. - V Point X-Surf- Y-Surf No. (ft) (ft) - - - - - . • . - 1 160.00 245.48 . - -V . . . . - . 2 162.00 245.43 -'•, . . • - -- . -. - 3 164.00 245.47 ' : . - . - . . . 4 166.00 245.59 . 5. - 167.99 245.80 .' . - - - - • . V 6- - 169.96 246.09 - 5 . . - . - - - . 7 . - 171.93 246.4.7 • . . . - V . - 8 173.87 246.93 . . .- . . . . . . - . V • • '1 9 1.75.80 247.47 - . . . - . -• . - 10 177.70 248:10 • V • -. -'--V - 11 179.57 248.81 - '-V - ••• . •V -V 12 181.41 249.59 V •• : - - V. - . 13 • 183.21 .250.46 V - • . . . . . • .14 . 184.97 2-51:40 • V. - • . I. V • - • V V ' •.e . . . -V ••_••_V•_ • _-•- t.. .•• ..• D:\Programs\STEDWin\Old STEDwin\16G104\16g104002s.OUT Page 6 15 186.70 252.42 16 188.37 253.51 17 190.00 254.67 18 191.58 255.90 19 193.10. 257.20 20 194.36 258.37 Circle Center At X = 162.2 ; Y = 291.9 and Radius, 46.5 3.424 *** Failure Surface Specified By 17 Coordinate Points Point X-Surf Y-Surf No. (ft) (ft) .1 160.53 246.12 2- 162.47 245.64 3 164.45 245.34 4 166.44 245.22 5 168.44 245.28 6 170.43 245.52 7 172.38. 245.95 8 174.29 246.54 9 176.14 247.31 10 177.91 248.24 11 179.58 249.33 12 181.16 250.57 13 182.61 251.94 14 183.93 253.44 15 185.12 255.05 16 186.15 256.77 17 . 18692 258.36 . Circle Center At X = 166.8.; Y= 267.3 and Radius, 22.0 • 3.4-31 *** Failure Suifàôe Specified By 15 Coordinate Points • Potht • --X-Surf Y-Surf No. (ft) (ft) 1 160.53 246.12 2- 162.52 246.01 3 164.52 246.10 4 166.50 246.38 5 168.45 246.85 6 170.34 247.49 7 172.16 248.32 8 173.90 2.49.32 9 175.53 250.47 10 177.04 251.78 11 178.43 253.22 • 12 . 179.66- 254.79 13 180.75 256.47 14 181.67 258.25 15 181.71 258.36 Circle Center At X = 162.6 ; Y 267.0 and Radius, 21.0 3.4-55 *** Failure Surface Specified By 18 Coordinate Points Point X-Surf Y-Surf No. (ft) (ft) 1 160.00 245.48 2 161.83 244.67 3 163.74 244.07 4 165.70 243.68 5 167.69 243.51 6 169.69 243.56 7 171.67 243.83 8 173.61 244.31 9 175.49 245.01 10 177.28 • 245.91 11 178.95 246.99 12 180.50 248.26 13 181.90 249.69 - - 14 183.14 251.26 D \Proyrams\STEDWin\Old STFDwin\16C104\16g104 002s OUT Page 7 15 184.19 252.96 16 185.05 . 254.77 - .'• . .. . .. . 17 185.71 . . 256 .66 . . . . 18 186.10 . 258.36 . • Circle Center At X = 168.2 Y = 261.'7 and Radius 18"2 • 3.461 *** - :- • -- 4 4. • . - .. -•• .• I - 4. . ..,.-,-- . -..•. -•• . - I - ._4 . •- ••-• - ••- t• -' . . -••••, • .. . -• -- .,.•• . . •.•...,-•.- .• .•__•4 4 ,• ,•.'.-, . -. ., '/..- -.•,-.-,• • . - • I 4. -. • - • • - .-- '•- -• :- . • - • ,•-,I • • 4 - 4 4 * I I 4 -. . -. I • . • . - . . . - . - .- .... 4 • . . I - • -. . 4. I ••• 0 • •. 1 .4 $ . _ ,,-.. . .. ;• 4 . - 4 ,. _•I • '::. - -. • . ••.•.. -, . - r .•,' 1- '.-- . . . -, . •••. -... ••..,-.. . -- - - . .- -I - . • ,- - -I - -. . . _ ..$. . : •. - • * -'- - •. - - • : - - .- • - ,.- 350 300. 250 200 150 100 50 0 _: .. -.-....'-.... . . .. t .'....................... . ,. . .. Proposed Commercial Building -!-Carlsbad Section A-A' - Static Analysis d \programs\stedwin\old stedwin\16g104\16g104_001 p12 Run B PM 2/2/2016 01 O9PM # FS Soil Soil. Total . . . . . . . . . Saturated tior Pi .Cohesion Fri dz., Load Value. A 1.98 Desc Type Unit Wt Unit Wt Intercept Angle Surface b1.98 . . . No.. (pcf). .(pcf)' :(psfy (eg).No. .....- . . ... . c 1.98 Afe 1 1250 1300 950 0 160 0 d 198 Tsa 2 1300 1350 7000 310 0 e 1.98 .KJsp 3 .135.0 . - 140.0 . . .. . . . . -. 250.0 . 38.0 0 :. 1.99 . . . . •0• g 1.99 . . a' . 0 50 100 150 200 250 300 350 400 450 500 PCSTABL5M/si .FSmin=1.98 STED Safety Factors Are Caicuiated By The Modified Bishop Method a I - Proposed Commercial Building -Carlsbad Section A-A' - Static Analysis - d:\progranis\stedwin\old stedwin16g1O4\16q1O4 001.plt Run.By: PM 2/2/2016 01:09PM d:\Programs\STEDWin\Old STEDwin\16G104\16g104_001.OUT Page 1 ** PCSTABL5M ** by Purdue University --Slope Stability Analysis-- Simplifidd.Janbu, Simplified Bishop or Spencers Method of Slices Run Date: 2/2/2016 Time of Run: 01:09PM Run By: PM Iiput Data Filename: d:169104_001.in Output Filename d:16g104001.OUT Unit: ENGLISH Plotted Output Filename:' d:16g104_001.PLT PROBLEM DESCRIPTION Proposed Commercial Building - Carlsbad Section A-A' - Static Analysis BOUNDARY COORDINATES 32. Top ' Boundaries 60 Total 'Boundaries Boundary X-Left Y-Left X-Right Y-Right Soil Type No'. (ft) (ft) (ft) (ft) Below Bnd 1 0.21 202.25 1.74 202.27 3 :2 1.74 202.27 4.02 20285 3 .3 ' 4.02 202.85 5.52 201.02 3 4 5.52 201.02 7.12 200.14 3 5 . 7.12 200.14 10.56 197.87 3 6 10.56 197.87 13.13 196;.28 3 7 ' 13.13 196.28 16.00 194.63 3 8 16.00 194.63 18.96 193.10 3 9. 18.96 193.10 2031 192.55 3 10 ' ' 20.31 192.55 22.27 193.11 3 11 22.27 193.11 26.42 194.99 3 12 26.42 ' 194.99 28.71 194-:72 3 13 28.71 194.72 37.16 193..09 3 14 37.16 193.09 59.58 192.65 3 15' .59.58 192.65 65.18 ' 192.71 3 16 65.18 192.71 78.91 ' 197.;15 3 17 . 78.91 197.15 97.90. .204.68 3 18 97.90 204.68 102.55 20997 2 19 102.55 209.97 106.04 ' . 214.91 2 20 106.04 214.91 110.08 ' . 22009 2 21 110.08 220.09 115.66 225,40 2 22 115.66 225.40 124.79 23004 2 23 124.79 230.04 138.47 234..91 2 24 138.47 234.91 153.37 239.97 2 25 153.37 239.97 159.32 244:6.6 2 26 159.32 244.66 163.77 . 25003 1 27 163.77 250.03 167.88 254.26 1 28 167.88 254.26 173.60 258.35 1 29 173.60 258.35 212.43 258.38 1 30 212.43 258.38 251.68 ' 257.69 1 31 251.68 257.69 285.31 256.24 1 32 285.31 256.24 305.56 255.50 1 33. 160.98 242.23 165.74 242.32 2 34 165.74 242.32 176.29 242.48 2 35 176.29 242.48 188.94 243.60 2 36 188.94 243.60 199.55 245.24 2 37 199.55 245..24 213.47 247.72 2 38 213.47 247.72 223.11 249.95 2 39 223.11 249.95 230.15 ' 253.13 2 40 230.15 ' 253.13 237.82 255.94 2 41" 237.82 255.94 248.23 255.79 2 42 248.23 255.79 272.19 254.73 2 43 272.19 254.73 288.93 253.75 2 44 288.93 253.75 303.69 253:58 2 45 303.69 253.58 305.86 255.31 2 46 97.90 204.68 128.70 213,16 3 47 128.70 213.16 156.23 219.88 3 - : d:\Programs\STEDWifl\O1dSTEDWifl\16G104\16g104_001.0tJT Page 2 48 156.23 219.88 167.05 225.14 .3 .' 49 167.05 225.14 178.90 230.94 3 50 178.90 230.94 190.92 23620 3 51 190.92 236.20 200.64 239,17 3 52 200.64 239.17 219.16 246.70 3 53 ' 219.16 246.70 223.11 248.24 • 3 54 . 223:11 248.24 231.07 250.57 55 231.07 250.57 , 241.46 253.98 .. . 3,; '.56 241.46 253.98 . 253.04 253.45 :. 57 253.04 253.45 273.44 252.46 .' • . 3.' . 58 273.44 252.46 290.49 251.33. , ..3 . ,. 59 290.49 25133 300.94 251.05 60 300.94 251.05 ' 306.16 25165 : . ISOTROPIC SOIL PARAMETERS . * •' •. .'' '3 Type (s) of Soil . '. . •. . . , Soil Total Saturated Cohesion Friction.,Pore Pressure Piez Type Unit Wt. Unit Wt. Intercept .' Angle Pressure Constant' Surface ' No. (pcf) (pcf) (psf) (deg) Param. (psf) No. 1 125.0. 130.0 950.0 16;0 0.00 . 0.0 - 0 2: 130.0 135.0 ,700.0 ' ,31.0 0.00 . 0.0 , 0' '.3 135.0 140.0. 250.0 38.0 0.00' -'0.0'.0 BOUNDARY LOAD(S) ,. .. . . . . 1 Load(s) Specified Load X-Left X-Right Intensity Deflection.' No.. . (ft) , •(ft) (pet) (deg) 1 195.25 259.33 . 250.0 '0.0 .• NOTE - Intensity Is Specified As A Uniformly Distributed Force Acting On A Horizontally Projeáted Surface... . A Critical Failure Surface. Searching Method, Using A RandOm .Technique For Generating Circular Surfaces, Has Been Secif•ied.' 1000 Trial Surfaces Have Been Generated. 50. Surfaces Initiate From Each Of 20 Points Equally Spaced- Along The Ground Surface Between 'X = 80.00'ft. and . X 115.00 ft. . •- , . , 4 .Each Surface Terminates Between X = 165.00 ft. .. . .. and X = 250.00 ft. . . . Unless Further Limitations Were Imposed, The Minimurñ Elevation At Which Surface Extends Is Y = 0.00 ft. • . •• . 5.00 ft. Line Segments Define Each. T'ial Failure Surface.- Following Are Displayed The Ten Most Critical Of The Trial •. . Failure Surfaces Examined. They Are Ordered - Most Critial First. . . . * * Safety Factors Are Calculated By The Modified Bishop Method.* * Failure Surface Specified By 27 Coordinate Points Point X-Surf, Y-Surf . .. . . . No. (ft) (ft) 1 85.53 • 199.77 . . . . . . .. 2 90.52 • .200.09 . * 3 95.49 200.59 .. . . 4 100.45 201.27 • . . . .. . 5 105.37 202.12 • . :. • • 6 110.27 203.15 ., . • . . • 7 • . 115.12 204.36 • . ; ' . . .8 119.92 205.73 . . . 9 ' 124.68 207.28 . 10, 129.37 209.00 . . .' • .,. , . 11 134.00 210.89 .' ,' ' . .. • .• 12 138.56 212.94 13 143.05 215.15 14 147.45 217.53 • . - . 15 151.76 - 220.05 16 155.98 222.74 . ,. . . . . 17 - 160.10 225.57 18 164.12 228.55 . . . . . . 19 ' 168.03 231.67 . , . , • * 20 171.82 234.92 ' '. • . ..' ' 21 175.49 238.31 th\Programs\STEDWin\Old STEDwin\16G104\16g104001.OUT Page 3 22 179.04 241.84 23 182.46 245.48 24 185.75 249.25 25 188.90 253.13 26 191.91 257.12 27 192.78 258.36 Circle Center At X = 79.1 ; Y 339.0 and Radius, 139.4 1.975 *** Individual data on the 44 slices Water Water Tie Tie Earthquake Force Force Force Force Force Surcharge Slice Width Weight Top Bot Norm Tan Hor Ver Load No. ft).(lbs) (lbs) (lbs) (lbs) (lbs) (ibs) (lbs) (lbs') 1 5.0 558.8 0.0 0.0 0.0 0.0 0.0 0.0 2 5.0 1609.4 0.0 0.0 0.0 0.0 0.0 0.0 0.0 3 2.4 1120.5 0.0 0.0 0.0 0.0 0.0 0,0: 0.0 .4 .2.5 .1716.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 .5 2;1 2047.6 0.0 0.0 0.0 0.0 0.0 0.0 6 2.8 3765.2 0.0 0.0 0.0 0.0 0.0 0.,0 0.0 7 . 0:7 1078.4 0.0 0.0 0.0 0.0 0.0 0.0:, 0.0 8.4.0 7876.3 0.0 0.0 0.0 0.0 0.0 0..0 0.0 9 0.2 414.8 0.0 0.0 0.0 0.0 0.0 0. 0.0 10 4.9 11994.8 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ii 0.5 1473.2 0.0 0.0 0.0 . 0.0 0.0 0.6 0.0 12 . .3 11948.7 00 0.0 0.0 0.0 0.0 0.0 P.O 13 4.8 13877,0 0.0 0.0 0.0 0.0 0.0 0.0 14 0.1 332.9 0.0 0.0 0.0 0.0 0.0 .0.0 0.0 15 3.9 11625.9 0.0 0.0 0.0 0.0 0.0 0.0 16 .0.7 1999.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 17 4.6: 13666:2 0.0 0.0 0.0 0.6 0.0 O.0 0.0 18 4.5 12971.2 0.0 0.0 0.0 0.0 0.0 0..0 0.0 19 01 270.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 20 4.5 12669.3 0.0 0.0 0.0 0.0 0.0 0.O 0.0 21 4:4 11961.5 0.0 0.0 0.0 0.0 0.0 0.: 0.0 22 0:6 1633.6 . 0.0 0.0 0.0 0.0 0.0 0.0 0.0 23 3.7 9526.2 0.0 0.0 . 0.0 0.0 0.0 O.Ô 0.0 24 1.6 3999.5 0.0 0.0 0.0 0.0 0.0 0.0. 0.0 25 26 6482.6 0.0 0.0 0.0 0.0 0.0 0.0 0.0 26 3.3 8445.6 0.0 0.0 0.0 0.0 0.0 0.0 0.0 27 0.8 1940.3 0.0 0.0 0.0 0.0 0.0 O.0 0.0 28. 0.9 2219.7 0.0 0.0 0.0 0.0 0.0 0.0 0.0 29 2.8 7566.0 0.0 0.0 0.0 0.0 0.0 00 0.0 30 03 976.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 31 1.6 4569.3 0.0 0.0 0.0 0.0 0.0 0.0. 