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2032 CORTE DEL NOGAL; ; CB022424; Permit
05-16-2003 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Commercial/Industrial Permit Permit No Building Inspection Request Line (760) 602-2725 CB022424 Job Address Permit Type Parcel No Valuation Occupancy Group Project Title Applicant GUY DUERWALD 949261-1100 2032 CORTE DEL NOGAL CBAD COMMIND Sub Type 2130612500 Lot* $350,592 00 Construction Type Reference # CBAD OFFICE PARK 7,040 SF SHELL BLDG C INDUST 0 VN Owner GDC GROUP INC Status ISSUED Applied 08/20/2002 Entered By RMA Plan Approved 12/16/2002 Issued 05/16/2003 Inspect Area Plan Check* 5296 05/16/03 0002 0' CGP ' 12230 EL CAMINO REAL #300 SAN DIEGO CA 92130 02 Building Permit Add'l Building Permit Fee Plan Check Add'l Plan Check Fee Plan Check Discount Strong Motion Fee Park Fee LFM Fee Bridge Fee BTD #2 Fee BTD #3 Fee Renewal Fee Add'l Renewal Fee Other Building Fee Pot Water Con Fee Meter Size Add'l Pot Water Con Fee Reel Water Con Fee $1,31964 Meter Size $0 00 Add'l Reel Water Con Fee $857 77 Meter Fee $0 00 SDCWA Fee $0 00 CFD Payoff Fee $73 62 PFF $2,81600 PFF (CFD Fund) $0 00 License Tax $0 00 License Tax (CFD Fund) $0 00 Traffic Impact Fee $0 00 Traffic Impact (CFD Fund) $0 00 PLUMBING TOTAL $0 00 ELECTRICAL TOTAL $0 00 MECHANICAL TOTAL $10,20000 Master Drainage Fee D1 5 Sewer Fee $0 00 Redev Parking Fee $0 00 Additional Fees TOTAL PERMIT FEES $000 $365 00 $6,01200 $8,222 72 $6,380 77 $000 $000 $000 $875 00 $000 $9800 $81000 $000 $000 $3,049 83 $000 $000 $41,080 35 Total Fees $41,080 35 Total Payments To Date $750 00 Balance Due $40,330 35 Inspector FINAL APPROVAL Date Clearance NOTICE Please take NOTICE that approval of your project includes the Imposition of fees dedications reservations or other exactions hereafter collectively referred to as "fees/exactions 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 limitations has previously otherwise expired SraSrT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave , Carlsbad CA 92008 1 PROJECT INFORMATION FOR OFFICE USE ONLY PLAN CHECK NO EST VAL Plan Ck Deposit Validated By Date Address (include Bldg/Suitel Business Name (at this address) - —«, <JK I "^ Existing Use VACANT L.ANP Description of Work SQ FT # of Stones # of Bedrooms # of Bathroomsoo .2 ..... .CONTACT PESQN Name ''&&?"'&& Address City State/Zip Telephone # yr Contractor. ^,.' . V^D JJyyn^.?;S;;;;: :;-i':^;;;;';:vMN^entfor'0^erv; •t.:™y-i-''T? Fax* 4 •-iPROPERTy.'QWNER ,,si.i:.kS.^:£-,-.. : Name Address City State/;'elei Sirt'i.iia.i^'^VigS;^^ (Sec 7031 5 Business and Professions Code Any City or County which requires a permit to construct alter improve demolish or repair any structure prior to its issuance also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor s License Law [Chapter 9 commending with Section 7000 of Division 3 of the Business and Professions Code] or that he is exempt therefrom and the basis for the alleged exemption-Anyviolation of SecjiqpJ'pSJj) by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars [S500]) _ _ _ ^TP?/i_3S.IT State/Zip City Business License # Designer Name State License # Workers Compensation Declaration I hereby affirm under penalty of perjury one of the following declarations D 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 jff I have and will maintain workers compensation as required by Section 3700 of the labor Code for the performance of the work for which this permit is issued My workers compensation insurance earner and policy number are jj . y._ _-*"•> I _1 ~\\ Insurance Company 5rrft^^~ CfcVN f I rJ.X fdtvC? OVPolicy No OM V> ~ C ^ 1 *" *•'«> Expiration Date ' ' (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS [$100] OR LESS) D 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 additioiQothe cost of coitipefisatipn damagm-are-provided for in Section 3706 of the Labor Code interest and attornevsJees SIGNATURE L 7 ^-^O-j I/l^ DATE J ~~\ 7V:. OWNER-BUILDER DECLARATION ' R?J " .%";:•-•".-^'^^^'"-^ ^ "'. r^.-fr",^ " ^^J^. "'•"" , ',;/ ^PP ' :ir": " tjT". I hereby affirm that I am exempt from the Contractor s License Law for the following reason Q I as owner of the property or my employees with wages as their sole compensation will d the work and the structure is not intended or offered for sale (Sec 7044 Business and Professions Code The Contractors License Law does not apply to an owner of property who builds or improves thereon and who does such work himself or through his own employees provided that such improvements are not intended or offered for sale If however the building or improvement is sold within one year of completion the owner builder will have the burden of proving that he did not build or improve for the purpose of sale) D I as owner of the property am exclusively contracting with licensed contractors to construct the project (Sec 7044 Business and Professions Code The Contractor s License Law does not apply to an owner of property who builds or improves thereon and contracts for such projects with contractor(s) licensed pursuant to the Contractors License Law) D I am exempt under Section Business and Professions Code for this reason 1 I personally plan to provide the major labor and materials for construction of the proposed property improvement Q YES D NO 2 I (have/have not) signed an application for a building permit for the proposed work 3 I have contracted with the following person (firm) to provide the proposed construction (include name / address / phone number/ contractors license number) 4 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 number / /ontractors license number) 5 I will provide some of the work but I have contracted (hired) the following persons to provide the work indicated (include name / address / phone number / type of work) PROPERTY OWNER SIGNATURE.DATE IT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave , Carlsbad CA 92008 Page 2 of 2 COMPLETE THIS SECTION FOR NON-RESIDENTIAL BUILDING PERMITS ONLY , - : • ; - ;;; ' "''] Is the applicant or future building occupant required to submit a business plan acutely hazardous matenals registration for or nsk management and prevention program under Sections 25505 25533 or 25534 of the Presley Tanner Hazardous Substance Account Act' D YES D NO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? D YES D NO Is the facility to be constructed within 1 000 feet of the outer boundary of a school site? D YES Q NO IF ANY OF THE ANSWERS ARE YES A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec 3097(1) Civil Code) LENDERS NAME LENDERS ADDRESS gr'APPJJCANT CERTIFICATION " ^ • " ' '•:.: '., •:>." '.:L';':'' " :/V.' ^...^iZ^'I ~.'^,-^.:^. •. •^J^^^^1:'~^.~^'.'J...^... .. ..... .:'.: ;'.J I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate I agree to comply with all City ordinances and State laws relating to building construction I hereby authonze representatives of the City of Carlsbad to enter upon the above mentioned property for inspection purposes I ALSO AGREE TO SAVE INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES JUDGEMENTS COSTS AND OSHA An OSHA permit is required for excavations of 5 0 deep and demolition or construction of structures over 3 stones in height EXPIRATION Every permit issued by the building^fficrakjnder the provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from the da\e of such permit or if the building or work authorized by such permit is suspended or abandoned at any time after the work is commenced for a period of 180 days fSectic/i/106 4 4 Uniform Building Code) APPLICANTS SlffflATI IDP —^^F7^~ ^ DATE cT^Zfl-U L, City of Carlsbad Final Building Inspection Dept Building Engineering Planning CMWD St Life Firex Plan Check*re 03/01/2004 Permit # Project Name Address Contact Person Sewer Dist Inspected / By ^-r , Inspected By Inspected Bv Comments CB022424 CBAD OFFICE PARK 7,040 SF SHELL BLDG C 2032 CORTE DEL NOGAL ERNIE Phone 9099068349 CA Water Dist CA /7 Date -,/ / /(^f-v^^u^y Inspected */<2 1 ' /& (J Date Inspected Date Inspected Permit Type Sub Type Lot 0 Y Approved Approved Approved COMMIND INDUS! — —Disapproved Disapproved Disapproved PLANNING DEPARTMENT FINAL INSPECTION CHECKLIST ROUTING BLDG M HARDY. PLANNER LBLACK M BLACK M HARDYfy/j- DLDG Projec Addre Projec Conta< t Name Cftrlsba// $«>/c<? &rU $ld$C. Plan Check No CB ss <^03^ Lofe Del A/otfo./ Proiect Number t Plannei :t Person Ins 1st 2nd (04/i-ter Extension Phone No Drawing No pections Approved Final Inspection Items All Items below Conform with Approved Site Plan 1 Project Planner confirms conditions are met 2 Building elevations 3 Building materials 4 Building colors 5 Rooftop equipment screens 6 Fence/wall height, location, and materials 1 Size, number and location of parking spaces compact, regular, handicap 8 Outdoor recreation facilities 9 Employee eating areas 10 Trash enclosure and location 1 1 Pavement treatment 12 Landscaping installed (under separate contract) LIST BELOW ANY ADDITIONAL ITEMS REQUIRING SPECIAL ATTENTION BY MIKE BLACK 13 14 15 16 17 Project complies with all conditions, including above-listed items Final inspection is complete tA/fS S7^--v^^ — / / / Mike Black Date (H \ADMIN\COUNTER\FmaI Insp Check)02/27/2004 City of Carlsbad Final Building Inspection Dept Building Engineering Plan Check # Permit # Project Name Address Contact Person Sewer Dist Inspected By Inspected By Inspected By Comments /Planning \CMWD ^CB022424 X ' CBAD OFFICE PARK-7,040 SF SHELL BLDG C 2032 CORTE DEL NOGAL ERNIE CA M/TS Phone 9099068349 Water Dist CA Date Inspected Date Inspected Date Inspected • StLite FireN Date Permit Type Sub Type Lot 0 Approved ^ Approved Approved 03/01/2004 COMMIND INDUS! ^" Disapproved Disapproved Disapproved Inspection List Permit* CB022424 Type COMMIND INDUS! Date Inspection Item 03/09/2004 89 03/01/2004 89 12/10/2003 34 12/10/2003 39 09/19/2003 11 09/19/2003 14 09/17/2003 11 09/17/2003 12 09/05/2003 15 09/05/2003 34 08/25/2003 15 08/22/2003 15 08/21/2003 15 08/21/2003 24 08/11/2003 17 08/08/2003 18 08/05/2003 14 08/05/2003 17 08/01/2003 13 08/01/2003 14 08/01/2003 17 08/01/2003 34 07/23/2003 13 06/20/2003 11 06/20/2003 12 06/10/2003 11 06/10/2003 61 05/22/2003 21 05/19/2003 21 Final Combo Final Combo Rough Electric Final Electrical Ftg/Foundation/Piers Frame/Steel/Bolting/Weldm Ftg/Foundation/Piers Steel/Bond Beam Roof/Re roof Rough Electric Roof/Reroof Roof/Reroof Roof/Reroof Rough/Topout Interior Lath/Drywall Exterior Lath/Drywall Frame/Steel/Bolting/Weldm Interior Lath/Drywall Shear Panels/HD's Frame/Steel/Bolting/Weldm Interior Lath/Drywall Rough Electric Shear Panels/HD's Ftg/Foundation/Piers Steel/Bond Beam Ftg/Foundation/Piers Footing Underground/Under Floor Underground/Under Floor Inspector Act TP TP TP TP TP TP TP TP TP TP TP TP TP TP TP TP TP TP PD TP TP TP PY TP TP TP TP TP PY NR CO AP we we AP we CO NS PA CO NR NR AP AP CO we AP AP AP we AP AP AP AP AP AP AP AP CBAD OFFICE PARK-7,040 SF SHELL-BLDG C Comments BLDG LOCKED NOTICE ATTCH MSB & SUB PNLS, TRANS PILASTER @ ENTRY CLMN PLATE BOLTING @ ENTRY ENT SOFFIT LITES ROOF DRAINS ELECT RM ELECT RM EXT SHR @ ENTRYS ELECT ROOM ELEC ROOM S 0 G & CONT FTNS (2) INT SPRD (1) EXT SPRD FTN TSH ENCL FTN AIR TEST MAIN Monday June 21 2004 Page 1 of 1 City of Carlsbad Bldg Inspection Request For 03/01/2004 Permit* CB022424 Title CBAD OFFICE PARK-7,040 SF Description SHELL-BLDG C Inspector Assignment TP 2030 CORTE DEL NOGAL Lot 0 Type COMMIND Sub Type INDUS! Job Address Suite Location APPLICANT GUYDUERWALD Owner Remarks Phone 9099068349 Inspector, Total Time Requested By ERNIE Entered By CHRISTINE CD Description 19 Final Structural 29 Final Plumbing 39 Final Electrical 49 Final Mechanical Act Comment PCR04003 Associated PCRs/CVs ISSUED EBD GROUP REVISE MEN&WOMAN REST ROOM WALLS Inspection History Date Description Act Insp 12/10/2003 34 Rough Electric AP TP 12/10/2003 39 Final Electrical WC TP 09/19/2003 11 Ftg/Foundation/Piers WC TP 09/19/2003 14 Frame/Steel/Boltmg/Weldmg AP TP 09/17/2003 11 Ftg/Foundation/Piers WC TP 09/17/2003 12 Steel/Bond Beam CO TP 09/05/2003 15 Roof/Reroof NS TP 09/05/2003 34 Rough Electric PA TP 08/25/2003 15 Roof/Reroof CO TP 08/22/2003 15 Roof/Reroof NR TP 08/21/2003 15 Roof/Reroof NR TP 08/21/2003 24 Rough/Topout AP TP 08/11/2003 17 Interior Lath/Drywall AP TP 08/08/2003 18 Exterior Lath/Drywall CO TP 08/05/2003 14 Frame/Steel/Bolting/Welding WC TP 08/05/2003 17 Interior Lath/Drywall AP TP Comments MSB & SUB PNLS, TRANS PILASTER @ ENTRY CLMN PLATE BOLTING @ ENTRY ENT SOFFIT LITES ROOF DRAINS ELECT RM ELECT RM CITY OF CARLSBAD BUILDING DEPARTMENT DATE NOTICE LOCATION PERMIT NO (760) 602-2700 1635 FARADAY AVENUE TIME // w- FOR INSPECTION CALL (760) 602 2725 RE INSPECTION FEE DUE? FOR FURTHER INFORMATION, CONTACT . fxx YES PHONE BUILDING INSPECTOR CODE ENFORCEMENT OFFICER CONSTRUCTION CONCRETE • MASONRY • PRESTRESS • STRUCTURAL STEEL I C B O SPECIAL INSPECTION TRAINING TECHNICAL 40 YEARS EXPERIENCE NATIONWIDE SERVICE CONSULTANTS 1 800 428-5606 MATERIALS TESTING AND INSPECTION March 2, 2004 City of Carlsbad Department of Building & Safety 1635 Faraday Avenue Carlsbad, California 92008 RE Final Inspection Report of Reinforced Concrete, Structural Steel, Roof Structure, Roof Nailing, Masonry PROJECT Carlsbad Office Park Permit Number CBO22424 2032 Corte Del Nogal Carlsbad, CA This is to certify that Construction Technical Consultants was employed to perform special inspection on the above mentioned project at the above address which required continuous inspection per Section 1701 of The Uniform Building Code Based upon special inspectors, and materials testing written reports of this work, it is my judgment that the inspected work was performed, to the best of my knowledge, in accordance with the approved plans, specifications, and applicable workmanship provision of the Uniform Building Code Respectfully submitted, ack J Rowley CEO For special inspection reports, soils reports, engineering revisions and clarifications see file jacket for 2030 Corte Del Nogal 09/18/03 11 45 FICCADENTI & WAGGONER Consulting Structural Engineers, Inc 16969 Von Karman Suite 240 Irvine, CA 92606 Taf (949) 474-0502 Fax (949) 474 1801 Seb J Fccadenti Mictiael A. Waggoner Thomas A CssUe Mark E. ScMoeder Douglas A. Hilts David S Pomertrau Vincent DeVila /Vtinaif S> Kamrany GaryE Landmgham KewiL McCoy Roger C. Lee Nader B Khowy Klrstenl. Zeyde! Dana M Hennls Chad W MM Sakai Mario Qempa Kenl C Foreythe JuanF Garcia SUH Garcia Date Sep 18, 2003 F&W Job No A02-088 Guy Larson Diffenbaugh Attention Company Regarding Pilasters From FACSIMILE COVER LETTER Fax No 760-268-1954 Mark Schroeder We are transmitting 1 pages of copy Including this cover sheet If any pages are missing, please call (949) 474-0502 Guy, For typical bolting of sill plates at non-shearwall locations, see Detail 3/S1 2 At the pilasters at the various building entnes, it will be acceptable to substitute the bolts shown with 1/2" diameter Hilti Kwik Bolt II with 2 1/2" minimum embedment 3 3/8" minimum edge distance Install in accord with ICBO report 4627 cc Should you wish to transmit information to us, our automatic transmission number is (949) 474-1801 **«««****** «*«>>««**»>«»i***** *•»«* CONSTRUCTION TECHNICAL CONSULTANTS CONCRETE - MASONRY - PRESTRESSED - STRUCTURAL STEEL 40 YEARS EXPERIENCE NATIONWIDE SERVICE CONSTRUCTION MATERIALS TESTING AND INSPECTION Post off ice Box 891750 Temecula, CA 92589-1750 1-800-428-5606 Fax 1-800-815-6359 Job# 02-242 03-5437-58 PAGE OF REGISTERED INSPECTOR'S REPORT OF O REINFORCED CONCRETE DSTRUCT STEEL ASSEMBLY BOTHERS VISUAL WELDING DPRE-STRESSED CONCRETE D HIGH-STRENGTH BOLTING D SHOP D REINFORCED MASONRY D RE-BAR WELDING E FIELD OWNER OF PROJECT Carlsbad Office Park-Building C, D JOB ADDRESS 2032, 2030 Corte Del Nogal , Carlsbad DESCRIBE MATL ( MIX DESIGN RE BAR GRADE & MFGR WELD-ROD ETC ) Tube Steel ASTM A-500, Grade B Welding Wire 232 Welders Rick Anderson-#1 8882 William Mqntes De Oca-#PO1 7341 BUILDING PERMIT NUMBER PLAN FILE NUMBER CB022424-CB022427 ARCHITECT Lee & Sakahara ENGINEER Ficcadentti/Waggoner GENERAL CONTRACTOR Diffenbaugh CONTR DOING REPORTED WORK Anderson Steel INSPECTOR | , Earl Strode-#0169 DATE 8-05-03 , LOCATION OF WORK INSPECTED TEST SAMPLES TAKEN WORK REJECTED JOB PROBLEMS PROGRESS REMARKS ETC INCLUDES INFORMATION ABOUT AMOUNTS OF MATERIALS PLACED OR WORKED PERFORMED NUMBER TYPE & IDENT NO S OF TEST SAMPLES TAKEN STRUCT CONNECTIONS ( WELDS MADE H T BOLTS TORQUED) CHECKED ETC Visual inspection was performed on welding tube steel canopy framing on building C, grid lines between AA B 8, 3 4 & 4 Building D, grid lines between AA, B 8, 3 4 & 4 Welding was satisfactory ••• i A COPY OF THE INSPECTOR S REPORT IS ON FILE IN OUR OFFICE IT STATES THAT THE ABOVE INSPECTION COMPLIES WITH APPLICABLE BUILDING REQUIREMENTS . CC . ,r ,.! ' i •. , . RESPECTFULLY SUBMITTED CONSTRUCTION TECHNICAL CONSULTANTS CONCRETE - MASONRY - PRESTRESSED - STRUCTURAL STEEL 40 YEARS EXPERIENCE NATIONWIDE SERVICE CONSTRUCTION MATERIALS TESTING AND INSPECTION Post office Box 891750 Temecula, CA 92589-1750 1-800-428-5606 Fax 1-800-815-6359 Job # 02-242 03-5437-46 PAGE OF D REINFORCED CONCRETE DSTRUCT STEEL ASSEMBLY BOTHERS VISUAL WELDING REGISTERED INSPECTOR'S DpRE-STRESSED CONCRETE Q HIGH-STRENGTH BOLTING D SHOP REPORT Or D REINFORCED MASONRY n RE-BAR WELDING El FIELD OWNER OF PROJECT Carlsbad Office Park-Bldg C JOB ADDRESS 2032 Corte Nogal, Carlsbad DESCRIBE MATL ( MIX DESIGN RE BAR GRADE & MFGR WELD-ROD ETC ) BUILDING PERMIT NUMBER PLAN FILE NUMBER CB022424 ARCHITECT Lee & Sakahara ENGINEER DanJon GENERAL CONTRACTOR J D Diffenbaugh CONTR DOING REPORTED WORK Anderson Steel INSPECTOR Harvard So-#51 14260 DATE 7-07-03 LOCATION OF WORK INSPECTED TEST SAMPLES TAKEN WORK REJECTED JOB PROBLEMS PROGRESS REMARKS ETC INCLUDES INFORMATION ABOUT AMOUNTS OF MATERIALS PLACED OR WORKED PERFORMED NUMBER TYPE & IDENT NO S OF TEST SAMPLES TAKEN STRUCT CONNECTIONS ( WELDS MADE H T BOLTS TORQUED) CHECKED ETC Location per plan /S2 5 "C" Building Work per detail Observed grid line A-B & 3-4, detail 3/S2 6 at 1 1/S1 3, beam steel column support plate welded^Support plate cut at mislocated assembly to as approved by engineer 6-30-03 Filler Metal-E7018, SMAW & E71T-8, NR232 Welders Rick Anderson-#1 8882-AWS D1 1 William Montes De Oca-Man/Auto, #PO17341, expires 10-17-05 A COPY OF THE INSPECTOR S