The URL can be used to link to this page

Home My WebLink About2034 CORTE DEL NOGAL; ; CB022426; 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 CB022426 Job Address Permit Type Parcel No Valuation Occupancy Group Project Title Applicant GUY DUERWALD 949261-1100 2034 CORTE DEL NOGAL CBAD COMMIND Sub Type INDUST 2130612500 Lot# 0 $350,592 00 Construction Type VN Reference # CBAD OFFICE PARK-7,040 SF SHELL-BLDG E Owner Status Applied Entered By Plan Approved Issued Inspect Area Plan Check* GDC GROUP INC 12230 EL CAMINO REAL #300 SAN DIEGO CA 92130 ISSUED 08/20/2002 RMA 05/16/2003 05/16/2003 05/16/03 0002 01 CGP 02 39930-35 Building Permit Add'l Building Permit Fee Plan Check Add'l Plan Check Fee Plan Check Discount Strong Motion Fee Park Fee LFM Fee Bridge Fee BTD #2 Fee BTD #3 Fee Renewal Fee Add'l Renewal Fee Other Building Fee Pot Water Con Fee Meter Size Add'l Pot Water Con Fee Reel Water Con Fee $1,31964 Meter Size $0 00 Add'l Reel Water Con Fee $857 77 Meter Fee $0 00 SDCWA Fee $0 00 CFD Payoff Fee $73 62 PFF $2,81600 PFF (CFD Fund) SO 00 License Tax $0 00 License Tax (CFD Fund) $0 00 Traffic Impact Fee SO 00 Traffic Impact (CFD Fund) $0 00 PLUMBING TOTAL $0 00 ELECTRICAL TOTAL $0 00 MECHANICAL TOTAL $10,20000 Master Drainage Fee D1 5 Sewer Fee $0 00 Redev Parking Fee $0 00 Additional Fees TOTAL PERMIT FEES $000 $365 00 $6,01200 $8,222 72 $6,380 77 $000 $000 $000 $875 00 $000 $9800 $41000 $000 $000 $3,049 83 $000 $000 $40,680 35 Total Fees $40,680 35 Total Payments To Date $750 00 Balance Due $39,930 35 Inspector FINAL APPROVAL Date Clearance NOTICE Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exactions" You have 90 days from the date this permit was issued to protest imposition of these fees/exactions If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3 32 030 Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitations has previously otherwise expired PERMIT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave , Carlsbad CA 92008 PROJECT INFORMATION Address (include Bldg/Suite ^)Q.&Jv FOR OFFICE USE QWLfY PLAN CHECK NO EST VAL Plan Ck Deposit Validated By Date y/"L ' Business Name (at this address) 2 CONTACTPERSON (if different from.applicant) Name Address 3 . :; APPLICANT D Contractor . D Agent for Contractor State/Zip Telephone # v Agent for Owner Name .................. Address 5. CONTRACTOR- COMPANY:NAME <„. i. ..... - ' v .,; '• . - "••.• .. . (Sec 7031 5 Business and Professions Code Any City or County which requires a permit to construct alter improve, demolish 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 Section7p31J5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars [S500]) ation of Section7p31J5 SSl"" VfglfyS Name State License # Address License Class Citv •"£> O "'2-7 Telephone # Designer Name State License # State/Zip City Business License_# State/Zip 6." WORKER'S COMPENSATION 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 ^H 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 andoolicy number are Insurance Company J^ffrTX? '"-^ w\ S i- .,<->Pol icy No _Expiration Date_I -J- (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS [$100] OR LESS) D CERTIFICATE OF EXEMPTION I certify that in the performance of the work for which this permit is issued I shall not employ any person in any manner so as to become subject to the Workers Compensation Laws of California WARNING Failure to secure; workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars($100 000) in additio/(u> the cost of campensatioiytlamages are prnmHud-tnr m Section 3706 of the Labor Code, interest and attorney's fees SIGNATURE L^)^^~i L/Ov-'^ DATE ^~~' ^ "" 7 •'-;• OWNER-BUILDER DECLARATION • ~^/- '~V::K ••' '•'• :":'"^\:;,. ... • '''v'::^:>::::f r.Vv^^'rv'vi:' - I hereby affirm that I am exempt from the Contractor s 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 Contractors License Law does not apply to an owner of property who builds or improves thereon and who does such work himself or through his own employees provided that such improvements are not intended or offered for sale If however the building or improvement is sold within one year of completion the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale) D I as owner of the property am exclusively contracting with licensed contractors to construct the project (Sec 7044 Business and Professions Code The Contractor s License Law does not apply to an owner of property who builds or improves thereon and contracts for such projects with contractor(s) licensed pursuant to the Contractors License Law) 0 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) 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) I will provide some of the work but I have contracted (hired) the following persons to provide the work indicated (include name / address / phone number / type of work) PROPERTY OWNER SIGNATURE .DATE 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 - - •".•-''.".:";' . :] Is the applicant or future buildtng occupant required to submit a business plan acutely hazardous matenals registration for or nsk management and prevention program under Sections 25505 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act9 D YES D NO Is the applicant or future building occupant required to obtain a permit from the air pollution control distnct or air quality management distnct? D YES D NO Is the facility lobe constructed within 1 000 feet of the outer boundary of a school site? C 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 CONSTRUCTION LENDING AGENCY ." " '/: : • .•", jj;v ' • " . .."'- '.'':"'"' ;"VQ/."''"";" Ji/vY/^oS?:?^?'" '.'..,,•'..",- ""'"],' '." ~ '"j 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) LENDER S NAME LENDERS ADDRESS 9 AppLiCANtCERTjFiCATiON '..; .. . .";:',." ' ^\-\ ...".. ' v^^li-i-T^YY".•"'. •I"^:"i---;E:J.?:JSEE'Y;r!S:S!Z;"^:L \!'" Tl I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate I agree to comply with all City ordinances and State laws relating to building construction I hereby authonze representatives of the City of Carlsbad to enter upon the above mentioned property for inspection purposes I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGEMENTS, COSTS AND OSHA An OSHA permit is required for excavations of 5 0" deep and demolition or construction of structures over 3 stones in height EXPIRATION Every permit issued by the building 0fflcrakunder 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/ron/fRfe dale of such permit or if the building or work authorized by such permit is suspended or abandoned at any time after the work is commenced for a penod of 180 days (Jfectpn 1/D6 ji 4 Uniform Building Code) DATE C City of Carlsbad Final Building Inspection Dept: Building Engineering Planning CMWD St Lite Fire Plan Check # Permit # Project Name Address Contact Person Sewer Dist Inspectedi^ By >£/- Inspected By Inspected By Date CB022426 Permit Type CBAD OFFICE PARK-7,040 SF Sub Type SHELL-BLDG E 2034 CORTE DEL NOGAL Lot 0 ERNIE Phone 9099068349 CA Water Dist CA si Date 3 / / ^^ /c-^2^ — Inspected /"^ ' '"7 Approved *^ (/ Date Inspected Approved Date Inspected Approved 03/08/2004 COMMIND INDUS! Disapproved Disapproved Disapproved Comments City of Carlsbad Bldg Inspection Request For 03/08/2004 Permit* CB022426 Title CBAD OFFICE PARK-7,040 SF Description SHELL-BLDG E Inspector Assignment TP 2030 CORTE DEL NOGAL Lot 0 Type COMMIND Sub Type INDUS! Job Address Suite Location APPLICANT GUYDUERWALD Owner Remarks Total Time Phone 9099068349 Inspector ft Requested By ERNIE Entered By ROBIN CD Description 19 Final Structural 29 Final Plumbing 39 Final Electrical 49 Final Mechanical Act Comment Associated PCRs/CVs Inspection History Date 12/12/2003 12/12/2003 09/05/2003 08/21/2003 08/21/2003 08/14/2003 08/13/2003 08/11/2003 08/11/2003 08/08/2003 08/01/2003 08/01/2003 07/31/2003 07/31/2003 07/16/2003 06/12/2003 Description 34 39 34 15 24 15 15 12 17 17 14 18 13 18 13 11 Rough Electric Final Electrical Rough Electric Roof/Reroof Rough/Topout Roof/Reroof Roof/Reroof Steel/Bond Beam Interior Lath/Drywall Interior Lath/Drywall Frame/Steel/Bolting/Weldmg Exterior Lath/Drywall Shear Panels/HD's Exterior Lath/Drywall Shear Panels/HD's Ftg/Foundation/Piers Act AP we PA AP AP AP CO AP AP CO AP AP AP NR PA AP Insp TP TP TP TP TP TP TP TP TP TP TP TP TP TP TP TP Comments MSB, SUB PNL , TRANS ENT SOFFIT LITES 1 HR PARP WALL ROOF DRAINS ROOF & PARAP WALL P G @ CLMN BASES ELECT RM, 1 HR WALLS ELEC ROOM EXT 1HR WALLS ENT SECT City of Carlsbad Bldg Inspection Request For 03/08/2004 Permit* CB022426 06/12/2003 12 Steel/Bond Beam AP TP 06/06/2003 11 Ftg/Foundation/Piers AP TP 06/06/2003 12 Steel/Bond Beam AP TP 05/29/2003 11 Ftg/Foundation/Piers AP TP 05/29/2003 12 Steel/Bond Beam AP TP 05/22/2003 21 Underground/Under Floor AP TP 05/19/2003 21 Underground/Under Floor AP PY Inspector Assignment TP EXT SPRD FTN CONT FTN &SOG SPRD FTN AIR TEST MAIN CONSTRUCTION TECHNICAL CONSULTANTS CONCRETE • MASONRY • PRESTRESS • STRUCTURAL STEEL I C B O SPECIAL INSPECTION TRAINING 40 YEARS EXPERIENCE NATIONWIDE SERVICE 1 800 428-5606 MATERIALS TESTING AND INSPECTION March 2, 2004 City of Carlsbad Department of Building & Safety 163 5 Faraday Avenue Carlsbad, California 92008 RE: Final Inspection Report of Reinforced Concrete, Structural Steel, Roof Structure, Roof Nailing, Masonry PROJECT Carlsbad Office Park 2034 Corte Del Nogal Carlsbad, CA Permit Number CBO22426 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, For special inspection reports, soils reports, engineering revisions and clarifications see file jacket for 2030 Corte Del Nogal 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 03-5437-57 PAGE OF D REINFORCED CONCRETE DSTRUCT STEEL ASSEMBLY BOTHERS VISUAL WELDING REGISTERED INSPECTOR'S ^PRE-STRESSED CONCRETE D HIGH-STRENGTH BOLTING D SHOP r\trUr\ 1 L/i* D REINFORCED MASONRY D RE-BAR WELDING B FIELD OWNER OF PROJECT Carlsbad Office Park-Building E JOB ADDRESS 2034 Corte Del Nogal, Carlsbad DESCRIBE MATT ( MIX DESIGN RE BAR GRADE i MFGR WELD-ROD ETC ) BUILDING PERMIT NUMBER PLAN FILE NUMBER CB022426 ARCHITECT Lee/Sakahara ENGINEER Ficcadentti/Wagoner GENERAL CONTRACTOR J D Diffenbaugh CONTR DOING REPORTED WORK Anderson Steel INSPECTOR Steven Wood-#5 120 150-85 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 & IDENT NO S OF TEST SAMPLES TAKEN STRUCT CONNECTIONS ( WELDS MADE HT BOLTS TORQUED) CHECKED ETC Fit-up and welding of inner, & outer canopy framing by welder De Oca All welds visually acceptable per plans, and detail 11/S1 3 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 03-5437-45 PAGE OF D REINFORCED CONCRETE DSTRUCT STEEL ASSEMBLY BOTHERS VISUAL WELDING REGISTERED INSPECTOR'S rjpRE-STRESSED CONCRETE D HIGH-STRENGTH BOLTING D SHOP Ktr wr\ 1 \Jt D REINFORCED MASONRY D RE-BAR WELDING H FIELD OWNER OF PROJECT Carlsbad Office Park-Bldg E JOB ADDRESS 2034 Corte Nogal, Carlsbad DESCRIBE MATL ( MIX DESIGN RE BAR GRADE & MFGR WELD-ROD ETC ) BUILDING PERMIT NUMBER PLAN FILE NUMBER CB022423 ARCHITECT Lee & Sakahara ENGINEER DanJon GENERAL CONTRACTOR J D Diffenbaugh CONTR DOING REPORTED WORK Anderson Steel INSPECTOR Harvard So-#51 14260 DATE 7-03-03 ,_ LOCATION OF WORK INSPECTED TEST SAMPLES TAKEN WORK REJECTED JOB PROBLEMS PROGRESS REMARKS ETC INCLUDES INFORMATION ABOUT AMOUNTS OF MATERIALS PLACED OR WORKED PERFORMED NUMBER TYPE & IDENT NO S OF TEST SAMPLES TAKEN STRUCT CONNECTIONS ( WELDS MADE H T BOLTS TORQUED) CHECKED ETC Location per plan /S2 5 "E" Building-Roof Framing Plan Work per detail Observed grid line C-B & 3-4, detail 1/S5 4^ Welded support plate cut at mislocated assembly as approved by engineer on 6-30-03 Filler Metal-E7018, SMAW and Filler Metal E71T-8, NR232, FCAW Welders Rick Anderson-#18882-AWS D1 1 William Monies Deoca-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 By 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 03-5437-23 Fax 1-800-815-6359 PAGE OF REGISTERED INSPECTOR'S REPORT OF 8 REINFORCED CONCRETE DSTRUCT STEEL ASSEMBLY DOTHERS DPRE-STRESSED CONCRETE D HIGH-STRENGTH BOLTING D SHOP D REINFORCED MASONRY n RE-BAR WELDING E FIELD OWNER OF PROJECT Carlsbad Office Park-Building "E" JOB ADDRESS 2034 Corte Del Nogal, Carlsbad DESCRIBE MATL ( MIX DESIGN RE BAR GRADE & MFGR WELD-ROD ETC ) #1215, 4000 PSI BUILDING PERMIT NUMBER PLAN FILE NUMBER CB022426 ARCHITECT Lee & Sakahara ENGINEER Ficcadenti & Waggoner GENERAL CONTRACTOR J D Diffenbaugh CONTR DOING RE PORTED WORK Inland Concrete Corp INSPECTOR Jeff Burgess-#5003428-49 DATE 6-06-03 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 100 cubic yards of concrete for slab on grade 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 office Box 891750 Temecula, CA 92589-1750 Job* 02-242 1-800-428-5606 03-5437-27 Fax 1-800-815-6359 PAGE OF REGISTERED INSPECTOR'S REPORT OF H 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-Bldg "E" JOB ADDRESS 2034 Corte Del Nogal, Carlsbad DESCRIBE MATL ( MIX DESIGN RE BAR GRADE & MFGR WELD-ROD ETC ) Mix #121 5, 4000 PSI BUILDING PERMIT NUMBER CB022426 ARCHITECT Lee & Sakahara DOTHERS DSHOP El FIELD PLAN FILE NUMBER ENGINEER Ficcadenti & Wagoner GENERAL CONTRACTOR J D Diffenbaugh CONTR DOING REPORTED WORK ICC INSPECTOR Jeff Burgess-#500342849 DATE 6-11-03 LOCATION OF WORK INSPECTED TEST SAMPLES TAKEN WORK REJECTED JOB PROBLEMS PROGRESS REMARKS ETC INCLUDES INFORMATION ABOUT AMOUNTS OF MATERIALS PLACED OR WORKED PERFORMED NUMBER TYPE & IDENT NO S OF TEST SAMPLES TAKEN STRUCT CONNECTIONS ( WELDS MADE H T BOLTS TORQUED) CHECKED ETC Observed the placement, consolidation, of 5 cubic yards of concrete for one exterior column pad, & one trash enclosure 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 ADDRESS Carlsbad Office Park-Bldg E JOB NO [02-242 FILE 03-5437-24 2034 Corte Del Nogal, Carlsbad CONTRACTOR J D Diffenbaugh MIX DESIGNATION <|215 ADMIXTURE CONCRETE PLANT Robertson's SPEC PS I AT28 DAYS 4000 NO OF SPECIMENS '8 AGE TO BE TESTED TOTAL CUBIC YARDS DAYS 100 2 Hold LOCATION IN STRUCTURE slab on grade DATE CAST 6-06-03 MADE BY Jeff Burgess FOR LABORATORY USE ONLY LAB NO. 4966 4967 4968 4QRQfr\J\j<y 4970 4971 4972 4qyaHJ7I O MARK 7A 7B 7C 7D/ LJ 8A 8B 8C RD AGE 7 27 27 HnlHMUIU 7 27 27 HnlHriuiu DATE TESTED 6-13 7-03 7-03 6-13 7-03 7-03 TEMP 76 79 SLUMP 4" 3 3/4" AREA 2827 ULT. LOAD 114,500 140,000 143,500 101,000 162,500 164,000 PSI 4050 4950 5075 3570 5750 5800 cc Respectfully Submitted, (4) J Rowley CONSTRUCTION TECHNICAL CONSULTANTS 1-800-428-5606 FIELD DATA - TEST SPECIMENS JOB NAME |Carlsbad Office Park-Bldg E JOB NO -242 FILE ;03-5437-24 j . ...i ADDRESS 2034 Corte Del Nogal, Carlsbad CONTRACTOR jj D Diffenbaugh MIX DESIGNATION CONCRETE PLANT Robertson's ADMIXTURE i SPEC PS I AT 28 DAYS J4000 NO OF SPECIMENS 8 TOTAL CUBIC YARDS 100 AGE TO BE TESTED \2 @ 7 DAYS 4@27 ';2Hold LOCATION IN STRUCTURE :slab on grade DATE CAST 6-06-03 MADE BY Ijeff Burgess FOR LABORATORY USE ONLY LAB NO. 4966 4967 4968 4969 4970 4971 4972 4070t3 1 O MARK 7A 7B 7C 7D 8A 8B 8C onOLJ AGE 7 27 27 Hold 7 27 27 Hold DATE TESTED 6-13 7-03 7-03 6-13 7-03 7-03 TEMP 76 79 SLUMP 4" 3 3/4" AREA 2827 ULT. LOAD 114,500 101,000 PSI 4050 3570 cc Respectfully Submitted, (4) J J Rowley EsGii Corporation In fPa.rtnersfi.ip with government for 'Bmtd.vng Safety DATE December 13, 2002 a APPLICANT a JURIS JURISDICTION Carlsbad a PLAN REVIEWER a FILE PLAN CHECK NO 02-2426 SET IV PROJECT ADDRESS 2034 Corte Nogal PROJECT NAME Carlsbad Corporate Office Building E (Shell Only) 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 I | The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck I | The check list transmitted herewith is for your information The plans are being held at Esgil Corporation until corrected plans are submitted for recheck I I The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person The applicant's copy of the check list has been sent to Esgil Corporation staff did not advise the applicant that the plan check has been completed Esgil Corporation staff did advise the applicant that the plan check has been completed Person contacted Telephone # Date contacted (by ) Fax # Mail Telephone Fax In Person REMARKS By Abe Doliente Enclosures Esgil Corporation D GA D MB D EJ D PC 12/5/02 trnsmtldot 9320 Chesapeake Drive, Suite 208 ^ San Diego, California 92123 ^ (858)560-1468 ^ Fax (858) 560-1576 EsGil Corporation In Partnership with government for 'Bm.U.ing Safety DATE November 1, 2002 a APPLICANT" JURISDICTION Carlsbad "a PLAN REVIEWER G FILE PLAN CHECK NO 02-2426 SET III PROJECT ADDRESS 2030 Corte Nogal PROJECT NAME Carlsbad Corporate Office Building E (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 1X3 The check list transmitted herewith is for your information The plans are being held at Esgil Corporation until corrected plans are submitted for recheck The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person XI The applicant's copy of the check list has been sent to Les & Sakahara Architects 16842 Von Karman Ave, Suite 300, Irvine, CA 92606-4927 Esgil Corporation staff did not advise the applicant that the plan check has been completed A! 