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Home My WebLink About2359 PIO PICO DR; ; CB052088; Structural Calculations09-20-2005 Job Address Permit Type Parcel No Valuation Occupancy Group # Dwelling Units Bedrooms Project Title Applicant WRIGHT SAM STEN 2911 STATE ST CARLSBAD 92008 760213-1460 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Residential Permit Permit No CB052088 Building Inspection Request Line (760) 602-2725 2359 PIO PICO DRCBAD RESDNTL 1563510600 $365,331 00 Sub Type SFD Lot# 0 Construction Type NEW Reference # 1 Structure Type SFD 4 Bathrooms 4 SOHAEI RES NEW SFD,850 SF DEMO Status Applied Entered By Plan Approved Issued Inspect Area Orig PC# ISSUED 06/06/2005 SB 09/20/2005 09/20/2005 ORG SFD,NEW 3645 SF LIV.624 SF GAR, 1155 SF DCK.435 Plan Checktt Owner FARLOR FAMILY TRUST 11-10-97 2359 PIO PICO DR CARLSBAD CA 92008 Building Permit Add1! 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'l Renewal Fee Other Building Fee Pot Water Con Fee Meter Size Add'l Pot Water Con Fee Reel Water Con Fee Total Fees $8,086 71 $1,36584 $000 $887 80 $000 $000 $3653 $000 $000 $000 $000 $000 $000 $000 $000 $000 $000 $000 $000 $000 Total Payments To Date Meter Size Add'l Reel Water Con Fee Meter Fee SDCWA Fee CFD Payoff Fee PFF (31 05540) PFF (4305540) License Tax (31 041 93) License Tax (43041 93) Traffic Impact Fee (3105541) Traffic Impact Fee (4305541) Sidewalk Fee PLUMBING TOTAL ELECTRICAL TOTAL MECHANICAL TOTAL Housing Impact Fee Housing InLieu Fee Housing Credit Fee Master Drainage Fee Sewer Fee Additional Fees TOTAL PERMIT FEES $8,086 71 Balance Due. oi m roxjr: PI AXT $000 $000 $000 $000 $000 $000 $000 $000 $000 $000 $000 $17400 $6000 $81 00 $2,925 00 $000 $000 $2,349 90 $000 $206 64 $8,086 71 $000 IN STORAGE ATTACHED Inspector FINAL AP Date . 'BROVAL •/i'f'7 Clearance NOTICE Please take NOTICEIhat approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as lees/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 timefy 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 nght 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 mh you have oreviouslv been aiven a NOTICE similar to this, or as to which the statute of limitations has previously otherwise exoired. fPERM|T APPLICATIO CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave , Carlsbad, CA 92008 FOR OFFICE USE ONLY PLAN CHECK NO EST VAL Plan Ck Deposit Validated B Date Address (include Bldg/SuiteiP)Business Name (at this address)* >#)/U6/05 Q00"1 01 Legal Description Lot No Phase Ncr-iTrti: Total # of units: 70>=jC xT-^^/M*- — *-. v.',iO = f 7 pt co p P. . C-u-* V3 o <^-<g> Name Address City State/Zip Telephone (Sec 7031 5 Business and Professions Code Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law [Chapter 9, commending with Section 7000 of Division 3 of the Business and Prolessions Codel or that he is exempt therefrom, and the basis for the alleged exemption Any violation of Section 7031 5 by any applicant for a permit subjects the applicant toa civil penalty of not more than five hundred dollars [S500]) Name State License # Address License Class £^City / State/Zip City Business License # Telephone # Designer Name Address City State/Zip Telephone State License # ^fLWORKERSf^COMPENSATIONPH C i *! Jfl lr'^lu^1' ^ "' '"') .fTLZl1 " ' ' l f XCrHTvL ''Uffj n"J2'*%*$$',''£*,'' '&'**,"& t''(^"j'"'"Mt"l^ Workers' Compensation Declaration I hereby affirm under penalty of perjury one of the following declarations CD 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 ^1 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 , <^ *=•• (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 m Section 3706 of the Labor code interest and attorney s fees SIGNATURE DATE _ I hereby affirm that I am exempt from the Contractor's License Law for the following reason D