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2030 CORTE DEL NOGAL; ; CB022427; 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 CB022427 Job Address Permit Type Parcel No Valuation Occupancy Group Project Title 2030 CORTE DEL NOGAL CBAD COMMIND Sub Type 2130612500 Lot# $562,740 00 Construction Type Reference # CARLSBAD OFFICE PARK -BLDG D 11310 SF SHELL WOOD FRAME COMM 0 NEW Applicant GUY DUERWALD SUITE 400 16842 VAN KARMANAVE IRVINE CA 92606-492 949-387-4665 Owner Status Applied Entered By Plan Approved Issued ISSUED 08/20/2002 CB 05/16/2003 05/16/2003 Inspect Are*29c 05/J6/03 Plan Checktt 02 54348. 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 $1,942 99 Meter Size $0 00 Add'l Reel Water Con Fee $1,26294 Meter Fee $0 00 SDCWA Fee $0 00 CFD Payoff Fee $11818 PFF $4,524 00 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 $13,21008 $10,241 87 $000 $000 $000 $1,42500 $000 $9800 $81000 $000 $000 $4,888 38 $000 $000 $55,098 44 Total Fees $55,098 44 Total Payments To Date $750 00 Balance Due $54,348 44 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 PERMIT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave , Carlsbad CA 92008 FOR OFFICE USE ONLY PLAN CHECK EST VAL Plan Ck Deposit Validated By Date ~"7 . CO Description of Work SQ # of Stones # of Bedroomso CONTACT PEMPN.(tf Merejntfrpm applicant) # of Bathrooms O Name Address Telephone #Fax#State/Zip _'.' ^i' (Sec 7031 5 Business and Professions Code Any City or County which requires a permit td construct alfer1 imjJlWP'af molWh or repair any structure pnor 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 Section7031J) by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars [S500]) (.^fft) 3S'— C^&fcS State/£ip City Business License # OAUE-. - State/ZipDesigner Name State License # C_/~ 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 fir I have and will maintain worker's compensation as required by Section 3700 of the labor Code for the performance of the work for which this permit is issued My worker's compensation insurance earner and policy number are _^ i I (j Insurance Company ^TVVfl^ ($• r^P \^-^ lKl*-^ & Policy No *••* 1 b "• C>fc>N *• " *• •? Expiration Date / / "~ j (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS [$100] OR LESS) O 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 a erosion to the cos/ ofccomnanjtatH^ damages are provided for in Section 3706 of the Labor Code, interest and attorney s fees SIGNATURE L-^^J *-/**—•""' ^ DATE 7" OWNER^BUILDER DECLARATION; ""'T' " ~ "~^.^TT " ~T ~"~" ";V:' -;>,. v'" ^"" " ~".rrr^".- '-~3~~ -. ~f~ '• iTT'.TFP'^in I hereby affirm that I am exempt from the Contractors License Law for the following reason D 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 Contractor s License Law does not apply to an owner of property who builds or improves thereon and who does such work himself or through his own employees provided that such improvements are not intended or offered for sale If however the building or improvement is sold within one year of completion the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale) Q 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 Contractor's 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 D 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 /vork indicated (include name / address / phone number / type of work) PROPERTY OWNER SIGNATURE.DATE PERMIT 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 ,v " : ••-;",'.' " .•••;''•'*">.'-•'''•."••.' ".'"V\; Is the applicant or future building occupant required to submit a business plan acutely hazardous materials registration for or nsk management and prevention program under Sections 25505 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? DYES D NO Is the applicant or future building occupant required to obtain a permit from the air pollution control distnct or air quality management district9 O YES D NO Is the facility to be constructed within 1 000 feet of the outer boundary of a school site7 D YES D 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 8 i CONSTRUCTilONL'ENbiNG AGENCY vVv; it; ; ' '•'.' : _ "•"-. >" V "."'V~ *.".'.: "C ~Y''' ; ^y.ffi^-'iJxLff^?7??^: " -~ '^. .^"H 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 9. ..""APPLICANTCERTIFICATION; .^..IiJ" 7H'.: . ;::-v.,".-...'. ''vSr^r^LJV/"^^ 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 EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT 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 Official under the provisions of this Code shall expire by limitation and become null and void if the building or work authonzed by such permit is not commenced within 180 days ftorrrthedate of such permit or if the building or work authonzed by such permit is suspended or abandoned at any time after the work is commenced for a period of 180 days (SfectioifiOS 4 4 Uniform Building Code) APPLICANT S gi^MATtppc rZ^^Y t* DATE City of Carlsbad Final Building Inspection Dept: Building Engineering Plan Check # Permit # Project Name CB022427 CARLSBAD OFFICE Planning CMWD PARK -BLDG D St Lite(Fire./__ Date Permit Type Sub Type 03/08/2004 COMMIND COMM 1 1 ,31 0 SF SHELL WOOD FRAME Address Contact Person Sewer Dist Inspected By <&- X Inspected By Inspected By 2030 CORTE DEL NOGAL ERNIE CA 9 -T Phone 9099068349 Water Dist CA Date ,/ . Inspected /^ W Date Inspected Date Inspected Lot 0 ?< Approved C "" Approved Approved Disapproved Disapproved Disapproved Comments City of Carlsbad Bldg Inspection Request For 03/08/2004 Permit* CB022427 Title CARLSBAD OFFICE PARK -BLDG D Description 11,310 SF SHELL WOOD FRAME Inspector Assignment TP 2030 CORTE DEL NOGAL Lot 0 Type COMMIND, Sub Type COMM Job Address Suite Location APPLICANT GUYDUERWALD Owner Remarks Phone 9099068349 Inspector /f Total Time Requested By ERNIE Entered By ROBIN CD Description 19 Final Structural 29 Final Plumbing 39 Final Electrical 49 Final Mechanical Act Comment At-. Associated PCRs/CVs Inspection History Date Description Act Insp 12/11/2003 34 Rough Electric AP TP 12/11/2003 39 Final Electrical WC TP 09/19/2003 11 Ftg/Foundation/Piers WC TP 09/19/2003 14 Frame/Steel/Bolting/Weldmg AP TP 09/17/2003 11 Ftg/Foundation/Piers WC TP 09/17/2003 12 Steel/Bond Beam AP 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 08/15/2003 13 Shear Panels/HD's AP TP 08/05/2003 13 Shear Panels/HD's PA TP 08/05/2003 14 Frame/Steel/Bolting/Welding AP TP 08/05/2003 17 Interior Lath/Dry wall AP TP Comments MSB, SUB PNL, TRANS PILASTER @ ENTRY CLMN PLATE BOLTING @ ENTRY ENT SOFFIT LITES ROOF DRAINS SHR @ MAIN ENTS EXT SHR N/INCL MAIN ENT ELECT RM City of Carlsbad Bldg Inspection Request For 03/08/2004 Permit* CB022427 06/20/2003 11 Rg/Foundation/Piers 06/20/2003 12 Steel/Bond Beam 06/19/2003 11 Ftg/Foundation/Piers 06/19/2003 12 Steel/Bond Beam 06/16/2003 11 Ftg/Foundation/Piers 06/16/2003 12 Steel/Bond Beam 05/22/2003 21 Underground/Under Floor 05/19/2003 21 Underground/Under Floor Inspector Assignment TP AP TP SOG & CONT FTN AP TP PA TP DEPN FTN PA TP AP TP AP TP INT & EXT SPRD FTNS AP TP AIR TEST MAIN AP PY 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 CBO22427 2030 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, JackJ Rowley CEO CONSTRUCTION TECHNICAL CONSULTANTS 1-800-428-5606 FIELD DATA - TEST SPECIMENS JOB NO ;02-242 ; FILE ,03-5437-31"JOB NAME icarlsbad Office Park-Bldg D ADDRESS 2030 Corte Del Nogal, Carlsbad CONTRACTOR Diffenbaugh MIX DESIGNATION J1215 CONCRETE PLANT Robertson's NO OF SPECIMENS ADMIXTURE SPEC PS I AT 28 DAYS 4000 TOTAL CUBIC YARDS AGE TO BE TESTED -| @ 7 DAYS 2 @ 28 I [1-Hold LOCATION IN STRUCTURE footmgs-Bldg D DATE CAST 6-17-03 MADE BY Ijeff Burgess —i FOR LABORATORY USE ONLY LAB NO. 5012 5013 5014 5015 MARK 1A 1B 1C 1D AGE 7 28 28 Hold DATE TESTED 6-24 7-15 7-15 TEMP 70 SLUMP 4" AREA 2827 ULT. LOAD 93,000 PSI 3290 cc Respectfully Submitted, J J Rowley CONSTRUCTION TECHNICAL CONSULTANTS 1-800-428-5606 FIELD DATA - TEST SPECIMENS JOB NAME Carlsbad Office Park JOB NO 02-242 FILE 03-5437-15 ADDRESS 2038 Corte Del Nogal CONTRACTOR JD Diffenbaugh MIX DESIGNATION -J215 ADMIXTURE CONCRETE PLANT Robertson's SPEC PS I AT 28 DAYS NO OF SPECIMENS [4 I TOTAL CUBIC YARDS (4 i AGE TO BE TESTED !-| @7 DAYS i_ 2@28 1 Hold LOCATION IN STRUCTURE exterior pad footings DATE CAST 5-27-03 MADE BY Darrell Duncan FOR LABORATORY USE ONLY LAB NO. 4861 4862 4863 48fi4tout MARK 2A 2B 2C on£.1-1 AGE 7 28 28 HnlH1 IUIVJ DATE TESTED 6-03 6-24 6-24 TEMP SLUMP AREA 2827 ULT. LOAD 100,000 120,000 117,000 PSI 3535 4245 4140 cc Respectfully Submitted, J Rowley CONSTRUCTION TECHNICAL CONSULTANTS 1 -800-428-5606 FIELD DATA - TEST SPECIMENS JOB NAME Carlsbad Office Park JOB NO 02-242 FILE -5437-13 ADDRESS 2036 Corte Del Nogal, Carlsbad CONTRACTOR J D Diffenbaugh MIX DESIGNATION i-|215 ADMIXTURE CONCRETE PLANT Robertson's I SPEC P S I AT 28 DAYS 4000 NO OF SPECIMENS 4 TOTAL CUBIC YARDS 41 AGE TO BE TESTED 1@7 DAYS 2@28 1 Hold LOCATION IN STRUCTURE footings DATE CAST J5-27-03 MADE BY Darrell Duncan FOR LABORATORY USE ONLY LAB NO. 4858 4859 4860 48R1too i MARK 1A 1B 1C m1 1— * AGE 7 28 28 Hnlrl1 IUIU DATE TESTED 6-03 6-24 6-24 TEMP SLUMP AREA 2827 ULT. LOAD 109,500 124,500 126,000 PSI 3875 4405 4455 cc Respectfully Submitted, CONSTRUCTION TECHNICAL CONSULTANTS 1-800-428-5606 FIELD DATA - TEST SPECIMENS JOB NAME ADDRESS Carlsbad Office Park-Bldg D JOB NO 02-242 FILE |03-5437-33 2030 Corte Del Nogal, Carlsbad CONTRACTOR [j D biffenbaugh MIX DESIGNATION 1215 ADMIXTURE WRDA-64 CONCRETE PLANT Robertson's SPEC PS I AT28 DAYS 4000 NO OF SPECIMENS 4 AGE TO BE TESTED 1<| @> 7 TOTAL CUBIC YARDS |36 DAYS 2@28 1-Hold LOCATION IN STRUCTURE Footings, southeast bldg DATE CAST 6-19-03 MADE BY B Hemmmgs FOR LABORATORY USE ONLY LAB NO. 5016 5017 5018 5019 MARK 1A 1B 1C 1D AGE 7 28 28 Hold DATE TESTED 6-26 7-17 7-17 TEMP 73 SLUMP 5" AREA 2827 ULT. LOAD 115,500 PSI 4085 cc Respectfully Submitted, JOB NAME ADDRESS CONSTRUCTION TECHNICAL CONSULTANTS 1-800-428-5606 FIELD DATA - TEST SPECIMENS _ _ ._ _ Carlsbad Office Park JOB NO 02242I FILE [03^5437-17 2036 Corte Del Nogal, Carlsbad CONTRACTOR jj D Diffenbaugh MIX DESIGNATION CONCRETE PLANT 1215 ADMIXTURE Robertson's NO OF SPECIMENS [4 | AGE TO BE TESTED SPEC PS I AT28 DAYS 4000 L. TOTAL CUBIC YARDS [22 1@7 1 DAYS \2 @ 28 LOCATION IN STRUCTURE Ifootang pads DATE CAST !5-29-03 MADE BY Harvard So J FOR LABORATORY USE ONLY LAB NO. 4839 4840 4841 4.049*rO*t^ MARK 1A 1B 1C mi \-> AGE 7 28 28 Hnlrl1 IWIVJ DATE TESTED 6-05 6-26 6-26 TEMP SLUMP AREA 2827 ULT. LOAD 107,000 121,500 124,000 PSI 3785 4300 4405 cc Respectfully Submitted, . J J Rowley 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 Job* 02-242 1-800-428-5606 Fax 1-800-815-6359 03-5437-58 PAGE OF REGISTERED INSPECTOR'S REPORT OF D REINFORCED CONCRETE QSTRUCT STEEL ASSEMBLY BOTHERS VISUAL WELDING DPRE-STRESSED CONCRETE D HIGH-STRENGTH BOLTING D SHOP D REINFORCED MASONRY D RE-BAR WELDING El FIELD OWNER OF PROJECT Carlsbad Office Park-Building C, D JOB ADDRESS 2032, 2030 Corte Del Noga , Carlsbad DESCRIBE MATT ( MIX DESIGN RE BAR GRADE & MFGR WELD-ROO ETC ) Tube Steel ASTM A-500, Grade B Welding Wire 232 Welders Rick Anderson-#1 8882 William Montes De Oca^PO17341 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 A COPY OF THE INSPECTOR S REPORT IS ON FILE IN OUR OFFICE FT STATES THAT THE ABOVE INSPECTION COMPLIES WITH APPLICABLE BUILDING REQUIREMENTS cc RESPECTFULLY SUBMITTED 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 03-5437-56 PAGE OF D REINFORCED CONCRETE QSTRUCT STEEL ASSEMBLY BOTHERS VISUAL WELDING REGISTERED INSPECTOR'S rjRRE-STRESSED CONCRETE D HIGH-STRENGTH BOLTING D SHOP RcPURF Ur a REINFORCED MASONRY D RE-BAR WELDING B FIELD OWNER OF PROJECT Carlsbad Office Park-Building D JOB ADDRESS 2030 Corte Del Nogal, Carlsbad DESCRIBE MATT. ( MIX DESIGN. RE BAR GRADE * MFGR WELD-ROD ETC ) BUILDING PERMIT NUMBER PLAN FILE NUMBER CB022427 ARCHITECT Lee/Sakahara ENGINEER Ficcadentti/Wagoner GENERAL CONTRACTOR J D Diffenbaugh CONTR DOING REPORTED WORK Anderson Steel INSPECTOR Steven Wood-#51201 50-85 DATE 7-28-03 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 & tDENT NO S OF TEST SAMPLES TAKEN STRUCT CONNECTIONS ( WELDS MADE H T BOLTS TORQUED) CHECKED ETC Observed & inspected fit-up, & tacking in place of inner, & outer canopy framing, per detail! 