0.0 32 2.1 6134.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 33 0.1 424.2 ô.0 0.0 0.0 0.0 0.0 0.0 0.0 34 3.8 10805.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 35 1.8 4948.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 36 1.9 4996.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 37 0.8 1971.1 0.0 0.0 0.0 0.0 0.0 0.0. 0.0 38 2.8 6183,1 0.0 0.0 0.0 .0.0 0.0 O.O 0.0 39 0.9 1822.3 0.0 0.0 0.0 0.0 0.0 0.01 0.0 40 2.5 4464.3 0.0 . 0.0 0.0 0.0 0.0 0.0 0.0 41 3.3 4517.9 0.0 0.0 0.0 0.0 0.0 0.0: 0.0 42 3.2 2824.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 43 3.0 1217.0 0:0 0.0 0.0 0.0 0.0 0:0 0.0 44 0.9 57.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Failure Surface Specified By 30 Coordinate Points Point X-Surf Y-Surf No. (ft) (ft) 1 8.0.00 197.58 2 84.99 197.96 3 89.96 198.48 4 94.91. 199.15 5 99.85 199.95 6 104.76 200.89 7 109.64 201.98 d:\Programs\STEDWin\Old STEDwin\16G104\16g104 001 OUT Page 4 V 8 114.49 V 203.20 V 9 , 119.30 204.55 V V V V 10 124.07 206.05 11 128.80 207.68 ' 12 • 133.48 209.44 V V V V, 13 138.11 211.33 V V V V 14 142.68 213.36 V V 15 147.19 215.51 V V 16 151.64 V 217,79 , V V V • V V - V 17 156.02, V 220.20 V V V V - • V V 18 160.34 222.73 V . V . 19 164.57 . 225.38 - - • 20, 168.74 228.15 V 21 172.82 231.04 V V . 22 176.82 V • 234.04 V .. 23 . 180.73 237116 V .. V 24 184.55 246.j8 V V , • V 25 V 188.28 243.72 V ' V • • • V 26 191.91 ' . 247.15 V V .,• V ,, . 27 195.44 -250.69. 28 198.87 254.33 V ' 29 202.20 258.06 • V T. . . • ' : ' V 30 202.46 258.37 V V V V Circle Center At X = 69.1 ; Y = 373.3 and Radius,. 176.0 V V 1.980 *** • V V . • Failure Surface Specified By,26 Coordinate Points V V Point V X-Surf . YV..SUrf ..V , V • - • V V No. V (ft) V (ft) . :. • V V V V - 1.' 83.68 : V V 199.04 V2 88.66 V 19952 ' V V V V - V V 3 93:62 V 200.19 V V V ' V V V • V ,V V V V • V V 4 V V 98.55 V V 201.03 • • V • , V. V V V V 5 V 103.44, 202.05' 6 108.30 203.25 V 113.10 V 204.62 V' V • V VV; V V ' 8 117.86 206.17 V 9 122.55 20788 V V V 10 V 127,18 209.77 V .• • V V V V V , V V V• ' V 11 131.74 211 83 12 V 136.22 214.04 13 140.62 216.42 V 14 V 144.93 218.96 ', V V VV VV V , V VV , 15 149.14 221.66 16 153.25 224.50 17 157,26 227.49 V 18 161.15 230.63 V 19 V 164,93 233,90 V VV . •V•• • V , . V 20 , 168.59 23731 ' V V •V V • V 21 172.12 24085 V VV V '. • V 22 175.52 244.52 - 23 178.78 248.31 24 181.91 252.21 ' • 25 V 184.89 256.22 V 26 V 186.36 25836 V V ' •.',:' V •V, • V V Circle V Center At X = 73.0 ; Y 336,1 'and Radius, 137,5 ' V ' • V 1,981 *** ' V V - • V - Failure Surface Specified By 26 Coordinate Points Point X Surf Y Surf V No. (ft). (ft) 1 83.68 199,04. V * V V V V V 2 V 88.68 198,90 V , 3 - 93.68 19900 V V V • V • • V 4 98.67 199.32 4 . V 5 103.64 199.88 V V V V 6 108.58 20067 V V V , V 7 V 113.47 20170 8 • V 118.31 20295 V ,• d:\Programs\STEDWin\Old STEDwin\16G104\16g104_001.OUT Page 5 9 123.09 204.42 10 127.79 206.12 11 132.41 208.03 12. 136.94 210.16 13: 141.36 212.50 . 14 145.66 215.04 15 149.8.4 217.78 16 153.89 220.72 17 157.80 223.84 18 161.56 227.14 19 165.15 230.61 . . 20 168.59 234.24 ... 21 171.84 238.04 22 174.92 241.98 23 - 177.81 246.06 . . 24 180.51 250.27 25 183.00 254.60 26 184.94 258.36 Circle Center At X= 89.2 ; Y = 305.7 and Radius, 106.8 1-982- Failure Surface Specified By 27 Coordinate Points . Point X-Surf Y-Surf . . (ft) . 1 - 81.84 198.31 . 2 86.83 198.02 3 91.83 19798 . . .4 96.83 198.17 . . 5 101.81 198.60 6 106.77 199.27 - 7 111.68 200.18 . . 8 116.55 201.32 9 12L.36 202.69 0 10 126.09 204.30 11 130.75 206.13 12 135.31 208.18 . 13 139.76 210.45 14 144. 1.0 212.93 15 148.32 215.62 . 16 152.40 218.50 . 17 15.6.34 221.58 . . . 18 160-13 - 224.84 . . 19 16.3.76 228.29 20 167.22 231.90 21 170.49 235.67 . 0 22 173.59 239.60 23 176.49 243.67 : 24 179.19 247.88 0 25 181.69 252.21 - - 26 183.98 256.66 27 184.75 258.36 Circle Center At X = 90.3 ; Y 302.0 and Radius, 104.0 - - 1.984 *** - Failure Surface specified. By 29 Coordinate Points Point X'-Surf Y-Surf - -. No. (ft) (ft) 1 81.84 198.31 2 86.81 198.89 3 91.76 199.60 4 96.69 200.44 0 5 101.59 201.42 -- - - 6 106.46 202.54 - 7 111.31 203.78 8 116.11 205.16 9 120.88 206.67 - - - 10 - - 125.60 208.31 0 - 11 130.28 210.08 12 134.90 211.98 •0 t.,. -. d:\Programs\STEDWin\01d STEDwin\16G104\16g104001.OUT Page 6 13. 139.48 214.00 . 14 143.99 216.15 15 148.45 218.42 . . . 16 152.84 220.81 17 157.16 223.32 18 161.42 225.95 . 191.165.60 228.69 ' 201 169.70 231.55 . .. 21 173 72 234.52 . 22 177.67 237.59 23 181.52 240.78 24 185.29 244.07 25 188.96 247.46 .,.. 26 192.54 250.Y5 ' •1 27 196 03 254 53 - 28 199 41 258.21 .. ' . 29 199.55 . 258.37 Circle Center At X = 63.4 ,; Y 379.9 and Radius, 182.5 1.985 - . .• ., Failure Surface Specified By 26 Coordinate Points Point X-Surf Y Surf No (ft) (ft) 1 81.84 198.31 2 86.83 198.60 . • . . , .. . . . S . 3 91.81 199.10 4 96.76 199.80 5 10i.68 200.7l 6 106:55 201.81 7 . 111.38 203.12 ,. . . 8 116.15 204.62 9 120.85 206.32 . . ... ,. . . .. . . 10 125.48 208.21 11 130.03 210.29 12 134 48 212.56 13 138.1 84 215.01 14 143.10 21j.63 15 147.24 220.43 '. . .. . 16 151,27 223.39 17 15S.17 226.52 18 158.94 229.81- 19 162.57 233.25 20 . 166.05 236.83 ... - , .... 21.' 169.39 - 240.56 22 172.56 244 42 23 . 175.58 248.41 ; .T' • , 24 178 43 252.52 0 25 181.11 256.74 . •• •1 .' - 26 182.04 258.36 • . . • Circle Center At X = 77.3 ; Y-= 319.5 and Radius, .121.3 1.990 Failure Surface Specified By 26 Coordinate Points Point X-Surf Y-Surf ' . ... No., (ft) (ft) . - 0 , • S 1 83.68 199.04 - • -.. , 0 • • 2 88.68 198.84 5 , . • . • .- - • • •- - 0 - 3 93.68 198.89 . S • . - -. 4 98.67 199.17 1 5 103 64 199 70 6 - 108.58 200.48 •• . . , 7 113.48 • 201.49 - • . S • 8 118.32 202.74 9 123.10 204.22 10 . 127.7.9 205.93 . • S 5 • 5 0 11 132.40 207.87 . .5 . • . ..... •. ••' .• S . 12 136.91 210.04 13 141.31 212.42 14 145.58 21501 , . , • .. .. -S-_S d;\Prograrns\STEDWin\Old STEDwin\16G104\16g104001.OUT Page 7 15 149.73 217.80 16 153.73 220.80 17 157.59 223.98 18 161.28 227.36 19 164.80 230.90 20 168.15 234.62 21 171.31 238.49 22 174.29 24251 23 177.06 246.67 24 179.62 250.96 25 181.97 255.37 26 183.38 258.36 Circle Center At X = 90.3 ; Y = 301.4 and Radius, 102.5 1.991 *** Failure Surface Specified By 25 Coordinate Points Point X-Surf Y-Surf No.. ('ft) (ft) 1 92.90 202.70 2 97.88 203.11 3 102.84 203.72 4 107.78 204.52 5 112.68 2,05.52 6 117.53 206.70 7 122:34 . 208.08 8 127.09 209.64 '9 131.78 211.38 10 136-39 213.31 11 140.93 215.42 12 145.38 217_70 13 , 149.73 220:15 14 15399 222.77 15, 158.14 225:55 ' 16 162.18 228.50 17 166.11 231:60 18' 169.91 234.: 85 19 , 173.57 238.25 20 177.11 241.79 21 180.50 245.46 22 181.75 249.26 23 186.84 253.19 24 189.78 257.23 25 190.54 258.36 Circle Center At X = 84.7 ; Y = 330.5 and Radius, 128.1 2.010 *** Failure Surface Specified By 24 Coordinate Points Point X-Surf YSurf No. (ft) , (ft) 1 92.90 202.70 2 97.88 203.14 3 102.83 203.79 4 107.76 204.64 5 112.65 205.69 6 ' 117.49 . 206.93 7 122.28 208.37 8 127.01 210.00 9 131.67 211.82 10 . 136.25 213.82 11 140.74 216.01 12 145.15 218.38 13 149.45 220.92 3.4 153.65 223.64 15 157.73 226.52 16 161.70 229.57 17 165.54 ' 232.77 d:\Programs\STEDWin\old STEDwin\16G104\16g104 001 OUT Page 8 21 179.52 247.04 22 182.64 250.95 - 23 165.60 254 98 * 24 187.87 258.36 - Circic Center At X - 84.3 Y---' 326.1 and Radius 123 8 2.012 *** I .. -. - . . - -• . .. -. ... 4. - - -.-• .• • 4 • .. . -, ,% I • . •. 4 I - .- I-' : . •-• :- . V 4 1 I 4 fl . - -. - -- - - • I r - 4 . ..........- - .. .• . - - ........- - - Proposed Commercial BUilding - Carlsbad Section A-A'.- Pseudo-Static Analysis 350 d programs\stedwin\old stedwin\16g104\16g104_001s p12 Run By PM 2/2/2016 01 16PM 300 250 200 150 100 50 0 0 STED [:J 500 Proposed Commercial Building - Carlsbad Section A-A' - Pseudo-Static Analysis • - d:\programs\stedwin\old stedwin\16g104\16g104_OO1s.plt Run By: PM 2/212016 01:16PM • • - 0 50 100 150 200 250 300 350 400 450 500 -STED ••. • ,'±±-): : ••• •• • '•• Li D:\Programs\STEDWifl\Old STEDwin\16G104\16g104_001s.OUT Page 1 ** PCSTABL5M ** by Purdue University --Slope Stability Analysis -- Simplified Janbu, Simplified Bishop or Spencers Method of Slices Run Date: 2/2/2016 Time of Run: 01:16PN Run By: PM Input Data Filename: D:16g104_0018.in Output Filname: D:169104_001s.OUT Unit: ENGLISH Plotted Output Filename: D:16g104_0015.PLT PROBLEM DESCRIPTION Proposed Commercial Building - Carlsbad Section A-A' - Pseudo-Static Analysis BOUNDARY COORDINATES 32 Top Boundaries 60 Total Boundaries Boundary XLeft Y-Left X-Right Y-Right Soil Type No. (ft) (ft) (ft) (ft) Below Bnd 1 0.21 202.25 1.74 202.27 3 2 1.74 202.27 402 202.85 3 3 4.02 202.85 5.52 201.02 3 '4 5.52 201.02 7.12 200.14 3 5 7.12 200.14 10.56 197.87 3 6 10.56 197.87 13.13 196.28 3 7 13.13 196.28 16.00 194.63 3 8 16.00 194.63 18.96 193.10 3 9 18.96 193.10 20.31 192.55 3 10 ' ' 20.31 192.55 22..27 193.11 3 U 22.27 193.11 26.42 . 194.99 3 12 26.42 194.99 28.71 194.72 3 13 28.71 194.72 37.16 193.09 3 14 . 37.16 193.09 59.58 192:65 3 15 59.58 192.65 65. 1.8 192,71 3 16 65.18 192.71 78.91 197.1'5 3. 17 78.91 197.15 97.90 204.68 3 18 97.90 204.68 102.55., 209.97 2 19 102.55 209.97 106.04 214.91 2 20, 106.04 214.91 110.08 220.0.9 2 21 110.08 220.09 115.66 '225.40 2 22 115.66 225.40 124.79 230.04 2 23 124. 79 230.04 138.47 ,234;91 2 24 138.47 234.91 153.37 239.97 2 25 153.37 239.97 159.32 244 66 2 26 159.32 244.66 163.77 .250.03 1 27 163.77 250.03 167.88. ' 25426 1 2.8 167.88 254.26 173.60 . 258.35 ' 1 29 ' 173.60 258.35 ' 212.43 258.38 ' 1 30 212.43 258.38 251.68 257.69 1 31 251.68 257.69 285.31 256.24 1 32 285.31 256.24 305.56 255.50 1 33 160.98 242.23 165.74 242.32 2 ' 34 165.74 242.32 176.29 242.48 2 ' 35 176.29 242.48 188.94 243.60 2 . . 36 188.94 243.60 199.55 245.24 2 37 199.55 245.24 213.47 2,47.72 2 38 213.47 247.72 223.11 249.95 2 39 223.11 249.95 230.15 253.13 2 40 230.15 253.13 237.82 255.94 2 41 237.82 255.94 248.23 255.79 2 42 248.23 25.79 272.19 254.73 2 43 272.19 254.73 288.93 253.75 2 44 288.93 253.75 303.69 253.58 2 45 303.69 23.58 305.86 255.31 2 46 97.90 204.68 12.8.70. 213.16 3 47 128.70 213.16 156.23 219.88 3 $ 0 \Programs\STEDWin\Old STEDwin\16G104\16g104 001s .OUT Page 2 48 156.23 21:9.88 167.05 225.14 3 49 167.05 225.14 178.90 ,230;94 3 50 178.90 230.94 190.92 23620 3 51.,. 