I, as owner of the property or my employees with wages as their sole compensation, will 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) Q I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec 7044, Business and Professions Code The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law) fj] 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 C3 YES QWO 2 I (have / have not) signed an application for a building permit for the proposed work 3 I have contracted with the following person (firm) to provide the proposed construction (include name / address / phone number / contractors license number) 4 I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name / address / phone number / contractors license number) _ _____ 5 I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name / address / phone number / type of work) _ _ ___________ ____ PROPERTY OWNER SIGNATURE DATE 'COMPLETE.ITHIS SECTION FOR NON-RESIDENTIAL. BUILDING PERMITS ONLY^ .',4 ,.^1.4 '«!,,*., Jj. ri , y ,,| j.1 ,'• ' 3 &, „, l B -,1' " '-B"*'J« ' .u'" j n!ij f,, . !JU 5 J 1 *. h " Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? Q YES Q NO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? Q YES Q NO Is the facility to be constructed within 1 ,000 feet of the outer boundary of a school site? Q 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 I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec 3097(i) Civil Code) LENDER'S NAME LENDER'S ADDRESS _ I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate I agree to comply with all City ordinances and State laws relating to building construction I hereby authorize representatives of the CitV of Carlsbad to enter upon the above mentioned property for inspection purposes I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN AltfY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT OSHA An OSHA permit is required for exoevations o EXPIRATION Every permit issued by the buildm authorized by such permit is not comma/ced wit at any time after the work is comme^wsd (or a APPLICANT'S SIGNATURE nd demolition or construction of structures over 3 stories in height nder the *o\*f5i3ns of this Code shall expire by limitation and become null and void if the building or work SO crys from the d p of such permit or if the building or work authorized by such permit is suspended or abandoned 1 80 oa (SecJ in 10644 Uniform Building Code) f WHt DATE YELLOW Applicant PINK Finance E*n*«l CltyofCarlsbal final Bulldlm&M Dept: Building Engineering Plan Check# Permits CB052088 Project Name SOHAE! RES NEW ORG SFD.NEW 36' Address 2359 PIO PICO DR Contact Person RON Sewer Dist CA Inspected By fit) Inspected Bv Inspected Bv RECEIVED -1-Ing Inspection NOV 1 5 2006 Planning CMWD St Lite Fire c m 01 ( AHI SB\I> Date 1 1/15/2006&7 m\ rsio,\ Permit Type RESDNTL SFD.850 SF DEMO Sub Type SFD 15 SF LIV.624 SF GAR, 1155 SF DCK, Lot 0 Phone 7608013274 Water Dist CA Date , Inspected *// /7/*C Approved ^-^ Disapproved Date Inspected Approved Disapproved Date Inspected Approved Disapproved Comments final Building Inspection Dept: Building Engineering Banning CMWD St Lite Fire Plan Check # Date Permit # CB052088 Permit Type Project Name SOHAEI RES NEW SFD.850 SF DEMO Sub Type ORG SFD.NEW 3645 SF LIV,624 SF GAR, 1155 SF DCK, Address 2359 PIO PICO DR Lot 0 Contact Person RON Phone 7608013274 Sewer Dist CA \ Water Dist CA Inspected t Bv Cifa& Inspected By Inspected BV £* i Date i 1 ., O€JQ*w Inspected /3y/?yL* Approved *r Date Inspected Approved Date Inspected Approved [ED)li^IgOWli RLI \\i i >/{</$& ] \JL C_\r\^\-^> ^£? CO^oMoS" 11/15/2006 RESDNTL SFD Disapproved Disapproved Disapproved Comments U 3 0 Inspection List Permit# CB052088 Type RESDNTL SFD SOHAEI RES NEW SFD.850 SF DEMO ORGSFD.NEW 3645 SF LIV,624 SF GAR, Date Inspection Item 02/21/2007 89 02/21/2007 