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Home My WebLink About2030 CORTE DEL NOGAL; ; CB022411; Permit-26-2003 Job Address Permit Type Parcel No Valuation Reference # Project Title Area City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Retaining Wall Permit Permit No CB022411 Building Inspection Request Line (760) 602-2725 Aodo RETAIN 2130612500 $101,25675 Lot# Construction Type 0 NEW CARLSBAD OFFICE PARK/ 6429 SF RETAINING WALL -COMMON AREAS- ENGINEERED Status Applied Entered By Plan Approved Issued Plan Check* ISSUED 08/20/2002 CB 03/26/2003 03/26/2003 Applicant JIM SCHROEDER 895 EAST YORBA LINDA SUITE 202 YORBA LINDA CA 92870 714-572-6800 Owner GDC GROUP INC 12230 EL CAMINO REAL #300 SAN DIEGO CA 92130 Inspect 1228 °3/26/03 0002 01 02 CGP 562.85 Building Permit Add'l Building Permit Fee Plan Check Add'l Plan Check Fee Strong Motion Fee Renewal Fee Add'l Renewal Fee Other Building Fee Additional Fees TOTAL PERMIT FEES $552 72 $000 $359 27 $000 $1013 $000 $000 $000 $000 $922 12 Total Fees $922 12 Total Payments To Date $359 27 Balance Due $562 85 IOVAL DATE!/CLEARANCE SIGNATURE bcunjon PERMIT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave , Carlsbad, CA 92008 :f PROJECT INFORMATION " :,:: •:i'" ' «>"°" : j" - FOR OFFICE USE ONLY PLAN CHECK EST VAL Plan Ck Deposit Validated By Date Business Name (at this address) Lot No Subdivision Name/Number Unit No Phase No Total # of units Assessor's Parcel #Existing Use OOC2 01 02 Descoction of Work SO. FT #of Stories COlijiTACT^PERSON (if different from applicant) # of Bedro # of Bathrooms . #2i>i- Mame :3 APPLICANT Address | Agent for Contractor iO Owner State/Zip Telephone #Fax Agent for Owner Name 4 PROPERTY OWNER Address City State/Zip Telephone # Name * Address City State/Zip Telephone # 5.;J; CONTRACTOR-COMPANY NAME • --^ 'W ..;f -?s yrtltt-;"'" " "'- >i; .-I:" (Sec 7031 5 Business and Professions Code Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor s License Law [Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Codel or that he is exempt therefrom, and the basis for the alleged exemption Any violation of Section 7031 5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars [$500]) Name State License # Address License Class City State/Zip City Business License # Telephone # Designer Name Address City State/Zip Telephone State License # 6 WORKERS; COMPENSATION ...... .:Jr : iif" ':"" jr • ';"''"' •v-**-.?.:^1" -":"" 'i":"::' •" '::' ,«^. Workers' Compensation Declaration I hereby affirm under penalty of perjury one of the following declarations Q I have and will maintain a certificate of consent to self-insure for workers compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued |~| I have and will maintain workers' 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 carrier and policy number are Insurance Company Policy No Expiration Date (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS [$100] OR LESS) |~| CERTIFICATE OF EXEMPTION I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California WARNING Failure to secure workers compensation coverage is unlawful and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars ($100 000) in addition to the cost of compensation damages as provided for in Section 3706 of the Labor code interest and attorney s fees ^SIGNATURE DATE Y 7T'. OWNER-BUILDER DECLARATION ;;f! /Vhereby affirm that I am exempt from the Contractor s License Law for the following reason X n I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale /' (Sec 7044, Business and Professions Code The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does / such work himself or through his own employees, provided that such improvements are not intended or offered for sale If however, the building or improvement is / sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale) / vT 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) l~l 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 EjNO 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 / contractors license number) 5 I will provide some of the work, but I have contracted (hired) the following pej-sons to provide the work indicated (include name / address / phone number / type if work) ^-'>-- ~^^' ~7~^^—^^ DATEROPERTY OWNER SIGNATURE COMPLETE THIS SECTION FOR NON-RESIDENTIAL BUILDING PERMITS ollLY Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? Q YES O NO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district' Q YES L~] NO Is the facility to be constructed within 1 000 feet of the outer boundary of a school site7 Q YES C] 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 CONSTRUCTION LENDINGIAGENCY ...'C :% I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec 3097 (i) Civil Code) LENDER S ADDRESSLENDER'S NAME 9":":""AP>LICANT:CERTIFICAfiON"hi:...N^-: ' . ,:,.;-•• ;..*:, "T:.:: • .fvT "..' ; ':, :,. . 