190.92 236;20 200.64- 239.17 3 52 200 64 239.17 219 16 .246;.70 . 3 53 219.16 246.70 223.11 248 24 3 54 223.11 248.24 231 07 250 57 3 55 231.07 250 57 241.46 253 98 3 , 56 241 46 253 98 253 04 253=.45 3 57 253.04 253.45 273.44 252,46 1 3 58 273.44 252.46 290.-49 251 33 3 59 290.49 251 33 300.94 251 05 3 0 300.94 251 05 306.16 251 65 3 .6 ISOTROPIC SOIL PARAMETERS 3 Type(s) of Soil Soil Total Saturated Cohesion Friction Pore Pressure Piez Type Unit Mt Unit Mt Intercept Angle Pressure Constant Surface No (pcf) (pcf) (psf) (deg) Param (psf) No 1 125.0- 130.0 t16 0 0.00. 0 0 0 .950.0 2 '.130.0 . 13S .O 700 0 31 0 0.00 0 0 0 3 135-.0 140.10 '250.0. 38 0 0.00 0 0 0 BOUNDARY LOAD(S) - 4 1 Load(s) Specified Load X-Left X-Right Intensity Deflection No (ft) (ft) (psf) (deg) 1 195.25 259.33 2.5b .o 04 NOTE - Intensity Is Specified AS A Uniformly Distributed Force Acting On A Horizontally Pro3ected Surface A Horizontal Earthquake Loading Coefficient OfO 150 Has Been Assigned A Vertical Earthquake Loading Coefficient OfO 000 Has Been Assigned Cavitation Pressure = 0.0 (psf) A Critical Failure Surface Searching Method UsingA Random Technique For Generating Circular Surfaces Has Been Specified 1000 Trial Surfaces Have Been Generated 50 Surfaces Initiate From Each Of 20 Points Equally Spaced Along The Ground Surface Between X = 80-00 ft and X = 115 00 ft Each Surface Terminates Between X = 165 00 ft and X = 250.00 it. Unless Further Limitations Were Imposed The Minimum Elevation At Which A Surface Extends Is Y = 0.00 ft 5 00 ft Line Segments Define Each Trial Failure Surface Following Are Displayed The Ten Most Critical Of The Trial Failure Surfaces Examined They Are Ordered - Most Critical First * * Safety Factors Are Calculated By The Modified Bishop Method * * Failure Surface Specified By 30 Coordinate Points Point X-Surf Y Surf No (ft) (ft) 1,: 80 00 197.58 2 84 99 197.-96 3 89.96 198 48 4 94 91 199.15 - 5 99.85 199 95 6 1Q4.76 200.89 7 109.64 201.58 8 114.49 203,20 * 9 119.3 0 204.55 10 124 07 206.05 11 128.80 207.68. 12 133.48 209.44 13 138.11 * 211.33 14 142.68 213.36 15 147.19 215.'51 16 151.64 217.79 D \Programs\STEDWin\Old STEDwin\16G104\16g104_001s OUT Page 3 17 156.02 220.20 .18 160.34. 222.73 . 19 164.57 225.38 20 168.74 228.15 21 17282 231.04 22 1.76.82 234;04 S 23 180.73. 237.16 . 24 184.55 240.38 25 188.28 2:43.72 . 26 191 91 247.15 27 1.95.44 25069 28 198,87 254 33 4. 29 202.20 258.06 30 202.46 258.37 Circle Center At X = 69 1 Y 373.3 and Radius 176.0 1483 *** Individual data on the 48 slices Water Water Tie Tie Earthquake Force Force Force Force Force Surcharge Slice Width Weight Top Bot. Norm Tan Hor Ver Load No (ft) (ibs) (ibs) (ibs) (ibs) (ibs) (ibs) (lbs) (lbs) 1 5.-0 537.3 Q-0- '0.0 0.0 0-.0 80 6 0.0 0;0 2 50 15585 00 00 00 00 2338 00 00 3 5.0 2474.0 0.0 0.0. 0.0 0.0 371.1 0 0 0.-0 4 3:0 11893.4 0.0 0.0 010 0 0 284-0 0.0 0.0 5 1 9 1570 3 0.0 0.0 0..0. 0-0 '235.5 0 0 0.0 6 2 7 2959.7 0 0 0.0 0.0 0-.0 444.0 0.0 0.0 7 2.2 :3179.6 0.0 0.0 0.0 0.0 476 9 0.0. 0-0 8 13 21947 00 00 00 00 3292 00 00 9 36 74286 00 00 00 0011143 00 00 10 04 10267 00 00 00 00 1540 00 00 11 4.4 '11339.3 0.0 0.0 0.0 0.0. 1700 9 0.0 0-01 12 1.2 3302 3 0.0 0.0 0.0 .0 .0 495.3 0.0 .0 .0 . 13 36106624 00 00 00 0015994 00 00 14 4.8 .6 .14510 0.0 0.0 0.0 0'..0 2176.5 0.0. 0..-0 15 07 22254 00 00 00 00 3338 00 00 16 3.9 12152.1 0-.0 0.0 0.0 .0 .0 1828 ..8 0.0 0.0 17 0.1 316 4 0.0 0.0 0.0 0.'0 47.5 0.0 0 0 18 4.7 14565.0 0.0 0.0 0.0 0.0 2184.7 0.0 0.0 19 46142840 00 00 00 0021426 00 00 20 04 11107 00 00 00 00 166..6.00 00 - 21 4.2 . 12771.9. 0.0 0.0 0:0 0.0 1915.8 0.0 0.0 . 22 4.5 13359 4 0.0 0:0 0.0 0 0 2003.9 0.0 0.0 23 4.4 12745.3 0.0 0.0 0.0 OA 1911.8 0.0 0.-0 24 17 48186 00 00 00 00 7228 00 00 25 1.4 4011.3 0.0 0.0 0.0 0.0 601.7 0.0 0.0 26 1.2 3422.3 0.0 0.0 0.0 0.0 513.3 0.0 0.10 ,.. 27 3.3 9511.3 0.0 0.0 0.0 0.0 1426.7 0.0 0..0 28 1.0 2901.0 0.0 0.0 0.0 . . 0.0 435.1 0.0 0.0 29 0.6 18,79 .0 0-0 0.0 0.0 0.0 281.9 0.0 0.0 30 2.8 8743.7 0.0 0.0 0.0 0.0 1311.6 0.0 0.0 31 0.8 2616.3 0.0 0.0 0.0 0.0 392.4 0.0 0.0 .. .; 32 1.2 3837.3 0.0 0.0 0.0 060 575-6 0.0 0.,0 33 2.1 7198.0 0.0 0..0 0.0 .0.0 1079.7 0.0 0.0 34 0.9 2921.9 0.0 0..0 0.0 0.0 438.3 0.0 0.0 35 4.1 13901.5 0.0 0.0 0.0 0:0 2085.2 0.0 0.0 36 0:8 2655.4 0.0 0.0 0.0 0.0 398.3 0.0 0..0 37 2.7 8778.2 0.01 00 0.0 0.0 1316.7 0.0 0.0 38 0.5 1635.1 0.0 0.0 0.0 0.0 245.3 0.0 0,0 39 3.9 11262.2 0.0 0.0 0.0 0.0 1689.3 0.0 0.0 . . . 40 3.8 9436.3 0.0 0.0 0.0 00 1415.4 0.0 0.0 .. 41 3.5 7226.2 0.0 0.0 0.0 0.0 1083.9 0.0 0.0 ... 42 6.2 398.9 0.0 0.0 0.0 0.0 59.8 0.0 0.0 -" 43 3.6 5869.1 0.0 0.0 0.0 0.0 880.4 0.0 . 0-0 44 . 3.3 3985.4 0.0 0.0 0.0 0.0. 597.8 0.0 0.0 : 45 .0.2 184.9 0.0 0.0 , 0.0 0.0 27.7 0.0 47,6 46 3.4 2512.4 0.0 0,0 0.0 0.0 376.9 0.0 857.7 k. ...._._..,...#. ......... A.......... b:\Programs\STEDWin\O1dSTEDwii\16Gl04\16910400ls.OuT Page 4 -1, 47 3.3 904.7 00 0.0 0.0 0.0 135.7 0.0 831.5 .48 0.3 5.1 0.0 0.0 0.0 0.0 ' .0..8 ...0.0 65.4 Failure Surface Specified By 29 Coordinate Points Point X-Surf Y-Surf' . . . . . (ft) (ft) 1 81.84 198.31 2 86.81 198.89 , • '- - • . . . . 3 91.76 199 60'' . .. . , . . . • 4 . 96.69 200.44 . . . . . . . * 5 101.59 201.42 6 • 106.46 202.54 7 111.31 . 203.78 .1 . , , •., . . 8' 116.11 205:16 • ' " . . .. 9 120.88 206 67 ' • . . 10 '125.60 208.31. 11 130.28, 210.08 '• -, • ,'•' - .. 12 134.90 .' 211.98 13 139.48 214.00 . 14 143 99 216.15- 15 148.45 218.42 16 152.84 220.81 17 157,16 223.32' 18 161.42 225 95 19 165.60 228.69,7 20 169.7G 231.55 1 21 173-.72 234.52 22 177.67 237 59 • - - . 23 • 181.52 240.78.. ... .- - . 24. 185.29 244..07- 25 188.96 247.46 26 192.54 250.95.. 27 196.03 254.53 28 199.41 258.21 29 199-.55 258-.37 Circ1e Center At X = 63.4 ; Y 379.9 and Radius, 182.5 - 1.492 *** - 4. . . - t - . * Failure Surface Specified By 27 Coordinate Points - Point X-Surf Y-Surf . No. (ft.) (ft.) .. • •' , ,. 1 ' 85.53 199.77 . : • 2 90.52 200.09 . - . _;• .., ,• . • 3 95.49 200.59*.. , , • .,, . - • 4 . 100.45 201.27 - . .. . . .. 4 • 5 105.37 202.12 ' . . .•-, . ' ' - 110.27 203.15 • .- ., • - , . " * . " 7 115.12 204.36 . .. - ' 8 119.92. 205.73 9 124.68 207.28 . . • - •. • . . , 10 129.37 - 209.00 ' • . .•. •,.•• 11 134.00 210.89 •- • • • • - ', - . . 12 138.56 212.94 -. •., -.. i ., .'••., • • • 13 143.05 215.15 -, . * • 14 147.45 217.53 - - .... . . - • •* 15 151.76 220.05. . • . ;, . - • . . . * 16 155.98 222.74. • -• , • 17 160.10 225.57 18 164.12 228.55 19 168.03 231.67 • .. . .. •. . 4 20 ' 171.82 • 234.92 -• - - • 21 175.49 • , 238.31' • . . • . S - * 22 . 179.04 241.84 * - 23 182.46 245.48 . 4 ' . - ': * ' 24 185.75 249.25 ' , •• .- • -' , -- - • 25 188.90 253.13 • • •• • ,•• .• -. .5 ••• 26 191.91 257.12 . • . . . . . - •. 27 192.78 258.36 1 Circle Center At X = -79.1 Y 339.0 and Radius 139.4 rs D:\Programs\STEDJifl\O1d STEDwin\16G104\16g]04_001s.OUT Page 5 1.498 *** Failure Surface Specified By 26 Coordinate Points Point X-Surf Y-Surf No. . (ft) (ft) 1 83.68 199.04 2 88.66 19952 3 93.62 200.19 4 98.55 201.03 . . 5 103.44 20205 6 108.30 203.25 . 7 113.10 204.62 8 117.86 206.17 9 12255 20788 ' 10 127.18 209.77 I]. 131.74 211-.83 . 12 136.22 214.04 . . 13 140.62 216.42 . . 14 144.93, 218.96 . . . . 15 149.14 . 221.66 16 153.25 224.50 : 17 157.26 227.49 . . 18 161.15 230 63 19 164.93 233.90 . 20 168.59 237.31 2,1 172.12 ' 240.85 22 175.52 244.52 23 178.78 248.31 24 ' 181.91 252.21 25 18489 25622 26 -186 .36 258. 36 . Circle 'Center At X = 73.0 ; Y = 33.6.1 and. Radius, 137.5 1.516 Failure Surface Specified By 26 Coordinate Points Point . ' X-Surf Y-Surf No. (ft) ('ft) . ... 1 83.68 199.04 2 88.68 ' 198.90 3 93.68 ' 199.00 4 98.67 199.32 5 103.64 199.88 6 108.58 200.67 7 113.47 201.70 8 118.31 202.95 .: 9 123.09 204.42 10 127;79 206.12 11 132.41 208.03 12 , 13,6-94 2.10.16 13 141.36 212.50 14 14566 215.04 15 149.84 217.78 16 153.89 220.72 17 157.80 22,3.84 18 161.56 227.14 . 19 165.15 230.61 . . 20 168.59 234.24 21 17184 238.04 22 174.92 241.98 23 177.81 246.06 24 180.51 250.27 25 183.00 254.60 26 184.94 258.36 Circle Center At X = 89.2 ;' Y = 305.7 and Radius, 106.8 1.518 Failure Surface Specified By 27 Coordinate Points Point X-Surf Y-Surf - No. (ft) (ft) 1 81.84 198.31 S. • . V .. . D:\Programs\STEDWin\old STEDwin\16G104\16g104_00ls OUT Page 6 2 86.83 19802 3 91.83 197.98 . . 4 96.83 198.17 - - 5. 101.81 , 198,60 .6 106.77 199.27 . . - '•' - . . . 7 111.68 206.18 8 . 116.55- 201.32 9 121.36 202.69 10 126.09 204.30 11 130.75 206.13 ' S •; , 12 135:31 208.18' 13 , 139.76 210.45 14 144.10 212.93 . 15 148.32 215.62 , 16 152.40 218.50. 17 156.34 221.58 18 160.13 224.84 19 163.76 228.29 5 "' 20 167.22 . 231.90 21 170.49 .. 235.67 22 173.59 239.60' . , . - ••. '. . .. . - S 23 ' 176.49 243.67 24 179.19 247.88 25 . 181.69 25221 26 . 183.98 256.66 .' ' . •. . S S S 27 184.75 258.36 Circle Center At X 90.3 ;Y 302..0 and Radius, 104.,0_ ' 1.520 Failure Surface Specified By 30 Coordinate Points Point X-Surf - Y-Surf - - No. (ft) . (ft). . •, . . S ' - : ' - .5 . 1 83.68 199.04 . .. •• . S S , S ' • 2i 88.68 199.26 • 93.67 199.63 - 4. . 98.64 200.13 5 103.60 200.78 6 108.54 201.58' . 7. - 113.45 202.51 8 116.33 203.59 9 123.18 204.80 10 127.99 206 16 .11 . 132.76 207.65' . 5 - •1' ' .'• S • 55 5 5 . 12 ' 137.49; 209:28 • ' S 13 142.17 211.05. 14 • 146.80 212.94' 15 151.36 214 98 16 155 87 217.14 17 160.32 219.43 18 164.69 221.85 . S S • . ' 19' ' 169.00 , 224.39 20 173.23 227.06 21'.177.38 229.84 . . '. ' 22 . 181.45 232.75 23 185.43 235 77 'S • 24 ' 189.33 238.91 ' . S • 25 193.13 242.15 55 26 196.84 24.5.50 • . ' . . : 27 200.45 248.96 .' • . . * . S • , S ' ' 28 203.96 252.53 • - ''S ' - S • • S • , , 29 ' '. 207.36. 256.19 , • - • . ' , S 30 209.29 258.38 Circle Center At X = 78.6 ; Y'= 37-2.5 And Radius, , 173.5 - 1.523 Failure Surface Specified By 27 Coordinate Points " Point X-Surf. Y-Surf No., (ft) (ft) . . . . , . S 55•• ' 1 92.90 202.70 : S S ' - ' ' .4 ci. ..,.* D:\PrO.grams\STEDWifl\Old STEDwin\16G104\16g104001s.OtJT Page 7" ' ..'. , 2 97.89 202.98 ç . 3 102.87 203.44 4 107.83 204.06 . .. ±.i 5 112.76 . 204.86 6 117.67 205.82 ...... . .7 122.54 206.95 8 127.37 208.25 . . 9 132.15 209.71 . . . 10 136.88 211.33 . 