89 11/15/2006 89 10/30/2006 39 10/30/2006 39 07/17/2006 18 07/14/2006 17 07/14/2006 18 07/14/2006 23 06/22/2006 84 05/09/2006 13 05/09/2006 18 04/12/2006 15 01/18/2006 11 01/18/2006 24 01/17/2006 14 01/17/2006 21 12/23/2005 11 12/20/2005 21 12/20/2005 22 12/13/200566 11/16/2005 11 11/15/2005 11 Final Combo Final Combo Final Combo Final Electrical Final Electrical Exterior Lath/Drywall Interior Lath/Drywall Exterior Lath/Drywall Gas/Test/Repairs Rough Combo Shear Panels/HD's Exterior Lath/Drywall Roof/Reroof Ftg/Foundation/Piers Rough/Topout Frame/Steel/Bolting/Weldin Underground/Under Floor Ftg/Foundation/Piers Underground/Under Floor Sewer/Water Service Grout Ftg/Foundation/Piers Ftg/Foundation/Piers Inspector Act Comments PY - PY RB PY PY PY PY PY PY PY PY PY PY PY PY PY PC PY PY PY PC PY AP Rl can you final this permit/9 PA GAS METER RELEASE - SEE NOTICE ATTACHED PA EMR PA EMR AP AP CO SEE NOTICE ATTACHED AP AP AP we AP AP ON 1-1 7-06 CA PA SUBFLOOR AP PA PRESLAB @ GARAGE AP AP AP AP CA Thursday, February 22, 2007 Page 1 of 1 City of Carlsbad Bldg Inspection Request For 02/21/2007 Permit# CB052088 Title SOHAE1 RES NEW SFD.850 SF DEMO Description ORG SFD,NEW 3645 SF LIV.624 SF GAR, 1155 SF DCK.435 CABANA Type RESDNTL Sub Type SFD Job Address 2359 PIO PICO DR Suite Lot 0 Location APPLICANT WRIGHT SAM Owner PARLOR FAMILY TRUST 11 -10-97 Remarks can you final this permit/? Inspector Assignment PY Phone Inspector Total Time CD Description 19 Final Structural \ 29 Final Plumbing 39 Final Electrical 49 Final Mechanical Requested By CW Entered By CHRISTINE Act Comment Comments/Notices/Holds Associated PCRs/CVs Original PC# CV030671 CLOSED O-JUNK PLACED ON C/P'S D W , C W M WILL NOT GO DOWN THF D W PCR06023 ISSUED PARLOR RES DEFf-ERED TRUSS, SUBM1TTAL Inspection History Date Description 11/15/2006 89 Final Combo 10/30/2006 39 Final Electrical 10/30/2006 39 Final Electrical 07/17/2006 18 Exterior Lath/Drywall 07/14/2006 17 Interior Lath/Drywall 07/14/2006 18 Exterior Lath/Drywall 07/14/2006 23 Gas/Test/Repairs 06/22/2006 84 Rough Combo 05/09/2006 13 Shear Panels/HD's 05/09/2006 18 Exterior Lath/Drywall 04/12/2006 15 Roof/Reroof 01/18/2006 11 Ftg/Foundation/Piers Act PA PA PA AP AP CO AP AP AP Insp PY PY RB PY PY PY PY PY PY WC PY AP PY AP PY Comments GAS METER RELEASE - SEE NOTICE ATTACHED EMR SEE NOTICE ATTACHED ON 1-17-06 City of Carlsbad Bldg Inspection Request For 11/15/2006 Permit* CB052088 Title SOHAEI RES NEW SFD,850 SF DEMO Inspector Assignment PY Description ORG SFD.NEW 3645 SF LIV,624 SF GAR, 1155 SF DCK.435 CABANA Type RESDNTL Sub Type SFD Job Address 2359 PIO PICO DR Suite Lot 0 Location APPLICANT WRIGHT SAM Owner FARLQR FAMILY TRUST 11-10-97 Remarks Phone 7608013274 Inspector Total Time CD Description 19 Final Structural 29 Final Plumbing 39 Final Electrical 49 Final Mechanical Requested By RON Entered By CHRISTINE Act Comment Comments/NotJces/Holds Associated PCRs/CVs Original PC# CV030671 CLOSED O-JUNK PLACED ON C/P'S D W , C W M WILL NOT GO DOWN 1 HE D W PCR06023 PENDING PARLOR RLS DhHERED TRUSS SUBMIT TAL Inspection History Comments EMR SEE NOTICE ATTACHED Date 10/30/2006 10/30/2006 07/17/2006 07/14/2006 07/14/2006 07/14/2006 06/22/2006 05/09/2006 05/09/2006 04/12/2006 01/18/2006 01/18/2006 Description 39 Final Electrical 39 Final Electrical 18 Exterior Lath/Drywall 17 Interior Lath/Drywall 18 Exterior Lath/Drywall 23 Gas/Test/Repairs 84 Rough Combo 13 Shear Panels/HD's 18 Exterior Lath/Drywall 15 Roof/Reroof 11 Ftg/Foundation/Piers 24 Rough/Topout Act PA PA AP AP CO AP AP AP we AP AP CA lns[ PY RB PY PY PY PY PY PY PY PY PY PY ON 1-17-06 CITY OF CARLSBAD BUILDING DEPARTMENT DATE NOTICE ** (760) 602-2700 1635 FARADAY AVENUE lME LOCATION PERMIT NO ^t4LM FOR INSPECTION CALL (760) 602-2725 RE-INSPECTION FEE DUE? - LJ YES / FOR FURTHER, INFORMATION, CONTACT