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Home My WebLink About2445 MOUNTAIN VIEW DR; ; CB062574; Permit01-03-2007 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Residential Permit Permit No CB062574 Building Inspection Request Line (760) 602-2725 Job Address Permit Type Parcel No Valuation Occupancy Group # Dwelling Units Bedrooms Project Title 2445 MOUNTAIN VIEW DR CBAD RESDNTL 2030231000 $29591300 0 Sub Type Lot* Construction Type Reference # Structure Type Bathrooms WOODIN RES 1338 SF ADDITION RAD 0 VN Status Applied Entered By Plan Approved Issued Inspect Area Orig PC# ISSUED 09/11/2006 LSM 01/03/2007 01/03/2007 Applicant WOODIN MICHAEL P 414 GAR 156 BAL 323 RF DECK 223 LOFT 714 REMODEL Plan Check* Owner WOODIN MICHAEL P 4011 CANARIOST#B CARLSBAD CA 92008 4011 CANARIOST#B CARLSBAD CA 92008 Building Permit Add I Building Permit Fee Plan Check Add'l Plan Check Fee Plan Check Discount Strong Motion Fee Park in Lieu Fee Park Fee LFM Fee Bridge Fee Other Bridge Fee BTD #2 Fee BTD #3 Fee Renewal Fee Add I Renewal Fee Other Building Fee HMP Fee Pot Water Con Fee Meter Size Add I Pot Water Con Fee Reel Water Con Fee $1 15024 Meter Size $0 00 Add I Reel Water Con Fee $747 66 Meter Fee $0 00 SDCWA Fee $0 00 CFD Payoff Fee $2959 PFF (3105540) $0 00 PFF (4305540) $0 00 License Tax (3104193) $0 00 License Tax (4304193) $0 00 Traffic Impact Fee (3105541) $000 Traffic Impact Fee (4305541) $0 00 Sidewalk Fee $0 00 PLUMBING TOTAL $0 00 ELECTRICAL TOTAL $0 00 MECHANICAL TOTAL $0 00 Housing Impact Fee $0 00 Housing InLieu Fee $0 00 Housing Credit Fee Master Drainage Fee $0 00 Sewer Fee $0 00 Additional Fees TOTAL PERMIT FEES $000 $000 $000 $000 $000 $000 $000 $000 $000 $000 $000 $12500 $3500 $9000 $000 $000 $000 $325 26 $000 $000 $2 502 75 Total Fees $2 502 75 Total Payments To Date $2 502 75 Balance Due $000 DING PLANS IN STORAGE Inspector Clearance NOTICE Please take NOTICE that approval of your project includes the Imposition of fees dedications reservations or other exactions hereafter collectively referred to as fees/exactions You have 90 days from the date this permit was issued to protest imposition of these fees/exactions If you protest them you must follow the protest procedures set forth in Government Code Section 66020(a) and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3 32 030 Failure to timely follow that procedure will bar any subsequent legal action to attack review set aside void or annul their imposition You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes nor planning zoning grading or other similar application processing or service fees in connection with this project NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitations has previously otherwise expired PERMIT APPLICATfQN CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave , Carlsbad, CA 92008 PROJECT INFORMATION PLAN CHECK N EST VAL Plan Ck Deposit Validated By Date vf Address (include Bldg/Suite #)Business Name (at this address) Legal Description Lot No Subdivision Name/Number 2.3 Unit No Phase No Total # of units Assessor s Parcel #Existing Use Proposed Use Description of Work 2 IfflkfNTACT PERSON (ifjdifferent from PrOD SO FT #of Stones # of Bedrooms # of Bathrooms licant)7 - .w. Q Contractor^ JJ Agent for Contractor ./,: 2S02. itote Sf fr- Owner Su,fg & C^V" 3 Agent for Owner C Ct»*M£ boo Co State/Zip Telephone # *• * Fax # Name 4 PROPERTYjOWNEH Address City State/Zip Co Telephone # *** (9oQ) 2o3-930 \ Address City State/Zip Telephone #Name S_ CONTRACTOR^ COMPANY NAME,A % ,. ,. '™ """' "* „, „ "™~ I, " (Sec 7031 5 Business and Professions Code Any City or County which requires a permit to construct alter improve demolish or repair any structure prior to its issuance also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor s License Law IChapter 3 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 Any violation of Section 7031 5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars [$500J) Name State License # Address License Class City State/Zip City Business License # Telephone # Designer Name Address City State/Zip Telephone State License # _ 6 "" WORKlRS.ACOMPENSATtON *"* "™" „ J. ,rf " fj: *"""" ,J*J4i##*- " #*- * Workers Compensation Declaration I hereby affirm under penalty of perjury one of the following declarations O 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 f~l I have and will maintain workers compensation as required by Section 3700 of the Labor Code for the performance of the work for which this permit is issued My worker s compensation insurance carrier and policy number are Insurance Company _ Policy No _ Expiration Date _ (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS [$100] OR LESS) n CERTIFICATE OF EXEMPTION I certify that in the performance of the work for which this permit is issued I shall not employ any person in any manner so as to become subject to the Workers Compensation Laws of California WARNING Failure to secure workers compensation coverage is unlawful and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars ($100 000) in addition to the cost of compensation damages as provided for in Section 3706 of the Labor code interest and attorney s fees SIGNATURE _ DATE _ ' <* »»•OWNER BUILDER DECLARATION "" "" *t ™ I heretjy affirm that I am exempt from the Contractor s License Law for the following reason ^f I as owner of the property or my employees with wages as their sole compensation will do the work and the structure is not intended or offered for sale (Sec 7044 Business and Professions Code The Contractor s License Law does not apply to an owner of property who builds or improves thereon and who does such work himself or through his own employees provided that such improvements are not intended or offered for sale If however the building or improvement is sold within one year of completion the owner builder will have the burden of proving that he did not build or improve for the purpose of sale) PI I as owner of the property am exclusively contracting with licensed contractors to construct the project (Sec 7044 Business and Professions Code The Contractor s License Law does not apply to an owner of property who builds or improves thereon and contracts for such projects with contractor(s) licensed pursuant to the Contractor s License Law) f~l I am exempt under Section _ Business and Professions Code for this reason 1 I personally plan to provide the major labor and materials for construction of the proposed property improvement l~l YES QlMO 2 I (have / have not) signed an application for a building permit for the proposed work 3 I have contracted with the following person (firm) to provide the proposed construction (include name / address / phone number / contractors license number) 4 I plan to provide portions of the work but I have hired the following person to coordinate supervise and provide the major work (include name / address / phone number / contractors license number) _^__^ 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) DATE // "^PROPERTY OWNER SIGNATURE COMPLETE"THIS sECTiONTof Is the applicant or future building occupant required to submit a business plan acutely hazardous materials registration form or risk management and prevention program under Sections 25505 25533 or 25534 of the Presley Tanner Hazardous Substance Account Act? l~l YES O NO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district' C] YES l~l NO Is the facility to be constructed within 1 000 feet of the outer boundary of a school site? d YES Q NO IF ANY OF THE ANSWERS ARE YES A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT 8- COMSTRUCTION^LJENDING AGENCY „, i ~ ^ -^ __ <• ^l1 I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec 3097(0 Civil Code) LENDER S NAME _ LENDER S ADDRESS 9 APPLICANT CERTIFICATION *ir*~ ' < „** * < T.!fc£:5*~ * „ „ f*!^ I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate I agree to comply with all City ordinances and State laws relating to building construction I hereby authorize representatives of the 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 JUDGMENTS COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT OSHA An OSHA permit is required for excavations over 5 0 deep and demolition or construction of structures over 3 stories in height EXPIRATION Every permit issued by the building Official under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from the date of such permit or if the building or work authorized by such permit is suspended or abandoned at any time after the work is commenpeJMor)0r¥fjenod of 18QxJays (Sadtfyi 106 4 4 Uniform Building Code) APPLICANT S SIGNATURE ^^/^TT^/^^^X /^t^ DATE WHITEV YELLOW Applicant PINK Finance FROM ALPINE ENGINEERING PHONE NO 6194454700 Feh 23 2007 06 25P)M PI ALPINE ENGINEERING PO Box 2155 Alpine, California 91903 Technical Assistance (619) 445-2024 Fax 619-445-4700 CIVIL ENGINEERING SOIL ENGINEERING Surveying Subdivisions California Civil Engineer RCE 27697 February 22,2007 FAX TRANSMIT!AL TO: Peter Dreibelbis Peter Dreibelbis Building Department City of Carlsbad 1200 Carlsbad Village Drive Carlsbad, CA. 92008 FAX (760) 602-8560 Subiecti Building Setback Certification Foundation Inspection and Certification Re: Mike Wooden 2445 Mountain View Drive A.PJNL 203-023-10 Lot No. 28 of Map No. 1782 FROM ALPINE ENGINEERING PHONE NO 6194454700 Feh 23 2007 06 25flM P2 ALPINE ENGINEERING PO Box 2155 Alpine, Cahforma 91903 Technical Assistance (619) 445-2024 SOIL ENGINEERING CIVIL ENGINEERING Subdivisions California Civil Engineer RCE 27697 February 22, 2007 Mike Wooden 2818 Roosevelt Street, suite 322 Carlsbad, Ca. 92008 Dear Mr. Wooden; Subject: Building Setback Certification 2445 Mountain View Drive A P.N. 203-023-10 Lot No. 28 of Map No. 1782 Please accept this better a$ certification of the Building Setbacks for the above referenced pro}ect I have Surveyed the excavated footing forms, as to compliance to the requirements for the Building Setbacks for the House referenced above The Survey of the footings forms, revealed that the forms have been constructed to the following setback. Front = 20 Feet Rear =10 Feet Side - 5 Feet If you have any question concerning this letter, please feel free to call me at your earliest convenience. Sincerely, Wallace M Beron Civil Engineer RCE 27697 cc: Peter Dreibelbis, City of Carlsbad FROM ALPINE ENGINEERING PHONE NO 6194454700 Feb 23 2007 06 26flM P3 ALPINE ENGINEERING PO. Box 2155 Alpine, California 91903 SOIL ENGINEERING CIVIL ENGINEERING Surveying Subdivisions Technical Assistance (619) 445-2024 California Civil Engineer RCE 27697 February 22, 2007 Mike Wooden 2818 Roosevelt Street, suite 322 Carlsbad, Ca. 92008 Dear Mr. Wooden; Subject Foundation Inspection and Certification 2445 Mountain View Drive A P.M. 203-023-10 Lot No. 28 of Map No. 1782 Please accept this letter as certification of the foundation for the above referenced project I have inspected the excavated footings, as to compliance to the requirements of the footing for the House referenced above The inspection of the footings, revealed that the footings have been excavated to proper depth and width, and the footings are on firm bearing Soil If you have any question concerning this letter, please feel free to call me at your earliest convenience. Sincerely, Wallace M« Beron Civil Engineer R.C.fi. 27697 cc- Peter Drelbelbis, City of Carlsbad Inspection List Permit# CB062574 Type RESDNTL RAD Date Inspection Item 12/24/2007 89 12/24/2007 89 12/14/2007 34 12/14/2007 34 12/14/2007 39 08/21/2007 17 08/21/2007 18 08/08/2007 16 07/27/2007 84 07/18/2007 84 07/13/2007 84 07/12/2007 84 05/22/2007 1 3 05/22/2007 15 05/22/2007 17 03/16/2007 11 03/15/2007 11 02/28/2007 1 1 02/28/2007 12 02/27/2007 98 02/22/2007 1 1 02/22/2007 21 02/21/2007 11 02/20/2007 1 1 Final Combo Final Combo Rough Electric Rough Electric Final Electrical Interior Lath/Drywall Exterior Lath/Drywall Insulation Rough Combo Rough Combo Rough Combo Rough Combo Shear Panels/HDs Roof/Reroof Interior Lath/Drywall Ftg/Foundation/Piers Ftg/Foundation/Piers Ftg/Foundation/Piers Steel/Bond Beam BMP Inspection Ftg/Foundation/Piers Underground/Under Floor Ftg/Foundation/Piers Ftg/Foundation/Piers Inspector Act PC PD PD PD PD PD PC PD PC PC PC PC PC PD PD PD PD DB PD PD PD AP Rl Rl AP AP AP AP AP AP CA CO CA AP AP PA AP CA PA PA PI CO AP NR CA WOODIN RES 1338 SF ADDITION 414 GAR.156 BAL.323 RF DECK.223 LOF Comments TSPB IN PLAN CHECK SEE LIST ATTACHED RESCH FOR 7-13 INT SHEAR @ DEL SHEAR RESET FOR FRIDAY PAD FTGS SEE FILE REGARDING COMPLIANCE cancelled Thursday December 27 2007 Page 1 of 1 City of Carlsbad Bldg Inspection Request For 12/24/2007 PermiW CB062574 Title WOODIN RES-1338 SF ADDITION Description 414 GAR.156 BAL.,323 RF DECK.223 LOFT/714 REMODEL Inspector Assignment PD 2445 MOUNTAIN VIEW DR Lot 0 Type RESDNTL Sub Type RAD Job Address Suite Location OWNER WOODIN MICHAEL P Owner WOODIN MICHAEL P Remarks Phone 9092088301 Inspector Total Time CD Description 19 Final Structural 29 Final Plumbing 39 Final Electrical 49 Final Mechanical Requested By MIKE Entered By CHRISTINE Act _ Comments Comments/Notices/Holds Associated PCRs/CVs Original PC# PCR07142 ISSUED WOODtN RES CHANGE WOOD BEAMS TO STEEL BEAMS Inspection History Date 12/14/2007 12/14/2007 08/21/2007 08/21/2007 08/08/2007 07/27/2007 07/18/2007 07/13/2007 07/12/2007 05/22/2007 05/22/2007 05/22/2007 03/16/2007 Description 34 Rough Electric 39 Final Electrical 17 Interior Lath/Drywall 18 Exterior Lath/Drywall 16 Insulation 84 Rough Combo 84 Rough Combo 84 Rough Combo 84 Rough Combo 13 Shear Panels/HDs 15 Roof/Reroof 17 Interior Lath/Drywall 1 1 Ftg/Foundation/Piers Act AP AP AP AP AP AP CA CO CA AP AP PA AP Insp PD PD PD PD PD PC PD PC PC PC PC PC PD Comments TSPB IN PLAN CHECK SEE LIST ATTACHED RESCHFOR7 13 INT SHEAR @ DBL SHEAR City of Carlsbad Bldg Inspection Request For 12/14/2007 Permit* CB062574 Title WOODIN RES-1338 SF ADDITION Description 414 GAR,156 BAL.323 RF DECK.223 LOFT.714 REMODEL Inspector Assignment PD 2445 MOUNTAIN VIEW DR Lot 0 Type RESDNTL Job Address Suite Location OWNER WOODIN MICHAEL P Owner WOODIN MICHAEL P Remarks Sub Type RAD Phone 9092088301 Total Time Requested By MIKE Entered By CHRISTINE CD Description 34 Rough Electric £1 Act Comments Comments/Notices/Holds Associated PCRs/CVs Original PC# PCR07142 ISSUED WOODIN RES CHANGE WOOD BEAMS TO STEEL BEAMS Inspection History Date Description Act Insp Comments 08/21/2007 17 Interior Lath/Drywall AP PD 08/21/2007 18 Exterior Lath/Drywall AP PD 08/08/2007 16 Insulation AP PD 07/27/2007 84 Rough Combo AP PC 07/18/2007 84 Rough Combo CA PD 07/13/2007 84 Rough Combo CO PC 07/12/2007 84 Rough Combo CA PC 05/22/2007 13 Shear Panels/HDs AP PC 05/22/2007 15 Roof/Reroof AP PC 05/22/2007 17 Interior Lath/Drywall PA PC 03/16/2007 11 Ftg/Foundation/Piers AP PD 03/15/2007 11 Ftg/Foundation/Piers CA PD 02/28/2007 11 Ftg/Foundation/Piers PA PD 02/28/2007 12 Steel/Bond Beam PA PD 02/27/2007 98 BMP Inspection PI DB 02/22/2007 11 Ftg/Foundation/Piers CO PD 02/22/2007 21 Underground/Under Floor AP PD 02/21/2007 11 Ftg/Foundation/Piers NR PD 02/20/2007 11 Ftg/Foundation/Piers CA IN PLAN CHECK SEE LIST ATTACHED RESCH FOR 7 13 INT SHEAR @ DEL SHEAR RESET FOR FRIDAY PAD FTGS SEE FILE REGARDING COMPLIANCE cancelled EsGil Corporation In Partnership with government for <BuiUing Safety DATE December 14, 20O6 a APPLICANT JURISDICTION Carlsbad a PLAN REVIEWER Q FILE PLAN CHECK NO 062574 SET III PROJECT ADDRESS 2445 Mountain View Drive PROJECT NAME SFD Addition & Remodel for Mike Woodm XI 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 1X1 REMARKS The City Building Official shall review the special inspection program submitted by the applicant This form is imprinted on sheet S-1 of the plans By Abe Dohente Enclosures Esgil Corporation D GA D MB D EJ D PC 12/13/06 tmsmtldot 9320 Chesapeake Dnve, Suite 208 4 San Diego California 92123 + (858)560-1468 4 Fax (858) 560-1576 EsGil Corporation In Partnership with government for (BuiCding Safety DATE December 8, 2006 a APPLICANT JURISDICTION Carlsbad a PLAN REVIEWER a FILE PLAN CHECK NO 062574 SET II PROJECT ADDRESS 2445 Mountain View Drive PROJECT NAME SFD Addition 80 Remodel for Mike Woodm The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck XI The check list transmitted herewith is for your information The plans are being held at Esgil Corporation until corrected plans are submitted for recheck The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person XI The applicant's copy of the check list has been sent to Karnok Planning & Design 2802 State St, Ste B, Carlsbad, CA 92008 Esgil Corporation staff did not advise the applicant that the plan check has been completed XI Esgil Corporation staff did advise the applicant that the plan check has been completed Person contacted Robert Richardson Telephone # 760/434-8400 Date contacted |2/8/^ (by ^) Fax # 760/434-8493 Mail—''Telephone Fax In Person REMARKS By Abe Dohente Enclosures