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 authorize representatives of the CitV 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 JUDGMENTS 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 over 5'0" deep and demolition or construction of structures over 3 stories 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 authorized by such permit is not commenced withm.180 days from the date of such permit or if the building or work authorized by such permit is suspended or abandoned at any time after the work is commerced for a per/d of/fcO days (Section 106 4 4 Uniform Building Code) . DATE %~ 7& -& 2-APPLICANT S SIGNATURE WHITE File YELLOW Applicant PINK Finance City of Carlsbad Bldg Inspection Request For 03/04/2004 Permit* CB022411 Title CARLSBAD OFFICE PARK/ 6429 SF Description RETAINING WALL -COMMON AREAS- ENGINEERED Inspector Assignment PY 2030 CORTE DEL NOGAL Lot 0 Type RETAIN Sub Type Job Address Suite Location APPLICANT JIMSCHROEDER Owner Remarks CAN YOU OR TIM FINAL THIS WALL' Phone Inspector Total Time CD Description 69 Final Masonry Requested By CHRISTINE Entered By CHRISTINE Act Comment Associated PCRs/CVs Date 09/12/2003 09/11/2003 08/13/2003 08/12/2003 05/20/2003 05/20/2003 05/19/2003 05/19/2003 05/02/2003 04/23/2003 04/21/2003 04/18/2003 04/16/2003 04/11/2003 04/10/2003 04/08/2003 04/03/2003 03/31/2003 Inspection Historv Description 66 62 61 61 63 66 63 66 61 65 61 61 65 61 61 61 63 61 Grout Steel/Bond Beam Footing Footing Walls Grout Walls Grout Footing Retaining Walls Footing Footing Retaining Walls Footing Footing Footing Walls Footing Act CO CO AP CO we AP we PA AP PA AP CA AP AP PA NR NR NR Insp TP TP TP TP PY PY PY PY PY PY PY RB PY PY PY PY PY PY Comments VERT BARS SHORT VENT BAR SHORT @ ENTRY SO LN " FRONT WALL WALLS ALONG CAMINO VIDA ROBLE NEED VERTICAL STEEL WALLS ON LOT AT STREET & 2 FOOTINGS ON LOT OK TO LAY UP FULL HEIGHT SEE MARKED OUT PLAN 4/21 WALL ALONG CAMINO VIDA ROBLE RETAIN WALL (REMAINDER) SEE MARKED UP PLAN ON ONE THERE 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 03-5437-9 PAGE OF REGISTERED INSPECTOR'S REPORT OF OWNER OF PROJECT Carlsbad Office Park D REINFORCED CONCRETE DSTRUCT STEEL ASSEMBLY DPRE-STRESSED CONCRETE D HIGH-STRENGTH BOLTING 8 REINFORCED MASONRY n RE-BAR WELDING JOB ADDRESS f2036-Corte-Del NogairCarLsl5ad> DESCRIBE MATL ( MIX DESIGN RE BAR GRADE t, MFGR WELD-ROD ETC ) 1 2" CMU & Reinforcement BUILDING PERMIT NUMBER CB 02241 1 ARCHITECT Lee & Sakahara DOTHERS DSHOP H FIELD PLAN FILE NUMBER ENGINEER James D Schreder GENERAL CONTRACTOR J D Diffenbaugh CONTR DOING REPORTED WORK Hoff Meister INSPECTOR Jose Edwards-#0883304-4 DATE 5-15-03 5-19-03 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 proper placement of 12" C M U , and the remforcment at the northwest corner of retaining wall Met with building official, walked retaining walls for grouting at a future date 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 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 03-5437-7 PAGE OF REGISTERED INSPECTOR'S REPORT OF OWNER OF PROJECT Carlsbad Office Park JOB ADDRESS 2030-2038 Corte Del Nogal H REINFORCED CONCRETE QSTRUCT STEEL ASSEMBLY DPRE-STRESSED CONCRETE Q HIGH-STRENGTH BOLTING D REINFORCED MASONRY n RE-BAR WELDING Carlsbad DESCRIBE MATT { MIX DESIGN RE BAR GRADE S MFGR WELD-ROD ETC ) ICC #3, 3000 PSI BUILDING PERMIT NUMBER CB 02241 1 DOTHERS DSHOP H FIELD PLAN FILE NUMBER ARCHITECT Lee & Sakahara ENGINEER Ficcadenti & Waggoner GENERAL CONTRACTOR J D Diffenbaugh CONTR DOING REPORTED WORK Inland Concrete Corp INSPECTOR Jeff Burgess^500342849 DATE 5-02-03 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 40 cubic yards of concrete for retaining wall footing - .. A COPY OF THE INSPECTOR S REPORT IS ON FILE IN OUR OFFICE IT STATES THAT THE ABOVE INSPECTION COMPLIES WITH APPLICABLE BUILDING REQUIREMENTS cc ; RESPECTFULLY SUBMITTED By CONSTRUCTION TECHNICAL CONSULTANTS 1-800-428-5606 FIELD DATA - TEST SPECIMENS JOB NAME Carlsbad Office Park JOB NO IQ2-242 FILE 03-5437-8 ADDRESS,-2030;2038:C6rte:Del-NogairGarlsbadi:::? CONTRACTOR 'j D Diffenbaugh MIX DESIGNATION |CC #3 ADMIXTURE CONCRETE PLANT Robertson's NO OF SPECIMENS [4 SPEC P S I AT 28 DAYS TOTAL CUBIC YARDS 3000 1 AGE TO BE TESTED LOCATION IN STRUCTURE DATE CAST. 5-02-03 DAYS 2@28 footings MADE BY |Jeff Burgess L FOR LABORATORY USE ONLY LAB NO. 4637 4638 4639 4640 MARK 1A 1B 1C 1D AGE 7 28 28 Hold DATE TESTED 5-09 5-30 5-30 TEMP 76 SLUMP 4 1/2" AREA 2827 ULT. LOAD 92,000 PSI 3255 cc Respectfully Submitted, Boureston Diffenbaugh City of Carlsbad J Rowley CONSTRUCTION TECHNICAL CONSULTANTS 1-800-428-5606 FIELD DATA - TEST SPECIMENS JOB NAME-fcarlsbaa:OffiCe^PPk~JOB NO 02-242 FILE 03-5437-6 L'. CONTRACTOR J D Diffenbaugh MIX DESIGNATION |CC-3 ADMIXTURE ~1 CONCRETE PLANT ; Inland Concrete NO OF SPECIMENS [4 SPEC PS I AT28 DAYS TOTAL CUBIC YARDS 3000 ...J 45 AGE TO BE TESTED 1 @ 7 DAYS 2@28 Ml@Hold LOCATION IN STRUCTURE footing-retaining wall DATE CAST 4-22-03 MADE BY jjeff Burgess FOR LABORATORY USE ONLY LAB NO. 4557 4558 4559 4560 ' MARK 1A 1B 1C 1D AGE 7 28 28 Hold DATE TESTED 4-29 5-20 5-20 TEMP - SLUMP AREA 2827 ULT. LOAD 93,500 PSI 3305 cc Boureston Diffenbaugh City of Carlsbad 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 03-5437-5 PAGE OF REGISTERED INSPECTOR'S REPORT OF OWNER OF PROJECT Carlsbad Office Park JOB ADDRESS 2030-2038 Corte Del Nogal B REINFORCED CONCRETE DSTRUCT STEEL ASSEMBLY DPRE-STRESSED CONCRETE Q HIGH-STRENGTH BOLTING D REINFORCED MASONRY n RE-BAR WELDING Carlsbad DESCRIBE MATL ( MIX DESIGN RE BAR GRADE & MFGR WELD-ROD ETC ) Mix #ICC-3, 3000 PSI BUILDING PERMIT NUMBER CB022411 DOTHERS DSHOP E FIELD PLAN FILE NUMBER ARCHITECT Lee & Sakahara ENGINEER Ficcadenti & Waggoner GENERAL CONTRACTOR J D Diffenbaugh, Inc CONTR DOING REPORTED WORK Inland Concrete Corp INSPECTOR Jeff Burgess-#500342849 DATE 4-22-03 >" 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 45 cubic yards of concrete for retaining wall footing along Cammo Vida Roble turning and continuing up Corte Del Nogal 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 SUBMITTED 3J CONSTRUCTION TECHNICAL CONSULTANTS 1-800-428-5606 FIELD DATA - TEST SPECIMENS JOB NAME [Carlsbad Office Park JOB NO 02-242 FILE ,03-5437-4 ADDRESS 2036 Corte Del Nogal, Carlsbad CONTRACTOR !j D Diffenbaugh i MIX DESIGNATION '|CC-3 ADMIXTURE !wRDA-64 CONCRETE PLANT j Robertson's SPEC PS I AT28 DAYS 3000 NO OF SPECIMENS i-|2 TOTAL CUBIC YARDS 54 