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Home My WebLink About2036 CORTE DEL NOGAL; ; CB022422; Permit03-16-2003 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Commercial/Industrial Permit Permit No Building Inspection Request Line (760) 602-2725 CB022422 Job Address Permit Type Parcel No Valuation Occupancy Group Project Title 2036 CORTE DEL NOGAL CBAD COMMIND SuD Type 2130612500 Lot# 3589,632 00 Construction Type Reference # CARLSBAD OFFICE PARK 11840SFSHELLBLDG(A) COMM 0 NEW Applicant GUY DUERWALD SUITE 400 16842 VAN KARMAN AVE IRVINE CA 92606-4927 949-261-1100 Owner Status Applied Entered By Plan Approved Issued Inspect Area Plan Check* ISSUED 08/20/2002 CB 12/17/2002 05/16/2003 5296 05/16/03 0002 01 02 CGP 5i>072.-76 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 $2,01346 Meter Size $0 00 Add'l Reel Water Con Fee $1,30875 Meter Fee $0 00 SDCWA Fee $0 00 CFD Payoff Fee $12382 PFF $4,736 00 PFF (CFD Fund) $0 00 License Tax $0 00 License Tax (CFD Fund) $0 00 Traffic Impact Fee $0 00 Traffic Impact (CFD Fund) $0 00 PLUMBING TOTAL SO 00 ELECTRICAL TOTAL $0 00 MECHANICAL TOTAL $10,200 00 Master Drainage Fee D1 5 Sewer Fee $0 00 Redev Parking Fee $0 00 Additional Fees TOTAL PERMIT FEEES $000 $365 00 $6,01200 $13,82312 $10,731 30 $000 $000 $000 $1,47500 $000 $9800 $81000 $000 $000 $5,12631 $000 $000 $56,822 76 Total Fees $56,822 76 Total Payments To Date $750 00 Balance Due $56,072 76 BUILDING IN STORAGE ATTACHED 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 vou have previously been aiven a NOTICE similar to this, or as to which the statute of limitations has previously otherwise expired Cxuy" CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave , Carlsbad CA 92008 FOR OFFICE USE ONLY PLAN CHECK NO Plan Ck Deposit Validated By Date Description of Work" "ft of Bedrooms # of Bathrooms O'* 08 '20/02 0002 OO 02 Z^3=, 10 Name Address State/Zip Telephone #Fax # 3/™;.Ap_P~LiCANT.._rj,..:Cpntracto> . _JilAgentSopni^ctor_ 3. Address ^""^~:'."I%T' 'TpX'^"^Tl!Vt?j^ N^'C^ Name Address City (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 Contractors 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 SectionTOSIJi by any applicant fora permit subjects the applicant to a civil penalty of not more than five hundred dollars [$500]) C Cft/ 3Sl"~ vrfJfeSme, (£&=> Name State License # |g I&Q5 Address License Class Clt¥-i ~Q O ~'2-./ State/Zip City Business License # Telephone # Designer Name State License # I . ~~ worker's compensation insurance earner andoolicy number are It • Insurance Company SVyVT^ dCVWtM-* njK> &l Policy No ^ t<» "' & -0 Workers Compensation Declaration I hereby affirm under penalty of perjury one of the following declarations Q I have and will maintain a certificate of consent to self-insure for workers compensation as provided by Section 3700 of the Labor Code for the performance of the work for which this permit is issued I have and will maintain 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 - ~tQ Expiration Date /—) '~ & ^f (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 ad/^uion to the cost Jl compensation, damages are provided for in Section 3706 of the Labor Code, interest and attorne SIGNATURE C-T) (_X>y j/^^ « . DATE_ 7 OWNER-BUILDERDECLARATION ; rr: , •• " r." ' ; " "••••r^ ;/Tr^ ^.—-n;:. .;•——;•—^;~-- -•^^ -••-:;-•• 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 Scale) D I as owner of the property am exclusively contracting with licensed contractors to construct the project (Sec 7044 Business and Professions Code The Contractors 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) n 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 Q NO 2 I (have/have not) signed an application for a building permit for the proposed work 3 I have contracted with the following person (firm) to provide the proposed construction (include name / address / phone number / contractors license number) 4 I plan to provide portions of the norn but I have hired the following person to coordinate supervise and provide the major work (include name / address / phone number / /ontractors license number) 5 I will provide some of the work but I have contracted (hired) the following persons to provide the work indicated (include name / address / phone number / type of work) PROPERTY OWNER SIGNATURE .DATE 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 /; -J- ~ T _•.'-.-• T'f'L; :/p ~ . \. < '"'V>.v ".'- ' '. ' >- ; Is the applicant or future building occupant required to submit a business plan acutely hazardous materials registration for or nsk management and prevention program under Sections 25505 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act' D YES Q NO Is the applicant or future building occupant required to obtain a permit from the air pollution control distnct or air quality management district' D YES D NO Is the facility to be constructed within 1 000 feet of the outer boundary of a school site' D YES 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 .;• ' . .. • -;;!; 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 LENDER S ADDRESS 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 Official under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days-fern the date of such permit or if the building or work authorized by such permit is suspended or abandoned at any time after the work is commenced for a penod of 180 day/(SeSiton 106 4 4 Uniform Building Code) APPLICANT S SIGNATURE 'jPxT'Ov DATE £-26-02- City of Carlsbad Bldg Inspection Request For 11/10/2005 Permit* CB022422 Title CARLSBAD OFFICE PARK Description 11840SF SHELL BLDG (A) Inspector Assignment TP 2030 CORTE DEL NOGAL Lot 0 Type COMMIND Sub Type CO MM Job Address Suite Location APPLICANT GUYDUERWALD Owner CARLSBAD CORPORATE CENTER L P Remarks PM PLEASE Phone 7147420 Inspector Total Time Requested By BILL Entered By CW CD Description 19 Final Structural 29 Final Plumbing 39 Final Electrical 49 Final Mechanical Act Comment Af Comments/Notices/Hold Associated PCRs/CVs inspection History Date Description Act Insp 10/26/2005 89 Final Combo CO TP 10/11/2005 89 Final Combo CO TP 02/10/2004 12 Steel/Bond Beam NR TP 12/22/2003 34 Rough Electric AP TP 12/22/2003 39 Final Electrical ' WC TP 12/03/2003 17 Interior Lath/Drywall PA PD 12/03/2003 39 Final Electrical CA PD 12/02/2003 17 Interior Lath/Drywall NS PD 11/19/2003 14 Frame/Steel/Boltmg/Weldmg AP TP 11/19/2003 17 Interior Lath/Drywall PA TP 11/17/2003 14 Frame/Steel/Bolting/Weldmg CO TP 11/10/2003 14 Frame/Steel/Bolting/Weldmg NR TP 11/07/2003 11 Ftg/Foundation/Piers NR TP Comments PLANS/CARD NO INSP THIS ADDRESS SUB PNLS, TRANS, MSB ELEVATOR SHAFT CALLED ERNIE 2ND FLR FLR SHTING 2ND FLR @ ELEV 2ND FLR DECK NAILING NO PLAN City of Carlsbad Bldg Inspection Request For 11/10/2005 Permit* CB022422 11/07/2003 12 Steel/Bond Beam 10/21/2003 17 Interior Lath/Drywall 10/15/2003 17 Interior Lath/Drywall 10/15/2003 17 Interior Lath/Drywall 10/08/2003 17 Interior Lath/Drywall 10/08/2003 17 Interior Lath/Drywall 10/08/2003 31 Underground/Conduit-Wiring 10/07/2003 14 Frame/Steel/Bolting/Weldmg 10/07/2003 31 Underground/Conduit-Winng 10/03/2003 14 Frame/Steel/Bolting/Weldmg 10/03/2003 31 Underground/Conduit-Wiring 10/02/2003 14 Frame/Steel/Bolting/Weldmg 10/02/2003 31 Underground/Conduit-Wiring 10/01/2003 11 Ftg/Foundation/Piers 10/01/2003 12 Steel/Bond Beam 10/01/2003 14 Frame/Steel/Bolting/Weldmg 10/01/2003 31 Underground/Conduit-Wiring 10/01/2003 34 Rough Electric 09/26/2003 14 Frame/Steel/Bolting/Weldmg 09/26/2003 16 Insulation 09/26/2003 34 Rough Electric 09/24/2003 11 Ftg/Foundation/Piers 09/24/2003 14 Frame/Steel/Boltmg/Welding 09/23/2003 14 Frame/Steel/Bolting/Weldmg 09/22/2003 14 Frame/Steel/Bolting/Weldmg 09/19/2003 11 Ftg/Foundation/Piers 09/19/2003 84 Rough Combo 09/17/2003 11 Ftg/Foundation/Piers 09/17/2003 14 Frame/Steel/Bolting/Weldmg 09/17/2003 24 Rough/Topout 09/17/2003 34 Rough Electric 09/17/2003 44 Rough/Ducts/Dampers 09/15/2003 13 Shear Panels/HD's 09/15/2003 15 Roof/Reroof 09/12/2003 14 Frame/Steel/Bolting/Weldmg 09/12/2003 83 Roof Sheathing/Ext Shear 08/12/2003 14 Frame/Steel/Boltmg/Welding 06/05/2003 11 Ftg/Foundation/Piers 06/05/2003 12 Steel/Bond Beam 06/04/2003 11 Ftg/Foundation/Piers 06/04/2003 12 Steel/Bond Beam 06/03/2003 12 Steel/Bond Beam 06/03/2003 21 Underground/Under Floor 05/29/2003 11 Ftg/Foundation/Piers 05/29/2003 12 Steel/Bond Beam 05/29/2003 12 Steel/Bond Beam 05/27/2003 11 Ftg/Foundation/Piers 05/27/2003 11 Ftg/Foundation/Piers 05/27/2003 12 Steel/Bond Beam 05/27/2003 12 Steel/Bond Beam Inspector Assignment TP NR NR AP CO AP PA AP we PA CO PA CO PA we we AP PA AP AP AP AP CO NR CO CO CO CO we CO we we we PA NR we CO PA AP AP NR NR CO we AP AP AP AP AP AP AP TP TP TP TP TP TP TP TP TP TP TP TP TP TP TP TP TP TP TP TP TP TP TP TP TP TP TP TP TP TP TP TP TP TP TP TP TP TP TP TP TP TP TP TP TP TP TP TP TP TP STR1 ELEV SHAFT ENCL 1 HR PERM -WALLS STR ENCL SITE LITES U/G SITE LITES U/G SITE LITES SITE LITES 2ND FLR FER WALLS SITE LITES 2ND FLR PERM WALLS 1ST FLR PERM WALLS CORR ATTCH ELEV ENCL 2ND FLR SHTING NAILING FERM BN FORMEZ DECK CONT FTN/S O G CORR NOT @ COMP NOTICE ATTCH SPRD FTNS, STR ENCL FTMS ELEV ENCL WALL SPRD FTNS (SEE PLN) INT SHR G B ELEV PIT SLAB & WALLS City of Carlsbad Bldg Inspection Request For 11/10/2005 Permit# CB022422 Inspector Assignment TP 05/22/2003 21 Underground/Under Floor AP TP AIR TEST MAIN 05/19/2003 21 Underground/Under Floor AP PY City of Carlsbad Bldg Inspection Request For 10/26/2005 Permit* CB022422 Title CARLSBAD OFFICE PARK Description 11840SF SHELL BLDG (A) Inspector Assignment TP Type COMMIND Sub Type COMM Job Address 2030 CORTE DEL NOGAL Suite Lot 0 Location APPLICANT GUYDUERWALD Owner CARLSBAD CORPORATE CENTER L P Remarks plans will be in bldg Lobby Phone 9519068358 Inspector Total Time CD Description 19 Final Structural 29 Final Plumbing 39 Final Electrical 49 Final Mechanical Requested By STEPHEN Entered By CHRISTINE Act Comment Associated PCRs/CVs Inspection History Date Description Act Insp 10/11/2005 89 Final Combo CO TP 02/10/2004 12 Steel/Bond Beam NR TP 12/22/2003 34 Rough Electric AP TP 12/22/2003 39 Final Electrical WC TP 12/03/2003 17 Interior Lath/Drywall PA PD 12/03/2003 39 Final Electrical CA PD 12/02/2003 17 Interior Lath/Drywall NS PD 11/19/2003 14 Frame/Steel/Bolting/Weldmg AP TP 11/19/2003 17 Interior Lath/Drywall PA TP 11/17/2003 14 Frame/Steel/Bolting/Weldmg CO TP 11/10/2003 14 Frame/Steel/Bolting/Weldmg NR TP 11/07/2003 11 Ftg/Foundation/Piers NR TP 11/07/2003 12 Steel/Bond Beam NR TP 10/21/2003 17 Interior Lath/Drywall NR TP 10/15/2003 17 Interior Lath/Drywall AP TP 10/15/2003 17 Interior Lath/Drywall CO TP Comments PLANS/CARD NO INSP THIS ADDRESS SUB PNLS, TRANS, MSB ELEVATOR SHAFT CALLED ERNIE 2ND FLR FLR SHTING 2ND FLR @ ELEV 2ND FLR DECK NAILING NO PLAN STR 1 ELEV SHAFT ENCL CITY OF CARLSBAD BUILDING DEPARTMENT NOTICE DATE '<7-2-6 ft LOCATION PERMIT NO (760) 602-2700 1635 FARADAY AVENUE TIME FOR INSPECTION CALL (760) 602-2725 RE-INSPECTION FEE DUE? L__J YES FOR FURTHER INEQRMATION, CONTACT PHONE BUILDING INSPECTOR CODE ENFORCEMENT OFFICER EsGil Corporation In fartnersfiip vntfi. government for tBuibdn/j Safety DATE December 13, 2002 JURISDICTION Carlsbad onptAN REVIEWER a FILE PLAN CHECK NO O2-2422 SET IV PROJECT ADDRESS 2036 Corte Nogal PROJECT NAME Carlsbad Corporate Office Building A (Shell Only) [XJ The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck The check list transmitted herewith is for your information The plans are being held at Esgil Corporation until corrected plans are submitted for recheck The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person The applicant's copy of the check list has been sent to XI 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 PartneTship with government for Quitting Safety DATE November 1, 2002 OAPPUCANT JURISDICTION Carlsbad a PLAN REVIEWER a FILE PLAN CHECK NO 02-2422 SET III PROJECT ADDRESS 2036 Corte Nogal PROJECT NAME Carlsbad Corporate Office Building A {Shell Only) The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes I I The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck The check list transmitted herewith is for your information The plans are being held at Esgil Corporation until corrected plans are submitted for recheck The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person IXI 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 I I Esgil Corporation staff did not advise the applicant that the plan check has been completed [X] Esgil Corporation staff did advise the applicant that the plan check has been completed Person contacted Guy Duerwald Telephone # 949/261-1100 X - 47 Date contacted M/^/°2- (by f-^x) Fax # -1144 Mail —Telephone Fax^ In Person REMARKS By Abe Doliente Enclosures Esgil Corporation [X] GA D MB D EJ D PC 10/24/02 trnsmtldot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 4 (858)560-1468 + Fax (858) 560-1576 Carlsbad O2-2422 III November 1, 2002 RECHECK PLAN CORRECTION LIST JURISDICTION Carlsbad PROJECT ADDRESS 2036 Corte Nogal DATE PLAN RECEIVED BY ESGIL CORPORATION 10/24/02 REVIEWED BY Abe Doliente PLAN CHECK NO O2-2422 SET III DATE RECHECK COMPLETED November 1, 2002 FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access This plan review is based on regulations enforced by the Building Department You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments The following items listed need clarification, modification or change All items must be satisfied before the plans will be in conformance with the cited codes and regulations Per Sec 106 4 3, 1997 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law A Please make all corrections on the original tracings and submit two new sets of prints to Esgil Corp ortothebldg dept of the juris B To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans C The following items have not been resolved from the previous plan reviews The original correction number has been given for your reference In case you did not keep a copy of the prior correction list, we have enclosed those pages containing the outstanding corrections Please contact me if you have any questions regarding these items D Please indicate here if any changes have been made to the plans that are not a result of corrections from this list If there are other changes, please briefly describe them and where they are located on the plans Have changes been made not resulting from this list? QYes QNo Carlsbad 02-2422 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 corrected site plumbing plans (Civil Drawings) for this building, so permits and inspections of the Private Building Sewer System (from the building to the Public Sewer System) may be included with this permit. Note: the maximum spacing of sewer cleanouts is 100 feet as per UPC, Section 719.1. The plans show 111.6 feet at Line L1 between cleanouts. Please correct. 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 fartnersfiip With Qovtrnment for 'Buidfing Safety DATE October 1, 2002 JURISDICTION Carlsbad a FILE PLAN CHECK NO O2-2422 SET II PROJECT ADDRESS 2036 Corte Nogal PROJECT NAME Carlsbad Corporate Office Building A (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 [X] 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 Xl 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 (v^ ^ Telephone # 949/261-1100 X-47 Date «£533^/^-<^ (by <£**} Fax # ^H^jz^l^ /A/£/ Mail Telephone ^ Fax fr^ In Person REMARKS By Abe Doliente Enclosures Esgil Corporation El 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 O2-2422 II October 1, 2002 RECHECK PLAN CORRECTION LIST JURISDICTION Carlsbad PROJECT ADDRESS 2036 Corte Nogal DATE PLAN RECEIVED BY ESGIL CORPORATION 9/23/02 REVIEWED BY Abe Doliente PLAN CHECK NO O2-2422 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 02-2422 II October 1, 2002 Please make all corrections on the original tracings, as requested in the correction list Submit three sets of plans for commercial/industrial projects For expeditious processing, corrected sets can be submitted in one of two ways 1 Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave , Carlsbad, CA 92008, (760) 602-2700 The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments 2 Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468 Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments NOTE Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete 1 All sheets of the plans and the first sheet of the calculations are required to be signed by the California licensed architect or engineer responsible for the plan preparation Please include the California license number, seal, date of license expiration and the date the plans are signed Business and Professions Code Check final sets of plans for signatures. 26 Please see the following corrections for-Qioctflcaf, 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 4 PLUMBING, MECHANICAL AND ENERGY CORRECTIONS Building "A" PLUMBING (1997 UNIFORM PLUMBING CODE) 1 Provide the site plumbing plans showing the sizes and locations of the gas meters and water meter, and the sizes, routes, and slopes of the building sewer, storm drainage system, site gas lines, and site water lines The Civil Drawings were not found in the plan package? 