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 n/^y/oz (by f^) Fax # (<N9) 2.(*l MHH Mail ^Xelephone Fa>c—' In Person REMARKS By Abe Doliente Enclosures Esgil Corporation El GA D MB D EJ D PC 10/24/02 trnsmtldot 9320 Chesapeake Drive, Suite 208 4 San Diego, California 92123 * (858)560-1468 + Fax (858) 560-1576 Carlsbad O2-2426 III November 1, 20O2 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 02-2426 SET III DATE. RECHECK COMPLETED November 1, 20O2 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 UNo Carlsbad O2-2426 III November 1, 2OO2 Please make all corrections on the original tracings, as requested in the correction list Submit three sets of plans for commercial/industrial projects For expeditious processing, corrected sets can be submitted in one of two ways 1 Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave , Carlsbad, CA 92008, (760) 602-2700 The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments 2 Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468 Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments NOTE Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete 1 All sheets of the plans and the first sheet of the calculations are required to be signed by the California licensed architect or engineer responsible for the plan preparation Please include the California license number, seal, date of license expiration and the date the plans are signed Business and Professions Code Check final sets of plans for signatures. * 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 with government for Quitting Safety DATE October 1, 2O02 O^AERJCANT JURIS'' JURISDICTION Carlsbad a PLAN REVIEWER a FILE PLAN CHECK NO O2-2426 SET II PROJECT ADDRESS 2030 Corte Nogal PROJECT NAME Carlsbad Corporate Office Building E (Shell Only) I | The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck 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 XI The applicant's copy of the check list has been sent to Les & Sakahara Architects 16842 Von Karman Ave, Suite 300, Irvine, CA 92606-4927 Esgil Corporation staff did not advise the applicant that the plan check has been completed [XI Esgil Corporation staff did advise the applicant that the plan check has been completed Person contacted Guy Duerwald fV n.\ Telephone # 949/261-1100 X - 47 Date cnnTartEd^-l-gZ (by £**.) Fax # <3>-/<l/^^l - // 4-4- Mail Telephone ix FaxiX In Person REMARKS By Abe Doliente Enclosures Esgil Corporation E] 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 O2-2426 II October 1, 2OO2 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 02-2426 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 02-2426 H October 1, 2O02 Please make all corrections on the original tracings, as requested in the correction list Submit three sets of plans for commercial/industrial projects For expeditious processing, corrected sets can be submitted in one of two ways 1 Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave , Carlsbad, CA 92008, (760) 602-2700 The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments 2 Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468 Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments NOTE Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete 1 All sheets of the plans and the first sheet of the calculations are required to be signed by the California licensed architect or engineer responsible for the plan preparation Please include the California license number, seal, date of license expiration and the date the plans are signed Business and Professions Code Check final sets of plans for signatures 24 Please see the following corrections for 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 "E" 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 package? Carlsbad O2-2426 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 m 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 package9 ENERGY CONSERVATION 5 Correct the energy designs to match the plans. Provide the ENV-3 form for the proposed wall system to show insulation values required to obtain the 0 045 U-factor used for the wall system Note As per the default values in the Tables B-2 and B-3 to obtain the proposed 0 045 U-factor in the 2x6 wood stud @ 16 inches o c with only R-11 insulation between studs and an insulated sheathing of more than 10 R-value Or, 2x6 wood stud @ 16 inches o c with R-19 insulation between studs and an insulated sheathing of more than 6 R-value Please correct 6 On the plans clearly show the wall and roof insulation locations, thickness, and R-values, as per the energy design The will be reviewed when the wall insulation sheathing value is clear. 9 The Documentation Author and the Principal Envelope Designer must sign the corrected ENV-1 form on sheet AT 8 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 Qui&fing Safety DATE September 3, 2OO2 J3-ABBLJGANT (^JURISDICTION Carlsbad C a FILE PLAN CHECK NO 02-2426 SET I PROJECT ADDRESS 2030 Corte Del Nogal PROJECT NAME Carlsbad Corporate Center Office Building E (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 The check list transmitted herewith is for your information The plans are being held at Esgil Corporation until corrected plans are submitted for recheck L~] The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person X] The applicant's copy of the check list has been sent to Lee & Sakahara Architects 16842 Von Karman Ave, Suite>0tf, Irvine, CA 92606-4927 - Esgil Corporation staff did not advise the applicant that the plan check has been completed Esgil Corporation staff did advise the applicant that the plan check has been completed Person contacted Guy Duerwald ^ Telephone # 949/261-1100 X-47 Date contacted ^(S(byTS) Fax # -1144 Mail- Telephone — Fa*-~~ In Person REMARKS By Abe Doliente Enclosures Esgil Corporation [X] GA D MB [X] EJ D PC 8/22/02 trnsmtldot 9320 Chesapeake Drive, Suite 208 4 San Diego, California 92123 + (858)560-1468 + Fax (858) 560-1576 Carlsbad O2-2426 September 3, 2002 PLAN REVIEW CORRECTION LIST COMMERCIAL PLAN CHECK NO 02-2426 JURISDICTION Carlsbad OCCUPANCY B USE Office (Shell) TYPE OF CONSTRUCTION V-N ' ACTUAL AREA 7,040 SF ALLOWABLE FLOOR AREA 8,000 SF STORIES 1 HEIGHT SPRINKLERS'? Yes OCCUPANT LOAD 70 REMARKS 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 02-2426 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 • LOCATION ON PROPERTY 2 When two or more buildings are on the same property, the buildings shall have an assumed property line between them for the purpose of determining the required wall and opening protection and roof cover requirements, per Section 503 1 An exception is provided if the combined area of the buildings is within the limits specified in Section 504 for a single building If this exception is used, show how the buildmg(s) will comply with Section 503 3 The exterior walls less than 20 feet to a property line or an assumed property line, shall be one-hour fire-rated construction Section 503 • FIRE-RESISTIVE CONSTRUCTION 4 Provide details of the one-hour fire-resistive construction Include roof/ceiling assemblies, floor/ceiling assemblies, wall assemblies, column and beam assemblies, etc 5 Fire dampers shall be installed per Section 713 11 at all ducted or unducted air openings at penetrations of a) Building exteriors required to have protected openings by Section 503 Carlsbad O2-2426 September 3, 2002 6 Provisions in Chapter 7 require special treatment of penetrations at fire-resistive assemblies Provide typical details on the plans showing how the fire-resistive integrity will be maintained at the following conditions (Include the manufacturers' names and ICBO numbers (or equal) for any sealant) THROUGH-PENETRATIONS (through the entire assembly) Fire-resistive walls shall have penetrations protected with through-penetration fire stops having an F-ratmg, T-rating or complying with UBC Standard 7-1, depending on their locations, sizes and combustibility Fire resistive floor/ceiling assemblies shall have penetrations protected with through-penetration fire stops having and F-ratmg, T-ratmg or complying with UBC Standard 7-1, depending on their sizes, combustibility and whether the penetrations are in walls above MEMBRANE-PENETRATIONS (through only one side of an assembly) Fire-resistive walls shall have penetrations protected with membrane-penetration fire stops having an F-ratmg or complying with UBC Standard 7-1, depending on their size and combustibility Limited steel electncal outlet boxes (not exceeding 16sq in , nor more than 100 sq in foranylOOsq ft of wall) require no protection Fire-resistive floors or ceilings having penetrations shall comply with Section 710 NOTE The plans should indicate the various fire-stop ratings required for all penetrations 7 Provide a note on the plans stating "Penetrations of fire-resistive walls, floor- ceilmgs and roof-ceilings shall be protected as required in UBC Sections 709 and 710" EXITS 8 At least two exits are required for this building Show the required exits Refer to Chapter 10 of the Uniform Building Code for requirements . MASONRY AND CONCRETE 9 Show anchored veneer support and connections attached to wood in Seismic Zones 3 and 4, comply with Section 1403 6 and Section 2307 Show ties, #9 wire in horizontal joints, etc • FIRE EXTINGUISHING 10 Note on the plans "When serving more than 100 sprinkler heads, automatic sprinkler systems shall be supervised by an approved central, proprietary or remote, station service, or shall be provided with a local alarm which will give an audible signal at a constantly attended location " Section 904 3 Carlsbad O2-2426 September 3, 2OO2 TITLE 24 DISABLED ACCESS 11 Notes and details for disabled access regulations are shown on the plans This will be field verified and checked at tenant improvement • FOUNDATION 12 Provide a copy of the project soil report prepared by a California licensed architect or civil engineer The report shall include foundation design recommendations based on the engineer's findings and shall comply with UBC Section 1804 13 In Seismic Zone 4, each site shall be assigned a near-source factor Identify this value in the soils report and on the plans Section 1629 4 2 14 Specify on the foundation plan or structural specifications sheet the soil classification, the soils expansion index and the design bearing capacity of the foundation Section 106 3 3 15 Investigate the potential for seismically induced soil liquefaction and soil instability in seismic zones 3 and 4 Section 1804 5 16 Provide a letter from the soils engineer confirming that the foundation plan, grading plan and specifications have been reviewed and that it has been determined that the recommendations in the soil report are properly incorporated into the plans (When required by the soil report) 17 The soils engineer recommended that he/she review the foundation excavations Note on the foundation plan that "Prior to the contractor requesting a Building Department foundation inspection, the soils engineer shall advise the building official in writing that (When required by the soil report) a) The building pad was prepared in accordance with the soils report, b) The utility trenches have been properly backfilled and compacted, and c) The foundation excavations comply with the intent of the soils report " • STRUCTURAL 18 Show the required canopy beam (TS12 X4 X 3/16) as called out on sheet 11 of the structural calculations Refer to sheet S2 5 of the plans 19 Show the required length of all the shear walls 20 In seismic zone 4, aspect ratios are limited to 2 1 for wood shear panels Table 23-ll-G Carlsbad 02-2426 September 3, 2OO2 21 Recheck the shear wall type shown for grid lines A & C Refer to sheets 18 & 19 of the structural calculations and sheet S2 2 of the plans • ADDITIONAL 22 Complete and recheck the call-outs and cross references to the details 23 Note on the plans that "This is^a shell building only No occupancy shall be allowed until provisions for sanitary facilities, HVAC, Title 24 Disabled Access Regulations and energy conservation requirements are complied with 24 Please see the following corrections for electrical, plumbing, mechanical and energy 25 To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i e , plan sheet, note or detail number, calculation page, etc 26 Please indicate here if any changes have been made to the plans that are not a result of corrections from this list If there are other changes, please briefly describe them and where they are located in the plans Have changes been made to the plans not resulting from this correction list? Please indicate Q Yes a No 27 The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123, telephone number of 858/560-1468, to perform the plan review for your project If you have any questions regarding these plan review items, please contact Abe 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 owned9 If private, note so plainly on the single line diagram and provide complete installation details for the medium voltage installation 2 The local electrical utility company does not permit "foreign utilities" such as telephone to be installed in the electrical service room Please review with their planner if the telephone backboard will be allowed in the electrical service room Carlsbad O2-2426 September 3, 2002 3 Specify the AIC rating for the service mam overcurrent device on the single line diagram 4 Note that the pull-section taps are factory installed, field installed per factory specifications (available at the site), or to be certified by a third party (NRTL certified) testing laboratory 5 Specify if the service is fully rated, series rated or engineered designed If designed, note fault current levels at the various stages of the single line diagram and the required AIC rating for respective devices 6 If the electrical system is a series-rated design, note the following "Overcurrent device enclosures will be identified as series-rated and labeled in accordance with NEC 110-22" and "The overcurrent devices shall be AIC rated per the manufacturers labeling of the electrical equipment" 7 Provide a service grounding design Conductor sizes, electrode types, and connection locations Note The City of Carlsbad does not recognize the use of "rebar" as a grounding electrode 8 Clearly specify the wiring methods that will be used for this project Note The City of Carlsbad does not allow the use of NM or AC cable for commercial occupancies 9 Include on the panel schedules themselves The overcurrent protection for the 9 KVA transformer (Panel A) and the mam protection for Panel A1 Note If you have any questions regarding this Electrical plan review list please contact Eric Jensen at (858) 560-1468 To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans * PLUMBING, MECHANICAL AND ENERGY CORRECTIONS PLAN REVIEWER: Glen Adamek Building "E" 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 Carlsbad 02-2426 September 3, 2002 2 Please show the upstream sewer