AGE TO BE TESTED DAYS |6@28 3 Hold LOCATION IN STRUCTURE 'retaining wall footings DATE CAST 14-16-03 MADE BY \ Bill Hemmmgs FOR LABORATORY USE ONLY LAB NO. 4478 4479 4480 4481 4482 4483 4484 4485 4486 4487 4488 4489 MARK 1A 1B 1C 1D 2A 2B 2C 2D 3A 3B 3C 3D AGE 7 28 28 Hold 7 28 28 Hold 7 28 28 Hold DATE TESTED 4-23 5-14 5-14 — 4-23 5-14 5-14 — 4-23 5-14 5-14 — TEMP 73 73 75 SLUMP 5" 5" 5" AREA 2827 ULT. LOAD 81,500 — 65,500 — 64,500 — PSI 2885 — 2315 — 2280 — 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 03-5437-3 PAGE OF REGISTERED INSPECTOR'S REPORT OF OWNER OF PROJECT Carlsbad Office Park H REINFORCED CONCRETE DSTRUCT STEEL ASSEMBLY DPRE-STRESSED CONCRETE Q HIGH-STRENGTH BOLTING D REINFORCED MASONRY n RE-BAR WELDING JOB ADDRESS 2036 Corte Del Nogal, Carlsbad DESCRIBE MATL ( MIX DESIGN RE BAR GRADE & MFGR WELD-ROD ETC ) Mix #ICC-3 BUILDING PERMIT NUMBER CB02241 1 QOTHERS DSHOP H FIELD PLAN FILE NUMBER ARCHITECT Lee & Sakahara ENGINEER Ficcadenti & Waggoner GENERAL CONTRACTOR J D Diffenbaugh CONTR DOING REPORTED WORK Inland Concrete Corporation INSPECTOR Bill Hemmmgs-#5471 647-49 DATE 4-16-03 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 8 IDENT NO S OF TEST SAMPLES TAKEN STRUCT CONNECTIONS ( WELDS MADE H T BOLTS TORQUED) CHECKED ETC Observed the placement of 54 cubic yards of concrete for retaining wall footings Cast three sets of four cylinders A COPY OF THE INSPECTOR S REPORT IS ON FILE IN OUR OFFICE IT STATES THATTHE ABOVE INSPECTION COMPLIES WfTH APPLICABLE BUILDING REQUIREMENTS CC RESPECTFULLY SUBMITTED By JJ Rowley CONSTRUCTION TECHNICAL CONSULTANTS 1-800-428-5606 FIELD DATA - TEST SPECIMENS JOB NAME .Carlsbad Office Park JOB NO i 02-242 FILE 03-5437-4 ADDRESS CONTRACTOR j D Diffenbaugh MIX DESIGNATION :|CC-3 ADMIXTURE WRDA-64 CONCRETE PLANT Robertson's NO OF SPECIMENS AGE TO BE TESTED k @ 7 SPEC PS I AT28 DAYS ,3000 TOTAL CUBIC YARDS 54 DAYS 6@28 ; 3 Hold LOCATION IN STRUCTURE jretammg wall footings DATE CAST 4-16-03 MADE BY Bill Hemmmgs FOR LABORATORY USE ONLY LAB NO. 4478 4479 4480 4481 4482 4483 4484 4485 4486 4487 4488 4489 MARK 1A 1B 1C 1D 2A 2B 2C 2D 3A 3B 3C 3D AGE 7 28 28 Hold 7 28 28 Hold 7 28 28 Hold DATE TESTED 4-23 5-14 5-14 — 4-23 5-14 5-14 — 4-23 5-14 5-14 — TEMP 73 73 75 SLUMP 5" 5" 5" AREA 2827 ULT. LOAD 81,500 125,000 125,000 — 65,500 141,000 138,000 — 64,500 144,000 146,000 — PSi 2885 4420 4420 — 2315 4990 4880 — 2280 5096 5165 — cc Respectfully Submitted, J J Rowley ' CONSTRUCTION TECHNICAL CONSULTANTS CONCRETE - MASONRY - PRESTRESSED - S 40 YEARS EXPERIENCE NATIONWIDE SERVICE TURAL STEEL CONSTRUCTION MATERIALS TESTING AND INSPECTION Post office Box 891750 Temecula, CA 92589-1750 1-800-428-5606 Fax 1-800-815-6359 Job# 03-5437-1 PAGE OF REGISTERED INSPECTOR'S REPORT OF E REINFORCED CONCRETE DSTRUCT STEEL ASSEMBLY DPRE-STRESSED CONCRETE D HIGH-STRENGTH BOLTING D REINFORCED MASONRY n RE-BAR WELDING OWNER OF PROJECT Carlsbad Corporate Center, L P JOB ADDRESS 2030-2038 Corte Del Nogal Carlsbad DESCRIBE MATL ( MIX DESIGN RE BAR GRADE & MFGR WELD-ROD ETC ) Mix Design #ICC3, 3000 P S I BUILDING PERMIT NUMBER CBO2241 1 ARCHITECT Lee & Sakahara QOTHERS DSHOP H FIELD PLAN FILE NUMBER ENGINEER Faccadentti & Waggner GENERAL CONTRACTOR J D Diffenbaugh CONTR DOING REPORTED WORK ICC INSPECTOR Jeff Burgess-#5003428-49 DATE 4-11-03 LOCATION OF WORK INSPECTED TEST SAMPLES TAKEN WORK REJECTED JOB PROBLEMS PROGRESS REMARKS ETC INCLUDES INFORMATION ABOUT AMOUNTS OF MATERIALS PLACED OR WORKED PERFORMED NUMBER TYPE & IDENT NO S OF TEST SAMPLES TAKEN STRUCT CONNECTIONS ( WELDS MADE H T BOLTS TORQUED) CHECKED ETC Observed the placement, and consolidation, of 1 17 cubic yards of concrete for site perimeter retaining wall footing _ 1 f — - ........ . .. .. 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 Boureston Dev J D Diffenbaugh City.of Carlsbad RESPECTFULLY SUBMITTED By JJ Rowley 7 CONSTRUCTION TECHNICAL CONSULTANTS 1-800-428-5606 FIELD DATA - TEST SPECIMENS JOB NAME Carlsbad Office Park JOB NO 02-242 ' FILE (03-5437-2 ADDRESS 2030-2038 Corte Del Nogal, Carlsbad CONTRACTOR j D Diffenbaugh MIX DESIGNATION '|CC3 ADMIXTURE CONCRETE PLANT Robertson's ! SPEC P S I AT 28 DAYS '3000 NO OF SPECIMENS i<|2 TOTAL CUBIC YARDS '117 AGE TO BE TESTED 3(®7 DAYS 6 @ 28 ' '3 HOLD LOCATION IN STRUCTURE iretaming wall footing DATE CAST !4-11-03 MADE BY Jeff Burgess FOR LABORATORY USE ONLY LAB NO. 4454 4455 4456 4457 4458 4459 4460 4461 4462 4463 4464 4465 MARK 1A 1B 1C 1D 2A 2B 2C 2D 3A 3B 3C 3D AGE 7 28 28 — 7 28 28 — 7 28 28 — DATE TESTED 4-18 5-09 5-09 Hold 4-18 5-09 5-09 Hold 4-18 5-09 5-09 Hold TEMP 72 73 73 SLUMP 4 1/2" "5"- ~ 4 1/2" AREA 2827 ULT. LOAD 94,000 — 93,500 — 76,500 — PSI 3325 — 3305 — 2705 — cc Respectfully Submitted, J Rowley CONSTRUCTION TECHNICAL CONSULTANTS 1-800-428-5606 FIELD DATA - TEST SPECIMENS JOB NAME icarlsbad Office Park JOB NO ,'02-242 ' FILE 03-5437-2 ADDRESS ;2aaQr2038-Gorte^Del=N6gal^aE!s6ad CONTRACTOR j D Diffenbaugh MIX DESIGNATION ICC3 ADMIXTURE CONCRETE PLANT I Robertson's SPEC PS I AT 28 DAYS i3000 NO OF SPECIMENS 12 TOTAL CUBIC YARDS ,117 AGE TO BE TESTED [3 @ 7 DAYS 6 @ 28 |3 HOLD LOCATION IN STRUCTURE 'retaining wall footing DATE CAST !4-11-03 MADE BY Jeff Burgess FOR LABORATORY USE ONLY LAB NO. 4454 4455 4456 4457 4458 4459 4460 4461 4462 4463 4464 4465 MARK 1A 1B 1C 1D 2A 2B 2C 2D 3A 3B 3C 3D AGE 7 28 28 — 7 28 28 — 7 28 28 — DATE TESTED 4-18 5-09 5-09 Hold 4-18 5-09 5-09 Hold 4-18 5-09 5-09 Hold TEMP 72 73 73 SLUMP 4 1/2" 5" 4 1/2" AREA 2827 ULT. LOAD 94,000 131,500 129,000 — 93,500 131,500 130,000 — 76,500 122,500 124,000 — PSI 3325 4650 4565 — 3305 4650 4600 — 2705 4335 4385 — cc Respectfully Submitted, !sGil