Esgil Corporation D GA D MB D EJ D PC 11/30/06 tmsmtldot 9320 Chesapeake Drive, Suite 208 +• San Diego, California 92123 *• (858)560-1468 * Fax (858) 560-1576 Carlsbad O62574 December 8, 2006 RECHECK PLAN CORRECTION LIST JURISDICTION Carlsbad PLAN CHECK NO 062574 PROJECT ADDRESS 2445 Mountain View Drive SET II DATE PLAN RECEIVED BY DATE RECHECK COMPLETED ESGIL CORPORATION 11/30/06 December 8, 2006 REVIEWED BY Abe Dohente 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 complete sets of prints to Esgil Corp ortothebldg dept of the juris B To facilitate recheckmg, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans C The following items have not been resolved from the previous plan reviews The original correction number has been given for your reference In case you did not keep a copy of the prior correction list, we have enclosed those pages containing the outstanding corrections Please contact me if you have any questions regarding these items D Please indicate here if any changes have been made to the plans that are not a result of corrections from this list If there are other changes, please briefly describe them and where they are located on the plans Have changes been made not resulting from this list? Q Yes a No Carlsbad 062574 December 8, 2006 Please make all corrections, as requested in the correction list Submit two sets of plans for residential 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 Plans deviating from conventional wood frame construction shall have the structural portions signed and sealed by the California state licensed engineer or architect responsible for their preparation, along with structural calculations (California Business and Professions Code) This is a reminder to check final sets of plans for signatures 4 When special inspection is required, the architect or engineer of record shall prepare an inspection program which shall be submitted to the building official for approval prior to issuance of the building permit Please review Section 106 3 5 The City Building Official shall review the special inspection program imprinted on sheet S-1 of the plans 22 Show RB2(6X8DFLff 1). FB-14 (6X10 DFL # 1), and FB-15 (6 X 12 DFL # 1) as called out in the structural calculations Pages 32 and 33 of the revised structural calculations call for FB-14 and FB-15 These beams cannot be located Please clarify The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123, telephone number of 858/560-1468, to perform the plan review for your project If you have any questions regarding these plan review items, please contact Abe Dohente at Esgil Corporation Thank you EsGil Corporation \ In (Partnership with government for (Budding Safety DATE September 25, 2O06 CTARPLICANT JURISDICTION Carlsbad 'a PLAN REVIEWER a FILE PLAN CHECK NO 062574 SET I PROJECT ADDRESS 2445 Mountain View Drive PROJECT NAME SFD Addition & Remodel for Mike Woodm 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 [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 XI The applicant's copy of the check list has been sent to Karnok Planning & Design 2802 State St, Ste B, Carlsbad, CA 92008 Esgil Corporation staff did not advise the applicant that the plan check has been completed EX] Esgil Corporation staff did advise the applicant that the plan check has been completed Person contacted Ka*fcefc- ^^' fceJ^dW1 Telephone # 760/434-8400 Date contacted th^/jr (by p ) Fax # Mart^/Telephone <^ Fax -/In Person REMARKS By Abe Dohente Enclosures Esgil Corporation D GA D MB D EJ D PC 9/14/06 trnsmtldot 9320 Chesapeake Drive, Suite 208 * San Diego, California 92123 4 (858)5601468 + Fax (858) 560 1576 Carlsbad 062574 September 25, 2O06 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK NO O62574 JURISDICTION Carlsbad PROJECT ADDRESS 2445 Mountain View Drive FLOOR AREA SFD Addn - 1,338 SF Garage - 414 SF, Balcony - 156 SF, Roof Deck - 323 SF REMARKS DATE PLANS RECEIVED BY JURISDICTION DATE INITIAL PLAN REVIEW COMPLETED September 25, 20O6 STORIES 3 HEIGHT DATE PLANS RECEIVED BY ESGIL CORPORATION 9/14/06 PLAN REVIEWER Abe Dohente 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 ordinance 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 Present California law mandates that residential construction comply with the 2001 edition of the California Building Code (Title 24), which adopts the following model codes 1997 UBC, 2000 UPC, 2000 UMC and 2002 NEC The above regulations apply to residential construction, regardless of the code editions adopted by ordinance 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 O62574 September 25, 2OO6 Please make all corrections, as requested in the correction list Submit two sets of plans for residential 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 Plans deviating from conventional wood frame construction shall have the structural portions signed and sealed by the California state licensed engineer or architect responsible for their preparation, along with structural calculations (California Business and Professions Code) 2 Specify on the Title Sheet of the plans the gross floor area of each element of this project, including dwelling, garage, loft, patio, deck and balcony Section 10633 3 On the cover sheet of the plans, specify any items requiring special inspection, in a format similar to that shown below Section 106 3 2 • REQUIRED SPECIAL INSPECTIONS In addition to the regular inspections, the following checked items will also require Special Inspection in accordance with Sec 1701 of the Uniform Building Code ITEM REQUIRED-? REMARKS SOILS COMPLIANCE PRIOR TO FOUNDATION INSPECTION HIGH-STRENGTH BOLTS EXPANSION/EPOXY ANCHORS DESIGNER-SPECIFIED OTHER 4 When special inspection is required, the architect or engineer of record shall prepare an inspection program which shall be submitted to the building official for approval prior to issuance of the building permit Please review Section 106 3 5 Please complete the attached city form Carlsbad O62574 September 25, 2OO6 • FIRE PROTECTION 5 Show locations of permanently wired smoke detectors with battery backup a) Inside each bedroom b) Centrally located in corridor or area giving access to sleeping rooms c) On each story including the loft d) When sleeping rooms are upstairs, at the upper level in close proximity to the stair e) In rooms adjacent to hallways serving bedrooms, when such rooms have a ceiling height 24 inches or more above the ceiling height in the hallway NOTE Detectors shall sound an alarm audible in all sleeping areas of the unit Section 3109 1 • GENERAL RESIDENTIAL REQUIREMENTS 6 Glazing in the following locations should be of safety glazing material in accordance with Section 2406 4 (see exceptions) a) Fixed and sliding panels of sliding door assemblies and panels in swinging doors other than wardrobe doors b) Doors and enclosures for hot bathtubs and showers and in any portion of a building wall enclosing these compartments where the bottom exposed edge of the glazing is less than 60 inches above a standing surface and dram inlet c) Fixed or operable panels adjacent to a door where the nearest exposed edge of the glazing is within a 24-inch arc of either vertical edge of the door in a closed position and where the bottom exposed edge of the glazing is less than 60 inches above the walking surface d) Walls enclosing stairway landings or within 5 feet of the bottom and top of stairways where the bottom edge of the glass is less than 60 inches above a walking surface 7 Buildings that are over two levels in height require shaft protection for openings through floors by mechanical openings (such as return/supply registers, ducts, dryer vents, restroom/kitchen range exhaust ducts, etc ) Detail on the plans the required one-hour shafts (the above items cannot be contained within a stud wall cavity) The shaft enclosures will require smoke and fire damper protection for all mechanical openings into the shaft See CBC sections 711 3, 713 10 3, and 71311 3 8 The loft you show does not comply as a mezzanine floor and is, by Uniform Building Code definition, a story Section 507 Carlsbad O62574 September 25, 2OO6 • EXITS, STAIRWAYS, AND RAILINGS 9 Floors above the second story shall have not less than 2 exits Section 1004232 Exceptions 1 Occupied roofs may have one exit if such occupied areas are less than 500 square feet and located no higher than immediately above the second story 2 When the third floor within a unit does not exceed 500 sq ft, only one exit need be provided Please note that the loft and the roof deck combined is over 500 SF Therefore, the third level requires two exits 10 Provide details of winding stairway complying with Section 1003 3382 a) Minimum tread is 6 inches at any point and minimum 9 inches at a point 12 inches from where the treads are narrowest b) Maximum rise is 8 inches c) Minimum width is 36 inches 11 The walls and soffits of the enclosed usable space under interior stairs shall be protected on the enclosed side as required for one hour fire-resistive construction Section 1003 339 • ROOFING 12 Specify on the plans the following information for the roof materials, per Section 10633 for the tile roof a) Manufacturer's name b) Product name/number c) ICBO approval number, or equal • GARAGE AND CARPORTS 13 Garage requires one-hour fire protection (i e , 5/8" Type X drywall) on the garage side of walls and ceiling common to the dwelling Table 3-B, Section 302 4 14 All elements supporting floor above garage, including walls/beams/columns supporting floor joists, must have one-hour fire-resistive protection on the garage side Section 302 2 • FOUNDATION/STRUCTURAL 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 This is required by the city 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 Carlsbad 062574 September 25, 2OO6 17 Investigate the potential for seismically induced soil liquefaction and soil instability in Seismic Zones 3 and 4 This does not apply to detached, single- story dwellings Section 1804 5 18 Note on the plan the soils classification, whether or not the soil is expansive and note the allowable bearing value Section 106 3 3 19 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 soils 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, the soils expansive characteristics and bearing capacity conform to the soils report" 20 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 soils report are properly incorporated into the construction documents (When required by the soil report) 21 Note on plans that surface water will dram away from building and show drainage pattern Section 1804 7 22 Show RB-2 (6X8 DFL # 1), FB-14 (6 X 10 DFL # 1), and FB-15 (6 X 12 DFL # 1) as called out in the structural calculations 23 Provide shear wall and hold down schedule 24 Recheck the length of the shear walls shown These must agree with the structural calculations 25 Recheck the shear wall type for grid lines 0 1 and 5 Where are these gridlmes located'? 26 The printing of detail A on sheet S-2 is not legible Please provide a more legible detail 27 Show pad footing P-4 (42 sq X 18" with 4- # 4 E W ) along grid line C between grid lines 1 & 2 as called out on sheets 62 and 66 of the structural calculations Refer to sheet S-2 of the plans Carlsbad O62574 September 25, 20O6 • ENERGY CONSERVATION 28 Recheck the energy calculations The conditioned floor area shown in the energy calculations Is 2838 SF, but the cover sheet of the plans shows the area as 2052 Please clarify 29 The regulations require a properly completed and properly signed Form CF-1R (4 pages) to be either imprinted on the plans, taped to the plans or "sticky backed" on the plans, to allow the building inspector to readily compare the actual construction with the requirements of the approved energy design • MISCELLANEOUS 30 Clearly show on the floor plans where the cross sections are cut 31 Complete the cross sections through the building as may be necessary to show the structural arrangements and materials from the footings to the roof This includes the size and spacing of the studs, floor joists and roof rafters Show the ceiling height, eave projection and roof pitch Cross sections must be representative of the proposed construction 32 Revise the sheet index to include all the drawings submitted 33 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 34 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 Yes Q No a 35 The jurisdiction has contracted with Esgtl Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123, telephone number of 858/560-1468, to perform the plan review for your project If you have any questions regarding these plan review items, please contact Abe Dohente at Esgil Corporation Thank you Carlsbad 062574 September 25, 2O06 City of Carlsbad Building Department BUILDING DEPARTMENT NOTICE OF REQUIREMENT FOR SPECIAL INSPECTION Do Not Remove From Plans Plan Check No O62574 Job Address or Legal Description 2445 Mountain View Drive Owner Address You are hereby notified that in addition to the inspection of construction provided by the Building Department, an approved Registered Special Inspector is required to provide continuous inspection during the performance of the phases of construction indicated on the reverse side of this sheet The Registered Special Inspector shall be approved by the City of Carlsbad Building Department poor to the issuance of the building permit Special Inspectors having a current certification from the City of San Diego, Los Angeles, or ICBO are approved as Special Inspectors for the type of construction for which they are certified The inspections by a Special Inspector do not change the requirements for inspections by personnel of the City of Carlsbad building department The inspections by a Special Inspector are in addition to the inspections normally required by the County Building Code The Special Inspector is not authorized to inspect and approve any work other than that for which he/she is specifically assigned to inspect The Special Inspector is not authorized to accept alternate materials, structural changes, or any requests for plan changes The Special Inspector is required to submit written reports to the City of Carlsbad building department of all work that he/she inspected and approved The final inspection approval will not be given until all Special Inspection reports have been received and approved by the City of Carlsbad building department Please submit the names of the inspectors who will perform the special inspections on each of the items indicated on the reverse side of this sheet (over) Carlsbad 062574 September 25, 20O6 SPECIAL INSPECTION PROGRAM ADDRESS OR LEGAL DESCRIPTION PLAN CHECK NUMBER OWNER'S NAME I, as the owner, or agent of the owner (contractors may not employ the special inspector), certify that I, or the architect/engineer of record, will be responsible for employing the special mspector(s) as required by Uniform Building Code (UBC) Section 1701 1 for the construction project located at the site listed above UBC Section 106 3 5 Signed I, as the engineer/architect of record, certify that I have prepared the following special inspection program as required by UBC Section 106 3 5 for the construction project located at the site listed above Engineer s/Architect 8 Seal & Signature Here Signed 1 List of work requiring special inspection |~~| Soils Compliance Prior to Foundation Inspection CH Structural Concrete Over 2500 PSI CD Prestressed Concrete CD Structural Masonry C] Designer Specified |~| Field Welding D High Strength Bolting CU Expansion/Epoxy Anchors CD Sprayed-On Fireproofing n Other 2 Name(s) of mdividual(s) or firm(s) responsible for the special inspections listed above A B C B 3 Duties of the special inspectors for the work listed above A Special inspectors shall check in with the City and present their credentials for approval prior to beginning work on the job site Carlsbad O62574 September 25, 20O6 VALUATION AND PLAN CHECK FEE JURISDICTION Carlsbad PLAN CHECK NO 062574 PREPARED BY Abe Dohente DATE September 25, 2006 BUILDING ADDRESS 2445 Mountain View Drive BUILDING OCCUPANCY R-3/U-1 TYPE OF CONSTRUCTION V-N BUILDING PORTION SFD Addn Garage Balcony Roof Deck Loft Remodel Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code AREA (Sq Ft) 1338 414 156 323 223 714 cb Rlrln Pprmif FPP hv Orrlm^nrp ^ Valuation Multiplier ' 121 94 / 2661 x" 1441 ' 1441 / 121 94 / 121 94 By Ordinance Reg Mod VALUE ($) 163,156 11,017 2,248 4,654 27,193 87,065 295,332 $1,15024 Plan Check Fee by Ordinance Type of Review I I Repetitive Fee Repeats 0 Complete Review D Other r—| Hourly Structural Only Hour Esgil Plan Review Fee $747 66 $644 13 Comments Sheet 1 of 1 macvalue doc City of Carlsbad Public Works — Engineering DATE BUILDING ADDRESS PROJECT DESCRIPTION £ ASSESSOR'S PARCEL NUMBER BUILDING PLANCHECK CHECKLIST PLANCHECK NO ENGINEERING DEPARTMENT APPROVAL The item you have submitted for review has been approved The approval