PHONE CODE ENFORCEMENT OFFICER City of Carlsbad Bldg Inspection Request For 07/14/2006 Permits CB052088 Title SOHAEI RES NEW SFD,850 SF DEMO Inspector Assignment PY Description ORG SFD,NEW 3645 SF LIV.624 SF GAR, 1155 SF DCK.435 CABANA Sub Type SFD 2359 PJO PICO DR Lot 0 Type RESDNTL Job Address Suite Location APPLICANT WRIGHT SAM Owner FARLOR FAMILY TRUST 11-10-97 Remarks Phone 7608013274 Inspector Total Time Requested By RON Entered By JANEAN CD Description 17 Interior Lath/Dry wall Act Comment CommentWNotices/Hold Associated PCRs/CVs Original PC# CV030671 CLOSED O-JUNK PLACED ON C/P'S D W , C W M Wll I NOT GO DOWN THE D W PCR06023 PENDING FARLOR RES DEFTERED I RUSS, SUBMITTAL Inspection History CommentsDate 06/22/2006 05/09/2006 05/09/2006 04/12/2006 01/18/2006 01/18/2006 01/17/2006 01/17/2006 12/23/2005 12/20/2005 12/20/2005 12/13/2005 11/16/2005 11/15/2005 Description 84 13 18 15 11 24 14 21 11 21 22 66 11 11 Rough Combo Shear Panels/HD's Exterior Lath/Drywall Roof/Reroof Ftg/Foundation/Piers Rough/Topout Frame/Steel/Bolting/Welding Underground/Under Floor Ftg/Foundation/Piers Underground/Under Floor Sewer/Water Service Grout Ftg/Foundation/Piers Ftg/Foundation/Piers Act AP AP we AP AP CA PA AP PA AP AP AP AP CA Insp PY PY PY PY PY PY PY PY PC PY PY PY PC PY ON 1-17-06 SUBFLOOR PRESLAB © GARAGE CITY OF CARLSBAD BUILDING DEPARTMENT DATE NOTICE LOCATION Pu<3 PERMIT NO (760) 602-2700 1635 FARADAY AVENUE T,ME K r FOR INSPECTION CALL (760) 602-2725 RE-INSPECTION FEE DUE? I I YES ///!./?FOR FURTHER INFORMATION, CONTACT "-~» BUILDlNGrlNSPECTOR CODE ENFORCEMENT OFFICER © SEVERING CONSTRUCTION, INC, 2395 Pio Pico Drive + Carlsbad, CA 92008 Telephone (760) 720-4340 4- Fax (760) 720-5250 Cell (760)801-3274 + License # 745871 November 2, 2006 Carlsbad City Inspection Department 1635 Faraday Avenue Carlsbad, CA 92008 RE Sohaei Residence 23 59 Pio Pico Drive Carlsbad, CA 92008 Building Permit # CB052088 To Whom It May Concern Severmo Construction has constructed a new single family residence on the above referenced property As a part of the original agreement with the City of Carlsbad, the owners of the property were allowed to maintain residency in the existing house while construction on the new home was completed We are requesting that the owners, Mr and Mrs Sohaei, be allowed to remain in the existing (old) home and that the City would issue a final building inspection on the new home Once the final inspection is issued, the Sohaei's would take immediate occupancy and Severino Construction, Inc would then demo the existing (old) structure The grading and driveway would be completed at that time The demo for the existing (old) structure would be completed in December 2006 The Sohaei's have a number of animals, and a young child and finding a temporary home for two weeks would be difficult The new home will be ready for final inspection in one week Thank you for your consideration in this matter Should you have any questions or comments, please do not hesitate to contact me at 760/ 801-3274 Sincerely, Ronald Severino Severino Construction, Inc Page 1 of Date Job Name Address Job No Client/Contractor Field Report D Notice to Comply Type of Service Performed D Soil G Asphalt Concrete n Engr Observation Concrete LJ Structural Steel Pre-stress Concrete U Fireproofmg Masonry K Q Waterproofing Q Roofing nspection Check List Building Permit # D Soils Report Plan File* Plans Dn-Site Equipment JZ] Specs DSA# D RFI OSHPD# Codes Tests Performed (see attached)Sample Type \ 'H J Time In/Out CERTIFICATION OF COMPLIANCE All of the observed work, unless otherwise stated is in conforrnance with the approved plans and specifications and the vorkmanship provisions of the applicable code For any "nof-conforming" items the contractor shall schedule for remspection and