11 141.55 213.12 '••. 12 146.16' 215.06 . ,-., , 13 150.69 217.1.7 .14 155.16 .219.42 . .15 159.54 221.83 . .. 16 163.84: 224.38 . : • . 17. . 168.04 227.08 . .. •1,., 18 172.16 229A3 . 19 176.17 232.91 20 180.08 236.03 . . . 21 183.88 . 239.28 . . . 22 187.56 242.66 . . 23 191.13 246.16 24 . 194.58 249.78 . . . •.;: .Z51 197.90 . 253.52 : . . . • 26 201.09 257.37 ,... 27 201.86 258.37 . . :- .L' Circle Center At X = 87.1 Y = 348.,-6 and Radius, 146.0 . 1 524 Failure Surface Specified By 26 Coordinate Points . Point- X-Sürf Y-Surf . NO: (ft) (ft) . 1 83.68 199.04 . :• 2. 88.68 198.84 . . . 3. 93.68 198.89 . . . 'i.. 4 98.67 199.17 . •- . 5 103.64 199.70 . . . . . - . 6 108.58 200.48 . . . 7. 113.48 201.49 . . . . . 118.32 202.7.4 . . . . .9 123 lb . 204.22 . . 10 127.79 205.93. . . . .' 11 132.40 207.87 . . . ••- 12 136.91 210.04 . 13 . 141.31 2,12 .42 .14 . 145.58 21501 15 149.73 217.80 . ., 16 . 153.73 220.80 . 17 157.59 223.98 18 . 161.28 227,36 19 164.80. . 230.90 20 168.15 234.62 . . • '. 21 171.31 238.49 . . . . . 22 174.29 242.51 23 177.06 246.67 . . 24 179.62 250.96 . 25 181.97 255.37 26 183.38 258.36 Circle Center At X = 90.3 ; Y = 301.4 and Radius, 102.5 • 1.527 *•** . • .• :' ' - Failure Surface.Specified By 28 Coordinate Points .. - Point X-Surf Y-Surf No. (ft) (ft.) -. 1 91.05 201.97 .2 96.00 202.70 . . J. 3 100.92 203.56 ç 4 105.83 204.54 .. 5 110.71 205.64 . . . '- • .* - . -_ ....•. i•I • . . . ,. i',. - •.. • - '- . • . ...........,_• . -• • .• ...........-_*i . .. . ..,s •, .., , - , tv..-'; ,.'4,,. . i-fl' •.- ' •.' '''- , ••••.4•_ •J_., •. 9.. . - . . D \Programs\STEDWin\Old STEDwin\16G104\16g104_001s OUT Page 8 6 115.55 206.86 . .- •.. . 7 120.37 208.20--;- -, 8 125:15 209.66 .- 9 129 90 211.23 10 134.60— 212.93 11 139.26 . 214.74 . . 12 143.88 216.66 . 13 148.44 . 218.70. . . 14 1S2.96 220 85 , 15 157.42 223 11 16 161.82 225.48 - 17 166 16 227.96 18 17044;. 230.55 19 174.66 233.24 20 178.80 236 03 21 1,812.88 238 93 - 22 186 88 241 93 23 190.81 245.02 24 194.66 248 21 25 198 43 251.'50 26 202.11 254 87 27 205.72 258.34-'.' 28 205 75 258:37 Circle Center At X = 63.8,;Y = 402 1 and Radius 202 0 1 527 -4 4 •- 4 I 4 .. I- • - .'. '.1 -. .....- - • • - . . •••-- .•'• -. - 1 I - ._t.-_ .9. 1 •. • • -. -. I . I - . 1 . - -I. ,1 . - - . . . • . . C 1 -4 -- -4 . -.• . -. . ., . • - - -,--., C - - - - • • STATE OF CALIFORNIA CONSTANT VOLUME SINGLE ZONE UNITARYAIR CONDITIONER AND HEAT PUMP SYSTEMS CEC-MECH-3A (Revised 08I09 AI IFrPMIA JPV CERTIFICATE OF ACCEPTANCE MECH-3A NA7.5.2 Constant Volume Single Zone Unitary Air Conditioner and Heat Pump Systems (Page 1 of 4) Project Name/Address: j System Name or Identification/Tag: R1LJ - I System Location or Area Served: - /4,5e Enforcement Agency: Permit Number: - - Note: Submit one Certificate ofAcceptance for each system Enforcement Agency Use: Checked by/Date that must demonstrate compliance FIELD TECHNICIAN'S DECLARATION STATEMENT I certify under penalty of peijuly, under the laws of the State of California, the information piovided on this form is true and correct. I am the person who performed the acceptance requirements verification reported on this Certificate of Acceptance (Field Technician). I certify that the construction/installation identified on this form complies with the acceptance requirements indicated in the plans and specifications approved by the enforcement agency, and conforms to the applicable acceptance requirements and procedures specified in Reference Nonresidential Appendix NA7. I have confirmed that the Installation Certificate(s) for the constrnction/irstallation identified on this form has been completed and is posted or made available with the building permit(s) issued for the building. - - Company Name: . ~e?sDe 76/1 - Field Technician's Name: Field Technician's Isigna Date Signed- Position With Company (Title): / . RESPONSIBLE PERSON'S DECLARATION STATEMENT I certify under penalty of perjury, under the laws of the State of California, that I am the Field Technician, or the Field Technician is acting on my behalf as my employee or my agent and I have reviewed the information provided on this form. I am a licensed contractor, architect, or engineer, who is eligible under Division 3 of the Business and Professions Code, in the applicable classification, to take responsibility for the scope of work specified on this document and attest to the declarations in this statement (responsible person). I certify that the information provided on this form substantiates that the construction/installation identified on this forth complies with the' acceptance requirements indicated in the plans and specifications approved by the enforcement agency, and conforms to the applicable acceptance requirements and procedures specified in Reference Nonresidential Appendix NA7: - I have confirmed that the Installation Certificate(s) for the construction/installation identified on this form has been completed and is posted or made available with the building permit(s) issued for the building. I will ensure that a completed, signed copy of this Certificate of Acceptance shall be posted, or made available with the building permit(s) issued for the building, and made available to the enforcement agency for all applicable inspections. I understand that a signed copy of this. Certificate of Acceptance is required to be included with the documentation the builder provides to the building owner at occupancy. Company Name: /tslf_ ,164c -. Phone: 693 //&' Responsible Person's Name: Responsible Person's Signa License: Date Si ed: Position With Company (Title): 2 O . 4 2008 Nonresidential Acceptance Forms . -- '' -- August 2009 I - •- STATE OF CALIFORNIA CONSTANT VOLUME SINGLE ZONE UNITARY AIR CONDITIONER AND HEAT PUMP SYSTEMS CEC-MEC}--iA (Rpvicpd ORIOi r'AI lflDt'JIA MP(V (RAI,AIO.IrM CERTIFICATE OF ACCEPTANCE . MECH-3A NA7.5.2 Constant Volume Single Zone Unitary Air Conditioner and Heat Pump Systems (Page 2 of 4) Project Name/Address: System Name or Identification/Tag: System Location or Area Served: Verify the individual components of a constant volume, single-zone, unitary air conditioner and heat pump system function correctly, Intent: including: thermostat installation and programming, .upply fan, heating, cooling, and damper operation per NA 7.5.2 Construction Inspection 1. Instrumentation to perform test includes, but not limited to: ' - a. None required 2., Installation . . ..,. ,.(Thermostat is located within the space-conditioning zone that is served by the HVAC system. 3. Programming (check all of the following): "thermostat meets the temperature adjustment and dead band requirements of 122(b) Occupied, unoccupied, and holiday schedules have been programmed per the facility's schedule. .Pre-occupancy purge has been programmed to meet the requirements of Standards Section 121 (c)2. Functional Testing Requirements . Operating Modes Cooling load during unoccupied condition Cooling load during occupied condition Manual override No-load during unoccupied condition Heating load during unoccupied condition No-load during occupied condition - Heating load during occupied condition Step 1: Check and verify the following for each simulation mode required A B C I D E F G a. Supply fan operates continually . .. .- 1. Supply fan turns off Supply fan cycles on and off - - System reverts to "occupied" mode to satisfy any condition System turns off when manual override time period expires , - - - Gas-fired furnace, heat pump, or electric heater stages on e - - - g Neither heating or cooling is provided by the unit . h No heating is provided by the unit No cooling is provided by the unit J. Compressor stages on . .- - _ gi k. Outside air damper is open to minimum position . 1 Outside air damper closes completely -, In. System returned to initial operating conditions after all tests have been completed: (N - - - Testing Results A B C DE F G Indicate if Passed (P), Failed (F), or N/A (X), fill in appropriate letter 2008 Nonresidential Acceptance Forms . . . . . . August 2009 STATE OF CALIFORNIA G,- CONSTANT VOLUME SINGLE ZONE UNITARY AIR CONDITIONER AND HEAT PUMP SYSTEMS CEC-MECH-3A (Revised 08I09 CALIFORNIA ENERGY COMMISSION CERTIFICATE OF ACCEPTANCE I MECH-3A NA7.5.2 Constant Volume Single Zone Unitary Air Conditioner and Heat Pump Systems (Page 3 of 4) Project Name/Address: . . System Name or Identification/Tag: - System Location or Area Served: - / STATE OF CALIFORNIA CONSTANT VOLUME SINGLE ZONE UNITARY AIR CONDITIONER AND HEAT PUMP SYSTEMS CEC-MECH-3A (Revised 08/09 - rAI IFORNIA FNR(W (flMMltAM CERTIFICATE OF ACCEPTANCE MECH-3A NA7.5.2 Constant Volume Single Zone Unitary Air Conditioner and Heat Pump Systems (Page 4 of 4) Project Name/Address: - -. System Name or Identification/Tag: f System Location or Area Served: s - •. • 4 . c. • •- . C. PASS I FAIL Evaluation (check one): . SS: All Construction Inspection responses are complete and all applicable Testing Results responses are "Pass" (P) D FAIL: Any Construction Inspection responses are incomplete OR there is one or more 'Fail" (F) responses in Testing Results section. Provide explanation below. Use and attach additional pages if necessary. .4 t •. .9 - - '4 • . . - * . - . . I . -9 . 9. . I. ,. . 2008 Nonresidential Acceptance Forms .'• . .: • - . • 9 - -•- 9. ••" . . 4 ..-. - 1. -- •,.•9. . - ''I - - - . ____.,_ _• I •, - 4- . - . - ., . ..• .. -- - 9. . . • - . 4.• ç•,_ •, . 9. - - - . . . 9.- 4 - -.-. - • .• •. -..-. - __9.• 4 4 4 9..,- 'I - ..- I - • - 4 . .• - - '.' - •. T- . •• -- ,_ - - • '- 4 'I. I -•. :.. k.-- - -•, 4 . - - - -: • -- • - - -9.- • . I- - - - - -. -• 4 August 2009 . . . -, - - - -.. - •, - - - I • - . - - -. .• . -- • 4•4 ir Handling Unil Project: Bio RX Location: 1815 Aston Dr Carlsbad, CA. 92008 J . HEATING & AIR CONDITIONING Date: 03/22/18 Contact: Scott Markert Author: Robert Dean System/Unit: RTU #2 Existing Tested By: Kellen Bryant Area: Clean Room Test Date: March 22, 2018 Supply Outlet Summary Systèm/Unit. 'Tpeof, Reading Out!et Type LxW/D ' ,Design veioEity .. Design. Vale' Prelim .. Reading Final. Readinj FinaL % .' Reniàrks. Clean Room Alnor FPH-1 48x24 N/A 0.08 . 