1/S1 3 A COPY OF THE INSPECTOR S REPORT IS ON FILE IN OUR OFFICE !T STATES THAT THE ABOVE INSPECTION COMPLIES WfTH APPLICABLE BUILDING REQUIREMENTS CC RESPECTFULLY SUBMrTTED By JJ FLCCADENTI & WAGGONER Consulting Structural Engineers, Inc. 16969 Von Kaiman,Sufe240 Tet (a49)474-05(B bvine. CA 92614 Rpc (949) 474-1801 FACSIMILE COVER LETTER Ataad&KMnny SHRGanie Date: F&W Job No.: Attention: Company: Regarding: From: We are transmitting missing, please call (949) 474-0502 pages of copy including this cx>ver sheet. If any pages are Comments: CC'. Should you wish to transmit information to us. our automatic transmission number is (949) 474-1801 *****irt**irt*M*«***»M***(Hl********«*****«IHrt*(H*MM**«^ CONSTRUCTION TECHNICAL CONSULTANTS 1-800-428-5606 FIELDJ5ATA - TEST SPECIMENS JOB NO i 02-242JOB NAME icarlsbad Office Park-Bldg D i FILE 03-5437-33 ADDRESS |2030 Corte Del Nogal, Carlsbad CONTRACTOR J D Diffenbaugh MIX DESIGNATION ,1215 CONCRETE PLANT i Robertson's ADMIXTURE WRDA-64 SPEC PS I AT28 DAYS J4000 NO OF SPECIMENS 4 TOTAL CUBIC YARDS r36" AGE TO BE TESTED LOCATION IN STRUCTURE DAYS 2@28 11-Hold Footings, southeast bldg DATE CAST 16-19-03 MADE BY :B Hemmmgs FOR LABORATORY USE ONLY LAB NO. 5016 5017 5018 5019 MARK 1A 1B 1C 1D AGE 7 28 28 Hold DATE TESTED 6-26 7-17 7-17 — TEMP 73 SLUMP 5" AREA 2827 ULT. LOAD 115,500 145,000 147,000 PSI 4085 5130 5200 cc Respectfully Submitted, . Rowley J CONSTRUCTION TECHNICAL CONSULTANTS 1-800-428-5606 FIELD DATA - TEST SPECIMENS JOB NAME Carlsbad Office Park JOB NO !rj2-242 FILE ,03-5437-28 ADDRESS ^030 Corte Del Nogal, Carlsbad CONTRACTOR iDiffenbaugh MIX DESIGNATION !1215 ADMIXTURE CONCRETE PLANT Robertson's NO OF SPECIMENS [4 " SPEC PS I AT 28 DAYS 4000 TOTAL CUBIC YARDS AGE TO BE TESTED DAYS 2 @ 28 1-Hold LOCATION IN STRUCTURE Footings DATE CAST J6-11-03 MADE BY jjeff Burgess FOR LABORATORY USE ONLY LAB NO. 4983 4984 4985 4986 MARK 1A 1B 1C 1D AGE 7 28 28 Hold DATE TESTED 6-18 7-09 7-09 TEMP 70 SLUMP 4" AREA 2827 ULT. LOAD 110,000 144,500 143,000 — PSI 3890 5110 5060 — cc Respectfully Submitted, JJ 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 03-5437-48 PAGE OF D REINFORCED CONCRETE DSTRUCT STEEL ASSEMBLY BOTHERS VISUAL WELDING REGISTERED INSPECTOR'S npRE-STRESSED CONCRETE Q HIGH-STRENGTH BOLTING D SHOP KtHURT UP D REINFORCED MASONRY n RE-BAR WELDING E FIELD OWNER OF PROJECT Carlsbad Office Park-Bldg D JOB ADDRESS 2030 Corte Nogal, Carlsbad DESCRIBE MATL ( MIX DESIGN RE BAR GRADE & MFGR WELD-ROD ETC ) BUILDING PERMIT NUMBER PLAN FILE NUMBER CB022427 ARCHITECT Lee & Sakahara ENGINEER DanJon GENERAL CONTRACTOR J D Diffenbaugh CONTR DOING REPORTED WORK Anderson Steel INSPECTOR Harvard So-#51 14260 DATE 7-08-03 ' • 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 1 /S2 5 "D" Building Work per detail Observed grid line A-B & 3-4, & A-B, 1-2, detail 2/S2 6 at 1 1/S1 3, \ m & 21/S5 3 parapet brace Steel column welded^Support plate cut at mislocated assembly as approved by engineer 6-30-03 Filler Metal-E7018, SMAW & E71T-8, NR232, FCAW 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 THATTHE ABOVE INSPECTION COMPLIES WITH APPLICABLE BUILDING REQUIREMENTS CC RESPECTFULLY SUBMfTTED 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 03-5437-47 PAGE OF D REINFORCED CONCRETE DSTRUCT STEEL ASSEMBLY BOTHERS VISUAL WELDING REGISTERED INSPECTOR'S rjpRE-STRESSED CONCRETE D HIGH-STRENGTH BOLTING D SHOP Ktr UK 1 UP D REINFORCED MASONRY n RE-BAR WELDING E FIELD OWNER OF PROJECT Carlsbad Office Park-Bldg D JOB ADDRESS 2030 Corte Nogal, Carlsbad DESCRIBE MATL ( MIX DESIGN RE BAR GRADE & MFGR WELD-ROD ETC ) BUILDING PERMIT NUMBER PLAN FILE NUMBER CB022427 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 1 /S2 5 "D" Building Work per detail Observed grid line A-B & 3-4, detail 2/S2 6 at 1 1/S1 3, beam steel column support plate weldecrxSupport 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 WITH APPLICABLE BUILDING REQUIREMENTS CC RESPECTFULLY SUBMITTED JJ 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 03-5437-42 PAGE OF D REINFORCED CONCRETE DSTRUCT STEEL ASSEMBLY BOTHERS VISUAL WELDING REGISTERED^NSPECTOR'S npRE.STRESSED CONCRETE D HIGH-STRENGTH BOLTING D SHOP D REINFORCED MASONRY n RE-BAR WELDING H FIELD OWNER OF PROJECT Carlsbad Office Park-Bldg "D" JOB ADDRESS 2030 Corte Del Nogal, Carlsbad DESCRIBE MATL ( MIX DESIGN RE BAR GRADE & MFGR WELD-ROD ETC ) BUILDING PERMIT NUMBER PLAN FILE NUMBER CB022427 ARCHITECT Lee & Sakahara ENGINEER Ficcadenti & Wagoner GENERAL CONTRACTOR Diffenbaugh CONTR DOING REPORTED WORK Anderson Steel INSPECTOR Harvard So-51 14260 DATE 6-25-03 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-2/S2 1-"A" building Work detail for observed grid line B-D, 2-3, detail 4, beam H12 x 26, column 8x18 High strength tube-6 5,9,10, 14, 15/S52 The x 6 x 3/8", east, southwest side connected for welding, detail 6, 8, 17/S6 1 welded Filler metal-E7018 SMAW & filler metal E7/T-8, NR232, FCAW Welders same as 6/24/03 A COPY OF THE INSPECTOR S REPORT IS ON FILE IN OUR OFFICE FT STATES THAT THE ABOVE INSPECTION COMPLIES WITH APPLICABLE BUILDING REQUIREMENTS CC RESPECTFULLY SUBMJTTED 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 03-5437-41 PAGE OF REGISTERED INSPECTOR'S REPORT OF D REINFORCED CONCRETE DSTRUCT STEEL ASSEMBLY BOTHERS VISUAL WELDING DPRE-STRESSED CONCRETE D HIGH-STRENGTH BOLTING D SHOP D REINFORCED MASONRY D RE-BAR WELDING H FIELD OWNER OF PROJECT Carlsbad Office Park-Bldg "D" JOB ADDRESS 2030 Corte Del Nogal, Carlsbad DESCRIBE MAT! ( MIX DESIGN RE BAR GRADE & MFGR WELD-ROD ETC ) BUILDING PERMIT NUMBER PLAN FILE NUMBER CB022427 ARCHITECT Lee & Sakahara ENGINEER Ficcadenti & Wagoner GENERAL CONTRACTOR Diffenbaugh CONTR DOING REPORTED WORK Anderson Steel INSPECTOR Harvard So-51 14260 DATE 6-23-03 6-24-03 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 Ram-No welders Location per plan-2/S2 1 "A" building Work per detail Observed grid line A-F, 2-3, detail 4/S5 2, 10/S5 2, 15/S5 2, 11/S5 2 The beam H12 x 26, column 8X18 High strength tube, 6 x 6 x 3/8" east, & south side connected gusset plate, & knife welded, at grid line E-F, 2-4 The stairway erected with tap welding Filler metal E7/T-8, NR232, FCAW Welders Larry Martm-Man/auto-#PO1 5363, exp 1/3/06, Rick Anderson-#1 8882, AWSD1 1 A COPY OF THE INSPECTOR S REPORT IS ON FILE IN OUR OFFICE FT STATES THAT THE ABOVE INSPECTION COMPLIES WITH APPLICABLE BUILDING REQUIREMENTS CC RESPECTFULLY SUBMnTED By [J Rowley CONSTRUCTION TECHNICAL CONSULTANTS 1-800-428-5606 FIELD DATA - TEST SPECIMENS JOB NAME Icarlsbad Office Park-Bldg "D" JOB NO fo2-242 I FILE [03-5437-40 |203iADDRESS 2036 Corte Del Nogal, Carlsbad CONTRACTOR Diffenbaugh Construction MIX DESIGNATION 1215-2020 ADMIXTURE CONCRETE PLANT Robertson's SPEC PS I AT 28 DAYS 4000 NO OF SPECIMENS 4 TOTAL CUBIC YARDS 198 AGE TO BE TESTED 1@7 DAYS |2@28 LOCATION IN STRUCTURE DATE CAST 6-23-03 L MADE BY E Perez/B Hemmmgs FOR LABORATORY USE ONLY LAB NO. 5089 5090 5091 5092 MARK 8A 8B 8C 8D AGE 7 28 28 Hold DATE TESTED 6-30 7-21 7-21 TEMP 78 SLUMP 3" AREA 2827 ULT. LOAD 101,500 PSI 3590 cc Respectfully Submitted, JJ Rowley CONSTRUCTION TECHNICAL CONSULTANTS 1-800-428-5606 FIELD DATA -JTESTSPECIMENS JOB NO 02-242JOB NAME 'Carlsbad Office Park-Bldg "D"FILE J03-5437-39 ADDRESS £036 Corte Del Nogal, Carlsbad CONTRACTOR iDiffenbaugh Construction MIX DESIGNATION 1215-2020 ADMIXTURE CONCRETE PLANT Robertson's NO OF SPECIMENS \\2 SPEC PS I AT28 DAYS 4000 TOTAL CUBIC YARDS 198 AGE TO BE TESTED 3 (Q> 7 DAYS 6 @ 28 3 @ Hold LOCATION IN STRUCTURE slab on grade DATE CAST 6-23-03 MADE BY E Perez/B Hemmmgs FOR LABORATORY USE ONLY LAB NO. 5077 5078 5079 5080 5081 5082 5083 5084 5085 5086 5087 5088 MARK 5A 5B 5C 5D 6A 6B 6C 6D 7A 7B 7C 7D 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 76 77 77 SLUMP 3 1/2" 3 3/4" 3" AREA 2827 ULT. LOAD 118,000 118,000 117,000 PSI 4175 4175 4140 cc Respectfully Submitted, JJ 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 Job# 02-242 1-800-428-5606 03-5437-38 Fax 1-800-815-6359 PAGE OF REGISTERED INSPECTOR'S REPORT OF H REINFORCED CONCRETE DSTRUCT STEEL ASSEMBLY QPRE-STRESSED CONCRETE D HIGH-STRENGTH BOLTING D REINFORCED MASONRY D RE-BAR WELDING OWNER OF PROJECT Carlsbad Office Park-Bldg "D" JOB ADDRESS 2030 Corte Del Nogal, Carlsbad DESCRIBE MATT. ( MIX DESIGN RE BAR GRADE & MFGR WELD-ROD ETC ) Mix #121 5 BUILDING PERMIT NUMBER CB022427 ARCHITECT Lee & Sakahara DOTHERS 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 198 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 FT STATES THATTHE ABOVE INSPECTION COMPLIES WITH APPLICABLE BUILDING REQUIREMENTS CC RESPECTFULLY SUBM/ITED J J Rowley 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 03-5437-32 PAGE OF REGISTERED INSPECTOR'S REPORT OF B REINFORCED CONCRETE DSTRUCT STEEL ASSEMBLY DPRE-STRESSED CONCRETE D HIGH-STRENGTH BOLTING D REINFORCED MASONRY D RE-BAR WELDING OWNER OF PROJECT Carlsbad Office Park-Building D JOB ADDRESS 2030 Corte Del Nogal, Carlsbad DESCRIBE MATT ( MIX DESIGN RE BAR GRADE & MFGR WELD-ROD ETC ) Mix #121 5, 4000 PSI Rebar Grade 60 BUILDING PERMIT NUMBER CB022427 ARCHITECT Lee & Sakahara DOTHERS DSHOP B FIELD PLAN FILE NUMBER ENGINEER Ficcadenti & Wagoner GENERAL CONTRACTOR J D Diffenbaugh CONTR DOING REPORTED WORK Inland Concrete Corp INSPECTOR Bill Hemmmgs-#5471 647-49 DATE 6-19-03 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 36 cubic yards of concrete for footings 1 ) side of southeast building, grid lines 2 along south 6 to 4 2) along east side of southeast building, grid lines A 2 to D To the best of my knowledge, all work conforms to job specifications, & structural drawings Observed placement of rebar #4 continuous, inside haunch of holdowns as noted by city inspector 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 CONSTRUCTION CONCRETE - MASONRY - PRESTRESSED - STRUCTURAL STEEL TECHNIPAI 40 YEARS EXPERIENCE i i_^niliwmi_ NATIONWIDE SERVICE CONSULTANTS CONSTRUCTION MATERIALS TESTING AND INSPECTION Post off ice Box 891750 Temecula, CA 92589-1750 Job# 02-242 1-800-428-5606 03-5437-30 Fax 1-800-815-6359 PAGE OF REGISTERED INSPECTOR'S REPORT OF H REINFORCED CONCRETE DSTRUCT STEEL ASSEMBLY DOTHERS DPRE-STRESSED CONCRETE D HIGH-STRENGTH BOLTING O SHOP D REINFORCED MASONRY n RE-BAR WELDING B FIELD OWNER OF PROJECT Carlsbad Office Park-Building "D" JOB ADDRESS 2030 Corte Del Nogal, Carlsbad DESCRIBE MATL ( MIX DESIGN RE BAR GRADE & MFGR WELD-ROD ETC ) Mix #121 5, 4000 PSI BUILDING PERMIT NUMBER PLAN FILE NUMBER CB022427 ARCHITECT Lee & Sakahara ENGINEER Ficcadenti & Wagoner GENERAL CONTRACTOR J D Diffenbaugh CONTR DOING REPORTED WORK Inland Concrete Corp INSPECTOR Jeff Burgess-#500342849 DATE 6-17-03 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 9 cubic yards of concrete for one exterior, & four interior column pad footings for building "D" 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 CONSTRUCTION TECHNICAL CONSULTANTS 1-800-428-5606 FIELD DATA - TEST SPECIMENS JOB NAME ;carlsbad Office Park I JOB NO 02-242 FILE 03-5437-28 ADDRESS 2030-2038 Corte Del Nogal, Carlsbad CONTRACTOR J D Diffenbaugh MIX DESIGNATION 11215 ADMIXTURE CONCRETE PLANT Robertson's NO OF SPECIMENS AGE TO BE TESTED <\ @ 7 SPEC PS I AT 28 DAYS 4000 TOTAL CUBIC YARDS 17 I I DAYS :2@28 !1 Hold LOCATION IN STRUCTURE jfootmgs | DATE CAST '6-11-03 MADE BY Jeff Burgess FOR LABORATORY USE ONLY LAB NO. 4983 4984 4985 4986 MARK 1A 1B 1C 1D AGE 7 28 28 Hold DATE TESTED 6-18 7-09 7-09 — TEMP 76 SLUMP 4 1/2" AREA 2827 ULT. LOAD 110,000 — PSI 3890 — cc Respectfully Submitted, J J Rowley EIS1 G11ST E E R. 11ST G SOILS AND CEOTECHNICAL CONSULTANTS Field Observation Memo 1O641 HTJMBOLT STREET LOS ALAMITOS, CALIFORNIA 9O72O PHONE 562 799 9469 • FAX 562 799 9459 Project Date Address Project Number ^g^X- ZWsT Accepted by Gr^x, LA NorCal Representative E INTO IT-STEERING SOILS AND GEOTECHNICAL CONSULTANTS Field Observation Memo 1O641 HTJMBOLT STREET LOS ALAMITOS, CALIFORNIA 9O72O PHONE 562 799 9469 • FAX 562 799 9459 Project Date Address 2()1(1 ~ 7,0^ £*H e D,l ALaJ Project Number ^^'5/-(02 X"""" J*"S. """"" r,f\rl 70^ IQrmJfSftf /S JCs) t I ' -//) ye i/rlo ' I as 0-tl^e.ri/siS/'ff /j. r A c-c 4-1 ^ -^ Accepted by NorCal Representative ^ — / tiTMG SOILS AND CiEOTECHNICAL CONSULTANTS Field Observation Memo 1O641 HU1VIBOLT STREET LOS ALA1VIITOS, CALIFORNIA 9O72O PHONE 562 799 9469 • FAX 562 799 9459 Project Date Address Project Number — Accepted by NorCal Representative Ei rSTG I N liER IIM G SOILS AND GEOTECHNICAL CONSULTANTS Project Address Accepted b r^uju Field Observation Memo 1O641 HUMBOLT STREET LOS ALAMITOS, CALIFORNIA 9O72O PHONE 562 799 9469 - FAX 562 799 9459 Date Project Number NorCal Representative ENGINEERING SOILS'AND GEOTECHNICAL CONSULTANTS Field Observation Memo 1O641 HUMBOLT STREET LOS ALAMTTOS, CALIFORNIA 9O72O PHONE 562 799 9469 • FAX 562 799 9459 Project Date Address - £03 g'Project Number <<air X., —, sizr ^ _;, ^ Accepted by G NorCal Representative Field Observation Memo 1O641 HUMBOLT STREET LOS ALAMITOS, CALIFORNIA 9O72O PHONE 562 799 9469 • FAX 562 799 9459 Date Project Number s NorCal Representative' EN G IN EERING SOILS AND GEOTECHNICAL CONSULTANTS Project Address s s s Accepted by ^, v.«, 4->^ ENGJl N EJBR I NG ».'ir^",,'.,'" .x". ."' - ' "•"• '"-' SOILS AND GEOTECHNICAL CONSULTANTS F'eld Observation Memo 1O641 HUMBOLT STREET LOS ALAMn OS, CALIFORNIA 90720 PHONE 562 799 9469 - FAX 562 799 9459 Project C c - k b g. A. 0 V-% .. 3j>c «~\J Pate Address A- . ;2 J»t3 V Project Number — f"L o I-.y ' U. j ,C -.. N . f V Accepted by NorCal Representative EISJX3 IN BERING SOILS AND GEOTECHNICAL CONSULTANTS Field Observation Memo 1O641 HTJMBOLT STREET LOS ALAMITOS, CALIFORNIA 9O72O PHONE 562 799 9469 • FAX 562 799 9459 Project Date Address ft 7 O -1 «• 1> . / Ato ^ 0- 1 Project Number '^/,. 4a v is. ^ '. >*_,.»• -X-X,_Vl,c kc. \ \> '""Vv 4—4-4, t J5 \ k,. g a v^ • -* \ i ... ,.-r•r ^ c-f ?f [ i 4," ^ '* ^ vJ d- g A fa* C. Accepted by . NorCal Representative Li..':_ j..: >_. ' .^£$uj£d£ ._3 Field Observation Memo 1O641 HUMBOLT STRFF.T I..OS ALAMITOS, CALIFORNIA 9O72O PHONE 362 799 9469 • I;AX 562 799 9459 Date Project Number NorCal Representative EIM Cj I SOILS AND GEOTnCHNICAL CONSULTANTS Project Address Accepted by ENOINEliRIISIG SOILS AND GEOTECIINICAL CONSULTANTS Field Observation Memo 1O641 HUM BOLT STREET LOS ALA1VIITOS, CALIFORNIA 9O72O PHONE 562 799 9469 • TAX 562 799 9459 J ^ Project Date Address Project Number ar ?s Accepted by NorCal Representative SOILS AND GEOTECHNICAL CONSULTANTS Field Observation Memo 10641 HUM BOLT STREET LOS ALAMITOS, CALIFORNIA 90720 PHONE 562 799 9469 - FAX 562 799 9459 JA Project /Date /- ? Address C.or4e DP I Project Numberr I\M ,j _ c* ru nr ?\;Pd ^./A-.r'h / n s _ i> ar&^t\ \\r\P is \c cA A of aru'/VOTE'" -^ x/NorCal Representative^Accepted by E N GIN E ER INjG_5^^ SOILS AND GEOTECHNICAL CONSULTANTS Field Observation Memo 1O641 HUlVfBOLT STREET LOS ALAM1TOS, CALIFORNIA 9O72O Pl-IONE 562 799 9469 • FAX 562 799 9459 Project Date?- Address -3.030 . 