is based on plans information and/or specifications provided in your submittal therefore any changes to these items after this date including field modifications must be reviewed by this office to insure continued conformance with applicable codes Please review carefully all comments attached as failure to comply with instructions in this report can result in suspension of permit to build D A Right-of-Way permit is required prior to construction of the following improvements DENIAL Please see^tfie/ attached report of deficiencies marked wim/Ux/Make necessary corrections to plans or specifications for compliance with applicable codes and standards Submit corrected plans and/or specifications to this office for review Only the applicable sheets have-b^en sent Date Date DateBy z By FOR OFFICIAL* USE ONLY NGINEERING AUTHORIZATION TO ISSUE BUILDING PERMIT / LnDate ATTACHMENTS D Dedication Application D Dedication Checklist D Improvement Application D Improvement Checklist D Neighborhood Improvement Agreement D Grading Permit Application D Grading Submittal Checklist D Right-of-Way Permit Application [] Right of-Way Permit Submittal Checklist and Information Sheet ENGINEERING DEPT CONTACT PERSON Name KATHLEEN M FARMER City of Carlsbad Address 1635 Faraday Avenue Carlsbad CA 92008 Phone (760) 602-2741 NOTE If there are retaining walls associated with your project, please check with the Building Department if these walls need to be pulled by separate RETAINING WALL PERMIT A-4 CA 9200)8-7314 • (760) 602-2720 • FA.X (760) BUILDING PLANCHECK CHECKLIST RD3' D D D SITE PLAN 1 Provide a fully dimensioned site plan drawn to scale Show torth Arrow Existing & Proposed Structures Existing Street Improvements Property Lines (show all dimensions) Easements 2 Show on site plan Right-of-Way Width & Adjacent Streets .Driveway widths Existing or proposed sewer lateral Existing or proposed water service Existing or proposed irrigation service A Drainage Patterns 1 Building pad surface drainage must maintain a minimum slope of one percent towards an adjoining street or an approved drainage course 2 ADD THE FOLLOWING NOTE "Finish grade will provide a minimum positive drainage of 2% to swale 5' away from building " B Existing & Proposed Slopes and Topography C Size, type, location, alignment of existing or proposed sewer and water service (s) that serves the project Each unit requires a separate service, however, second dwelling units and apartment complexes are an exception D Sewer and water laterals should not be located within proposed driveways, per standards 3 Include on title sheet A Site address B Assessor's Parcel Number C Legal Description For commercial/industrial buildings and tenant improvement projects, include total building square footage with the square footage for each different use, existing sewer permits showing square footage of different uses (manufacturing, warehouse, office, etc ) previously approved EXISTING PERMIT NUMBER DESCRIPTION Show all existing use of SF and'new proposed use of SF Example Tenant Improvement for 3500 SF of warehouse to 3500 SF of office F \Farmer\Kathy\MASTERS\Building Plancheck Cklsl Fofm (Generic) doc BUILDING PLANCHECK CHECKLIST DISCRETIONARY APPROVAL COMPLIANCE 4a Project does not comply wjt^trje/sfollowing Engineering Conditions of approval for Project No /Xt^ /A /tufr&Z^ £k?T*£ ££3/r£us> 6V D D D 4b All conditions are in compliance Date DEDICATION REQUIREMENTS 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 $ 17.000 . pursuant to Carlsbad Municipal Code Section 18 40 030 Dedication required as follows Dedication required Please have a registered Civil Engineer or Land Surveyor prepare the appropriate legal description together with an 8 Vz" x 11" plat map and submit with a title report All easement documents must be approved and signed by owner(s) prior to issuance of Building Permit Attached please find an application form and submittal checklist for the dedication process Submit the completed application form with the required checklist items and fees to the Engineering Department in person Applications will not be accept by mail or fax Dedication completed by Date IMPROVEMENT REQUIREMENTS Qa 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 $ 82.000 . 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 F \Farmer\KATHYWASTERS\BuclcinB Planchet* Cklst Form (Generic) doc BUILDING PLANCHECK CHECKLIST 1ST D •>ND RD3 D checklist must be submitted in person Applications by mail or fax are not accepted Improvement plans must be approved, appropriate securities posted and fees paid prior to issuance of building permit Improvement Plans signed by Date 6b Construction of the public improvements may be deferred pursuant to Carlsbad Municipal Code Section ISjiO^PIease submit a recent property title report j)r_ Ccurrent grant deed on the~prbperty and processing fee of preparelhe necessary Neighb^jrMo^lmprovement^Agreement jThjsigreement must be signed, notanzed~¥rTd^p75roveTt~by~tRe~City prior to issuance of a Building permit D D D D Future public improvements required as follows 6c Enclosed please find your Neighborhood Improvement Agreement Please return agreement signed and notarized to the Engineering Department Neighborhood Improvement Agreement completed by Date 6d No Public Improvements required SPECIAL NOTE Damaged or defective improvements found adiacent to building site must be repaired to the satisfaction of the City Inspector prior to occupancy D D D D D GRADING PERMIT REQUIREMENTS The conditions that invoke the need for a grading permit are found in Section 11 06 030 of the Municipal Code 7 a Inadequate information available on Site Plan to make a determination on grading requirements Include accurate grading quantities in cubic yards (cut, lill import, export and remedial) This information must be included on the plans 7b Grading Permit required A separate grading plan prepared by a registered Civil Engineer must be submitted together with the completed application form attached NOTE The Grading Permit must be issued and rough grading approval obtained prior to issuance of a Building Permit Grading Inspector sign off by Date D D 7c Graded Pad Certification required (Note Pad certification may be required even if a grading permit is not required) f \FarmertKATHYMWASTERS\BuikJin8 Plancheck Cklsl Form (Genenc) doc BUILDING PLANCHECK CHECKLIST ..si 2ND 3RD C] CH CD 7d No Grading Permit required n D D 7e If grading is not required, write "No Grading" on plot plan MISCELLANEOUS PERMITS D D D 8 A RIGHT-OF-WAY PERMIT is required to do work in City Right-of-Way and/or private work adjacent to the public Right-of-Way Types of work include, but are not limited to street improvements, tree trimming, driveway construction, tying into public storm dram, sewer and water utilities Right-of-Way permit required for D 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 Camino 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 NPDES PERMIT D D D 10a Storm Water Requirements Applicability Checklist Completed ED CD HH 10b Priority Determination and compliance D Priority Project D Subject to Standard Permanent Storm Water BMP's D Exempt CU 11 CJ^Required fees are attached D No fees required WATER METER REVIEW D D D 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 f \Farmer\KATHY\MASTERS\Building PlanchecK Cklst Form (Generic) doc .ST RD D 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 STA1+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 t- \Farmer\KathyVMASl ERS\Bu Idl g Planch ck Cklsl Form (Gene c) doc ST -,RO BUILDING PLANCHECK CHECKLIST service boundary, the City intends on switching these irrigation services/meters to a new recycled water line in the future n 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) foi a refund However, let the applicant know that we cannot guarantee the refund, and they must deal with the SDCWA for this 13 Additional Comments •^_ d \ F VFarmer\KalhyVMASTERS\8uudmg Plancheck Cktst Form (Generic) doc R«v 7/1 #00 ENGINEERING DEPARTMENT FEE CALCULATION WORKSHEET D Estimate based on unconfirmed information from applicant D Calculation based on bujM^ng plancheck clan submittal ^^^CCiAddress Prepared by,Dat Bldg Permit No Checked by Date EDU CALCULATIO Types of Use Types of Use List types and square footages for all uses Sq Ft /Units Sq Ft /Units APT CALCULATIONS List types and square footages for all uses Types of Use «J/^<£> Cw£vW-S>{\ Ft /Units Types of Use Sq Ft /Units EDU s EDU s ADT s ADT's FEES REQUIRED WITHIN CFD D YES (no bridge & thoroughfare fee in District #1 reduced Traffic Impact Fee) D NO D 1 PARK IN LIEU FEE FEE/UNIT PARK AREA & # X NO UNITS = $ n n n D D n 2 TRAFFIC IMPACT FEE ADT s/UNITS 3 BRIDGE AND THOROUGHFARE FEE ADT s/UNITS 4 FACILITIES MANAGEMENT FEE UNIT/SO FT 5 SEWER FEE EDU s BENEFIT AREA EDU s 6 SEWER LATERAL ($2 500) ^^ 7 DRAINAGE FEES PLDA /> ACRES f)y X FEE/ADT (DIST #1 DIST #2 X FEE/ADT ZONE X FEE/SO FT /UNIT X FEE/EDU X FEE/EDU f HIGH/ /LOW X X^E/AG^^^^-fe = $ DIST = $ = $ -s = $ = $ 0kM ,3 ,^ ^-^ *^/? CAtd^tQ ^^"«-•* D 8 POTABLE WATER FEES UNITS COJDE^ CONNECTION FEE METER FEE SDCWA FEE IRRIGATION Word\Docs\Misforms\Fee Calculation Worksheet 1 of 2 7/i.d/nn DD Plan Check Planner _ APN PLANNING DEPARTMENT BUILDING PLAN CHECK REVIEW CHECKLIST Address Phone (760) 602 Q-O Type of Project & Use Zoning ft 3 General Plan CFD (in/out) #_Date of participation 5 f~f<.Net Project Density Facilities Management 7one Remaining net dev acres. Circle One Lcoend (For non residential development Type of land used credted by this permit ) Item Complete fj Item Incomplete - Needs your action Environmental Review Required DATE OF COfvfPLETION YES NO TYPE Compliance with conditions of approval7 If not state conditions which require action Conditions of Approval Discretionary Action Required APPROVAL/RESO NO . PROJECT NO YES.NO DATE TYPE. or OTHER RELATED CASES Compliance with conditions or approval7 If not state conditions which require action Conditions of Approval Coas ai'Zone Assessment/Compliance Project site located in Coastal Zone7 YES " NO CA Coastal Commission Authority7 YES NO X* If California Coastal Commission Authority Contact them at - 7575 Metropolitan Drive Suite 103 San Diego CA 92108 440^(64^2672370 Determine status (Coastal Permit Required or Exempt) Coastal Permit Detern^atiorrFornTalready completed7 YES & NO If NO complete Coastal Permit Determination Form now Coastal Permit Determination Log #of-60 Follow-Up Actions 1) Stamp Building Plans as Exempf or Coastal Permit Required (at minimum Floor Plans) 2) Complete Coastal Permit Deternamation Log as needed DD Inclusionary Housing Fee required YESJp^ NO N ^ (Effective date of Inclusionary Housing Ordinance May 21 1993) (T^ \7«, Data Entry Completed? YES^_ NO _ U^ ^jift V P^ "^gjlj (A/P/Ds Activity Maintenance, enter CB# toolbar Screens, Housing Fees Construct Housing Y/N Enter Fee UPDATEl) Site Plan H \ADMIN\COUNTER\BWgPlnchkRevChklst Rev 9/01 DD D D n D D 1 Provide a fully dimensional site plan drawn to scale Show North arrow property lines easements existing and proposed structures streets existing street improvements nght-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 Policy44 - Neighborhood Architectural Design Guidelines 1 Applicability YES, V) NO 2 Project complies V V) SM Zoning 1 Setbacks Front Interior Side Street Side Rear Top of slope Required Required Required Required Required Shown. Shown So Shown 4 £> f/Lff/ /O *•/Shown /d_Q_ Shown 2 Accessory structure setbacks Front Interior Side Street Side Rear StrudtTFe separation Required Required Required 3 Lot Coverage 4 Height Required. Sho< Shown" Shown Shown Shown. Shown. Shown Spaces Required.Shown.5 Parking (breakdown by uses for commercial and industrial projects required) Residential Guest Spaces Required. ~ Shown —-" Additional Comments.CjOAfirW Mt) //M vert fro/of- TlH.$/r>e 27 /<> feI ; TO ISSUE AND ENTERED APPROVAL INTO COMPUTE H \ADMIN\COUNTER\BldgPlnchkRevChklst Rev 9«I1 CHRISTIAN WHEELEFl ENGINCCKING No\ember8 2006 Michael Woodin/ 401 ICanario Street #B Carlsbad California 92008 CWE 2060697 02 SUBJECT FOUNDATION PLAN REVIEW, PROPOSED SINGLE FAMILY RESIDENCE, 2445 MOUNTAIN VIEW DRIVE, CARLSBAD, CALIFORNIA References 1) Preliminary Design Recommendations Proposed Single Family Residence 2445 Mountain View Drive Carlsbad California prepared by Christian Wheeler Engineering Report No 206069701 dated October 20 2006 2) Foundation Plans For Wooden Residence 244 o Mountain View Drive Carlsbad California prepared by Concorde Consulting Group Inc dated]u\j 20 2006 Dear Mr Woodin In accordance with your request we have reviewed the referenced structural plans Based on our revie x the geotechmcal recommendations presented in the referenced reports have been properly incorporated into the project structural plans If you have any questions after reviewing this report please do not hesitate to contact our office This opportunity to be of professional service is sincerely appreciated Respectfully submitted CHRISTIAN WHEELER ENGINEERING Charles H Christian RGE #00215 CHC wm cc (4) Submitted 4925 Mercury Street + San Diego CA 92111 •»• 858 496 9760 + l^X 85! I I I I I I • I I I I I I I I I I CHRISTIAN WHEELEFl ENGINEERING REPORT OF PRELIMINARY GEOTECHNICAL INVESTIGATION PROPOSED SINGLE FAMILY RESIDENCE 2445 MOUNTAIN VIEW DRIVE CARLSBAD, CALIFORNIA SUBMITTED TO MICHAEL WOODIN 4011 CANARIO STREET # B CARLSBAD, CALIFORNIA 92008 SUBMITTED BY CHRISTIAN WHEELER ENGINEERING 4925 MERCURY STREET SAN DIEGO, CALIFORNIA 92111 4925 Mercury Street 4 San Diego CA 92111 4- 8 I I I I I I I I I I I I I I I I I I I CHFUSTIAN WHEELER. ENGINEEFUNC November 13 2006 Michael Woodin CWE 2060&97 03 401 ICanano Street #B Carlsbad California 92008 SUBJECT REPORT OF PRELIMINARY GEOTECHNICAL INVESTIGATION, PROPOSED SINGLE FAMILY RESIDENCE, 2445 MOUNTAIN VIEW DRIVE, CARLSBAD, CALIFORNIA Dear Mr Woodin In accordance with your request and our Proposal dated August 3 2006 we have completed a geotechmcal investigation for the subject properly In general we found the subject site suitable to support the proposed single family residence provided the recommendations presented herewith are followed We have determined that the site is underlain by Quaternary age terrace deposits that are mantled by a layer of residual soil The existing residual soil is considered unsuitable in its present condition to support settlement sensitive improvements Therefore the existing residual soil will need to be removed from areas to support settlement sensitive improvements and be replaced as structural fill Specific recommendations regarding the proposed construction are presented in the attached report The site is located in an area that is relatively free of geologic hazards that will have a significant effect on the proposed construction The most likely geologic hazard that could affect the site is ground shaking due to seismic activity along one of the regional active faults However construction in accordance with the requirements of the most recent edition of the Uniform Building Code and the local governmental agencies should provide a level of life safety suitable for the type of development proposed 4925 Mercury Street <> San Diego CA 92111 4- 858 496 9760 + FAX 858 496 (> 7 5 8 I I I I I I I I I I I I I I I I I I I CWE 2060697 03 November 13 2006 Page No 2 If \ ou have in) questions after reviewing this report please do not hesitate to contact our office This opportunity to be of professional service is sincerely appreciated Respectfull) submitted CHRISTIAN \\HEELER ENGINEERING H.ur Wail Mokhtar Staff Engineer farles H Christian RGB # 00215 CHC CRB sec wm cc (6) Submitted Curtis R Burdett E G #1090 S3' -u/&& -,_ No 1090 CA^A °- '" CERTIFIED ENGINEERING GEOLOGIST I I I I I I I I I I I I I I I I I I I TABLE OF CONTENTS Introduction and Project Description Project Scope Findings Site Description General Geology and Subsurface Conditions Geologic Setting and Soil Description Residual Soil Terrace Deposits Ground-water Tectonic Setting Geologic Hazards Ground Shaking Landslide Potential and Slope Stability Liquefaction Flooding Tsunamis Seiches Conclusions Recommendations Grading and Earthwork General Observation of Grading Clearing and Grubbing Site Preparation Processing of Fill Areas Compaction and Method of Filling Surface Drainage Foundations General Conventional Foundations Bearing Capacity Footing Reinforcement Lateral Load Resistance Settlement Characteristics Expansive Characteristics Foundation Plan Review Foundation Excavation Observation Seismic Design Parameters On Grade Slab General Interior Floor Slab Under Slab Vapor Retarders Exterior Concrete Flatwork Limitations Review Observation and Testing Uniformity of Conditions Change in Scope Time Limitations Professional Standard Page 4 4 4 6 6 6 6 6 8 8 8 8 8 8 9 9 9 9 9 9 10 10 10 10 11 12 12 12 12 13 13 13 CWE 2060697 03 Proposed Single Family Residence 