REPORT IS ON FILE IN OUR OFFICE IT STATES THAT THE ABOVE INSPECTION COMPLIES WfTH APPLICABLE BUILDING REQUIREMENTS CC RESPECTFULLY SUBMITTED By J J f-towley CONSTRUCTION TECHNICAL CONSULTANTS CONCRETE - MASONRY - PRESTRESSED - STRUCTURAL STEEL 40 YEARS EXPERIENCE NATIONWIDE SERVICE CONSTRUCTION MATERIALS TESTING AND INSPECTION Post office Box 891750 Temecula, CA 92589-1750 Job# 02-242 1-800-428-5606 03-5437-35 Fax 1-800-815-6359 PAGE OF REGISTERED INSPECTOR'S REPORT OF a REINFORCED CONCRETE DSTRUCT STEEL ASSEMBLY DPRE-STRESSED CONCRETE D HIGH-STRENGTH BOLTING n REINFORCED MASONRY n RE-BAR WELDING OWNER OF PROJECT Carlsbad Office Park-Bldg "C" JOB ADDRESS 2032 Corte Del Nogal, Carlsbad DESCRIBE MATT. ( MIX DESIGN. RE BAR GRADE & MFGR WELD-ROD ETC ) Mix #1215 BUILDING PERMIT NUMBER CB022424 ARCHITECT Lee & Sakahara QOTHERS DSHOP H FIELD PLAN FILE NUMBER ENGINEER Ficcadenti & Wagoner GENERAL CONTRACTOR Diffenbaugh CONTR DOING REPORTED WORK Inland Concrete Corp INSPECTOR Bill Hemmmgs-#5471 647-49 DATE 6-23-03 LOCATION OF WORK INSPECTED TEST SAMPLES TAKEN WORK REJECTED JOB PROBLEMS PROGRESS REMARKS ETC INCLUDES INFORMATION ABOUT AMOUNTS OF MATERIALS PLACED OR WORKED PERFORMED NUMBER TYPE & IDENT NO S OF TEST SAMPLES TAKEN STRUCT CONNECTIONS ( WELDS MADE H T BOLTS TORQUED) CHECKED ETC Observed the placement of 162 cubic yards of concrete for slab on grade To the best of my knowledge, all work conforms to project specifications,& structural drawings A COPY OF THE INSPECTOR S REPORT IS ON FILE IN OUR OFFICE IT STATES THAT THE ABOVE INSPECTION COMPLIES WITH APPLICABLE BUILDING REQUIREMENTS CC RESPECTFUL LY SUBMrTTED , 5J fcowley CONSTRUCTION TECHNICAL CONSULTANTS 1-800-428-5606 __ FIELD DATA^.TEST SPECIMENS JOB NAME Carlsbad Office Park^C'r JOB NO 02^242 I FILE [03-5437-37 ADDRESS 2036 Corte Del Nogal, Carlsbad CONTRACTOR 'Diffenbaugh Construction MIX DESIGNATION p|215-2020-2016 " "~| ADMIXTURE CONCRETE PLANT Robertson's NO OF SPECIMENS [4 SPEC PS I AT28 DAYS J4000 TOTAL CUBIC YARDS 162 AGE TO BE TESTED [i@7 | DAYS |2 @ 28 ! L_ J L J 1Hold LOCATION IN STRUCTURE slab on grade DATE CAST 6-23-03 MADE BY E Perez/B Hemmmgs FOR LABORATORY USE ONLY LAB NO 5073 5074 5075 5076 MARK 4A 4B 4C 4D AGE 7 28 28 Hold DATE TESTED 6-30 7-21 7-21 TEMP 82 SLUMP 3" AREA 2827 ULT LOAD 115,000 PSi 4070 cc Respectfully Submitted, J J Rowley [ CONSTRUCTION TECHNICAL CONSULTANTS 1-800-428-5606 FIELD DATA-TEST SPECIMENS JOB NAME Carlsbad Office Park-Bldg "C"JOB NO 02-242 ADDRESS 2036 Corte Del Nogal, Carlsbad FILE 03-5437-36 CONTRACTOR Diffenbaugh Construction MIX DESIGNATION 1215-2020-2016 ADMIXTURE CONCRETE PLANT Robertson's SPEC PS I AT 28 DAYS 4000 NO OF SPECIMENS AGE TO BE TESTED 12 TOTAL CUBIC YARDS 162 DAYS 6@28 3 @ Hold LOCATION IN STRUCTURE [slabon grade L _ DATE CAST 6-23-03 MADE BY E Perez/B Hemmmgs FOR LABORATORY USE ONLY LAB NO 5061 5062 5063 5064 5065 5066 5067 5068 5069 5070 5071 5072 MARK 1A 1B 1C 1D 2A 2B 2C 2D 3A 3B 3C 3D AGE 7 28 28 Hold 7 28 28 Hold 7 28 28 Hold DATE TESTED 6-30 7-21 7-21 6-30 7-21 7-21 6-30 7-21 7-21 TEMP 78 79 80 SLUMP 4" 4" 4 1/4" AREA 2827 ULT. LOAD 93,000 98,000 124,000 PSI 3290 3465 4385 cc Respectfully Submitted, J Rowley CONSTRUCTION TECHNICAL CONSULTANTS CONCRETE - MASONRY - PRESTRESSED - STRUCTURAL STEEL 40 YEARS EXPERIENCE NATIONWIDE SERVICE CONSTRUCTION MATERIALS TESTING AND INSPECTION Post office Box 891750 Temecula, CA 92589-1750 1-800-428-5606 Fax 1-800-815-6359 Job* 02-242 03-5437-26 PAGE OF REGISTERED INSPECTOR'S REPORT OF B REINFORCED CONCRETE DSTRUCT STEEL ASSEMBLY DPRE-STRESSED CONCRETE D HIGH-STRENGTH BOLTING D REINFORCED MASONRY n RE-BAR WELDING OWNER OF PROJECT Carlsbad Office Park-Bldg "C" JOB ADDRESS 2032 Corte Del Nogal, Carlsbad DESCRIBE MATL ( MIX DESIGN RE BAR GRADE & MFGR WELD-ROD ETC ) Mix #1215, 4000 PSI BUILDING PERMIT NUMBER CB022424 ARCHITECT Lee & Sakahara DOTHERS DSHOP E FIELD PLAN FILE NUMBER ENGINEER Ficcadenti & Wagoner GENERAL CONTRACTOR J D Diffenbaugh CONTR DOING REPORTED WORK ICC INSPECTOR Jeff Burgess-#500342849 DATE 6-11-03 LOCATION OF WORK INSPECTED TEST SAMPLES TAKEN WORK REJECTED JOB PROBLEMS PROGRESS REMARKS ETC INCLUDES INFORMATION ABOUT AMOUNTS OF MATERIALS PLACED OR WORKED PERFORMED NUMBER TYPE & IDENT NO S OF TEST SAMPLES TAKEN STRUCT CONNECTIONS ( WELDS MADE H T BOLTS TORQUED) CHECKED ETC Observed the placement, consolidation, of 7 cubic yards of concrete for the two interior column pad footings, & the one exterior column pad footing A COPY OF THE INSPECTOR S REPORT IS ON FILE IN OUR OFFICE IT STATES THAT THE ABOVE INSPECTION COMPLIES WITH APPLICABLE BUILDING REQUIREMENTS CC RESPECTFULLY SUBMITTED By I J Rowley EsGii Corporation In Partnersfiip With government for 'Buitting Safety DATE December 13, 2002 a APPLICANT a JURIS JURISDICTION Carlsbad a PLAN REVIEWER a FILE PLAN CHECK NO 02-2424 SET IV PROJECT ADDRESS '2032 Corte Nogal PROJECT NAME Carlsbad Corporate Office Building C (Shell Only) E><] The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes I I The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff I I The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck I I The check list transmitted herewith is for your information The plans are being held at Esgil Corporation until corrected plans are submitted for recheck The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person The applicant's copy of the check list has been sent to Esgil Corporation staff did not advise the applicant that the plan check has been completed Esgil Corporation staff did advise the applicant that the plan check has been completed Person contacted Telephone # Date contacted (by ) Fax # Mail Telephone Fax In Person REMARKS By Abe Doliente Enclosures Esgil Corporation D GA D MB D EJ D PC 12/5/02 tmsmtldot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858)560-1468 * Fax (858) 560-1576 EsGii Corporation In Partnership with Government for Building Safety DATE November 1, 2002 Q_APR|JCANT JURIS JURISDICTION Carlsbad a FILE PLAN CHECK NO 02-2424 SET III PROJECT ADDRESS 2032 Corte Nogal PROJECT NAME Carlsbad Corporate Office Building C (Shell Only) I | The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff 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 XI The applicant's copy of the check list has been sent to Les & Sakahara Architects 16842 Von Karman Ave, Suite 300, Irvine, CA 92606-4927 ] Esgil Corporation staff did not advise the applicant that the plan check has been completed X] Esgil Corporation staff did advise the applicant that the plan check has been completed Person contacted Guy Duerwald Telephone # 949/261-1100 X-47 Date contacted /i IM/DZ-(by f-Av) Fax # ('H^ZLof NVVL/' Mail^ Telephone Fax^ In Person REMARKS By Abe Doliente Enclosures Esgil Corporation El GA D MB D EJ D PC 10/24/02 tmsmtidot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858)560-1468 * Fax (858) 560-1576 EsGil Corporation In Partners/tip Vitfi. government for 'Building Safety DATE October 1, 2002 JURISDICTION Carlsbad a PLAN REVIEWER a FILE PLAN CHECK NO 02-2424 SET II PROJECT ADDRESS 2032 Corte Nogal PROJECT NAME Carlsbad Corporate Office Building C (Shell Only) I I The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes I | The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff 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 [Xj The applicant's copy of the check list has been sent to Les & Sakahara Architects 16842 Von Karman Ave, Suite 300, Irvine, CA 92606-4927 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 Guy Duerwald (</ v.\ Telephone # 949/261-1100 X-47 ct^-e-^-pVcj , Datecontaefech/^'^^i- (by w) Fax # ^vV^'-'^V Mail Telephone " Fax >/ In Person REMARKS By Abe Doliente Enclosures Esgil Corporation (X] GA D MB D EJ D PC 9/23/02 trnsmtldot 9320 Chesapeake Dnve, Suite 208 * San Diego, California 92123 *• (858)560-1468 *• Fax (858) 560-1576 Carlsbad O2-2424 II October 1, 20O2 RECHECK PLAN CORRECTION LIST JURISDICTION Carlsbad PROJECT ADDRESS 2032 Corte Nogal DATE PLAN RECEIVED BY ESGIL CORPORATION 9/23/02 REVIEWED BY Abe Dohente PLAN CHECK NO 02-2424 SET II DATE RECHECK COMPLETED October 1, 2002 FOREWORD (PLEASE READ) This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access This plan review is based on regulations enforced by the Building Department You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments The following items listed need clarification, modification or change All items must be satisfied before the plans will be in conformance with the cited codes and regulations Per Sec 106 4 3, 1997 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law A Please make all corrections on the original tracings and submit two new sets of prints to Esgil Corp ortothebldg dept of the juris B To facilitate recheckmg, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans C The following items have not been resolved from the previous plan reviews The original correction number has been given for your reference In case you did not keep a copy of the prior correction list, we have enclosed those pages containing the outstanding corrections Please contact me if you have any questions regarding these items D Please indicate here if any changes have been made to the plans that are not a result of corrections from this list If there are other changes, please briefly describe them and where they are located on the plans Have changes been made not resulting from this list? QYes QNo Carlsbad 02-2424 II October 1, 2OO2 Please make all corrections on the original tracings, as requested in the correction list Submit three sets of plans for commercial/industrial projects For expeditious processing, corrected sets can be submitted in one of two ways 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 one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468 Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments NOTE Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete 1 All sheets of the plans and the first sheet of the calculations are required to be signed by the California licensed architect or engineer responsible for the plan preparation Please include the California license number, seal, date of license expiration and the date the plans are signed Business and Professions Code Check final sets of plans for signatures 24 Please see the following corrections for ©testncat; plumbing, mechanical and energy 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 Abe Dohente at Esgil Corporation Thank you * PLUMBING, MECHANICAL AND ENERGY CORRECTIONS PLAN REVIEWER Glen Adamek Building "C" PLUMBING (1997 UNIFORM PLUMBING CODE) Provide the site plumbing plans showing the 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 The Civil Drawings were not found in the plan package9 Carlsbad O2-2424 II October 1, 20O2 3 Provide complete water line sizing calculations, including the water pressure, pressure losses, water demands, and developed pipe lengths UPC Section 610 0 and Appendix 'A1 The Civil Drawings and water line sizing calculations were not found in the plan package7 4 Detail the backflow protection of water connection to fire protection systems as per UPC, Section 603 4 18 The Civil Drawings were not found in the plan package9 ENERGY CONSERVATION 5 Correct the energy designs to match the plans Provide the ENV-3 form for the proposed wall system to show insulation values required to obtain the 0 045 U-factor used for the wall system Note As per the default values in the Tables B-2 and B-3 to obtain the proposed 0 045 U-factor in the 2x6 wood stud @ 16 inches o c with only R-11 insulation between studs and an insulated sheathing of more than 10 R-value Or, 2x6 wood stud @ 16 inches o c with R-19 insulation between studs and an insulated sheathing of more than 6 R-value Please correct 6 On the plans clearly show the wall and roof insulation locations, thickness, and R-values, as per the energy design The will be reviewed when the wall insulation sheathing value is clear 9 The Documentation Author and the Principal Envelope Designer must sign the corrected ENV-1 form on sheet AT 6 Note If you have any questions regarding this plumbing, mechanical and energy 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 EsGil Corporation In ¥artnersfiip With government for Quitting Safety DATE September 3, 2O02 O-APPUpANT CgLJiiRi^ > JURISDICTION Carlsbad 7 ~LAJ Q FILE PLAN CHECK NO 02-2424 SET I PROJECT ADDRESS 2032 Corte Del Nogal PROJECT NAME Carlsbad Corporate Center Office Building C (Shell Only) The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck 2<] 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 Lee & Sakahara Architects 16842 Von Karman Ave, Suite 4flC), Irvine, CA 92606-4927 Esgil Corporation staff did not advise the applicant that the plan check has been completed X] Esgil Corporation staff did advise the applicant that the plan check has been completed Person contacted Guy Duerwald ^ Telephone # 949/261-1100 X - 47 Date contacted ^(^ (by~T3>) Fax # -1144 Mail --Telephone _--Fax ^^Tn Person REMARKS By Abe Doliente Enclosures Esgil Corporation £3 GA D MB S EJ D PC 8/22/02 trnsmtldot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858)560-1468 + Fax (858) 560-1576 Carlsbad 02-2424 September 3, 2002 PLAN REVIEW CORRECTION LIST COMMERCIAL PLAN CHECK NO 02-2424 OCCUPANCY B TYPE OF CONSTRUCTION V-N JURISDICTION Carlsbad USE Office (Shell) ACTUAL AREA 7,040 SF ALLOWABLE FLOOR AREA 8,000 SF STORIES 1 HEIGHT SPRINKLERS'? Yes REMARKS DATE PLANS RECEIVED BY JURISDICTION DATE INITIAL PLAN REVIEW COMPLETED September 3, 2002 OCCUPANT LOAD 70 DATE PLANS RECEIVED BY ESGIL CORPORATION 8/22/02 PLAN REVIEWER Abe Doliente FOREWORD (PLEASE READ) This plan review is limited to the technical requirements contained in the Uniform 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 1997 UBC 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 106 4 3, 1997 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i e. plan sheet number, specification section, etc Be sure to enclose the marked UP list when you submit the revised plans Carlsbad 02-2424 September 3, 20O2 Please make all corrections on the original tracings, as requested in the correction list Submit three sets of plans for commercial/industrial projects For expeditious processing, corrected sets can be submitted in one of two ways 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 one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468 Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments NOTE Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete • PLANS 1 All sheets of the plans and the first sheet of the calculations are required to be signed by the California licensed architect or engineer responsible for the plan preparation Please include the California license number, seal, date of license expiration and the date the plans are signed Business and Professions Code • LOCATION ON PROPERTY 2 When two or more buildings are on the same property, the buildings shall have an assumed property line between them for the purpose of determining the required wall and opening protection and roof cover requirements, per Section 503 1 An exception is provided if the combined area of the buildings is within the limits specified in Section 504 for a single building If this exception is used, show how the buildmg(s) will comply with Section 503 3 The exterior walls less than 20 feet to a property line or an assumed property line, shall be one-hour fire-rated construction Section 503 • FIRE-RESISTIVE CONSTRUCTION 4 Provide details of the one-hour fire-resistive construction Include roof/ceiling assemblies, floor/ceiling assemblies, wall assemblies, column and beam assemblies, etc 5 Fire dampers shall be installed per Section 713 11 at all ducted or unducted air openings at penetrations of a) Building exteriors required to have protected openings by Section 503 Carlsbad O2-2424 September 3, 2002 6 Provisions in Chapter 7 require special treatment of penetrations at fire-resistive assemblies Provide typical details on the plans showing how the fire-resistive integrity will be maintained at the following conditions (Include the manufacturers' names and ICBO numbers (or equal) for any sealant) THROUGH-PENETRATIONS (through the entire assembly) Fire-resistive walls shall have penetrations protected with through-penetration fire stops having an F-ratmg, T-ratmg or complying with UBC Standard 7-1, depending on their locations, sizes and combustibility Fire resistive floor/ceiling assemblies shall have penetrations protected with through-penetration fire stops having and F-ratmg, T-ratmg or complying with UBC Standard 7-1, depending on their sizes, combustibility and whether the penetrations are in walls above MEMBRANE-PENETRATIONS (through only one side of an assembly) Fire-resistive walls shall have penetrations protected with membrane-penetration fire stops having an F-ratmg or complying with UBC Standard 7-1, depending on their size and combustibility Limited steel electrical outlet boxes (not exceeding 16sq in , nor more than 100 sq in foranylOOsq ft of wall) require no protection Fire-resistive floors or ceilings having penetrations shall comply with Section 710 NOTE The plans should indicate the various fire-stop ratings required for all penetrations 7 Provide a note on the plans stating "Penetrations of fire-resistive walls, floor- ceilings and roof-ceilings shall be protected as required in UBC Sections 709 and 710" EXITS 8 At least two exits are required for this building Show the required exits Refer to Chapter 10 of the Uniform Building Code for requirements • MASONRY AND CONCRETE 9 Show anchored veneer support and connections attached to wood in Seismic Zones 3 and 4, comply with Section 1403 6 and Section 2307 Show ties, #9 wire in horizontal joints, etc • FIRE EXTINGUISHING 10 Note on the plans "When serving more than 100 sprinkler heads, automatic sprinkler systems shall be supervised by an approved central, proprietary or remote, station service, or shall be provided with a local alarm which will give an audible signal at a constantly attended location " Section 904 3 Carlsbad O2-2424 September 3, 2002 • TITLE 24 DISABLED ACCESS 11 Notes and details for disabled access regulations are shown on the plans This will be field verified and checked at tenant improvement • FOUNDATION 12 Provide a copy of the project soil report prepared by a California