2<*?9 c o.rc Oo/ ^*9^>Project Number 9&^/ - o C».f*4>~o c^. Wop -tot -7 ^ \\ ^ [A Accepted by /NorCai/Representative KISIGJJSIJJiliR.lJSrG SOILS AND GEOTECHNICAL CONSULTANTS Field Observation Memo 1O641 HTJMBOLT STREET LOS ALAMITOS, CALIFORNIA 9O72O PHONE 562 799 9469 • FAX 562 799 9459 project Date Address Project Number -<&•£ Mo Accepted by NorCal Representative / ENGINEERING SOILS AND GEOTF-CHNICAL CONSULTANTS Field Observation Memo 1O641 HUMBOLT STREET LOS ALAMITOS, CALIFORNIA 9O72O PHONE 562 799 9469 • FAX 562 799 9459 Project Date /& - 3 a -03 Address Project Number CTt «*. * *• V—<. xy~>-t^-=»— Accepted by NorCal ^Representative ENGINEERING SOILS AND GEOTECHNICAL CONSULTANTS Project Address ^030 , 2^35 g>&; f>S Accepted by Field Observation Memo 1O641 HUMBOLT STREET LOS ALAMITOS, CALIFORNIA 9O72O PHONE 562 799 9469 • FAX 562 799 9459 Date/^ - Project Number NorCal Representative ENGINEERING SOILS AND GEOTECHNICAL CONSULTANTS Field Observation Memo 1O641 IIUMBOLT STREET LOS AT-AMITOS, CALIFORNIA 9O72O PHONE 562 799 9469 • FAX'562 799 9459"" Project Date / &-1 «r- Address "20-30 , -z*-$s c&r+e,Project Number 'S Accepted by X-^avv-i'v '~^-\-^^^, NorCal Representative ENGINEERING SOILS AND GEOTECHNICAL CONSULTANTS Field Observation Memo 1O641 HUMBOLT STREET I-OS ALAMITOS, CALIFORNIA 9O72O PHONE 562 799 9469 • FAX 562 799 9459 to- » fa . o -j Address Project Number 7 5^- ss- >•*»£> a.* s. r-it As c t>^ u I ) ""^Xwy^iA- /->$> Accepted by T VX"NorCal Representative SOILS AND GEOTECHNICAL CONSULTANTS Field Observation Memo 10641 HUMBOLT STREET LOS ALAMITOS, CALIFORNIA 9O72O PHONE 562 799 9469 • FAX 562 799 9459 I)- Project Date / 3 - / /- Address &&J Project Number <J C <t. o,i f tor- f o /) .-•^Ow-t-^^i - Accepted by ~iJ ^NorCal Representative EsGil Corporation In Partners/tip with government for 'Building Safety DATE December 13, 2002 Q APPtl£ANT QUUR133 JURISDICTION Carlsbad a PLAN REVIEWER Q FILE PLAN CHECK NO 02-2427 SET IV PROJECT ADDRESS 2030 Corte Nogal PROJECT NAME Carlsbad Corporate Office Building D (Shell Only) XJ 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 The applicant's copy of the check list has been sent to XJ 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 Q PC 12/5/02 tmsmUdot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858)560-1468 + Fax (858) 560-1576 EsGil Corporation In Partnership with Government for Building Safety DATE November 1, 2002 a AERLICANT JURISDICTION Carlsbad a PCKFTRE VIEWER a FILE PLAN CHECK NO O2-2427 SET III PROJECT ADDRESS 2030 Corte Nogal PROJECT NAME Carlsbad Corporate Office Building D (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 XI 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 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 /1 /H )^j_ (by C-T-/) Fax # (^M l] 2LI, / IH L-/ MaiL,^ Telephone Fax-x In Person REMARKS By Abe Doliente 'Enclosures Esgil Corporation E3 GA D MB D EJ D PC 10/24/02 trnsmtldot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 * (858)560-1468 * Fax (858) 560-1576 Carlsbad O2-2427 III November 1, 2OO2 RECHECK PLAN CORRECTION LIST JURISDICTION Carlsbad PROJECT ADDRESS 2030 Corte Nogal DATE PLAN RECEIVED BY ESGIL CORPORATION 10/24/02 REVIEWED BY Abe Doliente PLAN CHECK NO O2-2427 SET HI DATE RECHECK COMPLETED November 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 rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans 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 list7 QYes QNo Carlsbad 02-2427 III November 1, 2002 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. 15 Complete and recheck the call-outs and cross references to the details Refer to sheets A3 3 No response. * PLUMBING, MECHANICAL AND ENERGY CORRECTIONS « PLAN REVIEWER: Glen Adamek PLUMBING (1997 UNIFORM PLUMBING CODE) 1 Provide three sets of the site plumbing plans (Civil Drawings) for this building so permits and inspections of the Private Building Sewer system (from the buildings to the Public Sewer Systems) may be included with this permit. 3 The Civil drawings do not include the private water lines from the water meters to the building Please provide site water line plans and water line sizing calculations Provide complete water line sizing calculations, including the water pressure, pressure losses, water demands, and developed pipe lengths UPC Section 610 0 and Appendix 'A' 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 Partnership witfi. government for Suiting Safety DATE October 1, 20O2 Q APPLICANT JURISDICTION Carlsbad ^-a PLAN-REVIEWER a FILE PLAN CHECK NO 02-2427 SET II PROJECT ADDRESS 2030 Corte Nogal PROJECT NAME Carlsbad Corporate Office Building D (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 1X1 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 X3 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 XI Esgil Corporation staff did advise the applicant that the plan check has been completed Person contacted Guy Duerwald (*.* \ Telephone* 949/261-1100 X-47 <aLvf+<!-Ai'i<?^v r Date oooiaeted—Jo-i-oi (by/&-y) Fax # < Mail Telephone ^^ Fax,^ In Person REMARKS By Abe Doliente Enclosures Esgil Corporation 13 GA D MB D EJ D PC 9/23/02 trnsmtldot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858)560-1468 + Fax (858) 560-1576 Carlsbad O2-2427 October 1, 20O2 II RECHECK PLAN CORRECTION LIST JURISDICTION Carlsbad PROJECT ADDRESS 2030 Corte Nogal DATE PLAN RECEIVED BY ESGIL CORPORATION 9/23/02 REVIEWED BY Abe Doliente PLAN CHECK NO O2-2427 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 rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans 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 O2-2427 II October 1, 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 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. 15 Complete and recheck the call-outs and cross references to the details Refer to sheets A3 3 17 Please see the following corrections for 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 Doliente at Esgil Corporation Thank you * PLUMBING, MECHANICAL AND ENERGY CORRECTIONS PLAN REVIEWER- Glen Adamek Building "D" 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 02-2427 II October 1, 2O02 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 'A' The Civil Drawings and water line sizing calculations were not found in the plan package? 4 Detail the backflow protection of water connection to fire protection systems as per UPC, Section 603 418 The Civil Drawings were not found in the plan package? 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 7 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 Partners/tip With government for 'BmkCing Safety DATE September 3, 20O2 JURISDICTION Carlsbad oJ PLAN RFVUEWER U nut PLAN CHECK NO 02-2427 SET I PROJECT ADDRESS 2030 Corte Del Nogal PROJECT NAME Carlsbad Corporate Center Office Building D (Shell Only) 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 The applicant's copy of the check list has been sent to Lee & Sakahara Architects 16842 Von Karman Ave, Suite 4£0, 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 ^^ (byTb) Fax # -1144 Mail ^Telephone *""'"' Fax *^ In Person D REMARKS By Abe Doliente Enclosures Esgil Corporation El GA D MB El EJ D PC 8/22/02 trnsmtldot 9320 Chesapeake Drive, Suite 208 4 San Diego, California 92123 + (858)560-1468 4 Fax (858) 560-1576 Carlsbad 02-2427 September 3, 2002 PLAN REVIEW CORRECTION LIST COMMERCIAL PLAN CHECK NO O2-2427 JURISDICTION Carlsbad OCCUPANCY B USE Office (Shell) TYPE OF CONSTRUCTION V-N ACTUAL AREA 11,300SF ALLOWABLE FLOOR AREA 12,000 SF STORIES 1 HEIGHT SPRINKLERS'? Yes OCCUPANT LOAD 115 REMARKS 2 yards of 60 ft for area increase DATE PLANS RECEIVED BY DATE PLANS RECEIVED BY JURISDICTION ESGIL CORPORATION 8/22/02 DATE INITIAL PLAN REVIEW PLAN REVIEWER Abe Doliente COMPLETED September 3, 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 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 O2-2427 September 3, 2002 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 • MASONRY AND CONCRETE 2 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 3 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 • TITLE 24 DISABLED ACCESS 4 Notes and details for disabled access regulations are shown on the plans This will be field verified and checked at tenant improvement • FOUNDATION 5 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 Carlsbad 02-2427 September 3, 20O2 6 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 7 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 8 Investigate the potential for seismically induced soil liquefaction and soil instability in seismic zones 3 and 4 Section 1804 5 9 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) 10 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 11 Show the required canopy beam (TS12 X 4 X 3/16) as called out on sheet 10 of the structural calculations Refer to sheet S2 5 of the plans 12 Show the required length of all the shear walls 13 In seismic zone 4, aspect ratios are limited to 2 1 for wood shear panels Table 23-ll-G 14 Sheets 18 and 19 of the structural calculations were not included in the submittal These sheets include the lateral analysis for grids D and 1 • ADDITIONAL 15 Complete and recheck the call-outs and cross references to the details 16 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 17 Please see the following corrections for electrical, plumbing, mechanical and energy Carlsbad 02-2427 September 3, 2002 18 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 19 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 Q No 20 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 Doliente 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 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" Carlsbad 02-2427 September 3, 20O2 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 "D" 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 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 rim 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 Provide complete water line sizing calculations, including the water pressure, pressure losses, water demands, and developed pipe lengths UPC Section 6100 and Appendix'A' Detail the backflow protection of water connection to fire protection systems as per UPC, Section 603 4 18 Carlsbad 02-2427 September 3, 2002 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 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 02-2427 September 3, 2002 VALUATION AND PLAN CHECK FEE JURISDICTION Carlsbad PLAN CHECK NO 02-2427 PREPARED BY Abe Doliente DATE September 3, 2002 BUILDING ADDRESS 2030 Corte Del Nogal BUILDING OCCUPANCY B TYPE OF CONSTRUCTION V-N BUILDING PORTION Office (shell) Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code AREA (Sq Ft) 11300 11300 cb Valuation Multiplier 6000 1 80 By Ordinance Reg Mod 080 VALUE ($) 542,400 20,340 562,740 Bldg Permit Fee by Ordinance Plan Check Fee by Ordinance Type of Review Repetitive Fee Repeats Complete Review D Other i—i Hourly Structural Only Hour1 Esgil Plan Review Fee $1,94299 $1,26294 $1,088.07 Comments Sheet 1 of 1 macvalue doc DATE City of Carlsbad Public Works - Engineering BUILDING PLANCHECK CHECKLIST PLANCHECK NO CB BUILDING ADDRESS PROJECT DESCRIPTION ASSESSOR'S PARCEL NUMBER 6~L-o2> - Q6?/EST VALUE ENGINEERING DEPARTMENT APPROVAL /-, DENIAL Please see/fhe^attached report of deficiencies marked wrtn D/Matfe necessary corrections to plans or speci<[catiops^for compliance with applicable codes andslandards Submit corrected plans and/or specifications to this office for review 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 By By Date Date FOR OFFICIAL USE ONLY ENGINEERING AUTHORIZATION TO ISSUE BUILDING PERMIT Date ATTACHMENTS _Z^S Dedication Application D Dedication Checklist Ll Improvement Application D Improvement Checklist D Future Improvement Agreement U Grading Permit Application LI Grading Submittal Checklist D Right-of-Way Permit Application [j Right-of-Way Permit Submittal Checklist and Information Sheet LJ Sewer Fee Information Sheet Name ENGINEERING DEPT CONTACT PERSON 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 ^^ . (7£6Q)/0602-2720 - FAX (760) 6O2-8562 0 BUILDING PLANCHECK CHECKLIST ST oND /oRD1 ST 2N D D . D .D/ D V 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\Burlding Plandieck CMsl Form (Genenc) doc Rev 7/14/00 BUILDING PLANCHECK CHECKLIST -<ST 2ND / 3rd D DISCRETIONARY APPROVAL COMPLIANCE 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 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 Vz" 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\BuiWing Plancheck Cklst Form (RIDDLE HARVEY 7 12 00} doc BUILDING PLANCHECK CHECKLIST iST ,ND ,RD D D 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 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 D D D D Future public improvements required as follows 6c Enclosed please find your Future Improvement Agreement agreement signed and notarized to the Engineering Department Please return Future Improvement Agreement completed by Date 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 ^ J VAtf'ffii 3/7 ^fading Inspector sign off by ^•^-j^I-.^ \^\ C] 7c Graded Pad Certification required (Note Pad certification may be required even {/ if a grading permit is not required ) ^JL-" Date H \WORD\DOCS\CHKLST\Building Plancheck Cklst Form (Generic 7 14-00) doc BUILDING PLANCHECK CHECKLIST 1ST D oND D 3RD D D D D 7d No Grading Permit required 7e If grading is not required, write "No Grading" on plot plan MISCELLANEOUS PERMITS 8 A RIGHT-OF-WAY PERMIT is required to do work in City Right-of-Way and/or ivate work adjacent to the public Right-of-Way Types of work include, but are 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 I 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 11 -0MRequired 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\BuikJing Plancheck Cklst Form (Generic) doc 1ST jND 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\OOCS\CHKLST\BuiUina Plancteck Cktet Form (Generic) doc Rev 7/14/00 •< ST oND 3RD D 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 ODD 13 Additional Comments: H \WORD\DOCS\CHKLST\BuiWing Planctieck CWsl Form (Generic) doc Rev 7/14/00 05/12/2003 14 03 FAI 7604384178 GRADING INSPECTION CHECKLIST FOR PARTIAL SITE RELEASE PROJECT INSPECTOR: PROJECT lofeP O2~C?5 ft DATE: GRADING PERMIT NO. LOTS REQUESTED FOR RELEASE: N/A * NOT APPLICABLE V* COMPLETE 0 = INCOMPLETE OR UNACCEPTABLE 1st 2nd. 1. Site access to requested tots adequate and togicafly grouped. 2. Site erosion control measures adequate. 3. Overall site adequate for health, safety and welfare of pubflc. 4. Letter of request for partial release submitted. 5. 