Corporation In Partnership untfi government for Quitting Safety DATE August 28, 20O2 JURISDICTION Carlsbad PLAN CHECK NO 02-2411 SET I PROJECT ADDRESS Lots 1,4 Tract 80-34 PROJECT NAME Retaining Walls Carlsbad Office Park ICANT y> REVIEWER Q FILE The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes XJ 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 1X1 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 Revise the "Wall Back Dram & Backfill Detail" on sheet 6 of the plans to state "A backfill zone of non-expansive material shall be placed behind the walls, consisting of a wedge beginning a minimum of 1 horizontal foot from the base of the wall extending upward at an inclination no less than % 1 (horizontal to vertical)" This is required on page 11 of the soils report By Kurt Culver Esgil Corporation D GA D MB D EJ Enclosures D PC 8/22/02 trnsmtl dot 9320 Chesapeake Drive, Suite 208 4 San Diego, California 92123 4 (858) 560-1468 4 Fax (858) 560-1576 Carlsbad 02-2411 August 28, 2002 VALUATION AND PLAN CHECK FEE JURISDICTION Carlsbad PLAN CHECK NO O2-2411 PREPARED BY Kurt Culver DATE August 28, 2002 BUILDING ADDRESS Lots 1,4 Tract 80-34 BUILDING OCCUPANCY Wall TYPE OF CONSTRUCTION Mas BUILDING PORTION Ret Wall Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code AREA (Sq Ft) 6429 cb Valuation Multiplier 1575 By Ordinance Reg Mod VALUE ($) 101,257 101,257 Bldg Permit Fee by Ordinance Plan Check Fee by Ordinance Type of Review EH Repetitive Fee Repeats Complete Review D Other r-| Hourly Structural Only Hour* Esgil Plan Review Fee $552 72 $359 27 $309 52 Comments Sheet 1 of 1 macvalue doc City of Carlsbad Public Works — Engineering BUILDING PLANCHECK CHECKLIST RETAINING WALL BUILDING PLANCHECK NUMBER CB BUILDING ADDRESS PROJECT DESCRIPTION Retaining Wall ASSESSOR'S PARCEL NUMBER ENGINEERING DEPARTMENT APPROVAL The item you have submitted for review has been approved The approval is based on plans, information and/or specifications provided in your submittal, therefore, any changes to these items after this date, including field modifications, must be reviewed by this office to insure continued conformance with applicable codes Please review carefully all comments attached, as failure to comply with instructions in this report can result in suspension of permit to build By Date DENIAL Please see ttje attached report of deficiencies marked withr 0 yMake necessary corrections to plans or/specifications for compliance with applicablercodes and standards Submit corrected plans and/or specifications to this office for review ATTACHMENTS D Right-of-Way Permit Application ENGINEERING DEPT. CONTACT PERSON NAME Karen Sau.C City of Carlsbad ADDRESS 1635 Faraday Ave Carlsbad, CA 92008 PHONE (760) 602-2775 H \Development Setvices\MASTERS\FORMS CHECKLISTS BUILDING PLANCHECK CKLIST FORM RETAINING WALLS doc 1635 Faraday Avenue • Carlsbad, CA 92008-7314 • (76O) 602-2720 • FAX (76O) 6O2-8562 ® BUILDING PLANCHECK CHECKLIST RETAINING WALLS 3 Q 1 Provide a fully dimensioned site plan drawn to scale Show A North Arrow B Existing & Proposed Structures (dimensioned from street) C Property Lines 2 Show on site plan A Drainage Patterns B Existing & Proposed Slopes C Existing Topography Include on title sheet A Site Address B Assessor's Parcel Number C Legal Description D Grading Quantities Cut Easements Retaining Wall (location and height) Fill Import/Export (Grading Permit and Haul Route Permit may be required) Q Project does not comply with the following Engineering Conditions of approval for Project No _ Conditions were complied with by Date MISCELLANEOUS PERMITS 5 A RIGHT-OF-WAY PERMIT is required to do work in City Right-of-Way and/or private work adjacent to the public Right-of-Way A separate Right-of-Way issued by the Engineering Department is required for the following _ Please obtain an application for Right-of-Way permit from the Engineering Department ScVr^T-jW <S^~z5^ A^ uovM %^*0^JL ^ 6 £ £ So o o nan a CL EC PLANNING DEPARTMENT BUILDING PLAN CHECK REVIEW CHECKLIST Plan Check No CB O 7L. - Planner APN Saima Qureshv Address Phone (760) 602-4619 - 06 I - -2-s - rrp Net Project Density DU/ACType of Project & Use Zoning r K\ General Plan 'PI- Facilities Management Zone b CFD (in/out) #_Date of participation ^ \~l}<\\ Remaining net dev acres O Circle One (For non-residential development Type of land used created by this permit \v^oUA^> V%\ guf / Oyrv\ WM2\. c Legend ^] Item Complete I I Item Incomplete - Needs your action Environmental Review Required YES \X^ NO TYPE DATE OF COMPLETION # I \3 / D"^- Compliance with conditions of approval7 If not, state conditions which require action Conditions of Approval Discretionary Action Required. APPROVAL/RESO NO P\F O^. - PROJECT NO "Pi P Q2. - O S OTHER RELATED CASES — YES NO TYPE DATE 8|Y»>/Ol. Compliance with conditions or approval7 If not, state conditions which require action Conditions of Approval lof^vU^WMfc vr\\ofo) 1\ ( \*<\(\>Jed<z\. g il Coastal Zone Assessment/Compliance Project site located in Coastal Zone7 YES _ NO 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 Inclusionary Housing Fee required YES NO (Effective date of Inclusionary Housing Ordinance - May 21, 1993 ) Data Entry Completed7 YES NO (A/P/Ds, Activity Maintenance, enter CB#, toolbar, Screens, Housing Fees, Construct Housing Y/N, Enter Fee, UPDATE") H \ADMIN\COUNTER\BldgPlnchkRevChklst Rev 9/01 [2 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 Policy 44 - Neighborhood Architectural Design Guidelines 1 Applicability YES N0_^l_ 2 Project complies YES N0_ Zoning 1 Setbacks Front Interior Side Street Side Rear Top of slope 2 Accessory structure Front