licensed architect or civil engineer The report shall include foundation design recommendations based on the engineer's findings and shall comply with UBC Section 1804 13 In Seismic Zone 4, each site shall be assigned a near-source factor Identify this value in the soils report and on the plans Section 1629 4 2 14 Specify on the foundation plan or structural specifications sheet the soil classification, the soils expansion index and the design bearing capacity of the foundation Section 106 3 3 15 Investigate the potential for seismically induced soil liquefaction and soil instability in seismic zones 3 and 4 Section 1804 5 16 Provide a letter from the soils engineer confirming that the foundation plan, grading plan and specifications have been reviewed and that it has been determined that the recommendations in the soil report are properly incorporated into the plans (When required by the soil report) 17 The soils engineer recommended that he/she review the foundation excavations Note on the foundation plan that "Prior to the contractor requesting a Building Department foundation inspection, the soils engineer shall advise the building official in writing that (When required by the soil report) a) The building pad was prepared in accordance with the soils report, b) The utility trenches have been properly backfilled and compacted, and c) The foundation excavations comply with the intent of the soils report" • STRUCTURAL 18 Show the required canopy beam (TS12 X 4 X 3/16) as called out on sheet 11 of the structural calculations Refer to sheet S2 4 of the plans 19 Show the required length of all the shear walls 20 In seismic zone 4, aspect ratios are limited to 2 1 for wood shear panels Table 23-ll-G Carlsbad O2-2424 September 3, 2002 21 Recheck the shear wall type shown for grid lines A & C Refer to sheets 18 & 19 of the structural calculations and sheet S2 2 of the plans • ADDITIONAL 22 Complete and recheck the call-outs and cross references to the details 23 Note on the plans that "This is a shell building only No occupancy shall be allowed until provisions for sanitary facilities, HVAC, Title 24 Disabled Access Regulations and energy conservation requirements are complied with 24 Please see the following corrections for electrical, plumbing, mechanical and energy 25 To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i e , plan sheet, note or detail number, calculation page, etc 26 Please indicate here if any changes have been made to the plans that are not a result of corrections from this list If there are other changes, please briefly describe them and where they are located in the plans Have changes been made to the plans not resulting from this correction list? Please indicate Q Yes a No 27 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 Abe Dohente at Esgil Corporation Thank you ELECTRICAL CORRECTIONS PLAN REVIEWER Eric Jensen ELECTRICAL (1996 NATIONAL ELECTRICAL CODE) 1 Clarify the single line diagram Are the (distribution) transformers private or Utility owned? If private, note so plainly on the single line diagram and provide complete installation details for the medium voltage installation 2 The local electrical utility company does not permit "foreign utilities" such as telephone to be installed in the electrical service room Please review with their planner if the telephone backboard will be allowed in the electrical service room Carlsbad O2-2424 September 3, 2O02 3 Specify the AIC rating for the service mam overcurrent device on the single line diagram 4 Note that the pull-section taps are factory installed, field installed per factory specifications (available at the site), or to be certified by a third party (NRTL certified) testing laboratory 5 Specify if the service is fully rated, series rated or engineered designed If designed, note fault current levels at the various stages of the single line diagram and the required AIC rating for respective devices 6 If the electrical system is a series-rated design, note the following "Overcurrent device enclosures will be identified as series-rated and labeled in accordance with NEC 110-22" and "The overcurrent devices shall be AIC rated per the manufacturers labeling of the electrical equipment" 7 Provide a service grounding design Conductor sizes, electrode types, and connection locations Note The City of Carlsbad does not recognize the use of "rebar" as a grounding electrode 8 Clearly specify the wiring methods that will be used for this project Note The City of Carlsbad does not allow the use of NM or AC cable for commercial occupancies 9 Include on the panel schedules themselves The overcurrent protection for the 9 KVA transformer (Panel A) and the mam protection for Panel A1 Note If you have any questions regarding this Electrical plan 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 addressed on the plans * PLUMBING, MECHANICAL AND ENERGY CORRECTIONS + PLAN REVIEWER Glen Adamek Building "C" PLUMBING (1997 UNIFORM PLUMBING CODE) 1 Provide the site plumbing plans showing the 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 2 Please show the upstream sewer manhole rim elevation As per UPC, Section 710 1, provide backwater valves on all building drains which serve plumbing fixtures with flood nm elevations below the upstream manhole rim elevations Only fixtures with flood rim levels below the upstream manhole rim elevation may flow through a backwater valve Carlsbad O2-2424 September 3, 2002 3 Provide complete water line sizing calculations, including the water pressure, pressure losses, water demands, and developed pipe lengths UPC Section 6100 and Appendix'A' 4 Detail the backflow protection of water connection to fire protection systems as per UPC, Section 603 4 18 ENERGY CONSERVATION 5 The plans show this is a Speculative Building (shell building of known occupancy) and as per the Nonresidential Energy Design Manual dated August 2001, Section 2 2 2 F Energy designs are required for the envelope, lighting and mechanical being installed under this permit This building requires ENV-1, ENV-2 and ENV-3 forms for the proposed envelope being installed under this permit 6 On the plans clearly show the wall and roof insulation locations, thickness, and R-values, as per the energy design 7 Documentation of the method in determining the U-factor and SHGC for each fenestration product type (glass doors, windows and skylights) must be provided for plan check Include, on the plans, for all glass doors, window and skylight types, a complete fenestration description detailing compliance with the required AB 970 modifications to the 1998 Title 24 requirements The description shall include the following applicable information a) Type of product Manufactured or site assembled b) The U-factor and the SHGC ratings c) The method of certification NFRC label, NFRC certification available at site, SHGC(fen) calculation method, or a CEC Default label d) For site-assembled or non-certified fenestration also include a description of the assembly (frame type and glazing type) used for each type 8 Detail required exterior lighting controls "Exterior lighting controlled from a lighting panel within the building shall be controlled by a directional photocell or astronomical time switch that automatically turns off exterior lighting when daylight is available" 9 The corrected completed and signed ENV-1 form must be imprinted on the plans 10 The Documentation Author and the Principal Envelope Designer must sign the ENV-1 form 11 Complete energy plan check will be done when complete corrected energy designs are provided Carlsbad 02-2424 September 3, 2002 Note If you have any questions regarding this plumbing, mechanical and energy 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 Carlsbad 02-2424 September 3, 2002 JURISDICTION Carlsbad VALUATION AND PLAN CHECK FEE PLAN CHECK NO 02-2424 PREPARED BY Abe Doliente DATE September 3, 2002 BUILDING ADDRESS 2032 Corte Del Nogal BUILDING OCCUPANCY B TYPE OF CONSTRUCTION V-N BUILDING PORTION Office (shell) Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code AREA II Valuation (Sq Ft) Multiplier 7040 7040 cb 6000 1 80 By Ordinance Reg Mod 080 VALUE ($) 337,920 12,672 350,592 Bldg Permit Fee by Ordinance Plan Check Fee by Ordinance Type of Review FJ Repetitive Fee Repeats Complete Review D Other r-. Hourly fj Structural Only Hour* Esgil Plan Review Fee $1,31964 $857 77 $739 00 Comments Sheet 1 of 1 macvalue doc City of Carlsbad Public Works BUILDING PLANCHECK CHECKLIST Engineering DATE BUILDING XDDRESS PROJECT DESCRIPTION P/POT--Q3 fyrje. PLANCHECK NO CB ASSESSOR'S PARCEL NUMBER EST VALUE ENGINEERING DEPARTMENT APPROVAL The item you have submitted for review has been approved The approval is based on plans, information and/or specifications provided in your submittal, therefore any changes to these items after this date including field modifications must be reviewed by this office to insure continued conformance with applicable codes Please review carefully all comments attached, as failure to comply with instructions in this report can result in suspension of permit to build D A Right-of-Way permit is required prior to construction of the following improvements DENIAL Please seg^th^ attached report of deficiencies marked y/jfh D Make necessary corrections to plans or specifreaitorrs for compliance with applicable codes and standards Submit corrected plans and/or specifications to this office for review By By Date Date Date FOR OFFICIAL USE ONLY r < ENGINEERING AUTHORIZATION TO ISSUE BUILDING PERMIT k \/ ^^ ^^ i Date D D U D edieatiorTApphcation Dedication Checklist Improvement Application Improvement Checklist Future Improvement Agreement Grading Permit Application Grading Submittal Checklist U Right-of-Way Permit Application [j Right-of-Way Permit Submittal Checklist and Information Sheet 3 Sewer Fee Information Sheet ENGINEERING DEPT CONTACT PERSON Name Karen Saul City of Carlsbad Address 1635 Faraday Avenue Carlsbad CA 92008 Phone (760) 602-2775 CFD INFORMATION Parcel Map No Lots Recordation Carlsbad Tract FAX (760) 602-8562 BUILDING PLANCHECK CHECKLIST |ST D •>ND D D SITE PLAN 1 Provide a fully dimensioned site plan drawn to scale Show A North Arrow B Existing & Proposed Structures C Existing Street Improvements D Property Lines E Easements 2 Show on site plan F Right-of-Way Width & Adjacent Streets G Driveway widths H Existing or proposed sewer lateral I Existing or proposed water service J Existing or proposed irrigation service A Drainage Patterns 1 Building pad surface drainage must maintain a minimum slope of one percent towards an adjoining street or an approved drainage course 2 ADD THE FOLLOWING NOTE "Finish grade will provide a minimum positive drainage of 2% to swale 5' away from building " B Existing & Proposed Slopes and Topography C Size, type, location, alignment of existing or proposed sewer and water service (s) that serves the project Each unit requires a separate service, however, second dwelling units and apartment complexes are an exception D Sewer and water laterals should not be located within proposed driveways, per standards 3 Include on title sheet A Site address B Assessor's Parcel Number C Legal Description For commercial/industrial buildings and tenant improvement projects, include total building square footage with the square footage for each different use, existing sewer permits showing square footage of different uses (manufacturing, warehouse, office, etc) previously approved EXISTING PERMIT NUMBER DESCRIPTION H \WORD\DOCS\CHKLST\BuikJmg Plancheck Cklst Form {Generic) doc BUILDING PLANCHECK CHECKLIST ST '3rd DISCRETIONARY APPROVAL COMPLIANCE nj d 4a Project does not comply with the following Engineering Conditions of approval for */ Project No • D D D 4b All conditions are in compliance Date D DEDICATION REQUIREMENTS 5 Dedication for all street Rights-of-Way adjacent to the building site and any storm dram or utility easements on the building site is required for all new buildings and for remodels with a value at or exceeding $15.000. pursuant to Carlsbad Municipal Code Section 18 40 030 Dedication required as follows Dedication required Please have a registered Civil Engineer or Land Surveyor prepare the appropriate legal description together with an 8 Y2" x 11" plat map and submit with a title report All easement documents must be approved and signed by owner(s) prior to issuance of Building Permit Attached please find an application form and submittal checklist for the dedication process Submit the completed application form with the required checklist items and fees to the Engineering Department in person Applications will not be accept by mail or fax Dedication completed by Date IMPROVEMENT REQUIREMENTS 6a All 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 $75.000. pursuant to Carlsbad Municipal Code Section 1840040 Public improvements required as follows Attached please find an application form and submittal checklist for the public improvement requirements A registered Civil Engineer must prepare the appropriate improvement plans and submit them together with the requirements on the attached checklist to the Engineering Department through a separate plan check process The completed application form and the requirements on the H \WORD\DOCS\CHKLST\Building Planaieck Cklst Form (RIDDLE HARVEY 7 12 00) doc .. ST 2ND QRD BUILDING PLANCHECK CHECKLIST checklist must be submitted in person Applications by mail or fax are not accepted Improvement plans must be approved, appropriate securities posted and fees paid prior to issuance of building permit Improvement Plans signed by Date CH 6b Construction of the public improvements may be deferred pursuant to Carlsbad Municipal Code Section 18 40 Please submit a recent property title report or current grant deed on the property and processing fee of $310 so we may prepare the necessary Future Improvement Agreement This agreement must be signed, notarized and approved by the City prior to issuance of a Building permit Future public improvements required as follows CH [H CH 6c Enclosed please find your Future Improvement Agreement Please return agreement signed and notarized to the Engineering Department Future Improvement Agreement completed by Date D D D 6d No Public Improvements required SPECIAL NOTE Damaged or defective improvements found adiacent to building site must be repaired to the satisfaction of the City Inspector prior to occupancy GRADING PERMIT REQUIREMENTS The conditions that invoke the need for a grading permit are found in Section 11 06 030 of the Municipal Code 7a Inadequate information available on Site Plan to make a determination on grading requirements Include accurate grading quantities (cut, fill import, export) 7b Grading Permit required A separate grading plan prepared by a registered Civil / Engineer must be submitted together with the completed application form attached NOTE The Grading Permit must be issued and rough grading approval obtained prior to issuance of a Building Permit Grading Inspector sign off by Date D 7c Graded Pad Certification required (Note Pad certification may be required even if a grading permit is not required ) H \WORD\DOCS\CHKLS'nBiJilding Plancheck CkUl Form (Generic 7 14 00) doc BUILDING PLANCHECK CHECKLIST 1ST D 2ND D 3RD D D 7d No Grading Permit required 7e If grading is not required, write "No Grading" on plot plan MISCELLANEOUS PERMITS 8 U, ,vgyu(? > A RIGHT-OF-WAY PERMIT is required to do work in City Right-of-Way and/or private work adjacent to the public Right-of-Way Types of work include, but are not limited to street improvements, tree trimming, driveway construction, tying into public storm drain, sewer and water utilities Right-of-Way permit required for D D D D INDUSTRIAL WASTE PERMIT If your facility is located in the City of Carlsbad sewer service area, you need to contact the Carlsbad Municipal Water District, located at 5950 El Cammo Real, Carlsbad, CA 92008 District personnel can provide forms and assistance, and will check to see if your business enterprise is on the EWA Exempt List You may telephone (760) 438-2722, extension 7153, for assistance Industrial Waste permit accepted by Date 10 NPDES PERMIT Complies with the City's requirements of the National Pollutant Discharge Elimination System (NPDES) permit The applicant shall provide best management practices to reduce surface pollutants to an acceptable level prior to discharge to sensitive areas Plans for such improvements shall be approved by the City Engineer prior to issuance of grading or building permit, whichever occurs first Required fees are attached Q No fees required WATER METER REVIEW 12a Domestic (potable) Use Ensure that the meter proposed by the owner/developer is not oversized Oversized meters are inaccurate during low-flow conditions If it is oversized, for the life of the meter, the City will not accurately bill the owner for the water used • All single family dwelling units received "standard" 1" service with 5/8" service H \WORD\DOCS\CHKLST,BuilOing PlancftH* Cklst Form (Generic) doc 1ST •>ND D 12b BUILDING PLANCHECK CHECKLIST • If owner/developer proposes a size other than the "standard", then owner/developer must provide potable water demand calculations, which include total fixture counts and maximum water demand in gallons per minute (gpm) A typical fixture count and water demand worksheet is attached Once the gpm is provided, check against the "meter sizing schedule" to verify the anticipated meter size for the unit • Maximum service and meter size is a 2" service with a 2" meter • If a developer is proposing a meter greater than 2", suggest the installation of multiple 2" services as needed to provide the anticipated demand (manifolds are considered on case by case basis to limit multiple trenching into the street) Irrigation Use (where recycled water is not available) All irrigation meters must be sized via irrigation calculations (in gpm) prior to approval The developer must provide these calculations Please follow these guidelines 1 If the project is a newer development (newer than 1998), check the recent improvement plans and observe if the new irrigation service is reflected on the improvement sheets If so, at the water meter station, the demand in gpm may be listed there Irrigation services are listed with a circled "I", and potable