8 J4* X11* site plan (attachment) showing requested tote submitted. 6. Compaction report from soils engineer submitted 7. Er^ineer of WcYkttrtfkatkw of wc<i< done and pad elevations. 8. Geologic engineer's letter If unusual geologic or subsurface conditions exist d. Project conditions of approval checked forconfficta. 10. Fire hydrants within 500 feet of building combustibles and al weather roads access to site. Partial release of grading for the above stated lots is approved for ths purpose of bulcflng parmjt issuance. Issuance of building permits is stil subject to al normal Or/ requirements required pursuant to the bufldhg permit process. O Partial release of the site is denied for the following reasons: ConslntionManager Date 5//2/03 Date D Estii Q^Cak ENGINEERING DEPARTMENT FEE CALCULATION WORKSHEET imate based on unconfirmed information from applicant Calculation based on building plancheck plan submittal M.Address Prepared by_Date Bldg Permit No. Checked by 7 Date EDU CALCULATIONS: List types and square footages for all uses dj/ Sq. Ft /Units. _^^%£ Sq Ft /Units Types of Use _ Types of Use- _ APT CALCULATIONS: List types and square footages for all uses. Types of Use ^>^\o_^J^- Types of Use Sq Ft /Units. FEES REQUIRED: EDU's:. EDU's square footages for all uses. Sq Ft /Units, ^//fiffi® ('(,3/8ADT's-i /' r Uyf " \ v J ADT's WITHIN CFD G*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 ADTs/UNITS FEE/ADT =$ E3/5 St BRIDGE AND THOROUGHFARE FEE (DIST #1 DIST #2. ADTs/UNITS X FEE/ADT FACILITIES MANAGEMENT FEE ZONE £ UNIT/SQ FT //f 31 D X FEE/SO FT /UNIT _• 5 SEWER FEE EDU'S X FEE/EDU BENEFIT AREA EDU's FEE/EDU SEWER LATERAL ($2,500) 7 DRAINAGE FEES PLDA ACRES _________ X GTB POTABLE WATER FEES UNITS CODE CONNECTION FEE HIGH FEE/AC /LOW =$ METER FEE 365 SDCWA FEE IRRIGATION F \FEE CALCULATION WORKSHEET doc 1of2 R«v 7/14/00 N CO .2 3 2ra to n000 o "S 0> 0)6 6 PLANNING DEPARTMENT BUILDING PLAN CHECK REVIEW CHECKLIST Plan Check No CB 01- -I-M 1_7 Address _ Planner _ Saima Qureshy _ Phone (760) 602-4619. APN - DM-- rrn Type of Project & Use Zoning . Net Project Density DU/AC General Plan "PTI Facilities Management Zone CFD (in/out) #_Date of participation ^ \~l}f\\ Remaining net dev acres: O Circle One (For non-residential development Type of land used created by this permit l\odUA>rt%;<gJ / OTTVI w\£>i r ^ ^J Legend Item Complete Environmental Review Required DATE OF COMPLETION 8 Item Incomplete - Needs your action YES \XNO TYPE Compliance with conditions of approval7 If not, state conditions which require action Conditions of Approval Discretionary Action Required APPROVAL/RESO NO 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 lof^\AjL>WMb vYlah.' l\ s i"7 Coastal Zone Assessment/Compliance Project site located in Coastal Zone7 YES CA Coastal Commission Authority7 YES 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 YES NOQ Inclusionary Housing Fee required. (Effective date of Inclusionary Housing Ordinance - May 21 , 1 993 ) 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 Site Plan: • ' " 1 Provide a fully dimensional site plan drawn to scale Show North arrow, property lines, easements, existing and proposed structures, streets, existing street improvements, right- of-way width, dimensional setbacks and existing topographical lines (including all side and rear yard slopes) 2 Provide legal description of property and assessor's parcel number D Policy 44 - Neighborhood Architectural Design Guidelines 1 Applicability YES NO ^~ 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 Required Required Required Required Required setbacks Required Required Required Required Required Shown Shown Shown Shown Shown Shown Shown Shown Shown Shown 3 Lot Coverage 4 Height 5 Parking Required Required Spaces Required Shown 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 DATE H \ADMIN\COUNTER\BldgPlnchkRevChklst Rev 9/01 Carvsb'ad Fire Department 022427 1635 Faraday Ave Carlsbad, CA 92008 Plan Review Requirements Category: Date of Report 09/24/2002 Fire Prevention (760) 602-4660 Building Plan Reviewed by Name Address City, State Lee & Sakahara 16842 Von Karman Ave Suite 300 Irvine CA 92606 Plan Checker Job Name Office Park Bldg "D" Job Address 2030 Corte Del Nogai Job # 022427 Bldg # CB022427 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 ?n^ 3rd 022427 FD File # Other Age>nr.y ID Carisb&d Fire Department 022427 1635 Far£>day Ave Carlsbad, CA 92008 V Plan Review Requirements Category: Date of Report 09/13/2002 Fire Prevention (760) 602-4660 Building Plan Reviewed by Name Address City, State Lee & Sakahara 16842 Von Karman Ave Suite 300 lrvineCA92606 Plan Checker Job Name Job Address Job # 022427 Office Park Bldg "D" 2030 Corte Del Nogal Bldg# CB022427 Ste or Bldg No D 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 Approved The item you have submitted for review has been approved subject to the Subject to 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 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 022427 FD File # Other Agency ID Requirements Category: Building Plan Requirement 0502 Site PlanPending Site plan must indicate the location of roads, gates, driveways, buildings and all existing and proposed fire hydrants within 200 feet of the project Requirement Pending 05 06 Fire Apparatus Access Roads Provide a fire apparatus access road in accordance with Uniform Fire Code Section 10 207 This form of access is required when any portion of a building is located more than 150 feet from vehicular access The minimum unobstructed required width is 20 feet Minimum required vertical clearance is 13 feet 6 inches Gates securing access roads must provide a clear opening 16 feet in width Dead-end access roads which exceed 150 feet in length shall be constructed in such a manner that fire apparatus can maneuver to reverse direction on the access road Cul-de-sacs, tees, bulbs and other configurations intended to satisfy this requirement must be approved by the Chief Roads shall be constructed to support loads imposed by fire apparatus and shall provide an all weather driving surface Pagel 09/13/02 CaHsbad Fire Department ^*y- S&J&F 022427 1635 Faraday Ave Fire Prevention Carlsbad, CA 92008 (760) 602-4660 Plan Review Date of Report Q9/13/2QQ2 Reviewed by Name Lee & Sakahara Address 16842 Von Karman Ave Suite 300 City, State Irvine CA 92606 Plan Checker ^EL 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 DATE VIA FICCADENTI & WAGGONER Consulting Structural Engineers, Inc 16969 Von Karman, Suite 240 Tel (949) 474-0502 Irvine, CA 92606 Fax (949)474-1801 LETTER OF TRANSMITTAL 3/2/2004 Federal Express SebJ Ficcadenti Michael A Waggoner Thomas A Castle Mark E Schroeder David S Pomerleau Vincent DeVita Ahmad S Kamrany Gary E Landmgham Kevin L McCoy RogerC Lee Nader B Khoury Kirsten L Zeydel Dana M Hennis Chad W M M Sakai Mano Giampa Kent C Forsythe Juan F Garcia Sil H Garcia Northern California Office 3100 Oak Rd Suite 390 Walnut Creek CA 94597 Tel (925) 280 0098 Fax (925)2800096 ATTENTION COMPANY ADDRESS PROJECT NAME JOB# City of Carlsbad Building Inspection Department 1635 Faraday Avenue Carlsbad, CA 92008 Ph 760-602-2700 CARLSBAD OFFICES A02-088 D For your use ^ As requested D For approval D For review and comment I Other DESCRIPTION Please find attached field sketches and clarifications for the above referenced project J "be V Fl INC FICCADENTI & WAGGONER Consulting Structural Engineers, Inc 16969 Von Karman, Suite 240 Tel (949) 474-0502 Irvine, CA 92614 Fax (949) 474-1801 APROJECT DATE ^ /I- DESIGNER PAGE ,IO o "2.. A \\ J11 X t* ^ J 0 tfl 1 \;? -u- 0 ro_ \ ^ § (X CO ( Sd WdSb 20 £002 <L0 A°N ON Xbd FICCADENTI & WAGGONER Consulting Structural Engineers, Inc. 16969 Von Karman, Suite 240 Tel (949)474-0502 Irvine, CA 92606 Fax- (949)474-1801 FACSIMILE COVER LETTER Ubl Flceadenti MchMl A. Waggoner Thomas A. Castle MarkE.Schroeder Douglas A. Hilts OavtdS Ponwrtaau Vincent DflVita Ahmad S Kamreny Gary E. Landingham Kevin L McCoy Roger C Lee NaderB Khoury Wrsten L Zeydel DanaM. Hwmls ChadWUmSskai Mario Glampa KantC Forsythe JuanF Garcia SilH Garcia Date: F&WJobNo/FAX No.: Attention Company Regarding From cy> H- <---We are transmitting missing, please call (949) 474-0502 Comments _pages of copy including this cover sheet If any pa (P-4- it A ^ v <r- / -/- ^, T4 cc **************** Should you wish to transmit information to us, our automatic transmission number is (949) 474-1801 FICCADENTI & WAGGONER Consulting Structural Engineers, Inc 16969 Von Karman, Suite 240 Irvine, CA 92614 Tel (949) 474-0502 Fax (949) 474-1801 PROJECT _ DATE DESIGNER . PAGE 16GA.X6" LG. STUD INSERT 0 EA. ANCHOR BOLT TRACK W/ OVER - SIZED HOLE AT BOLT (3) J10 SM.S EA. ALT SILL CONN OVERSIZE HOLE SILL CONNECTION DETAIL FICCADENTI & WAGGONER Consulting Structural Engineers, Inc 16969 Von Karman, Suite 240 Tel (949) 474-0502 Irvine, CA 92614 Fax (949) 474-1801 PROJECT DATE A DESIGNER . PAGE "~t I M t. cJH LA_. >U- \"X. fr- C- X F^ " D I f fc <T. fe-i. 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 5: /-- *lt ! r \ 1 di. ""fr " ~" u I\ • " " " H /. .,~ - u~- r~ — - ^Efc- A;T f-v>v C. T' Y FICCADENTI & WAGGONER Consulting Structural Engineers, Inc. 16969 Von Karman, Suite 240 Tel (949)474-0502 Irvine, CA 92606 Fax (949)474-1801 SebJ Ficcadenli Michael A Waggoner Thomas A Castle Mark E Schroeder September 26, 2003 David S Pomerleau Vincent DeVita Ahmad S Kamrany Gary E Landingham Kevm L McCoy Roger C Lee Nader B Khoury Kirsten L Zeydel Dana M Henms Chad W M M Sakai Mano Giampa Kent C Forsythe Juan F Garcia Sil H Garcia Northern California Ollrco 3100 Oak Rd Suito 390 Walnut Creek CA 9-1597 Tel (925) 280 0098 Fax (925) 280 0096 Mr Guy Larson DIFFENBAUGH 6865 Airport Dr Riverside, CA 92504 Phone (760)268-1944 Fax (760)2681954 Subject Carlsbad Office Park (F&WJob number A02-088) Dear Guy, This letter is to respond to the RFI's we received on September 23, 2003 Issue #1 - Lag screw spacing at 2nd floor It is acceptable to space the lag screws other than what is shown in Detail 6/S1 4 as long as the average spacing does not exceed the required spacing and that no screw is closer than 4" on center Issue #2 - Shearwalls around Stair 2 Plywood shearwall type A in this area may be substituted with a metal stud shearwall type A the attached sketch (Detail 10) Issue #3 - Metal studs a core Metal studs at core may be split at the 2nd floor A back-to-back track with #8 screws at 16" on center may be used for the connection Each lower stud must be clipped back to the second floor beam just below the splice location Please let us know if you have any questions related to this Sincerely., Principal Attachments FRAMING ANCHOR PER SCHEDULE BLKG SAME GA AS JOISTS BN- -DBL JSTS POST AT EA END OF WALL SEE PLAN HOLOOWN ANCHOR SEE PLAN ELEVATION EN ALL POSTS ' OR COLUMNS PROVIDE SIMPSON LSTA 21 ON EA ~P CUT FOR BEAM OR PLUMBING PENETRATION STUDS PER PLAN MIN GA PER SCHEDULE FIELD SCREW STUDS STAGGER PLYWOOD PANELS AS SHOWN FOR ANCHOR BOLT SIZE 4 SPACING - SEE SHEAR WALL SCHEDULE JUl/ _CLIP PER SCHED WALL PARALLEL TO JOISTS SCREWS PER SCHER WALL PERPENDICULAR TO JOISTS SHEARWALL SCHEDULE MARK A /B\ A A A SHEATHING 15/32 THK PLYWD SHTG STRUCT I 15/32" THK PLYWD SHTG STRUCT 1 15/32" THK PLYWD SHTG STRUCT 1 3/8 THK PLYWD SHTG STRUCT 1 3/8 THK PLYWD SHTG STRUCT 1 EDGE SCREWING SIZE AT PANEL JOINTS/SILL PLATES #10 SMS 66" #10 SMS 0 4" |10 SMS S3" #10 SMS 0 4" #10 SMS 6 6" SHEAR TRANSFER II SIMP "L30 0 16 SIMP L30 « 16" SIMP "L30 0 16 SIMP L30e is" SIMP L30 « 16" _L 010 SMSe 16 #10 SMS 0 16' #10 SMSe 16 |IO SMS 0 16 ||0 SMS 0 16 ANCHOR BOLT SIZE AND SPACING 5/8066 -0 5/8' 0 0 4-0" 5/8083 -0 1/2 « 83-0 1/2 « 8 6-0 SILL PLATE NAILING #10 SMS 8 12 010 SMS » 8" |10 SMS 84" |10 SMS 0 12" #10 SMS 6 16" jam, GA OF STUDS JAMBS & TRACKS 1S$GA STUDS/ POSTS / TRACKS l|?GA STUDS/ POSTS / TRACKS lgOA STUDS/ POSTS / TRACKS 1$GA STUDS/ POSTS / TRACKS 1&GA STUDS/ POSTS / TRACKS NOTES 1 ALL PANEL EDGES SHALL BE BLOCKED 2 ALL SCREWS SHALL BE LONG ENOUGH TO COMPLETELY ENGAGE PLYWOOD ic FRAMING 3 PLYWOOD PANELS MAY BE PLACED VERTICALLY OR HORIZONTALLY ACROSS STUDS 3 IF EXISTING ANCHOR BOLTING SPACING IS INSUFFICIENT RAMSET 5/8"0 DYNABOLT SLEEVE ANCHORS MAY BE ADDED TO PROVIDE REQUIRED SPACING |L SHEAR WALLS HAVE A MINIMUV t>f WO ANCHOR BOLTS TYPICAL SHEARWALL SCHEDULE TYPICAL SHEARWALL SCHEDULE 10 FICCADENTI & WAGGONER Consulting Structural Engineers, Inc 16969 Von Karman, Suite 240 Tel (949) 474-0502 Irvine, CA 92614 Fax (949) 474-1801 PROJECT HO? -e»S£, DATE DESIGNER . PAGE i [' (' [ i 1 V1 - \-l\ X ,n! | ' i 1; 1 j ij 1 ; | 1 1 JlF'i \ |&fl € 'V <-•' ^ ;•« A -'- u^,^*C4 July 22, 2003 FICCADENTI & WAGGONER Consulting Structural Engineers, Inc SebJ Ficcadenti Michael A Waggoner Thomas A Castle Mark E Schroeder 16969 Von Karman, Suite 240 Irvine, CA 92606 Tel (949) 474-0502 Fax (949)474-1801 Douglas A Hills David S Pomerleau Vincent DoVita Ahmad S Kamrany Gary E Landingham Kevin L McCoy Roger C Lee Nader B Khoury Kirsten L Zeydel Dana M Hennis Chad W M M Sakai Mano Giampa Kent C Forsythe Juan F Garcia Sil H Garcia Northern Calilornia Otlice 3100 Oak Rd Suite 390 Walnut Creek CA 94597 Tel (925)2800098 Fax (925) 280 0096 Mr Guy Larson DIFFENBAUGH 6865 Airport Dr Riverside, CA 92504 Phone (760)268-1944 Fax (760)2681954 Subject Carlsbad Office Park (F&WJob number A02-088) Dear Guy, This letter is to clarify the structural requirements for the plywood shear-wall sheathing Where the 2'-0" minimum dimension cannot be attained as shown in Detail 6/S1 4, provide full 3x blocking at all adjoining panel edges with specified edge nailing at each panel edge See attached section from the 1997 UBC Please let us know if you have any questions related to this Sincerely, FIG MarkcE Schroeder, S E Principal Attachments Cc Guy Duerwald - LEESAK (949 261-1144) 3T8 Q2Ar CIOQW vertical diaphragms, or may be calculated by principles of me-1 chanics without limitation by using values of nail strength and! wood structural panel shear values as specified