2445 Mountain View Drive Carlsbad California 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Client s Responsibility Field Explorations Laboratory Testing ATTACHMENTS TABLES Table I Maximum Ground Acceleration Page 5 Table II Seismic Design Parameters Page 10 FIGURES Figure 1 Site Vicinity Map Follows Page 1 PLATES Plate 1 Site Plan Plates 24 Test Pit Logs Plate 5 Laboratory Test Results APPENDICES Appendix A References Appendix B Recommended Grading Specifications General Provisions 2445 Moii u H 14 CWE 2060697 03 Proposed Single Family Residence 2445 Mountain View Drive Carlsbad California I I I I I I I I I I I I I I I I I I I CHRISTIAN WHEELEFl ENGINEERING REPORT OF PRELIMINARY GEOTECHNICAL INVESTIGATION PROPOSED SINGLE FAMILY RESIDENCE 2445 MOUNTAIN VIEW DRIVE CARLSBAD. CALIFORNIA INTRODUCTION AND PROJECT DESCRIPTION This report presents the results of a preliminary geotechmcal investigation performed for a proposed single family residence to be constructed at 2445 Mountain View Drive in the city of Carlsbad California Figure Number 1 presented on the following page provides a site vicinity map showing the approximate location of the property The subject site is a developed irregular shaped lot identified as Assessor s Parcel Number 203 023 10 and as Lot 28 of Map No 1728 The subject site currently supports a single family residence and associated improvements We understand that the existing structure and improvements will be razed and that a new two and three story residence will be constructed on the site The proposed structure is expected to be of wood frame construction with an on grade concrete floor slab and will be supported by conventional shallow foundations Grading is expected to consist of cuts and fills of less than a few feet from existing grades To assist in the preparation of this report we were provided with a site plan prepared by Karnak Planning & Design dated May 10 2006 A copy of this plan was used as a base map for our site plan and geologic mapping and is included herein as Plate Number 1 This report has been prepared for the exclusive use of Michael Woodin and his design consultants for specific application to the project described herein Should the project be changed in any way the modified plans should be submitted to Christian Wheeler Engineering for review to determine their conformance with our recommendations and to determine if any additional subsurface investigation laboratory testing and/or recommendations are warranted Our professional services have been performed our findings obtained and our recommendations prepared in accordance with generally accepted engineering principles and practices This warranty is in lieu of all other warranties express or implied 4925 Mercury Street •> San Diego CA 92111 -0- 858 496 9760 + FAX 858 496 9758 SITE VICINITY MAP (Adapted from Thomas Brothers Maps) PROPOSED SINGLE FAMILY RESIDENCE 2445 MOUNTAIN VIEW DRIVE CARLSBAD. CALIFORNIA f» 7/Tf OCEAN x 7 & NAVY ACADEMY MAGI CWE 2060697 November 2006 Figure 1 I I I I I I I I I I I I I I I I I I I CWE 2060697 03 November 13 2006 Page No 2 PROJECT SCOPE Our preliminary geotechmcal investigation consisted of surface reconnaissance subsurface exploration obtaining representative soil samples laboratory testing analysis of the field and laboratory data and review of relevant geologic literature Our scope of service did not include assessment of hazardous substance contamination recommendations to prevent floor slab moisture intrusion or the formation of mold within the structure or any other services not specifically described in the scope of services presented below More specifically the intent of this investigation was to a) Explore the subsurface conditions of the site to the depths influenced by the proposed construction b) Evaluate by laboratory tests and our experience with similar soils the engineering properties of the various strata that may influence the proposed construction including bearing capacities expansive characteristics and settlement potential c) Describe the general geology at the site including possible geologic hazards that could have an effect on the proposed construction and provide the seismic design parameters as required by the most recent edition of the Uniform Building Code d) Address potential construction difficulties that may be encountered due to soil conditions groundwater or geologic hazards and provide recommendations concerning these problems e) Develop soil engineering criteria for site preparation and grading as necessary f) Recommend an appropriate foundation system for the type of structure anticipated and develop soil engineering design criteria for the recommended foundation design g) Present our professional opinions in this report which includes in addition to our conclusions and recommendations a plot plan exploration logs and a summary of the laboratory test results I I I I I I I I I I I I I I I I I I I CWE 2060697 03 November 13 2006 Page No $ It is not within die scope of our services to perform laboratory tests to evaluate the chemical characteristics of the on site soils in regard to their potentially corrosive impact to on grade concrete and below grade improvements If desired we can submit representative soil samples to a chemical laboratory for analysis Further it should be understood Christian Wheeler Engineering does not practice corrosion engineering If such an analysis is necessary we recommend that the developer retain an engineering firm that specializes in this field to consult with them on this matter FINDINGS SITE DESCRIPTION The subject site is an irregular shaped parcel of land located at the address of 2445 Mountain View Drive in the city of Carlsbad California The lot is identified as Assessor s Parcel Number 203 023 10 and as Lot 28 of Map No 1728 The site is bounded to the east by Mountain View Drive to the north by Normandy Lane and to the remaining sides by residential properties The property currently supports a one and two story residence and associated improvements including a concrete patio in the rear western portion and a carport in the southeastern portion of the site that is accessed from Mountain View Drive via a concrete driveway Topographically the site is relatively level Vegetation on site consists of typical residential landscaping GENERAL GEOLOGY AND SUBSURFACE CONDITIONS GEOLOGIC SETTING AND SOIL DESCRIPTION The subject site is located in the Coastal Plains Physiographic Province of San Diego County Based upon the results of our subsurface exploration and analysis of readily available pertinent geologic literature we have determined that the site is underlain by Quaternary age terrace deposits that are mantled by a layer of residual soil These matenals are described below in order of increasing age RESIDUAL SOIL An approximately 31/2 foot thick layer of residual soil was encountered within each of our exploratory test pits The residual soil generally consisted of light to medium brown silty sand (SM) that was dry to damp and loose to medium dense in consistency The encountered residual soil is expected to possess a low expansion index and a moderate settlement potential Based on its settlement potential the residual soil is considered unsuitable in its present condition to support settlement sensitive improvements I I I I I I I I I I I I I I I I I I I OWE 2060697 03 November 13 2006 Page No 4 TERRACE DEPOSITS (Qt) Quaternary age terrace deposits were encountered below the residual soil within each of our test pits and are expected to underlie the entire site The encountered deposits generally consisted of medium reddish brown silty sand (SM) that was moist ind medium dense in consistency The terrace deposits are expected to possess a low expansion index and a low settlement potential in their present condition and are considered suitable to support settlement sensitive improvements GROUNDWATER No groundwater was encountered in our subsurface explorations and we do not expect any groundwater related conditions during or after the proposed construction However it should be recognized that minor groundwater seepage problems might occur after construction and landscaping at a site even where none were present before construction These are usually minor phenomena and are often the result of an alteration in drainage patterns and/or an increase in irrigation water Based on the anticipated construction and landscaping it is our opinion that any seepage problems that may occur will be minor in extent It is further our opinion that these problems can be most effectively corrected on an individual basis if and when they occur TECTONIC SETTING No faults are known to traverse the subject site However it should be noted that much of Southern California including the San Diego County area is characterized by a series of Quaternary age fault zones that consist of several individual en echelon faults that generally strike in a northerly to northwesterly direction Some of these fault zones (and the individual faults within the zone) are classified as active according to the criteria of the California Division of Mine and Geology Active fault zones are those that have shown conclusive evidence of faulting during the Holocene Epoch (the most recent 11 000 years) The Division of Mines and Geology used the term potentially active on Earthquake Fault Zone maps until 1988 to refer to all Quaternary age (last 1 6 million years) faults for the purpose of evaluation for possible zonation in accordance with the Alquist Pnolo Earthquake Fault Zoning Act and identified all Quaternary age faults as potentially active except for certain faults that were presumed to be inactive based on direct geologic evidence of inactivity during all of Holocene time or longer Some faults considered to be potentially active would be considered to be active but lack specific criteria used by the State Geologist such as sufficiently active and well defined Faults older than Quaternary age are not specifically defined in Special Publication 42 Fault Rupture Hazard Zones in California published by the California Division of Mines and Geology However it is generally accepted that faults showing no movement during the Quaternary period may be considered to be inactive I I I I I I I I I I I I I I I i I I I OWE 2060697 03 November 13 2006 Page No 5 \ review of available geologic maps indicates that the active Newport Inglewood Fault Zone is located approximately 7 kilometers west of the subject site Other active fault zones in the region that could possibly affect die site include the Rose Canyon Fault and die Coronado Bank Fault Zones to the southwest and the Elsinore and Earthquake Valley Fault Zones to the northeast GEOLOGIC HAZARDS GROUND SHAKING A likely geologic hazard to affect die site is ground shaking as a result of movement along one of the major active fault zones mentioned above The maximum ground accelerations diat would be attributed to a maximum magnitude eardiquake occurring along the nearest fault segments of selected fault zones mat could affect the site are summarized in the following Table I TABLE I MAXIMUM GROUND ACCELERATION Fault Zone Newport Inglewood Rose Canyon Coronado Bank Elsinore Julian Earthquake Valley Distance 7km 8km 33km 40km 72km Maximum Magnitude Earthquake 7 1 Magnitude 7 2 Magnitude 7 6 Magnitude 7 1 Magnitude 6 5 Magnitude Maximum Ground Acceleration 035g 034g 016g Ollg 005g Probable ground shaking levels at the site could range from slight to moderate depending on such factors as the magnitude of die seismic event and the distance to the epicenter It is possible that the site will experience the effects of at least one moderate to large earthquake during the life of the proposed improvements LANDSLIDE POTENTIAL AND SLOPE STABILITY As part of this investigation we reviewed the publication Landslide Hazards in the Southern Part of the San Diego Metropolitan Area by Tan 1995 This reference is a comprehensive study mat classifies San Diego County into areas of relative landskde susceptibility According to this publication die northwestern portion of the site is located in Relative Landslide Susceptibility Area 3 1 while die remaining portions of the site are located within Relative Landslide Susceptibility Area 2 Area 2 is considered to be marginally susceptible to slope failures Area 2 includes gende to moderately sloping terrain where slope failure and landsliding occurrences are rare Area 3 1 is considered to be generally susceptible to landsliding and includes gende to moderate slopes Based on me competent nature of the underlying formational materials it is our professional opinion that die potential for slope failures widiin die site is low I I I I I I I I I I I I I I I I I I I CWE 2060697 03 November 13 2006 Page No 6 LIQUEFACTION The near surface soils encountered at the site are not considered susceptible to liquefaction due to such factors as soil density grain size distribution plasticity and the absence of shallow ground-water conditions FLOODING The site is located outside the boundaries of both the 100 year and the 500 year floodplains according to the maps prepared by the Federal Emergency Management Agency TSUNAMIS Tsunamis are great sea waves produced by submarine earthquakes or volcanic eruptions Due to the site s elevation and location the nsk of the site being affected by a tsunami is considered low SEICHES Seiches are periodic oscillations in large bodies of water such as lakes harbors bays or reservoirs Due to the site s location it should not be affected by seiches CONCLUSIONS In general no geotechmcal conditions were encountered which would preclude the construction of the proposed single family residence provided the recommendations presented herein are followed Based on our investigation we have determined that the site is underlain by Quaternary age terrace deposits that are manded by a layer of residual soil The existing residual soil is considered unsuitable in its present condition to support setdement sensitive improvements Therefore the existing residual soil will need to be removed from areas to support setdement sensitive improvements and be replaced as structural fill The site is located in an area diat is relatively free of geologic hazards that will have a significant effect on me proposed construction The most likely geologic hazard that could affect the site is ground shaking due to seismic activity along one of the regional active faults However construction in accordance widi the requirements of the most recent edition of die Uniform Building Code and the local governmental agencies should provide a level of life safety suitable for the type of development proposed I I I I I I I I I I I • SITE PREPARATION Site preparation should consist of removing the existing residual soil from areas to support settlement sensitive improvements and replacing the removed soils as structural fill I The layer of residual soil was found to have a thickness of approximately 3l/2 feet within our exploratory test nits hilt mav he thlrker in localised areas TTip rpmnvsls sVinnlrl pvtpnrl tn rnntarf \\nth tVip I I I I I I CWE 2060697 03 November 13 2006 Page No 7 RECOMMENDATIONS GRADING AND EARTHWORK GENERAL All grading should conform to the guidelines presented in Appendix Chapter A33 of the Uniform Building Code the minimum requirements of the City of Carlsbad and the Recommended Grading Specifications and Special Provisions attached hereto as Appendix B except where specifically superseded in the text of this report Pnor to grading a representative of Christian Wheeler Engineering should be present at the preconstruction meeting to provide additional grading guidelines if necessary and to review the earthwork schedule OBSERVATION OF GRADING Continuous observation by the Geotechmcal Consultant is essential during the grading operation to confirm conditions anticipated by our investigation to allow adjustments in design criteria to reflect actual field conditions exposed and to determine that the grading proceeds in general accordance with the recommendations contained herein CLEARING AND GRUBBING Site preparation should begin with the removal of the existing improvements that are designated for removal This removal should include all existing foundations slabs and above grade and underground utilities to be abandoned as well as any vegetation and other deleterious materials including all significant root material The resulting organic materials and construction debris should be disposed of in an appropriate off site facility test pits but may be thicker in localized areas The removals should extend to contact with the underlying competent terrace deposits and should extended at least 5 feet outside areas to settlement sensitive improvements or to the property lines whichever is less The bottom of the excavation should be approved by our project geologist engineer or