water is typically a circled "W" The irrigation service should look like STA 1+00 Install 2" service and 5 meter (estimated 100 gpm) If the improvement plans do not list the irrigation meter and the service/meter will be installed via another instrument such as the building plans or grading plans (w/ a right of way permit of course), then the applicant must provide irrigation calculations for estimated worst-case irrigation demand (largest zone with the farthest reach) Typically, Larry Black has already reviewed this if landscape plans have been prepared, but the applicant must provide the calculations to you for your use Once you have received a good example of irrigation calculations, keep a set for your reference In general the calculations will include • Hydraulic grade line • Elevation at point of connection (POC) • Pressure at POC in pounds per square inch (PSI) • Worse case zone (largest, farthest away from valve • Total Sprinkler heads listed (with gpm use per head) • Include a 10% residual pressure at point of connection In general, all major sloped areas of a subdivision/project are to be irrigated via separate irrigation meters (unless the project is only SFD with no HOA) As long as the project is located within the City recycled water H \WORD\DOCS\CHKLST\BuiMino Plancheck Cklsl Fomi (Generic) doc A ST ON D RD BUILDING PLANCHECK CHECKLIST service boundary, the City intends on switching these irrigation services/meters to a new recycled water line in the future 12c Irrigation Use (where recycled water is available) 1 Recycled water meters are sized the same as the irrigation meter above 2 If a project fronts a street with recycled water, then they should be connecting to this line to irrigate slopes within the development For subdivisions, this should have been identified, and implemented on the improvement plans Installing recycled water meters is a benefit for the applicant since they are exempt from paying the San Diego County Water Capacity fees However, if they front a street which the recycled water is there, but is not live (sometimes they are charged with potable water until recycled water is available), then the applicant must pay the San Diego Water Capacity Charge If within three years, the recycled water line is charged with recycled water by CMWD, then the applicant can apply for a refund to the San Diego County Water Authority (SDCWA) for a refund However, let the applicant know that we cannot guarantee the refund, and they must deal with the SDCWA for this 13 Additional Comments H \WORD\DOCS\CHKLSTBuiWing Plancheck Cklsl Forni (Generic) doc 95/12/2003 14 03 FAX 7604384178 GRADING INSPECTION CHECKLIST FOR PARTIAL SITE RELEASE i'_c&l&*/2a& iioi PROJECT INSPECTOR, PROJECT I ft 02> DATE- GRADING PERMIT NO. LOTS REQUESTED FOR RELEASED N/A « NOT APPLICABLE V* COMPLETE 0 = INCOMPLETE OR UNACCEPTABLE 2nd. 1 Site access to requested lots adequate and logicafly grouped. 2. Sfte erosion control measures adequate. 3. Overall site adequate for health, safety and welfare of pubfic 4. Letter of request for partial release submitted. 5 8 vff X11* site plan (attachment) showing requested tote submitted. 6. Compaction report from soils engineer submitted. f Engineer of Work certification of work done and pad elevations. 6 Geologic engineer's letter if unusual geologic or subsurfa conditions exist d. Project conditions of approval checked for confficta. 10 weather roads access to site. Partial release of grading for the above stated lots * approved for to purpose of buUty perm* issuance. Issuance of building permits is sffl subject to al normal City requirements required pursuant to the buldhg permit process. O Partial release of the site b denied for the following reasons: Construction Manager Date D Esti CiXLlal ENGINEERING DEPARTMENT FEE CALCULATION WORKSHEET imate based on unconfirmed information from applicant Calculation based on building plancheck plan submittal Address Bld9 Perm.tNo Prepared bv OfS EDU CALCULATIONS Types of Use S" L Tvoes of Use APT CALCULATIONS s\ Types of Use Q^ Types of Use FEES REQUIRED- ^ Date <5/y9^S Checked by List types and square footages for all uses nn y&fyo/^^^MV Sq Ft /Units "^ / c>evo Sq Ft /Units List types and square footages for all uses n/") S~/ f~> /,OJ*L¥ Sa Ft /Units //&TQ \7oVi Sa Ft /Units x-' Date EDU's /. V/ EDU's *) ADT's 3^> ADT's WITHIN CFD D*TES (no bridge & thoroughfare fee in District #1. reduced Traffic Impact Fee)DNO PARK-IN-LIEU FEE FEE/UNIT PARK AREA & # X NO UNITS TRAFFIC IMPACT FEE ADT-s/UNITS J FEE/ADT or 5 st BRIDGE AND THOROUGHFARE FEE (DIST #1 ADTs/UNITS X FEE/ADT FACILITIES MANAGEMENT FEE ZONE £ UNIT/SO FT /O^D X SEWER FEE /. DIST #2 DIST #3 FEE/SO FT/UNIT. FEE/EDU BENEFIT AREA EDU's /FEE/EDU SEWER LATERAL ($2,500) 7 DRAINAGE FEES PLDA ACRES * Sy^6 POTABLE WATER FEES UNITS CODE CONNECTION FEE HIGH. FEE/AC /LOW =$ METER FEE SDCWA FEE IRRIGATION F \FEE CALCULATION WORKSHEET doc 1 of 2 Rev 7/14/00 , N .2 s (U to Q O It *I 1 6 6 §c _ J5Q. 0. Kfo PLANNING DEPARTMENT BUILDING PLAN CHECK REVIEW CHECKLIST Plan Check No CB Planner APN Saima Qureshy Address Phone (760) 602-461 9_ - rm Type of Project & Use Zoning ' KA _ General Plan ~P3I IwJLuytj. Net Project Density DU/AC Facilities Management Zone CFD (in/out) #_Date of participation ^ \~l\<\\ Remaining net dev acres Q Circle One (For non-residential development Type of land used created by this permit Iv^cU^'tSAgJ / Legend Item Complete Environmental Review Required DATE OF COMPLETION 6? I \3 Item Incomplete - Needs your action YES \/ NO TYPE Compliance with conditions of approval7 If not, state conditions which require action Conditions of Approval Discretionary Action Required APPROVAL/RESO NO'PVP YES NO TYPE DATE PROJECT NO TMP O2. - O OTHER RELATED CASES • Compliance with conditions or approval7 If not, state conditions which require action Conditions of Approval \Q(<^\J^O y^.b vny\ah?) ^ 1\ CP^gp^-fH^vvvx ^rJU^ "P.ct ) , l2.Ct-*K ^^ ^S Coastal Zone Assessment/Compliance Project site located in Coastal Zone7 YES_ CA Coastal Commission Authority7 YES_ NO NO If California Coastal Commission Authority Contact them at - 7575 Metropolitan Drive, Suite 103, San Diego CA 92108-4402, (619) 767-2370 Determine status (Coastal Permit Required or Exempt) Coastal Permit Determination Form already completed7 YES_ If NO, complete Coastal Permit Determination Form now Coastal Permit Determination Log # NO Follow-Up Actions 1) Stamp Building Plans as "Exempt" or "Coastal Permit Required" (at minimum Floor Plans) 2) Complete Coastal Permit Determination Log as needed Inclusionary Housing Fee required YES NO (Effective date of Inclusionary Housing Ordinance - May 21, 1993 ) Data Entry Completed7 YES NO (A/P/Ds, Activity Maintenance, enter CB#, toolbar, Screens, Housing Fees, Construct Housing Y/N, Enter Fee, UPDATE') H \ADMIN\COUNTER\BldgPlnchkRevChklst Rev 9/01 ci n Site Plan 1 Provide a fully dimensional site plan drawn to scale Show North arrow, propert'ty line's, 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) 2 Provide legal description of property and assessor's parcel number Policy 44 - Neighborhood Architectural Design Guidelines 1 Applicability YES NO u^~ 2 Project complies YES NO Zoning 1 Setbacks Front Interior Side Street Side Rear Top of slope 2 Accessory structure Front Interior Side Street Side Rear Structure separation 3 Lot Coverage Required Required Required Required Required setbacks Required Required Required Required Required Required Shown Shown Shown Shown Shown Shown Shown Shown Shown Shown Shown 4 Height 5 Parking Required Spaces Required Shown Shown {breakdown by uses for commercial and industrial projects required) Residential Guest Spaces Required Shown Additional Comments OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER H \ADMIN\COUNTER\BldgPlnchkRevChklst Rev 9/01 Carlsbad Fire Department 022424 1635 Faraday Ave Carlsbad, CA 92008 Plan Review Requirements Category Date of Report 09/24/2002 Fire Prevention (760) 602-4660 Building Plan Name Address City, State Lee & Sakahara 16842 Von Karman Ave Suite 300 Irvine CA 92606 ; * i Plan Checker Job Name Job Address Job # 022424 Office Park Bldg "C" 2032 Corte Del Nogal Bldg# CB022424 Ste or Bldg No Approved The item you have submitted for review has been approved The approval is based on plans, information and / or specifications provided in your submittal, therefore any changes to these items after this date, including field modifications, must be reviewed by this office to insure continued conformance with applicable codes and standards Please review carefully all comments attached as failure to comply with instructions in this report can result in suspension of permit to construct or install improvements D Approved Subject to The item you have submitted for review has been approved subject to the attached conditions The approval is based on plans, information and/or specifications provided in your submittal Please review carefully all comments attached, as failure to comply with instructions in this report can result in suspension of permit to construct or install improvements Please resubmit to this office the necessary plans and / or specifications required to indicate compliance with applicable codes and standards D Incomplete The item you have submitted for review is incomplete At this time, this office cannot adequately conduct a review to determine compliance with the applicable codes and / or standards Please review carefully all comments attached Please resubmit the necessary plans and / or specifications to this office for review and approval Review FDJob# 1st ?nr| 3rd 022424 FD File # Other Agency in Carlsbad Fire Department &*?- <*^r °22427 1635 Faraday Ave Fire Prevention Carlsbad, CA 92008 (760) 602-4660 Plan Review Date of Report 09/13/2002 Reviewed by Name Lee & Sakahara Address 16842 Von Karman Ave Suite 300 City, State Irvine CA 92606 Plan Checker °22427 Job Name Office Park Bldg "D" Job Address 2030 Corte Del Nogal Ste or Bldg No Applicant must demonstrate that all turning radii within this property are a minimum of 28 feet In addition the placement of the proposed Fire Hydrants will be dictated by the placement of the Double Detector Check Valve assemblies Our placement criteria is that a Fire Hydrant SHALL be within 90 linear feet of the Fire Department Connection on the same side of any FD access road CARLSBAD OFFICES Building C Structural Calculations Job No. A02-088 AUGUST 20, 2002 Revised 9/19/2002 Prepared by FICCADENTI & WAGGONER Consulting Structural Engineers, Inc 16969 Von Karman, Suite 240 Tel (949)4740502 Irvine, CA 92614 Fax (949) 474 1801 FICCADENTI & WAGGONER Consulting Structural Engineers, Inc Seb J Ficcadenti Michael A Waggoner Thomas A Castle Mark E Schroeder 16969 Von Karman Suite 240 Irvine CA92614 Tel (949) 474 0502 Fax (949)4741801 Carlsbad Offices Building C Gary E Landingham Kevin L McCoy Roger C Lee Douglas A Hilts David S Pomerleau Vincent DeVita Wing K Suen Dana M Hennis Chad W M M Sakai Mario Giampa Ahmad S Kamrany Kirsten L Zeydel Kent C Forsythe Juan F Garcia Sil H Garcia Northern California Office 3100 Oak Rd Suite 390 Walnut Creek CA 94596 Tel (925)2800098 Fax (925)2800096 TABLE OF CONTENTS Typical Dead and Live Loads Roof Beam Design Roof Header Design Canopy Beam Design Column and Pad Footing Design Seismic Loads Wind Loads Seismic Analysis Shear Wall Design Hold Down Anchor Bolt Design Straps and Chord Elements Wood Stud Wall Design Entry Parapet Design Large Opening Header Wind Load Check Page 1 PageS Page 9 Page 11 Page 12 Page 13 Page 14 Page 15 Page 17 Page 21 Page 24 Page 27 Page 30 Page 33 Ficcadenti & Waggoner, Inc ^Ti c.,. C ' l>~ Ficcadenh Waggoner, Inc CARLSBAD OFFICES 1>AGE—* JOB NO A02088 BY MES DATE 8/16/2002 CHK D DATE TYPICAL DEAD & LIVE LOADS; Roof Loads Roofing Material 22 Psf Future Roof 1 0 Psf Plywood (3/4") 22 Psf Insulation 1 5 Psf Joist (32" o/c) 19 Psf Glulam Beams 19 Psf HVAC 30 Psf Sprinklers 20 Psf Suspended Accoustical Ceiling 1 8 Psf Misc 05 Psf 4th Level Dead Load 180 Psf Use 180 Psf Live Load Roof (Reducible) 200 Psf Total Load 380 Psf Vertical Loads Ficcadenti Waggoner, Inc CARLSBAD OFFICES PAGE___-2__ JOB NO A02088 BY MES DATE 8/16/2002 CHK D DATE TYPICAL DEAD & LIVE LOADS; Exterior Wall Loads Eifs Finish 20 Psf Plywood (1/2") 15 Psf Stud Walls 28 Psf Gypsum Board 2 8 Psf Insulation 15 Misc 10 Dead Load 116 Psf Use 120 Psf Interior Wall Loads Interior Partions (Floor) 200 Plf Interior Partitions (Seismic) 10 0 Plf Vertical Loads To specify your title block on these five lines, use the SETTINGS selection on the main menu and enter your title block information will be printed on each page Title Job # Dsgnr Date 1128AM 19AUG02 Description Scope i£fcc^'322Junl'WW!"32 Timber Cantilevered Beam SysterriroiectsXcar|sbQdoff|cecomD|exXJa a^ Description Building C E Beam Ln B (1 General Information Fb Base Allow Fv and 4) Calculations are designed to 1997 NDS and 1997 UBC Requirements 2,400 0 psi Elastic Modulus 1 ,800 0 ksi Live loads placed for maximum values 1650 psi Load Duration Factor 1000 Cantilevers assumed unbraced for Fb calc Column Bay & Beam Data Column Spacing Actual Span Left Cantilever Right Cantilever Beam Width Beam Depth Member Type Moments Mmax @ Center Max @ Left End Max @ Riqht End Loads Dead Load Live Load Dead Load Live Load Start End ft ft ft ft in in 0 00 31 60 2560 6750 22500 3luLam kft kft kft 990 #/ft #/fl #/ft #/ft ft ft 74800 44800 1000 600 1700 31 80 600 600 6750 27000 3luLam 820 1139 1072 74800 44800 31 60 2560 6750 22500 3luLam 884 66800 40000 8000 4800 11 30 Stresses Fb Allowable fb Actual Max Shear Fv Allowable fv Actual Reactions Max Left Reaction Max Right Reaction Deflections Center DL Maximum Left Cant DL Maximum Right Cant DL Maximum psi psi Ibs psi psi 21496 2,085 6 OK 15,4899 16500 15299 ShearOK Ibs Ibs in in in in in in 15 489 9 15,3985 -0633 1012 20654 16668 OK 19,9335 16500 16406 ShearOK 43 063 9 41 599 8 0 106 0623 0 126 0516 0112 0489 2,1496 1 8623 OK 142780 16500 14102 ShearOK .. ^ 142780 13740 1 0566 0906 To specify your title block on Title Job # these five lines, use the SETTINGS Dsanr Date 1 1 30AM 1 9 AUG °2 Descriptionselection on the mam menu and enter your title block information Scope will be printed on each page User KW060I912 Vor513 22Junl099 Wn32 Timber BG3ITI & JOISt Page 1CO 1983 99 ENERCALC •••»»»»«•« c \proj_ects\corlsbad office com£le_x^beams 6cw Description Building C E Roof Beam Ln 1 and 4 (B) Timber Member Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Timber Section Beam Width Beam Depth Le Unbraced Length Timber Grade Fb - Basic Allow Fv Basic Allow Elastic Modulus Load Duration Factor Member Type Repetitive Status Center Span Data Span Dead Load Live Load Point #1 DL LL @X Results Mmax @ Center @X = fb Actual Fb Allowable fv Actual Fv Allowable in in ft psi psi ksi Beam Ln 1 4 (B) 5125x180 5125 18000 900 Douglas Fir 24F V 24000 1650 1 8000 1 250 GluLam No ft #/ft #/ft Ibs Ibs ft 900 20000 8000 9 700 00 7,760 00 5750 Ratio = 09462 in k ft psi psi psi psi 46506 576 1 6804 2901 8 Bending OK 1951 2063 Shear OK Reactions @ Lett End DL LL Max DL+LL @ Right End DL LL Max DL+LL Deflections Center DL Defl L/Defl Ratio Center LL Defl L/Defl Ratio Center Total Defl Location L/Defl Ratio Ibs Ibs Ibs Ibs Ibs Ibs 4 402 78 316222 7,565 00 7,097 22 531778 1241500 . in in in ft 0058 1 8705 0044 24785 0 101 4824 1 0660 To specify your title block on Title these five lines, use the SETTINGS °s9nr t. x *.. . Descriptionselection on the mam menu and enter your title block information Scope will be printed on each page Job# Date 11 30AM 19AUG02 uSr KW06019I2 Ver5 13 22 Jun 1999 Win32 Timbef 663111 & JOISt Pa9e 1 1(O198399ENERCALC •—-«•• »». wv, „ c \proiects\OTrlsbad off ice complex \beams ecwjj Description Building C E Roof Beam Ln 4 (A and B) Timber Member Informa Timber Section Beam Width in Beam Depth in Le Unbraced Length ft Timber Grade Fb Basic Allow psi Fv Basic Allow psi Elastic Modulus ksi Load Duration Factor Member Type Repetitive Status Center Span Data Span Dead Load Live Load Results Mmax @ Center @X = fb Actual Fb Allowable fv Actual Fv Allowable tion Calculations are designed to 1997 NDS and 1997 DEC Requirements I earn Ln 4 (A an 5125x120 5 125 12000 1600 JouglasFir 24F V 2,400 0 1650 1 ,800 0 1250 GluLam No ft #/ft #/ft 1600 26000 8000 Ratio = 0 3669 in k ft psi psi psi psi 1 _! 