3 Provide complete water line sizing calculations, including the water pressure, pressure losses, water demands, and developed pipe lengths UPC Section 610 0 and Appendix 'A' The Civil Drawings and water line sizing calculations were not found in the plan package'7 Carlsbad 02-2422 II October 1, 2002 4 Detail the backflow protection of water connection to fire protection systems as per UPC, Section 603 418 The Civil Drawings were not found in the plan package? ENERGY CONSERVATION 6. Correct the energy designs to match the plans: A) Correct the lighting energy design to include the Elevator Equipment Room The plans show the Elevator Equipment Room is a conditioned room Plans shows a transfer duct to the proposed conditioned space for make-up air for the exhaust fan in the Elevator Equipment Room B) 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 7 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 Also, correct the roof insulation system to show how the tenant improvement is to add to the R-19 roof insulation being installed at shell building to obtain the required total required roof insulation shown in the energy design (R-30 total minimum roof insulation) 9 Provide automatic shut-off controls for lighting as per Title 24, Part 6, Section 131(d) Correct to shows controls in the Elevator Equipment Room. 11 The corrected completed and signed ENV-1 and LTG-1 forms must be imprinted on the plans 12 The Documentation Author and the Principal Envelope Designer must sign the corrected ENV-1 form on sheet AT 4 13 The Documentation Author and the Principal Lighting Designer must sign the corrected LTG-1 form on sheet AT 4 14 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 EsGil Corporation In fartners/iip with government for 'Building Safety DATE September 3, 2002 ii IvJ LJ r JURISDICTION Carlsbad a PLAN REVIEWER a FILE PLAN CHECK NO 02-2422 SET I PROJECT ADDRESS 2036 Corte Del Nogal PROJECT NAME Carlsbad Corporate Office Building A {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 The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person The applicant's copy of the check list has been sent to Lee & Sakahara Architects 16842 Von Karman Ave, Suite 400, Irvine, CA 92606-4927 "300 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 (by 73) Fax # -1144 Mail ^--Telephone -—Fax--^^1n Person REMARKS By Abe Doliente Enclosures Esgil Corporation (El GA D MB E3 EJ D PC 8/22/02 trnsmtldot 9320 Chesapeake Drive, Suite 208 * San Diego, California 92123 + (858)560-1468 4 Fax (858) 560-1576 Carlsbad 02-2422 September 3, 2002 PLAN REVIEW CORRECTION LIST COMMERCIAL PLAN CHECK NO O2-2422 JURISDICTION Carlsbad OCCUPANCY B USE Office (Shell) TYPE OF CONSTRUCTION V-N ACTUAL AREA 11,840SF ALLOWABLE FLOOR AREA 16,000 SF STORIES 2 HEIGHT SPRINKLERS'? Yes OCCUPANT LOAD 118 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, 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 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 02-2422 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 O2-2422 September 3, 2002 6 Provisions in Chapter 7 require special treatment of penetrations at fire-resistive assemblies Provide typical details on the plans showing how the fire-resistive integrity will be maintained at the following conditions (Include the manufacturers' names and ICBO numbers (or equal) for any sealant) THROUGH-PENETRATIONS (through the entire assembly) Fire-resistive walls shall have penetrations protected with through-penetration fire stops having an F-ratmg, T-ratmg or complying with UBC Standard 7-1, depending on their locations, sizes and combustibility Fire resistive floor/ceiling assemblies shall have penetrations protected with through-penetration fire stops having and F-ratmg, T-ratmg or complying with UBC Standard 7-1, depending on their sizes, combustibility and whether the penetrations are in walls above MEMBRANE-PENETRATIONS (through only one side of an assembly) Fire-resistive walls shall have penetrations protected with membrane-penetration fire stops having an F-ratmg or complying with UBC Standard 7-1, depending on their size and combustibility Limited steel electrical outlet boxes (not exceeding 16sq in , nor more than 100 sq in foranylOOsq ft of wall) require no protection Fire-resistive floors or ceilings having penetrations shall comply with Section 710 NOTE The plans should indicate the various fire-stop ratings required for all penetrations 7 Provide a note on the plans stating "Penetrations of fire-resistive walls, floor- ceilings and roof-ceilings shall be protected as required in UBC Sections 709 and 710" . ELEVATORS 8 Every opening into an elevator shaft enclosure shall be protected by a self-closing fire assembly having a one-hour fire rating in one-hour shafts and one and one-half hours in two hour shafts Section 7114 9 Provide clear inside elevator car dimensions as required by Title 24 a) Elevator in buildings more than two stories or buildings where disabled access is required to upper level(s) 68" by 54", with a minimum clear door width of 36" 10 Provide notes, details or specifications to show the elevator will comply with UBC Sections 3002-3007 and Title 24 11 Doors other than the hoistway door and the elevator car door are prohibited at the point of access to elevator car, except doors readily openable from the car side Section 3007 Carlsbad O2-2422 September 3, 2002 • MASONRY AND CONCRETE 12 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 13 Note on the plans "When serving more than 100 sprinkler heads, automatic sprinkler systems shall be supervised by an approved central, proprietary or remote, station service, or shall be provided with a local alarm which will give an audible signal at a constantly attended location " Section 904 3 • TITLE 24 DISABLED ACCESS 14 Notes and details for disabled access regulations are shown on the plans This will be field verified and checked at tenant improvement • FOUNDATION 15 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 16 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 17 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 18 Investigate the potential for seismically induced soil liquefaction and soil instability in seismic zones 3 and 4 Section 1804 5 19 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) 20 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" Carlsbad O2-2422 September 3, 2002 • STRUCTURAL 21 Show the required canopy beam between grid lines 2 &3 (TS8 X 2 X 3/16) as called out on sheet 34 of the structural calculations Refer to sheet S2 1 of the plans 22 Show the required length of all the shear walls 23 In seismic zone 4, aspect ratios are limited to 2 1 for wood shear panels Table 23-ll-G • ADDITIONAL 24 Complete and recheck the call-outs and cross references to the details 25 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 26 Please see the following corrections for electrical, plumbing, mechanical and energy 27 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 28 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 29 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 Carlsbad O2-2422 September 3, 2002 ELECTRICAL CORRECTIONS PLAN REVIEWER: Eric Jensen ELECTRICAL (1996 NATIONAL ELECTRICAL CODE) 1 Clarify the single line diagram Are the (distribution) transformers private or Utility owned'' If private, note so plainly on the single line diagram and provide complete installation details for the medium voltage installation 2 The local electrical utility company does not permit "foreign utilities" such as telephone to be installed in the electrical service room Please review with their planner if the telephone backboard will be allowed in the electrical service room 3 Specify the AIC rating for the service mam overcurrent device on the single line diagram 4 Note that the pull-section taps are factory installed, field installed per factory specifications (available at the site), or to be certified by a third party (NRTL certified) testing laboratory 5 Specify if the service is fully rated, series rated or engineered designed If designed, note fault current levels at the various stages of the single line diagram and the required AIC rating for respective devices 6 If the electrical system is a series-rated design, note the following "Overcurrent device enclosures will be identified as series-rated and labeled in accordance with NEC 110-22" and "The overcurrent devices shall be AIC rated per the manufacturers labeling of the electrical equipment" 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 piocess, note on this list (or a copy) where the corrected items have been addressed on the plans Carlsbad O2-2422 September 3, 2002 * PLUMBING, MECHANICAL AND ENERGY CORRECTIONS * JURISDICTION: Carlsbad DATE: 9/5/02 * PLAN REVIEW NUMBER: 022422 SET: I * PLAN REVIEWER: Glen Adamek Building "A" PLUMBING (1997 UNIFORM PLUMBING CODE) 1 Provide the site plumbing plans showing the si2:es and locations of the gas meters and water meter, and the sizes, routes, and slopes of the building sewer, storm drainage system, site gas lines, and site water lines 2 Please show the upstream sewer manhole rim elevation. As per UPC, Section 710 1, provide backwater valves on all building drains which serve plumbing fixtures with flood 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' 4 Detail the backflow protection of water connection to fire protection systems as per UPC, Section 603 4 18 MECHANICAL (1997 UNIFORM MECHANICAL CODE) 5 Provide required independent ventilation or air conditioning system of elevator equipment room to prevent the overheating of the electrical equipment UBC, Section 3005 1 ENERGY CONSERVATION 6 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, ENV-3, LTG-1 and LTG-2 forms for the proposed envelope and lighting being installed under this permit 7 On the plans clearly show the wall and roof insulation locations, thickness, and R-values, as per the energy design Carlsbad 02-2422 September 3, 2002 8 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 9 Provide automatic shut-off controls for lighting as per Title 24, Part 6, Section 131 (d) 10 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" 11 The corrected completed and signed ENV-1 and LTG-1 forms must be imprinted on the plans 12 The Documentation Author and the Principal Envelope Designer must sign the ENV-1 form 13 The Documentation Author and the Principal Lighting Designer must sign the LTG-1 form 14 Complete energy plan check will be done when complete corrected energy designs are provided Note: If you have any questions regarding this plumbing, mechanical and energy plan review list please contact Glen Adamek at (858) 560-1468 To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans Carlsbad 02-2422 September 3, 2002 VALUATION AND PLAN CHECK FEE PLAN CHECK NO O2-2422 DATE September 3, 2002 JURISDICTION Carlsbad PREPARED BY Abe Doliente BUILDING ADDRESS 2036 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 ) 11840 11840 cb Valuation Multiplier 6000 1 80 By Ordinance Reg Mod 080 VALUE ($) 568,320 21,312 589,632 Bldg Permit Fee by Ordinance Plan Check Fee by Ordinance Type of Review Repetitive Fee Repeats Complete Review D Other r-i Hourly Structural Only Hour* Esgil Plan Review Fee $2,013.46 $1,30875 $1,127.54 Comments Sheet 1 of 1 macvalue doc City of Carlsbad Public Works — EngTheering DATE BUILDING ADDRESS BUILDING PLANCHECK CHECKLIST PLANCHECK NO A/ CB Q'D " ''/? " PROJECT DESCRIPTION Pi P 02 '63 ASSESSOR'S PARCEL NUMBER EST VALUE ENGINEERING DEPARTMENT APPROVAL The item you have submitted for review has been approved The approval is based on plans, information and/or specifications provided in your submittal, therefore any changes to these items after this date, including field modifications, must be reviewed by this office to insure continued conformance with applicable codes Please review carefully all comments attached, as failure to comply with instructions in this report can result in suspension of permit to build L A Right-of-Way permit is required prior to construction of the following improvements DENIAL Please see^fie\ attached report of deficiencies marked wpD Make necessary corrections to plans or specifreatierfis for compliance with applicable codes and standards Submit corrected plans and/or specifications to this office for review By By Date Date By FOR OFFICIAL USE ONLY ENGINEERING AUTHORIZATION TO ISSUE BUILDING PERMIT Date n c c ATTACHMENTS Application Dedication Checklist Improvement Application Improvement Checklist Future Improvement Agreement Grading Permit Application Grading Submittal Checklist Name ENGINEERING DEPT CONTACT PERSON Karen Saul City of Carlsbad [j Right-of-Way Permit Application : j Right-of-Way Permit Submittal Checklist and Information Sheet D Sewer Fee Information Sheet Address 1635 Faraday Avenue, Carlsbad, CA 92008 Phone (760) 602-2775 CFD INFORMATION Parcel Map No Lots Recordation Carlsbad Tract m FAX (760) 6o2-8562 BUILDING PLANCHECK CHECKLIST SITE PLAN 1 Provide a fully dimensioned site plan drawn to scale Show North Arrow F Right-of-Way Width & Adjacent Streets Existing & Proposed Structures G Driveway widths Existing Street Improvements H Existing or proposed sewer lateral Property Lines I Existing or proposed water service Easements J Existing or proposed irrigation service Show on site plan 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 D - L/ D 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 \WORDVDOCS\CHKLS1ABuikJing Plancheek Cklsl Form (Generic) doc BUILDING PLANCHECK CHECKLIST 1ST 2ND/:3rd DISCRETIONARY APPROVAL COMPLIANCE LH 0 CH 4a Project does not comply with the following Engineering Conditions of approval for \/ Project No 4b All conditions are in compliance Date 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 CH 0 CH 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\DOCSCHKLST\Building Plancheck Cklsl Form (RIDDLE HARVEY 7 12 00) doc .. ST 2ND 3RD 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 18 40 Please submit a recent property title report or current grant deed on the property and processing fee of $310 so we may prepare the necessary Future Improvement Agreement This agreement must be signed, notarized and approved by the City prior to issuance of a Building permit Future public improvements required as follows 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 Grading 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\DOCS\CHKLST\Buitding Plancheck CWst Form (Generic 7 U-00) doc BUILDING PLANCHECK CHECKLIST 1ST 0ND *3RD I £. O ^] n C] 7d No Grading Permit required 7e If grading is not required, write "No Grading" on plot plan MISCELLANEOUS PERMITS A RIGHT-OF-WAY PERMIT is required to do work in City Right-of-Way and/or private work adjacent to the public Right-of-Way Types of work include, but are not limited to street improvements, tree trimming, driveway construction, tying into public storm drain, sewer and water utilities Right-of-Way permit required for ^ D I0/r D 9 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 D IJ D 10 NPDES PERMIT Complies with the City's requirements of the National Pollutant Discharge Elimination System (NPDES) permit The applicant shall provide best management practices to reduce surface pollutants to an acceptable level prior to discharge to sensitive areas Plans for such improvements shall be approved by the City Engineer prior to issuance of grading or building permit, whichever occurs first CD 0 D 11 Q^Required fees are attached Q No fees required WATER METER REVIEW CD \2 CD 12a Domestic (potable) Use Ensure that the meter proposed by the owner/developer is not oversized Oversized meters are inaccurate during low-flow conditions If it is oversized, for ( the life of the meter, the City will not accurately bill the owner for the water used • All single family dwelling units received "standard" 1" service with 5/8" service H \WORD\DOCS\CHKLST\Building Plancfleck Cklsl Forni (Genenc) AJC 1ST •>ND gRD 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 irrigation demand (largest zone with the farthest reach) Typically, Larry Black has already reviewed this if landscape plans have been prepared, but the applicant must provide the calculations to you for your use Once you have received a good example of irrigation calculations, keep a set for your reference In general the calculations will include • Hydraulic grade line • Elevation at point of connection (POC) • Pressure at POC in pounds per square inch (PSI) • Worse case zone (largest, farthest away from valve • Total Sprinkler heads listed (with gpm use per head) • Include a 10% residual pressure at point of connection In general, all major sloped areas of a subdivision/project are to be irrigated via separate irrigation meters (unless the project is only SFD with no HOA) As long as the project is located within the City recycled water H \WORD\DOCS\CHKLST\Buildmg Plancneck Cklst Form (Generic) doc BUILDING PLANCHECK CHECKLIST ST 2ND 3RD service boundary, the City intends on switching these irrigation services/meters to a new recycled water line in the future D xT CD 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 CD 13 Additional Comments: H \WORD\DOCS\CHKLST\Buiklin8 Plancheck CMst Form (Generic) doc -7 Rev 7/14/00 05/12/2003 14 03 FAX 7604384178 • . GRADING INSPECTION CHECKLIST FOR PARTIAL SITE RELEASE iioi PROJECT INSPECTOR: tJ^H QL PROJECT ID VSP O2- C&GRADING PERMIT NO. LOTS REQUESTED FOR RELEASE:.^ N/A « NOT APPLICABLE V-COMPLETE o=INCOMPLETE OR UNACCEPTABLE 1st 2nd. 1. Site access to requested tots adequate and logically grouped. 2. Site erosion control measures adequate. 3. Overall site adequate for health, safety and welfare oTpubOc. 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. Engineer of Work certification of work done and pad elevations. 8. Geologic engineer's letter if unusual geologic or subsurface conditions exist d. Project conditions of approval checked for confGcta. 10. Fire hydrants wilnin 500 feet of building combustfcte and a* weather roads access to site. Partial release of grading for the above stated tots .is approved for (he purpose of bufctng perm* issuance, issuance of building permits is stil subject to al normal City requirements required pursuant to the bufldhg permit process. reasons: Date ConslructiCjnManager Date ENGINEERING DEPARTMENT FEE CALCULATION WORKSHEET D Estimate based on unconfirmed information from applicant Calculation based on building plancheck plan submittal Bldg Permit No. Checked by Address Prepared by- EDU CALCULATIONS: List types and square footages for all uses Types of Use oUxk_^*-j(? Sq. Ft /Units Types of Use- Sq Ft/Units. Date EDU's: Si . 3 ~7 EDU's- APT CALCULATIONS: List types and square footages for all uses Types of Use ^i^^.J^-^ Sq. Ft /Units. Types of Use Sq Ft /Units ADT's ADT's WITHIN CFD FEES REQUIRED: '" " V *-•••& - •-,*: - .