technician supervisor prior to placing fills or constructing improvements PROCESSING OF FILL AREAS Pnor to placing any new fill soils or constructing any new improvements in areas that have been cleaned out to receive fill the exposed soils should be scarified to a depth of 12 inches moisture conditioned and compacted to at least 90 percent relative compaction I I I I I I I I I I I I I I I I I I I CWE 2060697 03 November 13 2006 Page No 8 COMPACTION AND METHOD OF FILLING All structural fill placed at the site should be compacted to a relative compaction of at least 90 percent of maximum dry density as determined by ASTM Laborator) Test D1557 Fills should be placed at or slightly above optimum moisture content in lifts six to eight inches thick, with each lift compacted by mechanical means Fills should consist of approved earth material free of trash or debris roots vegetation or other materials determined to be unsuitable by our soil technicians or project geologist Fill material should be free of rocks or lumps of soil in excess of twelve inches in maximum dimension However in the upper two feet of pad grade no rocks or lumps of soil in excess of six inches should be allowed Utility trench backfill within five feet of die proposed structure beneath the driveway and concrete flatwork should be compacted to a minimum of 90 percent of its maximum dry density SURFACE DRAINAGE The ground around the proposed structure should be graded so that surface water flows rapidly away from the structure without ponding In general we recommend that die ground adjacent to the structure slope away at a gradient of at least two percent Densely vegetated areas where runoff can be impaired should have a minimum gradient of at least five percent within the first three feet from the structure Gutters and downspouts should discharge into controlled drainage devices FOUNDATIONS GENERAL Based on our findings and engineering judgment and provided die site is prepared as recommended herein the proposed single family residence may be supported by conventional continuous and isolated spread footings The following recommendations are considered the minimum based on soil conditions and are not intended to be lieu of structural considerations All foundations should be designed by a qualified structural engineer CONVENTIONAL FOUNDATIONS Conventional spread footings supporting the proposed two and three story structure should be embedded at least 18 and 24 inches below finish pad grade respectively Continuous footings for me proposed two and three story structure should have a minimum width of 15 and 18 inches respectively Isolated footings should have a minimum width of 24 inches BEARING CAPACITY Conventional continuous spread footings with an embedment of 18 inches and a width of 15 inches may be designed for an allowable soil bearing pressure of 2 500 pounds per I I I I I I I I I I I I I I I I I I I CWE 2060697 03 November 13 2006 Page No c> square foot This value may also be increased by one third for combinations of temporary loads such as those due to wind or seismic loads FOOTING REINFORCEMENT The project structural engineer should provide reinforcement requirements for foundations However based on soil conditions we recommend that the minimum reinforcing for continuous footings should consist of at least one No 5 bar positioned three inches above the bottom of the footing and one No 5 bar positioned two inches below the top of the footing LATERAL LOAD RESISTANCE Lateral loads against foundations may be resisted by friction between the bottom of the footing and the supporting soil and by the passive pressure against the footing The coefficient of faction between concrete and soil may be considered to be 0 30 The passive resistance may be considered to be equal to an equivalent fluid weight of 350 pounds per cubic foot This assumes the footings are poured tight against undisturbed soil If a combination of the passive pressure and friction is used the friction value should be reduced by one third SETTLEMENT CHARACTERISTICS The anticipated total and differential settlement is expected to be less than about 1 inch and 1 inch in 40 feet respectively provided the recommendations presented in this report are followed It should be recognized that minor cracks normally occur in concrete slabs and foundations due to shrinkage during curing or redistribution of stresses therefore some cracks may be anticipated Such cracks are not necessarily an indication of excessive vertical movements EXPANSIVE CHARACTERISTICS The existing soils are expected to have a low expansive potential The recommendations presented in this report reflect this condition FOUNDATION PLAN REVIEW The foundation plans should be submitted to this office for review in order to ascertain that the recommendations of this report have been implemented and that no additional recommendations are needed due to changes in the anticipated construction FOUNDATION EXCAVATION OBSERVATION All foundation excavations should be observed by a representative of this office prior to the placement of forms or reinforcement in order to verify that the footings have the proper dimensions and that the soil conditions are as anticipated during the formation of our foundation recommendations I I I I I I I I I I I I I I I I I I I CWE 2060697 03 November 13 2006 Page No 10 SEISMIC DESIGN PARAMETERS Based on our Deterministic Seismic Hazard Analysis the Maximum Ground Acceleration at the site is estimated to be 0 35 g (based upon a Maximum Magnitude Seismic Event of 7 1 Magnitude along the Newport Inglewood Fault) For structural design purposes a damping ratio not greater than 5 percent of critical dampening and Soil Profile Type Sc are recommended (UBC Table 16 J) Based upon the location of the site at approximately 7 kilometers from the Newport Inglewood Fault (Type B Fault) Near Source Factors N equal to 1 00 and N equal to 1 12 are also applicable These values along with other seisrmcally related design parameters from the Uniform Building Code (UBC) 1997 edition Volume II Chapter 16 utilising a Seismic Zone 4 are presented in tabular form TABLE II SEISMIC DESIGN PARAMETERS UBC - Chapter 16 Table Number 161 16J 16 Q 16 R 16 S 16 T 16 U Seismic Design Parameter Seismic Zone Factor Z Soil Profile Type Seismic Coefficient C Seismic Coefficient C Near Source Factor N Near Source Factor N Seismic Source Type Recommended Value 040 Sc 040N 056N 100 112 B ON GRADE SLAB GENERAL It is our understanding that the floor system for the proposed structure will consist of a concrete slab on grade floor The following recommendations are considered the minimum slab requirements based on the soil conditions and are not intended in lieu of structural considerations INTERIOR FLOOR SLAB The minimum floor slab thickness should be four inches (actual) and the floor slab should be reinforced with at least No 3 reinforcing bars placed at 18 inches on center each way Slab reinforcement should be supported on chairs such that the reinforcing bars are positioned at mid height in the floor slab The slab reinforcement should extend into the perimeter foundations at least six inches The garage slab may be constructed independent of the garage perimeter footings but the slab and foundation should have a felt stop between them If the garage slab and footings are constructed monolithically the slab reinforcement should extend into the perimeter foundations at least six inches I I I I I I I I I I I I I I I I I I I CWE 2060697 03 November 13 2006 Page No 11 UNDER SLAB VAPOR RETARDERS Steps should be taken to minimize the transmission of moisture vapor from the subsoil through the interior slabs where it can potentially damage the interior floor coverings Local industry standards typically include the placement of a vapor retarder such as visqueen between two 2 inch thick layers of coarse sand placed directly beneath the concrete slab Tins is the most common under slab vapor retarder system used in San Diego County The vapor retarder should be at least 15 mil visqueen with sealed seams and should extend at least 12 inches down the sides of the interior and perimeter footings The sand should contain less than 10% passing the Number 100 sieve and less than 5% passing the Number 200 sieve Although the system described above has historically performed adequately national standards for the installation of vapor retarders below interior slabs are changing as evidenced in currently published standards including ACI 302 Guide to Concrete Floor and Slab Construction and ASTM El 643 Standard Practice for Installation of Water Vapor Retarder Used in Contact with Earth or Granular Fill Under Concrete Slabs Rather than placing the vapor retarder between the two sand layers both of these standards recommend placing the sand capillary break layer onto the subgrade with a vapor retarder placed above the sand and the concrete placed directly onto the vapor retarder There are advantages and disadvantages to each of these installation procedures An advantage to placing concrete direcdy onto a vapor retarder is that it eliminates the layer of sand between the slab and vapor retarder This layer of sand typically contains moisture prior to the placement of concrete and can receive more moisture during the curing and construction processes This moisture can be retained in the sand layer for an extended period of time until the concrete moisture decreases to the point at which the excess sand moisture is absorbed by the concrete and transmitted up through the slab This process can take many months depending upon the environmental conditions One disadvantage to placing concrete directly onto a vapor retarder is that removing the sand layer from directly beneath the concrete restricts the ability of the concrete to lose moisture on both the top and bottom surfaces during the initial curing period Variations in the drying rate between the top and bottom surfaces can result in increased concrete cracking curling and other finishing issues The drying rate differences and their potential side effects can be minimized however with suitable finishing and curing procedures Recognizing the stated benefits and limitations of these standard below slab vapor retarder systems the owner and designer should select the system that they believe is most suitable for this project I I I I I I I I I I I I I I I I I I I CWE 2060697 03 November 13 2006 Page No 12 considering the construction schedule and planned floor coverings It should be understood that neither of the described systems provides a waterproof barrier It should also be understood that slab concrete contains free water and should be allowed to reach equilibrium in an environment similar to that anticipated in the completed structure prior to installing floor coverings We recommend that the flooring installer perform standard moisture vapor emission tests prior to the installation of all moisture sensitive floor coverings in accordance with ASTM F1869 Standard Test Method for Measuring Moisture Vapor Emission Rate of Concrete Subfloor Using Anhydrous Calcium Chloride EXTERIOR CONCRETE FLATWORK Exterior slabs should have a minimum thickness of four inches Reinforcement should be placed in exterior concrete flatwork to reduce the potential for cracking and movement Control joints should be placed in exterior concrete flatwork to help control the location of shrinkage cracks Spacing of control joints should be in accordance with the American Concrete Institute specifications Where patio slabs walkways and porch slabs abut perimeter foundations they should be doweled into the footings LIMITATIONS REVIEW, OBSERVATION AND TESTING The recommendations presented in this report are contingent upon our review of final plans and specifications Such plans and specifications should be made available to the Geotechmcal Engineer and Engineering Geologist so that they may review and verify their compliance with this report and with the Uniform Building Code It is recommended that Christian Wheeler Engineering be retained to provide continuous soil engineering services during the earthwork operations This is to verify compliance with the design concepts specifications or recommendations and to allow design changes in die event that subsurface conditions differ from those anticipated prior to start of construction UNIFORMITY OF CONDITIONS The recommendations and opinions expressed in this report reflect our best estimate of the project requirements based on an evaluation of the subsurface soil conditions encountered at the subsurface exploration locations and on the assumption that the soil conditions do not deviate appreciably from those encountered It should be recogni2ed that the performance of the foundations and/or cut and fill slopes may be influenced by undisclosed or unforeseen variations in the soil conditions that may I I I I I I I I I I I I I I I I I I I CWE 2060697 03 November 13 2006 Page No 13 occur in the intermediate and unexplored areas Any unusual conditions not covered in this report that may be encountered during site development should be brought to the attention of the Geotechmcal Engineer so that he may make modifications if necessary CHANGE IN SCOPE This office should be advised of any changes in the project scope or proposed site grading so that we ma^ determine if the recommendations contained herein are appropriate It should be verified in writing if the recommendations are found to be appropriate for the proposed changes or our recommendations should be modified by a written addendum TIME LIMITATIONS The findings of this report are valid as of this date Changes in the condition of a property can however occur with the passage of time whether they are due to natural processes or the work of man on this or adjacent properties In addition changes in the Standards of Practice and/or Government Codes may occur Due to such changes the findings of this report may be invalidated wholly or in part by changes beyond our control Therefore this report should not be relied upon after a period of two years without a review by us verifying the suitability of the conclusions and recommendations PROFESSIONAL STANDARD In the performance of our professional services we comply with that level of care and skill ordinarily exercised by members of our profession currently practicing under similar conditions and in the same locality The client recogni2es that subsurface conditions may vary from those encountered at the locations where our borings surveys and explorations are made and that our data interpretations and recommendations are based solely on the information obtained by us We will be responsible for those data interpretations and recommendations but shall not be responsible for the interpretations by odiers of the information developed Our services consist of professional consultation and observation only and no warranty of any kind whatsoever express or implied is made or intended in connection with the work performed or to be performed by us or by our proposal for consulting or other services or by our furnishing of oral or written reports or findings I I I I I I I I I I I I I I I I I I I CWE 2060697 03 November 13 2006 Page No 14 CLIENT'S RESPONSIBILITY It is the responsibility of the Client or his representatives to ensure that the information and recommendations contained herein are brought to the attention of the structural engineer and architect for the project and incorporated into the project s plans and specifications It is further their responsibility to take the necessary measures to insure that the contractor and his subcontractors carry out such recommendations during construction FIELD EXPLORATIONS Three subsurface explorations were made on October 12 2006 at the locations indicated on the attached Plate Number 1 These explorations consisted of test pits excavated manually The field-work was conducted under the observation of our engineering geology personnel The explorations were carefully logged when made The test pit logs are presented on the following Plate Numbers 2 through 4 The soils are described in accordance with the Unified Soils Classification System In addition a verbal textural description the wet color the apparent moisture and the density or consistency are provided The density of granular soils is given as very loose loose medium dense dense or very dense The consistency of silts or clays is given as either very soft soft medium stiff stiff very stiff or hard Disturbed and relatively undisturbed samples of typical and representative soils were obtained and returned to the laboratory for testing LABORATORY TESTING Laboratory tests were performed in accordance with the generally accepted American Society for Testing and Materials (ASTM) test methods or suggested procedures A brief description of the tests performed is presented below a) MOISTURE DENSITY In place moisture contents and dry densities were determined for representative soil samples This information was an aid to classification and permitted recognition of variations in material consistency with depth The dry unit weight is determined in pounds per cubic foot and the in place moisture content is determined as a percentage of the soil s dry weight The results are summarized in the test pit logs I I I I I I I I I I I I I I I I I I I CWE 2060697 03 November 13 2006 Page No 15 b) COMPACTION TEST The maximum dry density and optimum moisture content of a sample of the on site soil was determined in the laboratory in accordance with ASTM Standard Test D 1557 Method A The results of this test are presented on Plate No 5 c) DIRECT SHEAR TEST A Direct shear test was performed to determine the failure envelope of a representative sample of the on site soil based on yield shear strength The shear box was designed to accommodate a sample having a diameter of 2 375 inches or 2 50 inches and a height of 1 0 inch Samples were tested at different vertical loads and a saturated moisture content The shear stress was applied at a constant rate of strain of approximately 0 05 inch per minute The results of this test are presented on Plate No 5 t-1 •o '39>?3 33CBO §=";S 04D3 Kn O SS 8888 OO OD rip -jOh III H0Zt II ?s• w o « WM i^ 23 S 3SS sis ow z 5~S Ij1* 00 t-*5> si >o>o 2^°m §Bg5 §1-1 ?za? "o^§°(- S£SS* 3S^s M^>2 gjgS So°^§•% »3? O to°%> "11 !