manhole rim elevation. As per UPC, Section 710 1, provide backwater valves on all building drains which serve plumbing fixtures with flood 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 3 Provide complete water line sizing calculations, including the water pressure, pressure losses, water demands, and developed pipe lengths UPC Section 6100 and Appendix'A' i 4 Detail the backflow protection of water connection to fire protection systems as per UPC, Section 6034 18 ENERGY CONSERVATION 5 The plans show this is a Speculative Building (shell building of known occupancy) and as per the Nonresidential Energy Design Manual dated August 2001, Section 2 2 2 F Energy designs are required for the envelope, lighting and mechanical being installed under this permit This building requires ENV-1, ENV-2 and ENV-3 forms for the proposed envelope being installed under this permit 6 On the plans clearly show the wall and roof insulation locations, thickness, and R-values, as per the energy design 7 Documentation of the method in determining the U-factor and SHGC for each fenestration product type (glass doors, windows and skylights) must be provided for plan check Include, on the plans, for all glass doors, window and skylight types, a complete fenestration description detailing compliance with the required AB 970 modifications to the 1998 Title 24 requirements The description shall include the following applicable information a) Type of product Manufactured or site assembled b) The U-factor and the SHGC ratings c) The method of certification NFRC label, NFRC certification available at site, SHGC(fen) calculation method, or a CEC Default label d) For site-assembled or non-certified fenestration also include a description of the assembly (frame type and glazing type) used for each type 8 Detail required exterior lighting controls "Exterior lighting controlled from a lighting panel within the building shall be controlled by a directional photocell or astronomical time switch that automatically turns off exterior lighting when daylight is available" 9 The corrected completed and signed ENV-1 form must be imprinted on the plans Carlsbad O2-2426 September 3, 20O2 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 O2-2426 September 3, 20O2 VALUATION AND PLAN CHECK FEE JURISDICTION Carlsbad PLAN CHECK NO 02-2426 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) 7040 7040 cb Rlrln Pprmif FPP hv Orrlinanrp ^T Valuation Multiplier 6000 1 80 By Ordinance Reg Mod 080 VALUE ($) • 337,920 12,672 350,592 $1,31964 Plan Check Fee by Ordinance J' Type of Review D Repetitive Fee ;~^T| Repeats Comments Complete Review D Other r-i Hourly Structural Only Hour* Esgil Plan Review Fee $857 77 $739 00 Sheet 1 of 1 macvalue doc EsGil Corporation In Tartmrsfiip vtitfi government for EmMing Safety FAX TRANSMITTAL Date 1 y Time Sent To Number of Pages Being Transmitted O ' (Including Fax Transmitta!) 0- M TXLSL\ vjoQG From Phone # Fax# Hard Copy Mailed? YES Q NO Remarks nr.ve. Suite 208 •*• San Dieao. California 92123 4 (858)560-1468 •* Fax (858) 560-1576 City of Carlsbad Public Works — EngTneering BUILDING PLANCHECK CHECKLIST DATE BUILDING ADDRESS PROJECT DESCRIPTION /?//? Q2~ 6% PLANCHECK NO CB ASSESSOR'S PARCEL NUMBER 3 / 3 -EST VALUE ENGINEERING DEPARTMENT APPROVAL The item you have submitted for review has been approved The approval is based on plans, information and/or specifications provided in your submittal, therefore any changes to these items after this date, including field modifications, must be reviewed by this office to insure continued conformance with applicable codes Please review carefully all comments attached, as failure to comply with instructions in this report can result in suspension of permit to build D A Right-of-Way permit is required prior to construction of the following improvements DENIAL Please see'tjie-attached report of deficiencies marked with/Q Make necessary corrections to plans or specifications/for compliance with applicable codes anQ_slaflt3ards Submit corrected plans and/or specifications to this office for review By By Date Date Date FOR OFFICIAL USE ONLY ENGINEERING AUTHORIZATION TO ISSUE BUILDING PERMIT Date n a n D a a Dedication Application Dedication Checklist Improvement Application Improvement Checklist Future Improvement Agreement Grading Permit Application Grading Submittal Checklist Right-of-Way Permit Application Right-of-Way Permit Submittal Checklist and Information Sheet 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 ^^ . (5^602-2720 - FAX (760) 602-8562 BUILDING PLANCHECK CHECKLIST 1 ST 2ND/ 3RD D C4 D </ D D U D J SITE PLAN 1 Provide a fully dimensioned site plan drawn to scale Show A North Arrow B Existing & Proposed Structures C Existing Street Improvements D Property Lines E Easements 2 Show on site plan F Right-of-Way Width & Adjacent Streets G Driveway widths H Existing or proposed sewer lateral I Existing or proposed water service J Existing or proposed irrigation service A Drainage Patterns 1 Building pad surface drainage must maintain a minimum slope of one percent towards an adjoining street or an approved drainage course 2 ADD THE FOLLOWING NOTE "Finish grade will provide a minimum positive drainage of 2% to swale 5' away from building " B Existing & Proposed Slopes and Topography C Size, type, location, alignment of existing or proposed sewer and water service (s) that serves the project Each unit requires a separate service, however, second dwelling units and apartment complexes are an exception D Sewer and water laterals should not be located within proposed driveways, per standards 3 Include on title sheet A Site address B Assessor's Parcel Number C Legal Description For commercial/industrial buildings and tenant improvement projects, include total building square footage with the square footage for each different use, existing sewer permits showing square footage of different uses (manufacturing, warehouse, office, etc) previously approved EXISTING PERMIT NUMBER DESCRIPTION H \WORD\DOCS\CHKLST\BuikJmg Plancheck Cklsl Form (Generic) doc BUILDING PLANCHECK CHECKLIST DISCRETIONARY APPROVAL COMPLIANCE 4a Project does not comply with the following Engineering Conditions of approval for Project No CH D CD 4b All conditions are in compliance Date n n n ^ DEDICATION REQUIREMENTS 5 Dedication for all street Rights-of-Way adjacent to the building site and any storm drain 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 Yz" 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\CHKLS'nBuilding Plancheck Cklst Form (RIDDLE HARVEY 7 12 00) doc ST BUILDING PLANCHECK CHECKLIST checklist must be submitted in person Applications by mail or fax are not accepted Improvement plans must be approved, appropriate securities posted and fees paid prior to issuance of building permit Improvement Plans signed by Date D D D 6b Construction of the public improvements may be deferred pursuant to Carlsbad Municipal Code Section 1840 Please submit a recent property title report or current grant deed on the property and processing fee of $310 so we may prepare the necessary Future Improvement Agreement This agreement must be signed, notarized and approved by the City prior to issuance of a Building permit Future public improvements required as follows CD CD d 6c Enclosed please find your Future Improvement Agreement Please return agreement signed and notarized to the Engineering Department Future Improvement Agreement completed by Date D D D 6d No Public Improvements required SPECIAL NOTE Damaged or defective improvements found adiacent to building site must be repaired to the satisfaction of the City Inspector prior to occupancy GRADING PERMIT REQUIREMENTS The conditions that invoke the need for a grading permit are found in Section 11 06 030 of the Municipal Code 7a Inadequate information available on Site Plan to make a determination on grading requirements Include accurate grading quantities (cut, fill import, export) 7b Grading Permit required A separate grading plan prepared by a registered Civil Engineer must be submitted together with the completed application form attached NOTE The Grading Permit must be issued and rough grading approval obtained prior to issuance of a Building Permit ^ (.[^jOh radmg Inspector sign off by Date 7c Graded Pad Certification required (Note Pad certification may be required even if a grading permit is not required ) H \WORD\OOCS\CHKLS"nBuikiing Ptancheck Cklst Form (Generic 7 14-00) doc BUILDING PLANCHECK CHECKLIST 1ST D D D gRD D D 7d No Grading Permit required 7e If grading is not required, write "No Grading" on plot plan MISCELLANEOUS PERMITS D 8 A RIGHT-OF-WAY PERMIT is required to do work in City Right-of-Way and/or private work adjacent to the public Right-of-Way Types of work include, but are not limited to street improvements, tree trimming, driveway construction, tying into public storm dram, sewer and water utilities Right-of-Way permit required for D D D D D D INDUSTRIAL WASTE PERMIT If your facility is located in the City of Carlsbad sewer service area, you need to contact the Carlsbad Municipal Water District, located at 5950 El Cammo Real, Carlsbad, CA 92008 District personnel can provide forms and assistance, and will check to see if your business enterprise is on the EWA Exempt List You may telephone (760) 438-2722, extension 7153, for assistance Industrial Waste permit accepted by Date 10 NPDES PERMIT Complies with the City's requirements of the National Pollutant Discharge Elimination System (NPDES) permit The applicant shall provide best management practices to reduce surface pollutants to an acceptable level prior to discharge to sensitive areas Plans for such improvements shall be approved by the City Engineer prior to issuance of grading or building permit, whichever occurs fir 11 Q' Required fees are attached Q No fees required WATER METER REVIEW 12a Domestic (potable) Use Ensure that the meter proposed by the owner/developer is not oversized Oversized meters are inaccurate during low-flow conditions If it is oversized, for the life of the meter, the City will not accurately bill the owner for the water used • All single family dwelling units received "standard" 1" service with 5/8" service H wroRD\DOCS\CHKLST\Buik)ng Plancheck Cklst Forni (Generic) doc 1ST •>ND 3RD D D 12b BUILDING PLANCHECK CHECKLIST • If owner/developer proposes a size other than the "standard", then owner/developer must provide potable water demand calculations, which include total fixture counts and maximum water demand in gallons per minute (gpm) A typical fixture count and water demand worksheet is attached Once the gpm is provided, check against the "meter sizing schedule" to verify the anticipated meter size for the unit • Maximum service and meter size is a 2" service with a 2" meter • If a developer is proposing a meter greater than 2", suggest the installation of multiple 2" services as needed to provide the anticipated demand (manifolds are considered on case by case basis to limit multiple trenching into the street) Irrigation Use (where recycled water is not available) All irrigation meters must be sized via irrigation calculations (in gpm) prior to approval The developer must provide these calculations Please follow these guidelines 1 If the project is a newer development (newer than 1998), check the recent improvement plans and observe if the new irrigation service is reflected on the improvement sheets If so, at the water meter station, the demand in gpm may be listed there Irrigation services are listed with a circled "I", and potable water is typically a circled "W" The irrigation service should look like STA 1+00 Install 2" service and 5 meter (estimated 100 gpm) If the improvement plans do not list the irrigation meter and the service/meter will be installed via another instrument such as the building plans or grading plans (w/ a right of way permit of course), then the applicant must provide irrigation calculations for estimated worst-case irngation demand (largest zone with the farthest reach) Typically, Larry Black has already reviewed this if landscape plans have been prepared, but the applicant must provide the calculations to you for your use Once you have received a good example of irrigation calculations, keep a set for your reference In general the calculations will include • Hydraulic grade line • Elevation at point of connection (POC) • Pressure at POC in pounds per square inch (PSI) • Worse case zone (largest, farthest away from valve • Total Sprinkler heads listed (with gpm use per head) • Include a 10% residual pressure at point of connection In general, all major sloped areas of a subdivision/project are to be irrigated via separate irrigation meters (unless the project is only SFD with no HOA) As long as the project is located within the City recycled water H \WORD\DOCS\CHKLST\BuiUmg Plancheck Cklst Form (Generic) doc BUILDING PLANCHECK CHECKLIST -isr 2ND 3RD service boundary, the City intends on switching these irrigation services/meters to a new recycled water line in the future D IM) D 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 D D D 13 Additional Comments: H \WORD\DOCS\CHKLST\BinldinQ Planctieck Cklst Form (Generic) doc Vi » •.05/12/2003 14 03 FAI 7604384178 GRADING INSPECTION CHECKLIST FOR PARTIAL SITE RELEASE 001 PROJECT INSPECTOR: PROJECT I ft DATE: -05 LOTS REQUESTED FOR RELEASE.' * N/A = NOT APPLICABLE V« COMPLETE 0 = INCOMPLETE OR UNACCEPTABLE .GRADING PERMIT NO.. A-.-g.c^.g" 1st 2nd. 1. Site access to requested lots adequate and logically grouped, 2. Site erosion control measures adequate. 3. Overall site adequate for health, safety and welfare of pubDc. 4. Letter of request for partial release submitted. 5. 8 W X11* site plan (attachment) showing requested tots submitted. 6. Compaction report from soils engineer submitted. 7. Er^ir^r of Wofkcertificatkxi of \wykdof\earejpaddevations. 6. Geologic engineer's letter if unusual geologic or subsurface conditions exist d. Project conditions of approval checked forconfflcte. 10. Foe hydrants within 500 feet of buildirtg combustibles andal weather roads access to site. Partial release of grading lor the above stated lots is approved for the purpose of buldbg permit issuance. Issuance of building permits is stM subject to al normal Ciry requirements required pursuant to the buikfhg permit process. O Partial release of the site fs denied for the following reasons: JOS;Data construction Manager Date ENGINEERING DEPARTMENT FEE CALCULATION WORKSHEET D Es GX'Ca timate based on unconfirmed information from applicant Calculation based on building plancheck plan submittal Bld9 Permit No O& &%..£*• 9SC, Prepared bv ^'O EDU CALCULATIONS- s\ Types of Use ?S V-< Types of Use ~r5k~~ < ADT CALCULATIONS. ^ATvoes of Use r^Us Tvoes of Use FEES REQUIRED: ^X Date $/?