Interior Side Street Side Rear Structure separation 3 Lot Coverage Required Required Required Required Required setbacks Required Required Required Required Required Required Shown Shown Shown Shown Shown Shown Shown Shown Shown Shown Shown 4 Height 5 Parking Required Spaces Required Shown Shown (breakdown by uses for commercial and industrial projects required) Residential Guest Spaces Required Shown Additional Comments 7*7 o A <*XA \r\i \-.; J OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER SO.DATE H \ADMIN\COUNTER\BldgPlnchkRevChklst Rev 9/01 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 Project Description 2 2.0 Site Description 2 3.0 Background Information 2 4 0 Site Exploration 3 5.0 Laboratory Tests 4 5 1 Field Moisture Content 4 5 2 Maximum Density Tests 4 5 3 Expansion Index Tests 4 5 4 Atterberg Limits 4 5 5 Corrosion Tests 4 5 6 R-Value Tests 5 5 7 Direct Shear Tests 5 5 8 Consolidation Tests 5 6.0 Seismicity Evaluation 5 7.0 Liquefaction Evaluation 6 8.0 Slope Stability Evaluation 6 9.0 Conclusions and Recommendations 7 9 1 Site Grading Recommendations 7 9 1 1 Removal and Recompaction Recommendations 8 912 Fill Blanket Recommendations 9 9 2 Shrinkage and Subsidence 9 9 3 Temporary Excavations 9 94 Foundation Design 10 95 Settlement Analysis 10 9 6 Lateral Resistance 11 9 7 Retaining Wall Design Parameters 11 98 Slab Design 12 99 Pavement Section Design 12 910 Utility Trench and Excavation Backfill 13 9 11 Corrosion Design Criteria 13 10.0 Closure 14 NorCal Engineering SOILS AND GEOTECHNICAL CONSULTANTS 10641 HUMBOLT STREET LOS ALAMITOS, CA 90720 (562)799-9469 FAX (562)799-9459 April 25, 2002 Project Number 9851-02 Boureston Development 5500 Trabuco Road, Suite 100 Irvine, California 92620-5705 Attn Mr Richard Boureston RE Geotechnical Engineering Investigation - Proposed Office Development - Located at the Northwest Corner of Cammo Vida Roble and Corte Del Nogel, in the City of Carlsbad, California Dear Mr Boureston Pursuant to your request, this firm has performed a 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 40 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/z 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 Pnolo 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 Page6 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 I iguefaction 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 7 90 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 reutilized 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 11/2 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 7 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 95 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 96 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 leu ft Maximum Passive Pressure = 2,500 Ibs /cu ft The passive pressure recommendations are valid only for approved compacted fill soils or bedrock material 97 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 9 8 Slab Design All concrete slabs-on-grade shall be at least four inches in thickness, and placed on approved subgrade soils Reinforcement requirements and an increase in thickness of the floor slabs may be necessary based upon proposed loading conditions in the structures A minimum 6-mil thick vapor barrier overlain by a two-inch thick sand layer should be utilized in areas which would be sensitive to the infiltration of moisture The subgrade soils shall be moistened to optimum moisture concrete immediately prior to pouring of concrete All concrete slab areas to receive floor coverings should be moisture tested to meet all manufacturer requirements prior to placement 9 9 Pavement Section Design The table below provides a preliminary pavement design based upon a R-Value of 58 for the proposed pavement areas Final pavement design may need to be based on R- Value testing of the subgrade soils near the conclusion of rough grading to assure that these soils are consistent with those assumed in this preliminary design Traffic Asphaltic Base Type of Traffic Index Concrete (in) Material (in) Automobile Parking Stalls 40 30 00 Automobile 50 30 30 Circulation Areas Medium Truck Access Areas 60 35 40 (GVW < 42,000 Ibs , 3 axle) The upper two feet of the subgrade soils in the pavement areas shall be compacted to 95% relative compaction A'I concrete slabs to be utilized for pavement shall be a minimum of six inches in thickness and placed on approved subgrade soils Final pavement section designs for pavement areas may need to be determined by additional testing of the subgrade near the conclusion of grading operations In addition, the above recommendations are based upon estimated traffic loads Client should submit anticipated traffic loadings, when available, so that pavement sections may be reviewed to determine adequacy to support these loads NorCal Engineering April 25, 2002 Project Number 9851-02 Page 13 Any approved base material shall consist of a Class II aggregate or equivalent and should be compacted to a minimum of 95% relative compaction All pavement materials shall conform to the requirements set forth by the City of Carlsbad The base material and asphaltic concrete should be tested prior to delivery to the site and during placement to determine conformance with the project specifications A pavement engineer shall designate the specific asphalt mix design to meet the required project specifications 9 10 Utility Trench and Excavation Backfill Trenches from installation of utility lines and other excavations may be backfilled with on-site soils or approved imported soils compacted to a minimum of 90% relative compaction All utility lines shall be properly bedded with clean