rejejstinc inspector's Signature/Name' \pproval Signature/Name/Company WILLIAM E BILLINGS LAND SURVEYOR P O BOX 4231, CARLSBAD, CA 920 3 8-4231 760 434-6442 NOVEMBER 15,2005 BUILDING DEPARTMENT CITY OF CARLSBAD 1635 FARADAY AVENUE CARLSBAD, CA 92008 RE SETBACK CERTIFICATION FOR HOUSE AT 2359 PIO PICO DRIVE (APN 156-351-06) ON NOVEMBER 15, 2005,1 CHECKED THE FOUNDATION FORMS FOR SETBACK COMPLIANCE I FOUND THE FORMS MEET OR EXCEED THE MINIMUM SETBACKS SHOWN ON THE APPROVED PLANS CB 05-2088, APPROVED SEPTEMBER 20,2005 WILLIAM E BILLINGS, LS NO 338 EsGil Corporation In (Partners dip witfi government for ftuiftfing Safety DATE August 9, 20O5 UIAPPLJCANT JURISDICTION Carlsbad a PLAN REVIEWER Q FILE PLAN CHECK NO 052088 SET II PROJECT ADDRESS 2359 Pio Pico Dr. PROJECT NAME SFD for Frank & Lori Sohaei y * ' 'M ' Xj The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck The check list transmitted herewith is for your information The plans are being held at Esgil Corporation until corrected plans are submitted for recheck The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person The applicant's copy of the check list has been sent to X] Esgil Corporation staff did not advise the applicant that the plan check has been completed Esgil Corporation staff did advise the applicant that the plan check has been completed Person contacted Telephone #. Date contacted (by ) Fax # Mail Telephone Fax In Person REMARKS By Abe Doliente Enclosures Esgi! Corporation D GA D MB D EJ D PC 8/2/05 '' trnsmtldot 9320 Chesapeake Dnve, Suite 208 * San Diego, California 92123 * (858)560-1468 + Fax (858) 560-1576 EsGil Corporation In (partnership -with government for Quitting Safety DATE June 16, 2005 a AEElJCANT JURISDICTION Carlsbad Q PLAN REVIEWERa FILE PLAN CHECK NO 052088 SET I PROJECT ADDRESS 2359 Pio Pico Dr. PROJECT NAME SFD for Frank & Lori Sohaei 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 X] The applicant's copy of the check list has been sent to Sam Wright 2911 State St, Carlsbad, CA 92008 Esgil Corporation staff did not advise the applicant that the plan check has been completed X] Esgil Corporation staff did advise the applicant that the plan check has been completed Person contacted Sam Wright Telephone #• 760/213-1460 Date contacted ^'WoS"(by^x) Fax # p)fc 0)^20 MarL^--Telephone Fax-^ In Person REMARKS By Abe Doliente Enclosures Esgil Corporation D GA D MB Q EJ D PC 6/7/05 tmsmtldot 9320 Chesapeake Drive, Suite 208 * San Diego, California 92123 * (858)560-1468 4- Fax (858) 560-1576 Carlsbad 052O88 June 16, 2OO5 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK NO O52088 JURISDICTION Carlsbad PROJECT ADDRESS 2359 Pio Pico Dr. FLOOR AREA SFD - 3645 SF Garage - 624 SF, Decks - 1155 SF REMARKS DATE PLANS RECEIVED BY JURISDICTION DATE INITIAL PLAN REVIEW COMPLETED June 16, 2005 STORIES 2 HEIGHT DATE PLANS RECEIVED BY ESGIL CORPORATION 6/7/05 PLAN REVIEWER Abe Doliente 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 1999 NEC (all effective 11/1/02). 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 052088 June 16,2005 Please make all corrections on the original tracings, 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, specifications and calculations shall be signed and sealed by the California state licensed engineer or architect responsible foi their preparation, for plans deviating from conventional wood frame construction Specify expiration date of license (California Business and Professions Code) • FOUNDATION/STRUCTURAL 2 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 shaff aoVrse the budding official in writing that 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" 3 Show FJ-2 (11-7/8" TJI/360 @ 16" O C ) as called out on sheet 15 of the structural calculations Refer to sheet S4 of the plans 4 Use TS 6 X 6 x 3/8" for the