elsewhere in this code Wood structural panels for horizontal diaphragms shall be as set forth in Tables 23-II-E-l and 23-II-E-2 for corresponding joist spacing and loads Wood structural panels in shear walls shall be at least 5/i6 inch (7 9 mm) thick for studs spaced 16 inches (406 mm) on center and 3/g inch (9 5 mm) thick where studs arc spaced 24 inches (610 mm) on center Maximum spans for wood structural panel subfloor underlay- ment shall be as set forth in Table 23-II-F-l Wood structural pan- els used for horizontal and vertical diaphragms shall conform to UBC Standard 23-2 or 23-3 All boundary members shall be proportioned and spliced where necessary to transmit direct stresses Framing members shall be at least 2-mch (51 mm) nominal in the dimension to which the wood structural panel is attached In general, panel edges shall bear on the framing members and butt along their center lines Nails shall be placed not less than 3/g inch (9 5 mm) in from the panel edge, shall be spaced not more than 6 inches (152 mm) on center along panel edge bearings, and shall be firmly driven into the framing members No unblocked panels less than 12 inches (305 mm) wide shall be used Diaphragms with panel edges supported in accordance with Tables 23-II-E-l, 23-II-E-2 and 23-II-F-l shall not be considered as blocked diaphragms unless blocking or other means of shear transfer is provided 2315.4 Pariicleboard Diaphragms. Vertical diaphragms sheathed with parlicleboard may be used to resist horizontal forces not exceeding those set forth in Table 23-II-I-2 All boundary members shall be proportioned and spliced where necessary to transmit direct stresses Framing members shall be at least 2-inch (51 mm) nominal in the dimension to which the parti- cleboarcl is attached In general, panel edges shall bear on the framing members and butt along their center lines Nails shall be placed not less than 3/g inch (9 5 mm) in from the panel edge, shall be spaced not more than 6 inches (152 mm) on center along panel edge bearings, and shall be firmly driven into the framing mem- bers No unblocked panels less than 12 inches (305 mm) wide shall be used Diaphragms with panel edges supported in accordance with Table 23-II-F-2 shall not be considered as blocked diaphragms un- less blocking or other means of shear transfer is provided 2315 5 Wood Shear Walls and Diaphragms in Seismic Zones 3 and 4 2315 5 1 Scope Design and construction of wood shear walls and diaphragms in Seismic Zones 3 and 4 shall conform to the re- quirements of tins section 2315.5.2 Framing Collector members shall be provided to transmit tension and compression forces Perimeter members at openings shall be provided and shall be detailed to distribute the shearing stresses Diaphragm sheathing shall not be used to splice these members Diaphragm chords and tics shall be placed in, or tangent to, the plane of the diaphragm framing unless it can be demonstrated that the moments, shears and deflections and deformations resulting from other arrangements can be tolerated 2315 5 3 Wood structural panels Wood sliueiuial panels sli- be manufactured using exterior glue Wood structural panel diaphiagms and sheai walls shall b^C( strucled with wood sliuclural panel sheets not less man 4 rt(.( u 8 feet (1219 mm by 2438 mm), except at boundaiies and than / in framing where minimum sheet dimension shall be 24 HH-II, (610 mm) unless all edges of the umlcisi?ul sheets aie • by framing membeis or blocking Framing members or blocking shall he piovidul al all sheets in sheai walls Wood Mruclutal panel sheathing may be used loi sphcin;> mcn hers, other than those noted in Section 231 5 5 2, wliCR. tin, iic|j tional nailing requiied to develop the transiei of Ibices will n( cause cross-gram bending or cross-giam tension in tin. nailc member _J > 4 Heavy wood panels Diagonally sheathed panel-, (U lizing 2-mch (51 mm) nominal boards may be used to lesi.st th same permissible shears as 1-inch (25 mm) nominal luinbei, LX ccpt that I6d nails shall be used instead of 8d nails Panels utilizing stiaight decking overlaid with wood sliuclut. panels may be used lo resist shear forces using the same sheai val ues as permitted for the wood structural panel alone Wood stmc tural panel joints parallel to the decking shall be located at lea«. 1 inch (25 mm) offset from any parallel decking joint Heavy decking panels utilizing dowel pins, 01 vi.itually laim nated panels connected by nailing units to each other, icsist shea forces based on the pcimissible shear values ol then connutui' 231.555 Pai ticlebojird Paiticlcboard shall not he less ih(1j Type M "Extcnoi Glue " Sheai walls shall be sheathed with parlicleboard sheets not les than 4 feet by 8 feel (1219 mm by 2438 mm) except al houndaiii:. and changes in (taming The required nail size and spacing n Table 23-H-B-I. apply to panel edges only All panel edges shall b' backed with 2-inch (51 mm) nominal or widei fianung Sheets an permuted to be installed cithei horizontally or vertically Fo /8-mch (9 5 mm) particleboard sheets installed with the loin dimension parallel to the studs spaced 24 inches (nlO mm) on een ter, nails shall be spaced at 6 inches (152 mm) on centci aloni intermediate flaming membeis I''or all other conditions, nails o Ihe same size shall be spaced al 12 inches (305 mm) on eentc along intermediate framing members 2315.6 Fibcrboard Sheathing Diaphragms Wood stud wall' sheathed with fibcrboard sheathing may be used to resist hon/on lal foiccs not exceeding (hose set foith in Division III, Fait IV I hi fibcrboard sheathing, 4 feet by 8 lect (12.19 mm by 2438 nun) shall be applied vertically lo wood studs not less than 2-nicl (51 mm) nominal in thickness spaced 16 inches (406 mm) on een ter Nailing shown in Table 23-II-J shall be piovulcd al the penine ter ol Ihe sheathing boaul and at mteimediate studs Blocking not less than 2-inch (51 mm) nominal in thickness shall hi. piovided al horizontal joints when wall height exceeds len panel, and sheathing shall be fastened lo/l sized as shown in Table 23-11-J spaced y\ ters each side of joint Nails sha" ''Kill (95 mm) 1'iom edges and ends, shear walls 01 sheai-icsislm choiccl at lop and bottom ai; maximum height-width rail i ol shcathuii! king with nail- mm) on een s than V,s ineli studs ol ..tlcXjiialelv an UK 2-280 t- i us ting i neer-i ng f$SES^ £?OFCfi^' FICCADENTI & WAGGONER Consulting Structural Engineers, Inc 16969 Von Karman, Suite 240 Tel (949) 474-0502 Irvine, CA 92614 Fax (949) 474-1801 PROJECT DATE ^ y/g> ^ DESIGNER PAGE. "^i ! ! ^ 1 — \ \ 1 I u J E ii ! i J i P— ! •• * ;; •-'I : vr \ ry\'t • '•'%\IA' 4oo $«-\ FICCADENT1 & WAGGONER Consulting Structural Engineers, Inc SobJ Rccadenli Michael A Waggoner Thomas A Castle Mark E Schroeder 16969 Von Karman, Suite 240 Irvine, CA92614 Tel (949) 474-0502 Fax (949)474-1801 Gary E Landingham Kevin L McCoy Roger C Lee Dcuglas A Hills David S Pomerleau Vincent DeVita Ahmad S Kamrany Wing K Suen Dana M Hennis Chad W M M Sakai Mano Giampa Kirston L Zeydel Kent C Horsythe Juan F Garcia Sil H Garcia Northern Calitornia Olfice 3100 Oak Fid, Suite 390 Walnut Creek CA9459S Tel (925) 200 0098 Fax (925) 2RO 0096 June 6, 2003 Mr Guy Larson DIFFENBAUGH 6865 Airport Dr Riverside, CA 92504 Phone (949)261-1100 Fax (949)261-1144 Subject Carlsbad Office Park (F&WJob number A02-088) Dear Guy, This letter is to clarify the structural requirements for the exterior footings Details 8/S5 1 and 10/S5 1 show a #4 (with 90 degree turndown at 18" on center) outside of the outermost horizontal bar It is acceptable to place the turndown portion of this bar inside the outermost bar as the attached field sketch shows This condition meets the intent of Detail 11/S1 2 The outside edge distance for the #3 tie bars needs to be 3/4" at the top condition where the EIFS finish will protect the concrete from weather or earth The outside edge distance for the #3 tie bar needs to be 1 Vz" at formed edge conditions where the concrete will be exposed to weather or earth However, ACI allows some tolerance on the placement of these bars Therefore some encroachment of these minimum dimensions is acceptable, but should be kept to a minimum It is acceptable to terminate longitudinal footing steel bars at the exterior columns However, after the steel column has been placed, place (2) #4 x 6" embed horizontal adhesive dowels on each side of the column to match the slab steel locations Dowels shall extend the full width of the slab opening No adhesive dowels are required below the slab level Attached is a repair detail for the misplaced anchor bolts at the braced frame (SK-1 and SK-2) Structural Engineering Fee Proposal Carlsbad Offices Page 2 Please let us know if you have any questions related to this Sincerely, Ficcadenti & Wa "MarkE Schroeder, S Principal Attachments Cc Guy Duerwald - LEESAK (949 261-1144) Ficcadenti & Waggoner, Inc A. Rx«s>. 1997 UNIFORM BUILDING CODE 19075 190772 1907.5 Placing Reinforcement. 1907 5 1 Reinforcement, prestressing tendons and ducts shall be accurately placed and adequately supported before concrete is placed, and shall be secured against displacement within toler- ances of this section 1907.5.2 Unless otherwise approved by the building official, re- inforcement, prestressing tendons and prestressing ducts shall be placed within the following tolerances 1907 521 Tolerance for depth d, and minimum concrete cover in flexural members, walls and compression members shall be as fol- lows d < 8 in (203 mm) d > S in (203 mm) TOLERANCE ON d ± 3/g in (9 5 mm) ± Vz m (12 7 mm) TOLERANCE ON MINIMUM CONCRETE COVER -3/8m (95mm) - V2 m (12 7 mm) except that tolerance for the clear distance to formed soffits shall be minus 1/4 inch (6 4 mm) and tolerance for cover shall not ex- ceed minus one third the minimum concrete cover required by the approved plans or specifications 1907.5.2.2 Tolerance for longitudinal location of bends and ends of reinforcement shall be ± 2 inches ( ± 51 mm) except at discon- tinuous ends of members where tolerance shall be ± */2 inch (± 127mm) 1907 5 3 Welded wire fabric (with wire size not greater than W5 or D5) used in slabs not exceeding 10 feet (3048 mm) in span shall be permitted to be curved from a point near the top of slab over the support to a point near the bottom of slab at midspan, provided such reinforcement is either continuous over, or securely an- chored at, support 1907 5 4 Welding of crossing bars shall not be permitted for as- sembly of reinforcement EXCEITrONS I Reinforcing steel not required by design 2 When specifically approved by the building official, welding of crossing bars for assembly purposes m Seismic Zones 0, 1 and 2 may be permitted, provided that data are submitted to the building official to show that there is no detrimental effect on the action of the structural member as a result of welding of the crossing bars 1907.6 Spacing Limits for Reinforcement. 1907 6.1 The minimum clear spacing between parallel bars in a layer shall be 4 but not less than 1 inch (25 mm) See also Section 1903 3 2 1907 6.2 Where parallel reinforcement is placed m two or more layers, bars in the upper layers shall be placed directly above bars m the bottom layer with clear distance between layers not less than 1 inch (25 mm) 1907 6 3 In spirally reinforced or tied reinforced compression members, clear distance between longitudinal bars shall not be less than 1 5<4 or less than lV2 inches (38 mm) See also Section 1903 3 2 1907.6.4 Clear distance limitation between bars shall apply also to the clear distance between a contact lap splice and adjacent splices or bars 1907.6.5 In walls and slabs other than concrete joist construction, primary flexural reinforcement shall not be spaced farther apart than three times the wall or slab thickness, or 18 inches (457 mm) 1907.6.6 Bundled bars. 1907.6.6.1 Groups of parallel reinforcing bars bundled in contact to act as a unit shall be limited to four bars in one bundle 1907.6.6.2 Bundled bars shall be enclosed within stirrups or ties 1907.6.6.3 Bars larger than No 11 shall not be bundled in beams 1907.6.6.4 Individual bars within a bundle terminated within the span of flexural members shall terminate at different points with at least 40rfft stagger 1907.6 6.5 Where spacing limitations and minimum concrete cover are based on bar diameter db, a unit of bundled bars shall be treated as a single bar of a diameter derived from the equivalent total area 1907.6.7 Prestressing tendons and ducts 1907.6.7 1 Clear distance between pretensionmg tendons at each end of a member shall not be less than 4df, for wire, or 3<^ for strands See also Section 1903 3 2 Closer vertical spacing and bundling of tendons shall be permitted in the middle portion of a j span 1907 6.7.2 Bundling of posttensioning ducts shall be permitted if | it is shown that concrete can be satisfactorily placed and if provi- sion is made to prevent the tendons, when tensioned, from break- ing through the duct 1907.7 Concrete Protection for Reinforcement. 