*// <f~h Checked by List types and square footages 5.J2P Sq Ft /Units 7 2__xr»- Sq Ft /Units for all uses °^/5Gvn List types and square footages for all uses ^oJ^-Q Sa. Ft /Units "f/Ednref 70^ Sa Ft /Units x^ ' Date EDU's. / 'Ll 1 EDU's 0 \DT's <6 ^>X ADT's WITHIN CFD CKES (no bridge & thoroughfare fee in District #1. reduced Traffic Impact Fee)DNO EJ^ZTR; PARK-IN-LIEU FEE FEE/UNIT PARK AREA & # X NO UNITS =$ TRAFFIC IMPACT FEE ADPs/UNITS FEE/ADT =$_ BRIDGE AND THOROUGHFARE FEE (DIST #1 DIST #2 ADPs/UNITS Q^S SI FACILITIES MANAGEMENT FEE UNIT/SQ FT 5 SEWER FEE EDU's I * X FEE/ADT ZONE S X FEE/SQ FT /UNIT. DIST #3 =$_ 3.8 1 to FEE/EDU IS.BENEFIT AREA EDU's I < Llf FEE/EDU SEWER LATERAL ($2,500)=$ (BA 7 DRAINAGE FEES PLDA1 i •" — ACRES X 0/8 POTABLE WATER FEES UNITS CODE CONNECTION FEE "/ * / ^ ^ ? (**) ^) f^\^L( ~ I i«_5 L *** i O*-G\J HIGH /LOW FEE/AC „. =$ METER FEE SDCWA FEE 3 &5 & of £ IRRIGATION^ F \FEE CALCULATION WORKSHEET doc 1of2 Rav 7/14/00 NorCal Engineering SOILS AND GEOTECHNICAL CONSULTANTS 10641 HUMBOLT STREET LOS ALAMITOS, CA 90720 (562)799-9469 FAX (562)799-9459 September 18, 2002 Project Number 9851-02 Boureston Development 5500 Trabuco Road, Suite 100 Irvine, California 92620-5705 Attn Mr Richard Boureston RE Grading Plan Review - Proposed Office Development - Located at the Northwest Corner of Camino 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 iko NO BAI 15,1 Mark A Burkholder Project Engineer \\ EXP 12J31/0* /*/ Project Manager R G E 841 I i) vl\ CO o_ O O c ctO (Q a. ix PLANNING DEPARTMENT BUILDING PLAN CHECK REVIEW CHECKLIST Plan Check No CB O Planner APN Saima Qureshy Address Phone (760) 602-4619. - rrr> . Net Project Density DU/ACType of Project & Use Zoning "r K\ General Plan ~PXI Facilities Management Zone b CFD (in/out) #_Date of participation tT 1"?M\ Remaining net dev acres O Circle One (For non-residential development Type of land used created by this permit Iv^oUAj>'\%\ gui / OSY^ w\c\. r ^ Legend- ^ Item Complete CH Item Incomplete - Needs your action Environmental Review Required YES \/ NO TYPE DATE OF COMPLETION Q Compliance with conditions of approval7 If not, state conditions which require action Conditions of Approval Discretionary Action Required APPROVAL/RESO NO ?! V7 PROJECT NO "F\P YES NO TYPE DATE - O OTHER RELATED CASES Compliance with conditions or approval7 If not, state conditions which require action Conditions of Approval ]o(^uJU>wMb vnah^ 1\ (pHgtS^y* ^rJi/i/y^ D^f: ) , Coastal Zone Assessment/Compliance Project site located in Coastal Zone7 YES CA Coastal Commission Authority7 YES NO NO ^ If California Coastal Commission Authority. Contact them at - 7575 Metropolitan Drive, Suite 103, San Diego CA 92108-4402, (619) 767-2370 Determine status (Coastal Permit Required or Exempt) Coastal Permit Determination Form already completed7 YES_ If NO, complete Coastal Permit Determination Form now Coastal Permit Determination Log # NO Follow-Up Actions 1) Stamp Building Plans as "Exempt" or "Coastal Permit Required" (at minimum Floor Plans) 2) Complete Coastal Permit Determination Log as needed Inclusionary Housing Fee required.YES NO (Effective date of Inclusionary Housing Ordinance - May 21, 1993 Data Entry Completed7 YES NO (A/P/Ds, Activity Maintenance, enter CB#, toolbar, Screens, Housing Fees, Construct Housing Y/N, Enter Fee, UPDATE") H \ADMIN\COUNTER\BldgPlnchkRevChklst Rev 9/01 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 NO v^" 2 Project complies YES NO Zoning 1 Setbacks Front Interior Side Street Side Rear Top of slope 2 Accessory structure Front Interior Side Street Side Rear Structure separation 3 Lot Coverage Required Required Required Required Required setbacks Required Required Required Required Required Required Shown Shown Shown Shown Shown Shown Shown Shown Shown Shown Shown 4 Height 5 Parking Required Spaces Required Shown Shown (breakdown by uses for commercial and industrial projects required) Residential Guest Spaces Required Shown Additional Comments OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER SO.DATE H \ADMIN\COUNTER\BldgPlnchkRevChklst Rev 9/01 Carlsbad Fire Department 022426 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 Job Address Job # 022426 Office Park Bldg "E" 2034 Costa Del Nogal Bldg# CB022426 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 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 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 2nd 3rd 022426 FD File # Other Agency ID Carlsbad Fire Department *^y- /n^ar- 022427 1635 Faraday Ave Fire Prevention Carlsbad, CA 92008 (760) 602-4660 Plan Review Date of Report 09/13/2002 Reviewed by Name Lee & Sakahara Address 16842 Von Karman Ave Suite 300 City, State Irvine CA 92606 Plan Checker _ °22427 _ Job Name Office Park Bldg "D" _ Job Address 2030 Corte Del Nogal _ Ste or Bldg No Applicant must demonstrate that all turning radii within this property are a minimum of 28 feet In addition the placement of the proposed Fire Hydrants will be dictated by the placement of the Double Detector Check Valve assemblies Our placement criteria is that a Fire Hydrant SHALL be within 90 linear feet of the Fire Department Connection on the same side of any FD access road 09/18/03 11 45 l-AA FICCADENTI & WAGGONER Consulting Structural Engineers, Inc. 16969 Von Karman, Suite 240 Tel (949) 474-0502 In/ine, CA 92606 Fax (949) 474-1801 Seb J Fkxadentj Michael A. Waggoner Thomas A Caslle Mark E. Schroectef Douglas A. Hills David S Pomerlaau vincemDeVila Ahmad S. Kamrany GaiyE landingham KavnL McCoy Roger C. Lae Nader 6 Khoury Kirslen L Zeydet Dana M Hennis Chad W MM Satan Mario aampa KenlC Fofsythe JuanF Garda SSH Garcia Date Sep 18, 2003 F&WJobNo.: A02-488 Attention. Guy Larson Company: Diffenbaugh Regarding- Pilasters From* FACSIMILE COVER LETTER Fax No: 760-268-1954 Mark Schroeder We are transmitting 1 pages of copy Including this cover sheet. If any pages are missing, please call (949) 474-0502. Guy, For typical bolting of sill plates at non-shearwall locations, see Detail 3/S1.2. At the pilasters at the various building entries, it wilt be acceptable to substitute the bolts shown with 1f*2" diameter Hitti Kwik Bolt II with 2 1/2" minimum embedment 3 3/8" minimum edge distance Install in accord with ICBO report 4627 CC' ************^^ Should you wish to transmit information to us, our automatic transmission number is (949) 474-1801 «**«****«*****»*««««^ I I I I I I I I I I I I I I I I I I CARLSBAD OFFICES Building E Structural Calculations Job No. A02-088 AUGUST 20, 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 I I I "> ^ <_, C U Ficcadenti Waggoner, Inc CARLSBAD OFFICES PAGE—'- JOB NO A02-088 BY _MES_ DATE _8/iS/2_Q02 CHK'D DATE _. 1 1 1 1 1 1 •• 1 1 1 1 1 1 1 1 1 1 TYPICAL DEAD & LIVE LOADS: Roof Loads Roofing Material Future Roof Plywood (3/4") Insulation Joist (32" o/c) Glulam Beams HVAC Sprinklers Suspended Accoustical Ceiling Misc 4th Level Dead Load Use Live Load Roof (Reducible) Total Load \ 22 Psf 10 Psf 22 Psf 15 Psf 19 Psf 19 Psf 30 Psf 20 Psf 18 Psf 05 Psf 180 Psf 180 Psf 200 Psf 380 Psf - Vertical Loads I I — -• I I I I I I Tli'•"*><-. c u" Ficcadenti Waggoner, Inc CARLSBAD OFFICES PAGE.^3 JOB NO A02-088 BY _MES_ DATE 8/16/2002 CHK'D DATE TYPICAL DEAD & LIVE LOADS; Exterior Wall Loads: Eifs Finish 20 Psf I Plywood (1/2") 15 Psf Stud Walls 28 Psf Gypsum Board 28 Psf Insulation 15 Misc 10 Dead Load 116 Psf Use 120 Psf Interior Wall Loads. I Interior Partions (Floor) 200 Plf \ Interior Partitions (Seismic) 100 Plf I I I I I I I I Vertical Loads I I I I I I I I I I I I I I I I I I I 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 Date 1 1 Description Scope S ^ll^ws > ^ 22 jun ,W9 w,n3? Timber Cantilevered Beam Systernro|ecMcar|sbad off|( Description Building C E Beam Job# J 28AM, 19AUG02 Page 1 | :e complex \booms scwj Ln B (1 and 4) General Information Fb Base Allow Fv Calculations are designed to 1997 NDS and 1997 UBC Requirements | 2,400 0 psi Elastic Modulus 1 ,800 0 ksi Live loads placed for maximum values 165 0 psi Load Duration Factor 1 000 Cantilevers assumed unbraced for Fb calc Column Bay & Beam Data 1 Column Spacing Actual Span Left Cantilever Right Cantilever Beam Width Beam Depth Member Type ft ft ft ft in in 0 00 31 60 2560 6750 22500 jIuLam 31 80 600 600 6750 27000 3luLam 31 60 2560 6750 22500 3luLam Moments ™_________S Mmax @ Center Max @ Left End Max @ Right End k-ft k-ft k-ft 990 820 -1139 -1072 884 Loads 1 Dead Load Live Load Dead Load Live Load Stan- End Stresses Fb Allowable fb Actual Max Shear Fv Allowable fv Actual Reactions Max Left Reaction Max Right Reaction #/ft #/ft #/tt #/ft ft ft 74800 44800 1000 600 1700 psi psi Ibs psi psi 2,1496 2,085 6 OK 15,4899 16500 15299 ShearOK Ibs Ibs 15,4899 15,3985 74800 44800 2,065 4 1 ,666 8 OK 19,9335 16500 16406 ShearOK 43,063 9 41,5998 66800 40000 8000 4800 11 30 2,1496 1 ,862 3 OK 14,2780 16500 141 02 ShearOK 14,2780 13,740 1 \ \ | Deflections | Center DL Maximum Left Cant DL Maximum Right Cant DL Maximum in in in in in in -0633 -1 012 -0 106 -0623 -0126 -0516 -0 112 -0489 -0566 -0906 I I I I I I I I I I I I I I I I I I I To specify your title block on Title Job # these five lines, use the SETTINGS Ds9nr Date 11 30AM 19 AUG 02 . Descriptionselection on the mam menu and enter your title block information Scope will be printed on each page Rev 510300 — . , — 0 , Panp 1 fe UserKW-0601912 VerS I 3 22Jun 1999 Win32 TllTIDSr D63ITI & JOISt rayc | Description Building C E Roof Beam Ln 1 and 4 (B) Timber Member information Calculations are designed to 1997 NDS and 1997 UBC Requirements | Timber Section Beam Width Beam Depth Le Unbraced Length Timber Grade Fb - Basic Allow Fv - Basic Allow Elastic Modulus Load Duration Factor Member Type Repetitive Status Center Span Data Span Dead Load Live Load Point #1 DL LL @ X Results Mmax @ Center @X = fb Actual Fb Allowable fv Actual Fv Allowable in in ft psi psi ksi Beam Ln 1 4 (B) 5125x180 5125 18000 900 JouglasFir 24F V 2,400 0 1650 1,8000 1250 GluLam No ft Mt #/ft Ibs Ibs ft 900 20000 8000 9,700 00 7,760 00 5750 Ratio = 0 9462 in-k ft psi psi psi psi rrl b 46506 576 1 ,680 4 2,901 8 Bending OK 1951 2063 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 4,402 78 3,16222 7,565 00 7,097 22 5,31778 1241500 in in in ft s -0058 1 ,870 5 -0044 2,478 5 -0 101 4824 1,0660 I I -I I I I I I I I I I I I I I I I I I To specify your title block on Title these five lines, use the SETTINGS Ds9nr . ^ ' . Description selection on the mam menu and enter your title block information Scope will be printed on each page Rev 510300 — . • n o - . User KW-0601912 Vor 5 1 3 22Jun-IWP Win32 | ICnDST DScHT) CX JOIST Description Building C E Roof Beam Ln 4 (A and B) Timber Member Information Calculations are designed 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 >eam Ln 4 (A an 5125x120 5125 12000 1600 JouglasFir 24F V 2,400 0 1650 1 ,800 0 1 250 GluLam No ft #/ft #/ft Job# Date 11 30AM, 19 AUG02 Page 1 1 c\^roiects\carlsbadofficecOTnplex\bearnsecwl to 1 997 NDS and 1 997 UBC Requirements j| \ 1600 26000 8000 Ratio = 0 3669 m-k ft psi psi psi psi 13056 800 1,061 5 2,892 7 Bending OK 584 2063 Shear OK Ibs Ibs Ibs Ibs Ibs Ibs 2,080 00 64000 2,720 00 2,080 00 64000 2,720 00 in in in ft \ 3 \ -0289 6653 -0089 2,1622 -0377 8000 5087 I I I I I I I I I I I I I I I I I I I To specify your title block on Title these five lines, use the SETTINGS Ds9™Descriptionselection on the mam menu and enter your title block information Scope will be printed on each page Rov 510300 -r-. i — n . User KW-060W12 VeiS 13 22 Jun-1999 Win32 TllTIDGr B63ITI & JOISt Description Building C E Roof Beam Ln A (1 and 2) Job# Date 11 32AM, 19AUG02 Page 1 ji 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 >eam Ln A (1 an 6x12 5500 11 500 11 00 )ouglas Fir Larch 1 ,350 0 850 1 ,600 0 1 250 Sawn No ft #/ft #/ft i 1100 50000 32000 Ratio = 0 8375 in-k ft psi psi psi psi i 14883 550 1 ,227 7 1 ,663 5 Bending OK 890 I 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 2,750 00 1,76000 4,51000 2,750 00 1 ,760 00 4,51000 in in in ft \ -0148 8938 -0095 1,3966 -0242 5500 5450 I I ~~"*1 I I I I I I I I I I I I I I I I I 9To specify your title block on Title Job # these five lines, use the SETTINGS Ds9nr Date 11 32AM 19 AUG 02 . * it. _, Descriptionselection on the mam menu and enter your title block information Scope will be printed on each page U°er KW 0601912 Vet5!3 22JunlW5 Win32 TllTlber 663111 & JOISt Pa9e 1 1 (c) 1983 99 ENERCALC • IIMWI ~** wiwwi^i C_^2r°l££l|\£H!:i!22!l°™^ Description Building C E Roof Beam Ln 1 (A and B) Timber Member Information Calculations are designed to 1997 NDS and 1997 UBC Requirements | Timber Section Beam Width Beam Depth Le Unbraced Length Timber Grade Fb - Basic Allow Fv - Basic Allow Elastic Modulus Load Duration Factor Member Type Repetitive Status 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 1 (A an 6x8 5500 7 500 11 00 )ouglas Fir Larch 1 ,350 0 850 1 ,600 0 1 250 Sawn No ft #/ft #/ft 11 00 22000 8000 Ratio = 06310 in-k ft psi psi psi psi 5445 550 1 ,056 0 1 ,673 4 Bending OK 533 1063 Shear OK Ibs Ibs Ibs Ibs Ibs Ibs 1,21000 44000 1,65000 1,21000 44000 1,65000 in in in ft .„ _ \ \ \ \ -0234 5635 -0085 1,5496 -0319 5500 4132 I I I I I I I I I I I I I I I I I I I To specify your title block on Title Job # these five lines, use the SETTINGS Ds9™ Date 1 1 32AM> 19 AUG °2 , Descriptionselection on the mam menu and enter your title block information Scope will be printed on each page Rev 510300 _. . _ o . PanP 1 b User KWOSOI912 Vei 5 I 3 22 Jun 1W9 Win32 TimDGr B63ITI & JOISl ray« ' | Description Building C E Roof Beam Ln A (3 and 4) Timber Member Information Calculations are designed to 1997 NDS and 1997 UBC Requirements | Timber Section Beam Width Beam Depth Le Unbraced Length Timber Grade Fb - Basic Allow Fv - Basic Allow Elastic Modulus Load Duration Factor Member Type Repetitive Status Center Span Data Span Dead Load Live Load Results Mmax @ Center @ X = fb Actual Fb Allowable fv Actual Fv Allowable in in ft psi psi ksi •earn Ln A (3 an 5 125x150 5125 15000 1400 JouglasFir 24F V 2,400 0 1650 1 ,800 0 1250 GluLam No 1 ft #/ft #/ft 1400 54000 300 00 Ratio = 0 4584 \ in-k ft psi psi psi psi 24696 700 1 ,285 0 2,870 5 Bending OK 945 2063 Shear OK 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 -0100 1,6810 -0280 7000 6004 I I ?'i i i i i i i i i i i i i i i i i To specify your title block on Title Job # these five lines, use the SETTINGS Dsgnr Date 11 30AM, 19 AUG02 Description selection on the mam menu and enter your title block information Scope will be printed on each page U^KW^1912 VW513 22 Jun- 1999 Win32 TIlTlber 86301 & JOISt P398 1 I(0 1983-99 ENERCALC c \Droiects\corlsbod offce comolexXbeams ecw 1 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 Xxiglas 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 52000 40000 Ratio = 0 8034 | in-k ft psi psi psi psi 8832 400 1,0676 1,674 1 Bending OK 854 1063 Shear OK Reactions jj @ Left End DL LL Max DL+LL @ Right End DL LL Max DL+LL Ibs Ibs Ibs Ibs Ibs Ibs 2,08000 1,60000 3,680 00 2,08000 1,60000 3,68000 Deflections j Center DL Defl L/Defl Ratio Center LL Defl L/Defl Ratio Center Total Defl Location L/Defl Ratio in in in ft -0076 1,2595 -0059 1,6374 -0135 4000 711 9 I•I 1 \1 1 1 1 1 1 1 1 1 1 1 1 1 To specify your title block on Title Job # these five lines, use the SETTINGS Dsgnr Date 11 31AM 19 AUG 02 Description selection on the mam menu and enter your title block information Scope will be printed on each page User KW-0601912 Ver5 13 22 Jun-1999 Win32 TimbBrBSSITI & JOISt "^99 1 1(0 1983-99 ENERCALC c \Drolects\corlsbad office comclexXbeams ecw I Description Building ABODE Roof Header (Parallel) Timber Member Information Calculations are designed to 1997 NDS and 1997 UBC Requirements ^ Timber Section Beam Width in Beam Depth in Le Unbraced Length ft Timber Grade Fb - Basic Allow psi Fv - Basic Allow psi Elastic Modulus ksi Load Duration Factor Member Type Repetitive Status Header (Paralle 6x8 5500 7500 800 touglasFlr Larch 1 ,350 0 850 1,6000 1250 Sawn No Center Span Data | Span ft Dead Load a/ft Live Load #/ft 800 22000 8000 Results Ratio = 03483 | Mmax @ Center in-k @X= ft fb Actual psi Fb Allowable psi fv Actual psi Fv Allowable psi 2880 400 5585 1,6776 Bending OK 370 1063 Shear OK Reactions jj @ Left End DL Ibs LL Ibs Max DL+LL Ibs ® Right End DL Ibs LL Ibs Max DL+LL Ibs 88000 32000 1,20000 88000 32000 1,20000 Deflections j Center DL Defl in L/Defl Ratio Center LL Defl in L/Defl Ratio Center Total Deft in Location ft L/Defl Ratio -0066 1,4649 -0024 4,028 4 -0089 4000 1,0742 I I \ I I I I I I I I I I I I I I I I I I I I I 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 19 AUG02 ' I rcev 5103CO User KW-0601912 Vor 5 1 3 22 Jun-1999 Win32 Cc) 1983 99 ENERCALC Steel Beam Design Page 1 c \proiects\corlsbod office complex\beams ecw Description Building B C D E Canopy Beam General Information -• Steel Section TS1 2X4X3/1 6 Center Span 20 00 ft Left Cant 5 00 ft Right Cant 0 00 ft Lu Unbraced Length 0 00 ft Distributed Loads #1 DL 0 205 LL 0 205 ST Start Location End Location #2 Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Fy 46 00 ksi Pmned-Pmned Load Duration Factor 1 00 Elastic Modulus 29,000 0 ksi LL & ST Act Together #3 #4 #5 #6 #7 k/ft k/ft k/ft ft ft \ \ 1 Summary | Using TS12X4X3/16 section, Span = 20 00ft, Fy = 46 Oksi, End Fixity = Pmned-Pmned, Lu = 0 00ft, LDF = 1 000 Actual Moment fb Bending Stress fb/Fb Shear fv Shear Stress fv/Fv 20 500 k-ft 15031 ksi 0545 1 4100 k 0911 ksi 0050 1 Lett Cant = 5 00ft, Allowable 37 643 k-ft 27 600 ksi 41 400 k 18400 ksi Beam OK Static Load Case Governs Stress Right Cant = 000ft Max Deflection -051 8 in Length/DL Defl 5788 1 Length/(DL+LL Defl) 2894 1 Force & Stress Summary | «-- 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 Box Section fails Section Properties Depth Width Thickness Area Maximum 20 50 k-ft 410k 4 10k -051 8 m 0415m 0 000 m 0000ft 4 10 410 15144 with Depth TS1 2X4X3/1 6 12000m 4000m 0188m 5 77 m2 DL Only < 1025 205 205 -0259 0207 0000 0000 205 205 >6*Tf Weight l-xx l-yy S-xx s-yy LL J Center 2050 410 4 10 -0518 0415 0000 0000 4 10 4 10 LL+ST @ Center -0518 0415 0000 0000 4 10 4 10 1960#/ft 98 20 m4 1750m4 16367m3 8 750 m3 LL @ Cants 1025 205 205 -0259 0207 0000 0000 205 205 r-xx r-yy LL+ST @ Cants k-ft k-ft k-ft k-ft k k -0 259 m 0 207 in 0 000 in 0 000 in 205 k 205 k \ 4125 m 1 742 in I I I FICCADENTI & WAGGONER Consulting Structural Engineers, Inc crtc_ _ I /-, / -; PROJECT f £& ' /=> ^ Cx^-C ' DATE / DESIGNER16969 Von Karman, Suite 240 Tel (949) 474-_ _.. Irvine, CA 92614 Fax (949) 474-1801 PAGE . \_}-~_ I I | <^&L. ^T^ ~2j T*i £>r«AxC'^V-- ^ "^"l-^K^Ijl ,-|J » Tl 66 V=- • r^U- I I I I I I . /• vIt- -- C c^ | I I o S 3 A I I I I I \ FICCADENTI & WAGGONER Consulting Structural Engineers, Inc 16969 Von Karman, Suite 240 Tel (949)474-0502 Irvine, CA 92614 Fax (949) 474-1801 V -^J l\ -u] - PROJECT _ DATE DESIGNER PAGE 1 Irvine, CA 92614 Fax (949) 474-1801 PAGE ( r"" C. >. 