sand having a sand equivalency rating of 30 or more This bedding material shall be thoroughly water jetted around the pipe structure prior to placement of compacted backfill soils 9 11 Corrosion Design Criteria Representative samples of the surficial soils, typical of the subgrade soils expected to be encountered within foundation excavations and underground utilities were tested for corrosion potential The minimum resistivity value obtained for the samples tested is representative of an environment that may be corrosive to metals The soil pH value was considered mildly acidic and shall not have a significant effect on soil corrosivity Consideration should be given to corrosion protection systems for buried metal such as protective coatings, wrappings or the use of PVC where permitted by local building codes According to the '1994 Uniform Building Code (UBC) Table 19-A-3 - Requirements for Concrete Exposed to Sulfate-Contammg Solutions', these contents revealed negligible levels of sulfate exposure Therefore, a Type II cement according to latest UBC specifications may be utilized for building foundations at this time Additional sulfate tests shall be performed at the completion of site grading to assure that these soils are consistent with the recommendations stated in this design Corrosivity test results may be found on the attached Table IV NorCal Engineering April 25, 2002 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 ENGINEERING Keith D Tucker ft* V EXP 12/31/04 in Troy D Norre|| Project Engineer VrS&^ .,c<^/ President RGB 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 1 •* I :1 GAMING VIDA ROBLE NTS NorCal Engineering SOILS AND GEOTECHN1CAL CONSULTANTS BOURESTON DEVELOPMENT •^•^W~B-BM_MVMMail__ _EtOJtCT 9851-02 | t*TI 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 April 25, 2002 Project Number 9851-02 Page 18 Appendix A NorCal Engineering MAJOR DIVISION COARSE GRAINED SOILS MORE THAN 50% OF MATERIAL 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 NO 4 SIEVE SILTS AND CLAYS SILTS AND CLAYS CLEAN GRAVELS tl ITT! F OR NO FINES) GRAVELS WITH FINES (APPRECIABLE AMOUNT OF FINES! CLEAN SAND (LI 1 iLt OR NO FINES) SANDS WITH FINE (APPRECIABLE AMOUNT OF FINES) LIQUID LIMIT LIQUID LIMIT GREATER THAN HIGHLY ORGANIC SOILS GRAPHIC •SYMROI O Q o Qo * %+ 1 + MB$& ••""/!•""/•"•/ .;•'.-;•"•.;•".- • . • m 9_ _ _ gg fjr'Sjf Sf' f *S SS * LETTER 9YMROI 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 SI IGHT 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 S m 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 Q Indicates Bulk Sample P] Indicates Small Bag Sample [J Indicates Non-Standard CQ Indicates Core Run COMPONENT PROPORTIONS COMPONENT DEFINITIONS COMPONENT Boulders Cobbles Gravel Coarse gravel Fine gravel Sand Coarse sand Medium sand Fine sand Silt and Clav SIZE RANGE Larger than 12 in 3 in to 12 in 3 in to No 4 (4 5mm ) 3 in to 3/4 in 3/4 in to No 4 ( 4 5mm ) No 4 { 4 5mm ) to No 200 ( 0 074mm ) No 4 ( 4 5 mm ) to No 10 ( 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 Sort Medium Stiff Stiff Very Stiff Hard N (blows/ft ) Oto2 2 to 4 4 to 8 8 to 15 15 to 30 over 30 Approximate Undrained Shear Strength (psf) <250 250 - 500 500-1000 1000-2000 2000 - 4000 >4000 NorCal Engineering Log of Test Excavation TE-1 Project Boureston Development/Carlsbad Date of Drilling 4/12/02 Drilling Method Extension Backhoe Hammer Weight Depth (feet) Geotechnical Surface Elevation FILL SOILS Silty SAND Groundwater Depth None Encounter Drop Description Not Measured ed ! Brown to grey-brown, medium dense, damp to moist with large pieces of '...,. concrete Clayey SAND Brown, dense, moist ; Silty to Clayey SAND f*f ^ || Brown to dark brown, medium dense, moist II Heavy roots and vegetation, strong odor | " 10 i - —I: Silty fine grained SAND ; Dark grey, dense, moist ;... Slight root structures , -. Intermingling lenses of clayey SAND ; Clayey SAND 1C , Dark brown, dense, moist Boring completed at depth of 15' 20 25 -30 - 35 NorCal Engineering / ^ >*• ^« Lith-ology '. :• . - - ^^ yy '/ Il "^ s*f*" s? % '/S \ 1 ^ s^ Samples 0)a •- fl • Project No 9851-02 > "i§ CD § Laboratoryo> i 135 177 159 140 137 SfllD « S Q 1028 1044 111 7 1099 1098 (A ££ 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 ^ i Brown to dark brown, medium dense, moist i Heavy roots and vegetation, strong odor . I Silty fine grained SAND Dark grey, dense, moist : Slight root structures Intermingling lenses of clayey SAND Boring completed at depth of 12' -15 ... 20 25 30 - 35 Lith- ology I i I A. Samples 0)o. i -: NorCal Engineering P2££ s. ~Ji Laboratory § Is? I 130 146 o §S o 101 4 1125 in 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 Ltt olo Surface Elevation Not Measured ! FILL SOILS Silty SAND : Brown to grey-brown, medium dense, damp to moist with large pieces of SANDSTONE . , : \ Minor root structures ,,/ H§$ Silty sandy CLAY ZZZ _ IQ i Brown, stiff, moist ?%%;. iff Silty fine grained SAND Dark grey, dense, moist - •j c ! . .._._........:.. Boring completed at depth of 1 5' ,.. 20 25 -- 30 35 Samples gy >; ' P. , 'Vj . 