>§» .as I8' J= ^C IJ* ^8*5°6f? ^3i «"SS1 o go M S K|8a a56ai33 p~i B s iii ?8 3 ""a ? Kg " 3P|ffla Si K ss s J3 33 1 ^ g a I& >i ?ui °I Si S ggp 3) 01 31 S s? 5^ fan CD O SU SCO BE SLD OR CON if 00 C£ WHO£ OR Afl SSEO WRTTT ONSt YW OC HAVE tN ORPOR ED n SHEET TITLE C/3 O Ow / Dev lope Mike Wooding Residence Remodel and Update 2445 M ta V w Dnv Cal bad CA 92008 Mike Wood 2445 M unlamVlewD v C rtsbad CA 92008 Karnak Planning and Design R ben Ri hard n. Planner K Ladi M Knpanarayaiun Engineer 2802 Stole Stt t. Suite C Carlsbdd CA 92008 Huw(760 34IMDO u( 60) 34-M E LOG OF TEST PIT NUMBER P-l Date Excavated 10/12/2006 Equipment Hand Tools Existing Elevation 41' Finish Elevation 41 5 u & £H P-,w Q - 1 - 2 - 3 - 4 - 5 - 6 - 7 Q - 9 LIO GRAPHIC LOGLogged by DF Project Manager CHC Depth to Water N/A Drive Weight N/A SUMMARY OF SUBSURFACE CONDITIONS Residual Soil Light brown dry to damp loose SILTY SAND (SM) very fine to medium grained porous friable Rootlets present from 0 to 2'/2 feet At 2'/2 feet becomes loose to medium dense Terrace Deposits (Qt) Medium reddish brown moist medium K dense SILTY SAND (SM) very fine to medium grained fnable / micaceous massive moderately weathered / Test pit terminated at 4 feet No groundwater or seepage w CHRISTIAN WHEELER N C INI L R. 1 N C SAMPLES SAMPLE TYPECK CK Wi-l P«PENETRATION(blows/foot)MOISTURE (%)16 6^§£ %Q 1201 LABORATORYTESTSPROPOSED SINGLE FAMILY RESIDENCE 2445 Mountain View Drive, Carlsbad, California BY MW JOB NO 2060697 DATE November 2006 PLATE NO 2 LOG OF TEST PIT NUMBER P-2 Date Excavated 10/1 2/2006 Equipment Hand Tools Existing Elevation 41 5 Fmibh Elevation 41 5 DEPTH (feet)- 1 - 2 - 3 4 - 5 • 6 - 7 - 9 10 GRAPHIC LOGLogged by DF Project Manager CHC Depth to Water N/A Drive Weight N/A SUMMARY OF SUBSURFACE CONDITIONS Residual Soil Light brown dry to damp loose SILTY SAND (SM) very fine to medium grained porous triable with rootlets At 2% feet becomes loose to medium dense Terrace Deposits (Qt) Medium reddish brown moist medium dense SILTY SAND (SM) very fine to medium grained finable micaceous massive moderately weathered to 4% feet Test pit terminated at 5 feet No groundwater or seepage ffl CHRISTIAN WHEELtR. 1 N C 1 N 1 1 R 1 N C SAMPLES SAMPLE TYPECK CK CK aD PQ PENETRATION(blows/foot)MOISTURE (%)24 20 £<=- §& fc S 1043 1054 LABORATORYTESTSMD DS PROPOSED SINGLE FAMILY RESIDENCE 2445 Mountain View Drive, Carlsbad, California BY MW JOB NO 2060697 DATE November 2006 PLATE NO 3 LOG OF TEST PIT NUMBER P-3 Date Excavated 10/12/2006 Equipment Hand Tools Existing Elevation 40 5 Finish Elevation 41 5 H PH Q - 1 - 2 - 3 - 4 . - 5 - 6 - 7 - 9 -10 GRAPHIC LOGLogged by DF Project Manager CHC Depth to Water N/A Drive Weight N/A SUMMARY OF SUBSURFACE CONDITIONS Residual Soil Light brown dry to damp loose SILTY SAND (SM) very fine to medium grained porous friable with rootlets At 1 '/2 feet becomes loose to medium dense At 13A feet becomes medium brown Contact at 3'/4 feet Terrace Deposits (Qt) Medium reddish brown moist medium dense SILTY SAND (SM) very fine to medium grained fnable micaceous massive moderately weathered to 4'/2 feet Test pit terminated at 5 feet No groundwater or seepage CHRISTIAN WHEELEK 1 N C 1 N 1 1 R 1 N r SAMPLES SAMPLE TYPECK CK CK CK Cal I PENETRATION(blows /foot)MOISTURE (%)24 DRY UNIT WT(pcf)1083 LABORATORYTESTSPROPOSED SINGLE FAMILY RESIDENCE 2445 Mountain View Drive, Carlsbad, California BY MW JOB NO 2060697 DATE November 2006 PLATE NO 4 PROPOSED SINGLE FAMILY RESIDENCE 2445 MOUNTAIN VIEW DRIVE CARLSBAD. CALIFORNIA • LABORATORY TEST RESULTS I I • MAXIMUM DRY DENSITY AND OPTIMUM MOISTURE CONTENT (ASTM D1557) Sample Location Test pit P 2 @ 0 35 I Sample Description Brown SM Maximum Densit) 129 7 pcf Optimum Moisture 8 0 % • DIRECT SHEAR (ASTM D3080) I Sample Location Test pit P 2 @ 0 35' Sample Type Remolded to 90 % Friction ^ngle 30 Cohesion 300 psf I I I I I I I I I TWE 2060697 03 November 2006 Plate No 5 I • CWE 2060697 03 November 13 2006 Appendix A REFERENCES \ndersonJG Rockwell RK andAgnew DC 1989 Past and Possible Future Earthquakes • of Significance to the San Diego Region Earthquake Spectra Volume 5 No 2 1989 I Blake T F 2000 EQFAULT A Computer Program for the Estimation of Peak Horizontal Acceleration from 3 D Fault Sources Version 3 0 Thomas F Blake Computer Services and Software Thousand Oaks California ™ Boore David M Joyner William B and Fumal Thomas E 1997 Empirical Near Source Attenuation Relationships I I I I for Horizontal and Vertical Components of Peak Ground Acceleration Peak Ground Velocity and Pseudo Absolute Acceleration Response Spectra in Seismological Research Letters Volume 68 Number 1 January/February 1997 H California Division of Mines and Geology 1997 Guidelines for Evaluating and Mitigating Seismic Hazard in California CDMG Special Publication 117 Countywide Flood Insurance Rate Map Map No 06073C761F (panel 761F of 2375) prepared by the Fedei al • Emergency Management Agency effective date June 19 1997 flj California Division of Mines and Geology 1998 Maps of Known Active Fault Near Source Zones in California and Adjacent Portions of Nevada B Jennings CW 1975 Fault Map of California California Division of Mines and Geology Map — No 1 Scale 1750 000 Kennedy MP 1975 Geology of the San Diego Metropolitan Area California California Division of • Mines and Geology Bulletin 200 • Kennedy MP 1980 Recency and Character of Faulting Offshore Metropolitan San Diego California California Division of Mines and Geology Map Sheet 40 Kern P 1989 Earthquakes and Faults in San Diego County Pickle Press 73 pp I Wesnousky SG 1986 Earthquakes Quaternary Faults and Seismic Hazards in California in Journal of Geophysical Research Volume 91 No B12 pp 12 587 to 12 631 November 1986 I I I I I I I I I I I I I I I I I I I CWE 2060697 03 November 13 2006 Appendix B 1 RECOMMENDED GRADING SPECIFICATIONS GENERAL PROVISIONS PROPOSED SINGLE FAMILY RESIDENCE 2445 MOUNTAIN VIEW DRIVE CARLSBAD. CALIFORNIA GENERAL INTENT The intent of these specifications is to establish procedures for clearing compacting natural ground preparing areas to be filled and placing and compacting fill soils to the lines and grades shown on the accepted plans The recommendations contained in the preliminary geotechmcal investigation report and/or the attached Special Provisions are a part of the Recommended Grading Specifications and shall supersede the provisions contained hereinafter in the case of conflict These specifications shall only be used in conjunction with the geotechmcal report for which they are a part No deviation from these specifications will be allowed except where specified in the geotechmcal report or in other written communication sign d by the Geotechmcal Engineer OBSERVATION AND TESTING Christian Wheeler Engineering shall be retained as the Geotechmcal Engineer to observe and test the earthwork in accordance with these specifications It will be necessary that the Geotechmcal Engineer or his representative provide adequate observation so that he may provide his opinion as to whether or not the work was accomplished as specified It shall be the responsibility of the contractor to assist the Geotechmcal Engineer and to keep him appraised of work schedules changes and new information and data so that he may provide these opinions In the event that any unusual conditions not covered by the special provisions or preliminary geotechmcal report are encountered during the grading operations the Geotechmcal Engineer shall be contacted for further recommendations If in the opinion of the Geotechmcal Engineer substandard conditions are encountered such as questionable or unsuitable soil unacceptable moisture content inadequate compaction adverse weather etc construction should be stopped until the conditions are remedied or corrected or he shall recommend rejection of this work Tests used to determine the degree of compaction should be performed in accordance with the following American Society for Testing and Materials test methods I I I I I I I I I I I I I I I I I I I CWE 2060697 03 November 13 2006 Appendix B 2 Maximum Density & Optimum Moisture Content ASTM D 1557 91 Density of Soil In Place ASTM D 1556 90 or ASTM D 2922 All densities shall be expressed in terms of Relative Compaction as determined by the foregoing ASTM testing procedures PREPARATION OF AREAS TO RECEIVE FILL All vegetation brush and debris derived from clearing operations shall be removed and legally disposed of All areas disturbed by site grading should be left in a neat and finished appearance free from unsightly debris After clearing or benching the natural ground the areas to be filled shall be scarified to a depth of 6 inches brought to the proper moisture content compacted and tested for the specified minimum degree of compaction All loose soils in excess of 6 inches thick should be removed to firm natural ground which i defined as natural soil which possesses an in situ density of at least 90 percent of its maximum dry density When the slope of the natural ground receiving fill exceeds 20 percent (5 horizontal units to 1 vertical unit) the original ground shall be stepped or benched Benches shall be cut to a firm competent formational soil The lower bench shall be at least 10 feet wide or 1 1/2 times the equipment width whichever is greater and shall be sloped back into the hillside at a gradient of not less than two (2) percent All other benches should be at least 6 feet wide The horizontal portion of each bench shall be compacted prior to receiving fill as specified herein for compacted natural ground Ground slopes flatter than 20 percent shall be benched when considered necessary by the Geotechmcal Engineer Any abandoned buried structures encountered during grading operations must be totally removed All underground utilities to be abandoned beneath any proposed structure should be removed from within 10 feet of the structure and properly capped off The resulting depressions from the above described procedure should be backfilled with acceptable soil that is compacted to the requirements of the Geotechmcal Engineer This includes but is not limited to septic tanks fuel tanks sewer lines or leach lines storm drains and water lines Any buried structures or utilities not to be abandoned should be brought to the attention of the Geotechmcal Engineer so that he may determine if any special recommendation will be necessary All water wells which will be abandoned should be backfilled and capped in accordance to the requirements set forth by the Geotechmcal Engineer The top of the cap should be at least 4 feet below finish grade or 3 I I I I I I I I I I I I I I I I I I I CWE 2060697 03 November 13 2006 Appendix B 3 feet below the bottom of footing whichever is greater The type of cap will depend on the diameter of the well and should be determined by the Geotechmcal Engineer and/or a qualified Structural Engineer FILL MATERIAL Materials to be placed in the fill shall be approved by the Geotechmcal Engineer and shall be free of vegetable matter and other deletenous substances Granular soil shall contain sufficient fine material to fill the voids The definition and disposition of oversized rocks and expansive or detrimental soils are covert d in the geotechmcal report or Special Provisions Expansive soils soils of poor gradation or soils with low strength characteristics may be thoroughly mixed with other soils to provide satisfactory fill material but only with the explicit consent of the Geotechmcal Engineer Any import material shall be approved by the Geotechmcal Engineer before being brought to the site PLACING AND COMPACTION OF FILL Approved fill material shall be placed in areas prepared to receive fill in layers not to exceed 6 inches in compacted thickness Each layer shall have a uniform moisture content in the range that will allow the compaction effort to be efficiently applied to achieve the specified degree of compaction Each layer shall be uniformly compacted to the specified minimum degree of compaction with equipment of adequate size to economically compact the layer Compaction equipment should either be specifically designed for soil compaction or of proven reliability The minimum degree of compaction to be achieved is specified in either the Special Provisions or the recommendations contained in the preliminary geotechmcal investigation report When the structural fill material includes rocks no rocks will be allowed to nest and all voids must be carefully filled with soil such that the minimum degree of compaction recommended in the Special Provisions is achieved The maximum size and spacing of rock permitted in structural fills and in non structural fills is discussed in the geotechmcal report when applicable Field observation and compaction tests to estimate the degree of compaction of the fill will be taken by the Geotechmcal Engineer or his representative The location and frequency of the tests shall be at the Geotechmcal Engineer s discretion When the compaction test indicates that a particular layer is at less thin the required degree of compaction the layer shall be reworked to the satisfaction of the Geotechmcal Engineer and until the desired relative compaction has been obtained Fill slopes shall be compacted by means of sheepsfoot rollers or other suitable equipment Compaction b? bheepsfoot roller shall be at vertical intervals of not greater than four feet In addition fill slopes at a ratio of I I I I I I I I I I I I I I I I I I I CWE 2060697 03 November 13 2006 Appendix B 4 two horizontal to one vertical or flatter should be trackrolled Steeper fill slopes shall be over built and cut back to finish contours after the slope has been constructed Slope compaction operations shall result in all fill material six or more inches inward from the finished face of the slope having a relative compaction of at least 90 percent of maximum dry density or the degree of compaction specified in the Special Provisions section of this specification The compaction operation on the slopes shall be continued until the Geotechmcal Engineer is of the opinion that the slopes will be surficially stable Density tests in the slopes will be made by the Geotechmcal Engineer during construction of the slopes to determine if the required compaction is being achieved Where fading tests occur or other field problems arise the Contractor will be notified that day of such conditions by written communication from the Geotechmcal Engineer or his representative in the form of a daily field report If the method of achieving the required slope compaction selected by the Contractor falls to produce the necessary results the Contractor shall rework or rebuild such slopes until the required degree of compaction is obtained at no cost to the Owner or Geotechmcal Engineer CUT SLOPES The Engineering Geologist shall inspect cut slopes excavated in rock or lithified formational material during the grading operations at intervals determined at his discretion If any conditions not anticipated in the preliminary report such as perched water seepage lenticular or confined strata of a potentially adverse nature unfavorably inclined bedding joints or fault planes are encountered during grading these conditions shall be analyzed by the Engineering Geologist and Geotechmcal Engineer to determine if mitigating measures are necessary Unless otherwise specified in the geotechmcal report no cut slopes shall be excavated higher or steeper than that allowed by the ordinances