- ES (no bridge & thoroughfare fee in Distnct #1, reduced Traffic Impact Fee)DNO GX2 TR/ PARK-IN-LIEU FEE FEE/UNIT PARK AREA & #•. X NO UNITS . TRAFFIC IMPACT FEE ADTs/UNITS X FEE/ADT BRIDGE AND THOROUGHFARE FEE (DIST #1 ADTs/UNITS X FEE/ADT. ^ FACILITIES MANAGEMENT FEE ZONE 5 UNIT/SO FT IIf 8*/O X 5 SEWER FEE EDU's (Q t '3 ~7 BENEFIT AREA EDU's DIST #2 DIST #3 FEE/SQ FT /UNIT FEE/EDU FEE/EDU i aw. jl/u|\ SEWER LATERAL ($2.500) 7 DRAINAGE FEES PLDA_ ACRES HIGH. X FEE/AC /LOW POTABLE WATER FEES UNITS CODE CONNECTION FEE METER FEE SDCWA FEE ^- IRRIGATION 1 of 2 F \FEE CALCULATION WOFZKSHEET doc Rev T/14/00 PLANNING DEPARTMENT BUILDING PLAN CHECK REVIEW CHECKLIST Plan Check No CB Q 2. . "2. Planner _ Saima Qureshv APN - 06 \ - "2-s - rrn Address Phone (760) 602-4619. DU/ACType of Project & Use C££,c&/ IwdLxyt:. Net Project Density Zoning "PK\ General Plan "P1I Facilities Management Zone CFD (in/out) #_Date of participation S" \~l}(\\ Remaining net dev acres Q Circle One (For non-residential development Type of land used created by this permit Iv^rJUAjTbugJ /Or™ w\gV c j aJ Legend' IXI Item Complete [ Environmental Review Required DATE OF COMPLETION rj? I \3 Item Incomplete - Needs your action YES v/" NO TYPE Compliance with conditions of approval7 If not, state conditions which require action Conditions of Approval Discretionary Action Required APPROVAL/RESO NO PiF PROJECT NO TMP YES NO TYPE DATE 8 lv*Jo"l- . - O OTHER RELATED CASES Compliance with conditions or approval7 If not, state conditions which require action Conditions of Approval l Coastal Zone Assessment/Compliance Project site located in Coastal Zone7 YES_ CA Coastal Commission Authority7 YES_NO If California Coastal Commission Authority Contact them at - 7575 Metropolitan Drive, Suite 103, San Diego CA 92108-4402, (619) 767-2370 Determine status (Coastal Permit Required or Exempt) _ Coastal Permit Determination Form already completed7 YES If NO, complete Coastal Permit Determination Form now Coastal Permit Determination Log # _ NO Follow-Up Actions 1) Stamp Building Plans as "Exempt" or "Coastal Permit Required" (at minimum Floor Plans) 2) Complete Coastal Permit Determination Log as needed 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 N0_ Zoning 1 2 Setbacks Front Interior Side Street Side Rear Top of slope Accessory structure Front Interior Side Street Side Rear Structure separation Required Required Required Required Required setbacks Required Required Required Required Required Shown Shown Shown Shown Shown Shown Shown Shown Shown Shown 3 Lot Coverage 4 Height 5 Parking Required Required Shown Shown Spaces Required Shown (breakdown by uses for commercial and industrial projects required) Residential Guest Spaces Required Shown Additional Comments OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER DATE H \ADMIN\COUNTER\BldgPlnchkRevChklst Rev 9/01 Carlsbad Fire Department 022422 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 lrvineCA92606 Plan Checker Job Name Job Address Job # 022422 Office Park Bldg A 2036 Corte Del Nogal Bldg# CB022422 Ste or Bldg No Approved The item you have submitted for review has been approved The approval is based on plans, information and / or specifications provided in your submittal, therefore any changes to these items after this date, including field modifications, must be reviewed by this office to insure continued conformance with applicable codes and standards Please review carefully all comments attached as failure to comply with instructions in this report can result in suspension of permit to construct or install improvements D Approved Subject to The item you have submitted for review has been approved subject to the attached conditions The approval is based on plans, information and/or specifications provided in your submittal Please review carefully all comments attached, as failure to comply with instructions in this report can result in suspension of permit to construct or install improvements Please resubmit to this office the necessary plans and / or specifications required to indicate compliance with applicable codes and standards 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 ?nH 3rd 022422 FD File # Other Agenr.y ID Carlsbad Fire Department &&- ^^r 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 1 6842 Von Karman Ave Suite 300 City, State lrv|ne CA 92606 Plan Checker _ °22427 _ Job Name Office Park Bldg "D" Job Address 2030 Corte Del Nogal _ Ste or Bldg No Applicant must demonstrate that all turning radii within this property are a minimum of 28 feet In addition the placement of the proposed Fire Hydrants will be dictated by the placement of the Double Detector Check Valve assemblies Our placement criteria is that a Fire Hydrant SHALL be within 90 linear feet of the Fire Department Connection on the same side of any FD access road CARLSBAD OFFICES Building A 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 16969 Von Karman, Suite 240 Irvine, CA92614 Tel (949) 474-0502 Fax (949)474-1801 Carlsbad Offices Building A Seb J Ficcadenti Michael A Waggoner Thomas A Castle Mark E Schroeder Gary E Landingham Kevin L McCoy Roger C Lee Douglas A Hilts David S Pomerteau Vincent DeVita Wing K Suen Dana M Hennis Chad W M M Sakai Mario Giampa Ahmad S Kamrany Kirsten L Zeydel KentC Forsythe Juan F Garcia Sil H Garcia Northern California OHice 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 Floor Beam Design Floor 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 Braced Frame Line 3 Design Braced Frame Line D Design Wood Stud Wall Design Entry Parapet Design Large Opening Header Wind Load Check Elevator Core Design Page 1 PageS Page 11 Page 13 Page 33 Page 34 Page 35 Page 38 Page 39 Page 40 Page 49 Page 57 Page 60 Page 63 Page 72 Page 77 Page 84 Page 87 Page 89 Ficcadenti & Waggoner, Inc Ficcadenti Waggoner, Inc CARLSBAD OFFICES PAOh JOB NO A02-088 13Y MES DATE 8/16/2002 CHK'D DATE TYPICAL DEAD & LIVE LOADS: Roof Loads. Roofing Material" 2 2 Psf Future Roof 10 Psf Plywood (3/4") 22 Psf Insulation 1 5 Psf Joist (32" o/c) 19 Psf Glulam Beams 19 Psf HVAC 30 Psf Sprinklers 20 Psf Suspended Accoustical Ceiling 1 8 Psf Misc 05 Psf 4th Level Dead Load 180 Psf Use 180 Psf Live Load Roof (Reducible) 200 Psf Total Load 380 Psf Vertical Loads Ficcadenti Waggoner, Inc CARLSBAD OFFICES JOB NO A02-088 BY _MES_ DATE 8/16/2002 CHK'D DATE TYPICAL DEAD & LIVE LOADS: Floor Lpads. Flooring (Carpet and Pad) Lightweight Concrete (1 1/2") Plywood (3/4") Joists (16" o/c) Steel Beams HVAC Sprinklers Suspended Accoustical Ceiling Misc Dead Load Use Partition Load Live Load (Reducible) (Beams) Live Load (Unreducible) (Joists) Total Load Use 22 Psf 135 Psf 22 Psf 25 Psf 35 Psf 15 Psf 20 Psf 18 Psf 08 Psf 300 Psf 300 Psf 200 Psf 800 Psf 1000 Psf 1300 Psf 2300 Psf Vertical Loads Ficcadenti Waggoner, Inc CARLSBAD OFFICES PAC3E_|3_ JOB NO A02-088 BY MES DATE _g/l6/2002 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 Osgnr Description Scope Job* Date 11 36AM, 19AUG02 Rev 510300 User KW 0601912 Ver5 1 3 22 Jun-1999 Win32 (C)198399ENERCALC Steel Beam Design Page 1 c \proiects\carl5bad office complex\beams ecw Description Building A Roof Beam Ln D (2 and 3) General Information Steel Section. W1 6X36 Center Span Left Cant Right Cant Lu Unbraced Length Distributed Loads #1 DL 0 730 LL 0 440 ST Start Location End Location 2230 ft 000 ft 000 ft 000 ft #2 Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Fy 50 OOksi Pinned-Pmned Load Duration Factor 1 00 Elastic Modulus 29,000 0 ksi LL & ST Act Together __J #3 #4 #5 #6 #7 k/ft k/ft k/ft ft ft Summary 1 ^l^l^g^g^i^j^SiJ^^^fea^^^^a^^j^ Using W1 6X36 section, Span = 22 30ft, Fy = 50 Oksi End Fixity = Pinned-Pmned, Lu = 0 00ft, LDF = 1 000 Actual Moment fb Bending Stress fb/Fb Shear fv Shear Stress fv/Fv 72 729 k-ft 15448ksi 0468 1 13045k 2 788 ksi 0139 1 Allowable 155 359 k-ft 33 000 ksi 93 574 k 20 000 ksi Static Load Case Max Deflection Length/DL Defl Length/(DL+LL Defl) Beam OK Governs Stress -0 501 in 8560 1 5341 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 Facalc'dper 1 5-1, Section Properties Depth Width Web Thick Flange Thickness Area Maximum 72 73 k-ft 1305k 1305k -0 501 m 0 000 m 0 000 m 0000ft 1305 1305 K*Ur < Cc W16X36 15860m 6985m 0 295 m 0 430 in 1060m2 DL Only ( 4538 8 14 814 -0313 0000 0000 0000 814 8 14 Weight l-xx i-yy S-xx S-yy LL 8 Center 7273 1305 1305 -0501 0000 0000 0000 1305 1305 - LL+ST @ Center -0501 0000 0000 0000 1305 1305 36 00 #/ft 448 00 m4 24 50 m4 56 494 m3 7015m3 LL @ Cants 0000 0000 0000 0000 r-XX r-yy Rt LL+ST @ Cants k-ft k-ft k-ft k-ft k k 0 000 m 0 000 in 0 000 in 0 000 in k k , __J 6501 in 1 520 in 1 790 in 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 Rov 510300 User KW 0601912 VerS 1 3 22 Jun-1999 Win32 (c) 1933WENERCALC Title Dsgnr Description Scope Job# Date 11 33AM, 19AUG02 Steel Beam Design Page 1 c \proiects\carl5bod office complex \beams ecw Description Building A Roof Beam Ln 3 (C and D) General Information Steel Section W12X14 Center Span Left Cant Right Cant Lu Unbraced Length Distributed Loads # 1 DL 0 730 LL 0 440 ST Start Location End Location 1230 ft 000 ft 000 ft 000 ft #2 Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements | Fy 50 00 ksi Pinned-Pmned Load Duration Factor 1 00 Elastic Modulus 29,000 0 ksi LL & ST Act Together ___J #3 #4 #5 #6 #7 k/ft k/ft k/ft ft ft L Summary jj| vpstifflMmmmmmm&myaaAK^^mm Using W12X14 section, Span = 12 30ft, Fy = 50 Oksi End Fixity = Pinned-Pmned, Lu = 0 00ft, LDF = 1 000 Actual Moment fb Bending Stress fb/Fb Shear fv Shear Stress fv/Fv 22 126 k-ft 17846 ksi 0541 1 7195k 3021 ksi 0151 1 Allowable 40915 k-ft 33 000 ksi 47 640 k 20 000 ksi Beam OK Static Load Case Governs Stress Max Deflection -0 235 in Length/DL Defl 1,0088 1 Length/(DL+LL Defl) 6294 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 Web Thick Flange Thickness Area Maximum 22 13 k-ft 720k 720k -0235 m 0 000 in 0 000 in 0000ft 720 720 K*L/r < Cc W12X14 11 910m 3970m 0 200 in 0 225 in 416m2 DL Only <t 1381 449 449 -0146 0000 0000 0000 449 449 Weight l-xx l-yy S-xx S-yy LL H Center 2213 720 720 -0235 0000 0000 0000 720 720 LL+ST @ Center -0 235 0000 0000 0000 720 720 1413#/ft 88 60 m4 2 36 m4 14 878 m3 1 189m3 LL @ Cants 0000 0000 0000 0000 r-xx r-yy Rt LL+ST @ Cants k-ft k-ft k-ft k-ft k k 0 000 in 0 000 in 0000 in 0 000 in k k «_ZJl 461E) in 0 753 in 0 950 in To specify your title block on Title Job # these five lines, use the SETTINGS Ds9nr Date 1 1 32AM' 1 9 AUG °2 .. , Descriptionselection on the mam menu and enter your title block information Scope will be printed on each page Rev 510300 _. . n n . . Pano 1 b User KW0601912 VerS 13 22 Jun 1999 Win32 TllTlber 06301 & JOISt 9 1cc) 1983 w ENERCALC " *»"*" c N DrO[eCtsVcarlsbad office comolex \beams ecw Jj Description Building A Roof Beam Ln A (2 and 3) Timber Member Informa fi!i^M ™!W^ juflBIt^ VifMif^^sssK Timber Section Beam Width in Beam Depth in Le Unbraced Length ft Timber Grade Fb - Basic Allow psi Fv - Basic Allow psi Elastic Modulus ksi Load Duration Factor Member Type Repetitive Status Center Span Data Span Dead Load Live Load Results Mmax @ Center fb Actual Fb Allowable fv Actual Fv Allowable Reactions @ Left End DL LL Max DL+LL @ Right End DL LL Max DL+LL Deflections Center DL Defl L/Defl Ratio Center LL Defl L/Defl Ratio Center Total Defl Location L/Defl Ratio tion Calculations are designed to 1997 NDS and 1997 UBC Requirements | •earn Ln A (2 an 5125x165 5125 16500 1700 Douglas Fit 24F-V 2,400 0 1650 1 ,800 0 1 250 GluLam No ft #/ft 1 1700 50000 28000 Ratio = 0 5268 in-k ft psi psi psi psi _ _ - - - „ _J 33813 850 1,4540 2,760 1 Bending OK 988 2063 Shear OK Ibs Ibs Ibs Ibs Ibs 4,250 00 2,380 00 6,630 00 4,250 00 2,380 00 6,630 00 in in in ft -0272 7498 -0152 1,3389 -0424 8500 4806 1 „. _. I To specify your title block on Title these five lines, use the SETTINGS Ds9nr Descriptionselection on the mam menu and enter your title block information Scope will be printed on each page L Rev 510300 — , — n , . . w 1933 wlwRcXfc5 ' 3 7? Jun 1PW WinM Timber Beam & Joist Description Building A Roof Beam Ln D (3 and 4) Job* Date 11 32AM, 19AUG02 c\Droiect|\OTMstedoffcecomgex^^^r^ecwi 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 D (3 an 6 75x27 0 6750 27000 000 JouglasFir 24F V 2,400 0 1650 1 ,800 0 1 250 GluLam No ft #/ft #/ft 1 3230 73000 44000 Ratio = 0 8661 in-k ft psi psi psi psi 1,83097 1615 2,232 6 2,577 8 Bending OK 1344 2063 Shear OK «__p Ibs Ibs Ibs Ibs Ibs .„ J 1 1178950 7,10600 1889549 1178950 7,10600 1889549 in in in ft -0897 4321 -0541 7169 -1 438 16150 2696 . 1 To specify your title block on Title these five lines, use the SETTINGS °s9"r Description selection on the mam menu and enter your title block information Scope will be printed on each page Rev 510300 •—. , —. n . , w was wMK^c5 } 3 22 Jun"1999 Win32 Timber Beam & Joist Description Building A Roof Beam Ln 3 (A and C) Job* ^ Date 11 33AM, 19AUG02 Page 1 I c\proiects\ carlsbad office complex\ beams ecwjj Timber Member Information Calculations are designed to 1997 NDS and 1997 UBC Requirements jl 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 3 (A an > 5125x120 5 125 12000 000 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 ft #/ft #/ft 21 80 8000 8000 Ratio = 03103 m-k ft psi psi psi psi 11406 1090 9273 2,988 8 Bending OK 388 2063 Shear OK 1 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 87200 872 00 1 ,744 00 87200 87200 1 ,744 00 in in in ft -0306 8548 -0306 8548 -0612 10900 4274 . 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 Job # Date 1 1 33AM- 1 9 AUG °2 °l Description Scope Rev 510300 UMH KW-OOW2 Ver 5 \ 3 22 Jun W9 Win32(01983 99 ENERCAIC •—• • n n • • •_ Timber 063111 & JOISt• •••••*w v. »* *,+, 1 c\OTts\carlsbacl off racompls.x \beams ecw Description Building A Roof Beam Ln 3 (D and F) 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 3 (D an 5125x21 0 5 125 21 000 000 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 4000 8000 8000 Ratio = 0 3833 in-k ft psi psi psi psi 38400 2000 1,0194 2,659 7 Bending OK 410 2063 Shear OK ___ I Ibs Ibs Ibs Ibs Ibs Ibs 1 ,600 00 1 ,600 00 3,200 00 1 ,600 00 1 ,600 00 3,200 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 -0647 741 6 -0647 741 6 -1 294 20000 3708 i > To specify your title block on Title these five lines, use the SETTINGS Ds9nr , * »._ _, Descriptionselection on the main menu and enter your title block information Scope will be printed on each page RDV 510300 _. . _ o I j.M 19™ ^N9l2 CA?c5 ' 3 22 Jun 1999 wn32 Timber Beam & Joist Description Building A Roof Beam Ln D (1 and 2) 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 in in ft psi psi ksi .earn Ln D (1 an 6 75x27 0 6750 27000 000 Douglas Fir 24F V 2,400 0 1650 1 ,800 0 1 250 GluLam No ft #/ft #/ft 3030 73000 44000 Ratio = 0 7573 m-k ft psi psi psi psi Job # V. ' Date 11 36AM, 19AUG02 Page 1 | c\proiects\carlsbad office comDleix\ beams ecwjj to 1997 NDS and 1997 UBC Requirements [| 1 I 1,611 25 1515 1,9646 2,594 3 Bending OK 1249 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 1105950 6,666 00 1772549 1105950 6,666 00 1772549 in in in ft -0695 5234 -0419 8684 -1 113 15 150 3266 I To specify your title block on Title Job # these five lines, use the SETTINGS Ds9"r Date 1 1 30AM- 1 9 AUG °2 . » i. _, Descriptionselection on the mam menu and enter your title block information Scope will be printed on each page uf^lCW006019>2 Ver5 13 22Jun-1999 Win32 TllTlber 863111 & JOISt Pa99 1 (01983 99 ENERCAic iiniwci w^aiii « wwioi c \Droiects\CQrlsbad office comDlex\beams ecw Description Building A B C D E Roof Header (Perpendicular) Timber Member Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Timber Section Beam Width Beam Depth Le Unbraced Length Timber Grade Fb - Basic Allow Fv - Basic Allow Elastic Modulus Load Duration Factor Member Type Repetitive Status Center Span Data Span Dead Load Live Load Results Mmax @ Center @X = fb Actual Fb Allowable fv Actual Fv Allowable 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 Xxiglas Fir - Larch 1 ,350 0 850 1,6000 1 250 Sawn No ft #/ft #/ft 800 52000 40000 Ratio = 0 8034 in-k ft psi psi psi psi 8832 400 1,0676 1,6741 Bending OK 854 1063 Shear OK Ibs Ibs Ibs Ibs Ibs Ibs 2,08000 1,60000 3,680 00 2,08000 1,60000 3,68000 in in in ft -0076 1,2595 -0059 1,6374 -0135 4000 7119 To specify your title block on Title Job # v these five lines, use the SETTINGS °s9nr. . Date 11 31AM' 19 AUG °2 ' Descriptionselection on the mam menu and enter your title block information Scope will be printed on each page User KW-001912 Ver5 13 22 Jun-lW Win32 Timber 603111 & JOJSt Page 1 |(01983 99 ENERCALC »»«•••»»»»»»•« ____c_\groiects^carlsbad off ice complex ^beams ecw | 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 (Parade 6x8 5500 7500 800 touglas Fir - Larch 1 ,350 0 850 1 ,600 0 1250 Sawn No Center Span Data | Span Dead Load Live Load Results Mmax @ Center fb Actual Fb Allowable fv Actual Fv Allowable ft #/ft #/ft 800 22000 8000 Ratio = 03483 < || in-k ft psi psi psi psi 2880 400 5585 1,6776 Bending OK 370 1063 Shear OK Reactions \ @ Left End DL LL Max DL+LL @ Right End DL LL Max DL+LL Ibs Ibs Ibs Ibs Ibs Ibs 88000 32000 1,20000 88000 32000 1,20000 Deflections } Center DL Defl L/Defl Ratio Center LL Defl L/Defl Ratio Center Total Defl Location L/Defl Ratio in in in ft -0066 1,4649 -0024 4,028 4 -0089 4000 1 ,074 2 FICCADENTI & WAGGONER Consulting Structural Engineers, Inc 16969 Von Karman, Su.te 240 Tel (949) 474-0502 Irvine, CA 9261 4 Fax (949) 474-1801 DATE DESIGNER . PAGE v, U-l l~ l A-."2- H A U A- -- •? r- t FICCADENTI & WAGGONER Consulting Structural Engineers, Inc 16969 Von Karman, Suite 240 Tel (949)474-0502 Irvine, CA 92614 Fax (949) 474-1801 PROJECT b DATE "/ DESIGNER . PAGE L|6 . of, HC i C i - <=., -,. ^ C g,i c, -7 L £ O -- I oo^o C '- • L - _ o. ^v C 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 _W£ DESIGNER PAGE I . TVA--UV_. -CPC.-CO-CP -3, - i $--7 -_ "3 ~7 ~2_ r- I I 06 r-T" (_.( ru - i*"r- r— - O o a> c; P L-r- To specify your title block on •these five lines, use the SETTINGS selection on the mam menu and enter your title block information will be printed on each page Title Dsgnr Description Scope Job# Date 11 33AM, 19AUG02 f Rev 510300 User KW 0601912 Ver 5 I 3 22 Jun 1999 Win32 (c) 1933 99 ENERCALC Steel Beam Design Page 1 c \proiects\carlsbad office complex \beoms ecw Description Building A Floor Beam Ln 3 5 (E and F) General Information Steel Section W12X14 Center Span Left Cant Right Cant Lu Unbraced Length Distributed Loads #1 DL 0 100 LL 0 160 ST Start Location End Location Point Loads #1 Dead Load 0 360 Live Load 1 200 Short Term Location 6 000 1770 ft 000 ft 000 ft 000 ft #2 #2 0360 1 200 10000 Calculations are designed to AISC 9th Edition ASD and 1997 UBC [Requirements Fy 50 00 ksi Pinned-Pinned 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 _____ __ #3 #4 #5 #6 #7 k k k ft Summary | 8g^Sj^a^^^^^^!