13056 800 1061 5 2,892 7 Bending OK 584 2063 Shear OK Reactions | @ Left End DL LL Max DL+LL @ Right End DL LL Max DL+LL Ibs Ibs Ibs Ibs Ibs Ibs 2 080 00 64000 2,720 00 2 080 00 64000 2 720 00 Deflections jl Center DL Defl L/Defl Ratio Center LL Defl L/Defl Ratio Center Total Defl Location L/Defl Ratio in in in ft 0289 6653 0089 21622 0377 8000 5087 c To specify your title block on Title Job # these five lines, use the SETTINGS Ds9""- Date 1 1 32AM 1 9 AUG 02 Descriptionselection on the mam menu and enter your title block information Scope will be printed on each page U^r KW0601<J12 VsrSU 22Jun1999 Win32 TimbSf 663111 & JOISt Pa9e 1 1(« 1983 99 ENERCALC c XjDrojectj^cxjrlsbad off ice comglex^ beams ecw | Description Building C E Roof Beam Ln A (1 and 2) Timber Member Informa y^^jMgi^M^i^^y^^,M«teg^^^Ki8j^ Timber Section Beam Width in Beam Depth in Le Unbraced Length ft Timber Grade Fb Basic Allow psi Fv Basic Allow psi Elastic Modulus ksi Load Duration Factor Member Type Repetitive Status Center Span Data Span Dead Load Live Load Results Mmax @ Center @ X = fb Actual Fb Allowable fv Actual Fv Allowable Reactions @ Left End DL LL Max DL+LL @ Right End DL LL Max DL+LL Deflections Center DL Defl L/Defl Ratio Center LL Defl L/Defl Ratio Center Total Defl Location L/Defl Ratio tion Calculations are designed to 1997 NDS and 1997 UBC Requirements 1 earn Ln A (1 an 6x12 5500 11 500 11 00 Jouglas Fir Larch 1 3500 850 1 6000 1 250 Sawn No ft #/ft #/ft 11 00 50000 32000 Ratio = 0 8375 in k ft psi psi psi psi 14883 550 1,2277 1 6635 Bending OK 890 1063 Shear OK Ibs Ibs Ibs Ibs Ibs Ibs 2,750 00 1 ,760 00 451000 2 750 00 1 ,760 00 4,51000 in in in ft 0148 8938 -0095 1,3966 -0242 5500 5450 II | 1 . _ - _J To specify your title block on Title Job # these five lines, use the SETTINGS Ds9nr Date 1 1 32AM 1 9 AUG °2 . i _, Descriptionselection on the main menu and enter your title block information Scope will be printed on each page Rev 510300 _ , _ _ . Pnna 1 b User KW0601912 VarS 13 22 Junl999 Win32 TimDGr 063111 & JOIST rdyt! 1 |(01983 99 ENERCAIC "" ** w " __c_\jDroiects\car]sbad office cgrnglex\Jbeams ecwj Description Building C E Roof Beam Ln 1 (A and B) Timber Member Information Calculations are designed to 1997 NDS and 1997 UBC Requirements || Timber Section Beam Width Beam Depth Le Unbraced Length Timber Grade Fb Basic Allow Fv - Basic Allow Elastic Modulus Load Duration Factor Member Type Repetitive Status in in ft psi psi ksi earn Ln 1 (A an 6x8 5500 7500 11 00 )ouglas Fir Larch 1 3500 850 1 6000 1 250 Sawn No Center Span Data | Span Dead Load Live Load Results Mmax @ Center @X = fb Actual Fb Allowable fv Actual Fv Allowable ft #/ft #/ft 11 00 22000 8000 Ratio 0 6310 j| in k ft psi psi psi psi 5445 550 1,0560 1 ,673 4 Bending OK 533 1063 Shear OK Reactions | @ Left End DL LL Max DL+LL @ Right End DL LL Max DL+LL Deflections Center DL Defl UDef! Ratio Center LL Defl L/Defl Ratio Center Total Defl Location L/Defl Ratio Ibs Ibs Ibs Ibs Ibs Ibs 1,21000 44000 1 650 00 121000 44000 1 650 00 \ in in in ft 0234 5635 0085 1,5496 0319 5500 4132 u To specify your title block on Title Job # these five lines, use the SETTINGS Ds9nr Date 1 1 32AM 1 9 AUG °2 , . . . Descriptionselection on the mam menu and enter your title block information Scope will be printed on each page U°er KW-060^12 Ver5 13 22 Jun 1999 Win32 Timbef 663(11 & JOISt P&^& 1 (01983WENERCALC IIIMWCI i-r^wni « uwioi. cJ^grojectsVcarlsbad office corriglex \beamsecwj Description Building C E Roof Beam Ln A (3 and 4) Timber Member Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Timber Section Beam Width Beam Depth Le Unbraced Length Timber Grade Fb Basic Allow Fv Basic Allow Elastic Modulus Load Duration Factor Member Type Repetitive Status Center Span Data Span Dead Load Live Load Results Mmax @ Center @X = fb Actual Fb Allowable fv Actual Fv Allowable Reactions @ Left End DL LL Max DL-t-LL @ Right End DL LL Max DL+LL Deflections Center DL Defl L/Defl Ratio Center LL Defl L/Defl Ratio Center Total Defl Location L/Defl Ratio in in ft psi psi ksi earn Ln A (3 an 5125x150 5125 15000 1400 Douglas Fir 24F V 24000 1650 1 ,800 0 1 250- GluLam No !«#/«#/ft 1400 54000 30000 Ratio = 0 4584 in k ft psi psi psi psi 24696 700 1,2850 28705 Bending OK 945 2063 Shear OK Ibs Ibs Ibs Ibs Ibs Ibs 3 780 00 210000 5 880 00 3,780 00 2,10000 5,880 00 r _ _ . _ _ in in in ft 0180 9339 0100 1 681 0 -0280 7000 6004 To specify your title block on Title Job # these five lines, use the SETTINGS °s9nr Date 1 1 30AM 1 9 AUG °2 Description selection on the main menu and enter your title block information Scope will be printed on each page_ User KW-060J912 VerS 13 22 Jur>lW9 Win32 TimbSf 303111 & JOISt Page 1 |(OW&3WENERCALC MV»I«. c XDrojects^carlsbad off ice comolex \beams ecw I Description Building A B C D E Roof Header (Perpendicular) Timber Member Information Calculations are designed to 1997 NDS and 1997 UBC Requirements | Timber Section Beam Width Beam Depth Le Unbraced Length Timber Grade Fb Basic Allow Fv Basic Allow Elastic Modulus Load Duration Factor Member Type Repetitive Status Center Span Data Span Dead Load Live Load Results Mmax @ Center @X = fb Actual Fb Allowable fv Actual Fv Allowable in in ft psi psi ksi Header (Perp) 6x10 5500 9500 800 JouglasFir Larch 1,3500 850 1,6000 1250 Sawn NO 1 ft #/ft #/ft 800 52000 40000 Ratio = 0 8034 | in k ft psi psi psi psi 8832 400 10676 16741 Bending OK 854 1063 Shear OK Reactions | @ Left End DL LL Max DL+LL @ Right End DL LL Max DL+LL Deflections Center DL Defl L/Defl Ratio Center LL Defl L/Defl Ratio Center Total Defl Location L/Defl Ratio Ibs Ibs Ibs Ibs Ibs Ibs 2 080 00 160000 3,680 00 2,08000 1,60000 3,68000 *in in in ft 0 076 1,2595 0059 1 6374 0135 4000 711 9 To specify your title block on Title these five lines, use the SETTINGS °s9nr, „Description selection on the mam menu and enter your title block information Scope will be printed on each page Job# Date 1131AM 19AUG02 User KWO60I912 Ver5 1 3 22 Jun-1999 Win32 TllTlbSr BG3IT1 & JOISt raQB 1 •(Oi 963-99 ENERCALC c \Drolects\carlsbad office complex\beams ecw I Description Building ABODE Roof Header (Parallel) Timber Member Information Calculations are designed to 1997 NDS and 1997 UBC Requirements | Timber Section Beam Width Beam Depth Le Unbraced Length Timber Grade Fb - Basic Allow Fv - Basic Allow Elastic Modulus Load Duration Factor Member Type Repetitive Status Center Span Data Span Dead Load Live Load Results Mmax @ Center @X = fb Actual Fb Allowable fv Actual Fv Allowable Reactions @ Left End DL LL Max DL+LL @ Right End DL LL Max DL+LL in in ft psi psi ksi Header (Paralle 6x8 5500 7500 800 Xxiglas Rf Larch 1 3500 850 1,6000 1250 Sawn No ft #/ft #/ft 1 800 22000 8000 Ratio = 0 3483 in-k ft psi psi psi psi 2880 400 5585 1,6776 Bending OK 370 1063 Shear OK Ibs Ibs Ibs Ibs Ibs Ibs | 1 88000 32000 1,20000 88000 32000 1,20000 Deflections | Center DL Defl L/Defl Ratio Center LL Defl L/Defl Ratio Center Total Defl Location L/Defl Ratio in in in ft -0066 1,4649 -0024 4,028 4 -0089 4000 1,0742 To specify your title block on these five lines, use the SETTINGS mam menu selection, choose the Printing & Title Block tab, and ent your title block information Title Dsgnr Description Scope Date Job# 538PM 13J >02 Rev 510301 User KW-0601912 Ver513 22 Jun-1999 Win32 (OI98399ENERCALC Steel Beam Design Page 1 c \ec\corlsbod ecw Calculations Description Building B C D E Canopy Beam General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section TS1 2X4X1/4 Center Span Left Cant Right Cant Lu Unbraced Length Distributed Loads 20 00 ft 5 00 ft 0 00 ft 0 00 ft Pinned Pinned LL & ST Act Together Fy Load Duration Factor Elastic Modulus 4600ksi 1 00 29 000 0 ksi DL LL ST Start Location End Location #1 #2 #3 0205 0205 #4 #5 #6 #7 k/ft k/ft k/ft ft ft L Summary j ^gT;^M"i^^^s^ss»'l'Jif''''^^^^^ Using TS 12X4X1/4 section Span = 20 00ft Fy = 460ksi End Fixity = Pinned Pinned Lu = 0 00ft LDF = 1 000 Actual Moment fb Bending Stress fb/Fb Shear fv Shear Stres« fv/Fv 20 500 k ft 1 1 622 ksi 0383 1 4100 k 0 683 ksi 0037 1 Beam OK Static Load Case Governs Stress Left Cant =5 00ft, Right Cant = 0 00ft Allowable 53 552 k ft 30 360 ksi 55 200 k 18400 ksi Max Deflection 0 401 in Length/DL Defl 7486 1 Length/(DL+LL Defl) 3743 1 Force & Stress Summary . 1 « These columns are Dead + Live Load placed as noted » Max M + Max M Max M @ Left Max M @ Right Shear @ Left Shear @ Right Center Defl Left Cant Defl Right Cant Defl Query Defl @ Reaction @ Left Reaction @ Rt Fa calc d per 1 5-1 Section Properties Depth Width Thickness Area Maximum 20 50 k ft 4 10k 410k 0 401 m 0 321 m 0 000 m 0000ft 410 410 K*L/r < Cc TS1 2X4X1/4 12000m 4000m 0 250 in 7 59 m2 DL Onlv < 1025 205 205 0200 0 160 0000 0000 205 205 Weight I XX lyy S xx Syy LL $ Center 2050 410 410 0401 0321 0000 0000 4 10 410 LL+ST @ Center 0401 0321 0000 0000 4 10 4 10 25 78 #/fl 12700 m4 22 30 m4 21 167in3 11 150 m3 LL @ Cants 1025 205 205 0200 0 160 0000 0000 205 205 r xx ryy LL+ST @ Cants kft kft kft kft k k 0 200 in 0160 in 0 000 in 0 000 m 205 k 205 k ___^^__J 4091 in 1 714 in FICCADENTI & WAGGONER Consulting Structural Engineers, Inc 1 6969 Von Karman Suite 240 Tel (949) 474 0502 Irvine CA 92614 Fax (949) 474 1801 PROJECT DATE DESIGNER PAGE 1 1 <c- c IC IS J & £/ If FICCADENTI & WAGGONER Consulting Structural Engineers, Inc 16969 Von Karman Suite 240 Te! (949) 474 0502 Irvine CA 92614 Fax (949) 474-1801 PROJECT DATE </ DESIGNER - PAGE ' / "1 -1 l<_ ' :TG , J - ^ FICCADENTI & WAGGONER Consulting Structural Engineers, Inc 1 6969 Von Karman Suite 240 Tel (949)4740502 Irvine CA 92614 Fax (949) 474 1801 L. PROJECT DATE DESIGNER PAGE ' (.- t- C 'Pn, FICCADENTI & WAGGONER Consulting Structural Engineers, Inc 1 6969 Von Karman Suite 240 Tel (949)4740502 Irvine CA 92614 Fax (949) 474 1801 PROJECT DATE ~7 / DESIGNER. PAGE _ (i ,TCs. • •*-S-o t 2,1-''TV 2'*H-'. V/ i ooooooooooooo 88 o o 7? COCO CM -= O TJ D fc tss II II uX >- 'S'S •g S*j 4= *= o o O 0 BB T3 I D If CO GO CN CM CM OO I"*- r— •— CN tO i— i 3 i g d> 0) 88 O D BB OO CO SS8 •3« £x E E T3 T3 £ 2 U O Q E > s 5s §s Q "- X P OJCM — — — cOcOi— «— O-O-O CMCMCMCN — — •— — ooo-o-6-o^oooo-o-o CMCNOO-O-O*OI(N — iOiO«— OOOOOOOOOOOOO OOOOOOOOOOOOO sssssssssssss OOOOOOOOOOOOO 888888^888888 OOOOOOOOOOOOO g .. ., • *" •' OOOOOOOOOOOOO i8! CNCMCMCNJCN1— •— •— OJ — •— — — OOOOOOOOOOOOO - CNconncM-— ^C^ S S S S F; S S S g g S OOOOOOOOOOOOO oiioiOLOc-i^coco^-tococo^r•^t'LOLoio^TCNconiia'(*ococo(N OOOOOOOOOOOOO OOOOOOOOOOOOO uuouu<<<<<<<< lililiiiiiiii i Xo 2o Xo i Cu FICCADENTI & WAGGONER Consulting Structural Engineers, Inc 16969 Von Karman Suite 240 Irvine CA 92614 Tel (949) 474 0502 Fax (949)474 1801 Job Name Job No Designer _ Date Preliminary SHEAR WALL EVALUATION ROOF (FLOOR OR ROOF) C« 6-e.iD Carlsbad Offices A02 088 MES July 2002 cGRID LINE A SILL CONNECTION ANCHOR BOLTS (ANCHOR BOLTS LAG SCREWS OR SILL NAILS) PLYWOOD ORIENTATION TO WALL PARA (PARA OR PERP) SHEATHING Load Demand Wall Length 2 Sheathing Stress SHEAR TRANSFER. Shear Transfer Demand Shear Transfer Length 2 Shear Transfer Stress SILL ANCHORAGE Load Demand Shear Transfer Length 1 Sill Anchorage Stress DIAPHRAGM ANALYSIS Load Demand Diaphragm Length Diaphragm Width Chord Force Diaphragm Stress 157500 pounds 43 6 feet 361 2 pounds/foot < 430 Ib/ft 1 /2" STRI Ply w/8d @ 4"o/c @ edges 155000 pounds 95 0 feet 163 2 pounds/foot < 168 Ib/ft Simpson A35 @ 32" o/c 155000 pounds 90 0 feet 172 2 pounds/foot < 195 Ib/ft 5/8" Anchor Bolts @ 72" o c 310000 pounds 95 0 feet 76 0 feet 3100 0 pounds 163 2 pounds/foot < 240 Ib/ft 3/4" STR 1 Ply unblocked w/lOd @ 6" o/c @ sup edges Case 1 OVERTURNING MOMENT. Load Demand (each wall) O T Length of Wall Height of Wall O T Moment Above O T Moment @ Base Uniform Dead Load Point Load at Ends Resisting Moment 1 336 6 pounds 3 7 feet 140 feet 0 0 foot pounds 187122 foot-pounds 528 0 pounds/foot 0 0 pounds 36142 foot-pounds Tension Uplift 4,178 2 pounds FICCADENTI & WAGGONER Consulting Structural Engineers, Inc 16969 Von Karman Suite 240 Irvine CA 92614 Tel (949)4740502 Fax (949)474 1801 Job Name Job No Designer _ Date Carlsbad Offices A02 088 MES July 2002 Preliminary SHEAR WALL EVALUATION ROOF (FLOOR OR ROOF): Q - GRID LINE C bCULDllOcV G SILL CONNECTION ANCHOR BOLTS #RJ D i-\^ (ANCHOR BOLTS LAG SCREWS OR SILL NAILS) PLYWOOD ORIENTATION TO WALL PARA (PARA OR PERP) SHEATHING Load Demand Wall Length 4 Sheathing Stress SHEAR TRANSFER. Shear Transfer Demand Shear Transfer Length 4 Shear Transfer Stress SILL ANCHORAGE Load Demand Shear Transfer Length 3 Sill Anchorage Stress 15750 0 pounds 25 2 feet 625 0 pounds/foot < 730 Ib/ft 1/2" STR I Ply w/8d @ 2"o/c @ edges 15500 0 pounds 55 0 feet 281 8 pounds/foot < 338 Ib/ft Simpson A35@ 16"o/c 15500 0 pounds 55 0 feet 281 8 pounds/foot < 293 Ib/ft 5/8" Anchor Bolts @ 48" o c DIAPHRAGM ANALYSIS Load Demand Diaphragm Length Diaphragm Width Chord Force Diaphragm Stress 310000 pounds 95 0 feet 76 0 feet 3 1000 pounds 1632 pounds/foot 240 Ib/ft 3/4" STR 1 Ply unblocked w/lOd @ 6" o/c @ sup edges Case 1 OVERTURNING MOMENT. Load Demand (each wall) OT Length of Wall Height of Wall O T Moment Above O T Moment @ Base Uniform Dead Load Point Load at Ends Resisting Moment 2,3125 pounds 3 7 feet 140 feet 0 0 foot-pounds 32 375 0 foot-pounds 528 0 pounds/foot 0 0 pounds 36142 foot-pounds Tension Uplift 7 870 9 pounds FICCADENTI & WAGGONER Consulting Structural Engineers, Inc 16969 Von Karman Suite 240 Irvine CA 92614 Tel (949)4740502 Fax (949)474 1801 Job Name Carlsbad Offices Job No A02 088 Designer Date MES July 2002 Preliminary SHEAR WALL EVALUATION ROOF (FLOOR OR ROOF) GRID LINE 1 SILL CONNECTION ANCHOR BOLTS (ANCHOR BOLTS LAG SCREWS OR SILL NAILS) PLYWOOD ORIENTATION TO WALL PERP (PARA OR PERP) SHFATHING Load Demand Wall Length 3 Sheathing Stress 15750 0 pounds 29 5 feet 533 9 pounds/foot < 550 Ib/ft 1 /2" STRI Ply w/8d @ 3"o/c @ edges SHFAR TRANSFER. Shear Transfer Demand Shear Transfer Length 3 Shear Transfer Stress 155000 pounds 76 0 feet 203 9 pounds/toot < 225 Ib/ft Simpson A35 @ 24" o/c SILL ANCHORAGE Load Demand Shear Transfer Length 3 Sill Anchorage Stress 155000 pounds 68 0 feet 227 9 pounds/foot < 293 Ib/ft 5/8" Anchor Bolts @ 48" o c DIAPHRAGM ANALYSIS Load Demand Diaphragm Length Diaphragm Width Chord Force Diaphragm Stress 310000 pounds 75 0 feet 95 0 feet 4 908 3 pounds 206 7 pounds/foot < 320 Ib/ft 3/4" STR 1 Ply unblocked w/lOd @ 6" o/c @ sup edges Case 3 OVFRTURNING t Load Demand (each wall) OT Length of Wall Height of Wall O T Moment Above O T Moment @ Base Uniform Dead Load Point Load at Ends Resisting Moment 1 975 4 pounds 3 7 feet 140 feet 0 0 foot-pounds 27 655 9 foot-pounds 208 0 pounds/foot 0 0 pounds 1 423 8 foot-pounds Tension Uplift 7,1283 pounds FICCADENTI & WAGGONER Consulting Structural Engineers, Inc Job Name Carlsbad Offices Job No A02 088 16969 Von Karman Suite 240 Irvine CA 92614 Tel (949)4740502 Fax (949)474 1801 Designer Date MES July 2002 ROOF (FLOOR OR ROOF) Preliminary SHEAR WALL EVALUATION BuiL-DllOG- GRID LINE 4 SILL CONNECTION ANCHOR BOLTS (ANCHOR BOLTS LAG SCREWS OR SILL NAILS) PLYWOOD ORIENTATION TO WALL PERP (PARA OR PERP) SHEATHING Load Demand Wall Length 3 Sheathing Stress SHEAR TRANSFER. Shear Transfer Demand Shear Transfer Length 4 Shear Transfer Stress SILL ANCHORAGE Load Demand Shear Transfer Length 4 Sill Anchorage Stress 157500 pounds 36 0 feet 437 5 pounds/toot < 550 Ib/ft 112" STRI Ply w/8d @ 3"o/c @ edges 155000 pounds 65 0 feet 238 5 pounds/foot < 338 Ib/ft Simpson A35@ 16"o/c 155000 pounds 50 0 feet 3100 pounds/foot < 440 Ib/ft 5/8" Anchor Bolts @ 32" o c /LANALYSJS Load Demand Diaphragm Length Diaphragm Width Chord Force Diaphragm Stress 310000 pounds 93 0 feet 1270 feet 5 291 7 pounds 1667 pounds/foot 320 Ib/ft 3/4" STR 1 Ply unblocked w/lOd @ 6" o/c @ sup edges Case 3 OVERTURNING MOMENT. Load Demand (each wall) O T Length of Wall Height of Wall O T Moment Above O T Moment @ Base Uniform Dead Load Point Load at Ends Resisting Moment 1 6188 pounds 3 7 feet 140 feet 0 0 foot-pounds 22 662 5 foot-pounds 208 0 pounds/foot 0 0 pounds 1 423 8 foot-pounds Tension Uplift 5 778 7 pounds Carlsbad Office HD6A j)ATE _ July 2002 CONT ^10 A02-088 BY MES CHKD SHEET NO Load = (5510X1 4X1 1) = 84850 Anchor Bolt Design Bolt Steel Properties ASTM Specification A36 Diameter, d 7/8" in Yield Stress fy 36 ksi Ultimate Tensile Stress, fut 58 ksi Stress Area Calculation Corrosion Allowance, Ca 0100m Threads per Inch, n 9 Effective Diameter deff 0 657 in Effective Stress Area Ab 0 349 in* Ultimate Bolt Loads Tension Pu 9 000 k Shear Vu 0 000 k Ultimate Bolt Capacity Tension Ps 18225k Shear, Vs 15 188 k Bolt Unity Check (Pu/Ps)2 + (Vu/Vs)2, 0 244 <=1 Bolt Installation Special Inspection Provided, YES Bolt Embedded in Tension Zone, YES Add'IConc Load Factor, C 200 Per 1997 Uniform Builiding Concrete Properties Concrete Comp Strength Concrete Type Concrete Type Factor Reinforcing Strength, Anchor Engages Pier Remf Strength Reduction Factor Pier Edge Distances Shear Toward Edge, Bolt Diameter Ratio Shear Not Toward Edge, Bolt Diameter Ratio Add I Hairpin Remf Req d, Ultimate Concrete Loads Tension Shear, Ultimate Concrete Capacity OK Net Pullout Cone Area Tension, Shear Concrete Unity Check (1/40 (CPu/Pc), (1A» (CVu/Vc), (1/4.) [(CPu/Pc)2 + (CVu/Vc)2], Code f c 3 000 psi Normal Weight X 100 fy 60 ksi NO 4> 065 de 3 000 in de/d 3 429 OK de 3 000 in de/d 3 429 OK As 0 000 m2 CPu 18 000 k CVu 0 000 k Ape 252 in2 18' Embedment +/- PC 55210k Vc 3 037 k 0 502 <=1 OK 0 000 <=1 OK 0 164 <=1 OK r DATE July 2002 CONT NO A02-088 MES CHKD Carlsbad Office SHEET NO HD10A Load = (9900)(l4)(1 1) = 15246* Anchor Bolt Design Bolt Steel Properties ASTM Specification A36 Diameter d 7/8" in Yield Stress fy 36 ksi Ultimate Tensile Stress, fut 58 ksi Stress Area Calculation Corrosion Allowance Ca 0100m Threads per Inch n 9 Effective Diameter deff- 0 667 in Effective Stress Area, Ab 0 349 in'' Ultimate Bolt Loads Tension Pu 16000 k Shear Vu 0 000 k Ultimate Bolt Capacity Tension Ps 18225k Shear, Vs 15 188 k Bolt Unity Check (Pu/Ps)2 + (VuA/s)2 0771 <=1 Bolt Installation Special Inspection Provided, YES Bolt Embedded in Tension Zone, YES Add I Cone Load Factor, C 200 Per 1997 Uniform Builidmg Concrete Properties Concrete Comp Strength Concrete Type, Concrete Type Factor Reinforcing Strength, Anchor Engages Pier Remf Strength Reduction Factor, Pier Edge Distances Shear Toward Edge Bolt Diameter Ratio Shear Not Toward Edge, Bolt Diameter Ratio Add I Hairpin Remf Req d Ultimate Concrete Loads Tension Shear, Ultimate Concrete Capacity OK Net Pullout Cone Area, Tension, Shear, Concrete Unity Check (1/<|>) (CPu/Pc) (1/<|>) (CVu/Vc), (1/<>) [(CPu/Pc)2 + (CVu/Vc)2] Code f c 3 000 psi Normal Weight X 100 fy 60 ksi NO <{> 065 de 3000 in de/d 3 429 OK de 3 000 in de/d 3 429 OK As 0 000 m2 CPu 32 000 k CVu 0 000 k Ape 342 in2 21" Embedment +/- PC 74 928 k Vc 3 097 k 0 657 <=1 OK 0000 <=1 OK 0281 <=1 OK \! July 2002DATE CONT MO A02-088 BY MES CHKD Carlsbad Office HD14A SHEET NO Load = (13380)(1 4)(1 1) = 20605* Anchor Bolt Design Bolt Steel Properties ASTM Specification A36 Diameter d 1 in Yield Stress fy 36 ksi Ultimate Tensile Stress fut 58 ksi Stress Area Calculation Corrosion Allowance Ca 0100m Threads per Inch n 8 Effective Diameter deff- 0 778 in Effective Stress Area, Ab 0 476 m^ Ultimate Bolt Loads Tension Pu 16000 k Shear Vu 0 000 k Ultimate Bolt Capacity Tension Ps 24 829 k Shear Vs 20691 k Bolt Unity Check (Pu/Ps)2 + (Vu/Vs)2, 0 41 5 <=1 Bolt Installation Special Inspection Provided YES Bolt Embedded in Tension Zone YES Add I Cone Load Factor C 200 Per 1997 Uniform Builiding Concrete Properties Concrete Comp Strength Concrete Type Concrete Type Factor Reinforcing Strength, Anchor Engages Pier Reinf Strength Reduction Factor, Pier Edge Distances Shear Toward Edge, Bolt Diameter Ratio Shear Not Toward Edge Bolt Diameter Ratio, Add I Hairpin Reinf Req'd Ultimate Concrete Loads Tension, Shear Ultimate Concrete Capacity OK Net Pullout Cone Area Tension, Shear, Concrete Unity Check (1/40 (CPu/Pc) (1/i)>) (CVuA/c), (1/40 [(CPu/Pc)2+ (CVu/Vc)2], Code f c 3 000 psi Normal Weight X 100 fy 60 ksi NO <t> 065 de 3 000 in de/d 3 000 NG de 3 000 in de/d 3 000 OK As 0 000 m2 CPu 32 000 k CVu 0 000 k Ape 528 in2 24 Embedment +/- Pc 115679k Vc 0 000 k 0 426 <=1 OK 999 999 >1 NG 999 999 >1 NG FICCADENTI & WAGGONER Consulting Structural Engineers, Inc 16969 Von Karman Suite 240 Tel (949)4740502 Irvine, CA 92614 Fax (949) 474 1801 PROJECT DATE DESIGNER PAGE c) c_-v CJ r X6T •p- -/t^ -c-l *k * srr- ^^ t C3 FICCADENTI & WAGGONER Consulting Structural Engineers, Inc 16969 Von Karman Suite 240 Tel (949)4740502 Irvine, CA 92614 Fax (949) 474 1801 PROJECT DATE DESIGNER PAGE 'Z- - ! "? 