6 . <f *T* B-"»>-«- i.o-v- < I • ^j^B^ FICCADENTI & WAGGONER ™ ^^^^^^k Consulting Structural Engineers, Inc ^•••^^ 16969 Von Karman, Suite 240 Tel (949)474-0502 DESIGNER ^-S> I I I I I I | I I • I I I I |J I k~ I I I I I I I I I I I I I I I I I I I eo S r O oo 88 0 0 II II II II o o& #to 10 A II 1 < _iLl_ I ... t t IS x-dimension =y-dlmension =0 0 ft (measured from x-axis)ft (measured from y-axis)o o >- X 0} (D 1 1 Ib located atIb located atO O ii n FX(from abovFY(from abovQ O "T 132445146644n n n Torsion less Accidentft (measured from x-axis)ft (measured from y-axis)88 S3 >- X a 2 fl *Ib located atIb located at11 II II FX(dlaphragrrFY(dlaphragrrE£ 11 n ii ss o Torsion plus Accldeny-axis) = 4780ftx-axis) = 3886ftleasured fromleasured from^Center of RIgiCenter of RIglB 0) | "B> 1 1 a 8 ao 3o z — CM CV O Q "- > ^ L1J t/l (5 Z u.§9 S 3o u_ Z s! [V O Q itx £ UJ ^LOADING IN ThR/Rt F FtoPOLAR MOMENT OF INERTIARxY RyX Rd2/E RIGIDITYRyr ) OF WALLYm x U M WALLNUMBER8s§ssss§sss8gs oooooooooooooo S COCOCOCOCOCOCOCOCQCOCOCQCOOO oooooooooooooo ^pgg.g^pgp 88 CNCMC, oS8Sc,C,83 ^ !5 5 S Z 5 5 3 S LB § & & § o o g 3 3 5 s - ^ 2 = 5 9= §l§gsssgssssss •O-O'Oco<OcO'O^I'O'OsOcooo-O aasasjassaaajaa RK?i°osaRRRaaR oooooooooooooo gggggggggggggg oooooooooooooo oooooooooooooo 8888888°888888 OOOOOOOOOOOOOO lO Illlllllllllll llllllllilllil DOOOOOOOOOOQQ assssssssssss CQcoeocococooDQOcococoaDco OOOOOOOOOOOOO agggaa££ae-ea S 8 S S S g s ^ S £ £ £ g 2aaSo?s?«a??? OOOOOOOOOOOOO ggggggggggggg cOCDCOCDGOCOiOiO-OiOtOiOCO .SoS^sg™, I"!!!!!!"!! OOOOOOOOOOOOO OOOOOCMCMCMCOCMCNCNCM OOOOOOOOOOOOO 8888808888888 OOOOOOOOOOOOO QOOOQ< <<<<<<< llllillllllii CN CO o o CO 8 g CO o o CO Csl o 10 o o ^3 J ~2 0 s b ^ I_*-• (T ^ J I I I I I I I I I I I I I I I r i FICCADENTI & WAGGONER Consulting Structural Engineers, Inc 16969 Von Karman Suite 240 Irvine CA 92614 Tel (949) 474 0502 Fax (949)474 1801 Job Name Job No Designer _ Date Carlsbad Offices A02-088 MES July 2002 Preliminary SHEAR WALL EVALUATION ROOF (FLOOR OR ROOF) GRID LINE A SILL CONNECTION ANCHOR BOLTS (ANCHOR BOLTS LAG SCREWS ORSILI NAILS) PLYWOOD ORIENTATION TO WALL PARA (PARA OR PERP) SHEATHING Load Demand Wall Length 2 Sheathing Stress SHEAR TRANSFER. Shear Transfer Demand Shear Transfer Length 2 Shear Transfer Stress SILL ANCHORAGE Load Demand Shear Transfer Length 1 Sill Anchorage Stress DIAPHRAGM ANALYSIS Load Demand Diaphragm Length Diaphragm Width Chord Force Diaphragm Stress 155000 pounds 43 6 feet 355 5 pounds/foot < 430 Ib/ft 1 /2" STR I Ply w/8d @ 4"o/c @ edges 155000 pounds 95 0 feet 163 2 pounds/foot < 168 Ib/ft Simpson A35 @ 32" o/c 15500 0 pounds 90 0 feet 172 2 pounds/foot < 195 Ib/ft 5/8" Anchor Bolts @ 72" o c 310000 pounds 95 0 feet 76 0 feet 3,1000 pounds 163 2 pounds/foot < 240 Ib/ft 3/4" STR 1 Ply unblocked w/lOd @ 6" o/c @ sup edges Case 1 OVERTURNING MOMENT. Load Demand (each wall) OT Length of Wall Height of Wall O T Moment Above O T Moment @ Base Uniform Dead Load Point Load at Ends Resisting Moment Tension Uplift 1 3154 pounds 3 7 feet 140 feet 0 0 foot-pounds 18415 1 foot-pounds 528 0 pounds/foot 0 0 pounds 36142 foot-pounds 4,097 9 pounds I I I I I I I I I I I I I I I FICCADENTI & WAGGONER Consulting Structural Engineers, Inc 16969 Von Karman Suite 240 Irvine CA 92614 Tel (949)4740502 Fax (949) 474 1801 Job Name_ Job No Designer _ Date Carlsbad Offices A02-088 MES July 2002 Preliminary SHEAR WALL EVALUATION x- C-v- ROOF (FLOOR OR ROOF) 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 4 Sheathing Stress SHFAR 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 155000 pounds 25 2 feet 6151 pounds/foot < 730 Ib/ft 1 /2" STR I Ply w/8d @ 2"o/c @ edges 155000 pounds 55 0 feet 281 8 pounds/foot < 338 Ib/ft Simpson A35 @ 16" o/c 155000 pounds 55 0 feet 281 8 pounds/foot < 293 Ib/ft 5/8" Anchor Bolts @ 48" o c 310000 pounds 95 0 feet 76 0 feet 3,1000 pounds 163 2 pounds/foot < 240 Ib/ft 3/4" STR 1 Ply unblocked w/lOd @ 6" o/c @ sup edges Case 1 OVERTURNING MOMENT. Load Demand (each wall) O T Length of Wall Height of Wall O T Moment Above O T Moment @ Base Uniform Dead Load Point Load at Ends Resisting Moment Tension Uplift- 2 275 8 pounds 3 7 feet 140 feet 0 0 foot-pounds 31 861 1 foot-pounds 528 0 pounds/foot 0 0 pounds 36142 foot-pounds 7,732 0 pounds I I I I I I I I I I I I I I I I I I FICCADENTI & WAGGONER Consulting Structural Engineers, Inc Job Name Carlsbad Offices Job No A02-088 16969 Von Karman Suite 240 Irvine CA 92614 Tel (949) 474 0502 Fax (949)474 1801 Designer Date MES July 2002 Preliminary SHEAR WALL EVALUATION ROOF (FLOOR OR ROOF) GRID LINE 1 SILL CONNECTION ANCHOR BOLTS (ANCHOR BOLTS LAG SCREWS OR SILl NAILS) PLYWOOD ORIENTATION TO WALL PERP (PARA OR PERP) SHEATHING Load Demand Wall Length 3 Sheathing Stress SHEAR TRANSFER. Shear Transfer Demand Shear Transfer Length 3 Shear Transfer Stress SILL ANCHORAGE Load Demand Shear Transfer Length 2 Sill Anchorage Stress DIAPHRAGM ANALYSIS Load Demand Diaphragm Length Diaphragm Width Chord Force Diaphragm Stress 155000 pounds 33 6 feet 461 3 pounds/foot < 550 Ib/ft 1 /2" STR I Ply w/8d @ 3"o/c @ edges 155000 pounds 76 0 feet 203 9 pounds/foot < 225 Ib/ft Simpson A35 @ 24" o/c 155000 pounds 76 0 feet 203 9 pounds/foot < 219 Ib/ft 5/8" Anchor Bolts @ 64" o c 310000 pounds 75 0 feet 95 0 feet 4,908 3 pounds 206 7 pounds/foot < 320 Ib/ft 3/4" STR 1 Ply unblocked w/lOd @ 6" o/c @ sup edges Case 3 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 Tension Uplift- 1,7068 pounds 3 7 feet 140 feet 0 0 foot-pounds 23 895 8 foot-pounds 208 0 pounds/foot 0 0 pounds 1 423 8 foot-pounds 6,1120 pounds I p I I I I I I I I I I I I I I I k I FICCADENTI & WAGGONER Consulting Structural Engineers, Inc 16969 Von Karman Suite 240 Irvine CA 92614 Tel (949)4740502 Fax (949)474 1801 Job Nome Job No Designer _ Date Carlsbad Offices A02-088 MES July 2002 Prelim/nary SHEAR WALL EVALUATION ROOF (FLOOR OR ROOF) T2-, ^GRID LINE 4 SILL CONNECTION ANCHOR BOLTS (ANCHOR BOLTS LAG SCREWS OR SILL NAILS) PLYWOOD ORIENTATION TO WALL PERP (PARA OR PERP) Load Demand Wall Length Sheathing Stress SHEAR TRANSFER. Shear Transfer Demand Shear Transfer Length 4 Shear Transfer Stress SILL ANCHORAGE Load Demand Shear Transfer Length 4 Sill Anchorage Stress DIAPHRAGM ANALYSIS Load Demand Diaphragm Length Diaphragm Width Chord Force Diaphragm Stress 155000 pounds 36 0 feet 430 6 pounds/foot < 550 Ib/ft 1 /2" STRI Ply w/8d @ 3"o/c @ edges 155000 pounds 65 0 feet 238 5 pounds/foot < 338 Ib/ft Simpson A35 @ 16" o/c 155000 pounds 50 0 feet 3100 pounds/foot < 440 Ib/ft 5/8" Anchor Bolts @ 32" o c 310000 pounds 93 0 feet 1270 feet 5,291 7 pounds 166 7 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 Tension Uplift 1 593 1 pounds 3 7 feet 140 feet 0 0 foot-pounds 22 302 8 foot-pounds 208 0 pounds/foot 0 0 pounds 1 423 8 foot-pounds 5,681 5 pounds DATE July 2002 CONT NO A02-088 Carlsbad Office HD6A c_vr BY_ WES SHEET NO —)—,/.-_ Load = (5510)(1 4X1 1) = 84850 Anchor Bolt Design Bolt Steel Properties ASTM Specification, A36 Diameter, d 7/8' in Yield Stress, fy 36 ksi Ultimate Tensile Stress, fut 58 ksi Stress Area Calculation Corrosion Allowance, Ca 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 18 225 k Shear, Vs 15 188 k BoH 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 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 Pultout Cone Area, Tension, Shear, Concrete Unity Check (1/40 (CPu/Pc), (1/<t>) (CVuA/c), (1/<)>) [(CPu/Pc)2+ (CVu/Vc)2]. Code fc 3,000 psi Normal Weight X 1 00 fy 60 ksi NO <)> 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 I I Carlsbad Office THDIOA DATE _J4[y 2002 CONJ_NO _A02-088_ BY _ MES~~ ~( SHEET NO •—,; . Load = (9900)(1 4)(1 1) = 15246# Anchor Bolt Design Per 1997 Uniform Builiding Code Bolt Steel Properties ASTM Specification, A36 Diameter, d 7/8' in Yield Stress, fy 36 ksi Ultimate Tensile Stress, fut 58 ksi Stress Area Calculation Corrosion Allowance, Ca 0100m Threads per Inch, n 9 Effective Diameter, deff- 0 667 in Effective Stress Area, Ab 0 349 in* Ultimate Bolt Loads Tension, Pu 16 000 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, 0771 <=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'l Hairpin Remf Req'd, Ultimate Concrete Loads Tension, Shear, Ultimate Concrete Capacity Net Pulkxit Cone Area, Tension, Shear, Concrete Unity Check (1/4>) (CPu/Pc), (1/<t>) (CVu/Vc). (1A|>) l(CPu/Pcf + (CVuA/c)2], fc 3,000 psi Normal Weight X 100 fy 60 ksi NO <|> 065 de 3 000 in de/d 3 429 OK de 3 000 in de/d 3 429 OK As 0 000 in2 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 I Carlsbad Office "HD14A DATE July 2002 CONT NO _A02-088 BY MES _CHKD SHEET NO _-, - Load = (13380)(1 4)(1 1) = 20605* Anchor Bolt Design Bolt Steel Properties ASTM Specification, A36 Diameter, d 1" in Yield Stress, fy 36 ksi Ultimate Tensile Stress, fut 58 ksi Stress Area Calculation Corrosion Allowance, Ca 0100m Threads per Inch, n 8 Effective Diameter, deff- 0 778 in Effective Stress Area, Ab 0 476 in' Ultimate Bolt Loads Tension, Pu 16 000 k Shear, Vu 0 000 k Ultimate Bolt Capacity Tension, Ps 24 829 k Shear, Vs 20691 k BoK Unity Check (Pu/Ps)2 + (Vu/Vs)2. 0 415 <=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/<|>) (CPu/Pc), (1/<|>) (CVuA/c), (1/<t>) [(CPu/Pc)2* (CVuA/c)2], Code fc 3,000 psi Normal Weight X 1 00 fy 60 ksi NO 4> 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 0000 k 0 426 <=1 OK 999 999 >1 NG 999 999 >1 NG I I FICCADENTI & WAGGONER Consulting Structural Engineers, Inc 16969 Von Karman, Suite 240 Tel (949) 474-0502 DESIGNER ^1"' x Irvine, CA 92614 Fax (949) 474-1801 PAGE "7 ul I r^ "'-.., ^^ < I I I I • _i--T-<^ -_ •p^o* |PC"TCT ,-r - ,_.,*-I I 4^ C' I S^ - (. OS> C-^ ,/ • jl >C>> ST | J_--r...r I I I I I PROJECT <e ' «- DATE / t"l_ 1 I I I I I I I I I I I I I I I IP I FICCADENTI & WAGGONER Consulting Structural Engineers, Inc 16969 Von Karman. Suite 240 Tel (949) 474-0502 Irvine, CA 9261 4 Fax (949) 474-1801 . O> S"S~ 0 -7 ^ 0 VO O PROJECT DATE z DESIGNER . PAGE CP y uu I I I I I I I I 1 I k I F1CCADENT1 & WAGGONER Consulting Structural Engineers, Inc 16969 Von Karman, Suite : Irvine, CA 92614 Fax (949)474-1801 X ( C; PROJECT DATE M< J DESIGNER ^t- *•* *•> PAGE ~~?(- I I ','"<•I I I I I I I I I I I I I I I I 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 "~7 ' ' DESIGNER . PAGE ' 1 b «-nr c. -v Ct-^-V J tip I 14, I I <oI I I I I I I i \' I I I I I I I I I FICCADENTI & WAGGONER Consulting Structural Engineers, Inc 16969 Von Karman, Suite 240 Tel (949)474-0 Irvine, CA 92614 Fax (949) 474-1801 MJ FV -?. £) C . /• c7N>CccN>~2''0> 8 , ~] A- ^° ^. ^ 3 ' H lo, s f *^'! H PROJECT ._'<=) f DESIGNER PAGE *? ' l/S^T") -^ -7 c. e-c/ CS.^O C^- I FICCADENTI & WAGGONER Consulting Structural Engineers, Inc PROJECT • P i i i i i i i i I *I --^ i ^; i ^ 1 6969 Von Karman, Suite 240 Tel (949)474-0502 DESIGNER - *- *- Irvine, CA 9261 4 Fax (949) 474-1801 PAGE -g ,.g >-»_* I 1 r' I I 1 1i 1 1 • • _ • 1 XJ A FICCADENTI & WAGGONER Consulting Structural Engineers, Inc PROJECT DATE 16969 Von Karman, Suite 240 Tel (949) 474-0 Irvine, CA 92614 Fax (949) 474-1801 DESIGNER PAGE US v TS ' HY ,1 A-oo- UcO "=- 'Pi,* -p-j-^ 0 ' C-j If ^ J -_ (_ I I I I I I I I 'i\ I I I I I I I I I FICCADENTI & WAGGONER Consulting Structural Engineers, Inc 16969 Von Karman, Suite 240 Tel (949) 474-0502 Irvine. CA 92614 Fax (949) 474-1801 PROJECT C.- ^n. ^ DATE ~~~7 I t DESIGNER PAGE P< A. I I 7'~~"\I I I I I I I I \ I I I I I I I " \I) I 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 User KW-0601912 Vat 5 1 3 22 JurvlW Win32 (C) 1983-99 ENERC ALC Single Span Beam Analysis Page 1 c \proiect5\corlsbod offce complex\beoms ecw Description Column at High Parapet HSS5x5x3/8 General Information \ Center Span 1400ft Left Cantilever ft Right Cantilever 8 00 ft Moment of Inertia Elastic Modulus Beam End Fixity 16900 in4 29,000 ksi Pin-Pin Point Loads jj Magnitude k Location 9 000 ft -0750 k 22000 ft k k ft ft k ft Query Values j Center Location Moment Shear Deflection 8000ft 3 43 k-ft 043k -0 26594 in Left Cant 0000ft 000k ft 000k 0 00000 in Right Cant 0000 ft 000 k-ft 000 k 000000 in | Summary Moments Max + @ Center Max - @ Center @ Left Cant @ Right Cant Maximum = | • 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 0 00 ft ® R'9nt Maximum Deflections @ Center @ Left Cant @ Right Cant 043k 075 k 075 k -0 266 in at 0 000 in at 1 237 in at Reactions @ Left @ Right 808ft 000ft 2200ft 043k -1 18k I I I I I I I I I I I I I I I I I I I FICCADENTI & WAGGONER Consulting Structural Engineers, Inc 16969 Von Karman, Suite 240 Tel (949)474-0502 Irvine, CA 92614 Fax (949)474-1801 X M M'sT -- I S<l,o. 10.0 (.CXCj i M jjl^c sC i-s fe . .19-0 <—PROJECT DATE — ~f DESIGNER PAGE <£•-( ItO tO "i I I I I I I I I FICCADENTI & WAGGONER Consulting Structural Engineers, Inc PROJECT . DATE 16969 Von Karman, Suite 240 Tel (949) 474-0502 DESIGNER . .