^|^^^S^^SjJ^§ Using W12X14 section, Span =17 70ft, Fy = 50 Oksi End Fixity = Pinned-Pinned, Lu = 0 00ft, LDF = 1 000 Actual Moment fb Bending Stress fb/Fb Shear fv Shear Stress fv/Fv 20911 k-ft 16866 ksi 0511 1 4011 k 1 684 ksi 0084 1 Allowable 40 915 k-ft 33 000 ksi 47 640 k 20 000 ksi Beam OK Static Load Case Governs Stress Max Deflection -0 446 in Length/DL Defl 1,5466 1 Length/(DL+LL Defl) 476 1 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 Fa calc'd per 1 5-1 Section Properties Depth Width Web Thick Flange Thickness Area Maximum 20 91 k-ft 401 k 371 k -0446 m 0 000 m 0 000 m 0000ft 401 371 , K*Ur < Cc W12X14 11 910 in 3 970 in , 0 200 in 0 225 in 416m2 DL Only < 639 1 28 1 21 -0137 0000 0000 0000 1 28 1 21 Weight l-xx l-yy S-xx S-yy LL 3 Center 2091 401 371 -0446 0000 0000 0000 401 371 LL+ST @ Center -0446 0000 0000 0000 401 371 1413#/ft 88 60 in4 2 36 m4 14878 in3 1 189m3 LL @ Cants 0000 0000 0000 0000 r-xx r-yy Rt LL+ST @ Cants k-ft k-ft k-ft k-ft k k 0 000 in 0 000 in 0 000 in 0 000 in k k jj 4615 in 0 753 in 0 950 in 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 34AM, 19AUG02 Rev 510300 User KW 0601912 Vor5 1 3 22 Jun-1999 Win32 (c) W83 99 ENERCAIC Steel Beam Design Page 1 c \proiects\caflsbod office comple_x\beams ecw Description Building A Floor Beam Ln 3 (D and E) General Information Steel Section W12X14 Center Span Left Cant Right Cant Lu Unbraced Length 2230 ft 000 ft 000 ft 000 ft Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Fy 50 00 ksi Pinned-Pmned Load Duration Factor 1 00 Elastic Modulus 29,000 OXsi LL & ST Act Together I Distributed Loads \ # 1 DL 0 100 LL 0160 ST Start Location End Location #2 #3 #4 #5 #6 #7 k/ft k/ft k/ft ft ft Slf2!!!!£^___J1_jl Beam OK Using W12X14 section, Span = 22 30ft, Fy = 50 Oksi End Fixity = Pinned-Pmned, Lu = 0 00ft, LDF = 1 000 Moment fb Bending Stress fb/Fb Shear fv Shear Stress fv/Fv Actual 16 162 k-ft 13035 ksi 0395 1 2899k 1 217 ksi 0061 1 Allowable 40915 k-ft 33 000 ksi 47 640 k 20 000 ksi static uoaa uase uoverns stress Max Deflection Length/DL Defl Length/(DL+LL Defl) -0563 1 ,235 7 4753 in 1 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 Web Thick Flange Thickness Area Maximum 16 16 k-ft 290k 290k -0 563 m 0 000 in 0 000 m 0000ft 290 290 K*L/r < Cc W12X14 11 910in 3 970 in 0 200 in 0 225 in 416in2 DL Only « 622 1 11 1 11 -0217 0000 0000 0000 1 11 1 11 Weight l-xx l-yy S-xx S-yy LL 3 Center 1616 290 290 -0563 0000 0000 0000 290 290 LL+ST @ Center -0563 0000 0000 0000 290 290 1413#/ft 88 60 m4 2 36 in4 14878in3 1 189in3 LL @ Cants 0000 0000 0000 0000 r-xx r-yy Rt LL+ST @ Cants k-ft k-ft k-ft k-ft k k 0 000 in 0 000 in 0 000 in 0 000 m k k ___| 4615 in 0 753 in 0 950 in 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 Rev 510300 User KW0601912 Vor513 22Jun-1999 Win32 (c) 1983 99 ENERCALC Title Dsgnr Description Scope Job# Date 11 34AM, 19AUG02 Steel Beam Design Page 1 c \pfOiects\carlsbad office complex\beams ecw Description Building A Floor Beam Ln 3 (A and C) General Information Steel Section W18X35 Center Span 20 00 ft Left Cant 0 00 ft Right Cant 0 00 ft Lu Unbraced Length 0 00 ft Distributed Loads #1 #2 DL 0 200 LL 0 320 ST Start Location End Location Point Loads #1 #2 Dead Load 13000 Live Load 14000 Short Term Location 1 500 Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Fy 50 OOksi Pinned-Pmned Load Duration Factor 1 00 Elastic Modulus 29,000 Oksi LL & ST Act Together „. #3 #4 #5 ,.#6 #7 k/fl k/fl k/fl ft ft __ #3 #4 #5 #6 #7 k k k ft Summary 1 Using W18X35 section, Span = 20 00ft, Fy = 50 Oksi End Fixity = Pinned-Pmned, Lu = 0 00ft, LDF = 1 000 Actual Moment fb Bending Stress fb/Fb Shear fv Shear Stress fv/Fv 50 193 k-ft 10 452 ksi 0317 1 30 175 k 5 683 ksi 0284 1 Allowable 158475 k-ft 33 000 ksi 106200 k 20 000 ksi Beam OK Static Load Case Governs Stress Max Deflection -0 245 in Length/DL Defl 2,2653 1 Length/(DL+LL Defl) 9783 1 Force & Stress Summary Maximum 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 Web Thick Flange Thickness Area 50 19 k-ft 3017k 722k -0 245 m 0000 in 0 000 in 0000ft 3017 722 K*L/r < Cc W18X35 17700m 6000m 0 300 in 0 425 in 1030m2 «-- These columns are Dead + DL LL LL+ST Only @ Center @ Center 2213 1402 297 -0106 0000 0000 0000 1402 297 Weight l-xx l-yy S-xx S-yy 5019 3017 722 -0245 0000 0000 0000 3017 722 -0245 0000 0000 0000 3017 722 34 99 #/ft 51000m4 1530 m4 57 627 in3 5 100 m3 Live Load placed as noted --» LL LL+ST @ Cants @ Cants 0000 0000 0000 0000 r-xx r-yy Rt k-ft k-ft k-ft k-ft k k 0 000 in 0000 in 0000 in 0 000 in k k 7 037 in 1 219 in 1 490 in \ \ 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 34AM, 19AUG02 (A Rev 510300 User KW 0601912 VerS 1 3 22Jur>1999 Win32 Cc) 1983 99 ENERCALC Steel Beam Design Page 1 c \Droiects\carlsbad office complex\beams ecw Description Building A Floor Beam Ln D (2 and 3) General Information Steel Section W18X35 Center Span Left Cant Right Cant Lu Unbraced Length Distributed Loads # 1 DL 0 870 LL 1 140 ST Start Location End Location 2230 ft 000 ft 000 ft 000 ft #2 Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Fy 50 00 ksi Pinned-Pinned 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 Summary I uiMS.x^s^"Mi^^^^f^i^^^MuaL Using W1 8X35 section, Span = 22 30ft, Fy = 500ksi End Fixity = Pinned-Pinned, Lu = 0 00ft, LDF = 1 000 Actual Moment fb Bending Stress fb/Fb Shear fv Shear Stress fv/Fv 124944 k-ft 26018 ksi 0788 1 22411 k 4221 ksi 0211 1 Allowable 158475 k-ft 33 000 ksi 106200k 20 000 ksi Beam OK Static Load Case Governs Stress Max Deflection -0 756 in Length/DL Defl 8176 1 Length/(DL+LL Defl) 3539 1 Force & Stress Summary «- These columns are Dead + 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 Web Thick Flange Thickness Area Maximum 124 94 k-ft 2241 k 2241 k -0 756 m 0 000 m 0 000 in 0000ft 2241 2241 , K*LA < Cc W18X35 17700m 6000m 0 300 in 0 425 in 1030m2 DL Only « 5408 970 970 -0327 0000 0000 0000 970 970 Weight I-XX l-yy S-xx S-yy LL % Center 12494 2241 2241 -0756 0000 0000 0000 2241 2241 LL+ST © Center -0756 0000 0000 0000 2241 2241 34 99 #/ft 510 00 m4 15 30 m4 57 627 m3 5 100 m3 Live Load placed as noted --» LL @ Cants 0000 0000 0000 0000 r-xx r-yy Rt LL+ST @ Cants k-ft k-ft k-ft k-ft k k 0000 in 0 000 in 0 000 in 0 000 in k k ___J 7037 in 1 219 in 1 490 in 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 34AM, 19 AUG02 Rov 510300 User KW-0601912 Ver5 I 3 22 Jun-1959 Win32 (c) 1983 99 ENERCALC Steel Beam Design Page 1 c \proiects\corlsbad office complex \beams ecw Description Building A Floor Beam Ln E (2 and 3) General Information Steel Section . W18X40 Center Span 22 30 ft Left Cant 0 00 ft Right Cant 0 00 ft Lu Unbraced Length 0 00 ft Distributed Loads #1 #2 DL 1 000 - LL 1 240 ST Start Location End Location Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Fy 50 OOksi Pinned-Pinned 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 \ J Summary 1 Using W1 8X40 section, Span = 22 30ft, Fy = 50 Oksi End Fixity = Pinned-Pinned, Lu = 0 00ft, LDF = 1 000 Actual Moment fb Bending Stress fb/Fb Shear fv Shear Stress tv/Fv 139241 k-ft 24 435 ksi 0740 1 24 976 k 4 430 ksi 0221 1 Allowable 188045 k-ft 33 000 ksi 112770k 20 000 ksi Beam OK Static Load Case Governs Stress Max Deflection -0 702 in Length/DL Defl 8536 1 Length/(DL+LL Defl) 381 1 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 Web Thick Flange Thickness Area Maximum 139 24 k-ft 2498k 2498k -0 702 m 0 000 m 0 000 m 0000ft 2498 2498 K*L/r < Cc W18X40 17900m 6015m 0315 in 0 525 in 1 1 80 m2 DL Only <i 6216 11 15 11 15 -0314 0000 0000 0000 11 15 11 15 Weight l-xx l-yy S-xx S-yy LL 9 Center 13924 2498 2498 -0702 0000 0000 0000 2498 2498 LL+ST @ Center -0702 0000 0000 0000 2498 2498 40 08 #/ft 61200m4 1910m4 68 380 m3 6351 m3 LL @ Cants 0000 0000 0000 0000 r-xx r-yy Rt LL+ST @ Cants k-ft k-ft k-ft k-ft k k 0 000 in 0000 in 0 000 in 0 000 m k k j 7 202 in 1 272 in 1 520 in 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 34AM, 19AUG02 Rev 510300 User KW-060I9I2 Ver5 I 3 22 Jun-1999 Win32 (O198399ENERCALC Steel Beam Design Page 1 c \proiect5\carlsbad office complex\beams ecw Description Building A Floor Beam Ln C (2 and 3) General Information Steel Section W18X35 Center Span Left Cant Right Cant Lu Unbraced Length 2230 ft 000 ft 000 ft 000 ft Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements | Fy 50 00 ksi Pinned-Pinned Load Duration Factor 1 00 Elastic Modulus 29,000 0 ksi LL & ST Act Together Distributed Loads ______! #1 DL 0 840 LL 1 120 ST Start Location End Location #2 #3 #4 #5 #6 #7 k/ft k/ft k/ft ft ft Summary | M^^TO^B^^S^MK^^^^B^^^ Using W 18X35 section, Span = 22 30ft, Fy = 500ksi End Fixity = Pinned-Pinned, Lu = 0 00ft, LDF = 1 000 Actual Moment fb Bending Stress fb/Fb Shear fv Shear Stress fv/Fv 121 836 k-ft 25371 ksi 0769 1 21 854 k 4116 ksi 0206 1 Allowable 158475 k-ft 33 000 ksi 106200 k 20 000 ksi Beam OK Static Load Case Governs Stress Max Deflection -0 737 in Length/DL Defl 846 8 1 Length/(DL+LL Defl) 3629 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 Fa calc'd per 1 5-1 Section Properties Depth Width Web Thick Flange Thickness Area Maximum 121 84 k-ft 21 85k 21 85k -0737 m 0 000 in 0 000 in 0000ft 21 85 21 85 K*L/r < Cc W18X35 17700m 6000m 0 300 in 0 425 in 1030m2 DL Only ( 5222 937 937 '-0316 0000 0000 0000 937 937 Weight l-xx l-yy S-xx S-yy LL 8 Center 121 84 21 85 21 85 -0737 0000 0000 0000 21 85 21 85 LL+ST @ Center -0737 ' 0000 0000 0000 21 85 21 85 34 99 #/ft 51000m4 1530m4 57 627 m3 5100m3 LL @ Cants 0000 0000 0000 0000 r-xx r-yy Rt1 LL+ST @ Cants k-ft k-ft k-ft k-ft k k 0 000 in 0 000 in 0 000 tn 0 000 in k k 7 037 m 1 219 in 1 490 in 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 Osgnr Description Scope Job# Date 11 35AM, 19AUG02 Rev 510300 User KW0601912 VorS I 3 22 Jun-1999 Win32 (c) 1983 99 ENERCALC Steel Beam Design Description Building A Floor Beam Ln E (1 and 2) General Information Steel Section W24X55 Center Span Left Cant Right Cant Lu Unbraced Length Distributed Loads # 1 DL 1 000 LL 1 100 ST Start Location End Location 2920 ft 000 ft 000 ft 000 ft #2 Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Fy 50 OOksi Pinned-Pinned Load Duration Factor 1 00 Elastic Modulus 29,000 0 ksi LL & ST Act Together I #3 #4 #5 #6 #7 k/ft k/ft k/ft fl ft L Summary y ^yf^os^^^husKoSias^^^^sss^ Using W24X55 section, Span = End Fixity = Pinned-Pinned, Lu Moment fb Bending Stress fb/Fb Shear fv Shear Stress fv/Fv 2920ft, Fy = 500ksi = 0 00ft, LDF = 1 000 Actual 223818 k-ft 23 446 ksi 0710 1 30 660 k 3 293 ksi 0165 1 Allowable 315019 k-ft 33 000 ksi 186203k 20 000 ksi Static Load Case Max Deflection Length/DL Defl Length/(DL+LL Defl) Beam OK Governs Stress -0 877 in 8387 1 3994 1 Force & Stress Summary J «-- 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 Web Thick Flange Thickness Area Maximum 223 82 k-ft 3066k 3066k -0 877 m 0 000 in 0 000 in 0000ft 3066 3066 , K*L/r < Cc W24X55 23 570 in 7 005 in 0 395 in 0 505 in 1620in2 DL Only « 10658 1460 1460 -0418 0000 0000 0000 1460 1460 Weight l-xx l-yy S-xx S-yy LL 8 Center 22382 3066 3066 -0877 0000 0000 0000 3066 3066 LL+ST @ Center -0877 0000 0000 0000 3066 3066 55 03 #/ft 1 ,350 00 in4 29 10 in4 114552m3 8 308 m3 LL @ Cants 0000 0000 0000 0000 r-xx r-yy Rt LL+ST @ Cants k-ft k-ft k-ft k-ft k k 0 000 in 0 000 in 0 000 in 0000 in k k | 9 129 in 1 340 in 1 680 in 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 35AM, 19AUG02 Rev 510300 User KW 0601912 Ver 5 1 3 22 Jun 1W Win32 (O198399ENERCALC Steel Beam Design Page 1 c \proiects\carlsbod office complpx\beams ecw Description Building A Floor Beam Ln E (3 and 4) General Information Steel Section • W24X55 Center Span Left Cant Right Cant Lu Unbraced Length 3120 ft 000 ft 000 ft 000 ft Calculations are designed to AISC 9th Edition ASD and Fy Pinned-Pmned Load Duration Factor Elastic Modulus LL & ST Act Together 1997 UBC Requirements jj 50 00 ksi 1 00 29,000 Oksi Distributed Loads _J #1 DL 0 740 LL 0 800 ST Start Location End Location 17000 # 2 1 000 1 100 17000 31 200 #3 #4 #5 #6 #7 k/ft m k/ft It It L Summary | B'^^3^^^^^^^^^^^^^^^ Using W24X55 section, Span = 31 20ft, Fy = 50 Oksi End Fixity = Pinned-Pmned, Lu = 0 00ft, LDF = 1 000 Actual Moment fb Bending Stress fb/Fb Shear fv Shear Stress fv/Fv 216678 k-ft 22 698 ksi 0688 1 30166 k 3 240 ksi 0162 1 Allowable 315019 k-ft 33 000 ksi 186203 k 20 000 ksi Beam OK Static Load Case Governs Stress Max Deflection -0 969 in Length/DL Defl 807 4 1 Length/(DL+LL Defl) 386 2 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 Web Thick Flange Thickness Area Maximum 21 6 68 k-ft 2583k 3017k -0969 m 0000 m 0 000 m 0000ft 2583 3017 K*L/r < Cc W24X55 23 570 in 7005m 0 395 in 0 505 in 1620m2 DL Only <t 10363 -000 1238 1440 -0464 0000 0000 0000 1238 1440 Weight l-xx l-yy S-xx S-yy LL 3 Center 21668 -000 2583 3017 -0969 0000 0000 0000 2583 3017 LL+ST @ Center -0969 0000 0000 0000 2583 3017 55 03 #/ft 1,350 00 in4 29 10 in4 114552in3 8 308 m3 LL @ Cants 0000 0000 0000 0000 r-xx r-yy Rt LL+ST @ Cants k-ft k-ft k-ft k-ft k k 0 000 in 0 000 in 0 000 in 0 000 in k k ^___J 9129 in 1 340 in 1 680 in 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 Rev 510300 User KW-0601912 VorS 1 3 22 Jun-1999 Win32 (c)198399ENERCAl.C Title Dsgnr Description Scope Job* Date 11 35AM, 19AUG02 Steel Beam Design Page 1 c \proiects\corlsbad office complex\beams ecw Description Building A Floor Beam Ln D (1 and 2) [General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements! Steel Section W24X55 Center Span Left Cant Right Cant Lu Unbraced Length Distributed Loads #1 DL 0 900 LL 1 010 ST Start Location End Location Pinned-Pinned 2920 ft 0 00 ft LL & ST Act Together 000 ft 000 ft #2 #3 #4 Fy 50 00 ksi Load Duration Factor 1 00 Elastic Modulus 29,000 Oksi #5 #6 #7 k/ft k/ft k/ft tt ft \ 1 Summary ll Beam OK Using W24X55 section, Span = 29 20ft, Fy = 50 Oksi End Fixity = Pinned-Pinned, Lu = 0 00ft, LDF = 1 000 Moment fb Shear fv Bending Stress fb/Fb Shear Stress fv/Fv Actual 203 568 21 325 0646 27886 2995 0150 k-ft ksi 1 k ksi 1 Allowable 315019 33000 186203 20000 k-fl ksi k ksi aiauc Loaa oase uoverns air ess Max Deflection Length/DL Defl Length/(DL+LL Defl) -0 798 931 439 9 1 in 1 1 Force & Stress Summary J «-- 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 Web Thick Flange Thickness Area Maximum 203 57 k-ft 2789k 2789k -0 798 m 0 000 in 0 000 in 0000ft 2789 2789 K*L/r < Cc W24X55 23 570 in 7 005 in 0 395 in 0 505 in 1620m2 DL Only <t 9592 1314 1314 -0376 0000 0000 0000 1314 13 14 Weight l-xx l-yy S-xx S-yy LL 9 Center 20357 2789 2789 -0798 0000 0000 0000 2789 2789 LL+ST @ Center -0798 0000 0000 0000 2789 2789 55 03 #/ft 1,350 00 in4 2910in4 114552in3 8 308 in3 LL @ Cants 0000 0000 0000 0000 r-xx r-yy Rt LL+ST @ Cants k-ft k-ft k-ft k-ft k k 0 000 in 0 000 in 0 000 in 0 000 in k k ^__l 9129 in 1 340 in 1 680 in 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 Rev 510300 User KW 0601912 Ver 5 1 3 22 Jun-1999 Win32 (c) 1983 99 ENERCALC Title Dsgnr Description Scope Job* Date 11 36AM, 19 AUG02 Steel Beam Design Page 1 c \proi9Cts\carlsbad office complex\beams ecw Description Building A Floor Beam Ln D (3 and 4) General Information Steel Section . W24X55 Center Span Left Cant Right Cant Lu Unbraced Length 31 20 ft 000 ft 000 ft 000 ft Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements 1 Fy 50 00 ksi Pinned-Pmned Load Duration Factor 1 00 Elastic Modulus 29,000 Oksi LL & ST Act Together Distributed Loads | #1 DL 0 900 LL 0 990 ST Start Location End Location #2 #3 #4 #5 #6 #7 k/ft k/ft k/ft ft ft Summary jl Using W24X55 section, Span = 31 20ft, Fy = 50 Oksi End Fixity = Pinned-Pmned, Lu = 0 00ft, LDF = 1 000 Actual Moment fb Bending Stress fb/Fb Shear fv Shear Stress fv/Fv 229 975 24091 0730 29484 3167 0158 k-ft ksi 1 k ksi 1 Allowable 315019 33000 186203 20000 k-ft ksi k ksi Beam OK Static Load Case Governs Stress Max Deflection -1 029 in Length/DL Defl 7639 1 Length/(DL+LL Defl) 3638 1 Force & Stress Summary Maximum 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 Facalc'dpeM 5-1, Section Properties Depth Width Web Thick Flange Thickness Area 229 98 k-ft 2948k 2948k -1 029 m 0000 in 0 000 in 0000ft 2948 2948 K*L/r < Cc W24X55 23 570 in 7005m 0 395 in 0 505 in 1620m2 «-- These columns are Dead + DL LL LL+ST Onlv @ Center @ Center 10951 1404 1404 -0490 0000 0000 0000 1404 1404 Weight I -XX l-yy S-xx S-yy 22998 2948 2948 -1029 0000 0000 0000 2948 2948 -1 029 0000 0000 0000 2948 2948 55 03 #/ft 1 ,350 00 m4 29 10 m4 114552m3 8 308 in3 h Live Load placed as noted -» LL LL+ST @ Cants @ Cants 0000 0000 0000 0000 r-xx r-yy Rt k-ft k-ft k-ft k-ft k k 0 000 in 0 000 in 0 000 in 0 000 in k k 91?9 in 1 340 in 1 680 in \ 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 Rev 510300 User KW-0601912 Ver5 1 3 22 Jun 1W Win32 (O1983WENERCALC Title Dsgnr Description Scope Steel Beam Design Job* Date 11 36AM, 19 AUG02 Page 1 c \proiects\carlsbad office complex\beams ecw Description Building A Floor Beam Ln B (1 and 2) General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements |l Steel Section W24X55 Pinned-Pmned Center Span 29 20 ft Left Cant 0 00 ft LL & ST Act Together Right Cant 0 00 ft Lu Unbraced Length 0 00 ft Fy 50 OOksi Load Duration Factor 1 00 Elastic Modulus 29,000 0 ksi Distributed Loads __Jl #1 #2 #3 #4 DL 0 790 LL 0 960 ST Start Location End Location #5 #6 #7 k/ft k/ft k/ft It It § Summary I Beam OK Using W24X55 section, Span = 29 20ft, Fy = 500ksi End Fixity = Pinned-Pmned, Lu = 0 00ft, LDF = 1 000 Moment fb Bending Stress fb/Fb Shear fv Shear Stress fv/Fv Actual 186515 k-ft 19538ksi 0592 1 25 550 k 2 744 ksi 0137 1 Allowable 315019 k-ft 33 000 ksi 186203k 20 000 ksi siauc Loaa uase governs stress Max Deflection Length/DL Defl Length/(DL+LL Defl) -0 731 1 ,061 6 4792 in 1 1 Force & Stress Summary jj «- 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 Web Thick Flange Thickness Area Maximum 18651 k-ft 2555k 2555k -0 731 m 0 000 in 0 000 m 0000ft 2555 2555 K*L/r < Cc W24X55 23 570 in 7005m 0 395 in 0 505 in 1620m2 DL -Only « 8420 11 53 11 53 -0330 0000 0000 0000 11 53 11 53 Weight l-xx l-yy S-xx S-yy LL 9 Center 18651 2555 2555 -0731 0000 0000 0000 2555 2555 LL+ST @ Center -0731 0000 0000 0000 2555 2555 55 03 #/ft 1 ,350 00 m4 29 10 m4 114552m3 8 308 in3 LL @ Cants 0000 0000 0000 0000 r-xx r-yy Rt LL+ST @ Cants k-ft k-ft k-ft k-ft k k 0 000 in 0 000 in 0 000 in 0 000 in k k 1 9 1?9 in 1 340 in 1 680 in 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 36AM, 19AUG02 Rov 510300 User KW 0401912 Ver5 1 3 22 Jun-1999 Win32 (c) 198399ENERCALC Steel Beam Design Page 1 c \proiects\corlsbad office comple.x\beamsecw Description Building A Floor Beam Ln B (3 and 4) General Information Steel Section . W24X55 Center Span Left Cant Right Cant Lu Unbraced Length Distributed Loads #1 DL 0 790 LL 0 930 ST Start Location End Location 31 20 ft 000 ft 000 ft 000 ft #2 Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Fy 50 OOksi Pinned-Pinned 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 1t ft 1 l| | Summary jj Beam OK Using W24X55 section, Span = 31 20ft, Fy = 50 Oksi End Fixity = Pinned-Pinned, Lu = 0 00ft, LDF = 1 000 Moment fb Bending Stress fb/Fb Shear fv Shear Stress fv/Fv Actual 209 289 k-ft 21 924 ksi 0664 1 26 832 k 2 882 ksi 0144 1 Allowable 315019 k-ft 33 000 ksi 