0? X BO C FICCADENTI & WAGGONER Consulting Structural Engineers, Inc 1 6969 Von Karman Suite 240 Tel (949) 474-0502 Irvine CA 92614 Fax (949) 474 1801 PROJECT DATE_Z5ZE C V J DESIGNER PAGE o L 6 y -u' L V . FICCADENTI & WAGGONER Consulting Structural Engineers, Inc 16969 Von Karman, Suite 240 Tel (949) 474 0502 Irvine CA 92614 Fax (949) 474 1801 PROJECT DATE _Z. DESIGNER __ PAGE I ^ ' i-y C C. -V- vJ 1 H FICCADENT1 & WAGGONER Consulting Structural Engineers, Inc 16969 Von Kamian Suite 240 Tel (949)4740502 Irvine CA 92614 Fax (949) 474 1801 <y DESIGNER PARP b ' C 8, tX> f^ --- \ -a. >* I o FICCADENTI & WAGGONER ^^ Consulting Structural Engineers, Inc , » ( • A "T*i B PROJECT <^Ct.</->cj^ gc I V • I"! I • DATE_ U--1 i-- 16969 Von Karman Suite 240 Tel (949) 474 0502 DESIGNER c. Irvine CA 9261 4 Fax (949) 474 1801 PAGE F FICCADENTI & WAGGONER Consulting Structural Engineers, Inc 16969 Von Karman Suite 240 Tel (949) 474 0502 Irvine CA 92614 Fax (949) 474 1801 PROJECT DATE DESIGNER PAGE J P 'o U- /r V FICCADENTI & WAGGONER Consulting Structural Engineers, Inc 16969 Von Karman Suite 240 Tel (949)4740502 Irvine, CA 92614 Fax (949) 474 1801 PROJECT _ DATE DESIGNER PAGE ~1 -A -ft— To specify your title block on these five lines, use the SETTINGS selection on the main menu and enter your title block information will be printed on each page Title Dsgnr Description Scope Job# Date 11 33AM 19AUG02 Rev 510300 User KW-0601912 Ver5 1 3 22 Jun-1999 Win32 (c) 1983 99 ENERCALC Single Span Beam Analysis Page 1 c \Droiects\corlsbod office complex\beoms ecw. Description Column at High Parapet HSS5x5x3/8 General Information Center Span Lett Cantilever Right Cantilever Point Loads Magnitude Location Query Values Center Location Moment Shear Deflection 1 4 00 ft Moment of Inertia ft Elastic Modulus 8 00 ft Beam End Fixity k -0750 k 9000ft 22000 ft 8 000 ft Left Cant 3 43k ft 043k -0 26594 in 16900 in4 29,000 ksi Pin Pin k ft 0000ft 000k ft 000 k 0 00000 in k k ft ft Right Cant 0 000 ft 0 00 k-ft 000 k 000000 in \ \ \ 1 Summary \ Moments Max + @ Center Max - @ Center @ Left Cant @ Right Cant Maximum = 1 6 00 k ft at 0 00 k-ft at 0 00 k-ft 6 00k ft 600 k ft Shears 1400ft @Left 0 00 ft ® R'9ht Maximum Deflections @ Center @ Left Cant @ Right Cant - 043k 075 k 075 k 0 266 in at 0 000 in at 1 237 in at Reactions ©Left @ Right 808ft 000ft 2200ft 043k -1 18k FICCADENTI & WAGGONER Consulting Structural Engineers, Inc 16969 Von Karman, Suite 240 Tel (949) 474 0502 Irvine. CA 92614 Fax (949) 474 1801 PROJECT DATE DESIGNER PAGE *2. "\ C"» ST, 5 C \ r 5- ^ J ' 5" X.. **( &"o i T^ J i c* ' til «UC/ "*"- t "L^ > M 6-1* ty ... FICCADENTI & WAGGONER Consulting Structural Engineers, Inc f' • ^Tl • PROJECT 16969 Von Karman Suite 240 Tel (949) 474 0502 DESIGNER DATE _._.. ~7 DESK Irvne CA 92614 \ Fax (949) 474-1801 PAGE \ NorCal Engineering SOILS AND GEOTECHNICAL CONSULTANTS 10641 HUMBOLT STREET LOS ALAMITOS, CA 90720 (562)799-9469 FAX (562)799-9459 September 18, 2002 Project Number 9851-02 Boureston Development 5500 Trabuco Road, Suite 100 Irvine, California 92620-5705 Attn Mr Richard Boureston RE Grading Plan Review - Proposed Office Development - Located at the Northwest Corner of Cammo Vida Roble and Code Del Nogel, in the City of Carlsbad, California Dear Mr Boureston As requested, the undersigned have reviewed the grading plans for the referenced site compiled by Danjon Engineering (undated), sheets 1, 3 and 4 of 8 The plans reviewed have properly incorporated the recommendations contained in the geotechnical report dated April 25, 2002, by NorCal Engineering, Project Number 9851-02, and are deemed suitable for the planned development We appreciate this opportunity to be of service to you If you have any further questions, please do not hesitate to contact the undersigned 'Respectfully submitted, NORCAL ENGINEERING Keith D Tucker Project Engineer RGE 841 Mark A Burkholder Project Manager Geotechnical Engineering Investigation Proposed Office Development Northwest Corner of Cammo Vida Roble and Corte Del Nogel Carlsbad, California Prepared For Boureston Development 5500 Trabuco Road, Suite 100 Irvine, California 92620-5705 Attn Mr Richard Boureston Project Number 9851-02 April 25, 2002 TABLE OF CONTENTS Section Page 1 0 20 30 40 50 51 52 53 54 55 56 57 58 60 70 80 90 91 91 1 91 2 92 93 94 95 96 97 98 99 910 911 100 Project Description Site Description Background Information Site Exploration Laboratory Tests Field Moisture Content Maximum Density Tests Expansion Index Tests Atterberg Limits Corrosion Tests R-Value Tests Direct Shear Tests Consolidation Tests Seismicity Evaluation Liquefaction Evaluation Slope Stability Evaluation Conclusions and Recommendations Site Grading Recommendations Removal and Recompaction Recommendations Fill Blanket Recommendations Shrinkage and Subsidence Temporary Excavations Foundation Design Settlement Analysis Lateral Resistance Retaining Wall Design Parameters Slab Design Pavement Section Design Utility Trench and Excavation Backfill Corrosion Design Criteria Closure 2 2 2 3 4 4 4 4 4 4 5 5 5 5 6 6 7 7 8 9 9 9 10 10 11 11 12 12 13 13 14 NorCal Engineering SOILS AND GEOTECHNICAL CONSULTANTS 10641 HUMBOLT STREET LOS ALAMITOS, CA 90720 (562)799-9469 FAX (562)799-9459 April 25, 2002 Project Number 9851-02 Boureston Development 5500 Trabuco Road, Suite 100 Irvine, California 92620-5705 Attn Mr Richard Boureston RE Geotechmcal Engineering Investigation - Proposed Office Development - Located at the Northwest Corner of Cammo Vida Roble and Corte Del Nogel, in the City of Carlsbad, California Dear Mr Boureston Pursuant to your request, this firm has performed a Geotechmcal Engineering Investigation for the above referenced project in accordance with your approval of proposal dated March 18, 2002 The purpose of this investigation is to evaluate the subsurface conditions of the subject site and to provide recommendations for the proposed office development The scope of work included the following 1) site reconnaissance, 2) subsurface geotechnical exploration and sampling, 3) laboratory testing, 4) engineering analysis of field and laboratory data, and 5) preparation of a geotechnical engineering report It is the opinion of this firm that the proposed development is feasible from a geotechnical standpoint provided that the recommendations presented in this report are followed in the design and construction of the project April 25, 2002 Project Number 9851-02 Page 2 1 0 Project Description It is proposed to construct an office development on the 4 02-acre subject parcel The development will consist of five, two-story structures with conventional slab-on-grade foundation systems with perimeter-spread footings and isolated interior footings Other improvements will consist of asphalt/concrete pavement, hardscape, and landscaping It is assumed that the proposed grading for the development will include minor cut and fill procedures Final building plans shall be reviewed by this firm prior to submittal for city approval to determine the need for any additional study and revised recommendations pertinent to the proposed development, if necessary 2 0 Site Description The generally rectangular-shaped parcel approximately 4 02 acres in area is situated within the Palomar Airport Business Park at the northwest corner of Cammo Via Roble and Corte Del Nogel, in the city of Carlsbad The undeveloped site has been previously mass graded with topography of the relatively level parcel descending in a north to south direction The site is bordered by graded slopes on the order of 2 to 1 (horizontal to vertical) with a maximum height of about 20 feet These slopes are covered with irrigated landscaped vegetation with drainage swales to control surface runoff The property is currently covered with sparse vegetation cover 3 0 Background Information The subject property (Lot 4) lies within Palomar Airport Business Park and consists of several individual lots located within P M 10002 which had been recently rough graded for future development The earthwork operations were geotechmcally observed and tested by Robert Prater Associates as described by their report titled, "Earthwork Observations and Testing Services", dated March 9, 1982 NorCal Engineering April 25, 2002 Project Number 9851-02 PageS Based upon review of the Prater report, the subject lot was noted to be predominately a transition cut/fill lot The transition was reviewed to traverse along the middle portion of the property with engineered fills placed to the west, north and south and bedrock exposed at the surface to the easterly portion of the lot The maximum depth of fill placed is about 31 feet 4 0 Site Exploration The investigation consisted of the placement of eight (8) subsurface exploratory trenches by a backhoe to a maximum depth of 18 feet and three (3) borings by a drilling rig to a maximum depth of 21 feet below current ground elevations The explorations were visually classified and logged by a field engineer with locations of the subsurface explorations shown on the attached Site Plan The exploratory borings revealed the existing earth materials to consist of an engineered fill and bedrock A detailed description of the subsurface conditions is listed on the excavation logs in Appendix A It should be noted that the transition from one soil type to another as shown on the boring logs is approximate and may in fact be a gradual transition The materials encountered are described as follows Fill An engineered fill soil classifying as a silty SAND to clayey SAND was encountered which were noted to be medium dense to dense and moist These soils were noted to contain some minor gravel and occasional thin lenses of clay Some organics were found in the soils below 5 feet with corresponding odors The upper fill soils were medium dense ranging from 11/2 to 9 feet and generally dense below these upper levels Bedrock A moderately cemented silty sandstone of the Santiago Formation, was encountered either at the surface or beneath the upper fill soils The sandstone was generally light grey to greyish brown and observed to be very dense and damp The bedrock was generally massive and contained some locally cemented concretions NorCal Engineering April 25, 2002 Project Number 9851-02 Page 4 The overall characteristics of the earth material were relatively uniform with each exploratory boring No groundwater was encountered to the depth of our excavations and no caving occurred 50 Laboratory Tests Relatively undisturbed samples of the subsurface soils were obtained to perform laboratory testing and analysis for direct shear, consolidation tests, and to determine m- place moisture/densities These relatively undisturbed ring samples were obtained by driving a thin-walled steel sampler lined with one inch long brass rings with an inside diameter of 2 42 inches into the undisturbed soils Bulk bag samples were obtained in the upper soils for expansion index, maximum density and sulfate tests Wall loadings on the order of 4,000 Ibs /Im ft and maximum compression loads on the order of 100 kips were utilized for testing and design purposes All test results are included in Appendix B, unless otherwise noted 5 1 Field moisture content (ASTM D 2216) and the dry density of the ring samples were determined in the laboratory This data is listed on the logs of explorations 5 2 Maximum density tests (ASTM D-1557-00) were performed on typical samples of the upper soils Results of these tests are shown on Table I 5 3 Expansion index tests in accordance with the Uniform Building Code Standard No 29- 2 were performed on remolded samples of the upper soils Results of these tests are provided on Table II 5 4 Atterberg Limits (ASTM D 4318-84) consisting of liquid limit, plastic limit and plasticity index were performed on representative soil samples Results are shown on Table III 5 5 Corrosion tests consisting of sulfate, pH, resistivity and chloride analysis to determine potential corrosive effects of soils on concrete and underground utilities were performed in the laboratory Test results are provided on Table IV NorCal Engineering April 25, 2002 Project Number 9851-02 Page 5 5 6 R-Value test per California Test Method 301 was performed on a representative sample, which may be anticipated to be near subgrade to determine pavement design Result provided within pavement section design section of report 5 7 Direct shear tests (ASTM D-3080) were performed on undisturbed and disturbed samples of the subsurface soils The test is performed under saturated conditions at loads of 500 Ibs /sq ft, 1,000 Ibs /sq ft, and 2,000 Ibs /sq ft with results shown on Plate A 5 8 Consolidation tests (ASTM D-2435) were performed on undisturbed samples to determine the differential and total settlement which may be anticipated based upon the proposed loads Water was added to the samples at a surcharge of one KSF and the settlement curves are plotted on Plate B 6 0 Seismicity Evaluation There are no known active or potentially active faults trending toward or through the site The proposed development lies outside of any Alquist Priolo Special Studies Zone and the potential for damage due to direct fault rupture is considered very remote The site is located in an area of high regional seismicity and a maximum credible horizontal ground acceleration of 0 36g may occur from a Magnitude 6 9 earthquake along the Rose Canyon fault zone, which is located approximately 6 miles away Ground shaking originating from earthquakes along other active faults in the region is expected to induce lower horizontal accelerations due to smaller anticipated earthquakes and/or greater distances to other faults The following earthquake design parameters are based upon the 1997 Uniform Building Code (UBC) for a Seismic Zone 4 with a Z factor of 0 40 and a Soil Profile Type of SD, based on a stiff soil profile NorCal Engineering April 25, 2002 Project Number 9851-02 Page 6 1997 UBC Seismic Design Parameters Distance from Site (Rose Canyon Fault) 10 km Seismic Source Type B Seismic Coefficient = Ca (Table 16-Q) (0 44) Na Seismic Coefficient = Cv (Table 16-R) (0 64) Nv Near-Source Factor Na (Table 16-S) 1 0 Near-Source Factor Ni/ (Table 16-T) 1 0 7 0 Liquefaction Evaluation Our analysis indicates the potential for liquefaction at this site is considered to be very low due to the lack of shallow groundwater and the presence of bedrock near the surface Thus, the design of the proposed construction in conformance with the latest Building Code provisions for earthquake design is expected to provide mitigation of ground shaking hazards that are typical to Southern California 80 Slope Stability Evaluation All slopes impacting the subject site are considered to be grossly and surficial stable The slopes constructed during mass grading operations were built at a slope ratio no greater than 2 to 1 (horizontal to vertical) and appear to be in accordance with previous project plans and specifications These slopes would appear to possess safety factors of 1 50 or greater for gross stability In addition, an observation of these slopes appears to perform adequately with respect to surficial stability However, to minimize future erosion, the slope maintenance recommendations should be implemented The landscaping shall consist of a suitable proportion of deep-rooted slope plantings classified as being drought resistant The possibility of construction delays, weather conditions and plant growth may require additional erosion control measures such as matting, netting and plastic sheeting NorCal Engineering April 25, 2002 Project Number 9851-02 Page? 9 0 Conclusions and Recommendations Based upon our evaluations, the proposed development is acceptable from a geotechnical engineering standpoint By following the recommendations and guidelines set forth in our report, the structures will be safe from excessive settlements under the anticipated design loadings and conditions The proposed development shall meet all requirements of the City Building Ordinance and will not impose any adverse effect on existing adjacent structures The following recommendations are based upon geotechnical conditions encountered in our field investigation and laboratory data Therefore, these surface and subsurface conditions could vary across the site Variations in these conditions may not become evident until the commencement of grading operations and any unusual conditions which may be encountered in the course of the project development may require the need for additional study and revised recommendations It is recommended that site inspections be performed by a representative of this firm during all grading and construction of the development to verify the findings and recommendations documented in this report The following sections present a discussion of geotechnical related requirements for specific design recommendations of different aspects of the project 9 1 Site Grading Recommendations Any vegetation shall be removed and hauled from proposed grading areas prior to the start of grading operations Existing vegetation shall not be mixed or disced into the soils Any removed soils may be reutihzed as compacted fill once any deleterious material or oversized materials (in excess of eight inches) is removed Grading operations shall be performed in accordance with the attached "Specifications for Placement of Compacted Fill" NorCal Engineering April 25, 2002 Project Number 9851-02 PageS 9 1 1 Removal and Recompaction Recommendations All medium dense fill soils ranging from T/a to 9 feet shall be removed to competent material in the building areas, the exposed surface scarified to a depth of six inches, brought to within 2% of optimum moisture content and compacted to a minimum of 90% of the laboratory standard (ASTM D-1557-00) prior to placement of any additional compacted fill soils, foundations, slabs-on-grade and pavement Grading shall extend a minimum of five horizontal feet outside the edges of foundations or equidistant to the depth of fill