190771 Cast-m-place concrete (nonprestressed) The fol- lowing minimum concrete cover shall be provided for reinforce- ment MINIMUM COVER, Inches (mm) Concrete cast against and permanently exposed to earth Concrete exposed to earth or weather No«6 through No 18 bar "" '/5 bar, W31 or D31 wire, and ^'mailer IQJ^ exposed to weather or in 18 bar : OFl^S^ar, W31 or D31 wire, and smaller Concrete tilt-up panels cast against a rigid horizontal surface such ax a concrete slab exposed to the weather No 8 and smaller No 9 through No 18 1V2 (38) 3/4 (19) V2 (12 7) 1 (25) 2 (51) 1907.7.2 Precast concrete (manufactured under plant control conditions). The following minimum concrete cover shall be provided for reinforcement 2-107 TOLERANCES 1177 V\\ ^_ 7 •-</ TYPICAL I ANGULAR .' DEVIATION ' ALL 90* HOOKS AND BENDS SHOWN ON THIS PAGE 1J? 1 , N-I-7 1 9T_> 7 T- J Maximum daviation from squara to the end 12 m of the bar (BorSm *I4,*I8) shall ba Wt dag. tor compression 1 splice | 4 dag. for tantion splica J (saw-cut ends only for butt splicas) NOTES Entire shearing and bending tolerances are customarily ab- sorbed in the extension past the last bend in a bent bar All tolerances single plane and as shown Angular deviation—Maximum plus or minus 2Vz deg or plus or minus '/t in per ft on all 90-deg hooks and bends TOLERANCE SYMBOLS 7 Plus or minus 8 Plus or minus 9 Plus or minus 10 Plus or minus 2 percent x o dimension Fig 2 l(b) — Standard fabricating tolerances for bar sizes # 14 and #75 2.2 — Reinforcement placement 2.2 1 Tolerances shall not permit a reduction in cover except as set forth m Section 223 hereof 2.2.2 Clear distance to side forms and resulting con- crete surfaces and clear distance to formed and result- ing concrete soffits in direction of tolerance When member size is 4 in or less . + !4 in - *A in When member size is over 4 m but not over 12 "» H m When member size is over 12 in but not o ft 2.2.3 Concrete cover measured perpendicular to con- crete surface in direction of tolerance When member size is 12 in or less . - 3/s in When member size is over 12 in . - !/i in Reduction in cover shall not exceed one-third specified concrete cover. Reduction in cover to formed soffits shall not exceed . ... . .. . V* in 2.2.4 Distance between reinforcement One-quarter specified distance not to exceed 1 in 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 <=z~ 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 . 7_ FICCADENTI & WAGGONER Consulting Structural Engineers, Inc 16969 Von Karman, Suite 240 Tel (949) 474-0502 I rvine, CA 92614 Fax (949) 474-1801 PROJECT DATE DESIGNER PAGE 09/18/03 11 45 FAX 9494741801 FICCADENTI & WAGGONER IgJUUl FICCADENTI & WAGGONER Consulting Structural Engineers, Inc. 16969 Von Karman, Suite 240 Tsl (949) 474-0502 Irvine, CA 92606 Fax (949) 474-1801 Seb J Bccadent Michael A Waggoner Thomas A Caslle MaitcE Srflroeder Douglas A. Hilts David S Pofnerteau Vincent DoVita Ahmad S Kamrany Gan/E Landingham Kevn L McCoy RogerC Lee Nader B Khoury KirstanL Zeydel Dana M Hans Chad W M.M Sakai ManoOiampa KenlC Forsylhe Juan F Garcia SUM Garcia FACSIMILE COVER LETTER Date. Sep 18, 2003 F&WJobNo.1 A02-088 Fax No: 760-268-1954 Attention Guy Larson Company: Diffenbaugh Regarding- Pilasters Fronr 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 ************************************************************************************************* CARLSBAD OFFICES Building D 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 Irvine, CA 92614 Tel (949)474-0502 Fax (949)474-1801 FICCADENTI & WAGGONER Consulting Structural Engineers, Inc SebJ Ficcadenti Michael A Waggoner Thomas A Castle Mark E Schroeder 16969 Von Karman, Suite 240 Irvine, CA92614 Tel (949) 474-0502 Fax (949)474-1801 Carlsbad Offices Building D Gary E Landingham Kevin L McCoy RogerC 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)280-0098 Fax (925) 280-0096 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 PageS Page 10 Page 11 Page 12 Page 13 Page 14 Page 17 Page 21 Page 24 Page 27 Page 30 Page 33 Ficcadenti & Waggoner, Inc Ficcadenti Waggoner, Inc CARLSBAD OFFICES PAGE JOB NO A02-088 CY MES DATE 8/16/2002 CHK'D DATE TYPICAL DEAD & LIVE LOADS: Roof Loads: Roofing Material 2 2 Psf Future Roof 1 0 Psf Plywood (3/4") 22 Psf Insulation 1 5 Psf Joist (32" o/c) 1 9 Psf Glulam Beams 1 9 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 JOB NO A02-088 CARLSBAD OFFICES PAGE ~ .DATE 8/16/2002 .DATE TYPICAL DEAD & LIVE LOADS: Exterior Wall Loads Eifs Finish Plywood (1/2") Stud Walls Gypsum Board Insulation Misc Dead Load Use 20 Psf 15 Psf 28 Psf 28 Psf 15 10 116 Psf 120 Psf Interior Wall Loads: Interior Partions (Floor) Interior Partitions (Seismic) 200 Plf 100 Plf Vertical Loads To specify your title block on these five lines, use the SETTINGS selection on the mam menu and enter your title block information will be printed on each page Title Job # Dsgnr Date 1129AM, 19AUG02 Description Scope 5S^c^1322J-'WWi"32 Tlmber Cantilevered Beam Syster^roiectsVcar|sbadofficecomD|exVb;a a^ | Description Building B D Beam Ln B (1 General Information Fb Base Allow Fv and 4) Calculations are designed to 1997 NDS and 1997 UBC Requirements |j 2,4000 psi Elastic Modulus 1,8000 ksi Live loads placed for maximum values 165 0 psi Load Duration Factor 1 000 Cantilevers assumed unbraced for Fb calc Column Bay & Beam Data ji Column Spacing Actual Span Left Cantilever Right Cantilever Beam Width Beam Depth Member type ft ft ft ft in in 0 00 42 50 3550 6750 28500 3luLam 41 20 700 700 6750 30000 jIuLam 4250 3550 6750 28500 3luLam Moments j Mmax @ Center Max § Left End Max @ Right End Loads Dead Load Live Load Dead Load Live Load Start End k-ft k-ft k-ft 1472 #/ft #/ft #/ft #/ft ft ft 56000 33600 8000 4800 1370 1305 -1356 -141 8 64000 38400 1426 i 56000 33600 8000 4800 1370 Stresses | Fb Allowable fb Actual Max Shear Fv Allowable fv Actual psi psi Ibs psi psi 2,031 8 1,9332 OK 17,3185 16500 13504 ShearOK 1,991 5 1,681 1 OK 21 ,324 7 16500 15796 ShearOK 2,031 8 1 ,872 4 OK 16,6800 16500 13006 ShearOK Reactions | Max Left Reaction Max Right Reaction Deflections Center DL Maximum Left Cant DL Maximum Right Cant DL Maximum Ibs Ibs in in in in in in 17,3185 16,241 7 44,747 5 46,326 5 16,6800 15,9843 -0893 -1 429 -0355 -1 265 -0045 -0564 -0057 -0589 -0864 -1 382 To specify your title block on Title Job # these five lines, use the SETTINGS Ds9nr Date 1 1 28AM' 1 9 AUG °2 .. . Descriptionselection on the mam menu and enter your title block information Scope will be printed on each page ??i:0|?'^i,9r^^51322Jun-1'"'Win32 Timber Cantilevered Beam System tv ,*. ^ „ , Page 1 CO1983WENERCALC J c '\DfOiects\carlsbad office complexX beams ecw Description Building B D Beam Ln C (1 and 4) General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Fb Base Allow Fv 2,4000 psi Elastic Modulus 1,8000 ksi Live loads placed for maximum values 165 0 psi Load Duration Factor 1 000 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 @ Right End ft ft ft ft in in 0 00 42 50 41 20 42 50 35 50 - - - 35 50 7 00 7 00 6 750 6 750 6 750 28 500 28 500 28 500 3luLam SluLam BluLam _-.__.. __„ k-ft k-ft k-ft 141 1 1068 141 1 -1333 -1333 Loads Dead Load Live Load Stresses Fb Allowable fb Actual Max Shear Fv Allowable fv Actual #/ft #/ft 560 00 560 00 560 00 336 00 336 00 336 00 I psi psi Ibs psi psi 2,031 8 2,001 8 2,031 8 1,8535 1,7502 1,8535 OK OK OK 15,9034 20,0678 15,9034 16500 16500 16500 12400 15647 12400 ShearOK ShearOK ShearOK Reactions j Max Left Reaction Max Right Reaction Ibs Ibs 15,9034 41,8450 15,9034 15,9034 41,8450 15,9034 Deflections | Center DL Maximum Left Cant DL Maximum Right Cant DL ' Maximum in in in in in in -0 854 -0 246 -0 854 -1 366 -1 175 -1 366 -0137 -0 729 -0142 -0 729 <r To specify your title block on these five lines, use the SETTINGS selection on the mam menu and enter your title block information will be printed on each page Title Job # Dsgnr Date 1130AM, 19AUG02 Description Scope Rev 510300 _ . _ o I • j. PaOB 1 fe USOJ KW0601SM2 Ver5l3 22Jun-l9W Win32 TllTlber 06301 & JOISt 9 1(co i9S3 99 ENERCALC •**" »-»'"•••»*»»»* » c \DrOiects\carlsbad office comDlex\beams ecwjj Description Building B D 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 5125x150 5125 15000 2000 JouglasFir 24F-V 2,400 0 1650 1 ,800 0 1 250 GluLam No 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 Dell L/Defl Ratio Center Total Defl Location L/Defl Ratio ft #/ft #/ft 2000 26000 8000 Ratio = 0 3902 in-k ft psi psi psi psi 20400 1000 1 ,061 5 2,720 6 Bending OK 584 2063 Shear OK Ibs Ibs Ibs Ibs Ibs Ibs 1 2,60000 80000 3,400 00 2,600 00 80000 3,400 00 in in in ft 1 I -0361 6653 -0 111 2,1622 -0472 10000 5087 To specify your title block on Title Job # these five lines, use the SETTINGS JJsgnr Date 1 1 32AM, 19 AUG 02 . x _, Descriptionselection on the mam menu and enter your title block information Scope will be printed on each page to KW060I912 Ver5 13 22 Jun 1999 Win32 Timbef 863111 & JOISt Pa96 1 C0198399ENERCALC »»ww», c \oroiects\carlsbod office comglex\beams ecw Description Building B D 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+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 5125x135 5125 13500 1400 3ouglasFir 24F-V 2,400 0 1650 1 ,800 0 1250 GluLam No _ _ _ __ _ _ _ _ ft ft/ft Ml 1400 42000 30000 Ratio = 0 4700 in-k ft psi psi psi psi 211 68 700 1,3598 2,893 4 Bending OK 91 8 2063 Shear OK Ibs Ibs Ibs Ibs Ibs Ibs 2,940 00 2,10000 5,040 00 2,940 00 2,10000 5,040 00 in in in ft -0192 8753 -0137 1 ,225 4 -0329 7000 5106 ~7 To specify your title block on Title these five lines, use the SETTINGS ^S9nr Descriptionselection on the mam menu and enter your title block information Scope will be printed on each page Job# Date 11 32AM, 19AUG02 Rev 5I03GO _. • -~ _ . . Pane* 1 m UserKW-0601912 Vei 5 1 3 22 Jun 1999 Win32 Tim.D8r 863111 & JOISI y 1to 1983 99 ENERCALC ** w ** ^J^rojects^carlsbad office complex \ beams ecw | Description Building B D Roof Beam Ln A (1 and 2) 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 earn Ln A (1 an 5125x150 5125 15000 1400 Douglas Fir 24F-V 2,400 0 1650 1 ,800 0 1 250 GluLam No ft #/ft #/ft 1400 54000 30000 Ratio = 0 4584 m-k ft psi psi psi psi 24696 700 1 ,285 0 2,870 5 Bending OK 945 2063 Shear OK I _J Reactions | @ Left End DL LL Max DL+LL @ Right End DL LL Max DL+LL Ibs Ibs Ibs Ibs Ibs Ibs 3,780 00 2,10000 5,880 00 3,780 00 2,10000 5,880 00 Deflections | Center DL Defl L/Defl Ratio Center LL Defl L/Defl Ratio Center Total Defl Location L/Defl Ratio in in in ft -0180 9339 -0 100 1,6810 -0280 7000 6004 To specify your title block on Title Job # these five lines, use the SETTINGS Dsanr Date 11 30AM, 19 AUG 02 . A M. . Descriptionselection on the mam menu and enter your title block information Scope will be printed on each page SS-KWW1912 Ver513 22JUO-IW Win32 TimbOf 063111 & JOJSt Pa96 1 1(01983 99 ENERCALC i»»ww . c \Droiects\carlsbad office comDlex\beams ecw I Description Building ABODE 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 in in ft psi psi ksi Header (Perp) 6x10 5500 9500 800 touglas Fir - Larch 1 ,350 0 850 1,6000 1250 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 800 52000 40000 Ratio = 0 8034 | m-k ft psi psi psi psi 8832 400 1,0676 1,674 1 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 1,60000 3,68000 2,08000 1,60000 3,68000 1 in in in ft -0076 1,2595 -0059 1,6374 -0135 4000 7119 To specify your title block on Title Job # these five lines, use the SETTINGS Ds9"r ., Date 1 1 31 AM- 19 AUG °2 . Description selection on the mam menu and enter your title block information Scope will be printed on each page User KW.O401912. Ver513 22Jun-1999 Win32 TifflbSr 663ITI & JOISt Page 1 1(01953 99 ENERCALC WM<>I«W c \pro|ects\carlsbod office complex \beoms ecw I Description Building ABODE Roof Header (Parallel) Timber Member Information Calculations are designed to 1997 NDS and 1997 UBC Requirements jj 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 Header (Paralle 6x8 5500 7500 800 Xxjglas Fir - Larch 1,3500 850 1,6000 1250 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 800 22000 8000 Ratio = 0 3483 | m-k ft psi psi psi psi 2880 400 5585 1,6776 Bending OK 370 1063 Shear OK Reactions | @ Left End DL LL Max DL+LL @ Right End DL LL Max DL+LL Ibs Ibs Ibs Ibs Ibs Ibs 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 Job#/o Date 521PM,3EP02 Rev 510301 User KW04O1912 Ver5 1 3 22 Jun 1999 Win32 (c) 1983 99 ENERCALC Steel Beam Design Page 1 c \ec\carlsbQdecwCalculations Description Building B C D E Canopy Beam General Information Steel Section • TS1 2X4X1/4 Center Span 20 00 ft Left Cant 5 00 ft Right Cant 0 00 ft Lu Unbraced Length 0 00 ft Calculations are designed to AISC 9th Edition ASD and Fy Pinned-Pmned Load Duration Factor Elastic Modulus LL & ST Act Together 1997 UBC Requirements jj 46 00 ksi 1 00 29,0000 ksi Distributed Loads ____J # 1 DL 0 205 LL 0 205 ST Start Location End Location #2 #3 #4 #5 #6 #7 k/ft k/ft k/ft ft ft Summary | ^^l^jjj^^HiiiiBi^lf^lP^^^^^^^^^^^^^ Using TS1 2X4X1/4 section, Span End Fixity = Pinned-Pmned, Lu = Moment fb Bending Stress fb/Fb Shear fv Shear Stress fv/Fv = 20 00ft, Fy = 460ksi, 0 00ft, LDF = 1 000 Actual 20 500 k-ft 1 1 622 ksi 0383 1 4100 k 0 683 ksi 0037 1 Left Cant =5 00ft, Allowable 53 552 k-ft 30 360 ksi 55 200 k 18 400 ksi Static Load Case Right Cant = 000ft Max Deflection Length/DL Defl Length/(DL+LL Defl) Beam OK Governs Stress -0401 in 7486 1 3743 1 Force & Stress Summary a «- 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 410k 410k -0 401 m 0 321 in 0 000 in 0000ft 410 4 10 , K*L/r < Co TS1 2X4X1/4 12000m 4000m 0 250 in 7 59 m2 DL Only < 1025 205 205 -0200 0160 0000 0000 205 205 Weight l-xx l-yy S-xx S-yy LL i Center 2050 410 4 10 -0401 0321 0000 0000 4 10 410 LL+ST @ Center -0401 0321 0000 0000 4 10 410 25 78 #/ft 12700m4 22 30 m4 21 167m3 11 150 m3 LL @ Cants 1025 205 205 -0200 0160 0000 0000 205 205 r-xx r-yy LL+ST @ Cants k-ft k-ft k-ft k-ft k k -0 200 in 0 160 in 0 000 in 0 000 in 205 k 205 k J 4091 in 1 714 in FICCADENTI & WAGGONER Consulting Structural Engineers, Inc 16969 Von Karman, Suite 240 Tel (949) 474-0502 Irvine, CA 926 14 Fax (949) 474-1801 . C-MJ I L be, C/PROJECT -MJ L e, DATE "7 /^ 7 .. DESIGNER PAGE -2 "7. r- </!.. "Du- c FICCADENTI & WAGGONER Consulting Structural Engineers, Inc 16969 Von Karman, Suite 240 Tel (949) 474-0502 Irvine, CA 92614 Fax (949) 474-1801 - ' o 7^, s,s u PROJECT DESIGNER PAGE ' ^>C^ , U -- * FICCADENTI & WAGGONER Consulting Structural Engineers, Inc. 16969 Von Karman, Suite 240 Tel (949) 474-0502 Irvine, CA 92614 Fax (949) 474-1801 PROJECT DATE / f DESIGNER PAGE ' ^ S> 1 y- ^ V e> M. - c- V- Ci.C>>C| . cN> » I -2. C" -P <bl~ ^ Of.'" ll-C? L.-WTS C\H FICCADENTI & WAGGONER Consulting Structural Engineers, Inc 16969 Von Karman, Suite 240 Tel (949) 474-0502 Irvine, CA 92614 Fax (949) 474-1801 PROJECT <—L, IT" DATE DESIGNER __ PAGE '• il -V Q c. .» \- A- -t- &<s-7 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 /rg^lfcW DESIGNER PAGE t S •- r;~'~i",. 