& *i^<™,. ;;;'?,• '<•'<"*'* Irvine, CA 92614 \ Fax (949) 474-1801 PAGE. _ I f i Y. - — — -- ^ - . — —Rv^-^ '^•t-^l (-2-1<*<**=j o-oJ^QH^-^cK^l-i-j cX/-^<-CO \ • I I CARLSBAD OFFICES Building E Structural Calculations Job No. A02-088 AUGUST 20, 2002 Revised 9/19/2002 Prepared by FICCADENTI & WAGGONER Consulting Structural Engineers, Inc 16969 Von Karman, Suite 240 Tel (949)474-0502 Irvine, CA 92614 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 E Gary E Landingham Kevin L McCoy Roger C Lee Douglas A Hilts David S Pomerleau Vincent DeVita Wing K Suen Dana M Hennis Chad W M M Sakai Mario Giampa Ahmad S Kamrany Kirsten L Zeydel Kent C Forsythe Juan F Garcia Sil H Garcia Northern California Office 3100 Oak Rd Suite 390 Walnut Creek, CA 94596 Tel (925) 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 Page 9 Page 11 Page 12 Page 13 Page 14 Page 15 Page 17 Page 21 Page 24 Page 27 Page 30 Page 33 Ficcadenti & Waggoner, Inc -Tic^ c - U' Ficcadenti Waggoner, Inc CARLSBAD OFFICES PAGE—' JOB NO A02-088 BY _MES_ DATE 8/16/2002 CHK' D DATE TYPICAL DEAD & LIVE LOADS: Roof Loads Roofing Material 22 Psf Future Roof 1 0 Psf Plywood (3/4") 22 Psf Insulation 1 5 Psf Joist (32" o/c) 1 9 Psf Glulam Beams 19 Psf HVAC 30 Psf Sprinklers 20 Psf Suspended Accoustical Ceiling 1 8 Psf Misc 05 Psf 4th Level Dead Load 180 Psf Use 180 Psf Live Load Roof (Reducible) 200 Psf Total Load "380 Psf Vertical Loads >,~ c • \r Ficcadenti Waggoner, Inc CARLSBAD OFFICES PAGE_r2_— JOB NO A02-088 BY MES DATE 8/16/2002 CHK'D 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) 200 Plf Interior Partitions (Seismic) 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 1128AM, 19AUG02 Description Scope S3fefcsl'a"w"W2 Timber Cantilevered Beam Syste^ro]ectsLcar|sbadofficecomD|^be p o a^ j Description Building C E Beam Ln B (1 General Information Fb Base Allow Fv and 4) Calculations are designed to 1997 NDS and 1997 UBC Requirements I 2,400 0 psi Elastic Modulus 1 ,800 0 ksi Live loads placed for maximum values 1650psi Load Duration Factor 1000 Cantilevers assumed unbraced for Fb calc Column Bay & Beam Data j Column Spacing Actual Span Left Cantilever Right Cantilever Beam Width Beam Depth Member Type ft ft ft ft in in 0 00 31 60 2560 6750 22500 3luLam 31 80 600 600 6750 27000 3luLam 31 60 2560 6750 22500 3luLam Moments 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 990 #/ft #/ft #/ft #/ft ft ft 74800 44800 1000 600 1700 820 -1139 -1072 74800 44800 884 , i 66800 40000 8000 4800 11 30 Stresses | Fb Allowable fb Actual Max Shear Fv Allowable fv Actual psi psi Ibs psi psi 2,1496 2,085 6 OK 15,4899 16500 15299 ShearOK 2,065 4 1,6668 OK 19,9335 16500 16406 ShearOK 2,1496 1,8623 OK 14,2780 16500 141 02 ShearOK Reactions 1 Max Left Reaction Max Right Reaction Deflections Center DL Maximum Left Cant DL Maximum Right Cant DL Maximum Ibs Ibs 15,4899 15,3985 in in in in in in -0633 -1 012 43,063 9 41,5998 -0106 -0623 -0 126 -0516 -0112 -0489 14,2780 13,7401 I -0566 -0906 To specify your title block on Title Job # these five lines, use the SETTINGS Ds9nr Date 11 30AM> 19 AUG °2 .. . Descriptionselection on the mam menu and enter your title block information Scope will be printed on each page User -KW-0601912 Ver 5 1 3 22Jun-l999 Wn32 TllTlber BSaiTI & JOISt Page 1 (0 1983 99 ENERCALC »~w~ c Ygroiects \cgrlsbad office complex \beams ecw Description Building C E Roof Beam Ln 1 and 4 (B) Timber Member Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Timber Section Beam Width Beam Depth Le Unbraced Length Timber Grade Fb - Basic Allow Fv - Basic Allow Elastic Modulus Load Duration Factor Member Type Repetitive Status Center Span Data Span Dead Load Live Load Point #1 DL LL @X Results Mmax @ Center @ X = fb Actual Fb Allowable fv Actual Fv Allowable 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 Beam Ln 1 4 (B) 5125x180 5 125 18000 900 Douglas Fir 24F-V 2,400 0 1650 1 ,800 0 1 250 GluLam No ft #/ft #/ft Ibs Ibs ft 900 20000 8000 9,700 00 7,760 00 5750 Ratio = 0 9462 in-k ft psi psi psi psi 46506 576 1 ,680 4 2,901 8 Bending OK 195 1 2063 Shear OK I Ibs Ibs Ibs Ibs Ibs Ibs 4,402 78 3,16222 7,565 00 7,097 22 5,31778 1241500 _ __ I in in in ft -0058 1 ,870 5 -0044 2,478 5 -0101 4824 1,0660 To specify your title block on Title Job # these five lines, use the SETTINGS P,30™ Date 1 1 30AM, 1 9 AUG 02 Descriptionselection on the mam menu and enter your title block information Scope will be printed on each page Rev 510300 _ . — o . . Pano 1 b User KW0601912 VerS 13 22 Jun-1999 Win32 TlJTIDBr D63IH & JOISt rayc B (c) 1983 99 ENERCALC c \Droiects\CQrlsbad offiC8 complex \beamsecwS Description Building C E Roof Beam Ln 4 (A and B) Timber Member Information Calculations are designed to 1997 NDS and 1997 UBC Requirements j 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 >eam Ln 4 (A an 5125x120 5 125 12000 1600 Douglas Fir 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 ft #/ft #/ft 1600 26000 8000 Ratio = 0 3669 \ m-k ft psi psi psi psi 13056 800 1,061 5 2,892 7 Bending OK 584 2063 Shear OK i Ibs Ibs Ibs Ibs Ibs Ibs 2,080 00 64000 2,720 00 2,080 00 64000 2,720 00 Deflections | Center DL Defl L/Defl Ratio Center LL Defl UDefl Ratio Center Total Defl Location L/Defl Ratio in in in ft -0289 6653 -0089 2,1622 -0377 8000 5087 c To specify your title block on Title these five lines, use the SETTINGS Ds9"r . . .. . Descriptionselection on the mam menu and enter your title block information Scope will be printed on each page Job# Date 11 32AM, 19AUG02 U?er KW-0601912 Vsr5 13 2JJun-1999 Win32 TllTlber 863111 & JOISt P&^B 1 1 (0 tw3 99 ENERCALC " c \projects\carlsbacl office complex\beams ecw Jj Description Building C E 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 in in ft psi psi ksi •earn Ln A (1 an 6x12 5500 11 500 11 00 Douglas Fir - Larch 1 ,350 0 850 1 ,600 0 1 250 Sawn No Center Span Data |j Span Dead Load Live Load Results Mmax @ Center @X = fb Actual Fb Allowable fv Actual Fv Allowable ft #/ft #/ft 11 00 50000 32000 Ratio = 0 8375 in-k ft psi psi psi psi 14883 550 1 ,227 7 1 ,663 5 Bending OK 890 1063 Shear OK J Reactions j| @ 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 2,750 00 1 ,760 00 4,51000 2,750 00 1 ,760 00 4,51000 in in in ft -0 148 8938 -0095 1 ,396 6 -0242 5500 5450 .,. ...1 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 32AM, 19AUG02 Rav 510300 User KW0601912 Vor5 I 3 2? Jun 1999 Win32 (Q198399ENERCALC Timber Beam & Joist Page 1 c \proiects\carlsbQcl office complex \ beams ecw Description Building C E Roof Beam Ln 1 (A and B) Timber Member Information Calculations are designed 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 >eam Ln 1 (A an 6x8 5500 7500 11 00 )oug!as Fir - Larch 1 ,350 0 850 1 ,600 0 1250 Sawn No to 1997 NDS and 1997 UBC Requirements j| 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 ft #/ft #/ft 11 00 22000 8000 Ratio = 0 6310 in-k ft psi psi psi psi 5445 550 1,0560 1 ,673 4 Bending OK 533 1063 Shear OK Ibs Ibs Ibs Ibs Ibs Ibs 1,21000 440 00 1 ,650 00 1,21000 44000 1 ,650 00 in in in ft -0234 5635 -0085 1 ,549 6 -0319 5500 4132 ^^^^^^^^^^^^^^^J \ I To specify your title block on Title these five lines, use the SETTINGS |>sanr .. , Descriptionselection on the mam menu and enter your title block information Scope will be printed on each page Rev 510300 -r- i_ pi n I User KW060]9l2.Ver5 13 22 Jun 1999 Win32 TimDGr B63ITI CX JOIST Description Building C E Roof Beam Ln A (3 and 4) Timber Member Information Calculations are designed 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 Job# Date 11 32AM, 19AUG02 Page 1 k c \Droiects\carlsbad office comDlex\beams ecwjl to 1997 NDS and 1997 UBC Requirements j| .earn Ln A (3 an 5125x150 5 125 15000 1400 Douglas Fir 24F - V 2,400 0 1650 1 ,800 0 1250 GluLam No Center Span Data jj 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 UDefl Ratio Center LL Defl L/Defl Ratio Center Total Defl Location L/Defl Ratio ft #/ft #/fl 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 Ibs Ibs Ibs Ibs Ibs Ibs 3,780 00 2,10000 5,880 00 3,780 00 2,10000 5,880 00 in in in ft ......I 1 1 -0180 9339 -0100 1,681 0 -0280 7000 6004 feo To specify your title block on Title Job # these five lines, use the SETTINGS Ds9"r Dale 1 1 30AM. 19 AUG °2 Descriptionselection on the mam menu and enter your title block information Scope will be printed on each page ; Rev 510300 _. , _. « . • . Pa no 1 b User KW060I912 Ver5 13 22Jun-1999 Win32 1111106^^ 863111 & JOISI 9 1 (01983 99 ENERCALC ** »» ww «. c \oroiects\carlsbad office comDlex\beams ecw I Description Building A B C D E Roof Header (Perpendicular) Timber Member Information Calculations are designed to 1997 NDS and 1997 UBC Requirements | Timber Section Beam Width Beam Depth Le Unbraced Length Timber Grade Fb - Basic Allow Fv - Basic Allow Elastic Modulus Load Duration Factor Member Type Repetitive Status Center Span Data Span Dead Load Live Load Results Mmax @ Center 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 Header (Perp) 6x10 5500 9500 800 Xxjglas Fir - Larch 1,3500 850 1,6000 1250 Sawn No ft #/ft #/ft 1 800 52000 40000 Ratio = 0 8034 m-k ft psi psi psi psi 1 8832 400 1,0676 1,6741 Bending OK 854 1063 Shear OK Ibs Ibs Ibs Ibs Ibs Ibs 1 2,080 00 1,60000 3,680 00 2,08000 1,60000 3,680 00 in in in ft 1 -0076 1,2595 -0059 1,6374 -0135 4000 711 9 To specify your title block on Title these five lines, use the SETTINGS °s9nr, .. Date 1 1 Descriptionselection on the main menu and enter your title block information Scope will be printed on each page Job# 31AM, 19AUG02 User KW-0601912 Ver5 13 22 Jun-1999 Win32 TimbSrBSSffl & JOJSt Page 1 • (c)i98399ENERCALC c \Droiects\cartsbad office comDlex\beams ecw I Description Building ABODE Roof Header (Parallel) Timber Member Information Calculations are designed to 1997 NDS and 1997 UBC Requirements | Timber Section Beam Width Beam Depth Le Unbraced Length Timber Grade Fb - Basic Allow Fv - Basic Allow Elastic Modulus Load Duration Factor Member Type Repetitive Status in in ft psi psi ksi Header (Paralle 6x8 5500 7500 800 >ouglas 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 Reactions @ Left End DL LL Max DL+LL @ Right End DL LL Max DL+LL ft m#m 800 22000 8000 Ratio = 0 3483 in-k ft psi psi psi psi 1 2880 400 5585 1,6776 Bending OK 370 1063 Shear OK 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# Date 538PM, Rev 510301 User KW-060I912 Vef 5 I 3 22 Jun 1W9 Win32 Cc)196399ENERCALC Steel Beam Design Page 1 c \ec\carlsbad ecw Calculations 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 | Distributed Loads #1 #2 DL 0 205 LL 0 205 ST Start Location End Location Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements b Fy 4600ksi Pmned-Pmned Load Duration Factor 1 00 Elastic Modulus 29,000 Oksi LL & ST Act Together 1 #3 #4 #5 #6 #7 k/ft k/ft k/ft ft ft IB Summary 1 ^•••gMM^^jOPfflMJi^ Using TS1 2X4X1/4 section, Span = 20 00ft, Fy = 46 Oksi End Fixity = Pmned-Pinned, Lu = 0 00ft, LDF = 1 000 Actual Moment fb Bending Stress fb/Fb Shear fv Shear Stress fv/Fv 20 500 k-ft 1 1 622 ksi 0383 1 4100k 0 683 ksi 0 037 : 1 Beam OK Static Load Case Governs Stress Left Cant = 5 00ft, Right Cant = 000ft Allowable 53 552 k-ft 30 360 ksi 55 200 k 18400 ksi Max Deflection -0401 in Length/DL Defl 7486 1 Length/(DL+LL Defl) 3743 1 Force & Stress Summary 1 «-- These columns are Dead + Live Load placed as noted --» Max M + Max M- Max M @ Left Max M @ Right Shear @ Left Shear @ Right Center Defl Left Cant Defl Right Cant Defl Query Defl @ Reaction @ Left Reaction @ Rt Fa calc'd per 1 5-1 Section Properties Depth Width Thickness Area Maximum 20 50 k-ft 410k 4 10 k -0 401 m 0 321 in 0 000 in 0000ft 410 4 10 K*L/r < Cc TS1 2X4X1/4 12 000 in 4 000 in 0 250 in 7 59 in2 DL Only « 1025 205 205 -0200 0160 0000 0000 205 205 Weight l-xx l-yy S-xx S-yy LL 9 Center 2050 410 410 -0401 0321 0000 0000 410 410 LL+ST @ Center -0401 0321 0000 0000 4 10 410 25 78 #/ft 12700m4 22 30 in4 21 167m3 11 150 in3 LL @ Cants 1025 205 205 -0200 0 160 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 4091 in 1 714 in FICCADENTI & WAGGONER Consulting Structural Engineers, Inc 1 6969 Von Karman, Suite 240 Tel (949) 474-0502 Irvine, CA 9261 4 Fax (949) 474-1801 PROJECT DATE , ?l 1 '•s^i CS f *"l _ DESIGNER — PAGE _ .l_ I H Ci is. » 1^ o c,T FICCADENTI & WAGGONER Consulting Structural Engineers, Inc. 16969 Von Karman, Suite 240 Tel (949) 474-0502 Irvme, CA 92614 Fax (949) 474-1801 PROJECT. DATE DESIGNER PAGE C • i U ^ bT r: 2-B SI--*- ">- ' (" -ui \t UV<^- M~S 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 DESIGNER PAGE ' L- I v - FICCADENTI & WAGGONER Consulting Structural Engineers, Inc 1 6969 Von Karman, Suite 240 Tel (949)474-0502 Irvine, CA 92614 Fax (949) 474-1801 PROJECT - DATE "7 / DESIGNER - PAGE _ L C, , ^ t -y-2..o y; -fig, ^4- i.o-v "5 4- S-o t I -o A-, V V5TO 88 O O » a 7 7X ^ (D U £ tr it §o CO •^ CO x-dimension =y-dimension =0 0 1O 10 ft (measured from x-axis)ft (measured from y-axis)distance y= 0distance x= 0ated atated atoo n n o o n n o *.a nD o £ Eo o fc t- S S *: i 83 n n "o Torsion less Accidentft (measured from x-axis)ft (measured from y axis)distance y= 38 00distance x= 48 50ated atated ato o S S 11 II II §) ^O D tQ n S^ OO O n n ss Torsion plus Acclden«= *= CO CO II II 9 ^ >• X dity (measured fromdity (measured from6V5g S o o c c 6-61 o <D J2 0) 1 Q. O O I 2 S: h= CM UJ ~S 5 it > ^ UJ tn JADING IN ftF Ftpc? 1 Q it X £ UJ (A LOADING IN ftR/Rt F FtpPOLAR MOMENT OF INERTIARxY RyX Rd2RELATIVE RIGIDITYRx Ryo CENTROICXll _l UJ * * |'-|SS8J|8SP SSSSSSSSSRSSS ooooooooooooo g &C>OOI>OOOC>C>°C?C>C> ooooooooooooo CN CM ' — • — i — cOcO-^'^O-O-OO 3 CM<NCM(NCM(NtOCMCN(NCNCMCM £j "????R83"SS ««es«««s«CKtf« asKSRssaa-sssss OQ co ^~ |~~ | co to r^_ fv f^ O O f«-_ •5I^IiOiOiO'-tOCN<CMI>C>OC> (OfOr--r--.r--.co^N'fN'^N'1 — lOiOi — OOOOOOOOOOOOO OOOOOOOOOOOOO ooooooooooooo OOCMCNCN-OCN-OO-OCNCM-O OOOOOOOOOOOOO ggooogogggggg ooooooooooooo 10 1 .E c c c c c c c c c f £ iiiiiiiiillii iBBBBJ.a'ijIsI^ •OoOOOCO-O-O(OcO(OCOcOCO-Ojr•oooeoco-oooomooooOOOOOCO ^^TQ^I^I^COJ^ OOOOOCOCOCOCOCOOOCOOO ooooooooooooo sssssa^sssssa ?????,BBSS!iB« ooooooooooooo ggggggggggggg g||§gSEE|55ES •O^^^OCD O-Q^J-QOOOcp ^_ ,— ,— w L?5 o-oco-o-o-oiFS !"!!!!!!!!!! ooooooooooooo ooooooooooooo ooooooooooooo ooooS§ 88SSS8So oo-ooo-oo ooooooooooooo ^ffl-^-^f^'^l-^-^f iiiiiiiiiiiii 1 CO o o CO 1 OOg CM o 0 to o to CM o IO o Z)to xo 2 O Wo Ui X vb ex 9 vb FICCADENTI & WAGGONER Consulting Structural Engineers, Inc Job Name Carlsbad Offices Job NO A02-088 16969 Von Karman Suite 240 Irvine CA 92614 Tel (949)4740502 Fax (949)474 1801 Designer- Date MES July 2002 Preliminary SHEAR WALL EVALUATION ROOF (FLOOR OR ROOF) GRID LINE A <jrlZ.»D U»«e C SILL CONNECTION ANCHOR BOLTS (ANCHOR BOLTS, LAG SCREWS OR SILL NAILS) PLYWOOD ORIENTATION TO WALL PARA (PARA OR PERP) SHEATHING Load Demand Wall Length 2 Sheathing Stress SHEAR TRANSFER. Shear Transfer Demand Shear Transfer Length 2 Shear Transfer Stress SILL ANCHORAGE Load Demand Shear Transfer Length 1 Sill Anchorage Stress DIAPHRAGM ANALYSIS Load Demand Diaphragm Length Diaphragm Width Chord Force Diaphragm Stress 157500 pounds 43 6 feet 361 2 pounds/foot < 430 Ib/ft 1/2" STRI Ply w/8d @ 4"o/c @ edges 155000 pounds 95 0 feet 163 2 pounds/foot < 168 Ib/ft Simpson A35 @ 32" o/c 155000 pounds 90 0 feet 172 2 pounds/foot < 195 Ib/ft 5/8" Anchor Bolts @ 72" o c 310000 pounds 95 0 feet 76 0 feet 3,1000 pounds 163 2 pounds/foot < 240 Ib/ft 3/4" STR 1 Ply unblocked w/lOd @ 6" o/c @ sup edges Case 1 OVERTURNING MOMENT Load Demand (each wall) OT Length of Wall Height of Wall O T Moment Above O T Moment @ Base Uniform Dead Load Point Load at Ends Resisting Moment 1,3366 pounds 3 7 feet 140 feet 0 0 foot-pounds 18 7122 foot-pounds 528 0 pounds/foot 0 0 pounds 36142 foot-pounds Tension Uplift-4,1782 pounds FICCADENTI & WAGGONER 1 Consulting Structural Engineers, Inc 16969 Von Karman Suite 240 Irvine CA 92614 Tel (949)4740502 Fax (949)474 1801 Job Name Job No Designer _ Date Preliminary SHEAR WALL EVALUATION Carlsbad Offices A02-088 MES July 2002 ROOF (FLOOR OR ROOF) BuiLDiiOfrDUlLDINCrGRID LINE C SILL CONNECTION ANCHOR BOLTS #RJ D U M £ (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 157500 pounds 25 2 feet 625 0 pounds/foot < 730 Ib/ft 1 /2" STR I Ply w/8d @ 2"o/c @ edges 155000 pounds 55 0 feet 281 8 pounds/foot < 338 Ib/ft Simpson A35@ 16"o/c 155000 pounds 55 0 feet 281 8 pounds/foot < 293 Ib/ft 5/8" Anchor Bolts @ 48" o c 310000 pounds 95 0 feet 76 0 feet 3,1000 pounds 163 2 pounds/foot < 240 Ib/ft 3/4" STR 1 Ply unblocked w/lOd @ 6" o/c @ sup edges Case 1 OVERTURNING MOMENT. Load Demand (each wall) OT Length of Wall Height of Wall O T Moment Above O T Moment @ Base Uniform Dead Load Point Load at Ends Resisting Moment 2,3125 pounds 3 7 feet 140 feet 0 0 foot-pounds 32,375 0 foot-pounds 528 0 pounds/foot 0 0 pounds 36142 foot-pounds Tension Uplift 7,870 9 pounds FICCADENTI & WAGGONER Consulting Structural Engineers, Inc 16969 Von Karman Suite 240 Irvine CA 92614 Tel (949) 474-0502 Fax (949)474 1801 Job Name Job No Designer Date Carlsbad Offices A02-088 MES July 2002 Preliminary SHEAR WALL EVALUATION ROOF (FLOOR OR ROOF) 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 3 Sheathing Stress SHEAR TRANSFER. Shear Transfer Demand Shear Transfer Length 3 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 157500 pounds 29 5 feet 533 9 pounds/foot < 550 Ib/ft 112" STR I Ply w/8d @ 3"o/c @ edges 155000 pounds 76 0 feet 203 9 pounds/foot < 225 Ib/ft Simpson A35 @ 24" o/c 155000 pounds 68 0 feet 227 9 pounds/foot < 293 Ib/ft 5/8" Anchor Bolts @ 48" o c 310000 pounds 75 0 feet 95 0 feet 4,908 3 pounds 206 7 pounds/foot < 320 Ib/ft 3/4" STR 1 Ply unblocked w/lOd @ 6" o/c @ sup edges Case 3 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 1,9754 pounds 3 7 feet 140 feet 0 0 foot-pounds 27 655 9 foot-pounds 208 0 pounds/foot 0 0 pounds 1,4238 foot-pounds Tension Uplift 7,1283 pounds FICCADENTI & WAGGONER Consulting Structural Engineers, Inc 16969 Von Karman Suite 240 Irvine CA 92614 Tel (949)4740502 Fax (949)474 1801 Job Name Job No Designer _ Date Carlsbad Offices A02-088 MES July 2002 Preliminary SHEAR WALL EVALUATION ROOF (FLOOR OR ROOF) GRID LINE 4 SILL CONNECTION ANCHOR BOLTS (ANCHOR BOLTS. LAG SCREWS OR SILL NAILS) PLYWOOD ORIENTATION TO WALL PERP (PARA OR PERP) SHEATHING Load Demand Wall Length 3 Sheathing Stress SHEAR TRANSFER. Shear Transfer Demand Shear Transfer Length 4 Shear Transfer Stress SILL ANCHORAGE Load Demand Shear Transfer Length 4 Sill Anchorage Stress DIAPHRAGM ANALYSIS Load Demand Diaphragm Length Diaphragm Width Chord Force Diaphragm Stress 157500 pounds 36 0 feet 437 5 pounds/foot < 550 Ib/ft 1/2" STRI Ply w/8d @ 3"o/c @ edges 155000 pounds 65 0 feet 238 5 pounds/foot < 338 Ib/ft Simpson A35@ 16"o/c 155000 pounds 50 0 feet 3100 pounds/foot < 440 Ib/ft 5/8" Anchor Bolts @ 32" o c 310000 pounds 93 0 feet 1270 feet 5,291 7 pounds 166 7 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 1 6188 pounds 3 7 feet 140 feet 0 0 foot-pounds 22 662 5 foot-pounds 208 0 pounds/foot 0 0 pounds 1,423 8 foot-pounds Tension Uplift 5,778 7 pounds DATE July 2002 Carlsbad Office HD6A " Vr CONT NO A02-088 _ BY MES CHKD SHEET NO _ -9 .1 __ .Lo_ad=j551Q)(1 4)(1 1) = 84850 Anchor Bolt Design Bolt Steel Properties ASTM Specification, A36 Diameter, d 7/8' in Yield Stress, fy 36 ksi Ultimate Tensile Stress, tut 58 ksi Stress Area Calculation Corrosion Allowance, Ca 0100m Threads per Inch, n 9 Effective Diameter, deff 0 667 in Effective Stress Area, Ab 0 349 m* 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'IConc Load Factor, C 200 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 (1/4>) (CPu/Pc), (1/4>) (CVu/Vc), (1/<t>) [(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 3 429 OK de 3 000 in de/d 3 429 OK As 0 000 m2 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 , 2, I DATE July 2002 o^L!