placed, whichever is greater It is possible that isolated areas of undiscovered medium dense fill soils not described in this report are present on site If found, these areas should be treated as discussed earlier A diligent search shall also be conducted during grading operations in an effort to uncover any underground structures, irrigation or utility lines If encountered, these structures and lines shall be either removed, or properly abandoned prior to the proposed construction Any imported fill material should be preferably soil similar to the upper soils encountered at the subject site All soils shall be approved by this firm prior to importing at the site and will be subjected to additional laboratory testing to assure concurrence with the recommendations stated in this report Care should be taken to provide or maintain adequate lateral support for all adjacent improvements and structures at all times during the grading operations and construction phase Adequate drainage away from the structures, pavement and slopes should be provided at all times If placement of slabs-on-grade and pavement is not completed immediately upon completion of grading operations, additional testing and grading of the areas may be necessary prior to continuation of construction operations Likewise, if adverse weather conditions occur which may damage the subgrade soils, additional assessment by the geotechnical engineer as to the suitability of the supporting soils may be needed NorCal Engineering April 25, 2002 Project Number 9851-02 Page 9 9 1 2 Fill Blanket Recommendations In areas of transition between the underlying bedrock and engineered fill encountered during grading, additional overexcavation of the bedrock material consisting of a depth of three feet below proposed foundations is required to mitigate the potential of differential settlement Otherwise all foundations for each individual building or site wall shall be embedded into engineered fill or all into bedrock material This fill shall extend a minimum of five horizontal feet or to the depth of vertical overexcavation, whichever is greater, beyond the outside edge of the perimeter foundation 9 2 Shrinkage and Subsidence Results of our m-place density tests reveal that the soil shrinkage will be on the order of less than 10% due to excavation and recompaction, based upon the assumption that the fill is compacted to 92% of the maximum dry density per ASTM standards Subsidence should be 0 2 feet due to earthwork operations The volume change does not include any allowance for vegetation or organic stripping, removal of subsurface improvements or topographic approximations Although these values are only approximate, they represent our best estimate of lost yardage, which will likely occur during grading If more accurate shrinkage and subsidence factors are needed, it is recommended that field testing using the actual equipment and grading techniques should be conducted 9 3 Temporary Excavations Temporary unsurcharged excavations in the existing site materials less than 5 feet high may be made at a vertical gradient unless cohesionless soils are encountered Temporary unsurcharged excavations from 5 to 8 feet high may be trimmed at a 1 to 1 (horizontal to vertical) gradient In areas where soils with little or no binder are encountered, where adverse geological conditions are exposed, or where excavations are adjacent to existing structures, shoring, slot-cutting, or flatter excavations may be required The temporary cut slope gradients given do not preclude local raveling and sloughing All excavations shall be made in accordance with the requirements of CAL- OSHA and other public agencies having jurisdiction Care should be taken to provide or maintain adequate lateral support for all adjacent improvements and structures at all times during the grading operations and construction phase NorCal Engineering April 25, 2002 Project Number 9851-02 Page 10 9 4 Foundation Design All foundations for the proposed two-story office buildings may be designed utilizing the following safe bearing capacities for an embedded depth of 18 inches into approved fill materials with the corresponding widths Allowable Safe Bearing Capacity (psf) Continuous Isolated Width (ft) Foundation Foundation 1 5 2000 2500 2 0 2075 2575 4 0 2275 2775 6 0 2500 3000 The bearing value may be increased by 500 psf for each additional foot of depth in excess of the 30-inch minimum depth, up to a maximum of 4,000 psf A one third increase may be used when considering short-term loading and seismic forces All foundations located near adjacent slopes shall meet all setback criteria per the latest Uniform Building Code (UBC) All continuous foundations shall be reinforced a minimum of one No 4 bar, top and bottom Isolated foundations shall be reinforced at the discretion of the Project Structural Engineer A representative of this firm shall inspect all foundation excavations prior to pouring concrete 9 5 Settlement Analysis Resultant pressure curves for the consolidation tests are shown on Plate B Computations utilizing these curves and the recommended safe bearing capacities reveal that the foundations will experience settlements on the order of 3/4 inch and differential settlements of less than 1/4 inch This differential settlement should occur over a minimum horizontal distance of 20 feet NorCal Engineering April 25, 2002 Project Number 9851-02 Page 11 9 6 Lateral Resistance The following values may be utilized in resisting lateral loads imposed on the structure Requirements of the Uniform Building Code should be adhered to when the coefficient of friction and passive pressures are combined Coefficient of Friction - 0 40 Equivalent Passive Fluid Pressure = 250 Ibs /cu ft Maximum Passive Pressure = 2,500 Ibs /cu ft The passive pressure recommendations are valid only for approved compacted fill soils or bedrock material 9 7 Retaining Wall Design Parameters Active earth pressures against retaining walls will be equal to the pressures developed by the following fluid densities These values are for granular backfill material placed behind the walls at various ground slopes above the walls Surface Slope of Retained Materials Equivalent Fluid (Horizontal to Vertical) Density (Ib /cu ftj Level 30 5 to 1 35 4 to 1 38 3 to 1 40 2 to 1 45 Any applicable short-term construction surcharges and seismic forces should be added to the above lateral pressure values A backfill zone of non-expansive material shall consist of a wedge beginning a minimum of one horizontal foot from the base of the wall extending upward at an inclination no less than 1/4 to 1 (horizontal to vertical) All walls shall be waterproofed as needed and protected from hydrostatic pressure by a reliable permanent subdram system NorCal Engineering April 25, 2002 Project Number 9851-02 Page 12 9 8 Slab Design All concrete slabs-on-grade shall be at least four inches in thickness, and placed on approved subgrade soils Reinforcement requirements and an increase in thickness of the floor slabs may be necessary based upon proposed loading conditions in the structures A minimum 6-mil thick vapor barrier overlain by a two-inch thick sand layer should be utilized in areas which would be sensitive to the infiltration of moisture The subgrade soils shall be moistened to optimum moisture concrete immediately prior to pouring of concrete All concrete slab areas to receive floor coverings should be moisture tested to meet all manufacturer requirements prior to placement 9 9 Pavement Section Design The table below provides a preliminary pavement design based upon a R-Value of 58 for the proposed pavement areas Final pavement design may need to be based on R- Value testing of the subgrade soils near the conclusion of rough grading to assure that these soils are consistent with those assumed in this preliminary design Traffic Asphaltic Base Type of Traffic Index Concrete (in) Material (in) Automobile Parking Stalls 40 30 00 Automobile 50 30 30 Circulation Areas Medium Truck Access Areas 60 35 40 (GVW < 42,000 Ibs , 3 axle) The upper two feet of the subgrade soils in the pavement areas shall be compacted to 95% relative compaction All concrete slabs to be utilized for pavement shall be a minimum of six inches in thickness and placed on approved subgrade soils Final pavement section designs for pavement areas may need to be determined by additional testing of the subgrade near the conclusion of grading operations In addition, the above recommendations are based upon estimated traffic loads Client should submit anticipated traffic loadings, when available, so that pavement sections may be reviewed to determine adequacy to support these loads NorCal Engineering April 25, 2002 Project Number 9851-02 Page 13 Any approved base material shall consist of a Class II aggregate or equivalent and should be compacted to a minimum of 95% relative compaction All pavement materials shall conform to the requirements set forth by the City of Carlsbad The base material and asphaltic concrete should be tested prior to delivery to the site and during placement to determine conformance with the project specifications A pavement engineer shall designate the specific asphalt mix design to meet the required project specifications 9 10 Utility Trench and Excavation Backfill Trenches from installation of utility lines and other excavations may be backfilled with on-site soils or approved imported soils compacted to a minimum of 90% relative compaction All utility lines shall be properly bedded with clean sand having a sand equivalency rating of 30 or more This bedding material shall be thoroughly water jetted around the pipe structure prior to placement of compacted backfill soils 9 11 Corrosion Design Criteria Representative samples of the surficial soils, typical of the subgrade soils expected to be encountered within foundation excavations and underground utilities were tested for corrosion potential The minimum resistivity value obtained for the samples tested is representative of an environment that may be corrosive to metals The soil pH value was considered mildly acidic and shall not have a significant effect on soil corrosivity Consideration should be given to corrosion protection systems for buried metal such as protective coatings, wrappings or the use of PVC where permitted by local building codes According to the '1994 Uniform Building Code (UBC) Table 19-A-3 - Requirements for Concrete Exposed to Sulfate-Contammg Solutions', these contents revealed negligible levels of sulfate exposure Therefore, a Type II cement according to latest UBC specifications may be utilized for building foundations at this time Additional sulfate tests shall be performed at the completion of site grading to assure that these soils are consistent with the recommendations stated in this design Corrosivity test results may be found on the attached Table IV NorCal Engineering April 25, 2002 Page 14 Project Number 9851-02 100 Closure The recommendations and conclusions contained in this report are based upon the soil conditions uncovered in our test excavations No warranty of the soil condition between our excavations is implied NorCal Engineering should be notified for possible further recommendations if unexpected to unfavorable conditions are encountered during construction phase It is the responsibility of the owner to ensure that all information within this report is submitted to the Architect and appropriate Engineers for the project This firm should have the opportunity to review the final plans to verify that all our recommendations are incorporated This report and all conclusions are subject to the review of the controlling authorities for the project A preconstruction conference should be held between the developer, general contractor, grading contractor, city inspector, architect, and soil engineer to clarify any questions relating to the grading operations and subsequent construction Our representative should be present during the grading operations and construction phase to certify that such recommendations are complied within the field This geotechnical investigation has been conducted in a manner consistent with the level of care and skill exercised by members of our profession currently practicing under similar conditions in the Southern California area No other warranty, expressed or implied is made We appreciate this opportunity to be of service to you If you have any further questions, please do not hesitate to contact the undersigned Respectfully submitted,.. NORCAL Keith D Tucker Project Engineer RGE Troy D Norrell President NorCal Engineering April 25, 2002 Project Number 9851-02 Page 15 SPECIFICATIONS FOR PLACEMENT OF COMPACTED FILL Excavation Any existing low density soils and/or saturated soils shall be removed to competent natural soil under the inspection of the Soils Engineering Firm After the exposed surface has been cleansed of debris and/or vegetation, it shall be scarified until it is uniform in consistency, brought to the proper moisture content and compacted to a minimum of 90% relative compaction (in accordance with ASTM D-1557-00) In any area where a transition between fill and native soil or between bedrock and soil are encountered or other areas as required in this report, additional excavation beneath foundations and slabs will be necessary in order to provide uniform support and avoid differential settlement of the structure Verification of elevations during this work and all grading operations will be the responsibility of the owner or his designated representative and not NorCal Engineering Material For Fill The on-site soils or approved import soils may be utilized for the compacted fill provided they are free of any deleterious materials and shall not contain any rocks, brick, asphaltic concrete, concrete or other hard materials greater than eight inches in maximum dimensions Any import soil must be approved by the Soils Engineering firm a minimum of 24 hours prior to importation of site Placement of Compacted Fill Soils The approved fill soils shall be placed in layers not excess of six inches in thickness Each lift shall be uniform in thickness and thoroughly blended The fill soils shall be brought to within 15% of the optimum moisture content, unless otherwise specified by the Soils Engineering firm Each lift shall be compacted to a minimum of 90% relative compaction (in accordance with ASTM D-1557-00) and approved prior to the placement of the next layer of soil Compaction tests shall be obtained at the discretion of the Soils Engineering firm but to a minimum of one test for every 500 cubic yards placed and/or for every 2 feet of compacted fill placed NorCal Engineering April 25, 2002 Project Number 9851-02 Page 16 The minimum relative compaction shall be obtained in accordance with accepted methods in the construction industry The final grade of the structural areas shall be in a dense and smooth condition prior to placement of slabs-on-grade or pavement areas No fill soils shall be placed, spread or compacted during unfavorable weather conditions When the grading is interrupted by heavy rams, compaction operations shall not be resumed until approved by the Soils Engineering firm Grading Observations The controlling governmental agencies should be notified prior to commencement of any grading operations This firm recommends that the grading operations be conducted under the observation of a Soils Engineering firm as deemed necessary A 24 hour notice must be provided to this firm prior to the time of our initial inspection Observation shall include the clearing and grubbing operations to assure that all unsuitable materials have been properly removed, approve the exposed subgrade in areas to receive fill and in areas where excavation has resulted in the desired finished grade and designate areas of overexcavation, and perform field compaction tests to determine relative compaction achieved during fill placement In addition, all foundation excavations shall be observed by the Soils Engineering firm to confirm that appropriate bearing materials are present at the design grades and recommend any modifications to construct footings NorCal Engineering I•j CAMINO VIDA ROBLE NTS NoiCal Engineering SOILS AND GEOTECHN1CAL CONSULTANfTS BOURESTON DEVELOPMENT 9851-02 | DATt APRIL 2002 LOCATION OF FIELD EXPLORATIONS April 25, 2002 Project Number 9851-02 Page 17 List of Appendices (in order of appearance) Appendix A - Log of Excavations • Log of Trenches T-1 to T-8 • Log of Borings B-1 to B-3 Appendix B - Laboratory Tests Table I - Maximum Dry Density • Table II - Expansion • Table III-Atterberg • Table IV - Sulfate • Plate A - Direct Shear • Plate B - Consolidation NorCal Engineering April 25, 2002 Project Number 9851-02 Page 18 Appendix A NorCal Engineering MAJOR DIVISION COARSE GRAINED SOILS MORE THAN 50% OF MATERIAL IS LARGER THAN NO 200 SIEVE SIZE FINE GRAINED SOU S MORE THAN 50% OF MATERIAL IS SMALLER THAN NO 200 SIEVE SIZE GRAVEL AND GRAVELLY SOILS MORE THAN 50% OF COARSE FRACTION RETAINED ON NO 4 SIEVE SAND AND SANDY SOILS MORE THAN 50% OF COARSE FRACTION PASSING ON NO 4 SIEVE SILTS AND CLAYS SILTS AND CLAYS CLEAN GRAVELS (\ ITTI P OR MO FINES) GRAVELS WITH FINES (APPRECIABLE AMOUNT OF FINFS1 CLEAN SAND (LITTLE OR NO FINES) SANDS WITH FINE (APPRECIABLE AMOUNT OF FINES) LIQUID LIMIT 1 FSS THAW ^D LIQUID LIMIT GREATER THAN HIGHLY ORGANIC SOILS GRAPHIC O Q o 0 oo> * % * ( •*•i M "••"••*•' • wF • ^ J • •£"£"• T "T mi • . #£yx: I _ _ « 1fyy ''Ss'Ss's .Sf'Sf**^s-iv;•fr^-G.