400 440 410 102% Room Clean Room Alnor FPH-1 48x24 N/A 0.08 400 445 390 97% Pressure Clean Room Alnor FPH-1 48x24 N/A 0.08 400 490 395 98% 45 Positive Clean Room Alnor FPH-1 48x24 N/A 0.08 400 430 420 105% 45 WC Ante Room Alnor FPH-1 48x24 N/A 0.08 400 430 425 106% Room Pressure Ante Room Alnor FPH-1 48x24 N/A 0.08 400 430 425 106% Positive42 WC Return Inlet Summary System/Unit. Typeof, OutIet.' ,._Sizé.AK. Désigri ,Design :Final ,, .Rèaks. Reading Type 4 LxW/D " Velocity Valu& Reading Reading % Clean Room Alnor Return 16x6 N/A 0.08 315 305 310 98% Clean Room Alnor Return 16x6 N/A 0.08 315 330 315 100% Clean Room Alnor Return 16x6 N/A 0.08 315 325 305 97% Clean Room Alnor Return 16x6 N/A 0.08 315 PreIim ..FiñaI 295 305 97% Ante Room Alnor Return 16x6 N/A 0.08 315 330 325 103% Ante Room Alnor Return 16x6 N/A 0.08 315 300 310 97% OSA Alnor OSA 10x10 N/A 0.08 115 100 120 104% Notes 1359 Rocky Point Drive, Oceanside, CA 92056 * Office 760-643-1100 * Fax 760-842-5642 * Lic. #790514 Air Handling Unit Date: 03/22/18 Project: Bio RX Contact: Scott Markert Location: 1815 Aston Dr Author: Robert Dean Carlsbad, CA. 92008 S System/Unit: RTU #1 New Tested By: Kellen Bryant Area: Warehouse Test Date: March 22, 2018 Supply Outlet Summary System/Unit; Type óf; Readin Oütlet. Type , Size- LxW / D Velocity .Design':rPreIiiii Value Reading Final , Reading FinaI % Rethàiks, Warehouse Alnor Saddle Tap 148 N/A 0.08 240 CFM 205 245 102% West 1 Warehouse Alnor Saddle Tap 14x8 N/A 0.08 240 CFM 230 250 104% West 2 Warehouse Alnor Saddle Tap 14x8 N/A 0.08 240 CFM 260 230 95% East 1 Warehouse Alnor Saddle Tap 14x8 N/A 0.08 240 CFM, 255 230 95% East 2 Warehouse Alnor Saddle Tap 14x8 N/A 0.08 240 CFM 240 235 97% East 3 Return Inlet Summary System/Unit t-. Sizé;' AK iDesign .Design Prelim -' .'Fiñal.t Final IRémãrks - :,Tpeóf-ROSA 'Reading LxW /_D a,.. Velocity Value .LReadIng Reading - '% - Warehouse Alnor n 16" N/A 0.08 1020 1050 980 96% OSA Alnor 8x8 N/A 0.08 180 145 185 102% Notes 1359 Rocky Point Drive, Oceanside, CA 92056 * Office 7606431100* Fax 760-842-5642 * Lic. #790514 Air Handling Unit Project: Bio RX Location: 1815 Aston Dr Carlsbad, CA. 92008, &Ali HEATING & AIR CONDITIONING Date: 03/22/18 Contact: Scott Markert Author: Robert Dean System/Unit: RTU #3 Existing Tested By: Kellen Bryant Area: Pharmacy Test Date: March 22, 2018 Supply Outlet Summary System/Unit '.• .'-' .jyeóf: 'Re'ading ':QtIe: ,. Sii. :Lib' Dèsign* Iocit Dèsign ,VáIu Piélirh Ràdirg" .,Final; éadiñ'g' Final, Remarks NO WORK PERFORMED IN THIS AREA Return Inlet Summary iyiurnii V4.Il.1 1mr irn Notes: 1359. Rocky Point Drive, Oceanside, CA 92056 * Office 760-643-1100 * Fax 760-842-5642 * Lic. #7905,14 i-f HEATING & AIR CONDITIONING Air Handling Unit Date: 03/22/18 Project: Bio RX Contact: Scott Markert Location: 1815 Aston Dr Author: Robert Dean Carlsbad, CA. 92008 System/Unit: RTU #4 Existing Tested By: Kellen Bryant Area: Pharmacy Test Date: March 22, 2018 Supply Outlet Summary System/Unit Type of: Réadin OütIet Tye- ;Size LxW!/D AK T..Vélocit Dèsign Deign ,Value Prelim . Reading .Final, 'Reading ----Final,-* Rëmarks NO WORK PERFORMED IN THIS AREA Return Inlet Summary Notes: 1359 Rocky Point Drive, Oceanside, CA 92056 * Office 760-643-1100 * Fax 760-842-5642 * Lic. #790514 COMMUNITY FACILITIES Development Services Building Diviii6n C I I Y O F DISTRICT NO 1 1635 Faraday Avenue C A Di cRA ni NON-RESIDENTIAL 760-602-2719 L..JlJI1L.F B-32 www.carlsbadca.gov NON-RESIDENTIAL CERTIFICATE: Non-Residential land owner, please read this option carefully and be sure you thoroughly understand before signing. The option you chose will affect your payment of the developed Special Tax assessed on your property. This option is available only at the time of the first building permit issuance. Property owner signature is required before signing. Your signature is confirming the accuracy of all information shown. .-. Burke Aston Partners, LLC - _714-824_600 ------------ 0 Name of Owner 0yr Telephone - 260E Be1St4100 1800 Aston Avenue Address ,. Project Address .1 S ..4 Costa Mesa, CA 92626 Carlsbad, CA, - City, State .................' Zip :'CltyState :z 'Zip 212-120-08-00 Assessor Parcel Number(s) or APN(s) and Lot Numbers(s) if not yet subdivided by County Assessor CB162205 .....,.. -. . .• ...... ,. .5 .. . .... Building Permit Number(s) ' -5-, ' .........._-- :... ................ As cited by Ordinance No. NS-155 and adopted by the City of Carlsbad, California, the City is authorized to levy a Special Tax in Community Facilities District No. 1. All non-residential property, upon the issuance of a building permit, shall have the option to (1) pay the SPECIAL DEVELOPMENT TAX ONE TIME or (2) assume the ANNUAL SPECIAL TAX - DEVELOPED PROPERTY for a period not to exceed twenty-five (25) years. Please indicate your choice by initializing the appropriate line below: OPTION (1): I elect to pay the SPECIAL TAX - ONE TIME now, as a one-time payment. - . .... Amount of One-Time Special Tax $ 13,861 71 Owners Initials _______ OPTION (2) I elect to pay the SPECIAL DEVELOPMENT TAX ANNUALLY for a period not to exceed twenty five (25) years. Maximum annual Special Tax: $1,914.30 Owner's Initials I DO HEREBY CERTIFY UNDER PENALTY OF PERJURY THAT THE UNDERSIGNED IS THE PROPERTY OWNER OF THE SUBJECT PROPERTY AND THAT I UNDERSI ND WILL COMPLY WITH THE PROVISION AS STATED ABOVE :$in&jJe€.:Property Owner 'Title Print Name . Date The City of Carlsbad has not independently verified' the information shown above. Therefore, we accept no responsibility as to the accuracy or completeness of this information. , Land Use P1 Imp. Area: I FY: 16/17' Annex date: 05/91. Factor 0.29 X 47,799 Square Ft. = $ 13,861.71 B-32 Page lofi Rev. 07/09 " Building Department Cit of CERTIFICATION OF Development Services Q . SCHOOL FEES,PAID 71635 Faraday Avenue arisuau B-34 760-602-2719' - •- - -_ ' ' .. - This form must be completed by the City, the applicant, and the appropriate school districts and returned to the City prior to issuing a building permit. The City will not issue any building permit without a completed school fee form. Project Name Aston Avenue Office Building Building Permit Plan Check Number CB162205 Project Address 1800 Aston Avenue APN 212-120-08-00 ..........-,.. Project Applicant • Burke Aston Partners, LLC I -: (Owner Name) Project Desription 2-Story Warm Shell Office Building Building Type Commercial' - Residential:ir, inu NEWDELLING UNIT(S) '-U - ..rSquareFeet i ofLiving Area n New Dwelling/s NOW All 1GAGEMAU Second Dwelling Unit: ,Square Feet of Living Area in SDU Residential Additions: Net Square Feet New Area - - CommerciaVlndustnal:• 47,799 Net Square Feet New Area City Certification of Applicant Information Shy L Eve-s't' Date September 20, 2016 - U • - ti U • W1 Carlsbad Unified School District J Vista Unified School District Ej San Marcos Unified School District 6225 El Camino Real 1234 Arcadia Drive , ' 2 5 5 Pico Ave S t e . 1 0 0 Carlsbad CA 92009 (760-331-5000) Vista CA 92083 (760-726-2170) xt San Marcos, CA 92069 (760-290-2649) 2222 Contact: Nancy Dolce (By. Appt. Only) Encinitas Union School District- 1IJ San Dieguito Union High School District-By Appointment Only By appointment only 684 Requeza Dr. 101 South Rancho Santa Fe Rd Encinitas, CA 92024 Encinitas, CA 92024 (760-753-6491 x 5514) (760-944-4300 x1166) Certification of Applicant/Owners. The person executing this declaration (Owner) certifies under penalty of perjury -that (1) the information provided above is correct and true to the best of the Owner's knowledge, and that the Owner will file an amended certification of payment and pay the additional fee if Owner requests an increase in the number of dwelling units or square footage after the building permit is issued or if the initial determination of units or square . footage is found to be incorrect, and that (2) the Owner is the owner/developer of the above described project(s), or ' that the person executing this declaration is authorized to sign on behalf of the Owner. • • • Signature;/ Date B-34 U Page 1 of 2 -. • • ., Rev. 03/09 - SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the sçhobl district(s)) *************************************************************************************************** THIS FORM INDICATES THAT THE SCHOOL DISTRICT REQUIREMENTS FOR THE PROJECT HAVE BEEN OR WILL BE SATISFIED. SCHOOL DISTRICT: The undersigned, being duly authorized by the applicable School District, certifies that the developer, builder, or owner has satisfied the obligation for school facilities This is to certify that the applicant listed on page 1 has paid all amounts or completed other applicable school mitigation determined by the School District The City may issue building permits. for this project. SIGNATURE OF AUTHORIZED SCHOOL DISTRICT OFFICIAL TITLE Lo NAMEQ F SCHOOL DISTRICT CARLSBAD UNIFIED SCHOOL DISTRICT DATE CARLSBAD, CA 92009 PHONE NUMBER ô 33 i -SO~ B-34 Page 2 of 2 Rev. 03/09 PLUMBING, Development Services t Ci f . ELECTRICAL, V . Building Division MECHANICAL - 1635 Faraday Avenue Ca rlsbad 760-602-2719 WORKSHEET WWW B-18 Buildingcarlsbadca gov Project Address: V . - Permit No.: .t4 , 7I V V Information provided below refers to work being done on the above mentioned permit only. V This form must be completed and returned to the Building Division before the permit con be issued.- V V V • Building Dept. Fax: (760)602-8558, .' -• '.• . M Number of new or relocated fixtures traps or floor drains - New building sewer line? "Yes" es Number of new roof drains? ..............................V:................................................... ............................ .V V Install/after water line? _____ Number of new water heaters? -- Number of new relocated or replaced gas outlets? Numberof new hose bibs? .................................................................................................................... 'V D . - V V •,• V Residential Permits New/expanded service Number of new amps Minor Remodel onlj.. Yes V No— Commercial/industrial: V •, . ..