1 88 O O II II § § o o 6? a? to CO t: fc •0 'J x-dimension =yi-dimension =0 0 to 10 ft (measured from x-axift (measured from y-axo o 3. « o o £ S Ib located atIb located ato o ii n P On n 0 D F F II ii -351950-372087n n "n Torsion less Accidentft (measured from x-axift (measured from y-ax88 >- X § 8 Ib located atIb located atII II II §) O) 2 2 SB ii §£ 89 0 Torsion plus Accideny-axis) = 6464ftx-axis) = 4924ftfc t •D TJ £ £ § S '•a Ti Center of RigiCenter of Riglb 0) S 0) 1 aoo Q. o 2 _ LJ_ zO £j LU i2a o Q LL. > ^ LLJ tn 3ADING IN ThF Ftoy S §. z p: CM 5 £ x C1 LOADING IN ThR/Rt F Fto^3 POLAR MOMENT OF INERxY RyX F> OF WALLYCENTROICX18 ^1 "^ 8 8,s &;S o 8 8 8 8 R o o o 8 8 iiiiiiiiiiiiiiii| OOCOCOCOCOOOCOOOCOCOCOQOCX3COCOCO OOOOOOOOOOOOOOOO oco^oco^co^-^^o- SoloioIoSooSo^S^^SKSSa^ •O-— •— <— OOO — c-IO'— «~ — •— -OO ^SoSS^ooi8'^o:-o<)<)sOt>^f CNOOOCMCMC-JcOO-lCMOOOOC^JCO eeKKfi«fieeeKKeee« CNCNcic^CNCNC^CM — CNCMCNCNCNCMOJ SRR^?^gSRRRR^ OOOOOOOOOOOOOOOO OOOOOOOOOOOOOOOO 5 S 3 S 5 S S S 5 8 S S3 S S S a OOOOOOOOOOOOOOOO OOOOOOOOOOOOOOOO QOOOOOQ^cOOOOOOOrT* i— •— i— i— «— OOj^ — CNJCMOJCNCNCMO OOOOOOOOOOOOOOOO iO 10 llllllllllllllll iiiiiiipiiiiiil 8888888888^8888^8 i-f ^. ^ *• A. -A x '^ ^ ^\ ^ t i ,, cocooococococococooococjoeococococooooo OOOOOOOOOOOOOOOOOOO i — lOiOiOiOLOiOiOi — ' — CNCOCOOOGOOOCOtOCM 'S???Sa»?58E22S22E8 ^ioSiSSSSS^^tM^oooocOOOOOCOOJ ooooooooooooooooooo OOOOOOOOOOOOOOOOOOO lllllllllllllllllli ,,,,3,,,S,38S8888SS I!!!!!!!!!!!!"!!!! « S S S S S 3 S 3 9 8 5 2 3 3 3 3 9 S OOOOOOOOOOOOOOOOOOO OOOOOOOOOOCMCMcOCOOOCOCOCMCJ •— CNCMCNC-J(NCNCMi~>— CMCMCOCOCOCOeOCMCM OOOOOOOOOOOOOOOOOOO iiiiiiiiiilliiliiii ooooooooooooooooooo liiiliiiiiiiiiiiiii GO r«^ 10 O O I 1 1to o o J 5 COS I 8 0 8 O w VJio j\o i (7 FICCADENTI & WAGGONER Consulting Structural Engineers, Inc 16969 Von Karman Suite 240 Irvine CA 92614 Tel (949)4740502 Fax (949)474 1801 Preliminary SHEAR WALL EVALUATION Job Nome Carlsbad Offices Job No A02-088 Designer Date MES July 2002 ROOF (FLOOR OR ROOF) GRID 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 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 DIAPHRAGM ANALYSIS Load Demand Diaphragm Length Diaphragm Width Chord Force Diaphragm Stress 25000 0 pounds 45 6 feet 548 2 pounds/foot < 730 Ib/ft 1 /2" STRI Ply w/8d @ 2"o/c @ edges 25000 0 pounds 90 0 feet 277 8 pounds/foot < 338 Ib/ft Simpson A35 @ 16" o/c 25000 0 pounds 90 0 feet 277 8 pounds/toot < 293 Ib/ft 5/8" Anchor Bolts @ 48" o c 50000 0 pounds 1270 feet 93 0 feet 4,576 8 pounds 196 9 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 2 028 5 pounds 3 7 feet 140 feet 0 0 foot-pounds 28 399 1 foot-pounds 528 0 pounds/foot 0 0 pounds 3,614 2 foot-pounds Tension Uplift-6,796 3 pounds FICCADENTI & WAGGONER Consulting Structural Engineers, Inc Job Nome 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 Preliminary ROOF SHEAR WALL EVALUATION (FLOOR OR ROOF) T'*» Ct^t-- GRID LINE D SILL CONNECTION ANCHOR BOLTS (ANCHOR BOLTS, LAG SCREWS OR SILL NAILS) PLYWOOD ORIENTATION TO WALL PARA (PARA OR PERP) SHEATHING Load Demand Wall Length 3 Sheathing Stress SHEAR TRANSFER. Shear Transfer Demand Shear Transfer Length 4 Shear Transfer Stress SIU- ANCHORAGE Load Demand Shear Transfer Length 3 Sill Anchorage Stress DIAPHRAGM ANALYSIS Load Demand Diaphragm Length Diaphragm Width Chord Force Diaphragm Stress 25000 0 pounds 51 8 feet 482 6 pounds/foot < 550 Ib/ft 1 /2" STRI Ply w/8d @ 3"o/c @ edges 25000 0 pounds 1100 feet 227 3 pounds/foot < 338 Ib/ft Simpson A35 @ 16" o/c 25000 0 pounds 1100 feet 227 3 pounds/foot < 293 Ib/ft 5/8" Anchor Bolts @ 48" o c 50000 0 pounds 1270 feet 93 0 feet 4,576 8 pounds 196 9 pounds/foot < 240 Ib/ft 3/4" STR 1 Ply unblocked w/1 Od @ 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 1,7857 pounds 3 7 feet 140 feet 0 0 foot-pounds 25,000 0 foot-pounds 448 0 pounds/foot 0 0 pounds 3,066 6 foot-pounds Tension Uplift-6,0108 pounds FICCADENTI & WAGGONER Consulting Structural Engineers, Inc 16969 Von Karman, Suite 240 Irvine CA 92614 Tel (949)4740502 Fax (949)474 1801 Preliminary SHEAR WALL EVALUATION 6T-. Job Name Job No Designer _ Date Carlsbad Offices A02-088 MES July 2002 ROOF (FLOOR OR ROOF) - - ?v rx GRID LINE 1 ' ~-> SILL CONNECTION ANCHOR BOLTS (ANCHOR BOLTS, LAG SCREWS OR SILL NAILS) PLYWOOD ORIENTATION TO WALL PERP (PARA OR PERP) SHEATHING Load Demand Wall Length 4 Sheathing Stress SHEAR TRANSFER. Shear Transfer Demand Shear Transfer Length 5 Shear Transfer Stress SILL ANCHORAGE Load Demand Shear Transfer Length 4 Sill Anchorage Stress DIAPHRAGM ANALYSIS Load Demand Diaphragm Length Diaphragm Width Chord Force Diaphragm Stress 25000 0 pounds 41 6 feet 601 0 pounds/foot < 730 Ib/ft 1 /2" STRI Ply w/8d @ 2"o/c @ edges 25000 0 pounds 70 0 feet 3571 pounds/foot < 450 Ib/ft Simpson A35 @ 12" o/c 25000 0 pounds 70 0 feet 357 1 pounds/toot < 440 Ib/ft 5/8" Anchor Bolts @ 32" o c 50000 0 pounds 93 0 feet 1270 feet 8,534 9 pounds 268 8 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) OT Length of Wall Height of Wall O T Moment Above O T Moment @ Base Uniform Dead Load Point Load at Ends Resisting Moment 2 223 6 pounds 3 7 feet 140 feet 0 0 foot-pounds 31,1298 foot-pounds 208 0 pounds/foot 0 0 pounds 1,4238 foot-pounds Tension Uplift 8,067 1 pounds FICCADENTI & WAGGONER Consulting Structural Engineers, Inc 16969 Von Karman Suite 240 Irvine CA 92614 Tel (949)474-0502 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 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 4 Sheathing Stress 25000 0 pounds 43 0 feet 581 4 pounds/foot < 730 Ib/ft 1 /2" STR I Ply w/8d @ 2"o/c @ edges SHEAR TRANSFER. Shear Transfer Demand Shear Transfer Length 5 Shear Transfer Stress 25000 0 pounds 70 0 feet 3571 pounds/foot < 450 Ib/ft Simpson A35 @ 12" o/c SILL ANCHORAGE Load Demand Shear Transfer Length 4 Sill Anchorage Stress 25000 0 pounds 70 0 feet 357 1 pounds/foot < 440 Ib/ft 5/8" Anchor Bolts @ 32" o c DIAPHRAGM ANALYSIS Load Demand Diaphragm Length Diaphragm Width Chord Force Diaphragm Stress 50000 0 pounds 93 0 feet 1270 feet 8,534 9 pounds 268 8 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) OT Length of Wall Height of Wall O T Moment Above O T Moment @ Base Uniform Dead Load Point Load at Ends Resisting Moment 2,151 2 pounds 3 7 feet 140 feet 0 0 foot-pounds 30,1163 foot-pounds 208 0 pounds/foot 0 0 pounds 1,4238 foot-pounds Tension Uplift 7,793 2 pounds garlsbad Office HD6A~" DATE July 2002 CONT NO A02-088 BY SHEET NO MES CHK'D Load = (5510)Q 4)(1 1) = 8485» 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 0 100 in Threads per Inch, n 9 Effective Diameter, deff 0 667 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 18225 k 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'l Cone Load Factor, C 2 00 Per 1997 Uniform Builiding Code 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'l Hairpin Remf Req'd, Ultimate Concrete Loads Tension, Shear, Ultimate Concrete Capacity OK Net Pullout Cone Area, Tension, Shear, Concrete Unity Check (1/<t>) (CPu/Pc), (1/<t>) (CVuA/c), (1AW [(CPu/Pc)2+ (CVuA/c)2], f c 3,000 psi Normal Weight \ 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 in2 CPu 18000k CVu 0 000 k Ape 252 in2 18' Embedment +/- PC 55210k Vc 3 097 k 0 502 <=1 OK 0 000 <=1 OK 0164<=1 OK r Carlsbad Office ~v~. C~ HD10A DATE July 2002 CONT NO A02-088 BY MES CHKD Load = (9900)(1 4)(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, deft' 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 18 225 k Shear, Vs 15 188 k Bolt Unity Check (Pu/Ps)2 + (Vu/Vs)2, 0771 <=1 Bolt Installation Special Inspection Provided, YES Bolt Embedded in Tension Zone, YES Add'l Cone Load Factor, C 2 00 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'l 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), (1/<|») (CVuA/c), (1/<|>) [(CPu/Pc)2 + (CVu/Vc)2], Code fc 3,000 psi Normal Weight X 100 fy 60 ksi NO <t> 065 de 3 000 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 0 000 <=1 OK 0281 <=1 OK Carlsbad Office HD14A "T< - ("\ DATE ^Ujy 2002 CONT NO A02-088 BY _MES CHKD SHEET NO ^-7 , ~z toad = (13380)(1 4)(1 1) = 20605* Anchor Bolt Design Per 1997 Uniform Builiding Code Bolt Steel Properties ASTM Specification, A36 Diameter, d 1" in Yield Stress, fy 36 ksi Ultimate Tensile Stress, hit 58 ksi Stress Area Calculation Corrosion Allowance, Ca 0 100 in Threads per Inch, n 8 Effective Diameter, deff- 0 778 in Effective Stress Area, Ab 0 476 in" Ultimate Bolt Loads Tension, Pu 16000k 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, 0415<=1 OK Bolt Installation Special Inspection Provided, YES Bolt Embedded in Tension Zone, YES Add'IConc Load Factor, C 200 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') Hairpin Remf Req'd, Ultimate Concrete Loads Tension, Shear, Ultimate Concrete Capacity Net Pullout Cone Area, Tension, Shear, Concrete Unity Check (W) (CPu/Pc), (1/<|>) (CVu/Vc), (1/4>) [(CPu/Pc)2 + (CVu/Vc)2], fc 3,000 psi Normal Weight X 100 fy 60 ksi NO <(> 065 de 3 000 in de/d 3 000 NG de 3 000 in de/d 3 000 OK As 0 000 in2 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 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 7 f C"2 DESIGNER J PAGE "Z & c; i/ JL T-C. «s r L^ C rc>- sT~~ /*. •f- n^-;/4i 00 V * •=- ^^T FICCADENTI & WAGGONER Consulting Structural Engineers, Inc 16969 Von Karman, Suite 240 Tel (949)474-0502 Irvine, CA 92614 Fax (949) 474-1801 PROJECT DATE C.^4uW DESIGNER 1., 'L <*'' PAGE "L. -C" 0 0 -7 CP VO c v FICCADENTI & WAGGONER Consulting Structural Engineers, Inc 16969 Von Karman, Suite 240 Tel (949) 474-0502 Irvine, CA 9261 4 Fax (949) 474-1801 PROJECT DATE DESIGNER - U"t'<" PAGE L V 'u V r 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 I ' *" FICCADENTI & WAGGONER Consulting Structural Engineers, Inc 16969 Von Karman, Suite 240 Tel (949) 474-0502 Irvine, CA 9261 4 Fax (949) 474-1801 ^ PROJECT . " £ '•*- ' *** > •S' DESIGNER - '*" " -> PAGE ^ & C -7 o } "^ FICCADENTI & WAGGONER _ Consulting Structural Engineers, Inc s t i ) f" m TH • PROJECT tUi C/ 16969 Von Karman, Suite 240 Tel (949) 474-0502 DESIGNER Irvine, CA 9261 4 Fax (949) 474-1801 PAGE ^- r FICCADENTI & WAGGONER Consulting Structural Engineers, Inc 16969 Von Karman, Suite 240 Tel (949) 474-0 I rvine, CA 92614 Fax (949) 474-1801 PROJECT J DATE. 1*B**y / / f,- t?CT. DESIGNER t 6 *-' ^ PAGE ~~i-/Z> A •i-\&\t-, "2-U.O ,G C. FICCADENTI & WAGGONER Consulting Structural Engineers, Inc 16969 Von Karman, Suite 240 Tel (949)474-0502 Irvine, CA 92614 Fax (949) 474-1801 PROJECT "*V DATE ""X /f "I DESIGNER /. t <" ^ PAGE T^aJ ., ~l To specify your title block on these five lines, use the SETTINGS selection on the mam menu and enter your title block information will be printed on each page Title Dsgnr Description Scope Job* Date 11 33AM, 19AUG02 Rev 510300 UserKW-0601912 Ver513 22Jun-IW Win32 (c)l 983-99 ENERCALC Single Span Beam Analysis c Page \Droiects\cgrlsbad office complex\ beams ecwJ Description Column at High Parapet HSS5x5x3/8 General Information \ Center Span Left Cantilever Right Cantilever 1 4 00 ft Moment of Inertia ft Elastic Modulus 8 00 ft Beam End Fixity 16900 m4 29,000 ksi Pin-Pin Point Loads jj Magnitude Location k -0750 k 9000ft 22000 ft k ft k k ft ft Query Values j Center Location Moment Shear Deflection 8 000 ft Left Cant 3 43 k-ft 043k -0 26594 in 0000ft 0 00 k-ft 000 k 0 00000 in 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 = |I 6 00 k-ft at 0 00 k-ft at 0 00 k-ft 6 00 k-ft 6 00 k-ft Shears 1400ft ©Left 000ft ©Right Maximum Deflections @ Center @ Left Cant @ Right Cant 043k 075k 075k -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 <-'''t PAGE > 1 t- (=> -- I 1. o ^b f 4 ^ l.<**==> 0. ) ^ \~2 T I S. ^_ L g c- M r 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 r \ NorCal Engineering SOILS AND GEOTECHMCAL 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 Corte 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 R G E 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 4.0 50 51 52 53 54 55 56 57 58 60 7.0 80 9.0 91 91 1 91 2 92 93 94 95 96 97 98 99 910 911 10.0 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 GEOTECFTNICAL 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 Geotechnical Engineering Investigation - 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 Pursuant to your request, this firm has performed a Geotechnical 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 geotechnically 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 5 0 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 /hn 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 Nv (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 8 0 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/2 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 92 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 94 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 ft) 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 98 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 99 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 911 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 Project Number 9851-02 Page 14 10 0 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 ENGINEERi'•''/ /•/"';oVv/XxU Keith D Tucker W -J*/l Troy D Norrell Project Engineer \^^^^^/ President RGE 841 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 GAMING VIDA ROBLE NTS NorCal Engineering SOILS AND GEOTECHN1CAL CONSULTANTTS BOURESTON DEVELOPMENT PWJCCT 9851-02 | D*TE APRIL 2002 LOCATION OF FIELD EXPLORATIONS April 25, 2002 Project Number 9851-02 Page 17 List of Appendices (m 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 18 N°rC»> Engine MAJOR DIVISION COARSE GRAINED SOILS MORE THAN 50% OF MATERIAL IS LARGER THAN NO 200 SIEVE SIZE FINE GRAINED SOILS 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 FINES) GRAVELS WITH FINES (APPRECIABLE AMOUNT OF FINFS1 CLEAN SAND (LITTLE OR NO FINES) SANDS WITH FINE (APPRECIABLE AMOUNT OF FINES) LIQUID LIMIT i PITMAN in LIQUID LIMIT GREATER THAN HIGHLY ORGANIC SOILS GRAPHIC O 0 * ** • + •m T "T "^ • "•"' "• •"."