•s^-fc-G./S-^S>£•fc-Q-2. ; LETTER C;YMROI GW 1 GP [ GM f GC > f • •i1 sw 1 ' SP SM / J> sc / ML / $ CL OL MH r ' CH ^ £ OH ^ i\ s. i PTs. V TYPICAL DESCRIPTIONS WELL-GRADED GRAVELS GRAVEL SAND MIXTURES LITTLE OR NO FINES POORLY-GRADED GRAVELS GRAVEL-SAND MIXTURES LITTLE OR NO FINES SILTY GRAVELS GRAVEL SAND SILT MIXTURES CLAYEY GRAVELS GRAVEL-SAND- CLAY MIXTURES WELL GRADED SANDS GRAVELLY SANDS LITTLE OR NO FINES POORLY-GRADED SANDS GRAVEL LY SANDS LITTLE OR NO FINES SILTY SANDS SAND-SILT MIXTURES CLAYEY SANDS SAND-CLAY MIXTURES INORGANIC SILTS AND VERY FINE SANDS ROCK FLOUR SILTY OR CLAYEY FINE SANDS OR CLAYEY SILTS WITH SLIGHT PLASTICITY INORGANIC CLAYS OF LOW TO MEDIUM PLASTICITY GRAVELLY CLAYS SANDY CLAYS SILTY CLAYS LEAN CLAYS ORGANIC SILTS AND ORGANIC SILTY CLAYS OF LOW PLASTICITY INORGANIC SILTS MICACEOUS OR DIATOMACEOUS FINE SAND OR SILTY SOILS INORGANIC CLAYS OF HIGH PLASTICITY FAT CLAYS ORGANIC CLAYS OF MEDIUM TO HIGH PLASTICITY ORGANIC SILTS PEAT HUMUS SWAMP SOILS WITH HIGH ORGANIC CONTENTS NOTE DUAL SYMBOLS ARE USED TO INDICATE BORDERLINE SOIL CLASSIFICATIONS UNIFIED SOIL CLASSIFICATION SYSTEM NorCal Engineering KEY B Indicates 2 5-inch Inside Diameter Ring Sample gj Indicates 2-mch OD Split Spoon Sample (SPT) [\] Indicates Shelby Tube Sample m Indicates No Recovery (] Indicates SPT with 140# Hammer 30 in Drop 0 Indicates Bulk Sample p Indicates Small Bag Sample [J Indicates Non-Standard 33 Indicates Core Run COMPONENT PROPORTIONS COMPONENT DEFINITIONS COMPONENT Boulders Cobbles Gravel Coarse gravel Fine gravel Sand Coarse sand Medium sand Fine sand Silt and Clav SIZE RANGE Larger than 12 in 3 in to 12 in 3 in to No 4 (4 5mm ) 3 in to 3/4 in 3/4 in to No 4 ( 4 5mm ) No 4 ( 4 5mm ) to No 200 ( 0 074mm ) No 4 ( 4 5 mm ) to No 10(20 mm ) No 10 ( 2 0 mm ) to No 40 ( 0 42 mm ) No 40 ( 0 42 mm ) to No 200 ( 0 074 mm ) Smaller than No 200 ( 0 074 mm ) DESCRIPTIVE TERMS Trace Few Little Some And RANGE OF PROPORTION 1 5% 5 10% 10-20% 20 35% 35 50% MOISTURE CONTENT DRY DAMP MOIST WFT Absence of moisture dusty dry to the touch Some perceptible moisture below optimum No visible water near optimum moisture content Visible free water usually soil is below water table RELATIVE DENSITY OR CONSISTENCY VERSUS SPT N -VALUE COHESIONLESS SOILS Density Very Loose Loose Medium Dense Dense Very Dense N ( blows/ft ) Oto4 4 to 10 10 to 30 30 to 50 over 50 COHESIVE SOILS Consistency Very Soft Soft Medium Stiff Stiff Very Stiff Hard N (blows/ft ) Oto2 2 to 4 4 to 8 8 to 15 15 to 30 over 30 Approximate Undrained Shear Strength (psf) <250 250 500 500 1000 1000-2000 2000 4000 >4000 NorCal Engineering Log of Test Excavation TE-1 Project Boureston Development/Carlsbad Date of Drilling 4/12/02 Drilling Method Extension Backhoe Hammer Weight Depth (feet) Geotechnical Surface Elevation i FILL SOILS : Silty SAND Groundwater Depth None Encounter Drop Description Not Measured ; Brown to grey-brown medium dense damp to moist with large pieces of : concrete Clayey SAND 1 Brown dense moist 5 , Silty to Clayey SAND lf^f ^-i- Brown to dark brown medium dense moist : Heavy roots and vegetation strong odor 10 ; Silty fine grained SAND Dark grey dense moist Slight root structures Intermingling lenses of clayey SAND Clayey SAND Dark brown dense moist-15 Boring completed at depth of 15' 20 25 30 - 35 NorCal Engineering .-" ^ •ed Lith- ology -"-'-: . - ' h-HJ. r^s^ ffir /// I ^$^ ^Ss-*- Samples Q. . B • • O 3 5° Laboratory £ o""" 135 177 159 140 137 ^c- Q~~ 1028 1044 111 7 1099 1098 V) S# u. 1 Log of Test Excavation TE-2 Project Boureston Development/Carlsbad Date of Drilling 4/12/02 Groundwater Depth None Encountered Drilling Method Extension Backhoe Hammer Weight Drop Depth (feet) Geotechnical Description Surface Elevation Not Measured : FILL SOILS Silty SAND Brown to grey-brown medium dense damp to moist Silty to clayey SAND j 5 Brown to dark brown medium dense moist I Heavy roots and vegetation strong odor ; Silty fine grained SAND Dark grey dense moist Slight root structures Intermingling lenses of clayey SAND Boring completed at depth of 12 15 - 20 - 25 30 35 Lith- ology .'- '. . - - iky/< \ i-ij Samples 0 Q. / /. f r <•• NorCal Engineering P2£oN2° w 0 3 50 Laboratory ff 3. — o"~' S 130 146 Q Ssa 101 4 1125 V) IELL. 2 Log of Test Excavation TE-3 Project Boureston Development/Carlsbad Date of Drilling 4/12/02 Groundwater Depth None Encountered Drilling Method Extension Backhoe Hammer Weight Drop Depth (feet) Geotechmcal Description Surface Elevation Not Measured FILL SOILS : Silty SAND Brown to grey-brown medium dense damp to moist with large pieces of ' SANDSTONE 5 : Silty to clayey SAND " | Brown to dark brown medium dense moist y Minor root structures / *. i Silty sandy CLAY \ ^Q Brown stiff moist ; ff f Silty fine grained SAND ; Dark grey dense moist 15 Boring completed at depth of 15 20 25 30 35 .. Lith- ology . - - . . I - - '- A i ~)-f f w.mmii '• -.' - Samples Q. • / • f r*" r-" ^H r"?r* -*r-"r" ^^ NorCal Engineering P££o2° (A 5 = O 3 5° Laboratory 2 «s^ 0 145 137 15 1 149 ^tf Q~~ 1009 1045 1156 111 4 <n iZ^ 3 Log of Test Excavation TE-4 Project Boureston Development/Carlsbad Date of Drilling 4/12/02 Groundwater Depth None Encountered Drilling Method Extension Backhoe Hammer Weight Depth (feet) 0 Geotechmcal Surface Elevation FILL SOILS Silty SAND Drop Description Not Measured Brown to grey-brown medium dense damp to moist 5 10 15 20 25 -30 - 35 Clayey silty SAND Brown medium dense moist Silty to clayey SAND 1 Brown to dark brown dense moist Vegetation and small roots to 9 Clayey SAND Dark brown dense moist Boring completed at depth of 15' NorCal Engineering I ^ ^J ^> ^J Lith- ology ^ X s > ^ ^\^l '- ; : ^t%\ f^f*• ? '/ ^!s#f r^ f Samples 0)Q. , . P ' Project No 9851-02 5 1= 0 3 BO ° Laboratory 3 5""~ 5 157 148 15 1 146 ^3 Q. Q" 101 9 1023 1125 1107 ">*-. iZ ' 4 Log of Test Excavation TE-5 Project Boureston Development/Carlsbad Date of Drilling 4/12/02 Drilling Method Extension Backhoe Hammer Weight Depth (feet) Geotechnical Surface Elevation Groundwater Depth None Encountered Drop Description Not Measured ; Silty SAND Brown to grey-brown medium dense damp to moist ! 5 , Silty SAND Dark brown medium dense to dense moist SANDSTONE Bedrock .|n .Brown very dense damp Boring completed at depth of 9' 15 20 25 30 -35 NorCal Engineering Lith- ology •r-' T $ - - - '- _ ' ' • - ' Samples <1>a H ' • ' " P985llo7 in II 5° Laboratory § I 129 147 11 4 o§3 0 1032 1046 1098 w-^ iZ~"~ 5 Log of Test Excavation TE-6 Project Boureston Development/Carlsbad Date of Drilling 4/12/02 Groundwater Depth None Encountered Drilling Method Extension Backhoe Hammer Weight Depth (feet) 0 - 5 - 10 -15 20 25 30 -35 Geotechnical Surface Elevation Drop Description Not Measured . Silty SAND Brown to grey brown medium dense damp to moist j Silty to clayey SAND ' j Brown to dark brown medium dense moist U Heavy roots and vegetation strong odor I Silty fine grained SAND ; Dark grey dense moist :- Slight root structures , J ; \lnterminglinglensesofclayeySAND / •- \ Clayey SAND " ' Dark brown dense moist > Boring completed at depth of 15 NorCal Engineering Lith-ology I ^ & s£.\ Samples a)a j- ^si'-ot <n O 3 5,5 Laboratory Moisture(%)99 128 159 139 ^c- a~" 1008 1036 1148 1107 in \L ' 6 Log of Test Excavation TE-7 Project Boureston Development/Carlsbad Date of Drilling 4/12/02 Drilling Method Extension Backhoe Hammer Weight Depth (feet) Geotechnical Surface Elevation . FILL SOILS Silly SAND Groundwater Depth None Encountered Drop Description Not Measured Brown to grey-brown medium dense damp to moist Clayey SAND , Brown medium dense moist NATURAL SOILS Silty fine grained SAND 10 Grey dense moist SANDSTONE Bedrock Brown very dense to dense Boring completed at depth of 12' 15 20 25 30 35 Lith- ology 5s*s s > f \•^s ;y S-" [~s "w^ - ^> y *• ^J y s^ P-- ft :9i * - - xf * if :l ^^^ - %, {M&*& Samples 9)a.>, • • NorCal Engineering ^sToT BlowCountsLaboratory £ 3—. •i^ V- 0 W)0^ 0 132 148 >•^i?° Ss Q 1020 1056 in ^u. 7 Log of Test Excavation TE-8 Project Boureston Development/Carlsbad Date of Drilling 4/12/02 Groundwater Depth None Encountered Drilling Method Extension Backhoe Hammer Weight Drop Depth (feet) Geotechmcal Description Surface Elevation Not Measured FILL SOILS Silty SAND Brown to grey-brown medium dense damp to rnoist SANDSTONE Bedrock Brown very dense damp Boring completed at depth of 4' D 10 15 20 25 30 - 35 Lith- ology iijx^5 Samples 0) Q. i i NorCal Engineering ^stoT BlowCountsLaboratory E 3 ~ o^"5 67 ^c- a"~ </>^ 8 Log of Boring B-1 Project Boureston Development/Carlsbad Date of Drilling 4/13/02 Groundwater Depth None Encountered Drilling Method Hollow Stem Auger Hammer Weight 140 Ibs Drop 30 Depth (feet) Geotechnical Description Surface Elevation Not Measured FILL SOILS SAND fine to medium grained silty with occasional gravel pieces of concrete Light brown dry to damp SAND fine grained slightly silty Brown medium dense moist o SANDSTONE Bedrock Brown very dense damp Boring completed at depth of 10 15 20 25 30 35 Lith- ology i — >^5 - . :• : - -.> r~* tf - . - - i>-« ^ Samples Q. 1 1 NorCal Engineering PS«^0 ll 3° 4/8 11/12 Laboratory 5^5 15 1 11 0 Q 1009 1087 w^ iZ^ ' 9 Log of Boring B-2 Project Boureston Development/Carlsbad Date of Drilling 4/13/02 Groundwater Depth None Encountered Drilling Method Hollow Stem Auger Hammer Weight 140 Ibs Depth (feet) n 5 10 - 15 20 25 30 35 Geotechnical Surface Elevation FILL SOILS SAND fine grained silty i Light brown damp medium dense SAND clayey to clayey SAND Brown moist stiff SAND fine to medium grained silty Light grey moist medium dense !' SAND silty slightly clayey Dark grey moist dense Increase in clay content with depth Very dense @ 1 1 Organic odor ' SAND fine to medium grained slightly organic matter Dark grey-black moist, medium dense Strong organic odor NATURAL SOILS I SILT/SANDSTONE Grey to brown moist very dense Boring completed at depth of 21 Drop 30" Description Not Measured ... clayey to sandy CLAY with to dense NorCal Engineering . some Lith- oloqv I // f I ^f s ^r r- ^~ ? S ^f S ^f S f ^ S ** S ;>>^ ij ^'// **^> ^ P/' ^ ^ ^ ^ ^ ^** y' ^ ^ r v" ^•y1 > 1 t ^•? -' - r* f f^ ^ r' <*• r' f^ f ** f* ^ r' f' f *? r* ^ - \\ ''ffikm._ <•^f f j- x~ s± ,>- jC f f ^f £• ' ' 1 r -> f*1 ^f ff f f ^s*f^ ^S' s?^f ^s- 1 Samples 0) h • • Project No 9851-02 in 0 3 00 ° 5/15 11/18 Laboratory S: 3— * l»oS OS 154 83 ^C-C"» o 5 Sa 1163 111 4 V) iL— 10 Log of Boring B-3 Project Boureston Development/Carlsbad Date of Drilling 4/13/02 Groundwater Depth None Encountered Drilling Method Hollow Stem Auger Hammer Weight 140 Ibs Drop 30 Depth (feet) Geotechnical Description Surface Elevation Not Measured FILL SOILS SAND fine grained silty Light brown damp medium dense 5 SAND clayey with occasional gravel Olive brown moist medium dense to dense Dark grey with organic matter @ 8' 10 15 i Slight organic odor @ 1 6 NATURAL SOILS SANDSTONE Bedrock 20 Light green/tan damp very dense Boring completed at depth of 21 25 30 35 Lith- ology -"-'-. ^£ ^%^ W ^^S^f- ^<^>^y\y ^x^ Samples a P-- r^ ^" p" _* K _^ ~* h^ p-' ^ p^ ^> _J H j; — ( -4 -i; 1 NorCal Engineering *%££ in 11 50 21/50 Laboratory o""" 124 o|s 0 1098 </>___ 11 April 25, 2002 Project Number 9851-02 Page 19 Appendix B NorCal Engineering April 25, 2002 Page 20 Project Number 9851-02 TABLE I MAXIMUM DENSITY TESTS (ASTM D-1557-00) Optimum Sample Classification Moisture T1@0-25' SiltySAND 145 T4@65-8 Clayey SAND 130 Maximum Dry Density (Ibs /cu ft) 1185 1200 Soil Type T1 @ 0-2 5' T4 @ 6 5-8' TABLE II EXPANSION INDEX TESTS (U B C STD 29-2) Classification Silty SAND Clayey SAND Expansion Index 03 20 Sample T4 @ 0-6' T4@8-12 TABLE III ATTERBERG LIMITS Liquid Limit Plastic Limit 19 15 23 17 Plasticity Index 4 6 TABLE III CORROSION TESTS Sample pH Electrical Resistivity (ohm-cm) Sulfate (ppm) T4@1-25' 80 600 max 1004 Chloride (ppm) 527 NorCal Engineering 2500 2000 1/1Q. 00 of 1500 = 1000 500 1000 1500 2000 NORMAL STRESS (PSF) 2500 3000 (R) (R) (R) SYMBOL X 0 A D T.E. NUMBER 1 1 4 7 DEPTH (FEET) 2.5 2.5 2.0 4.0 (DEGREES) 26 i 31 33 28 (PSF) 25 150 100 225 DRY DENSITY (PCF) 102.8 109.3 108.7 110.4 MOISTURE CONTENT 13.5 14.6 14.7 13.8 NOTE TESTS PERFORMED ON SATURATED SAMPLES UNLESS SHOWN BELOW (FM) FIELD MOISTURE TESTS PERFORMED ON UNDISTURBED SAMPLES UNLESS SHOWN BELOW (R) SAMPLES REMOLDED AT 90% OF MAXIMUM DRY DENSITY NorCal Engineering SOILS AND GEOTECHNICAL CONSULTANTS PROJECT 9851-02 DATE DIRECT SHEAR TEST RESULTS Plate A 0 2 - »? zo1— 1 .COMPRESS0 CTv -fl_ 1i n 0 j i ; -- "~ ! ! ' i i i 1 > | ; " j" •' " j !.. i i i j : | 1 i j | i 1 0 5 .... ._.: .._ --I .-.- -]-.-- ! i - • - " ! ~ ^~---f r~ " " "I i l l NOTE WATER ADDED AT NORMAL PRESSURE AT 1 0 KSF 1 i |_ !1- 1 |- - i | ! f I : ! I i | j! ! J : | " i i r " — T T • • •j SE- - i^X • •' •T-~t-v "x n.... . .:,._, .. .._ i i • 1 " ;""" h" " ~ i i • ! ;i i \ i I i | ' 10 5 10 20 NORMAL PRESSURE (KSF) «.„„„„. BORING DEPTH MHBUL NUMBER (FEET) X 1 5.0 O 1 8.0 A 1 10.0 ° 1 12. COMPRESSION REBOUND 5 DRY DENSITY (PCF) 104.4 111.7 109.9 109.8 MOISTURE CONTENT (I) 17.7 15.9 14.0 13.7 LIQUID PLASTICITY LIMIT INDEX (%) (V (FM) FIELD MOISTURE - NO HATER ADDED (R) SAMPLE REMOLDED AT 90 t OF MAXIMUM DRY DENSITY NorCal Engineering SOILS AND GEOTECHNICAL CONSULTANTS PROJECT 9851-02 | DATE CONSOLIDATION TEST RESULTS Plate B 40 NorCal Engineering Soils and Geotechmcal Consultants 10641 Humbolt Street Los Alarmtos, CA 90720 (562)799-9469 FAX (562)799-9459 April 15, 2002 Project Number 9851-02 Boureston Development 5500 Trabuco Road, Suite 100 Irvine, California 92620-5705 Attn Mr Richard Boureston RE Geotechmcal Engineering Investigation - Proposed Residential Development - Located at the Northwest Corner of Cammo Vida Roble and Code Del Nogel, in the City of Carlsbad, California Dear Mr Boureston This firm has recently concluded our field investigation for the above referenced site Eight test excavations and three borings were placed to a depth of 4 to 21 feet below existing ground surface Fill soils were encountered to depths of 11/2 to 19 feet and were noted to be medium dense in the upper 11/2 to 81/2 feet A portion of these soils contained organics, vegetation and relatively large root structures up to 5 inches in diameter These soils will require to be removed and recompacted and cleansed of all organics and debris These depths could be greater in some areas The following table reveal the depths of removal in each exploration and the estimated volumes of removal and recompaction Borings and Depth of Removal Test Excavation and Recompaction TE1 8 TE2 81/2 TE3 71/2 TE4 71/2 TE5 81/2 TE6 7 TE7 8 TE8 11/2 B1 9 B2 7 B3 8 Average Depth of Removal = 73 feet Amount of Removal and Recompaction = 50,878 cubic yards April 1 5, 2002 Project Number 9851 -02 Page 2 This is a rough average and the exact totals will not be known until the grading operations are completed Additional import soils also may be needed due to shrinkage and subsidence in the recompacted fill soils Please contact us as soon as possible to let us know if we should continue with any of the laboratory testing We appreciate this opportunity to be of service to you If you have any further questions, please do not hesitate to contact the undersigned Respectfully submitted, NORCAL ENGINEERING Troy D Norrell President NorCal Engineering JAN123-2003 THU 03-50 PM CITY OF CARSLBAD FAX NO. 760 602 8558 P 13 NON-RESIDENTIAL CERTIFICATE: NofhKeadenW Land Owner, please read this opfton careUly wid be sure you throughly understand the options before agnng. The opfcon you choose wilt affect your payment of Die developed Special Tax assessed on your property Th» option is available only at the bm» of fce first bulking pern* issuance Properly owner signature is requred before a buhfing permit will be Issued Your signature » confirming the accuracy of all parcel and ownership informafeon shown. Narnt of Ownerf Telephone L Cb/M£ Addres* Project Address Carlsbad CA 9200 City ' State Zip Code City State Zip Code * Parcel Number, or APN and Lot Number if not yet subdivided Building Permit Number Aioted by Ordnance No l^1& and acfc^ed by the City Council of the CHy of Carlcbad, Cabfoma, the City B autarized to levy a special Tax in Community Facilitae* distrtct No 1. All non-residential property, upon the nsuarcaorhe first baking permit shaft have the option to (1) pay the SPECIAL DEVELOPMENT TAX ONE- TIME or (2) assume 1he ANNUAL SPECIAL TAX - DEVELOPED PROPERTY for a penod not to exceed twenty- five (25) yean. Please indicate your choice by initialing the appropriate line belew OPTTCN (1): | elect to pay the SPECIAL DEVELOPMENT TAX ONE-TIME now. as a one-feme payment Amount o£ One-Time Spedal Tax: t R, t?-^-- 7Z Owner's Initiate OPTION (2) I elect to pay the SPECIAL DEVELOPMENT TAX ANNUALLY foj a period not to exceed twenty-five (25) years. Maximum Annual Special Tax. $_.L_f3_^ * 06 Owner tribal* I DO HEREBY CERTIFY UNDER PENALTY OF PERJURY THAT THE UNDERSIGNED IS THE PROPERTY OWNER OF THE SUBJECT PROPERTY AND THAT I UNDERSTAND AND WILL COMPLY WITH THE PROVISIONS AS STATED ABOVE. r&r-Tfoz Signature of Property Owner Title Print Name Date The Cfty of Carlsbad has not mdependenliy verified the information shown above Therefore, we accept no responsibility as to the accuracy or completeness of this information JAN-23-2003 THU 03.49 PM CITY OF CARSLBAD FAX NO 760 602 8558 P 11 City of Carlsbad Building Department CERTIFICATE OF COMPLIANCE PAYMENT OF SCHOOL FEES QR OTHER MITIGATION 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 buildmg permit without a completed school fee form Project Name Building Permit Plan Check Number Project Address APN Project Applicant (Owner Name(s), fir- -z~q>4 Project Description ~7> O^Cd BUILDING TYPE Residential1 Number of New Dwelling Units Square Feet of Living Area in New Dwelling Second Dwelling Unit Square Feet of Living Area in SDU Residential Additions Net Square .Feetjsiew Area Commercial/Industrial City Certification of applicant's information Square Feet^loqfr Area Date. SCHOOL DISTRICTS WITHIN THE CITY OF CARLSBAD Carlsbad Unified School District 729^929?) San Marcos Unified School District 215 Mala Way San Marcos, CA 92069 (290-2649) Encmitas Union School District 101 South Rancho Santa Fe Rd Encmitas, CA 92024 (944-4300) San Diegulto Union High School District 710EnclnitasBlvd Encinrtas, CA 92024 (753-6491) Certification of Applicant/Owners The person executing this declaration ("Owner) certifies under penalty of pe/jury 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 projects), or that the person executing this declaration is authorized to sign on behalf of the Owner Signature Date. - SCHOOL DISTRICTBCHOOLTEECERTIFICATION (To be completed by the school distnct(s)) 1635 Faraday Avenue » Carlsbad CA 92008-7314 » (760) 6Q2-27OO • FAX (76O) 602-8560 JAN-23-2003 THU 03 52 PM CITY OF CARSLBAD FAX NO 760 602 8558 P 17 THIS FORM INDICATES THAT THE SCHOOL DISTRICT REQUIREMENTS FOR THE PROJECTTRICT REQUIRE HAVE BEEN OR WILL BE SATlSFlEP 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 /s^fiS Saylen Freeman ff TITLE "Assistant Superintendent NAME OF SCHOOL DISTRICT DATE PHONE NUMBER ixtcorl i/17/An CMs CM § CO ± O O O CO O