- -1 . - Tenant Improvement: Number of existing amps Involved In this project: Number of new amps involved/n this project V - V V V V New Construction: Amps per Panel: V .. .. •V V V V . Single Phase .......................................................Number of new ampere V Three Phase ...... . ........................................................... Number of new amperes ZO jQ Three Phase 480 ........................................................Number of. new amperes I V . V •V V •, - V ' '• •V' •.: V ..--.... Number of new furnaces, A/C, or heat pumps? ....................................... .. ................... .............. New or relocated duct work? ................................................... ... ..................... Yes i1tL..) No I Number of new fireplaces? ................................................................................................................... - .• V V V Number of new exhaust fans? ......................................................................................V ........................V Relocate/install vent? ............................................................................................................................. .V V Number of new exhaust hoods?.................................................................................................... j.4 Number of ne boilers or compressors? ........................................................... Number of HP /j,A . --V . V. V• •V B-18 • V . Page 1 of 1 V - - •' Rev. 03/09 - •V . a. a - .. V NONRESIDENTIAL GREEN Development Services & Cit'r of . BUILDINGCODE STANDARDS Building Division Cdl .J MANDATORY MEASURES 1635 Faraday Avenue c h#rl CERTIFICATION CHECKLIST 760-602-2719 DUaJ. .. B52 .. - -a-: www.carlsbadca.gov jJorm, signed and mted. nqali recelpts for ihe recyied matejs shjjrb] submitted to the Building Inspector prior to Final Inspection. Site Development Mandatory 5106.1 Storm water pollution prevention plan. For projects of one acre or less, develop a Storm Water Pollution Prevention Pln (SWPPP) that has been designed specific to its site, conforming to (X) the State Storm water NPDES Construction Permit or local ordinance,'whichever is stricter, as is required for projects over one acre. The plan should cover prevention of soil loss by storm water run-off and/or wind erosion, of sedimentation and/or of dust/particulate matter air pollution. 5.1064 Bicycle parking and changing rooms. Complywith Sections 5.106.4.1 and'5.106.4.2; or (X) meet local ordinance, whichever is stricter. '. 5.106.4.1 Short-Term bicycle parking. If the project is expected to generate visitortraffic, provide permanently anchored bicycle racks within 200 feet of the visitor's entrance, readily visible to (x) passers-by, for 5 percent of visitor motorized vehicle parking capacity, with a minimum of one two-- bike capacity: rack. 5.106.4.2 Long Term bicycle parking. For buildings withover 10 tenant-occupants, provide secure bicycle parking for 5 percent of tenant-occupied motorized vehicle parking capacity, With a minimum (x) of one space. 5.106.5.2 Designated parking. Provide designated parking for any combination of low emitting, fuel-efficient and carpool/van pool vehicles as shown in Table 5.106.5.3.1. . (X) 5.106.8 Light pollution reduction. Comply with lighting power requirements in the California Energy Code and design interior lighting such that zero direct-beam illumination leaves the building . (X) site. Meet or exceed exterior light levels and uniformity ratios for lighting zones 14 as defined in Chapter 10 of the California Administrative Code, using the following strategies: . - . -.- .1. Shield all exterior luminaries or use cutoff luminaries . Contain interior lighting within each source . . . (X) Allow no more than .01 horizontal foot candle 15ft. beyond the site . .. (X) Contain all exterior lighting within property boundaries . . (X) Exception: See part 2, Chapter. 12, Section 1205.6 for campus lighting requirements for parking facilities and walkways: 5.106.10 Grading and paving. The site shall be planned and developed to,keep surface water. •- away from buildings. Construction plans shall-indicate how site grading or drainage system will (X) manage all surface water flows. Water Efficiency and Conservation Indoor Water Use 5.303.1 Meters. Separate meters shall be installed forthe uses.described in Sections 503.1.1 - (x) through 503.1.3. - -•. . 5303.1.1 Buildings in excess of 50,000 square feet. .Separate sub-meters shall be installed as - follows: For each individual leased, rented, or other tenant space within the building projected to -. (X) consume more than 100 gal/day. For spaces used for laundry or cleaners, restaurant or food service, medical or-dental office; laboratory or beauty salon or barber shop projected to consume more than 100 gal/day. . s:;1 5.303.1.2 Excess consumption. Any building within a project or space within a building that is projected to consume more than 1,000 gal/day. (X) 5.303 Percent savings. A schedule of plumbing fixtures and fixture fittings that will reduce the overall use of potable water within the building by 20 percent shall be provided (Calculate X. savings by Water Use Worksheets or utilize Table 5.303.2.3). 5.303.2.1 Multiple showerheads serving one shower. When single shower fixtures are served by more than one showerhead, the combined flow rate of all the showerheads shall not (X) exceed the maximum flow rates specified in the 20 percent reduction column contained in Table 5.303.2.3 or the shower shall be designed to allow only one showerhead to be in operation at a time. 5303.6 Plumbing fixtures and fittings. Plumbing fixtures (water closets and urinals) and fittings (faucets and showerheads) shall comply with the requirements listed As applicable for each type in items listed in Table 5.303.6. ., Water closets (toilets) - flushometer type . (X) Waterclosets(toilets) — tank type . , 0 (X) Urinals (X) Public lavatory faucets . (X) Public metering self-closing faucets .' . (x) Residential bathroom lavatory sink faucets . (x) Residential bathroom lavatory sinks . . . • (X) Residential showerheads . . . (X) Single shower fixtures served by more than oneshowerhead . (x) Outdoor Water Use 5304.1 Water Budget. A water budget shall be developed for landscaping irrigation use. (X) 5.304.2 Outdoor potable water use. For new water service, separate meters or submeters shall be installed for indoor and outdoor potable water use for landscaped areas between 1,000 and 5,000 square feet. (X) 5304.3 Irrigation design. In new nonresidential projects with between 1,000 and 2,500 square feet of landscaped area (the level at which the MLO applies), install irrigation controllers and sensors which include the following criteria and meet manufacturer's recommendations. 5.304.1.1 Irrigation controllers. Automatic irrigation system controllers installed at the time of final inspection shall comply with the following: .. * Controllers shall be weather- or soil moisture-based controllers that automatically adjust irrigation in response to changes in plant's needs as weather conditions change. . (x) Weather based controllers without integral rain sensors or communication systems,that As applicable account for local rainfall shall have separate wired or wireless rain sensors which connects or (x) communicates with the controller(s). Soil moisture-based controllers are not required to have rain sensor input. . Construction Waste Management Plan (X) 5.408.1 Construction waste diversion. Establish a construction waste management plan or meet local ordinance, whichever is more stringent. . 0 - (x) 5.408.2 Construction waste management plan. Submit plan per this section to enforcement authority within the city. . 5.408.1.4 Documentation. Provide documentation of the waste management plan (see form () 8-59) that meets the requirements listed in Section 5.408.1.1 thru 5.498.1.3 and the plan is accessible to the enforcement authority. . . . . 5.408.3 Construction waste. Recycle and/or salvage for reuse a minimum of 50 percent of nonhazardous construction and demolition debris or meet local ordinance, whichever is more stringent. . . : (X) Exceptions:: Excavated soil and land-clearing debris . . Alternate waste reduction methods, developed by working with local agencies diversion or recycle facilities capable of compliance with this item 5.408.3 Excavated soil and land clearing debris. 100 percent of trees. B-52 . Page 2 of 5 Rev. 5/17 . II Stumps not exist. . , rocks and associated vegetation and soils resulting primarily from land clearing shall be reused or recycled. Building Maintenance and Operation 5.410.1 Recycling by occupants. Provide readily accessible areas that serve the entire building and are identified for the depositing, storage and collection of nonhazardous materials (x) for recycling. 5.410.2 Commissioning. For new buildings 10,000 square feet and over, building (X) commissioning for all building systems covered by T24, Part 6, process systems and renewable energy systems shall be included in the design and construction processes of the building project. Commissioning requirements shall include items listed in Section 5.410.2. - 5.410.2.6 . (X) 5.41 0.2.1 Owner's Project Requirements (OPR). Documented before the design phase of the project begins the OPR shall include items listed in Section 54104 (x) 5.410.2.2 Basis of Design (BOD). A written explanation of how the design of the building systems meets the OPR shall be completed at the design phase of the building project and updated periodically to cover the systems listed in Section 5.410.2.2. (X) 5.410.2.3 Commissioning plan. A commissioning plan describing how the project will be commissioned shall be started during the design phase of the building project and shall include items listed in Section 5.410.2.3. . (x) 5.410.2,4 Functional perforrriance testing shall demonstrate the correct installation and' operation of each component, system and system-to-system interface in accordance with the, (X) approved plans and specifications. . 