186203k 20 000 ksi aiaiic Loan i^ase uoverns oiress Max Deflection Length/DL Defl Length/(DL+LL Defl) -0 937 8703 3997 in 1 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 Facalc'd perl 5-1, Section Properties Depth Width Web Thick Flange Thickness Area Maximum 209 29 k-ft 2683k 26 83 k -0 937 m 0 000 in 0 000 in 0000ft 2683 2683 K*L/r < Cc W24X55 23 570 in 7 005 in 0 395 in 0 505 in 1620in2 DL Only <t 9613 1232 1232 -0430 0000 0000 0000 1232 1232 Weight l-xx i-yy S-xx S-yy LL g Center 20929 2683 2683 -0937 0000 0000 0000 2683 2683 LL+ST @ Center -0937 0000 0000 0000 2683 2683 55 03 #/ft 1,350 00 in4 29 10 in4 114552in3 8 308 in3 LL @ Cants 0000 0000 0000 0000 r-xx r-yy Rt LL+ST @ Cants k-ft k-ft k-ft k-ft k k 0 000 in 0 000 in 0 000 in 0000 in k k ____J 9 1?9 in 1 340 in 1 680 in 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 36AM, 19AUG02 Rev 510300 User KWOOI912 Ver5 I 3 22Jun-199P Win32 (O198399ENERCALC Steel Column Page 1 c \proiects\corlsbad office complex\ beams ecw Description Building A Floor Drag Strut Ln 3 (D and F) General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Fiequirements Steel Section W12X14 Column Height 22 300 ft End Fixity Pin-Pin Live & Short Term Loads Combined Loads Axial Load Dead Load Live Load Short Term Load 17 Distributed lateral Loads Along Y-Y Along X-X k k 10 k DL Fy Duration Factor Elastic Modulus X-X Unbraced Y-Y Unbraced Ecc Ecc LL 0 200 0 320 50 00 ksi X-X Sidesway Restrained 1 700 Y-Y Sidesway Restrained 29,000 00 ksi 22 300 ft Kxx 1 000 0 000 ft Kyy 1 000 for X-X Axis Moments in for Y-Y Axis Moments in ST Start EEnd k/ft -> ft k/ft -> ft ll Summary | ^liBpfeSlllLjl^^ Section W12X14, Height Unbraced Lengths X-X = Combined Stress Ratios AISC Formula H1 - 1 AISC Formula H1 - 2 AISC Formula H1 - 3 = 22 30ft, Axial Loads DL = 2230ft, Y-Y= 000ft Dead 03039 Column Design 000, LL= 000, ST= 1710k, Ecc = 0 OOOin Live DL + LL DL + ST + (LL if Chosen) 0 4862 0 7900 0 5696 OK XX Axis Fa calc'd per 1 5-1 , K*L/r < Cc YY Axis Fa calc'd per 1 5-1 , K*L/r < Cc Stresses | Allowable & Actual Stresses Fa Allowable fa Actual Fbxx Allow [F1 -6] Fbxx Allow[F1-7]&[F1-8] fb xx Actual Fbyy Allow [F1 -6] Fbyy Allow [F1-7] & [F1-8] fb yy Actual Dead 23 06 ksi 0 00 ksi 33 00 ksi 33 00 ksi 1003 ksi 37 50 ksi 37 50 ksi 0 00 ksi Live DL + LL DL + Short 23 06 ksi 0 00 ksi 33 00 ksi 33 00 ksi 1604 ksi 37 50 ksi 37 50 ksi 0 00 ksi 23 06 ksi 0 00 ksi 3300 ksi 3300 ksi 26 07 ksi 37 50 ksi 37 50 ksi 0 00 ksi 39 20 ksi 411 ksi 5610 ksi 56 10 ksi 26 07 ksi 63 75 ksi 63 75 ksi 0 00 ksi Analysis Values | F'ex DL+LL 44,414 psi F'ey DL+LL 99,999,999 psi F'ex DL+LL+ST 75,504 psi F'ey DL+LL+ST 169999,998 psi Max X-X Axis Deflection -1 1 26 in Cmx Cmy Cmx Cmy DL+LL 1 00 DL+LL 0 60 DL+LL+ST 1 00 DL+LL+ST 0 60 at 1 1 1 50 ft Max Y-Y Axis Deflection Cbx DL+LL Cby DL+LL Cbx DL+LL+ST Cby DL+LL+ST 0000 in at 100 1 75 1 00 1 75 0000ft 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 36AM, 19AUG02 Rev 510300 User KW-C601912 Vor5 1 3 2! Jun-1999 Win32 (c) 198399ENERCALC Steel Column Page 2 c \Droiects\carlsbadoffice cgmpl6'x\begiTisecw Description Building A Floor Drag Strut Ln 3 (D and F) Section Properties W12X14 Depth Width Web Thick Flange Thickness 11 91 m 3 970 in 0 200 in 0 225 in Weight Area Rt 1413#/ft 4 16in2 0 950 in l-xx l-yy S-xx S-yy r-xx r-yy 88 60 m4 2 36 m4 14878m3 1 189m3 4 615 in 0 750 in To specify your title block on these five lines, use the SETTINGS selection on the mam menu and enter your title block information wMI be printed on each page Rev 510300 User KW.060I912 Ver5 1 3 22 Jun-1999 Win32 CO 198399ENERCALC Title Dsgnr Description Scope Job# Date 11 36AM, 19AUG 02 Steel Column Page 1 c \Droiocts\carlsbQci office comDlGxVbeams ec\* Description Building A Floor Drag Strut Ln 3 (A and C) General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements I Steel Section W18X35 Column Height 20 000 ft End Fixity Pin-Pin Live & Short Term Loads Combined Fy Duration Factor Elastic Modulus X-X Unbraced Y-Y Unbraced 50 00 ksi 1 700 29,000 00 ksi 20 000 ft 0000 ft X-X Sidesway Y-Y Sidesway Kxx Kyy Restrained Restrained 1 000 1 000 |Loads Axial Load Dead Load k Live Load k Short Term Load 1710k Point lateral Loads PL Along Y-Y (strong axis moments) 13 000 Along X-X ( y moments) Distributed lateral Loads DL^ LL Along Y-Y 0 200 0 320 Along X-X Ecc for X-X Axis Moments Ecc for Y-Y Axis Moments in in LL 14000 ST ST Start k/ft k/ft ft ft Column Design OK Section W18X35, Height = 20 00ft, Axial Loads DL = 000, LL = 000, ST = 1710k, Ecc = 0 OOOin Unbraced Lengths X-X= 2000ft, Y-Y = 0 00ft JJead Live DL + LL DL + ST + (LL if Chosen)Combined Stress Ratios AISC Formula H1 -1 AISC Formula H1 - 2 AISC Formula H1 - 3 01396 01781 03167 02230 XX Axis Fa calc'd per 1 5-1, K*Ur < Cc YYAxis Fa calc'd per 1 5-1. K*L/r < Cc Stresses Allowable & Actual Stresses Fa Allowable fa Actual Fbxx Allow [F1-6] Fbxx Allow[F1-7]&[F1-8] fb xx Actual Fbyy Allow [F1-6] Fbyy Allow [F1-7] & [F1-8] fb yy Actual Dead 26 63 ksi 0 00 ksi 33 00 ksi 33 00 ksi 461 ksi 37 50 ksi 37 50 ksi 0 00 ksi Live 26 63 ksi 0 00 ksi 33 00 ksi 33 00 ksi 5 88 ksi 37 50 ksi 37 50 ksi 0 00 ksi DL + LL 26 63 ksi 0 00 ksi 3300 ksi 3300 ksi 1045 ksi 37 50 ksi 37 50 ksi 0 00 ksi DL + Short 45 27 ksi 1 66 ksi 5610 ksi 5610 ksi 1045 ksi 63 75 ksi 6375 ksi 0 00 ksi Analysis Values |j F'ex DL+LL 128,369 psi F'ey DL+LL 99,999,999 psi F'ex DL+LL+ST 218,228 psi F'ey DL+LL+ST 169999,998 psi Max X-X Axis Deflection -0 245 in at Cm x DL+LL 1 00 Cmy DL+LL 060 Cm x DL+LL+ST 1 00 Cmy DL+LL+ST 060 9 333 ft Max Y-Y Axis Deflection Cbx DL+LL Cby DL+LL Cbx DL+LL+ST Cby DL+LL+ST 0 000 in at 1 00 1 75 1 00 175 0000ft 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 [~Rev 510300 I User KW 0601912 Ver 5 1 3 22 Jun 1999 Win32 i (c) 1983 99 ENERCALC Title Dsgnr Description Scope Date Job# 11 36AM, 19AUG02 Steel Column Page 2 c \proiects\carl5bad office complexN beams t Description Building A Floor Drag Strut Ln 3 (A and C) Section Properties W18X35 Depth Width Web Thick Flange Thickness 17 70 m 6 000 in 0 300 in 0 425 in Weight Area Rt 34 99 #/ft 1030m2 1 490 in l-xx l-yy S-xx S-yy r-xx r-yy 51000m4 1530in4 57 627 in3 5100in3 7 037 in 1 219m To specify your title block on Title Job # these five lines, use the SETTINGS °s9nr Date 1 1 36AM' 1 9 AUG °2 , * ^ . Descriptionselection on the mam menu and enter your title block information Scope will be printed on each page U»rKWOW1912 Ver5l3 22 Jun-lW Win32 Timber 603111 & JOISt Page 1 (OivwwENERCALC •••••«*» ~~ wi wv w c \proiects\carlsbad office complex^beams ecw I Description Building A Floor Beam Ln A (2 and 3) 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 (2 an 5125x21 0 5125 21 000 000 Douglas Fir 24F-V 2,400 0 1650 1 ,800 0 1 000 GluLam No Center Span Data Span Dead Load Live Load Results Mmax @ Center @X = fb Actual Fb Allowable fv Actual Fv Allowable ft #/ft #/ft 1570 70000 85000 Ratio = 0 8058 m-k ft psi psi psi psi 57309 785 1 ,521 4 2,336 4 Bending OK 1330 1650 Shear OK Reactions @ Left End DL LL Max DL+LL @ Right End DL LL Max DL+LL Ibs Ibs Ibs Ibs Ibs Ibs 5,495 00 6,672 50 1216750 5,495 00 6,672 50 1216750 Deflections Center DL Defl L/Defl Ratio Center LL Defl L/Defl Ratio Center Total Defl Location L/Defl Ratio in in in ft -0134 1,401 7 -0163 1,1543 -0298 7850 6330 To specify your title block on Title Job # these five lines, use the SETTINGS Ds9nr Date 1 1 31AM' 19 AUG °2 . x .. . Descriptionselection on the main menu and enter your title block information Scope will be printed on each page ufer KW0601912 Ver5l3 22JunlW Wn32 Timber 663111 & JOJSt ^^ 1 1(0198399ENERCALC iiiiiwv.1 bream ui ww .at c \Drpjecte\CQrlsbad office_comgle>-\beams ecw | Description Building A Floor Header (Perpendicular) Timber Member Information Calculations are designed to 1997 NDS and 1997 UBC Requirements jj Timber Section Beam Width Beam Depth Le Unbraced Length Timber Grade Fb - Basic Allow Fv - Basic Allow Elastic Modulus Load Duration Factor Member Type Repetitive Status in in ft psi psi ksi Header (Perp) 6x12 5500 11 500 800 )ouglas Fir Larch 1 ,350 0 850 1 ,600 0 1 250 Sawn 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 L/Defl Ratio Center LL Defl L/Defl Ratio Center Total Defl Location L/Defl Ratio ft #/ft #/ft 800 62000 72000 Ratio = 09188 in-k ft psi psi psi psi 12864 400 1,061 1 1 ,670 1 Bending OK 976 1063 Shear OK Ibs Ibs Ibs Ibs Ibs Ibs 2,480 00 2,880 00 5,360 00 2,480 00 2,880 00 5,360 00 in in in ft „ „ . 1 \ b -0051 1,8739 -0059 1,6136 -0111 4000 8670 To specify your title block on Title Job # ^ these five lines, use the SETTINGS Ds9nr Date 11 31AM, 19 AUG 02 , * . Descriptionselection on the mam menu and enter your title block information Scope will be printed on each page Rev 510300 _ . _ _ . . PanP 1 k User KW0601912 Ver5 13 22 Jun-lW Win32 MHIDer 063111 & JOISt 9 1C01933WEHERCALC "^' ««» " • *» wwioi. c \Dro]ects]j£arlsbad office com£[e^beoms_ecw J Description Building A Floor Header (Parallel) 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 Center Span Data Span Dead Load Live Load Results Mmax @ Center @X = fb Actual Fb Allowable fv Actual Fv Allowable in in ft psi psi ksi Header (Paralle 6x8 5500 7500 800 touglas Fir - Larch 1 ,350 0 850 1 ,600 0 1 250 Sawn No ft #/ft #/ft 800 28000 16000 Ratio = 05108 in-k ft psi psi psi psi 4224 400 8192 1 ,677 6 Bending OK 543 1063 Shear OK Reactions 1 @ Left End DL LL Max DL+LL @ Right End DL LL Max DL+LL Ibs Ibs Ibs Ibs Ibs Ibs 1,12000 64000 1 ,760 00 1,12000 640 00 1,76000 Deflections | Center DL Defl L/Defl Ratio Center LL Defl L/Defl Ratio Center Total Defl Location L/Defl Ratio in in in ft -0083 1,151 0 -0 048 2,0142 -0131 4000 7324 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 Rev 610301 iserKW 0601912 Ver5l3 22 Jun ITO9 Win32 :)193399EIMERCALC Title Dsgnr Description Scope Job* Date 502PM, 13 SEP 02 oz. Steel Beam Design Page 1 c \ec\carlsbad ecw Calculations Description Building A Canopy Beam (2 and 3) General Information Steel Section TS1 2X2X3/1 6 Center Span 1570ft Left Cant 0 00 ft Right Cant 0 00 ft Lu Unbraced Length 0 00 ft Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Fy 50 00 ksi Pinned-Pmned Load Duration Factor 1 00 Elastic Modulus 29,000 Oksi LL & ST Act Together 1 Distributed Loads ___J # 1 DL 0 120 LL 0 120 ST Start Location End Location #2 #3 #4 #5 #6 #7 K/ft k/ft k/ft ft ft Using TS1 2X2X3/1 6 section, Span = 15 70ft, Fy = 50 Oksi End Fixity = Pmned-Pmned, Lu = 0 00ft, LDF = 1 000 Actual Allowable Moment fb Bending Stress fb/Fb Shear fv Shear Stress fv/Fv 7 395 k-ft 7 395 ksi 0224 1 1 884 k 0419 ksi 0021 1 33 000 k-ft 33 000 ksi 45 000 k 20 000 ksi Beam OK Static Load Case Governs Stress Max Deflection -0 157 in Length/DL Defl 2,398 1 1 Length/(DL+LL Defl) 1,1990 1 Force & Stress Summary I «-- 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 7 39 k-ft 1 88k 1 88k -0 157 m 0 000 m 0 000 in 0000ft 1 88 1 88 K*L7r < Cc TS1 2X2X3/1 6 12000m 2000m 0188m 5 02 m2 DL Only 4 370 094 094 -0079 0000 0000 0000 094 094 Weight l-xx l-yy S-xx S-yy LL 1 Center 739 1 88 1 88 -0 157 0000 0000 0000 1 88 1 88 LL+ST @ Center -0 157 0000 0000 0000 1 88 1 88 1705#/ft 72 00 in4 3 76 m4 12000 m3 3 760 m3 LL LL+ST @ Cants @ Cants k-ft k-ft k-ft k-ft k k 0 000 0 000 in 0 000 0 000 in 0 000 0 000 in 0 000 0 000 in k k r-xx 3 787 in r-yy 0 865 in FICCADENT1 & WAGGONER Consulting Structural Engineers, Inc PROJECT 16969 Von Karman, Suite 240 Tel (949) 474-0502 DESIGNER. Irvine, CA 92614 Fax (949) 474-1801 PAGE 1=fcS»cs7r i M c-ou- -if*, M"^, /^rv^A--- OC.-J^MU-V;^ --2-5-4 ^T L, -- *— I M. •- f" ( FICCADENTI & WAGGONER Consulting Structural Engineers, Inc 16969 Von Karman, Suite 240 Tel (949) 474-0502 Irvine, CA 92614 Fax (949) 474-1801 PROJECT C. DATE I DESIGNER . PAGE .c) I <• » s- --c . -?. ), -7 C - C - (_\ rv C sr -7 (2. .e/ .re,. \ r- r-r FICCADENTI & WAGGONER Consulting Structural Engineers, Inc 16969 Von Karman, Suite 240 Tel (949) 474-0502 Irvine, CA 9261 4 Fax (949) 474-1801 PROJECT _r±_ DATE ^f DESIGNER PAGE I A-2 -(~ I CV-t _ ) t^— FICCADENTI & WAGGONER Consulting Structural Engineers, Inc 16969 Von Karman, Suite 240 Tel (949) 474-0502 Irvine, CA 92614 Fax (949) 474-1801 PROJECT DATE DESIGNER . PAGE ' =. ?.S«^ ^^ FICCADENTI & WAGGONER Consulting Structural Engineers, Inc 16969 Von Karman, Suite 240 Tel (949) 474-0502 Irvine, CA 9261 4 Fax (949) 474-1801 A PROJECT T^ DATE ""? c,.^ J DESIGNER . PAGE -\C-C -2.. <T FICCADENTI & WAGGONER Consulting Structural Engineers, Inc 16969 Von Karman, Suite 240 Tel (949) 474-0502 Irvine, CA 92614 Fax (949) 474-1801 PROJECT /" DATE ' <?' DESIGNER . PAGE L. G e. -t- 1 vn- r-2- -V S« ,0 - H'1 o — I K r—^ Fu c. V v\V FICCADENTI & WAGGONER Consulting Structural Engineers, Inc Job Name Job No Designer Carlsbad A02-020 MES Date 8/16/2002 16969 Von Kamnan Suite 240 Irvine CA 92614 Tel (949)4740502 Fax (949)474 1801 v =69.000 LB Story High Roof Floor Sum Ht (FT) 28 OFT 14 OFT Wt (LB) 187000 297 000 484,000 Ht*Wt (FT-LB) 5 236 000 4158000 9,394,000 Fx (LB) 38,459 30,541 69,000 Ficcadenti Waggoner, Inc JOB NO A02-088 CARLSBAD OFFICES PAGE. BY MES DATE 8/16/2002 CHK'D DATE SEISMIC DISTRIBUTION (1997 UBC); x A- SEISMIC LOAD SUMMARY - SHEAR WALL DIRECTION Ca = 0 40 1= 100 Ft = 0 000 Kips W= V = RHO = V = 484k 0143 W 100 690k VERTICAL DISTRIBUTION - SHEAR WALL DIRECTION (EAST-WEST) LEVEL Roof 2nd Floor SUM wx k 1870 2970 4840 Hx ft 2800 1400 WXHX k-ft 5236 4158 9394 WXHX/EWXHX 0557 0443 1000 Fx k 385 305 690 Shear k 385 690 %G 206% 103% 308% DIAPHRAGM FORCES - SHEAR WALL DIRECTION (EAST-WEST) LEVEL Roof 2nd Floor EF, k 385 690 EW, k 1870 4840 EF/EW, 0206 0143 Diaphragm Weight k 1870 2970 FP* k 385 423 0 5CJWX k 262 416 10CJWX k 561 891 Governs k 385 423 Vert Dist FICCADENTI & WAGGONER Consulting Structural Engineers, Inc 16969 Von Karman, Suite 240 Tel (949) 474-0502 Irvine, CA 92614 Fax (949) 474-1801 PROJECT <>-M^- C f-,^>-L^ —7 /V-?DATE f_f ' DESIGNER PAGE - ' -•'K '' '^ ! 0 7-1 '**«/ 10 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 y I °V **7 *7 T. II I* L-' > I\; . 'r ® ut^n-1-k_ FICCADENTI & WAGGONER Consulting Structural Engineers, Inc 1 6969 Von Karman, Suite 240 Tel (949)474-0502 Irvine, CA 9261 4 Fax (949) 474-1 801 PROJECT . DATE "1 <~S DESIGNER -- ~"'^Z> PAGE _ vA.*-? C=-t9CP(\ __JR-Ar-\^,(_?"C.^'-AJ ^ \ •=- "7. - G.\o°\ l-o ^ H <»>, 11 <S o_ o O FICCADENTI & WAGGONER Consulting Structural Engineers, Inc PROJECT DATE 1 6969 Von Karman, Suite 240 Irvine, CA 9261 4 Tel (949)474-0502 Fax (949) 474-1801 DESIGNER . PAGE -\L T . o - .il J 88 0 0 II It o o CO§ \J II II§ s 77 X > o o as' IO g-s 9 9 X > E E H8 i S S S S fc fc it t ii ii ii n ££88 s f o Q> T> Ps ^ JD CL C C Q o 0 D o o S S ii ii t ? X X 9 9 Ii 0) (D 11u o b 0) o< 1 aa a. 0O I & z u tT 3ING IN THE Y DIRf Ftors(l) Fto9 & S 5 0 u_ Z §£ LLI to <J> g <CM LU °^POLAR MOMENRxY R>?- ^RELATIVE RIGIDI1Rx R^CENTROID OF \AXM 1 WALL1 NUMBERS O.. 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U ^gj Q "- > £>DING IN THEF Ftors< 9 "o o u_ 2 LOADING IN THE X DIRECTICR/Rt F Ftors (1) Ftors (2)<CN 7 OF INER« RePOLAR MOMENRxY R>?- ->RELATIVE RIGIDDRx Rs LJ-o CENTROICXii WALLNUMBERsrfJ-sssVs^Rsss'ss " ^^ .i°lp* ' '.. r »»«ii««ii oooooooooooooo g$Si3Sii233333! ^«M;iI»»l« H|^sggss „ „ g g „ ,0 g c* * „ ^ # # *<* ° 3§SS§3aiJJ89S998 oooooooooooooo oooooooooooooo OOOOC3OOOOOOOOO g^ssssggssssss oooooooooooooo 888888gS888888 OOOOOOOOOOOOOO CM CO 11 11 nil ill-Hi - *l ;?, ~? *•• "' ' <r^~ oooooooooooooo SSSgSglgsgSSSS lMM8i»»»8 OOOOOOOOOOOOOO gggggggggggggg 00.0-^CNo"^^ l»«§§llsai§*si ooooooJ2Op~01— o — o §OO'~-CNO' — OOO' — OOO oooooooooooooo oooooooooooooo 888888S°°°°°°° OOOOOOOOOOOOOO lllliijllTillf- ^»-— — •" x 1 o o -0 g ^ CO o 0 ° CO s o ^. 0 o :Din ^J 2 O OUi± O i a vb FICCADENTI & WAGGONER Consulting Structural Engineers, Inc 16969 Von Karman Suite 240 Irvine CA 92614 Preliminary SHEAR WALL EVALUATION Tel (949) 474 0502 Fax (949)474-1801 Job Name Job No Designer _ Date Carlsbad Offices A02-088 MES July 2002 ROOF (FLOOR OR ROOF) _ GRID LINE A SILL CONNECTION LAG SCREWS (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 8500 0 pounds 28 0 feet 303 6 pounds/toot < 430 Ib/ft 1 IT STR I Ply w/8d @ 4"o/c @ edges 8500 0 pounds 60 0 feet 141 7 pounds/foot < 168 Ib/ft Simpson A35 @ 32" o/c 8500 0 pounds 60 0 feet 141 7 pounds/foot < 146 Ib/ft 114" Lag Screws @ 24" o/c 17000 0 pounds 85 0 feet 31 6 feet 790 0 pounds 1000 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 1,1232 pounds 3 7 feet 140 feet 0 0 foot-pounds 157250 foot-pounds 468 0 pounds/foot 0 0 pounds 3,203 5 foot-pounds Tension Uplift 3,470 8 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 Preliminary SHEAR WALL EVALUATION ROOF (FLOOR OR ROOF) Carlsbad Offices A02-088 MES July 2002 GRID LINE F SILL CONNECTION LAG SCREWS (ANCHOR BOLTS LAG SCREWS OR SILL NAILS) PLYWOOD ORIENTATION TO WALL PARA (PARA OR PERP) SHFATHING Load Demand Wall Length 1 Sheathing Stress SHFAR TRANSFER. Shear Transfer Demand Shear Transfer Length 2 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 108000 pounds 57 2 feet 188 8 pounds/toot < 280 Ib/ft 1/2" STRI Ply w/8d @ 6"o/c @ edges 108000 pounds 85 0 feet 127 1 pounds/foot < 168 Ib/ft Simpson A35 @ 32" o/c 108000 pounds 70 0 feet 154 3 pounds/foot < 216 Ib/ft 1 /4" Lag Screws @ 16" o/c 216000 pounds 85 0 feet 40 0 feet 1,270 6 pounds 127 1 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 698 6 pounds 3 7 feet 140 feet 0 0 foot-pounds 9 780 4 foot-pounds 568 0 pounds/foot 0 0 pounds 3 888 0 foot-pounds Tension Uplift 1,697 6 pounds FICCADENTI & WAGGONER Consulting Structural Engineers, Inc 16969 Von Karman Suite 240 Irvine CA 92614 Tel (949) 474 0502 Fax (949)474 1801 Preliminary SHEAR WALL EVALUATION Job Name Job No Designer _ Date Carlsbad Offices A02-088 MES July 2002 ROOF (FLOOR OR ROOF) GRID LINE 1 SILL CONNECTION LAG SCREWS (ANCHOR BOLTS LAG SCREWS OR SILL NAILS) PLYWOOD ORIENTATION TO WALL PERP (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 2 Sill Anchorage Stress DIAPHRAGM ANALYSIS Load Demand Diaphragm Length Diaphragm Width Chord Force Diaphragm Stress 119000 pounds 30 8 feet 386 4 pounds/foot < 430 Ib/ft 1 /2" STR I Ply w/8d @ 4"o/c @ edges 119000 pounds 71 3 feet 166 9 pounds/foot < 168 Ib/ft Simpson A35 @ 32" o/c 119000 pounds 71 3 feet 166 9 pounds/foot < 216 Ib/ft 1 /4" Lag Screws @ 16" o/c 23900 0 pounds 71 3 feet 52 7 feet 2,208 2 pounds 167 6 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 1,4295 pounds 3 7 feet 140 feet 0 0 foot-pounds 20,013 6 foot-pounds 208 0 pounds/foot 0 0 pounds 1 423 8 foot-pounds 5,062 8 pounds FICCADENTI & WAGGONER Consulting Structural Engineers, Inc Job