of the controlling governmental agency ENGINEERING OBSERVATION Field observation bv the Geotechmcal Engineer or his representative shall be made during the filling and compaction operations so that he can express his opinion regarding the conformance of the grading with acceptable standards of practice Neither the presence of the Geotechmcal Engineer or his representative or the observation and testing shall release the Grading Contractor from his duty to compact all fill material to the specified degree of compaction I I I I I I I I I I I I I I I I I I I CWE 2060697 03 November 13 2006 Appendix B 5 SEASON LIMITS Fill shall not be placed during unfavorable weather conditions When work is interrupted by heavy rain filling operations shall not be resumed until the proper moisture content and density of the fill materials can be achiev ed Damaged site conditions resulting from weather or acts of God shall be repaired before acceptance of work RECOMMENDED GRADING SPECIFICATIONS SPECIAL PROVISIONS RELATIVE COMPACTION The minimum degree of compaction to be obtained in compacted natural ground compacted fill and compacted backfill shall be at least 90 percent For street and parking lot subgrade the upper twelve inches should be compacted to at least 95 percent relative compaction EXPANSIVE SOILS Detrimentally expansive soil is defined as clayey soil which has an expansion index of 50 or greater when tested in accordance with the American Society of Testing Materials (ASTM) Laboratory Test D4829 95 OVERSIZED MATERIAL Oversized fill material is generally defined herein as rocks or lumps of soil over six inches in diameter Oversized materials should not be placed in fill unless recommendations of placement of such material are provided by the Geotechmcal Engineer At least 40 percent of the fill soil shall pass through a No 4 U S Standard Sieve TRANSITION LOTS Where transitions between cut and fill occur within the proposed building pad the cut portion should be undercut a minimum of one foot below the base of the proposed footings and recompacted as structural backfill In certain cases that would be addressed in the geotechmcal report sp< cial footing reinforcement or a combination of special footing reinforcement and undercutting may be required City of Carlsbad Building Department CERTIFICATE OF COMPLIANCE PAYMENT OF SCHOOL FEES OR OTHER MITIGATION This form must be completed by the City the applicant and the appropriate school districts and returned to the City prior to issuing a building permit The City will not issue any building permit without a completed school fee form Project Name Building Permit Plan Check Number _ Project Address _ APN Project Applicant (Owner Name) _ Project Description _ Building Type _ Residential Number of New Dwelling Units SLQJ ? -&0 fa Second Dwelling Unit Residential Additions Commercial/1 ndustnal City Certification of Applicant Information Square Feet of Living Area in New Dwelling Square Feet of Living Area in SDU Net Square Feet New Area J.?.?//fc*-* -t^- Square Feet Floor Area r\i ^ f CrtOOL DISTRICTS WITHIN THE CITY OF CARLSBAD Carlsbad Unified School District 6225 El Camino Real Carlsbad CA 92009 (331 5000) Vista Unified School District 234 Arcadia Drive istaCA 92083 (7262170) San Marcos Unified School District 215MataWay San Marcos CA 92069 (290 2649) Contact Nancy Dolce (By Appt Only) Encmitas Union School District 101 South Rancho Santa Fe Rd Encmitas CA 92024 (944 4300 ext 166) Encimtas CA 92024 (753 6491) San Dieguito Union High School District 710 Encimtas Blvd Certification of Applicant/Owners The person executing this declaration ( Owner1) certifies under penalty of perjury th it (1) the information provided above is correct and true to the best of the Owner's knowledge and that the Owner will file an imended certification of payment and pay the additional fee if Owner requests an increase in the number of dwelling units or square footage after the building permit is issued or if the initial determination of units or square footage is found to be incorrect and that (2) the Owner is the owner/developer of the above described proiect(s) or that the person executing this declaration is authorized to sign on behalf of the Owner Signature Date 1635 Faraday Avenue • Carlsbad CA 92008 7314 • (76O) 602 2700 Revised3/30/2006 Building Counter • (76O) 602 2719 • FAX (760) 6O2 8558 SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school distnct(s))*************************************************************************************************** THIS FORM INDICATES THAT THE SCHOOL DISTRICT REQUIREMENTS FOR THE PROJECT HAVE BEEN OR WILL BE SATISFIED SCHOOL DISTRICT The undersigned, being duly authorized by the applicable School District certifies that the developer builder or owner has satisfied the obligation for school facilities This is to certify that the applicant listed on page 1 has paid all amounts or completed other applicable school mitigation determined by the School District The City may issue building permits for this project SIGNATURE OF AUTHORIZED SCHOOL DISTRICT OFFICIAL _k TITLE WALTER] ASSISTANT SUPERINTEND! SCHOOL DISTRICT" NAME OF SCHOOL DISTRICT 6225 EL CAMINO REAL DATE PHONE NUMBER Revised 3/30/2006 I \/fCARLSt•"[CARLSBAD UNIFIED SCHOOL DISTRICT \ _ | JEFFERSON ELEMENTARY | _ | AVIARA OAKS ELEMENTARY | | CARLSBAD HIGH SCHOOL | | MAGNOLIA ELEMENTARY \ \ AVIARA OAKS MIDDLE SCHOOL \ \ CALAVERA HILLS SCHOOL \ \ PACIFIC RIM \ \KELLEYSCHOOL \ \ CALAVERA HILLS MIDDLE SCHOOL \ \ HOPE SCHOOL \ \ OTHER _ | \CARLSBADVILLAGEACADEMY | | VALLEY MIDDLE SCHOOL | | BUENA VISTA SCHOOL RECEIVED FROM (If Applicable) PARENT OF Vl-^U/ DATE Receipt No 21036 l^jl^OiJ PAYMENT FOR ACCOUNT NUMBER AMOUNT RECEIVED BY CASH CHECK #TOTAL 10 07-26-2007 City of Carlsbad 1635 Faraday Av Carlsbad CA 92008 Plan Check Revision Permit No PCR07142 Building Inspection Request Line (760) 602-2725 Job Address 2445 MOUNTAIN VIEW DR CBAD Permit Type PCR Parcel No 2030231000 Lot# Valuation $0 00 Construction Type Reference # CB062574 Project Title WOODIN RES CHANGE WOOD BEAMS TO STEEL BEAMS 0 NEW Applicant MICHAEL WOODIN 7606871499 Status Applied Entered By Plan Approved Issued Inspect Area Owner WOODIN MICHAEL P 2445 MOUNTAIN VIEW DR CARLSBAD CA 92008 ISSUED 07/16/2007 LSM 07/26/2007 07/26/2007 Plan Check Revision Fee Additional Fees $12000 $000 Total Fees $120 00 Total Payments To Date $12000 Balance Due $000 Inspector FINAL APPROVAL Date Clearance NOTICE Please take NOTICE that approval of your project includes the Imposition of fees dedications reservations or other exactions hereafter collectively referred to as fees/exactions You have 90 days from the date this permit was issued to protest imposition of these fees/exactions If you protest them you must follow the protest procedures set forth in Government Code Section 66020(a) and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3 32 030 Failure to timely follow that procedure will bar any subsequent legal action to attack review set aside void or annul their imposition You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes nor planning zoning grading or other similar application processing or service fees in connection with this project NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitations has previously otherwise expired City of Carlsbad &^ 1635 Faraday Ave Carlsbad CA 92008 Kl^A^ 7606022717/2718/2719 Q^PiU^ Fax 760 602 8558 X?W^ Building Permit Application p^^^-fc Cf,» $>* ADDRESS^^, /^&&M73fa/tMto/ $&- CT/PROJECT* LOT* PHASE # # OF UNITS # BEDROOMS ^ Plan Check No Pd& CT7 1 MD H Est Value r Plan Ck Deposit t.^74 Date "7/H0/O"? SUITE#/SPACE#/UNIT# APN # BATHROOMS TENANT BUSINESS NAME CONSTR TYPE OCC GROUP DESCRIPTION OF WORK EXISTING USE PROPOSED USE GARAGE (SF) CONTACT NAME (« Different Fom Applicant) . /y/<S/4v^/£2- fjUCP&O/rir ADDRESS CITY STATE ZIP PHONE FAX EMAIL " PROPERTY OWNER NAME ADDRESS CITY STATE ZIP PHONE FAX EMAIL ARCH/DESIGNER NAME & ADDRESS STATE LIC # PATIOS (SF) DECKS (SF) FIREPLACE AIR CONDITIONING FIRE SPRINKLERS YES D # NO D YES D NO D YES D NO D APPLICANT NAME ADDRESS CITY STATE ZIP PHONE FAX EMAIL CONTRACTOR BUS NAME ADDRESS CITY STATE ZIP PHONE FAX EMAIL STATE LIC # CLASS CITY BUS LIC# (Sec 70315 Bus ness and Professions Code Any City or County which requires a permit to construct alter, improve demolish or repair any structure, prior to its issuance also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the 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 Any violation of Section 70315 by any appl cant for a permit subjects the applicant to a civil penalty of not more than fi e hundred dollars {$500}) Workers Compensation Declaration / hereby affirm under penalty of perjury one of the following declarations O 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 L~l I have and will maintain workers compensation as required by Section 3700 of the Labor Code for the performance of the work for which this permit is issued My workers compensation insurance carrier and policy number are Insurance Co _ Policy No _ Expiration Date __ This section need not be completed if the permit is for one hundred dollars ($100) or less n Certificate of Exemption I certify that in the performance of the work for which this permit is issued I shall not employ any person m any manner so as to become subject to the Workers Compensation Laws of California WARNING Failure to secure workers compensation coverage is unlawful and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars (&100 000) in addition to the cost of compensation damages as provided for in Section 3706 of the Labor code interest and attorney s fees CONTRACTOR SIGNATURE DATE / hereby affirm that I am exempt from Contractor s License Law lor the following reason D I as owner of the property or my employees with wages as their sole compensation will do the work and the structure is not intended or offered for sale (Sec 7044 Business and Professions ( ode The Contractor s License Law does not apply to an owner of property who builds or improves thereon and who does such work himself or through his own employees provided that such improvements are not intended or offered for sale If however the building or improvement is sold within one year of completion the owner builder will have the burden of proving that he did not build or improve for the purpose of sale) O I as owner of the property am exclusively contracting with licensed contractors to construct the project (Sec 7044 Business and Professions Code The Contractor s License Law does not apply to an owner of property who builds or improves thereon and contracts for such projects with contractor(s) licensed pursuant to the Contractor s License Law) O 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 O Yes D No 2 I (have / have not) signed an application for a building permit for the proposed work 3 I have contracted with the following person (firm) to provide the proposed construction (include name address / phone / contractors license number) 4 I plan to provide portions of the work but I have hired the following person to coordinate supervise and provide the major work (include name / address / phone / contractors license number) 5 I will provide some of the work but I have contracted (hired) the following persons to provide the work md cated (include name / address / phone / type of work) j£f PROPERTY OWNER SIGNATURE DATE Is the applicant or future building occupant required to submit a business plan xutely hazardous materials registration form or risk management and prevention program under Sections 25505 2553 3 or 25534 of the Presley Tanner Hazardous Substance Account Act' OYes D No Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district' O Yes D No Is the facility to be constructed within 1 000 feet of the outer boundary of a school site' Q Yes O No IF ANY OF THE ANSWERS ARE YES EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT I hereby affirm that there is a construction lending agency for the performance of the work this permit is issued (Sec 3097 (i) Civil Code) Lender's Name Lender's Address I certify tfiatl have read the application and state thatthe above information is correct and that the information on the plans isaccurate I agree tooompry with all City ordinances and State laws relating to building construction d hereby authonze representative 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 Cl rY OF CARLSBAD AGAINST ALL LIABILITIES JUDGMENTS COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT OSHA An OSHA permit is required for excavations over 5 0 deep and demolition or construction of structures over 3 stones in height EXPIRATION Every permit issued by the Building Official under tie provisions of this Code shall expire by limitation and become null and void if the building or work authonzed by such permit is not commenced within ' days from the date of such permit or if the building or work authored by such permit is suspended or abandoned at any time after the work is commenced for a period of 180 days (Section 106 4 4 Uniform Building Code)ifter the w X DATE EsGil Corporation In Partners Hip witH government for <BuiC(fing Safety DATE July 25, 2007 q^EELICANT JURISDICTION Carlsbad a FILE PLAN CHECK NO 062574 Rev 1(PCR07142) SET I PROJECT ADDRESS 2445 Mountain View Dr PROJECT NAME SFD Addition & Remodel for Mike Woo dm XI 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 XI REMARKS Revision 1 includes proposed wood beams to steel beams By Abe Dohente Enclosures Esgil Corporation D GA D MB D EJ D PC 7/17/07 9320 Chesapeake Drive Suite 208 + San Diego California 92123 * (858)560 1468 + Fax (858) 560 1576 Carlsbad 062574 Rev 1(PCRO7142) July 25, 2007 VALUATION AND PLAN CHECK FEE JURISDICTION Carlsbad 1(PCR07142) PLAN CHECK NO 062574 Rev PREPARED BY Abe Dohente DATE July 25, 2007 BUILDING ADDRESS 2445 Mountain View Dr BUILDING OCCUPANCY R-3/U-1 TYPE OF CONSTRUCTION V-N BUILDING PORTION Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code AREA (Sq Ft) cb Valuation Multiplier By Ordinance Reg Mod VALUE ($) Bldg Permit Fee by Ordinance Plan Check Fee by Ordinance $12000 Type of Review I I Repetitive Fee Repeats Complete Review D Other m Hourly Structural Only 1 Hour* Esgil Plan Review Fee Based on hourly rate Comments Revision 1 includes proposed wood beams to steel beams $9600 Sheet 1 of 1 macvalue doc CONCORDE CONSULTING G R O V F , INC ENGINEERING &. CONSTRUCTION MANAGEMENT 3505 CAMINO DEL RIO SOUTH, # 350 SAN DIEGO, CA 92108 PH (6J.9) 516-3377 FAX (619) 516 3388 MEMORANDUM /FAX COVER SHEET TO.FROM KRJPA COMPANY DATE, FAX NUMBER.TOTAL MO OF PACBS IMCWTOING COVER PHONE NUIQES.SENDER'S REFEREMCB NUMHEKi YOUR REFERENCE NUMBER. X URGENT R FOR REVIEW 3C PLEASE COMMENT X PLEASE REPLY D PLEASE EECYCJ^E ootEs/Conjinents Concorde Consulting Group, Inc Construction Management» Project Management * Architecture / Engineering * Development May 21 2007 To Mike Woodm/Robert Richardson Owner-Developer/Kamak Carlsbad California RE 2445 Mountain View Drive Carlsbad California Project No 06 1628 Mike/Robert Following ts a summary of our site observation for the referenced project All corrections listed below must be completed prior to final inspection • All wooden posts of the second and third floors must be strapped to the beams below Minimum 24" strap required above and below each level • All corners of projected walls (outside of plan area) must be strapped at the plate line with straps • Blocking is required on the third floor walls on the east side Shear from the fireplace area walls shall be dragged into the solid portion of the wall through blocking and strapping • On the North Walls the existing Simpson Strong Wall will be used as a conventional wall The entire North face of the structure shall be sheared with Type 1 shear ply There shall be vertical straps (fvlSTA 36 or equal) at the ends of the shear walls tying the uppfcr level wails to the lower story walls Existing steel strong walls are adequate to carry the expected loads Subject to completion of the above, framing will be ready for closure Please call me if you have any questior Yours truly Ks^rVb K M Knpanarayanan" Concorde Consulting Group Inc 3505 Cammo Del Rio South #350 San Diego CA9210S Tel (619) 516-3377 Fax (6 19) 51 6-3388 3505 Canuno Del RSo South, #350, San Diego, CA 92108 Ph (619) 516-3377 Fax (619) S16 3388 CONCORDE CONSULTING GROUP,INC ENGINEERING & CONSTRUCTION MANAGEMENT 3505 CAMINO DEL. RIO SOUTH, # 550 SAN DIEGO CA 92108 PH (619) 516-3377 FAX (619) 516-3388 MEMORANDUM/FAX COVER SHEET TO FROM. ^COMPANY l i MrnafT FAXUUMBER. , M , TOTAL NO OF PAGES WCUJDtNG COVER. /c? PHONE NUMBEO- SENDER'S OSfmSNCB NUMBER. YOUR REFERENCE NUMBER. BE. X URGENT X FOR REVIEW X PLEASE COMMENT X PJXASE REW,Y D PLEASE KECYOJS notEs/Comments te [Subj Woodin Project Date 2/2/2007 4 00 14 PM Pacific Standard Time From KarnakArch@aol com To KKripa Right-clickfucturefsj to effsptey pfciure options Hi Knpa I have a few questions on the Woodin project 1 The dimension on detail 8 of S-6 shows 1_" from the sjgp to the top of the grade beam It is hard to read so 2 What are the alternate beam sizes in steel for the followong floor beams FB-3 FB20 FB-16 3 Do you have a detail on how far we can cut off the top of the beams where they sit on plates and have rafters also sitting on the plates Now they would stick out above the roof sheathing Thanks Robert G Richardson KARNAK PLANNING & 9t»re Snicrr Sunc C CWWAWAO OA Fnday, February 02 2007 CompuServe KKnpa M V• "3 «&-, g—y ^y- une Dsgnr Description Scope Bate- 12-54PM, 3FEB07 UserKW- " -Steel Beam Design u Description FB3ratWoodin Residence : General information Steel Section TS16X4X1/2 Canter Span 16.00 ft LaftCant. 