*? A02-088 BY MES CHKD SHEET NO Load = (9900)(14)(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 0 100 in Threads per Inch, n 9 Effective Diameter, deff- 0 667 in Effective Stress Area, Ab 0 349 m* Ultimate Bolt Loads Tension, Pu 16000k Shear, Vu 0 000 k Ultimate Bolt Capacity Tension, Ps 18225k Shear, Vs 15 188 k Bolt Unity Check (Pu/Ps)2 + (Vu/Vs)2, 0771 <=1 Bolt Installation Special Inspection Provided, YES Bolt Embedded in Tension Zone, YES Add'IConc Load Factor, C 200 Per 1997 Uniform Builiding Concrete Properties Concrete Comp Strength, Concrete Type, Concrete Type Factor, Reinforcing Strength, Anchor Engages Pier Reinf , Strength Reduction Factor, Pier Edge Distances Shear Toward Edge, Bolt Diameter Ratio, Shear Not Toward Edge, Bolt Diameter Ratio, Add'l Hairpin Reinf Req'd, Ultimate Concrete Loads Tension, Shear, Ultimate Concrete Capacity OK Net Pullout Cone Area, Tension, Shear, Concrete Unity Check (1/<t>) (CPu/Pc), (1A|>) (CVu/Vc), (1/i|)) [(CPu/Pc)2 + (CVu/Vc)2], Code fc 3,000 psi Normal Weight X 100 fy 60 ksi NO 4, 065 de 3000 in de/d 3 429 OK de 3 000 in de/d 3 429 OK As 0 000 in2 1 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 \i J3ATE_ _Ju]y 2002 CONT NO A02-088 BY MES Carlsbad Office HD14A CHKD SHEET NO Load = (13380X1.4X1 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, fut 58 ksi Stress Area Calculation Corrosion Allowance, Ca 0100m Threads per Inch, n 8 Effective Diameter, deff- 0 778 in Effective Stress Area, Ab 0 476 in* Ultimate Bolt Loads Tension, Pu 16000 k Shear, Vu 0 000 k Ultimate Bolt Capacity Tension, Ps 24 829 k Shear, Vs 20691 k Bolt Unity Check (Pu/Ps)2 + (Vu/Vs)2, 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'l Hairpin Remf Req'd, Ultimate Concrete Loads Tension, Shear, Ultimate Concrete Capacity Net Pullout Cone Area, Tension, Shear, Concrete Unity Check (1/<|>) (CPu/F'c), (1/<j>) (CVu/Vc), (1/<|>) [(CPu/Pc)2+ (CVu/Vc)2], fc 3,000 psi Normal Weight X 1 00 fy 60 ksi NO 4> 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 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.-7 f DESIGNER ' PAGE *7 \~}>CJ . s r •P- .jt=- /C * u^ c- ^"r- TO t ^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 A^ L( "3 CJ> C S-1TO C y c FICCADENTI & WAGGONER Consulting Structural Engineers, Inc 1 6969 Von Karman, Suite 240 Tel (949) 474-0502 Irvine, CA 92614 Fax (949) 474-1801 PROJECT . ~(J DESIGNER PAGE L o v - 0- HL- 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 DESIGNER PAGE I <3." C_ C 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 6, - c. >. e>1 o -^ A = "^ - O Ce. I. }* FICCADENTI & WAGGONER Consulting Structural Engineers, Inc 16969 Von Karman, Suite 240 Irvine, CA 9261 4 Tel (949) 474-0502 Fax (949) 474-1801 PROJECT DATE DESIGNER . PAGE c -V- u-~ ~\C)\ f 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 '"7 ^J DESIGNER t*-"" ^ PAGE_ A•£-' A "Z. L^- 0,^7 <Vu<_j_.i -u -J^U-C-> O ,C C. 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. -V A, V*j ' To specify your title block on these five lines, use the SETTINGS selection on the main menu and enter your title block information will be printed on each page Title Dsgnr Description Scope Job* Date 11 33AM, 19AUG02 Rev 510300 User KW-0601912 Ver 5 1 3 22 Jurvl999 Win32 (c) 1963 99 ENERCALC Single Span Beam Analysis Page 1 c \proiects\corlsbQcl office complexXbeoms ecw Description Column at High Parapet HSS5x5x3/8 *> General Information Center Span Left Cantilever Right Cantilever Point Loads Magnitude Location Query Values Center Location Moment Shear Deflection 14 00 ft Moment of Inertia ft Elastic Modulus 8 00 ft Beam End Fixity k -0750 k 9 000 ft 22 000 ft 8 000 ft Left Cant 3 43 k-ft 043k -0 26594 in 16900 m4 29,000 ksi Pin-Pin k ft 0 000 ft 0 00 k-ft 000k 0 00000 in k k ft ft Right Cant 0 000 ft 0 00 k-ft 000 k 0 00000 in \ \ k 1 Summary Moments Max + @ Center Max - @ Center @ Left Cant @ Right Cant Maximum = m 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 0 00 ft ® R'9ht Maximum Deflections @ Center @ Left Cant @ Right Cant 043 k 075 k 075 k -0 266 in at 0 000 in at 1 237 in at Reactions @ Left @ Right 808ft 000ft 2200ft 043k -1 18k FICCADENTI & WAGGONER Consulting Structural Engineers, Inc. 16969 Von Karman, Suite 240 Tel (949) 474-0502 Irvine, CA 92614 Fax (949) 474-1801 PROJECT DATE DESIGNER PAGE t^_T •=* 1 £J. C> S C\ \ ,; Tc c_r! " " '"• <e, •-( i fe FICCADENTI & WAGGONER _ Consulting Structural Engineers, Inc f M | | B" PROJECT JrlfV ••HIM, DATE_ -7 t--t te-->jcn _<r Irvine, CA 92614 \ Fax (949) 474-1801 PAGE ~2^\ 16969 Von Karman, Suite 240 Tel (949) 474-0502 DESIGNER ^ \ 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 9 1 2 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 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/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 50 Laboratory Tests Relatively undisturbed samples of the subsurface soils were obtained to perform laboratory testing and analysis for direct shear, consolidation tests, and to determine m- place moisture/densities These relatively undisturbed ring samples were obtained by driving a thin-walled steel sampler lined with one inch long brass rings with an inside diameter of 2 42 inches into the undisturbed soils Bulk bag samples were obtained in the upper soils for expansion index, maximum density and sulfate tests Wall loadings on the order of 4,000 Ibs /tin 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 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 7 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 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 Page 8 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 2 Fill Blanket Recommendations In areas of transition between the underlying bedrock and engineered fill encountered during grading, additional overexcavation of the bedrock material consisting of a depth of three feet below proposed foundations is required to mitigate the potential of differential settlement Otherwise all foundations for each individual building or site wall shall be embedded into engineered fill or all into bedrock material This fill shall extend a minimum of five horizontal feet or to the depth of vertical overexcavation, whichever is greater, beyond the outside edge of the perimeter foundation 9 2 Shrinkage and Subsidence Results of our m-place density tests reveal that the soil shrinkage will be on the order of less than 10% due to excavation and recompaction, based upon the assumption that the fill is compacted to 92% of the maximum dry density per ASTM standards Subsidence should be 0 2 feet due to earthwork operations The volume change does not include any allowance for vegetation or organic stripping, removal of subsurface improvements or topographic approximations Although these values are only approximate, they represent our best estimate of lost yardage, which will likely occur during grading If more accurate shrinkage and subsidence factors are needed, it is recommended that field testing using the actual equipment and grading techniques should be conducted 9 3 Temporary Excavations Temporary unsurcharged excavations in the existing site materials less than 5 feet high may be made at a vertical gradient unless cohesionless soils are encountered Temporary unsurcharged excavations from 5 to 8 feet high may be trimmed at a 1 to 1 (horizontal to vertical) gradient In areas where soils with little or no binder are encountered, where adverse geological conditions are exposed, or where excavations are adjacent to existing structures, shoring, slot-cutting, or flatter excavations may be required The temporary cut slope gradients given do not preclude local raveling and sloughing All excavations shall be made in accordance with the requirements of CAL- OSHA and other public agencies having jurisdiction Care should be taken to provide or maintain adequate lateral support for all adjacent improvements and structures at all times during the grading operations and construction phase NorCal Engineering April 25, 2002 Project Number 9851-02 Page 10 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 9 9 Pavement Section Design The table below provides a preliminary pavement design based upon a R-Value of 58 for the proposed pavement areas Final pavement design may need to be based on R- Value testing of the subgrade soils near the conclusion of rough grading to assure that these soils are consistent with those assumed in this preliminary design Traffic Asphaltic Base Type of Traffic Index Concrete (in) Material (in) Automobile Parking Stalls 40 30 00 Automobile 50 30 30 Circulation Areas Medium Truck Access Areas 60 35 40 (GVW < 42,000 Ibs , 3 axle) The upper two feet of the subgrade soils in the pavement areas shall be compacted to 95% relative compaction All concrete slabs to be utilized for pavement shall be a minimum of six inches in thickness and placed on approved subgrade soils Final pavement section designs for pavement areas may need to be determined by additional testing of the subgrade near the conclusion of grading operations In addition, the above recommendations are based upon estimated traffic loads Client should submit anticipated traffic loadings, when available, so that pavement sections may be reviewed to determine adequacy to support these loads NorCal Engineering April 25, 2002 Project Number 9851-02 Page 13 Any approved base material shall consist of a Class II aggregate or equivalent and should be compacted to a minimum of 95% relative compaction All pavement materials shall conform to the requirements set forth by the City of Carlsbad The base material and asphaltic concrete should be tested prior to delivery to the site and during placement to determine conformance with the project specifications A pavement engineer shall designate the specific asphalt mix design to meet the required project specifications 9 10 Utility Trench and Excavation Backfill Trenches from installation of utility lines and other excavations may be backfilled with on-site soils or approved imported soils compacted to a minimum of 90% relative compaction All utility lines shall be properly bedded with clean sand having a sand equivalency rating of 30 or more This bedding material shall be thoroughly water jetted around the pipe structure prior to placement of compacted backfill soils 9 11 Corrosion Design Criteria Representative samples of the surficial soils, typical of the subgrade soils expected to be encountered within foundation excavations and underground utilities were tested for corrosion potential The minimum resistivity value obtained for the samples tested is representative of an environment that may be corrosive to metals The soil pH value was considered mildly acidic and shall not have a significant effect on soil corrosivity Consideration should be given to corrosion protection systems for buried metal such as protective coatings, wrappings or the use of PVC where permitted by local building codes According to the '1994 Uniform Building Code (UBC) Table 19-A-3 - Requirements for Concrete Exposed to Sulfate-Contammg Solutions', these contents revealed negligible levels of sulfate exposure Therefore, a Type II cement according to latest UBC specifications may be utilized for building foundations at this time Additional sulfate tests shall be performed at the completion of site grading to assure that these soils are consistent with the recommendations stated in this design Corrosivity test results may be found on the attached Table IV NorCal Engineering April 25, 2002 Page 14 Project Number 9851-02 100 Closure The recommendations and conclusions contained in this report are based upon the soil conditions uncovered in our test excavations No warranty of the soil condition between our excavations is implied NorCal Engineering should be notified for possible further recommendations if unexpected to unfavorable conditions are encountered during construction phase It is the responsibility of the owner to ensure that all information within this report is submitted to the Architect and appropriate Engineers for the project This firm should have the opportunity to review the final plans to verify that all our recommendations are incorporated This report and all conclusions are subject to the review of the controlling authorities for the project A preconstruction conference should be held between the developer, general contractor, grading contractor, city inspector, architect, and soil engineer to clarify any questions relating to the grading operations and subsequent construction Our representative should be present during the grading operations and construction phase to certify that such recommendations are complied within the field This geotechnical investigation has been conducted in a manner consistent with the level of care and skill exercised by members of our profession currently practicing under similar conditions in the Southern California area No other warranty, expressed or implied is made We appreciate this opportunity to be of service to you If you have any further questions, please do not hesitate to contact the undersigned Respectfully submitted, NORCAL Keith D Tucker Project Engineer RGE 841 Troy D Norrell President NorCal Engineering April 25, 2002 Project Number 9851-02 Page 15 SPECIFICATIONS FOR PLACEMENT OF COMPACTED FILL Excavation Any existing low density soils and/or saturated soils shall be removed to competent natural soil under the inspection of the Soils Engineering Firm After the exposed surface has been cleansed of debris and/or vegetation, it shall be scarified until it is uniform in consistency, brought to the proper moisture content and compacted to a minimum of 90% relative compaction (in accordance with ASTM D-1557-00) In any area where a transition between fill and native soil or between bedrock and soil are encountered or other areas as required in this report, additional excavation beneath foundations and slabs will be necessary in order to provide uniform support and avoid differential settlement of the structure Verification of elevations during this work and all grading operations will be the responsibility of the owner or his designated representative and not NorCal Engineering Material For Fill The on-site soils or approved import soils may be utilized for the compacted fill provided they are free of any deleterious materials and shall not contain any rocks, brick, asphaltic concrete, concrete or other hard materials gi eater 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 rains, 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 .. CAMINO VIDA ROBLE NTS Noi Cal Engineering SOILS AND GEOTECHN1CAL CONSULTANTS BQURESTON DEVELOPMENT ?