Name Carlsbad Offices Job No A02-088 16969 Von Karman Suite 240 Irvine CA 92614 Tel (949)4740502 Fax (949)474 1801 Designer Date MES July 2002 Preliminary SHEAR WALL EVALUATION A ROOF (FLOOR OR ROOF) GRID LINE 4 SILL CONNECTION LAG SCREWS (ANCHOR BOLTS LAG SCREWS OR SILL NAILS) PLYWOOD ORIENTATION TO WALL PERP (PARA OR PERP) SHEATHING Load Demand Wall Length 1 Sheathing Stress SHEAR TRANSFER. Shear Transfer Demand Shear Transfer Length 1 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 7300 0 pounds 30 8 feet 237 0 pounds/foot < 280 Ib/ft 1 /2" STRI Ply w/8d @ 6"o/c @ edges 7300 0 pounds 71 3 feet 102 4 pounds/foot < 112 Ib/ft Simpson A35 @ 48" o/c 7300 0 pounds 71 3 feet 102 4 pounds/foot < 146 Ib/ft 1/4" Lag Screws® 24" o/c 146000 pounds 71 3 feet 32 3 feet 826 8 pounds 102 4 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 876 9 pounds 3 7 feet 140 feet 0 0 foot-pounds 12 277 3 foot-pounds 208 0 pounds/foot 00 pounds 1 423 8 foot-pounds Tension Uplift-2,971 9 pounds FICCADENTI & WAGGONER Consulting Structural Engineers, Inc Job Name Carlsbad Offices Job No A02-088 16969 Von Karman Suite 240 Irvine CA 92614 Tel (949) 474 0502 Fax (949)474 1801 Designer _ Date MES July 2002 Preliminary SHEAR WALL EVALUATION FLOOR (FLOOR OR ROOF) A GRID LINE A SILL CONNECTION ANCHOR BOLTS (ANCHOR BOLTS LAG SCREWS OR SILL NAILS) PLYWOOD ORIENTATION TO WALL PARA (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 3 Sill Anchorage Stress DIAPHRAGM ANALYSIS Load Demand Diaphragm Length Diaphragm Width Chord Force Diaphragm Stress 153000 pounds 37 0 feet 413 5 pounds/foot < 430 Ib/ft 1 /2" STR I Ply w/8d @ 4"o/c @ edges 163000 pounds 60 0 feet 255 0 pounds/foot < 338 Ib/ft Simpson A35@ 16"o/c 153000 pounds 60 0 feet 255 0 pounds/foot < 293 Ib/ft 5/8" Anchor Bolts @ 48" o c 170000 pounds 85 0 feet 31 6 feet 790 0 pounds 1000 pounds/foot < 360 Ib/ft 3/4" STR 1 Ply blocked w/lOd @ 6" o/c @ con and discont 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 1,5300 pounds 3 7 feet 140 feet 15,7250 foot-pounds 37 1450 foot-pounds 1 036 0 pounds/foot 0 0 pounds 7 091 4 foot-pounds Tension Uplift 8,3142 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 A FLOOR (FLOOR OR ROOF) GRID LINE F SILL CONNECTION ANCHOR BOLTS (ANCHOR BOLTS LAG SCREWS OR SILL NAILS) PLYWOOD ORIENTATION TO WALL PARA (PARA OR PERP) 3HEAIH1NG- Load Demand Wall Length 2 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 195000 pounds 57 2 feet 340 9 pounds/foot < 430 Ib/ft 1/2" STRI Ply w/8d @ 4"o/c @ edges 195000 pounds 70 0 feet 278 6 pounds/foot < 338 Ib/ft Simpson A35@ 16"o/c 195000 pounds 70 0 feet 278 6 pounds/foot < 293 Ib/ft 5/8" Anchor Bolts @ 48" o c 26200 0 pounds 85 0 feet 25 0 feet 963 2 pounds 1541 pounds/foot < 360 Ib/ft 3/4" STR 1 Ply blocked w/lOd @ 6" o/c @ con and discont edges Case 1 OVFRTURNING 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 1 261 4 pounds 3 7 feet 140 feet 9,780 4 foot-pounds 27 439 5 foot-pounds 1 1360 pounds/foot 0 0 pounds 7,775 9 foot-pounds Tension Uplift-5,524 6 pounds FICCADENTI & WAGGONER Consulting Structural Engineers, Inc Job Name Carlsbad Offices Job No 16969 Von Karman Suite 240 Irvine CA 92614 Tel (949) 474 0502 Fax (949)474 1801 Designer Date A02-088 MES July 2002 Preliminary SHEAR WALL EVALUATION FLOOR (FLOOR OR ROOF) A GRID LINE 1 SILL CONNECTION ANCHOR BOLTS (ANCHOR BOLTS LAG SCREWS OR SILL NAILS) PLYWOOD ORIENTATION TO WALL PERP (PARA OR PERP) SHEATHING Load Demand Wall Length 4 Sheathing Stress SHEAR TRANSFER. Shear Transfer Demand Shear Transfer Length 4 Shear Transfer Stress iQRAGE Load Demand Shear Transfer Length Sill Anchorage Stress DIAPHRAGM ANALYSIS Load Demand Diaphragm Length Diaphragm Width Chord Force Diaphragm Stress 17400 0 pounds 30 8 feet 564 9 pounds/foot < 730 Ib/ft 1 /2" STRI Ply w/8d @ 2"o/c @ edges 17400 0 pounds 71 3 feet 244 0 pounds/foot < 338 Ib/ft Simpson A35 @ 16" o/c 17400 0 pounds 71 3 feet 244 0 pounds/foot < 293 Ib/ft 5/8" Anchor Bolts @ 48" o c 151000 pounds 71 3 feet 30 3 feet 802 1 pounds 105 9 pounds/foot < 360 Ib/ft 3/4" STR 1 Ply blocked w/lOd @ 6" o/c @ con And discon edges Case 3 OVERTURNING MOMENT. Load Demand (each wall) OT Length of Wall Height of Wall O T Moment Above O T Moment @ Base Uniform Dead Load Point Load at Ends Resisting Moment 2,090 3 pounds 3 7 feet 140 feet 20,0136 foot-pounds 49 277 3 foot-pounds 426 0 pounds/foot 0 0 pounds 2,9160 foot-pounds Tension Uplift 12,6089 pounds FICCADENTI & WAGGONER Consulting Structural Engineers, Inc Job Name Carlsbad Offices Job No A02-088 16969 Von Karman Suite 240 Irvine CA 92614 Tel (949)4740502 Fax (949)474-1801 Designer Date MES July 2002 Preliminary SHEAR WALL EVALUATION FLOOR (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 3 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 132000 pounds 30 8 feet 428 6 pounds/foot < 550 Ib/ft 1 /2" STR I Ply w/8d @ 3"o/c @ edges 132000 pounds 71 3 feet 1851 pounds/foot < 225 Ib/ft Simpson A35 @ 24" o/c 132000 pounds 71 3 feet 1851 pounds/foot < 195 Ib/ft 5/8" Anchor Bolts @ 72" o c 161000 pounds 71 3 feet 32 3 feet 9117 pounds 1129 pounds/foot < 360 Ib/ft 3/4" STR 1 Ply blocked w/1 Od @ 6" o/c @ con And discon 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 1,5857 pounds 3 7 feet 140 feet 12,277 3 foot-pounds 34 477 3 foot-pounds 426 0 pounds/foot 0 0 pounds 2,9160 foot-pounds Tension Uplift 8,608 9 pounds 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 \ C a c -~s lu / ( ® -« \C\ACc.o\\ T,<±> M 6- O DATE July 2002 Carlsbad Office ~HD6A CONT NO A02-088 EL- SHEET NO CHKD 4K1J) = 8485# Anchor Bolt Design Bolt Steel Properties ASTM Specification, A36 Diameter, d 7/8* in Yield Stress, fy 36 ksi Ultimate Tensile Stress, fut 58 ksi Stress Area Calculation Corrosion Allowance, Ca 0100m 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 Bolt Unity Check (Pu/Ps)2 + (Vu/Vs)2, 0 244 <=1 Bolt Installation Special Inspection Provided, YES Bolt Embedded in Tension Zone, YES Add'l Cone Load Factor, C 2 00 Per 1997 Uniform Builiding Code Concrete Properties Concrete Comp Strength, Concrete Type, Concrete Type Factor, Reinforcing Strength, Anchor Engages Pier 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), (1/<|>) (CVu/Vc), (1/<|>) [(CPu/Pc)2+ (CVu/Vc)2], 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 m2 CPu 18000k CVu 0 000 k Ape 252 in2 18" Embedment +/- PC 55 210 k Vc 3 097 k 0502<=l OK 0000<=l OK 0164<=l OK DATE _July_2p02 CONT NO A02-088 BY MES CHK D Carlsbad Office HD10A SHEET NO Load = (9900)(1 4)(1 1) = 15246# Anchor Bolt Design Bolt Steel Properties ASTM Specification, A36 Diameter, d 7/8" in Yield Stress, fy 36 ksi Ultimate Tensile Stress, fut 58 ksi Stress Area Calculation Corrosion Allowance, Ca 0100m Threads per Inch, n 9 Effective Diameter, 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'l Cone Load Factor, C 2 00 Per 1997 Uniform Builiding Code Concrete Properties Concrete Comp Strength, Concrete Type, Concrete Type Factor, Reinforcing Strength, Anchor Engages Pier Remf , Strength Reduction Factor, Pier Edge Distances Shear Toward Edge, Bolt Diameter Ratio, Shear Not Toward Edge, Bolt Diameter Ratio, Add'l Hairpin Remf Req'd, Ultimate Concrete Loads Tension, Shear, Ultimate Concrete Capacity OK Net Pullout Cone Area, Tension, Shear, Concrete Unity Check (1/<t>) (CPu/Pc), (1/<(>) (CVu/Vc), (1/«) [(CPu/Pc)2+ (CVu/Vc)2], f c 3,000 psi Normal Weight X 1 00 fy 60 ksi NO 4> 065 de 3 000 in de/d 3 429 OK de 3 000 in de/d 3 429 OK As 0 000 m2 CPu 32 000 k CVu 0 000 k Ape 342 in2 21 'Embedment +/- PC 74 928 k Vc 3 097 k 0 657 <= I OK 0 000 <=1 OK 0281 <=1i OK J3ATE July 2002 CONT NO A02-088 BY MES CHKD Carlsbad Office SHEET NO Load = (13380)(1 4)(1 1) = 206050 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 0 100 in Threads per Inch, n 8 Effective Diameter, deff 0 778 in Effective Stress Area, Ab 0 476 in* Ultimate Bolt Loads Tension, Pu 16000k Shear, Vu 0 000 k Ultimate Bolt Capacity Tension, Ps 24 829 k Shear, Vs 20691 k Bolt Unity Check (Pu/Ps)2 + (Vu/Vs)2, 0415<=1 OK Bolt Installation Special Inspection Provided, YES Bolt Embedded in Tension Zone, YES Add'IConc Load Factor, C 200 Concrete Properties Concrete Comp Strength, Concrete Type, Concrete Type Factor, Reinforcing Strength, Anchor Engages Pier Remf , Strength Reduction Factor, Pier Edge Distances Shear Toward Edge, Bolt Diameter Ratio, Shear Not Toward Edge, Bolt Diameter Ratio, Add'l Hairpin Remf Req'd, Ultimate Concrete Loads Tension, Shear, Ultimate Concrete Capacity Net Pullout Cone Area, Tension, Shear, Concrete Unity Check (1/4>) (CPu/Pc), (1/<|>) (CVu/Vc), (I/W [(CPu/Pc)2 + (CVu/Vc)2], fc 3,000 psi Normal Weight X 100 fy 60 ksi NO <t> 065 de 3 000 in de/d 3 000 NG de 3 000 in de/d 3 000 OK As 0 000 m2 CPu 32 000 k CVu 0 000 k Ape 528 in2 24' Embedment +/- PC 115679k Vc 0 000 k 0 426 <=1 OK 999 999 >1 NQ 999 999 >1 NG r. FICCADENTI & WAGGONER Consulting Structural Engineers, Inc 16969 Von Karman, Suite 240 Tel (949)474-0502 Irvine, CA 92614 Fax (949) 474-1801 // PROJECT _ DATE DESIGNER . PAGE T 1 1 • s r sT~ 7 r /St. v o *> U C,^ ^{ V | O — t>«4rx^ ..•s- I O OCJ f FICCADENTI & WAGGONER Consulting Structural Engineers, Inc 16969 Von Karman, Suite 240 Tel (949)474-0502 Irvine, CA 92614 Fax (949) 474-1801 PROJECT _ DATE DESIGNER . PAGE A o "3 cj> C ( I i... v O C r FICCADENTI & WAGGONER Consulting Structural Engineers, Inc 16969 Von Karman, Suite 240 Tel (949)474-0502 Irvine, CA 92614 Fax (949) 474-1801 PROJECT DATE _ _ DESIGNER. PAGE \ o L -^^y - •Zi."Cu_ o \_/ FICCADENTI & WAGGONER Consulting Structural Engineers, Inc 16969 Von Karman, Suite 240 Tel (949) 474-0502 Irvine, CA 9261 4 Fax (949) 474-1801 -A ; HA - -2 V/CF ^ \*<> PROJECT DATE -?/< DESIGNER PAGE •1-1 iC\ n, t |c FICCADENTI & WAGGONER Consulting Structural Engineers, Inc 1 6969 Von Karman, Suite 240 Tel (949) 474-0502 Irvine, CA 92614 Fax (949) 474-1801 PROJECT. DATE L t ^ £-" DESIGNER l-***) ^s^CT.1 — ^_ PAGE . Ji/_ I c<> I 6 i^C i i.M —I C\\ ^ J" Q 1-4^ \^~.JL /V- v^wXs-v -- £<--* -i1^^ r^i O^u <=>(> -^^ir'2"'^ r ^-vf 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 _L_Z_ O -r 2.^ 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 c . 1 C. M Fb C I- Carlsbad Office Binding A Braced Frame at Line 3 DATE_ July 2002 CONT NO A02~-088 _BY~ MES ~ .; SHEET NO Anchor Bolt Design Per 1997 Uniform Builiding Code Bolt Steel Properties Concrete Properties ASTM Specification, A36 Diameter, d 1 1/4" in Yield Stress, fy 36 ksi Ultimate Tensile Stress, fut 58 ksi Stress Area Calculation Corrosion Allowance, Ca 0100m Threads per Inch, n 7 Effective Diameter, deff 1011 in Effective Stress Area, Ab 0 802 md Ultimate Bolt Loads Tension, Pu 22 400 k Shear, Vu 4 600 k Ultimate Bolt Capacity Tension, Ps 41 889 k Shear, Vs 34 908 k Bolt Unity Check (Pu/Ps)2 + (Vu/Vs)2, 0 303 <=1 OK Bolt Installation Special Inspection Provided, YES Bolt Embedded in Tension Zone, " YES Add'l Cone Load Factor, C 2 00 Concrete Comp Strength, fc 3,000 psi Concrete Type, Normal Weight Concrete Type Factor, A 1 00 Reinforcing Strength, fy 60 ksi Anchor Engages Pier Reinf , NO Strength Reduction Factor, § 0 65 Pier Edge Distances Shear Toward Edge, de 18000 in Bolt Diameter Ratio, de/d 14400 OK Shear Not Toward Edge, de 18000m Bolt Diameter Ratio, de/d 14400 OK Add'l Hairpin Reinf Req'd, As 0 000 <n2 Ultimate Concrete Loads Tension, CPu 44 800 k Shear, CVu 9 200 * Ultimate Concrete Capacity Net Pullout Cone Area, Ape 324 in2 Tension, PC 70 985 k Shear, Vc 35 163 l< Concrete Unity Check (1/<|>) (CPu/Pc), 0971 <=1 OK (1/<|>) (CVu/Vc), 0403 s=1 OK (1/<t>)[(CPu/Pc)2 + (CVu/Vc)2], 0681 <=1 OK 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 L: r~ <1U ^-4\ \ ~~o L 2 , - !M '. o >. £-*- FICCADENTI & WAGGONER Consulting Structural Engineers, Inc 16969 Von Karman, Suite 240 Tel (949) 474-0502 Irvine, CA 92614 Fax (949) 474-1801 PROJECT DATE ^ U 4 J DESIGNER PAGE I o-7-G \M--~ M P H^l''LT^T-!4-C. -O- 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 v--{,-v^ ^ PAGE k-L -t-csKy jj -- M^ n— FICCADENTI & WAGGONER Consulting Structural Engineers, Inc 16969 Von Karman, Suite 240 Tel (949) 474-0502 Irvine, CA 92614 Fax (949) 474-1801 PROJECT t DATE ~? ft '- DESIGNER PAGE [ O ' I lV I (O A v. -__- O 3 o < ^H FICCADENTI & WAGGONER Consulting Structural Engineers, Inc 16969 Von Karman, Suite 240 Tel (949)474-0502 Irvine, CA 92614 Fax (949) 474-1801 PROJECT C^-T DATE ") .., ^4 DESIGNER PAGE / .!/ iS\> - O FICCAOENTI & WAGGONER Consulting Structural Engineers, Inc 16969 Von Karman, Suite 240 Tel (949) 474-0502 Irvine, CA 926 14 Fax (949) 474-1801 PROJECT DATE \ *ft. I *0 «• (/ DESIGNER PAGE & P «\C ii, - o r ,_ —7 06 H 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 o -1 u "7 rL.tr .s- +4 \ N V-. FICCADENTI & WAGGONER Consulting Structural Engineers, Inc 16969 Von Karman, Suite 240 Tel (949) 474-0502 Irvine, CA 92614 Fax (949)474-1801 r u . H - o' J PROJECT . DATE ~(cU DESIGNER . PAGE r- r~ ' <^(t re *- "o T> 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 DESIGNER __ k-' PAGE _ /'\ P A O o l. £ "2- fib "v ^ -5-L -^ U s .r' 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 j DESIGNER PAGE 1 Uv" ^ / '2^-2-C \ - }"L?v] «\ e ---T-- .^ C J "-TL ^ei^oijV P 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 ? £ K ^ /-i. 2-- P'-> l- ' \ FICCADENTI & WAGGONER Consulting Structural Engineers, Inc 16969 Von Karman, Suite 240 Tel (949) 474-0502 Irvine, CA 9261 4 Fax (949) 474-1801 PROJECT _ DATE DESIGNER '''" / PAGE —V4- G5. , t" \. M I "I" >'« C_ -- I '2- . ~b C » I fe6 L 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 (.-V J..-Q, PAGE H<L A eo c L. 1AA -= H -, -2-. 4-- -••*-•<* ^ <s U 0> O lv ^ \ / _ V - c >^<=> )- -•- L ~T-c.tr A = ----*;... *- X ^ j& ^/ /O o <=oci^ (."?>'•*(. 4 ot- FICCADENTI & WAGGONER Consulting Structural Engineers, Inc 16969 Von Karman, Suite 240 Tel (949)474-0502 Irvine, CA 92614 Fax (949) 474-1801 PROJECT DATE I I « J ~) (* DESIGNER PAGE A .. A , v..v. L»-"~i. JT TS- L C c -2-1 -)- 3^' u> &' r c..r C"ev <J ) s i -"**-L l.C - 'jro FICCADENTI & WAGGONER Consulting Structural Engineers, Inc 16969 Von Karman, Suite 240 Tel (949) 474-0502 Irvine, CA 92614 Fax (949) 474-1801 PROJECT £-t V*- * t ^ f* -DATE DESIGNER . <!t PAGE •- _!<£l/X ^S~* vt,.,r\c i..-' ./ F Z^ " 1-2-e?- r L -co < i 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 J C2? "bo «-( J r;- FICCADENTI & WAGGONER Consulting Structural Engineers, Inc 16969 Von Karman, Suite 240 Tel (949)474-0502 Irvine, CA 92614 Fax (949)474-1801 PROJECT . DATE PAGE ( )a* *^ t- * ~7. '*> ~ C ^° V »/\ - GKo*i -J FICCADENTI & WAGGONER Consulting Structural Engineers, Inc 1 6969 Von Karman, Suite 240 Tel (949)474-0502 Irvine, CA 9261 4 Fax (949) 474-1801 ~\O\ PROJECT [ *-£-]• (J HATE DESIGNER PAGE f I FICCADENT1 & 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 C ) ->i.<_<y (~~)^& &.- "2-iAo FICCADENTI & WAGGONER Consulting Structural Engineers, Inc 16969 Von Karman, Suite 240 Tel (949)474-0502 Irvine, CA 92614 Fax (949) 474-1801 -V PROJECT _ DATE DESIGNER . PAGE 40 C( » cs> »*>- 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-OM1912 VerS 1 3 22 Jun-lW Win32 (c) 1983-99 ENERCAIC Single Span Beam Analysis Page 1 c \proiects\cdflsbQd office complex\beoms ecw Description Column at High Parapet HSS5x5x3/8 General Information \ Center Span 1400 ft Left Cantilever ft Right Cantilever 8 00 ft Moment of Inertia Elastic Modulus Beam End Fixity 16900 m4 29,000 ksi Pin-Pin Point Loads j| Magnitude k Location 9 000 ft Query Values Center Location Moment Shear Deflection -0750 k 22000 ft 8 000 ft Lett Cant 3 43 k-ft 043k -0 26594 in k ft 0000ft 0 00 k-ft 000k 0 00000 in k k ft ft Right Cant 0 000 It 0 00 k-ft 000 k 000000 in I 1 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'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 043 k -1 18 k 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 o to *A>° * v-v S C\ '" 14-'") M r, FICCADENTI & WAGGONER Consulting Structural Engineers, Inc 16969 Von Karman, Suite 240 Tel (949) 474-0502 Irvine, C A 926 14 \ Fax (949) 474-1801 PROJECT . DATE DESIGNER . PAGE - ••$ C. > \ N 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 29AM, 19 AUG02 Rev 510300 UsorKW 0601912 Ver513 22Jun 1999 Win32 (QI98399ENERCALC Multi-Span Steel Beam Page 1 c \proiects \carlsbad office complex \beams ecw Description Elevator Guide Rails HSS4x4x3/8 General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements 1 Fy - Yield Stress 46 00 ksi Spans Considered Continuous Over Supports Load Duration Factor 1 00 Span Information Description Span Steel Section End Fixity Unbraced Length ft ft 1st Floor 1400 TS4X4X3/8 Pin Pin 1400 2nd Floor 1500 TS4X4X3/8 Pin Pin 1500 Loads 1 Live Load Used This Span Point #1 DL LL @ X Results Mmax @ Cntr @X = Max @ Left End Max @ Right End fb Actual Fb Allowable fv Actual Fv Allowable * k k ft Yes k-ft ft k-ft k-ft psi psi psi psi -1 45 1400 000 -1 45 3,263 0 30,360 0 Bending OK 346 18,4000 Shear OK Yes 1 000 7500 302 750 -1 45 000 6,779 7 30,360 0 Bending OK 1990 18,4000 Shear OK ll Reactions & Deflections Jj Shear @ Left Shear @ Right Reactions DL @ Left LL @ Left Total @ Left DL @ Right LL @ Right Total @ Right Max Deflection @ X = Span/Deflection Ratio Query Values Location Shear Moment Max Deflection k k k k k k k k in ft 010 010 000 -010 -010 000 070 070 0 102 812 1,6494 ft k k-ft in 000 010 000 000 060 040 000 070 070 000 040 040 -0278 780 6466 000 000 000 000 000 000 060 000 000 000 000 000 -1 45 0 00 0 00 0 00 0 00 0 00 000 000 000 000 000 000 1 000 000 000 000 - Q &S 2 7 6c g Q_ u — a 85 2 7 u o B- B- Q) > O) S 2 7 o: O 42 u O 0) 19 5 -^- -- Q Ss 2 T I D:< O u V • T- Q s. o o o o *- Q0) U. a LJJ m 2oc<o 0) 2" Q. O CO O S N o Scj Q « 2 Z > S 9D) •* <- O 0) LL. § LLJ m o 9=o CD O ° CS Q < E- ----- it ^ Q CD Li. O) ^ (0 •= m DC < O 2 9= o COo 8 c° o CD E f ul S MOIRCAIL ENGINEERING SOILS AND C;EOTEC:HNIC:AL CONSULTANTS NorCal Engineering SOILS AND GEOTECHNICAL CONSULTANTS 10641 HUMBOLT STREET LOS ALAM1TOS, CA 90720 (562)799-9469 FAX (562)799-9459 September 18, 2002 Project Number 9851-02 Boureston Development 5500 Trabuco Road, Suite 100 Irvine, California 92620-5705 Attn Mr Richard Boureston RE Grading Plan Review - Proposed Office Development - Located at the Northwest Corner of Cammo Vida Roble and Corte Del Nogel, in the City of Carlsbad, California Dear Mr Boureston As requested, the undersigned have reviewed the grading plans for the referenced site compiled by Danjon Engineering (undated), sheets 1, 3 and 4 ol 8 The plans reviewed have properly incorporated the recommendations contained in the geotechnical report dated April 25, 2002, by NorCal