2% • ^. ^- : NorCal Engineering "£££ 5 i Laboratory 1Is? 0 S 145 137 151 149 B-C. £•« o Q C Q_ Q^ 1009 1045 1156 111 4 W)^^ 3 Log of Test Excavation TE-4 Project Boureston Development/Carlsbad Date of Drilling 4/12/02 Groundwater Depth None Encountered Drilling Method Extension Backhoe Hammer Weight Depth (feet)Geotechnical Surface Elevation FILL SOILS Silty SAND Drop Description Not Measured ! Brown to grey-brown, medium dense, damp to moist -5 _ -10 15 20 25 -30 35 ! Clayey silty SAND Brown, medium dense, moist Silty to clayey SAND Brown to dark brown, dense, moist : Vegetation and small roots to 9' Clayey SAND j Dark brown, dense, moist Boring completed at depth of 15' " NorCal Engineering -1 Lith- ology . - . • -S*r V,I H '/ 4I ^ f^ ^-f ^ Samples 0) >^ • . " • Project No 9851-02 *£ 0 3 mo Laboratory 3. — "So? O 157 148 15 1 146 *<=• aj S 0 101 9 1023 1125 1107 in Co? iZ~- 4 Log of Test Excavation TE-5 Project Boureston Development/Carlsbad Date of Drilling 4/12/02 Groundwater Depth None Encountered Drilling Method Extension Backhoe Hammer Weight Drop Depth (feet) -- 0 5 -10 - 15 --20 25 30 35 Geotechmcal Description Surface Elevation Not Measured i Silty SAND i Brown to grey-brown, medium dense, damp to moist i Silty SAND Dark brown, medium dense to dense, moist • SANDSTONE Bedrock Brown, very dense, damp Boring completed at depth of 9' Lith- ology >-j -'- '- - -.- '-': Samples 0)a. r^ "m. T f~*\ "I T"! • • Project NoNorCal Engineering 9351.02 O 3 55 Laboratory toisture(%)129 147 11 4 ago. a" 1032 1046 1098 iZ 5 ou 1 3 ^ n § _c o CM CM 1 1 3 Log of Jest 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 ° Silty SAND ! Brown to grey brown, medium dense, damp to moist I II _5 "~ Silty to clayey SAND Brown to dark brown, medium dense, moist ' Heavy roots and vegetation, strong odor Silty fine grained SAND i Dark grey, dense, moist \ Slight root structures . 10 \lnterminglmglensesofclayeySAND . Clayey SAND Dark brown, dense, moist 15'Boring completed at depth of 15' 20 25 - 30 . --35 Lith-ology \ : ^f ~. *? Sf1 *»- S* ff ^ ^S* sf Samples 0) Q. £ • "TVT f~^ 1 T"1 • • Project NoNorCal Engineering 9351.02 U) H Laboratory a 5^" 99 128 159 139 >, Q" 1008 1036 1148 1107 iZ 6 Log of Test Excavation TE-7 Project Boureston Development/Carlsbad Date of Drilling 4/12/02 Groundwater Depth None Encountered Drilling Method Extension Backhoe Hammer Weight Drop Depth (feet) 0 -5 -10 15 ... 20 -25 - 30 -35 Geotechnical Description Surface Elevation Not Measured FILL SOILS ' Silty SAND i Brown to grey-brown, medium dense, damp to moist i ; Clayey SAND Brown, medium dense, moisti ! i NATURAL SOILS I Silty fine grained SAND |^.. Grey, dense, moist ^-- SANDSTONE Bedrock i i Brown, very dense to dense Boring completed at depth of 12' Lith- ology •"-'-: ^Skm IJJilJJr ^5-5^ Samples « Q. £ • H NorCal Engineering TssT-oT > ~li = 3 Laboratory S 1? oS 132 148 >« S-w'S ° S3 0 1020 1056 inwq-Co** U_ 7 Log of Test Excavation TE-8 Project Boureston Development/Carlsbad Date of Drilling 4/12/02 Drilling Method Extension Backhoe Hammer Weight Depth (feet) Geotechnical Surface Elevation Groundwater Depth None Encountered Drop Description Not Measured ° ; FILL SOILS Silty SAND r ..... Brawn to grey-brown, medium dense, damp to moist /• ; SANDSTONE Bedrock Brown, very dense, damp Boring completed at depth of 4' - tu 10 15 -20 - 25 -30 - 35 Lith- ology *^c, -^ g Samples 0)a ... j NorCal Engineering PS^° in II Laboratory 1is. i 67 £. a"~" w__ __ iL 8 Log of Boring B-1 Project Boureston Development/Carlsbad Date of Drilling 4/13/02 Drilling Method Hollow Stem Auger Hammer Weight 140 Ibs Depth (feet) Geotechnical n Surface Elevation Groundwater Depth None Encountered Drop 30" Description Not Measured FILL SOILS ; SAND fine to medium grained silly with occasional gravel, pieces of concrete ^., Light brown, dry to damp SAND fine grained, slightly silty Brown, medium dense, moist •• •- s? I i SANDSTONE Bedrock X Brown, very dense, damp Boring completed at depth of 10' 15 -20 -25 -30 -35 Lith-ology ±-s ^ - i - - - ^ f..< - : i_-^ ^_rf Samples o>Q. £ 1 1 NorCal Engineering PS^° (fi 9 •£ 0 3 = 3 4/8 11/12 Laboratory 23^-. "in 3^ 55 15 1 11 0 e-f'sQ SS Q 1009 1087 <n lgu.' 9 Log of Boring B-2 Project Boureston Development/Carlsbad Date of Drilling 4/13/02 Groundwater Depth None Encountered Drilling Method Hollow Stem Auger Hammer Weight 140 Ibs Drop 30" Depth (feet) Geotechnical Description Surface Elevation Not Measured FILL SOILS SAND fine grained silty Light brown, damp, medium dense SAND clayey to clayey SAND Brown, moist, stiff _. 5 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' Organic odor SAND fine to medium grained, slightly clayey to sandy CLAY with some organic matter Dark grey-black, moist, medium dense to dense 15 Strong organic odor NATURAL SOILS ~20 SILT/SANDSTONE \ Grey to brown, moist, very dense Boring completed at depth of 21' - 25 - 30 -35 Lith-ology ^>s 1s 5s ** &I ^ % Samples 0> Q. 1 1 NorCal Engineering PS^2 0 » ~!§55 5/15 11/18 Laboratory Moisture(%) "154 83 *o Q" 1163 111 4 in 10 Log of Boring B-3 Project Boureston Development/Carlsbad Date of Drilling 4/13/02 Ground water Depth None Encountered Drilling Method Hollow Stem Auger Hammer Weight 140 Ibs Drop 30" Depth (feet) Geotechnical Description Surface Elevation Not Measured ! FILL SOILS ' SAND fine grained, silty ' Light brown, damp, medium dense 5 . SAND clayey with occasional gravel Olive brown, moist, medium dense to dense ' Dark grey with organic matter @ 8' -10 | I I -15 j Slight organic odor @ 16' • " NATURAL SOILS" ~ """ """ ~~ I SANDSTONE Bedrock • 20 Light green/tan, damp, very dense Boring completed at depth of 21' -25 - 30 -35 Lith- ology ."•'-: - " - , iH -J^f^f" ^^~ ^f'^r'j'. <X^ ~^F*~-f *^C§^ Lx^^^^>3^ Samples 0a j> s j M. 1 NorCal Engineering "£££™ o in II = 5 21/50 Laboratory £ 5"^ 124 of!i Q 1098 I V) fll-" "• CS? 