000 ft Right Cant 0,00 ft Lu Unbraced Lengffi OOOR UISIIiDinea Loads ti OL O.MO LL 0490 ST Start Loeatran End Location 16000 Coda fief AISCSfbASD 1997U8C Plnned-Pinnsd Load Duration Factor 8m Wl Added to Loads Elastic Modulus LL&ST Act Together 2003 IBC 2003 NFPA 5009 | 36 OOksl 100 290000ksi Notsl Short Term Loads Are WINO Loads | Wft kmfttt I Point Loads Notel Short Term Uads Are WIND Loads "k #1 Dead Load o 660 LhreLoad 0789 Short Term Location 4750 Summary | Using TS1SX4X1/2 section Span #2 #3 0612 5901 0486 4250 13500 14000 = 16 00ft FV«360kSt 04 #5 #6 #7 K k k ft Beam OK c ovems End Fixity = Ptnned-Plnnad Lu = 0 00ft. LOF =>" 1 000 Moment fb Bending Stress fb/Fb Shear fv Shear Stress fv/Fv Jtfaual 59 575 k ft 11B76k6t 0400 1 21300k 1331kst 0092 1 AUov»aWa 119 196 k-ft 237BOkSi 230.400 k 14400ksl Max DefiBctlcin -0203 in Length/DC. Defl 15144 1 Langtb/pL+LLOefl) 946.9 1 Force & Stress Summary Max M + Max M Max. M© Left Max M@ Right Shear @ Left Shear® Right Center Deft Left Cant Den Right Cant Defl Query Daft® Reaction @ Left Reaction @ Rt FacalcdperEq E21 Maxjfnuin 58 53k ft 1352k 2130k •0203'" OOOO >n OOOO in 0000ft 1352 2130 KUr<Cc DL 3734 852 1310 4)127 OOOO OOOO OOOO 852 13.10 «- These eofumns an? Dead + Live Load placed as noted -» LL LL+ST LL LL*ST Cj) Center ffl Center J^,Cants @ Cants 5998 k^t k-ft 13.52 2130 •0203 OOOO OOOO OOOO 1352 2130 4X203 OOOO OOOO OOOO 1352 2130 oooooooooooo oooo kft k it oooo m OOOO m OOOO In 0 000 m k CONBUUWOflKJUP WC. I/Mr KWflB05SM.VBr 5.8,0 1 Nov-ZQOS 1109 osgnr Description- Seop« Steel Beam Design Job* 1254PM. 3FEB07 Page 2~k Description FB3 at Woodin Residence j Section Properties Dopth Thickness W!t«n Area m Values far LRFO Design j TS16X4X1/2 16000m 0500m 4000 in ta40 In2 2 000 In 167000ln4 Welghl to lyy Sxx Syy R-yy Zx Zy fi ^62.50 »ft 481 000 m4 49300 in4 60200m3 24600K13 5120 m 1 640 in 8&200In3 29QOOln3 [Sketch & Diagram CONCORDE CONSULTOWmp KC. (COWMLUm CNQM3ERC9 JtBBCMMMB OKMMBWitt •|*PHBB QKNJB•wwwpwww mfeffHte • our Dsgnr Description Scop* Steel Beam Design JOB > Date 103PM 3FEB07 Page n Description FB20 at Woodin Residence General Information Code Rcf AISC «h ASD 1997 UBC 2003IBC 2003 NFFA SOOOJ Steel Section TS16X4X1/2 in Left Cant Right Cant LU Unbraced Length 2600ft 000ft OODH 000 f) Pfrmed-Plnned BmWt Added to Loads U. 4 ST Act Together Load Duration Factor Basllc Modulus 3600ksi 1.00 290000ks) Distributed Loads ~Nolsl Short Term Loads Are WIND Loads "| DL LL ST Start Location End Location #1 #2 #3 #4 0195 0260 #5 #6 #7 kmkm k/ft ft n Point Loads Note! Short Tetm loads Am WIMP Loads. | Dead load uveload Short Term Location #1 0590 0455 13.500 #2 04*1 0327 16.000 #3 1158 0900 16000 #4 05 1560 1200 16000 #6 #7 k k k n 1 Summary i Using TS16X4X1/2 Becwm Span = 26 00ft, Fy = 360(ow End Forty a Pinn«f-Ptnned Lu = 0 00ft, LOF = 1 COO _ASyal_ _A]fe«a&te Mom6nt to Bending Stress fbyPb Shear fv Shear Stress fv/Ftf 81 182 k ft 16183KS) 0681 1 10706k 0669 kal 0046 1 118 196 k-ff 23760ksl 230400k14.400 taJ Beam OKStatic Load Case Governs Stress Max. Deflection -0.664 in LengtrtfDLOafl 6926 1 Lengflr/i(DL+u. oefl) 470 o 1 I Force & Stress Summary Max M + Max M Max. M@ Left Max M@ Right Shear ©Left Shear ©Right Center Defl Left Cant Oafl Right Cant DeR Query Oefl@ Reacttan ffl Left Reaction @ R( FacaWperEo E21 Maximum BIIBMt 938k 1071fc -0.664 In oooom0000m 0000ft 934 1071 K*L/r<Cc DL Only 43 OB 485 560 -0343 0000 0000 0000 489 560 «- These columns are Dead + bv8 Load pieced as noted -» U. UL+ST UL LL+ST <ffiCer|tef ffiBCen^ acanta fflCan^ ai 18 k^ k-fl left kft 938 k 1071 -0664 0000 0000 0000 938 1071 0.664 0000 0000 0000 938 1071 0000 0000 0000 0000 k 0000 In 0000 in 0000 In OOOQm k MC.Osgnr Description Scope Date: 103PM 3FEB07 Rery-'34oi»7 War WnMBOSSBJWififtO J NBv^ZOBS M1993 200SENERCM.C Steel Beam Design Descnptlon F820 at Woodln Residence Properties TS16X4X1/2 Depth Thickness Width Area Rl Values for LRFD Design. J 16 000 In 0500 in 4 000m 16 40 in? 2000m 157000ln4 Weigh! In lyy Saw Syy K-xx R-yy 2x zy 62SO «m 481 000 tn4 49300ln4 60200ln3 24.600 in3 5120 m 1640 In 82.200 In3 29000ln3 fi lino Dagnr tteserlpUon Scope Date 105PM 3 FES 07 flw UOTT ... (0)1903-2008 Soflwra Steal Beam Design Description FB16 at Woodm Residence [General Information "code Ref AISC 9ttt ASD 1997 UBC 2003 ISC 2003 NFPA 5000"| Steel Section TS18X4X1/2 Center Span Left Cant Right Cant Lu Unbraced Length 3000ft OOOR 000ft 000ft Hnned-Plnned BmWt Added to Loads LL&ST Art Together Load Duration Fader Elastic Modulus 3SOOk9l 100 29 ODD Oka | Distributed Loads Hotel Short Teim Loads Are WIND Loacls~]| #1 DL 0300LL 0400 ST Start Location CE«*4t t II-TI.I lll»tmcunl i»DC3uOii Summary jf Usmg TS16X4X1/2 section Span End Fixity = Pinrted-Plnned Lu = Moment Ib Bending Stress fb/Fb Shear fw Sheer Stress fir/Fw #2 #3 = 3000fL Fy = 360tel 000ft LDF = 1000 «5 781k ft 17099ksl 0720 1 11437k 0715 ted 0050 1 #4 Alterable 119 196 Mt 23.780 tel 230,400k 14400tel #5 #6 *«7 k/«km km ft ft Beam OK Static Load Case Governs Stress Max. Deflecton -0985 In IjengtWDLDen 7601 1 Length/pL+UDefl) 361 A 1 | Force ft Stress Summary «- These oolumns are Dead + UVB Load pOoed as noted -» Max M* Max M Max. M@ Left Max M @ R;ght Shear® Left Shear® Right Center DefL LenCantDefl FGght Cant Den Query Defl@ Roaotton @ Left RGBcOon @ Rt Facafc'dperE(iE21 Section Properties Depth Thickness Width Area Rt Values for LRPO Design J Maximum 85 78k ft 1144k 1144k •0998 *n 0000m 0000 In 0000ft 1144 1144 K*Ur<Cc TS16X4X1/2 18 000 In 0600 In 4000 In 18.40 m2 2000 In 157 000 m4 DL ^jnlv 4Q78 544 544 -0.474 0000 0000 0000 544 544 Weight bat iyy SXX syy R-wt Ryy Zx Zy U. LL*ST iSpei^Br @ tenter 6S78 1144 1144 •0996 -0996 0.000 0000 0000 0000 0000 0000 11 44 11 44 1144 1144 62.50 #H! 481000ln4 49.300ln4 602001n3 2460Dln3 5120 m 1640m 82.200 In3 29000(f\3 U LL+ST ffi Cants l^ Cants k-ft k-ft kft Itfl ^k 0000 0000 ft) 0000 0000 In 0000 0000 in 0000 0000 hi h K - — fe Oagnr CtescnpHon Job;* Date 1-05PM 3 FES 07 Tw" J80007 • JwySSaMJfwfAA.V Steel Beam Design DeBcription FB16 at Woodln Resntence CONCORPE CONSULTING GROUP, INC ENGINEEERING & CONSTRUCTION MANAGEMENT 3505 CAMINO DEL RIO SOUTH, # 350 SAN DIEGO, C A 92108 PH (619) 516 3377 FAX (619) 516 3388 MEMORANDUM/FAX COVER SHEET To THOM KRIPA C OMPANV DAib. 04/09/07 FAX NMBER NO OF PACES INCf UDtNG COVI - NUMT1PR SPNOPH S RPrERENCB NUMBER YOURHEFFRrNCbNUMBLRRE re- X URCFNT X FOR REVIEW X PI BASF COMMFNT X ?LI ASC RLPLY D PI FA5F RFCYCI 12 notes/ComtBenfi ' «.O •NOODLE. COKiVLflNG 6RG1JV 'NC INZERIIxG & CONSTRUCTION MANAGEVENT 3*05 CAMINO DEL RIO SOUTH # 350 SAN DIEGO, CA 9210S PH (619) 516 337? FAX (619) ^16-3588 MEMOBANDUM/P/a COVER SHEET KRIPA OATE TOTAL NO a* PACES INCLXIDINP ro\t,n. SEMDEP S KEKERENCF NUMBEll RE. YOUF XJItGJtNT notes/Conuaeats XPIXASt COMMENT X PLEASE D PLEASE RDCi CLF O fi-\ (^B-l-3 k JIM. /*• C^S' <?\.nT CONCORDE CON9U.TWftWOyP.INC. User KVWB056J4 VW5BO (811885-2006 eHERCALCBnilng«jri6SoSMn» Title Dsgnr Description Scope Steel Beam Design Job* Data 74TAM 22 MAR 07 Page 1 Description Beam Design Changes at Woodin Residence Project No 06 162 for Beam RB 10 [ General fnfoftnatlon Code Raf AISC 9th ASP 1997 UBC 2003 IBC 2003 NFPA sooo | Steel Section TS16X4XS/16 Pmned Pinned Center Span 22 50 ft But Wt Added to Loads Lett Cant 0 00 ft LL & ST Act Together Right Cant ODD ft Lu Unbraced Length 000ft [ Distributed Loads #1 #2 #3 ff-4 OL o ieo LL 0160 ST Start Location End Location Fy 36 OQkSt Load Duration Factor 1 00 Elastic Modulus 29 000 0 kei Note! Short Term Loads Are WIND Loads | #5 #6 #7 krft k/Tt Wftft ft r Summary -J- Using TS16X4X6/16 section Span = 22 50ft Fy * 36 Oksi End Fixity « Pmned-Plnned Lu = 000ft LDF = 1 000 A(SuaI ./Wtowablt Moment fb Bending Stress fl>/Pb Shear fv Shear Stress fV/FV 22 806 H R 6692 Itsi 0.282 1 4055k 0 405 ksi 0028 1 80 982 k ft 23 760 ksl 144000k 14400 ksl Beam OK Static Load Case Governs Stress Max Deflection 0 219 In LengWDLDefl 2.2155 I Length/{DL+LL Defl) 12320 1 Force & Stress summary «- These colynirw are Dead * Live Load placed as noted -*> i Pi/lax M + Max M Max M® Left Max M © Right Shear © Left Shear ©Right Center Defl Left Cant Defl Right Cant Den Query Deft @ Reaction @ Left Reaction © Rt FacatodperEo E21 Maximum, 22 81 kft 405k 405k •0219m ODOOin 0 000 In 0000 ft 405 405 rTU<Ce DL Only 12 6B 225 223 -0122 0000 0000 0000 S.35 225 LL @ Center 2281 405 4. 05 -0219 0000 0000 0000 4 OS 405 LL+ST JSLCenter •0,219 0000 0000 0000 4 OS 405 LL .ffijCants 0000 0000 0000 OOOQ LL+ST ffigants kft kft kft kft k N 0000 in 0 OQO In 0000 in oooom k | Section Properties TS16X4X5/16 Depth Thickness Width Area Rt Values for LRFD Design J 16 000 In 0313m 4000m 1190in2 2000m H0000m4 Weight Ixx lyy Sxx Syy Rxx Ryy Zx ly 4042 «m 327 000 M 35 100 «14 4D900ln3 17 800 In3 5 250 fn 1 720 In 54 500 in3 19700m3 CONCORDS KWSUUW5 GROUP WC. Title Dsgnr Description Scope Jobf Date T47AM ZZMAR'37 '"Rev . CAIC EiglnMting Software Steel Beam Design Description Beam Design Changes at Woodin Residence Project No 06-162 for Beam RB 10 f Sketch & Diagram Title Dsgnr Description Date Job* 748AM 22 MAR 07 U5orKW-030S524,VerSBO l-NOu-2006 M1S93-aK)B SNERCALC Steel Beam Design Page 1 Description Beam Design Changes at Woodin Residence Project No 06 162 for Beam RB 7 I General Information Code R*f AISC 9th ASD 1997 use 2003 IBC 2003 NFPA sooo £ Steel Section TS1 6X4X5/1 6 Pinnefl-Plnneel Center Span 26 00 ft Bm WL Added to Loads Left Cant 0 00 ft U & ST Act Toother Right Cant 000ft Lu Unbraced Length 0 00 ft , Distributed Loads DL 0. ST Start Location End Location #1 #2 #3 #4 0160 0180 26000 Fy 36 OOksl Load Duration Factor 1 00 Elastic Modulus 50 000 0 ksl Note! Short Term Loads Are WIND Loads jg #5 #6 #7 k/ftkmkm ft ft t Summary 1 Using TS1BX4X5/16 section Span = 26 00ft Fy = 36 Ok End Fixity = Plnned-Phiited Lu = 0 00ft IDF = 1 000 Actual Moment 30 456 k-ft fb Bending Stress 8 936 ksi fb / Fb 0 37$ 1 Shear 4 685 k fv Shear Stress 0469 ksl fv/Fv 0033 1 si Allowable B0982k-tt 23 760 ksf 144000k 14 400 ksl Beam OK Static Load Case Governs Stress Max Deflection 0 391 In Length/DL Defl 1435$ I Length/(DL+U.Defl) 79B4 I Force & Stress Summary •=<- These columns are Dead + Live Load placed as noted -» Max. M* Ma* M Max M @ Left Max M@ Right Shear (§ Left Shear® Right Center Defi Left Cant Dcfl Right Cant Defi Query Defl @ Reaction @ Left Reaction @ Rt Maximum 30 46k ft 469k 469k -0 391 In 0000m 0000m 0000ft 469 469 DL Qt\fy 1694 2.61 2.61 -0217 OOOO OOOO OOOO 261 261 U 3046 469 469 -0391 OOOO OOOO OOOO 469 U.+ST i@ Center 0391 DODO OOOO oooo 469 4 $9 LL (S Cants OOOO OOOOoooo oooo LL*ST lacanta kft kft kft k-ft K k OOOO In oooo m OOOO in oooo in . k Facale'dperEq E21 K*L/r<Cc I Section PfQpBrtlgs TS16X4XS/16 Depth Thickness Width Area Ptt Values for LRFD Design J 18 000 in 0313 In 4000m 11SOIH2 2 000 in 110 000 m4 Weight ixx lyy Sxx Syy Rxx R-yy Zx Zy 4042 m. 327 000 In4 35 100 In4 40 900 m3 17 600 m3 5250 In 1 720 In 54 500 ir>3 19700ln3 TTHe Dsfinr Description Scope Job# Rpv 53D007 " User KVWieoSSza VorSSO 1-Naw-MOBENERCALC EnainaarinB SnHnato Steel Beam Design Description Beam Design Changes at Wootlm Residence Project No 06 162 for Beam RB 7 tl TrtlB Dsgnr Description Scope Date 802AM 22 MAR 07 1 Ussr KW-Oefl5524 v'srS.BO 1 Nov-SOos _B)1S83-300S ENlRCALC Enntnwffrg Stflwam Steel Beam Design Description Beam Design Changes at Woodin Residence Project No 06 162 for Beam FB 20 | General Information Code Raf AISC 9th ASD 1997 UBC 2003 IBC 2003 NFPA 6000 jj Steel Section TS16X4X5/16 Center Spar* 17 SO ft Left Cant 0 00 ft Right Cant 000 ft Lu Unbraced Length 000ft I Distributed Loads # 1 OL 0240 LL 0380 ST Start Location End Location 17 600 #2 Pinnad-Plwed BmWL Added to Loads LLSSTAaTogeffier #3 #4 Py 38 OOkSi Load Duration Factor 1 00 Elastic Modulus 29 000 0 ksi Note I Short Term Loads Are WIND I oads jj #3 #8 *7 k/ftwet fc/ft ft ft 8 Summary J Using TS16X4XW16 section Span = 17 30ft Fy = 36 Oksl End Flwty « Pinned Pinned LU = 0 00ft, LDF = 1 000 Actual Allowable Moment to Bending Stress fb/Fb Shear fv Shear Stress fv/Fv 22 985k ft 80962kft 3 744 ksi 23 760 Ksl OJZ84 1 52S4k 144000k 0 525 ksi 14 400 ksi 0036 1 Beam OK Static Load Caoe Governs Stress Max Deflection -0 134 In LengtWDLDeff 33654 1 Langth/<OL+UOefl) 1 571 6 1 Force & Stress Summary Max M-f Mpx M M3X M@Len Max M@ Right Shear @ Lett Shear ©Right Center Oefl Left Cant Pefl Right Cant Defl Query Defl @ Rfiscbon @ Left Reaction @ Rt FacalcdperEq E21 Section Properties Depth Thickness Width Area Rt Values for LRFD Design J Maxlrt^ifj 22.98 K ft 5.25k 525k -0134 In OOOOffl 0000m 0000ft 5.29 525 KUr<Cc TS16X4XS/16 16000m 0313 in 4 000 In 1190!n2 aODOin I'fOOOO^ DL Only 1073 245 245 -0002 0000 0000 0000 24$ 245 Wteght I XX lyy Sxx Syy Rxx Ryy Zx zv «- These columns are Dead + UL LL+ST _SlJCenter <a Center 2298 525 5.26 •0134 0134 0 000 0 000 0 000 0 000 0000 0000 S 25 S 25 525 525 40.42 ftft 327 000 In4 35100in4 40900ln3 17600m3 52S5 m 1720 in 34 500 m3 19700ln3 Live Load placed as noted ••»a LL+ST @ Cants (Si Cants k-n kft k-ft kJt K k 0 000 0 000 in 0 000 0 000 m 0 000 0 000 in 0 000 0 000 In k , B mlwumuL^ NO. Title Dsgnr Description Scape Jobff Date 8.02AM ZZMAR07 .saeSj? USSl KW-06D5SM,V«58B.-l-Nov f«)1SBj-Za09 PBRCAIC BlBlneanna Steel Beam Design Description Beam Design Changes at Woodin Residence Project No 06-162 for Beam FB-20 I Sketch & Diagram 23.0t.ft 4 Rrraa S%4« Vmugllolt S.JMk CCWETOECaNSULTHQ GROUP INC. ECCTmfc'TOOWSMSi^ NtOTMiMn'rapip)«Mil TOte Dsgnr Description Job* Date. 804AM 22 MAR 07 Uaw KW-OBDSB24, VwS S D 1-Nt».2086 W1 SftKSJOS ENSRCW.C Enanwrtn Sanwa*General Timber Beam Page 1 Description Beam Design Changes at Woodin Residence Project No 06 162 for Beam FB 3 I General Information Code Ret 1997 NDS 2003IBC 2009 NFPA 5000 Bass allcwables'are user defined | Section Name S 125x12 Beam Width S 125 in Beam Depth 12.000m Member Type GluLam Bm WL Added to Loads Load Dur Factor 1 2SO Beam End Fixity Pin Pm Wood Density 450DOpcf Center Span Left Cantilever Right Cantilever Fb Base Allow FvAitow Fc Allow E soonftft 2,400 Opsi 1650psl 625 Opal IdOOOKsi Lu Lu Lu 000ft 000ftooo n [fu\\ Length Uniform Loads Left Cantilever Right Cantilever DL DL DL LL LL LL 32000 ftfR Beam Design OK Span= 900ft Beam Width Max Stress Ratio Maximum MomentAllowable Max Positive Moment Max Negative Moment Max @ Left Support Max @ Right Support Max Mallow ft> 631 42 pSi Fb 3 000 00 psi = 5123lnx Depth -12m i 0267 1 65 kft 307 kft 6 47k ft at 000k ft at 000 kft 000 kft 30 75 fy 95 00 psl Fv 206,25 psi =nds are Pin Rn Maximum Shear * 4 500fi 9000 ft Reactions LeftDL Right DL Allowable Shear Camber 144 k 144k 15 ©left © Right ©Left @ Center @ Right Max Max 34 k 127 k 288k 286k 0000 In 0033 In 0 OOOin 236k 2 68k Deflections Center Span Deflection Location Length/Defl Camber { using 1 5 <g Center @Left @ Right DeadLogj 0036 in 4500ft 30445 OILDefl) 0053 In 0000 In o 000 m Totauoad 0071 In 4500ft 1 520 41 Left Cantilever Deflection Length/Defl Right Cantilever Deflection Lsngft/Defl D@adj.ctad 0 000 in 00 D 000 in 00 total Loafl 0000 in 00 0 000 In 00 Stress Calce Bending Analysis Ck 19865 Le Cv 1 000 Rb ©Center ©Left Support @ Rigm Support Shear Analysis Design Shear Area Required Fv Allowable 0000ft 0000 Max Moment 847 Mt OOOkft 000 kft @ Left Support 338k 1S401 m2 206 25 pal S» 183 000 (n3a oooo SiaJ^ead 25 89 m3 0 00 In3 OOOlnS @Rignt support 338k 16.401 In2 206 23 psl Ar«> 81 900 In2 Allowable fo 3,000 00 psl 3 000 00 psi 3 000 00 psi Bearing® Supports Max Lett Reaction Max Right Reaction 288k 288k Bearing Length Req d 0 898 m Bearing Length Rsq d o 888 in Rev SBOQDD User K\AHE05SM,V»5aO 1J4ov 200B 1CMSB3 2DO£ ENERCALD EAnirowtnn SoflwaHi Title Dsgnr Description Scope General Timber Beam Joh# Date S.C14AM 22HAAR07 Page 2 Description Beam Design Changes at Woodm Residence Project No 06 162 for Beam FB-3 [Query Values M V a D ©Specified Locations @ Canter Spen Location = @ raght Cart Locafton = @ Lett Cant Location = ODD ft 000 ft 000 ft Moment OOOfcft 000k ft 000 Mt Sheer 2SSK 000k 000 k Deflection ODDOOm 0 0000 in 0X000 in Sketch & Diagram Rmm 3.CI,nrnn £ Vmoxfl 3Sk 5 O I ~0 DO S 5 S|8i SiSOTJen rnH w Km _ Km O a Sis «§£