Engineering, Project Number 9851-02, and are deemed suitable for the planned development We appreciate this opportunity to be of service to you If you have any further questions, please do not hesitate to contact the undersigned Respectfully submitted, NORCAL ENGINEERING Keith D Tucker Project Engineer R G E 841 Mark A Burkholder Project Manager Geotechnical Engineering Investigation Proposed Office Development Northwest Corner of Cammo Vida Roble and Corte Del Nogel Carlsbad, California Prepared For Boureston Development 5500 Trabuco Road, Suite 100 Irvine, California 92620-5705 Attn Mr Richard Boureston Project Number 9851-02 April 25, 2002 TABLE OF CONTENTS Section Page 1 0 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 9 10 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 ALAM1TOS, 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 Camino Vida Roble and Corte Del Nogel, in the City of Carlsbad, California Dear Mr Boureston Pursuant to your request, this firm has performed a Geotechnical Engineering Investigation for the above referenced project in accordance with your approval of proposal dated March 18, 2002 The purpose of this investigation is to evaluate the subsurface conditions of the subject site and to provide recommendations for the proposed office development The scope of work included the following 1) site reconnaissance, 2) subsurface geotechnical exploration and sampling, 3) laboratory testing, 4) engineering analysis of field and laboratory data, and 5) preparation of a geotechnical engineering report It is the opinion of this firm that the proposed development is feasible from a geotechnical standpoint provided that the recommendations presented in this report are followed in the design and construction of the project April 25, 2002 Project Number 9851-02 Page 2 1 0 Project Description It is proposed to construct an office development on the 4 02-acre subject parcel The development will consist of five, two-story structures with conventional slab-on-grade foundation systems with perimeter-spread footings and isolated interior footings Other improvements will consist of asphalt/concrete pavement, hardscape, and landscaping It is assumed that the proposed grading for the development will include minor cut and fill procedures Final building plans shall be reviewed by this firm prior to submittal for city approval to determine the need for any additional study and revised recommendations pertinent to the proposed development, if necessary 2 0 Site Description The generally rectangular-shaped parcel approximately 4 02 acres in area is situated within the Palomar Airport Business Park at the northwest corner of Cammo Via Roble and Corte Del Nogel, in the city of Carlsbad The undeveloped site has been previously mass graded with topography of the relatively level parcel descending in a north to south direction The site is bordered by graded slopes on the order of 2 to 1 (horizontal to vertical) with a maximum height of about 20 feet These slopes are covered with irrigated landscaped vegetation with drainage swales to control surface runoff The property is currently covered with sparse vegetation cover 3 0 Background Information The subject property (Lot 4) lies within Palomar Airport Business Park and consists of several individual lots located within P M 10002 which had been recently rough graded for future development The earthwork operations were geotechnically observed and tested by Robert Prater Associates as described by their report titled, "Earthwork Observations and Testing Services", dated March 9, 1982 NorCal Engineering April 25, 2002 Project Number 9851-02 PageS Based upon review of the Prater report, the subject lot was noted to be predominately a transition cut/fill lot The transition was reviewed to traverse along the middle portion of the property with engineered fills placed to the west, north and south and bedrock exposed at the surface to the easterly portion of the lot The maximum depth of fill placed is about 31 feet 40 Site Exploration The investigation consisted of the placement of eight (8) subsurface exploratory trenches by a backhoe to a maximum depth of 18 feet and three (3) borings by a drilling rig to a maximum depth of 21 feet below current ground elevations The explorations were visually classified and logged by a field engineer with locations of the subsurface explorations shown on the attached Site Plan The exploratory borings revealed the existing earth materials to consist of an engineered fill and bedrock A detailed description of the subsurface conditions is listed on the excavation logs in Appendix A It should be noted that the transition from one soil type to another as shown on the boring logs is approximate and may in fact be a gradual transition The materials encountered are described as follows Fill An engineered fill soil classifying as a silty SAND to clayey SAND was encountered which were noted to be medium dense to dense and moist These soils were noted to contain some minor gravel and occasional thin lenses of clay Some organics were found in the soils below 5 feet with corresponding odors The upper fill soils were medium dense ranging from 11/2 to 9 feet and generally dense below these upper levels Bedrock A moderately cemented silty sandstone of the Santiago Formation, was encountered either at the surface or beneath the upper fill soils The sandstone was generally light grey to greyish brown and observed to be very dense and damp The bedrock was generally massive and contained some locally cemented concretions NorCal Engineering April 25, 2002 Project Number 9851-02 Page 4 The overall characteristics of the earth material were relatively uniform with each exploratory boring No groundwater was encountered to the depth of our excavations and no caving occurred 50 Laboratory Tests Relatively undisturbed samples of the subsurface soils were obtained to perform laboratory testing and analysis for direct shear, consolidation tests, and to determine in- 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 /lin ft and maximum compression loads on the order of 100 kips were utilized for testing and design purposes All test results are included in Appendix B, unless otherwise noted 5 1 Field moisture content (ASTM D 2216) and the dry density of the ring samples were determined in the laboratory This data is listed on the logs of explorations 5 2 Maximum density tests (ASTM D-1557-00) were performed on typical samples of the upper soils Results of these tests are shown on Table I 5 3 Expansion index tests in accordance with the Uniform Building Code Standard No 29- 2 were performed on remolded samples of the upper soils Results of these tests are provided on Table II 5 4 Atterberg Limits (ASTM D 4318-84) consisting of liquid limit, plastic limit and plasticity index were performed on representative soil samples Results are shown on Table III 5 5 Corrosion tests consisting of sulfate, pH, resistivity and chloride analysis to determine potential corrosive effects of soils on concrete and underground utilities were performed in the laboratory Test results are provided on Table IV NorCal Engineering April 25, 2002 Project Number 9851 -02 Page 5 5 6 R-Value test per California Test Method 301 was performed on a representative sample, which may be anticipated to be near subgrade to determine pavement design Result provided within pavement section design section of report 5 7 Direct shear tests (ASTM D-3080) were performed on undisturbed and disturbed samples of the subsurface soils The test is performed under saturated conditions at loads of 500 Ibs /sq ft, 1,000 Ibs /sq ft, and 2,000 Ibs /sq ft with results shown on Plate A 5 8 Consolidation tests (ASTM D-2435) were performed on undisturbed samples to determine the differential and total settlement which may be anticipated based upon the proposed loads Water was added to the samples at a surcharge of one KSF and the settlement curves are plotted on Plate B 6 0 Seismicity Evaluation There are no known active or potentially active faults trending toward or through the site The proposed development lies outside of any Alquist Pnolo Special Studies Zone and the potential for damage due to direct fault rupture is considered very remote The site is located in an area of high regional seismicity and a maximum credible horizontal ground acceleration of 0 36g may occur from a Magnitude 6 9 earthquake along the Rose Canyon fault zone, which is located approximately 6 miles away Ground shaking originating from earthquakes along other active faults in the region is expected to induce lower horizontal accelerations due to smaller anticipated earthquakes and/or greater distances to other faults The following earthquake design parameters are based upon the 1997 Uniform Building Code (UBC) for a Seismic Zone 4 with a Z factor of 0 40 and a Soil Profile Type of SD, based on a stiff soil profile NorCal Engineering April 25, 2002 Project Number 9851-02 Page6 1997 UBC Seismic Design Parameters Distance from Site (Rose Canyon Fault) 10 km Seismic Source Type B Seismic Coefficient = Ca (Table 16-Q) (0 44) Na Seismic Coefficient = Cv (Table 16-R) (0 64) Nv Near-Source Factor Na (Table 16-S) 1 0 Near-Source Factor Nv (Table 16-T) 1 0 70 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 Page8 9 1 1 Removal and Recompaction Recommendations All medium dense fill soils ranging from 11/> to 9 feet shall be removed to competent material in the building areas, the exposed surface scarified to a depth of six inches, brought to within 2% of optimum moisture content and compacted to a minimum of 90% of the laboratory standard (ASTM D-1557-00) prior to placement of any additional compacted fill soils, foundations, slabs-on-grade and pavement Grading shall extend a minimum of five horizontal feet outside the edges of foundations or equidistant to the depth of fill placed, whichever is greater It is possible that isolated areas of undiscovered medium dense fill soils not described in this report are present on site If found, these areas should be treated as discussed earlier A diligent search shall also be conducted during grading operations in an effort to uncover any underground structures, irrigation or utility lines If encountered, these structures and lines shall be either removed, or properly abandoned prior to the proposed construction Any imported fill material should be preferably soil similar to the upper soils encountered at the subject site All soils shall be approved by this firm prior to importing at the site and will be subjected to additional laboratory testing to assure concurrence with the recommendations stated in this report Care should be taken to provide or maintain adequate lateral support for all adjacent improvements and structures at all times during the grading operations and construction phase Adequate drainage away from the structures, pavement and slopes should be provided at all times If placement of slabs-on-grade and pavement is not completed immediately upon completion of grading operations, additional testing and grading of the areas may be necessary prior to continuation of construction operations Likewise, if adverse weather conditions occur which may damage the subgrade soils, additional assessment by the geotechnical engineer as to the suitability of the supporting soils may be needed NorCal Engineering April 25, 2002 Project Number 9851-02 Page 9 9 1 2 Fill Blanket Recommendations In areas of transition between the underlying bedrock and engineered fill encountered during grading, additional overexcavation of the bedrock material consisting of a depth of three feet below proposed foundations is required to mitigate the potential of differential settlement Otherwise all foundations for each individual building or site wall shall be embedded into engineered fill or all into bedrock material This fill shall extend a minimum of five horizontal feet or to the depth of vertical overexcavation, whichever is greater, beyond the outside edge of the perimeter foundation 92 Shrinkage and Subsidence Results of our m-place density tests reveal that the soil shrinkage will be on the order of less than 10% due to excavation and recompaction, based upon the assumption that the fill is compacted to 92% of the maximum dry density per ASTM standards Subsidence should be 0 2 feet due to earthwork operations The volume change does not include any allowance for vegetation or organic stripping, removal of subsurface improvements or topographic approximations Although these values are only approximate, they represent our best estimate of lost yardage, which will likely occur during grading If more accurate shrinkage and subsidence factors are needed, it is recommended that field testing using the actual equipment and grading techniques should be conducted 9 3 Temporary Excavations Temporary unsurcharged excavations in the existing site materials less than 5 feet high may be made at a vertical gradient unless cohesionless soils are encountered Temporary unsurcharged excavations from 5 to 8 feet high may be trimmed at a 1 to 1 (horizontal to vertical) gradient In areas where soils with little or no binder are encountered, where adverse geological conditions are exposed, or where excavations are adjacent to existing structures, shoring, slot-cutting, or flatter excavations may be required The temporary cut slope gradients given do not preclude local raveling and sloughing All excavations shall be made in accordance with the requirements of CAL- OSHA and other public agencies having jurisdiction Care should be taken to provide or maintain adequate lateral support for all adjacent improvements and structures at all times during the grading operations and construction phase NorCal Engineering April 25, 2002 Project Number 9851-02 Page 10 94 Foundation Design All foundations for the proposed two-story office buildings may be designed utilizing the following safe bearing capacities for an embedded depth of 18 inches into approved fill materials with the corresponding widths Allowable Safe Bearing Capacity (psf) Continuous Isolated Width (ft) Foundation Foundation 1 5 2000 2500 2 0 2075 2575 4 0 2275 2775 6 0 2500 3000 The bearing value may be increased by 500 psf for each additional foot of depth in excess of the 30-inch minimum depth, up to a maximum of 4,000 psf A one third increase may be used when considering short-term loading and seismic forces All foundations located near adjacent slopes shall meet all setback criteria per the latest Uniform Building Code (UBC) All continuous foundations shall be reinforced a minimum of one No 4 bar, top and bottom Isolated foundations shall be reinforced at the discretion of the Project Structural Engineer A representative of this firm shall inspect all foundation excavations prior to pouring concrete 9 5 Settlement Analysis Resultant pressure curves for the consolidation tests are shown on Plate B Computations utilizing these curves and the recommended safe bearing capacities reveal that the foundations will experience settlements on the order of 3/4 inch and differential settlements of less than 1/4 inch This differential settlement should occur over a minimum horizontal distance of 20 feet NorCal Engineering April 25, 2002 Project Number 9851-02 Page 11 96 Lateral Resistance The following values may be utilized in resisting lateral loads imposed on the structure Requirements of the Uniform Building Code should be adhered to when the coefficient of friction and passive pressures are combined Coefficient of Friction - 0 40 Equivalent Passive Fluid Pressure = 250 Ibs /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 Project Number 9851-02 Page 14 100 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 Respectful^ NORCA Keith D %Cjlfc&- vC£/v/ Troy D Norrell Project Present RGE 841 NorCal Engineering April 25, 2002 Project Number 9851-02 Page 15 SPECIFICATIONS FOR PLACEMENT OF COMPACTED FILL Excavation Any existing low density soils and/or saturated soils shall be removed to competent natural soil under the inspection of the Soils Engineering Firm After the exposed surface has been cleansed of debris and/or vegetation, it shall be scarified until it is uniform in consistency, brought to the proper moisture content and compacted to a minimum of 90% relative compaction (in accordance with ASTM D-1557-00) In any area where a transition between fill and native soil or between bedrock and soil are encountered or other areas as required in this report, additional excavation beneath foundations and slabs will be necessary in order to provide uniform support and avoid differential settlement of the structure Verification of elevations during this work and all grading operations will be the responsibility of the owner or his designated representative and not NorCal Engineering Material For Fill The on-site soils or approved import soils may be utilized for the compacted fill provided they are free of any deleterious materials and shall not contain any rocks, brick, asphaltic concrete, concrete or other hard materials greater than eight inches in maximum dimensions Any import soil must be approved by the Soils Engineering firm a minimum of 24 hours prior to importation of site Placement of Compacted Fill Soils The approved fill soils shall be placed in layers not excess of six inches in thickness Each lift shall be uniform in thickness and thoroughly blended The fill soils shall be brought to within 15% of the optimum moisture content, unless otherwise specified by the Soils Engineering firm Each lift shall be compacted to a minimum of 90% relative compaction (in accordance with ASTM D-1557-00) and approved prior to the placement of the next layer of soil Compaction tests shall be obtained at the discretion of the Soils Engineering firm but to a minimum of one test for every 500 cubic yards placed and/or for every 2 feet of compacted fill placed NorCal Engineering April 25, 2002 Project Number 9851-02 Page 16 The minimum relative compaction shall be obtained in accordance with accepted methods in the construction industry The final grade of the structural areas shall be in a dense and smooth condition prior to placement of slabs-on-grade or pavement areas No fill soils shall be placed, spread or compacted during unfavorable weather conditions When the grading is interrupted by heavy rams, compaction operations shall not be resumed until approved by the Soils Engineering firm Grading Observations The controlling governmental agencies should be notified prior to commencement of any grading operations This firm recommends that the grading operations be conducted under the observation of a Soils Engineering firm as deemed necessary A 24 hour notice must be provided to this firm prior to the time of our initial inspection Observation shall include the clearing and grubbing operations to assure that all unsuitable materials have been properly removed, approve the exposed subgrade in areas to receive fill and in areas where excavation has resulted in the desired finished grade and designate areas of overexcavation, and perform field compaction tests to determine relative compaction achieved during fill placement In addition, all foundation excavations shall be observed by the Soils Engineering firm to confirm that appropriate bearing materials are present at the design grades and recommend any modifications to construct footings NorCal Engineering -J E o CAMINO VIDA ROBLE NTS NorCal Engineering SOILS AND GEOTECHN1CAL CONSULTANTS BOURESTON DEVELOPMENT ^OJCCT 9851-02 DATI APRIL 2002 LOCATION OF FIELD EXPLORATIONS April 25, 2002 Project Number 9851-02 Page 17 List of Appendices (in order of appearance) Appendix A - Log of Excavations • Log of Trenches T-1 to T-8 • Log of Borings B-1 to B-3 • Appendix B - Laboratory Tests • Table I - Maximum Dry Density • Table II - Expansion • Table III - Atterberg • Table IV - Sulfate • Plate A - Direct Shear • Plate B - Consolidation NorCal Engineering April 25, 2002 Project Number 9851-02 Page 18 Appendix A NorCal Engineering MAJOR DIVISION COARSE GRAINED SOILS MORE THAN 50% OF MATERIAL THAN NO 200 SIEVE SIZE FINE GRAINED SOU S MORE THAN 50% OF MATERIAL IS SMALLER THAN NO 200 SIEVE SIZE GRAVEL AND GRAVELLY SOILS MORE THAN 50% OF COARSE FRACTION RETAINED ON NO 4 SIEVE SAND AND SANDY SOILS MORE THAN 50% OF COARSE FRACTION NO 4 SIEVE SILTS AND CLAYS SILTS AND CLAYS CLEAN GRAVELS t\ ITTI P HP? MPl FINES) GRAVELS WITH FINES (APPRECIABLE AMOUNT OF FINES1 CLEAN SAND (LITTLE OR NO FINES) SANDS WITH FINE (APPRECIABLE AMOUNT OF FINES) LIQUID LIMIT 1 F9^ THAN ^D LIQUID LIMIT GREATER THAN •SO HIGHLY ORGANIC SOILS GRAPHIC O Q? o Go * •? •i V-"V-"V- • ". ". • " ."