columns along grids 1 and 2 as called out on sheets 35 through 38 of the structural calculations Refer to sheets S3 and S4 of the plans 5 Show the required reinforcements of the grade beams along grids 1 & 2 (2- # 6 T & B) as called out on sheet 43 of the structural calculations Refer to sheets S3 and SD5 of the plans Carlsbad 052088 June 16, 2005 • ELECTRICAL (NATIONAL ELECTRICAL CODE) 6 Per NEC Art 210-11(c)3, note on the plans that bathroom circuiting shall be either a) A 20 ampere circuit dedicated to each bathroom, or b) At least one 20 ampere circuit supplying only bathroom receptacle outlets 7 All bedroom branch circuits now require arc fault protection Note clearly on the plans that "Bedroom branch circuits will be arc fault circuit protected " NEC Art 210-12(b) • MISCELLANEOUS 8 Please see the following special requirements of the city 9 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 10 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 a No Q 11 The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123, telephone number of 858/560-1468, to perform the plan review for your project If you have any questions regarding these plan review items, please contact" Abe Doliente at Esgil Corporation Thank you SPECIAL REQUIREMENTS OF THE CITY 1 New residential units must be pre-plumbed for future solar water heating Note "two roof jacks must be installed" where the water heater is in the one story garage and directly below the most south facing roof (City Ordinance No 8093) 2 Note "two 3/4" copper pipes must be installed to the most convenient future solar panel location when the water heater is not in a one story garage and is not directly below the most south facing roof (City Ordinance No 8093) 3 All piping for present or future solar water heating must be insulated when in areas that are not heated or cooled by mechanical means (City Policy) J> Carlsbad 052088 June 16, 20O5 VALUATION AND PLAN CHECK FEE JURISDICTION Carlsbad PREPARED BY Abe Doliente BUILDING ADDRESS 2359 Pio Pico Dr. BUILDING OCCUPANCY R-3/U-1 PLAN CHECK NO O52088 DATE June 16, 2005 TYPE OF CONSTRUCTION V-N BUILDING PORTION SFD Garage Decks Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code AREA (Sq Ft) 3645 624 1155 cb Valuation Multiplier 92.00 2400 1300 By Ordinance Reg Mod VALUE ($) 335,340 14,976 15,015 365,331 $1,36584 Plan Check Fee by Ordinance Type of Review i) Repetitive FeeRepeats Complete Review D Other l~-, Hourly Structural Only Hour* Esgll Plan Review Fee $887.80 $764 87 Comments Sheet 1 of 1 macvalue doc ESS City of Carlsbad Public Works — Engineering BUILDING PLANCHECK CHECKLIST DATE BUILDING ADDR _ PROJECT DESCRIPTION ASSESSOR'S PARCEL NUMBER /!Tt> LANCHECKNO ~ O <*EST VALUE ENGINEERING DEPARTME APPROVAL The item you have submitted for review has been approved The approval is based on plans, information and/or specifications provided in your submillai therefore any changes to these items after this aate, 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 Li A Right-of-Way permit is required prior to construction of the following improvements DENIAL Please see^thy attached report of deficiencies marked wltlq^CK Make necessary corrections to plans or specifications for compliance with applicable codes and standards Submit corrected plans and/or specifications to this olfedeTbr review By Date Date- Date By FOR OFFICIAU USE ONLY AUTHORISATION TO ISSUE BUILDING PERMIT. Date n n ATTACHMENTS Dedication Application Dedication Checklist Improvement Application Improvement Checklist Neighborhood Improvement Agreement Grading Permit Application Grading Submittal Checklist 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 CFD INFORMATION Parcel Map No Lots Recordalion Carlsbad Tract CA 92O08-7314 • (76O) 6O2-272O • FAX (760) BUILDING PLANCHECK CHECKLIST D