5.410.2.5, Documentation and training A Systems manual and systems operations training are required. (x) 5.410.2.5.1 Systems manual. The systems manual shall be delivered to the building owner or representative and facilities operator and shall include the items listed in Section 5.410.2.5.1. (X) 5.410.2.5.2 Systems operations training. The training of the appropriate maintenance staff for each equipment type and/or system shall include items listed in Section 5.410.2.5.2. (x) 5.410.2.6 Commissioning report. A complete. report of commissioning process activities undertaken through the design, construction and reporting recommendations for post '. construction phases of the building project shall be completed andprovided to the owner or representative. . 5.410.4 Testing and adjusting. Testing and adjusting of systems shall be required for (X) buildings less .......... . .. than 10,000 square feet. 5.410.4.2 Systems. Develop a written plan of proceduresfortesting and adjusting systems: (X) Systems to be included for testing and adjusting shall include, as applicable to the project, the systems listed in Section 5.410.3.2. . . (X) 5.410.4.3 Procedures. Perform testing and adjusting procedures in accordance with industry best practices and applicable national standards on each system. . . (x) 5.410.4.3 HVAC balancing. Before a new space-conditioned system serving a building or space is operated for normal use, the, system should be balanced in accordance with the . '1 procedures defined by national standards listed in Section 5.410.3.3.1. ', . . (X) 5.410.4.4 Reporting. After completion of testing, adjusting and balancing, provide a final report . (x) of testing signed by the individual responsible for performing those services. . maintenance instructions and copies of guaranties/warranties for each system prior to final inspection. . . .. . 5.410.4.5 Operation and maintenance manual. PrOvide the building owner with detailed . operating and maintenance manual 5.410.4.5.1 Inspection and reports. Include a copy of all inspection verifications and reports required by the enforcing agency. Environmental Quality Fireplaces 5.503.1 Install only a direct-vent sealed-combustion gas or sealed wood-burning fireplace or a (x) sealed woodstove and refer to residential requirements in the California Energy Code, Title 24, Part 6, Subchapter 7i Section 150. As Applicable 5.503.1.1 Woodstoves. Woodstoves shall comply with US EPA Phase II emission limits. (x) Weather Resistance and Moisture Management 5.407.1 Weather protection. Provide a weather-resistant exterior wall and foundation envelope as required by California Building Code Section 1403.2 and California Energy Code Section 150, (X) manufacturer's installation instruction instructions or local ordinance, whichever is more stringent. 5.407.2 Moisture control. Employ moisture control measured by the following methods: 5.407.2.1 Sprinklers. Prevent irrigation spray on structures. (x) 5.407.2.2 Entries and openings. Design exterior entries and openings to prevent water intrusion (X) into buildings. Pollution Control 5504.3 Covering of duct openings and protection of mechanical equipment during construction. At the time of rough installation or during storage on the construction site and until final start up of the heating and cooling equipment, all dUct and other related air distribution (X) component openings shall be covered with tape, plastic, .sheet metal or other methods to reduce the debris duct which the _amount _of _or_ _may _collect _in_ _system. 5.504.5.3 Filters. In mechanically ventilated buildings, provide regularly occupied areas of the building with outside and return air prior to occupancy that provides at least a MERV of 8. 5.504.4 Finish material pollutant control. Finish materials shall comply with Sections 5.504.4.1 through 5.504.4.6 5.504.4.1 Adhesives, sealants, caulks. Adhesives and sealants used on the project shall meet the requirements of the following standards: Adhesives, adhesivebonding primers, adhesive primers, sealants, sealant primers and caulks shall comply with local or regional air pollution control or air quality management district rules where applicable or SCAQMD Rule 1168 VOC limits as shown in Tables 5.504.4.1 and 5.504.4.2. Aerosol adhesives and smaller unit sizes of adhesives and sealant or caulking compounds (in units of product, less packaging, which do not weigh more than one pound and do not consist of more than 16 fluid ounces) shall comply with statewide VOC standards and other requirements, including prohibitions on use of certain toxic compounds, of California Code of Regulations, Title 17, commencing with Section 94507. 5.5044.3 Paint and coatings. Architectural paints and coatings shall comply with Table 5.504.4.3 5.504.4.3.1 Aerosol paints and coatings. Aerosol paints and coatings shall meet the Product- Weighted MlR limits for ROC in Section 94522 (a)(3) and other requirements, including prohibition on use of certain toxic compounds and ozone depleting substances (CCR, Title 17, Section 94520 etseq.). . . . 5504.4 Carpet systems. All carpet installed in the building interior shall meet the testing and product requirements of one of the standards listed in Section 5.504.4.4. 50504.4.4.1 Carpet cushion. All carpet cushion installed in the building interior shall meet the requirements of the Carpet and Rug Institute Green Label Program.. . . 5.504.4.4.2 Carpet adhesive. All carpet adhesive shall meet the requirements of Table 804.4.1 - 5.504.4.5 Composite wood products. Hardwood, plywood, particleboard and medium density fiberboard composite wood products used on the interior or exterior of the building shall meet the requirements for formaldehyde as specified in Table 5.504.4. . 5.504.4.5.2 Documentation. Verification of compliance with this section shall be provided as . requested by the enforcing agency. Documentation shall include at least one of the following: Product certification and specifications Chain of custody certifications . . . . . . Other methods acceptable to the enforcing agency 5.504.4.6 Resilient flooring systems. Comply with the VOC emission limits defined in the 2009 (X) CHPS criteria and listed on its Low-emitting Materials List (or product registry) or certified under, . the FloorScore program of the Resilient Floor Covering Institute. . . 13-52 Page 4 of 5 Rev. 5/17 Indoor Moisture and Radon Control 5.505.1 Indoor moisture control. Buildings shall meet or exceed the provisions of the California Building Code, Title 24 Part 2, Sections 1203 (Ventilation) Chapter 14.1. (X) Air quality and Exhaust 5.506.1 Outside air delivery. For mechanically or naturally ventilated spaces in buildings, meet the (x) minimum requirements of Section 121 of the California Energy Code, CCR, Title 24, Part 6 and Chapter 4 of CCR, Title 8 or the applicable local code, whichever is more stringent.. 5.506.2 Carbon DIOXIDE (CO2) monitoring. For buildings equipped with demand control ventilation, CO2 sensors and ventilation controls shall be specified and installed in accordance with the (x) requirements of the latest edition of the California Energy Code, Title 24, Part 6, Section 120.1.(C)(4). Outdoor Air Quality 5.508.1 Ozone depletion and global warming reductions. Installations of HVAC, refrigeration and fire suppression equipment shall comply with Sections 5.508.1.1 and 5.508.1.2. As 5.508.1 CFCs Install HVAC and refrigeration equipment that does not contain CFCs applicable 5.508.1 2 Halons Install fire suppression equipment that does not contain Halons (x) (X) I as the professional responsible for this project certify that to the best of my knowledge the mandatory items listed on thisform have been incorporated into the project in order to comply with Title 24, Part 11 of the 2016 California Green Building Standards All receipts for recycled materials have been attached to this form Project Address I 8 ('? AAJ Aft/t' J /Th 40 64965161Q Plan Check Number C /3 Zo 11 -65-6 Print Name Signed License Number: fDate //-30 Type of Work Area of Woçk MultipKkqr VALUE SFD and Duplexes . $139.52 Residential Additions . $166.81 . $0.00 Remodels / Lofts • S $45.78 $0.00 Apartments & Multi family $124.35 $0.00 Garages/Sunrooms/Solariums $36.40 . - $0.00 Patio/Porch - . .. $12.13 - . - . -$0.00 . Enclosed Patio - $19.71 - . - $0.00 Decks/Balconies/Stairs . . - - $19.71 - - $0.00 Retaining Walls, concrete, masonry . . - $24.26 . -. - . $0.00 Pools/Spas-Gunite . - 5 $51.56 . . -- '. $0•00 TI/Stores, Offices - - - - . ' - $4578 -' -: - $0.00 TI/Medical, restaurant,H occupancies '- - $63.70 $0.00 - Photovoltaic Systems/ # of panels $400.00 -- - $0.00 Office Shell Ill-B ,- - - 47,799 $89.78 $4,291,394.22 $000 $000 $0.00 - ... $0.00 - - $0.00 - $0.00 Fire Sprinkler System . - 47,799 - $194 .. $188,328.06 Air Conditioning - commercial 47,799 $6.37 - $304,479.63 Air Conditioning - residential -$5.31 ..$0.00 Fireplace/concrete,masonry . .$4,883.11 -$0.00 _- Fireplace/prefabricatedMetal - $3,319.61 - -$0.00 _- ______________________________ $000 -. -S - - - _-$0.00'-- S .- - S is - - - t - - - TOTAL'.$4 784 201 91 - Valuation: $4,784,202 $4j784,202 Comm/Res (C/R):,, C Building Fee $11,065.66 Plan Check Fee $7,7457 96 Strong Motion Fee $1,005.00 Green Bldg. Stand. Fee $188.00; Green Bldg PC Fee $163.00: License Tax/PFF $167,447.07 License Tax/PFF (in CFD) . $87,072.47. CFD 1st hour of Plan checkFire Expedite - Plumbing : - TBD Mechanical TBD Electrical TBD a - 4 . l 4 .4 4 CB 162205 1800 ASTON AV - NEW 47,799 SF WARM OFFICE - SHELL BLDG 7/1 - par~d 40 f LP (\ftu P tor -k / cr i&vtt1, II 5 / LbE z -1 - Se1 , 4C r7uit% \SSUC Final Inspection required by: - - - J Plan CM&I Fire IJ \Ifiui\ sw DISSUED Lim Approved Date By BUILDING PLANNING - ENGINEERING FIRE Expedite? Y N ) YJV\ DIGITAL FILES Required?. Y N - HazMat - - - - APCD Health - Forms/Fees Sent ReCd Due? By Encina V N Fire ) V N HazHeaIthAPCD V N P E & M Ltorp7vQ;iI -f?/[-'--- V • School - ?p- tn ./ V Sewer V N Stormwater V N Special Inspection - V LandUse: P/o CFD:(N Density: ImpAre FY: Annex: Factor: 4/A °/11 05/q 92f'F PFF: () N Comments Date Date Date Date Building (/V3/i, 7-77-ib Planning. ,IqI Engineering (o/IO/ftj 7-2S4 Fire - Need' 1&7 7? 