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 II EXPANSION INDEX TESTS (U B C STD 29-2) Classification Silty SAND Clayey SAND Expansion Index 03 20 Sample T4 @ 0-6' T4@8-12' TABLE III ATTERBERG LIMITS Liquid Limit Plastic Limit 19 15 23 17 Plasticity Index 4 6 Sample T4(® 1-25' TABLE III CORROSION TESTS pH Electrical Resistivity (ohm-cm) Sulfate (ppm) 80 600 max 1004 Chloride (ppm) 527 NorCal Engineering 2500 2000 1500 1/1 t/1 LU 1000 500 1000 1500 2000 NORMAL STRESS (PSF) 2500 3000 (R) (R) (R) SYMBOL X O A Q T.E. NUMBER 1 1 4 7 DEPTH (FEET) 2.5 2.5 2.0 4.0 0 (DEGREES) 26 31 33 28 (PSF) 25 150 100 225 DRY DENSITY (PCF) 102.8 109.3 108.7 110.4 MOISTURE CONTENT W 13.5 14.6 14.7 13.8 NOTE TESTS PERFORMED ON SATURATED SAMPLES UNLESS SHOWN BELOW (FM) FIELD MOISTURE TESTS PERFORMED ON WDISTURBED 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 • o n ft* § "•" ' .COMPRES!n -Iin _,. 0 1 -=t _] --— « • r-.- .._ i I v . V i ~ i \ I I NOTE HATER ADDED AT NORMAL PRESSURE AT 1.0 KSF i I !• --[ i - i — - - i — 0510 5 10 NORMAL PRESSURE (KSF) SYMBOL X O A n 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 (X) 17.7 15.9 14.0 13.7 LIQUID LIMIT (*) PLASTICITY INDEX («) i i 20 40 COMPRESSION (FM) FIELD MOISTURE - NO WATER ADDED REBOUND (R) SAMPLE REMOLDED AT 901 OF MAXIMUM DRY DENSITY NorCal Engineering SOILS AND GEOTECHNICAL CONSULTANTS PROJECT 9851-02 I DATE CONSOLIDATION TEST RESULTS Plate B NorCal Engineering Soils and Geotechnical Consultants 10641 Humbolt Street Los Alamitos, CA 90720 (562)799-9469 FAX (562)799-9459 July 24, 2002 Project Number 9851-02 Boureston Development 5500 Trabuco Road, Suite 100 Irvine, California 92620-5705 Attn Mr Richard Boureston RE Temporary Cut Slope Recommendations - Proposed Office Development - Located at the Northwest Corner of Cammo Vida Roble and Corte Del Nogel, in the City of Carlsbad, California Dear Mr Boureston Pursuant to your request, this firm has prepared temporary cut slope recommendations for excavations near the toe of slope along the north and northeast perimeter of the building pad area at the subject site The existing slopes were placed at a 2 to 1 (horizontal to vertical) gradient with heights from 15 to 50 feet above the building pad level The proposed cuts behind the new retaining walls should be made vertical up to 5 feet high, then trimmed at a 1 to 1 grade up to the current elevation Wedge failure surfaces were analyzed at four locations along the new wall to compute the temporary safety factors The results of our updated temporary cut slope stability analysis indicate the proposed cut slopes have a minimum safety factor of 1 25 and are grossly stable during short term construction periods Care should be taken to prevent any surcharge loads or equipment placed above the temporary cut slopes Some minor ravelling of slope materials may occur and no water or runoff from the upper slopes should dram into the temporary excavations All grading activities should be inspected and approved by this firm prior to placement of steel and concrete 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 ENGINEE ;6tuL Keith D Tucker V\* v/*/ ,. „,, o n 7fl02Project Engineer V>^_vc^// »prPTVt»l) JW * 9 Z°OZ R G E 841 11 o .4 —T- w <j>j ri*•\ ~xft, iCV — 1 r / .. K-£ 52 9 t/3_i I § 1=1 00 O ^r ^ | "1 ^ (j m ^ O ^- Hm SB piS. 1» c ? 5 5*g(TQ C/3 m1 1 1 £} / xl^ ^^V\ I\ \\ \ r i \ f V ^V ^J^HMMMMflR^BWtTJT] *k 7 | I \N ^ iI C3 •—I !•* .f«t»«-^ OV^V ^ 4*B». **<»«-Vi *x^^ - 1 ,1 fv,.« , \ c Q -I C/O 2CTQ S5 gcro I O \K o I ' >rfQ i O i i , r w 00 O on Q *2sS^8wo mn - 3 >°E. n 3' O CT5 ?szero S O > -Ao ft om OHm n SB ~ 53 rno \K o TAYLOR CRITICAL HEIGHT METHOD: He =(FS)SN WHERE He = VERTICAL HEIGHT OF SLOPE, FT C - COHESION, PSF 7m = MOIST DENSITY OF SLOPE MATERIAL, PCF i = SLOPE ANGLE, DEGREES FS = FACTOR OF SAFETY SN = TAYLOR'S STABILITY NUMBER BASED UPON FRICTION ANGLE, <*>' AND SLOPE ANGLE, i <t> = INTERNAL FRICTION ANGLE OF SOIL, DEGREES I. FOR z DIRECT SHEAR TEST DATA: , c =2j FOR i =. He = — , SN - NorCal Engineering SOILS AND GEOTECHNICAL CONSULTANTS BOURESTON DEVELOPMENT PROJECT 9851 -O2 OKIE JULY 2002 GROSS SLOPE STABILITY ANALYSIS 1 nCATTON AREA -Vm L SLICE <?) (?c")(k,' ( I T I SHEET OF J /? Wsin/3Wcos)3 0 Ntan^> C L CL ps) (deg)(kips)(kips)(deg) (kips) (psf) (ft) (kips) i ^ 2-Z 2.1 ^ [4- 2<f£> °) 5" 1 (^ \& \ i^ I 5 ^t-ffsiv 4 2- •2- to 1 {-5 1 o^ e/j | o \o \ 3 ; •2- fS" 1 I- 1 IB \^ 3 Z "2-^ 1 3 t i 1 ^ 1 J.-3 1,3 | 0^ i 4 1-^4^ £-2- 1*- l-jx' -z^x r J AS "3^ ^>^ ?3 (4 ICQ 6 i T~" — i III ^4.^ f^-fe^ ^^' z'8 ^ L NorCal Engineering SOILS AND GEOTECHNICAL CONSULTANTS SLOPE STABILITY CALCULATIONS BOURESTON DEVB_OP*OfT 9851-02 | DATE JULY 2002 NorCal Engineering" Soils and Geotechnical Consultants 10641 Humbolt Street Los Alamitos, CA 90720 (562) 799-9469 Fax (562) 799-9459 July 2, 2002 Project Number 9851-02 Boureston Development 5500 Trabuco Road, Suite 100 Irvine, California 92620-5705 Attn Mr Richard Boureston RE Updated Foundation Recommendations - Proposed Office Development - Located at the Northwest Corner of Cammo Vida Roble and Corte Del Nogel, Carlsbad, California Dear Mr Boureston Pursuant to your request, this firm has provided updated foundation design parameters for the above referenced project All foundations shall be designed utilizing the following safe bearing capacities for an embedded depth of 18 inches into approved engineered fill or competent bedrock material 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 18-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) July 2, 2002 Page 2 - Project Number 9851-02 All continuous foundations shall be reinforced a minimum of one No 4 bar, top and bottom Isolated foundations shall be reinforced per the discretion of the project structural engineer A representative of this firm shall inspect all foundation excavations prior to pouring concrete 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 ENGINEE Keith D Tucker Project Engineer R G E 841 Scott D Spensiero Project Manager NorCal Engineering