•"•' • . • . •m ijjjj._~_~_~". i 'sSsSss f SS ss jf ^^ LETTER <?YMRDI GW GP GM GC SW SP SM SC ML CL OL MH CH OH PT 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: Indicates 2 5-inch Inside Diameter Ring Sample Indicates 2-inch OD Split Spoon Sample (SPT) Indicates Shelby Tube Sample Indicates No Recovery |] Indicates SPT with 140# Hammer 30 in Drop 0 Indicates Bulk Sample P Indicates Small Bag Sample |~| Indicates Non-Standard [X 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 into 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 ( 2 0 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 Undramed 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 Groundwater Depth None Encounterec Drop Description Not Measured • FILL SOILS i Silty SAND Brown to grey-brown medium dense, damp to moist with large pieces of concrete Clayey SAND : Brown, dense, moist : Silty to Clayey SAND Brown to dark brown, medium dense, moist Heavy roots and vegetation, strong odor Silty fine grained SAND Dark grey dense, moist Slight root structures intermingling lenses of clayey SAND •• Clayey SAND ; Dark brown, dense, moist Boring completed at depth of 15' 20 25 - 30 -35 NorCal Engineering Lith- ology : *- j> _ ^£ ! >/ /J // 1, j ££• 1 ^ r/.'/, \ 1 ffs- f ff Samples Q. 1- i ' I • " u Project No 9851-02 BlowCountsLaboratory § 6""" 5 135 177 159 140 137 a""~ 1028 1044 111 7 1099 1098 </>^ iL"" 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 " | 5 i Brown to dark brown, medium dense, moist I i Heavy roots and vegetation, strong odor I : Silty fine grained SAND 1 Dark grey, dense, moist [J Slight root structures Intermingling lenses of clayey SAND j Boring completed at depth of 12' 15 20 25 30 35 Lith- ology "I |:: [•: - - I \ - j Samples aa £ NorCal Engineering "3^° *! 0 3 5° Laboratory Moisture(%)130 146 £*!*Q g a. O 101 4 1125 in Egu.^ 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) Geotechnical 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 • .Minor root structures i Silty sandy CLAY .|Q ! Brown, stiff, moist Silty fine grained SAND Dark grey, dense moist Boring completed at depth of 15' - 20 - 25 30 35 Lith- ology - - - . . " . - I . - - \Y/ 'ZfffZ-fib . _ Samples 0)a : . / • % • %, 't NorCal Engineering *%££o o in 11 CD ° Laboratory SI 5~~ S 145 137 151 149 a"" 1009 1045 1156 111 4 in^ \L~~~ 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 Drop Depth (feet) Geotechnical Description Surface Elevation Not Measured FILL SOILS : Silty SAND I Brown to grey-brown, medium dense, damp to moist 5 ', Clayey silly SAND Brown, medium dense, moist Silty to clayey SAND : Brown to dark brown, dense, moist ' Vegetation and small roots to 9' Clayey SAND Dark brown, dense, moist -15 Boring completed at depth of 15' 20 25 - 30 -35 NorCal Engineering Lith- ology ; - • - - - - I I y1 '# Ys s*y*** X^rV_> &>, Samples 0) . • \ '/- r* s^ r1 ^ P985ToN20 0 3 <BO Laboratory £ *"* ~*S 5""" 157 148 151 146 ^5 Q^^ Q) •— f Q 101 9 1023 1125 1107 in 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 ! Silty SAND Groundwater Depth None Encountered Drop Description Not Measured Brown to grey-brown, medium dense, damp to moist 5 . Silty SAND Dark brown, medium dense to dense, moist : SANDSTONE Bedrock ^Q Brown, very dense, damp Boring completed at depth of 9' 15 - 20 25 30 35 NorCal Engineering Lith- ology ; ^> '- I _' -. ; - '.- _i"^ ' ^ Samples <oa.>> B • • Project No 9851-02 V> 0 3 5° Laboratory o~" 129 147 11 4 t'Kjt? Q*"~ 1032 1046 1098 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 Drop Depth (feet) Geotechnical Description Surface Elevation Not Measured Silly SAND Brown to grey brown, medium dense, damp to moist . 5 Silty to clayey SAND " I 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 10 \lnterminglinglensesofclayeySAND / -Clayey SAND .-.--. . ... ...... , Dark brown dense moist 15 • --• - - ••• - — - - ..-'-.Boring completed at depth of 15' - 20 -25 30 - 35 Lith-ology _ - - •I . : : I 1 <!&•sZz^s' ^>^-<^^ ^ ^ Samples 0)a £ m • • • NorCal Engineering PS^T 5% 0 3 m ° Laboratory <Dk. 3^^ wS? 6 99 128 159 139 e-l'sQ Sa Q 1008 1036 1148 110 7 </> Z£ u. 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 i FILL SOILS ; Silty SAND Groundwater Depth None Encountered Drop Description Not Measured ; Brown to grey-brown medium dense, damp to moist ! ; Clayey SAND 5 ' Brown, medium dense, moist j NATURAL SOILS ! Silty fine grained SAND - 10 . Grey, dense, moist i SANDSTONE Bedrock i Brown, very dense to dense Boring completed at depth of 12' - 15 20 -- 25 30 - 35 Lith- ology 5s sS s -^ f\ i-> v- ^^s • • *s ^ ^ ? s y ft : y i 3; - - ^ ^? :{ : ^_^« - - : 1 jii ^ Samples 0)a>, • 9: j NorCal Engineering P2££ (/> 5^ 0 3 5° Laboratory Moisture(%)132 148 >, ^""GQ S-S Q 1020 1056 in %g LL 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) Geotechnical Description Surface Elevation Not Measured FILL SOILS Silty SAND : Brown to grey-brown, medium dense, damp to moist , SANDSTONE Bedrock Brown, very dense, damp Boring completed at depth of 4' o 10 15 20 - 25 -30 - 35 NorCal Engineering Lith-ology 1~^x-O^ 1 ^ Samples 0) Q. £ IV; Project No 9851-02 </> 3 E 0 3 = 3 Laboratory £ 3 —Sas5 67 - S-w'tf 0 o3a inssr U- 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) Geotechmcal 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 • SANDSTONE Bedrock ^ Brown, very dense, damp Boring completed at depth of 10' 15 20 25 30 - 35 Lith- ology >— *>-^ - . ; •- - - £ : : - . - . : : k Samples 0) Q. 1 1 NorCal Engineering P££!o2° 0 3 4/8 11/12 Laboratory 0) 1 151 11 0 Q^ 1009 1087 LL. 9 Log of Boring B-2 Project Boureston Development/Carlsbad Date of Drilling 4/13/02 Drilling Method Hollow Stem Auger Hammer Weight 140 Ibs Depth (feet) Geotechnical Surface Elevation FILL SOILS i SAND fine grained silty Light brown, damp, medium dense I SAND clayey to clayey SAND I Brown, moist, stiff 5 j 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 -10 \ Very dense @ 11' I Organic odor SAND fine to medium grained, slightly organic matter Dark grey-black, moist medium dense --15 I Strong organic odor ! NATURAL SOILS 20 , SILT/SANDSTONE '--. Grey to brown, moist, very dense Boring completed at depth of 21' - 25 30 -35 Groundwater Depth None Encountered Drop 30" Description Not Measured clayey to sandy CLAY with some to dense .... . . — .,,-• c j [ I < s s>s^ s s^ s >s X ^ s^ ^s \\ \ Lith- >logy .'- . - : 1 _ J Y.$% % X^; ^?^ ^^ ^^ ^ ^^>Z ffl:J:ljJ M_J 1 Samples 0)a 1 • * NorCal Engineering PS^° 0 § CD ° 5/15 11/18 Laboratory 3--. 6"^ 154 83 QgS Q 1163 111 4 1*LL. 10 Log of Boring B-3 Project Boureston Development/Carlsbad Date of Drilling 4/13/02 Drilling Method Hollow Stem Auger Hammer Weight 140 Ibs Depth (feet) Geotechnical Surface Elevation ; FILL SOILS I SAND fine grained, silty Light brown damp, medium dense 5 SAND clayey with occasional gravel Groundwater Depth None Encountered Drop 30" Description Not Measured Olive brown, moist, medium dense to dense Dark grey with organic matter @ 8' - 10 15 Slight organic odor @ 16' "NATURAL SOILS SANDSTONE Bedrock - 20 | Light green/tan, damp, very dense Boring completed at depth of 21' -25 30 --35 Lith- e-logy s-f ^x" 5ss- ^s£s*s s s5 s**r t •^f sS' f ^ Jf•^ >s >^y ~r - ** ^ ~S ^y ^y s ^ y Z- ^y s y s ^¥ s ^5^ _^ j- > • - ^ - : J. "^ ^^^ ^ % ^^X? ^ *& ^& ^•C^'->a •^vi Samples 0)a £ 1 NorCal Engineering "£££BlowCounts21/50 Laboratory Moisture(%)124 £>_ £*<« u Q§1 Q 1098 v> Zx U- 11 April 25, 2002 Project Number 9851-02 Page 19 Appendix B NorCal Engineering April 25, 2002 Page 20 Project Number 9851-02 Sample T1 @ 0-2 5' T4 @ 6 5-8' Classification Silty SAND Clayey SAND TABLE I MAXIMUM DENSITY TESTS (ASTM D-1557-00) Optimum Moisture 145 130 Maximum Dry Density (Ibs /cu ft) 1185 1200 Soil Type T1 @ 0-2 5' T4 @ 6 5-8' TABLE M EXPANSION INDEX TESTS (U B C STD 29-21 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) T4 @ 1-2 5' 80 600 max Sulfate (ppm) 1004 Chloride (ppm) 527 NorCal Engineering 2500 ZUUU u- IbUU1/1a. 1/11/1 £ (/) 0£ iii 3: luUUt/j 500 ^ -- y ' .' j'' '"* j ^ V- ' j 'i .. :': -. ..V 0-" I .X "* *s l^ ,^4,-^"'X' --"'•^ ,,^^'*-11^ .•>" ?:\ V. 0 SOO 1000 1500 2000 2500 3000 NORMAL STRESS (PSF) T V HFPTH d C DRY MOISTURE SYMBOL NUMBER (DFEEETTH) (DEGREES) (PSF) ™l™ C°»™ X 1 2.5 26 25 102.8 13.5 (R) O 1 2.5 31 150 109.3 14.6 (R) A 4 2.0 33 100 108.7 14.7 (R) ° 7 4.0 28 225 110.4 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 — *? "— * *COMPRES!D OO Ol J1 1"> ,— ..*„«.. ^ ,-,.„, , --" - , , .., r^_ - *""' * ''' "•"•-•,•„ _ --fc.-. i j •y-s. | i "~ " ~ r " 0 1 j j I I\ i : ! i ~r - --. | i _Li - ; \ — •» -~\ •• • -.. .,. . |I •. iH, V -!£:: i f~ i i i I 1 \ \ X I NOTE 1 } ^ I ™*t- .X i 1 •-f \ f '• 1 1 — 1i - - -t "•i (ATER ADDED 'RESSURE AT ..... - •-- """ " 0510 5 10 NORMAL PRESSURE (KSF) SYMBOL X. O A a BORING NUMBER 1 1 1 1 DEPTH (FEET) 5.0 8.0 10.0 12.5 DRY DENSITY (PCF) 104.4 111.7 109.9 109.8 MOISTURE CONTENT (*) 17.7 15.9 14.0 13.7 LIQUID LIMIT (%) PLASTICITY INDEX U) COMPRESSION (FM) FIELD MOISTURE - NO HATER ADDED REBOUND (R) SAMPLE REMOLDED AT 90t OF MAXIMUM DRY DENSITY NorCal Engineering SOILS AND GEOTECHNICAL CONSULTANTS PROJECT 9851-02 DATE AT NOR 1.0 KS -_ WL F .... 20 40 CONSOLIDATION TEST RESULTS Plate B NorCal Engineering Soils and Geotechmcal Consultants 10641 Humbolt Street Los Alamitos, 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 Geotechnical Engineering Investigation - Proposed Residential Development - Located at the Northwest Corner of Cammo Vida Roble and Corte 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 1% 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 TEG 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 15, 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 ^JAN-23-2003 THU 03:51 PN CITY OF CARSLBAD FAX NO, 760 602 8558 p, 15 NON-RESIDENTIAL CERTIFICATE: Non-Resdenlial Land Owner, pleas* r«ad this opbon careftJy and be sure you throughly understand the options before signing. The option you choose will affect your payment of the developed Special Tax assessed on your property. This option fx available only at the lime of fce first bulling pern* issuance. Property owner signature is requred before a buildr* permit will be issued. Your signature to confining the accuracy of all pared and ownership information shown. Name of Owner v Telephone . 2*30 cb/ng te, Address Project Address Carlsbad CA 9200 State ZpCode City State Zip Code Assessor** P veal Number, or APN and Lot Number if not yet subdivided. Builtfng Permit Number Asotcdbydilnancehto NS-1S5 and adopted by the Cfty Courwfl of the Ctty of Carisbad, Cakf omia, tho Crty is authomad to levy a special Tax m Community Fadlitie* district No. ,1 . All non-residential property, upon the tauree of ftte fint fauUng perrnH, shall have the option to (1 ) pay the SPECIAL DEVELOPMENT TAX ON^ TWE or (2) assume the ANNUAL SPECIAL TAX - DEVELOPED PRC«^rTTY for a period not to exceed twenty- five (25) years. Please indicate you choice by initialing the appropriate hne below: OPTION (1 ): t elect to pay the SPECIAL DEVELOPMENT TAX ONE-TIME now, as a one-timo payment Amount 9t Qne-Tkne Special Tax: S I J,x/Q..O<g _ Owner's Initials Jpffi . OPTION (2): I elect to pay the SPECIAL DEVELOPMENT TAX ANNUALLY for a period not to exceed twenty-five (25) year*. Maximum Annual Special Tax: S '/ 8 2.4.3 ' _ . Owner Initials _ . 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. of Property Owner TWi •L PnntName Date The CHy of Carlsbad has not independently verified the information shown above Therefore, we accept no responsibility as to the accuracy or completeness of this information. \N ^ NON-RESIDENTIAL CERTIFICATE " JAN%-23-2003 THU 03:51 PM CITY OF CARSLBAD^»FAX NO. 760 602 8558 P. 16 City of Carlsbad Building Department CERTIFICATE OF COMPLIANCE PAYMENT OF SCHOOL FEES OR 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 building permit without a completed school fee form Project Name- Building Permit Plan Check Number Project Address. A P.M. : Project Applicant (Owner Name(s). Project Description -7,13* / /.r/ BUILDING TYPE- Residential*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 Feet New Area Commercial/industrial City Certification of applicant's information. Square Feet floor Area V \. "MQ )& ' . 2VW ~ Date: SCHOOL DISTRICTS WITHIN THE CITY OF CARLSBAD Carlsbad Unified School District 801 Pine Ave. OAQJOOO (720-9291) San Marcos Unified School District 215MataWay San Marcos, CA 92069 (290-2649) Encinita$T3nlDrrSCRool District 101 South Rancho Santa Fs Rd Eneinftas, CA 92024 (944-4300) San Diegulto Union High School District 710 Encinltas Blvd Encinitas. CA 92024 (753-6491) Certification of Applicant/Owners The person executing this declaration ("Owner") certifies under penalty of perjury that(t) 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 tha person executing this dedaration Is authorized to sign on behalf oftbe Owner_ Signature.Date. SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school distnct(s)) 1635 Faraday Avenue • Carlsbad, CA 92008-7314 • (760) 602-2700 • FAX (760) 602-8560 , JAM-23-2003 THQ 03:52 PM CITY OF CARSLBAD FAX NO. 760 602 8558 p. 17 t********^**************************************************************************************** THIS FORM INDICATES THAT THE SCHOOL DISTRICT REQUIREMENTS FOR THE PROJECT HAVE BEEN OR WILL BE SATISFIED SCHOOL DISTRICT The undersigned, being duly authorized by the applicable School District, certifies that the developer, builder, or owner has satisfied the obligation for school facilities This is to certify that the applicant listed on page 1 has paid all amounts or completed other applicable school mitigation determined by the School District, The City may issue building permits for this project, SIGNATURE OF AUTHORIZED SCHOOL DISTRICT OFFICIAL z / &M*J ^o**~~ _._..- /^layfen Freeman „TITLE ^Assistant SuperintendentBusiness Saivieaa NAME OF SCHOOL DISTRICT C::; DATE ' / PHONE NUMBER