0 Done /, • Done - Done klinx + os . Done Print Date: 04/05/2018 Permit No: PREV2017-0099 Job Address: 1800 Aston Av Permit Type: BLDG-Permit Revision Work Class: Residential Permit Revisi Status: Closed - Finaled Parcel No: 2121200800 Lot #: Applied: 05/24/2017 Valuation: $0.00 Reference #: - DEV16010 - Issued: 07/19/2017 Occupancy Group: Construction Type Permit 04/05/2018 - Finaled: # Dwelling Units: 'Bathrooms: Inspector: AKrog Bedrooms: Orig. Plan Check #: CB162205 Final Plan Check #: , Inspection: Project Title: BURKE GRANDVIEW Description: NEW 47,799 SF WARM OFFICE SHELL BLDG: RELOCATE STAIRWELL, ROOF -SCREEN MODIFICATION, STRUCTURAL REVISION FOR TRASH ENCLOSURE . Applicant: . - '- - Co-Applicant: MILLER CONTRACTING COMPANY MILLER CONTRACTING COMPANY DANA ODELL " - - 1382 Valencia Ave, N - Tustin, CA 92780-6472 949-852-2244 949-852-2244 FEE - AMOUNT . MANUAL BUILDING PERMIT FEE . . ) $870.00 Total Fees: $ 870.00 - Total Payments To Date: $ 870.00 , - Balance Due: $0.00 r. -/ • - . 1635 Faraday Avenue, Carlsbad CA 92008-7314 1 760-602-2700 1 760-602-8560 f I www.carlsbadca.gov / - 4 L - PLAN CHECK REVISION Development Services C is l d APPLCATIOkI , * Building Division ar - I I I B-15 )1635 Faraday Avenue + 760-602-2719 .. www.carlsbadca.gov Plan Check Revision NoPR20I 009 :: Original Plan' Check No C. I t02__cS Project Address \ OIWL A&c..II A-_. date ay i Contactjd\1' O.OAfl, Ph Fax 1 • - - - - •. - . Email /V'\C_cAfQ Contact Address Z(o_E_T'K_e _5T 1_k/CO City ?.UkMc Zip _Z General Scope of Work 4 ___/Uv.-c...5lv-kA I_/4'i-1 _5vc (/o47i 4iA - Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person 1 . Elements revised: I •• j1ians Calculations /El Soils LII Energy Other_____________________________ - () . - 4 . -. : ..- A Describe revisions in detail .' - List page(s) where List revised sheets each revision is that replace shown . existingsheets -f•i4c)d4•ç(c \/E)II-Lvi, p 4-, _sfrF tar, '__Pl 6 .--.ieIcc_kt-S+,'i'_kGI,o &cc.,dP/c.'-(esvi.f!gaI- _hc A . ooP_PI -od&i(a-oF_Sc .AV )L5bi_ 'cz.>s1-v' AG • 616 AI 7 ,-79(CI_- 5TP._&'vvl-cr 5P -d _ fret.1c-\ Does this revision, in any way, alter the exterior of the project? Does this revision add ANY -new floor ãrea(s)?.. [:]'.Yes Does this revision affect any fire related issues? -. Is this a 'complete set? D Yes Ej"No .. • : - Siqnature ;- .•-- - PI- ocz LI No •, -- - - - -• -•. 1635 Faraday Avenue, Carlsbad::-€ ~92008 f: 760-602-8558 Email: building@carlsbadca.gov -. • - www.carlsbadca.gov - . -- - - - pmnt Services rrIT f PLAN CHECK REVISION Develo , Building Division I•*_.l.f 1Y :1 1635 Faraday Cd APPLICATION 760-602-2 . 719 rflsbad I B-I 5 -- - Plan Check Revision No. Original Plan Check No. I ( Z 0 S Project Address \ )c- AS k Date _ç- -j Contact __ Phj'•/-V(-c0ôl'-( Fax I Email b lrOif2 7 1 2 Contact Address_2c.ci 0 L?/(- -ci 1L fQC) City_O1sf. '4ks' Zip_? , General Scope of Work 2 4C7 Sic-f- oo i?c.itsiz c,I#i t-' (. Original plans prepared by an architect dr engineer, revisions must be signed & stamped by that person. 1. Elements revised LI Plans Calculations E Soils LI Energy Other____________________________ 2 . . •-- -. - S - Describe revisions in detail List page(s) where List revised sheets • each revision is that replace shown _ existingsheets - L)4dClhC.,Pi4.-_StP'C_0 2jpi(fObI __—_2 0i Flo ,O- c. (c_ In ,C4&_,fiy _Stv cI_cI'h(.c_4.iO4-4G.A-4L (efC-1ccc3411 t5_4-Lc -Ai _— _ -p cie(Sec__,, - _Yi1 Af 1:, _ ),-z,U_CLttr S18 -&c_ 5cef_r_TcA el Does this revision in any wy, alter the exterior of the project? j1es LI No Does this revision add ANY new floor area(s)? LI Yes ' L -o •; - Does this revision affect any fire related issues? Efl"Yes LI No Is this a complete set? LI YesLT--No signature -i / 9o4 2 oc -' 1635 Faraday Avenue, Carlsbad, CA 928" Ph: 760-602-2719 Fax:760-602-8558 Email: building@carlsbadca.gov www.carlsbadca.gov *, 4? 1 EsGil Corporation - In Partners/1zp with government for (Buz(ding Safety , DATE: 7/7/2017 * . U APPLICANT .JURIS. JURISDICTION eAitib U PLAN REVIEWER U FILE PLANCHECKNO.: 16-2205(REV.#1)-PREV2017-0099 'SET:H : PROJECT ADDRESS: 1800 ASTON AVENUE PROJECT NAME: ASTON AVENUE OFFICE BUILDING (SHELL ONLY) The plans transmitted herewith have been corrected where necessarandsubstantially comply with the jurisdiction's building codes .' LIII The plans transmitted herewith will substantially comply with the jurisçliction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plang transmitted herewith have significant deficiencies identified onthe enclosed check list and should be corrected and resubmitted for a complete recheck. The cheôk 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 contactperson. * The applicant's copy of the check list has been sent to MIKE COADY EsGil Corporation staff did not advise the applicant thatthe plan check has been cdmpleted. LII EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: MIKE COADY . -. Telephone #: 714-824-6014 Date contacted: 4- (byr7_.) : 'Email: mcoadyburkegroup.net Mail Telephone Fax In Person REMARKS: Miscellaneous revisions due to field conditions. Selected sheets are revised & resubmitted for review & approval under this permit. . "[This is a warm shell. T.I. will be under a separate permit]. By: Bert Domingo for AS -. EnclosUres EsGil Corporation •- E GA LI EJ 171 MB [1 PC 5/25 -' •-• . . -.. 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 -. . - . I - . f4• • .. - r EsGil Corporation. - In (Partners flip with government for (Buitding Safety DATE: MAY 30, 2017 JURISDICTION: CARLSBAD . .. PLAN CHECK NO.: 16-2205 (REV. #1) - PREV2017-0099 S PROJECT ADDRESS: 1800 ASTON AVENUE -, - rrr irtr K A Rfll. A I'1T AT7TTTr' r%L'r'TI'L' 10TTTT TTT( IøtI'T T (W PPLICANT URIS. LAN REVIEWER ILE. H The plans transmitted herewith have been corrected where necessary and:substantially comply with the Jurisdiction's building codes. El The plar~s transmitted herewith witl substantially comply with the jurisdiction's,building codes when minor deficiencies identified below are resolved and checked by building department staff. II The plans transmitted herewith have significant deficienciesidentified on the enclosed check list and should be corrected and resubmitted for a complete recheck. .. . The checklist transmitted herewith is for your information. The plans are being held at EsGil Corporation until corrected plans are submitted for recheck. LII 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:, • MIKE COADY . .,, - • - ,,..•, . 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' ee completed. Person contacted: MIKE COADY , Telephone #:714-824-6014 ate contacted t'O (by(AC..-) Email mcoadyburkegroup net .'Te ~ephor,s Fax In Person . . . . . . . j REMAR . iscellaneous revisions due to field conditions. Selected sheets are revised & resubmitted for review & approval under this permit. . :. .. *[This is a warm shell I I will be under a separate permit] - • . . . By: ALl SADRE, S.E. . -. . :, Enclosures: .. .. EsGil Corporation .. . . . . . . . . LI GA - E,EJ E MB fl PC 5/25 •-• :- 9320 Chesapeake Drive Suite 208 • San Diego, California 92123 • (858) 560-i468 • Fax (858) 560-1576 16ARLSBAD 16-2205 (REV #1) - PREV2017-0099 MAY 3O,2017 . . GENERAL 1. Please submit (4) revised stamped & signed 'setsof plans to the City for review & approval. .. STRUCTURAL . . 2 Please specify the weight of the H'JAC euipment, added near grid point J-13, on the roof framing plans, as per Sheet A4. * " 3 Please indicate where details 9 & 10/S18 are called out on plans 4 Please specify where details 5,'8, 9, 12 & 13/S19 are cross referenced on plans 5: Please note where trash enclosure details,, as perSheet520, are referenced on plans I.e., foundation &/or site plans ADDITIONAL ,'.. To speed up the review process, Olease note on this list vihereeach correction item has been addressed on plans. * , -• ,- 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 AL! SADRE, S.E. at EsGil Corporation. Thank you. 5- 4 - • ., V - - I' • - ,- . - - 4 - S - - S 5. • * - 'CALSBAD 16-2205 (REV. #1) - PREV2017-0099 ..•.. MAY 3O,2017 • (DO NOTPAY— THIS IS NOTAN INVOICE) VALUATION AND PLAN CHECK FEE JURISDICTIOW CARLSBAD PLAN CHECK-NO.-.---.16-2205 (REV #1) - PREV2017-0099 PREPARED BY ALl SADRE, S E DATE MAY 30, 2017 BUILDING ADDRESS 1800ASTONAVENUE BUILDING OCCUPANCY B, III-B/SPR BUILDING. . PORTION AREA (Sq. Ft) Valuation Multiplier Reg. ..,, Mod VALUE.. ($) Revisions- . . . . -. Air Conditioning- Fire Sprinklers . . . . -- TOTAL VALUE Jurisdiction Code . CB By Ordinance Bldg. Permit Fee by Ordinance V . -. . . •. . - Plan Check Fee by Ordinance $870.QoI Type of Review 2 Complete Review :i Structural Only E Other 12 Repetitive Fee I- Repeats - ', , . Hourly - . . 6 Hrs. @ EsGil Fee $116.00 -1 $696.00I . * Based on hourly rate Comments Sheet lofi ; macvalue doc + - - . . - - - ._I --. '-I I u KEN OKAMOTO& ASSOCIATES, INC. .: . STRUCTURAL ENGINEERS RECEIVED MAY 24 201? - CITY OF CARLSBAD - STRUCTURAL CALCULATIONS BUILDING DIVISION -- PROJECT:' . 2 STORY BUILDING @ 1800 ASTON AVE JOB#: 16105 4 CARLSBAD,CA / * ••*•. •1_ •, - - CRITERIA 2013 CALIFORNIA AND/OR LOCAL BLDG CODE, LATEST EDITION 'MATERIALS: -. EXCEPT AS OTHERWISE SPECIFIED HEREIN:. .- * CONCRETE:. 3,000 PSI AT 28 DAYS. CONCRETE BLOCK: GRADE N, MED. WT. UNITS, ASTM C-gO. REINFORCING STEEL: (ASTM A615; GRADE 60). - STRUCTURAL STEEL: (COMPACT) (ASTM A992). . STRUCTURAL PIPE: (ASTM A-53, GRADE "B"). -- PLYWOOD SHEATHING: DOUGLAS FIR, STRUCTURAL 1, P.S. 1-95.. GLUE LAM. BEAMS: 2,400 PSI (D.F. COMB. "24F"). . LUMBER: GRADE MARKED D.F. PER W.C.L.B. GROG. RULE 17. - F SOIL PRESSURE:, SEE FOUNDATION PLAN FOR COMPLETE DATA. * . . DESIGN REFERENCES: . INCLUDING CHARTS AND TABLES FROM: - r -GENERAL DESIGN: ASCE 7-10 . . . . .. LUMBER & TIMBER: NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION STEEL: MANUAL OF STEEL CONSTRUCTION, AISC. - - - - - CONCRETE BLOCK: MSJC PUBLICATION - CONCRETE: ACI DESIGN HANDBOOK Ho - - -: - . - -. •, -. . . -* - .. Exp. I BY: DATE:' 1 3186-F AIRWAY AVE. • COSTA MESA, CA 92626 • (714) 444-2422 • FAX (714) 444-2122 RiIZOfl—ø? -, - - 4_QPjLc2-2'O F KEN OKAMOTO & ASSOCIATES, INC. SHEET STRUCTURAL ENGINEERS ' . JOB BY fLO5U S. . DC • ..: : .• - . . S... L91O :... .. '. . . . .. - O.3 v . O.So (9 . S . .: - .. S L(Y8 3UPPoflrS . .. - q 10 ti .5 • . • '. . c24 5 .5 . .r• • - c-r- S . :. ..... .. . ) (o S Pb( . .: S • •• C ....,, .,. .5 . 5 ..,.., 5 •5 5 z__ go &JPPo(2..'r 98o S • S /•••S.--S..S . .- S s . > - • r' S - • .5 S ..........5'S '; .4. .........- S - S S I KEN OKAMOTO & ASSOCIATES, INC SHEET ii STRUCTURAL ENGINEERS JOB 0 BY 3186-F AIRWAY AVE. COSTA MESA, CA 92626• (714) 444-2422