- ". • I • • ' - , • . • HI im — — — Illl Ijjj ^^ LETTER <?YMROI GW GP GM GC SW SP SM sc ML CL OL MH CH OH PT TYPICAL DESCRIPTIONS WELL-GRADED GRAVELS, GRAVEL SAND MIXTURES, LITTLE OR NO FINES POORLY-GRADED GRAVELS GRAVEL-SAND MIXTURES LITTLE OR NO FINES SILTY GRAVELS, GRAVEL-SAND- SILT MIXTURES CLAYEY GRAVELS, GRAVEL-SAND- CLAY MIXTURES WELL-GRADED SANDS GRAVELLY SANDS LITTLE OR NO FINES POORLY-GRADED SANDS, GRAVEL- LY SANDS, LITTLE OR NO FINES SILTY SANDS, SAND-SILT MIXTURES CLAYEY SANDS, SAND-CLAY MIXTURES INORGANIC SILTS AND VERY FINE SANDS, ROCK FLOUR SILTY OR CLAYEY FINE SANDS OR CLAYEY SILTS WITH SLIGHT PLASTICITY INORGANIC CLAYS OF LOW TO MEDIUM PLASTICITY, GRAVELLY CLAYS SANDY CLAYS, SILTY CLAYS LEAN CLAYS ORGANIC SILTS AND ORGANIC SILTY CLAYS OF LOW PLASTICITY INORGANIC SILTS MICACEOUS OR DIATOMACEOUS FINE SAND OR SILTY SOILS INORGANIC CLAYS OF HIGH PLASTICITY, FAT CLAYS ORGANIC CLAYS OF MEDIUM TO HIGH PLASTICITY, ORGANIC SILTS PEAT, HUMUS, SWAMP SOILS WITH HIGH ORGANIC CONTENTS NOTE DUAL SYMBOLS ARE USED TO INDICATE BORDERLINE SOIL CLASSIFICATIONS UNIFIED SOIL CLASSIFICATION SYSTEM NorCal Engineering KEY: Indicates 2 5-inch Inside Diameter Ring Sample Indicates 2-inch OD Split Spoon Sample (SPT) Indicates Shelby Tube Sample Indicates No Recovery |] Indicates SPT with 140# Hammer 30 in Drop Q Indicates Bulk Sample in Indicates Small Bag Sample Indicates Non-Standard 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 WET Absence of moisture dusty, dry to the touch Some perceptible moisture, below optimum No visible water near optimum moisture content Visible free water usually soil is below water table RELATIVE DENSITY OR CONSISTENCY VERSUS SPT N -VALUE COHESIONLESS SOILS Density Very Loose Loose Medium Dense Dense Very Dense N ( blows/ft ) Oto4 4 to 10 10 to 30 30 to 50 over 50 COHESIVE SOILS Consistency Very Soft Soft Medium Stiff Stiff Very Stiff Hard N (blows/ft ) Oto2 2 to 4 4 to 8 8 to 15 15 to 30 over 30 Approximate Undramed Shear Strength (psf) <250 250 - 500 500- 1000 1000-2000 2000 - 4000 >4000 NorCal Engineering Log of Test Excavation TE-1 Project Boureston Development/Carlsbad Date of Drilling 4/12/02 Groundwater Depth None Encountere Drilling Method Extension Backhoe Hammer Weight Drop Depth (feet) Geotechnical Description Surface Elevation Not Measured FILL SOILS i Siity SAND i Brown to grey-brown, medium dense, damp to moist with large pieces of ... concrete Clayey SAND Brown, dense, moist Silty to Clayey SAND ; Brown to dark brown, medium dense, moist : Heavy roots and vegetation strong odor ... 10 -...._. - — - . -- .-. .. .- - 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 d Lith- ology I" : -.? - . - jf ^>^£££ j^. '// '// ^ M ' > J* % \ \L| ^f^.t Samples 0 H n •• • • NorCal Engineering PIST^ ^ 0 3mo L aboratory ff (/)o~ 0 135 ^^c J2 o Q 1028 177 1044 159 140 137 111 7 1099 1098 in ^•^ LL. 1 Log of Test Excavation TE-2 Project Boureston Development/Carlsbad Date of Drilling 4/12/02 Groundwater Depth None Encountered Drilling Method Extension Backhoe Hammer Weight Drop Depth (feet) 0 5 10 15 20 25 30 35 Geotechnical Description Surface Elevation Not Measured FILL SOILS ; Silty SAND : Brown to grey-brown medium dense damp to moist Silty to clayey SAND Brown to dark brown, medium dense, moist I ; Heavy roots and vegetation, strong odor Silty fine grained SAND Dark grey, dense, moist ! Slight root structures Intermingling lenses of clayey SAND Boring completed at depth of 12' Lith- ology . - - - P • ™ : : - : V/f \ - Samples 0)Q. >. NorCal Engineering P 9^° </) 5 £ 0 3 5° Laboratory £ 3-^ <o3? 0 130 e-f?Q S 3 Q 101 4 146 1125 ins? U-^" 2 Log of Test Excavation TE-3 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 1 Silty SAND Brown to grey-brown, medium dense, damp to moist with large pieces of i SANDSTONE 5 : Silty to clayey SAND Brown to dark brown medium dense, moist J ! \Mmor root structures Silty sandy CLAY .|g Brown stiff, moist Silty fine grained SAND '• Dark grey, dense, moist 15 '•Boring completed at depth of 15' - 20 25 30 35 • . . _ .. Lith- ology . IB% %. ^ : .. _ - - - - . : w'$%g : $ % I Samples 0) Q. £ • • • • NorCal Engineering ^stoT BlowCountsLaboratory S 1? 5 145 137 151 149 frftf 0 vSQ 1009 1045 1156 111 4 I ins? LL. ' 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 „.„ , i Silty to clayey SAND Brown to dark brown, dense, moist 1^ Vegetation and small roots to 9' Lith- ology : '. ' - - - - 1 - '- Fr/ &:/// •>% ' Clayey SAND \f^~. Dark brown, dense moist [ p Boring completed at depth of 15' 20 - 25 30 35 'j^f'^' Samples § h • * 4/ '4 H/ ! '/ '/ i ^ ^ ** * B NorCal Engineering "SJTi0 3 1 O 3too Laboratory £ (»o5 ^C-c* * o o" " w-S S , Q 157 148 151 146 101 9 1023 1125 1107 M =3? u. 4 Log of Test Excavation TE-5 Project Boureston Development/Carlsbad Date of Drilling 4/12/02 Groundwater Depth None Encountered Drilling Method Extension Backhoe Hammer Weight Drop Depth (feet) - 0 5 ,0 15 20 25 - 30 -35 Geotechnical Description Surface Elevation Not Measured ! Silty SAND I Brown to grey-brown, medium dense, damp to moist i ; "SiltySAND" j Dark brown, medium dense to dense, moist •, SANDSTONE Bedrock ''..Brown, very dense, damp Boring completed at depth of 9' Lith-ology - i*-> : -_ - - - '- - " . . - - -• ^ Samples 0)a " • ' NorCal Engineering "£££ 0 3 m° Laboratory 1 Us? 0 129 147 11 4 Q 1032 1046 1098 VI iZ""' 5 Log of Test Excavation TE-6 Project Boureston Development/Carlsbad Date of Drilling 4/12/02 Groundwater Depth None Encountered Drilling Method Extension Backhoe Hammer Weight Drop Depth (feet) Geotechnical Description Surface Elevation Not Measured : Silty SAND Brown to grey brown, medium dense, damp to moist - 5 Silty to clayey SAND | Brown to dark brown, medium dense, moist U Heavy roots and vegetation, strong odor | Silty fine grained SAND Dark grey, dense, moist ;. Slight root structures , - .-10 i \lnterminglmglensesofclayeySAND / - Clayey SAND ' Dark brown dense, moisti -• f \ Boring completed at depth of 15' - 20 25 - 30 - 35 Lith-ology _ 1 f^f <*£• 8 . I i f f f r f <• ^ \ I,*-" s* ^ ^^ Samples 0) Q. " NorCal Engineering PSS!o7 V) O 3 = 3 L aboratory Moisture(%)99 •\28 159 139 ofao 1008 1036 1148 1107 in iZ^ ' 6 Log of Test Excavation TE-7 Project Boureston Development/Carlsbad Date of Drilling 4/12/02 Groundwater Depth None Encountered Drilling Method Extension Backhoe Hammer Weight Drop Depth (feet) Geotechnical Description Surface Elevation Not Measured : FILL SOILS ! Silty SAND Brown to grey-brown, medium dense, damp to moist Clayey SAND ; Brown, medium dense moist : NATURAL SOILS " '• Silty fine grained SAND 10 : Grey, dense, moist SANDSTONE Bedrock Brown, very dense to dense Boring completed at depth of 12' 15 20 25 30 35 Lith- ology ^ s- ^s- s > fI ^>- •?-s ^-m^ • • ** ^> y ^ ^tf *" *s y *? i $ - - ^i'i-'^ r' 2- e* - ~f .^ - : ^ ^<r f ^f \ Z t. ^S' ^x-"1 J* I s* s*- Samples^ 0) Q. " v'l NorCal Engineering PS^2 0 (A 115° I aboratory 0)L. 5" 132 148 £ff> Q"^ 1020 1056 (As?m 7 Log of Test Excavation TE-8 Project Boureston Development/Carlsbad Date of Drilling 4/12/02 Groundwater Depth None Encountered Drilling Method Extension Backhoe Hammer Weight Drop Depth (feet) Geotechnical Description Surface Elevation Not Measured I FILL SOILS I Silty SAND > .Brown to grey-brown medium dense, damp to moist ^~ ! SANDSTONE "Bedrock " ~~ '" Brown, very dense, damp Boring completed at depth of 4' 0 10 15 - 20 25 -30 - 35 Lith-ology m Samples 0)Q.>, 1 ' NorCal Engineering *%££ in 815° Laboratory £ Us? 5 5 67 >< £•1?D %3 Q in i? LL. 8 Log of Boring B-1 Project Boureston Development/Carlsbad Date of Drilling 4/13/02 Drilling Method Hollow Stem Auger Hammer Weight 140 Ibs Depth (feet) Geotechnical Surface Elevation Groundwater Depth None Encountered Drop 30" Description 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 i Brown, medium dense, moist 0 i ; SANDSTONEfBedrock 0 \ Brown very dense, damp Boring completed at depth of 10' 15 20 - 25 - 30 -35 ...... x'' Lith- ology - ^ '- i - . '- m - Z* '- . - 1 I If Samples 0) Q. >t 1 1 NorCal Engineering *%££ in II 5° 4/8 11/12 L aboratory 2 3^^ t5# 0 151 11 0 frf1?a £ a a 1009 1087 M §^ U. 9 Log of Boring B-2 Project Boureston Development/Carlsbad Date of Drilling 4/13/02 Groundwater Depth None Encountered Drilling Method Hollow Stem Auger Hammer Weight 140 Ibs Drop 30" Depth (feet) Geotechnical Description Surface Elevation Not Measured FILL SOILS I 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 ! : "NAf URAL SOILS " 20 SILT/SANDSTONE - ^ Grey to brown, moist, very dense Boring completed at depth of 21' - 25 - 30 - 35 Lith- ology I J $1 \ Ss>» f x; Xs f s5 ss\ ; ~7 '4 '- ^r> ** ?• ^rf ** ^ S ^ ** ^ ^ f' ^y ^ ?• ;- \ I - -. r* r- r* <^ r* ^ f ^ r* ^r~ ^ r' r* r- r' f r* r- '- I i . ^ f ^ f ^ f ^ <• f <- r f r *• f <• ] I 1 ( 11 ^s* ^s* t*1 ^J" s ^ ^s- s** f-' f^s* f^- S' s- I Samples 0) Q. £ 1 1 NorCal Engineering ^sTuT *1 0 3 S° 5/15 11/18 Laboratory 3 %& 6 154 83 £•!£ o SS Q 1163 111 4 in Fu. 10 Log of Boring B-3 Project Boureston Development/Carlsbad Date of Drilling 4/13/02 Drilling Method Hollow Stem Auger Hammer Weight 140lbs Depth (feet) Geotechnical Surface Elevation ! FILL SOILS ; SAND fine grained, silty Light brown, damp, medium dense 5 SAND clayey with occasional gravel Groundwater Depth None Encountered Drop 30" Description Not Measured Olive brown, moist, medium dense to dense Dark grey with organic matter @ 8' 10 I 15 j Slight organic odor @ 16' !~ "NATURAL SOILS 1 SANDSTONE Bedrock -•20 ! Light green/tan damp, very dense Boring completed at depth of 21' 25 - 30 - 35 - - Lith- ology ^t x^'• s ^jf^- x ^x sS 1 S 1 S ^i S fS f5_ *s •*- ^u> TS ^*s • *) ^ ~s ~*y s^- y- f' ^ ^ ^ S ^z- ^ >- **^ ^ s ^ ^% * - • - - - jl ^ £& ^^ ^^^ ^^c^p y& -^\-><-H•^^ Samples o> Q. £ 1 NorCal Engineering "£££BlowCounts21/50 Laboratory S. 3^ «£.o ' 124 frf?Q g 3 O 1098 </> S* LL. 11 April 25, 2002 Project Number 9851-02 Page 19 Appendix B NorCal Engineering April 25, 2002 Page 20 Project Number 9851-02 TABLE I Sample T1 @ 0-2 5' T4 @ 6 5-8' Soil Type T1 @ 0-2 5' T4 @ 6 5-8' Sample T4 @ 0-6' T4@8-12' Sample T4 @ 1-2 5' Classification Silty SAND Clayey SAND MAXIMUM DENSITY TESTS (ASTM D-1 557-00) Optimum Moisture 145 130 TABLE II EXPANSION INDEX TESTS (U B C STD 29-2) Classification Silty SAND Clayey SAND TABLE III ATTERBERG LIMITS Liquid Limit Plastic Limit 19 23 15 17 TABLE III CORROSION TESTS iH Electrical Resistivity (ohm-cm) Sulfate (DOITI) (0 600 max 1004 Maximum Dry Density (Ibs /cu ft ) 1185 1200 Expansion Index 03 20 Plasticity Index 4 6 Chloride (ppm) 527 NorCal Engineering u- 1500 1/1t/1 Of LU I ISI 1000 1500 2000 NORMAL STRESS (PSF) 2500 3000 (R) (R) (R) SYMBOL X O A 0 T "P NUMBER 1 1 4 7 DEPTH (FEET) 2.5 2.5 2.0 4.0 0 (DEGREES) 26 v 31 h 33 -1 28 (PSF) 25 150 100 225 DRY 102.8 109.3 108.7 110.4 MOISTURE CONTENT (*) 13.5 14.6 14.7 13.8 NOTE TESTS PERFORMED ON SATURATED SAMPLES UNLESS SHOWN BELOW (FM) FIELD MOISTURE TESTS PERFORMED ON UNDISTURBED SAMPLES UNLESS SHOWN BELOW (R) SAMPLES REMOLDED AT 90% OF MAXIMUM DRY DENSITY NorCal Engineering SOILS AND GEOTECHNICAL CONSULTANTS PROJECT 9851-02 DATE DIRECT SHEAR TEST RESULTS Plate A 0 _. 2 - »< zo K-4 COMPRESfn 48 _ 1 n ""-»"—**•'•• »-••.. ... 0 1 --*"*•• .;xC.»i i ':;::::=*.•-.>.»• ,„ 7"""" " """" ~ '"" p 1 ' ' | * ^ 1 "-I — ..,., - -V., .. i .. -. ,,. - .-«• i, \ ^=- : V "-.. i I '•i. \ S>- •-. .... *:'\ --_ .. . . li It NOTE. MATER ADDED AT NORMAL PRESSURE AT 1.0 KSF | - \ - ^ •— 1 L \ — ,- *— I >»* ) j A 1 - ----- 0510 5 10 NORMAL PRESSURE (KSF) SYMBOL X O A n BORING NUMBER 1 1 1 1 DEPTH (FEET) 5.0 8.0 10.0 12.5 DRY DENSITY (PCF) 104.4 111.7 109.9 109.8 MOISTURE CONTENT U) 17.7 15.9 14.0 13.7 LIQUID LIMIT (*) PLASTICITY INDEX (X) i t i i — 20 40 COMPRESSION (FM) FIELD MOISTURE - NO HATER ADDED REBOUND (R) SAMPLE REMOLDED AT 901 OF MAXIMUM DRY DENSITY NorCal Engineering SOILS AND GEOTECHNICAL CONSULTANTS PROJECT 9851-02 1 DATE CONSOLIDATION TEST RESULTS Plate B JAN-23-2003 THU 03:45 PM CITY OF CARSLBAD FAX NO, 760 602 8558 P. 05 NON-RESIDENTIAL CERTIFICATE: Norv*esfd«nbal Land Owner. pleas* read this opbon carefdly and be sure you throughly understand the option* before signing, The opten you choose mil affect your payment of the developed Special Tax assessed on your property. This option is available only at lha tmo of the first UJtfng permit issuance. Property owner signature n required before a building permit will be issued. Your signature » confirming the accuracy of all pared and ownership information shown, J IP Nami i of Owner /Telephone Address H£ Project Address Carlsbad CA 9200 State Zip Code City State Zip Code Assessor's Parcel Number, or APN and Lot Number if not yet subdivided Building Permit Number AsdtedbyO*ianceNo NS-155 and adopted by the Cfty Council of th« CHy of Caristod. Cattfonia, the Cfty is aufarized to levy a special Tax m Community Fadlfow district No 1. Ail non-residential property, upon th» imam of (he first txikfng permit, shaH have the option to (1 ) pay the SPECIAL DEVELOPMENT TAX ONE- TIME or (2) as&ume the ANNUAL SPECIAL TAX - DEVELOPED PROPERTY for a penod not to exceed twenty- five (25) yean. Please indicate ytxr choice by initialing the appropriate line below. OPTION (1 ): OPTION (2): I elect to pay the SPECIAL DEVELOPMENT TAX ONE-TIME now, as 9 one-tome payment Amount at, One-Ttme Special Twc S I *i o2*? . <»2. Owner's Initial* I elect to pay the SPECIAL DEVELOPMENT TAX ANNUALLY for a twenty-five (25) yean. Maximum Annual Special Tax: S L ?«>>9. Infoab _ . not to exceed . Owner I DO HEREBY CERTIFY UNDER PENALTY OF PERJURY THAT THE UNDERSIGNED IS THE PROPERTY OWNER OF THE SUBJECT PROPERTY AND THAT I UNDERSTAND AND WILL COMPLY WITH THE PROVISIONS AS STATED ABOVE. Signature of Property Owner TW» rrri?Jfff/\ nrName Date The City of Carlsbad has not independently verified the information shown above. Therefore, we accept no responsibility as to the accuracy or completeness of this information. NON-RESIDENTIAL CERTIFICATE JAN-23-2003 THU 03:44 PM CITY OF CARSLBAD FAX NO. 760 602 8558 ?. 03 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 fo the City prior to issuing a building permit The City will not issue any building permit without a completed school feu form Project Name Building Permit Plan Check Number. Project Address: APN Project Applicant (Owner Name(s)- Project Description:\\( BUILDINGTYPE Residential: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. City Certification of applicant's information. Square Feet Floor Area L -SGHOQUJJSTR1CTS WITHIN THE CITY OF CARLSBAD Carlsbad Unified School District 801 Pine AVB San Marcos Unified School District 215 Mats Way San Marcos, CA 92069 (290-2649) Encinitas Union School District 101 South Rancho Santa Fe Rd Encinitas, CA 92024 (944-4300) San Dieguito Union High School District 710 Encinitas Blvd Encinitas. CA 92024 (753-6491) Certification of Applicant/Owners The person executing this declaration ("Owner") certifies under penalty of penury th!3t7T) the information provided above is correct and true to the best of the Owner's knowledge, and that the Owner will file an amended certification of payment and pay the additional fee if Owner requests an increase in the number of dwelling units or square footage after the building permit Is i$sued or rf the initial determination of units or square footage is found Jo be Incorrect, and that (2) the Owner is the owner/ developer of the above described project(s), or that the person executins this declaration is authorized to sigrv-on behalf of the Owner Signature: SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school distnct(s)) Date: /-Z.?-<0? 1636 F*raday Avenue - Car.sbad, CA 92OOT-7314 - (76O) 6Q2-27OO". FAX (760) 602-8566 JAN-23-2003 THU 03:52 PM CITY OF CARSLBAD FAX NO. 760 602 8558 P. 17 ^ / THIS FORM INDICATES THAT THE SCHOOL DISTRICT REQUIREMENTS FOR THE PROJECT HAVE BEEN OR WILL BE SATISFIEP SCHOOL DISTRICT The undersigned, being duly authorized by the applicable School District, certifies that the developer, builder, or owner has satisfied the obligation for school facilities. This is to certify that the applicant listed on page 1 has paid all amounts or completed other applicable school mitigation determined by the School District. The City may issue building permits for this project. SIGNATURE OF AUTHORIZED SCHOOL DISTRICT OFFICIAL <*-*— xeaylen FreemanTITLE ^Assistant SuperintendentBusiness San/ieaa NAME OF SCHOOL DISTRICT DATE PHONE NUMBER