«OJtCT 9851-02 APRIL 2O02 LOCATION OF FIELD EXPLORATIONS April 25, 2002 Project Number 9851-02 Page 17 List of Appendices (in order of appearance) Appendix A - Log of Excavations • Log of Trenches T-1 to T-8 • Log of Borings B-1 to B-3 • Appendix B - Laboratory Tests • Table I - Maximum Dry Density • Table II - Expansion • Table III - Atterberg • Table IV - Sulfate • Plate A - Direct Shear • Plate B - Consolidation NorCal Engineering April 25, 2002 Project Number 9851-02 Page 18 Appendix A NorCal Engineering MAJOR DIVISION COARSE GRAINED SOILS MORE THAN 50% OF MATERIAL IS LARGER THAN NO 200 SIEVE SIZE FINE GRAINED 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 FINES1 CLEAN SAND (LITTLE OR NO FINES) SANDS WITH FINE (APPRECIABLE AMOUNT OF FINES) LIQUID LIMIT 1 F^ THAN ^O LIQUID LIMIT GREATER THAN SO HIGHLY ORGANIC SOILS GRAPHIC 9YMROI O Q o Qo * %* ( * •m L-1L-V- ^%'£v1£ T.-.-T. •"'••" ". •" \ * "• • ."•"."- .*• ...'.,m im _ •— __III v£x£x£ tn LETTER 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. I Indicates 2 5-inch Inside Diameter Ring Sample [X] Indicates 2-mch OD Split Spoon Sample (SPT) H Indicates Shelby Tube Sample rn Indicates No Recovery |] Indicates SPT with 140# Hammer 30 in Drop 0 Indicates Bulk Sample C Indicates Small Bag Sample [J Indicates Non-Standard IX 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 Soft Medium Stiff Stiff Very Stiff Hard N (blows/ft ) Oto2 2 to 4 4 to 8 8 to 15 15 to 30 over 30 Approximate Undrained Shear Strength (psf) <250 250 - 500 500-1000 1000-2000 2000 - 4000 >4000 NorCal Engineering Log of Test Excavation TE-1 Project Boureston Development/Carlsbad Date of Drilling 4/12/02 Groundwater Depth None Encounter Drilling Method Extension Backhoe Hammer Weight Drop Depth (feet) Geotechmcal Description Surface Elevation Not Measured FILL SOILS 1 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 1 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 ^ ^ ..!^ *f ^ -ed Lith- ology : j . ". : f JJy - ^^f filljy/\ /// /*/ 1 r^^£^ Samples 01 Q. , \" '• m ' m 'gSsToT V)11 5° Laboratory Moisture(%)135 177 159 140 137 >, Q" 1028 1044 111 7 1099 1098 w 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 Depth (feet) - 0 Geotechnical Surface Elevation , FILL SOILS Silty SAND Drop i Description Not Measured Brown to grey-brown, medium dense, damp to moist 5 Silty to clayey SAND f Brown to dark brown, medium dense, moist | Heavy roots and vegetation, strong odor 1 10 - 15 20 - 25 30 35 Silty fine grained SAND Dark grey, dense, moist Slight root structures Intermingling lenses of clayey SAND Boring completed at depth of 12' NorCal Engineering Lith- ology • . - \ \l;; : : - : v/, % '- '. ~ • Samples 0)a Project No 9851-02 BlowCountsLaboratory 6" 130 146 >,*rf -^ oil Q 101 4 1125 Co5 LL 2 Log of Test Excavation TE-3 Project Boureston Development/Carlsbad Date of Drilling 4/12/02 Ground water 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 1 Silty to clayey SAND | • Brown to dark brown, medium dense moist I Lith- ology . - • . - • . - "• : : . : m Minor root structures /' |§5§^ Silty sandy CLAY ^g : Brown stiff, moist £ f *- Silty fine grained SAND Dark grey, dense, moist Boring completed at depth of 15' - 20 25 30 - 35 •m •-.:• I I Samples Va . ' " • NorCal Engineering "SJT^0 ll5° Laboratory 3"^ 5""' S 145 137 15 1 149 ^C- Q" 1009 1045 1156 111 4 w)— . iZ^^ 3 Log of Test Excavation TE-4 Project Boureston Development/Carlsbad Date of Drilling 4/12/02 Groundwater Depth None Encountered Drilling Method Extension Backhoe Hammer Weight Drop Depth (feet) Geotechnical Description Surface Elevation Not Measured FILL SOILS ; Silty SAND Brown to grey-brown, medium dense, damp to moist 5 ; . . . . - - - L ' Clayey silty SAND Brown, medium dense, moist Silty to clayey SAND Brown to dark brown, dense, moist 1^ Vegetation and small roots to 9' ; "Clayey SAND "' ... - - - , Dark brown dense, moist _ -| 5 '.._..... Boring completed at depth of 15' 20 25 30 35 Lith- ology - - : :: \l1 \ Samples 0) Q. ? . I I" I <? f ^ e*. ** ^ ~ m NorCal Engineering TssToT u> 0 3mo Laboratory Moisture(%)157 148 15 1 146 •^C- Q"" 101 9 1023 1125 1107 in 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) Geotechnical Description Surface Elevation Not Measured ! Silty SAND ; Brown to grey-brown, medium dense damp to moist 5 : Silty SAND Dark brown, medium dense to dense, moist SANDSTONE Bedrock ^Q Brown, very dense, damp Boring completed at depth of 9' 15 20 - 25 - 30 35 Lith- ology ^> - - _' '-. -' '- - - . - - - -• ^ Samples <oa. I- • • • NorCal Engineering "££02° ll5° Laboratory £ o^~ 129 147 11 4 o"~ 1032 1046 1098 jte 5 Log of Test Excavation TE-6 Project Boureston Development/Carlsbad Date of Drilling 4/12/02 Drilling Method Extension Backhoe Hammer Weight Depth (feet) Geotechnical Surface Elevation Groundwater Depth None Encountered Drop Description Not Measured Silty SAND Brown to grey brown, medium dense, damp to moist . 5 ; Silty to clayey SAND | Brown to dark brown, medium dense, moist | i Heavy roots and vegetation, strong odor j Silty fine grained SAND : Dark grey, dense, moist Slight root structures 10 Intermingling lenses of clayey SAND . Clayey SAND Dark brown dense, moist 15 Boring completed at depth of 15' 20 25 30 35 NorCal Engineering • ' Lith- ology . -- ; I I^y^ ^P£ Samples aa • • • * -ll 5° Laboratory 0> 5~"~ 99 128 159 139 e-f? 0 55: Q 1008 1036 1148 110 7 </>^ 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 Depth (feet) Geotechnical Surface Elevation ' FILL SOILS Silty SAND Drop Description Not Measured ! Brown to grey-brown medium dense damp to moist ; " Clayey ; SAND ^ Brown, medium dense, moist i NATURAL SOILS ' Silty fine grained SAND - 10 ^Grey, dense, moist SANDSTONE Bedrock 1 Brown, very dense to dense Boring completed at depth of 12' - 15 --20 25 30 -35 - — • --- -- - --'"' Lith- ology . < s^ s > fI ^>--J-* ^-^ *} ~s ? s_" Is ^ \ - - r* f r* r' f ^ ^^s r± '- '- f f r t? r fl! ^ S' ^ s* jr- ^S* ^ Samples 0) Q. • 5 NorCal Engineering PS^° 5% 0 3 5° Laboratory Moisture(%)132 " 148 oil Q 1020 1056 feu.""" 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 1 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' 10 15 - 20 - 25 -30 - 35 NorCal Engineering Lith- ology Samples 0) Q. i'V' Project No 9851-02 in 5 c 0 3 53 Laboratory 2 fg 5 67 Q g a. Q insr LL. 8 Log of Boring B-1 Project Boureston Development/Carlsbad Date of Drilling 4/13/02 Groundwater Depth None Encountered Drilling Method Hollow Stem Auger Hammer Weight 140 Ibs Drop 30" Depth (feet) Geotechnical Description Surface Elevation Not Measured ' FILL SOILS SAND fine to medium grained silty with occasional gravel, pieces of concrete ' Light brown, dry to damp : SAND fine grained, slightly silty Brown, medium dense, moist O i SANDSTONE'Bedrock ^ ••... Brown, very dense, damp Boring completed at depth of 10' 15 - 20 25 -30 -35 Lith- ology •r*'f * - . ' - i -. ': m • <* '- : - . - . - >^i Samples 0) Q. 1 1 NorCal Engineering PS^° in 11 E5° 4/8 11/12 Laboratory Moisture(%)- 15 1 11 0 0 1009 1087 </> |g 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) Geotechmcal 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 i NATURAL SOILS 20 SILT/SANDSTONE Grey to brown, moist, very dense Boring completed at depth of 21' 25 30 35 Lith- ology If 1 <4 '<£ rj*^-. ? :- % % :• f f ^ r? x" f^ f' f ^f? X- ^ f X" ^ : % % f f ff f <• ff ff ?*f ?*f- I w.I I ^"s f *^f f* ^s' \ Samples 0) Q. 1 1 NorCal Engineering PST^ u> 0 3 = 3 5/15 11/18 Laboratory a 1 154 83 D SS Q 1163 111 4 <o__^ iT 10 Log of Boring B-3 Project Boureston Development/Carlsbad Date of Drilling 4/13/02 Groundwater Depth None Encountered Drilling Method Hollow Stem Auger Hammer Weight 140 Ibs Drop 30" Depth (feet) 0 5 10 15 20 25 30 35 Geotechnical Description Surface Elevation Not Measured : FILL SOILS SAND fine grained, silty i Light brown, damp, medium dense SAND clayey with occasional gravel Olive brown, moist, medium dense to dense Dark grey with organic matter @ 8' : Slight organic odor @ 16' NATURAL SOILS SANDSTONE Bedrock ! Light green/tan, damp, very dense Boring completed at depth of 21' Lith- ology ^s S jS- ^ _^;S- *s^ ^ff s ^f sS X" < S ^ f sS- i-> •^ V-* fy \~r ** ^ '** ~* y ^-/ y ** ^ ** ~s y ~^- ^y ** ~f** *> y i' ~s y ~s ^ y ^ I \ '- • ,-" '- : '- '. J- *& ^ >%> ^ & ^S^^Cx^ r^ . . ^~f^.* Samples 0) Q. 1 NorCal Engineering PS^°BlowCounts21/50 Laboratory £ 5~" 124 -^'s- C"£•£ oQ C Q. O~" 1098 ""— ^ iT^" 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 fibs leu ft) 1185 1200 Soil Type T1 @ 0-2 5' T4 @ 6 5-8' TABLE II EXPANSION INDEX TESTS (U B C STD 29-2) Classification Silty SAND Clayey SAND Expansion Index 03 20 Sample T4 @ 0-6' T4@8-12' TABLE III ATTERBERG LIMITS Liquid Limit Plastic Limit 19 15 23 17 Plasticity Index 4 6 TABLE III CORROSION TESTS gample pH Electrical Resistivity (ohm-cm^ Sulfate (ppm) T4@1-25' 80 600 max 1004 Chloride (ppm) 527 NorCal Engineering 2500 2000 VIa. IS)</> 1500 1000 500 500 1000 1500 2000 NORMAL STRESS (PSF) 2500 3000 (R) (R) (R) SYMBOL X 0 A D T.E. NUMBER 1 1 4 7 DEPTH (FEET) 2.5 2.5 2.0 4.0 (DEGREES) 26 31 33 28 C (PSF) 25 150 100 225 DRY (PCF) 102.8 109.3 108.7 110.4 MOISTURE (*) 13.5 14.6 14.7 13.8 NOTE TESTS PERFORMED ON SATURATED SAMPLES UNLESS SHOWN BELOW (FM) FIELD MOISTURE TESTS PERFORMED ON UNDISTURBED SAMPLES UNLESS SHOWN BELOW (R) SAMPLES REMOLDED AT 90% OF MAXIMUM DRY DENSITY NorCal Engineering SOILS AND GEOTECHNICAL CONSULTANTS PROJECT 9851-02 DATE DIRECT SHEAR TEST RESULTS Plate A o „_ 2 - >? §rs /i COMPRES50 CTi -fO i n - . .. .. . ..- i 0 1 ~; .. : | i : i i i " •*•- «*;,•.•_ . .._T... __ — ...... .*- j ., M- ^! __„ *• '-> \ i " ~p ~- ; i j i ^___. X - X *"~- '•- ._,nc I NOTE MATER ADDED PRESSURE AT , _(..._. .L... x =•• ff1- ""I >^ '••-J j A - - 0510 5 10 NORMAL PRESSURE (KSF) SYMBOL 1. O A D 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 (%) COMPRESSION (FM) FIELD MOISTURE - NO MATER ADDED REBOUND (R) SAMPLE REMOLDED AT 90t OF MAXIMUM DRY DENSITY NorCal Engineering SOILS AND GEOTECHNICAL CONSULTANTS PROJECT 9851-02 DATE 1 AT NOW 1.0 KSI - ML 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 Geotechmcal 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 11/2 to 81/2 feet A portion of these soils contained organics, vegetation and relatively large root structures up to 5 inches in diameter These soils will require to be removed and recompacted and cleansed of all organics and debris These depths could be greater in some areas The following table reveal the depths of removal in each exploration and the estimated volumes of removal and recompaction Borings and Depth of Removal Test Excavation and Recompaction TE1 8 TE2 81/2 TE3 71/2 TE4 71/2 TE5 81/2 TE6 7 TE7 8 TE8 11/2 B1 9 B2 7 B3 8 Average Depth of Removal = 73 feet Amount of Removal and Recompaction = 50,878 cubic yards April 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 03:53 PN CITY_OF CARSLBAD FAX NO. 760 602 8558 P. 19 NON-RESIDENTIAL CERTIFICATE: N«xKRes»dBnbal Land Owner. plaase read this option carefully and be sure you throughly understand the options before signing. The opbcm you choose will affect your payment of the developed Special Tax assessed on your property. This option is available only at Ihe time of 1n* first baling permit issuance Property owner signature it required before a building permit will be issued. Your signature is confirming th* accuracy of all parcel and ownership information shown. Namo of Owner / ' Telephone j*? JU ' J&Cft * &>3 H <b/Me Addres* Project Address Carlsbad CA 9200 city 7 State apcode City State Zip Code * Parcel Number, or APN and Lot Number if not yet tubefiuded. Permit Number Ai e«ed by Orfnamc* No. NS-155 and adopted by th* CSty Council of th« City (^CartMiad.Californa. the City B aufhonzrt to levy a ap«^ Tax mCommuMtyFaott««» district No. 1. All nooHTMidentiat property, upon th» BSuaftcnoT fte to* buWngpemit, stall have the option to (1) pay tha SPECIAL DEVELOPMENT TAX ONE- TIME or (2) assume tha ANNUAL SPECIAL TAX - DEVELOPED PROPERTY far a period not to exceed twenty- five (25) years. Pleas* indicate your choice by initiating the appropriate line below: OPTION ( 1 ): I dect to pay the SPECIAL DEVELOPMENT TOC ONE-TIME now. as a one-tamn payment Amount A Qna-THTw Special Tax: S o, 22(2.. 7%. _ Owner's Initiate iy5n( .j-« y OPTION (2): I elect to pay 1he SPECIAL DEVELOPMENT TAX ANNUALLY for a period not to exceed twenty-five (25) years. Maximum Annual Spedal Tax $ I /fSS*, jrx> _ . Owner initial* _ . I DO HEREBY CERTIFY UNDER PENALTY OF PERJURY THATTHE UNDERSIGNED IS THE PROPERTY OWNER OF THE SUBJECT PROPERTY AND THAT I UNDERSTAND AND WILL COMPLY WITH THE PROVISIONS AS STATED ABOVE signature of Property Owner TrtJe Pfintr4ame Date The Cty of Carlsbad has not independently verified the information shown above. Therefore, we accept no responsibility as to Ihe accuracy or completeness of this information. NON-RESIDENTIAL CERTIFICATE JM-23-2003 THU 03:53 PM CITY OF CARSLBAD FAX NO. 760 602 8558 P, 20 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 bu»ld»n0 permit without a completed school fee form. Project Name' Building Permit Plan Check Number Project Address1 A P.N.: Project Applicant (Owner Name(s): Project Description: BUILDING TYPE- Residential dcr4-<L- QeX f&rtffts&fe Number of New Dwelling Units Square Feet of Living Area in New Dwelling Second Dwelling Unit: Square Feet of Living Area in SOU Residential Additions: Net Square Feet New Area Commercial/Industrial Square Feet_Flopr Area "~Z. City Certification of ./Q /1 ~ applicant's information. j/'/(. tF^tJ^L^^^ Date: ~ *3,313.tt> •V, SCHOOL DISTRICTS WiTHIN THE CITY OF CARLSBAD sbad Unified School District 801 Pine Ave. Carlsbad CA 92009 (729-9291) San Marcos Unified School District 215MataWay San Marcos, CA 92069 (2DO-2649) Encinitas Union School District 101 South Rancho Santa Fe Rd Encinitas, CA 92024 (944-4300) San Dieguito Union High School District no Enclnftas Blvd Encinitas, CA 92024 (753-6491) Certification of Applicant/Owners The person executing this declaration ("Owner") certifies under penalty of perjury that(l) the information provided above fs correct and true to the best of tha 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 tfiat (2) the Owner is the owner/ developer of the above described projeet(s), or that the person executing this declaration is authorized to siandon behalf of the Owner. Signature: SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school distnct(s)) •03 1635 Faraday Avenue • Carlsbad, CA 92008-7314 • (760) 602-2700 - FAX (76O) 602-B560 ,JAN-23-2003 THU 03:52 PM CITY OF CARSLBAD FAX NO. 760 602 8558 p, |7 ********************+****************•************************************************* ************ 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 ail 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 A * ^2^_. _ ^Saylen Freeman ~TITLfc Assistant Superintendent Business Sanrieay NAME OF SCHOOL DISTRICT DATE ' / PHONE NUMBER