SITE PLAN Prqyide a fully dimensioned site plan drawn to scale Show >« North Arrow :mg & Proposed Structures :mg Street improvements Property Lines (show all dimensions iasements J Riqht-of-Way Width & Adjacent Streets veway widths istmg or proposed sewer lateral Existing or proposed water service Existing or proposed irrigation service 2 Show on site plan 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. rtrtJlny^MASTERS^BlJlUilng Ptancheck Cklal Form (QenorK.) doc BUILDING PLANCHECK CHECKLIST DISCRETIONARY APPROVAL COMPLIANCE Q 4a Project does not comply with the following Engineering Conditions jDf approval for Project N<£> CH D conditions are in compliance Date DEDICATION REQUIREMENTS 5 Dedication for all street Rights-of-Way adjacent to the building site and any storm dram or utility easements on the building site is required for all new buildings and for remodels with a value at or exceeding $ 15.276 , 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 W 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 nol be accept by mail or fax Dedication completed by Date n a IMPROVEMENT REQUIREMENTS 6a All needed public improvements upon and adjacent to the building site must be constructed at time of building construction whenever the value of the construction exceeds $ 76.380 . 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\KATH1TMASTERS\BmWlng Plandieck Chlsl Form (Generic) doc BUILDING PLANCHECK CHECKLIST ST ,RD D D n 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 defeired pursuant to Carlsbad Municipal Code Section 1840 Please submit a recent property title report or current grant deed on the properly and processing fee of S 360 00 so we may prepare the necessary Neighborhood Improvement Agreement This agreement must be signed, notarized and approved by the City prior to issuance of a Building permit Future public improvements required as follows 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 adjacent to building site must be lepaired to the satisfaction of the City Inspector prior to occupancy nnn zf n n GRADING PERMIT REQUIREMENTS The conditions that invoke the need for a grading permit are found in Section 11 06 030 of the Municipal Code 7a Inadequate information available on Site Plan to make a determination on grading requirements. Include accurate grading quantities in cubic yards (cut, fill 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 7c Graded Pad Certification required {Note Pad certification may be required even if a grading permit is not required ) F farmer Kalhv\MAM EHfa\ Building Plancheck Cklst Form (Generic) doc BUILDING PLANCHECK CHECKLIST ST1 D /-}NL D 3 D RD D D D D 7d No Grading Permit required 7e If grading is not required, write "No Grading" on plot plan MISCELLANEOUS PERMITS 8 A RIGHT-OF-WAY PERMIT is required to do work in City Right-of-Way and/or private work adjacent to the public Right-of-Way Types of work include, but are not limited to street improvements, tree trimming, driveway construction, tying into public storm dram, sewer and water utilities Right-of-Way permit required for D D D D n D D INDUSTRIAL WASTE PERMIT If your facility is located in the City of Carlsbad sewer service area, you need to contact the Carlsbad Municipal Water District, located at 5950 El Cammo Real, Carlsbad, CA 92008 District personnel can provide forms and assistance, and will check to see if your business enterprise is on the EWA Exempt List You may telephone (760) 438-2722, extension 7153, for assistance Industrial Waste permit accepted by Date 10 NPDES PERMIT Complies with the City's requirements of the National Pollutant Discharge Elimination System (NPDES) permit The applicant shall provide best management practices to reduce surface pollutants to an acceptable level prior to discharge to sensitive areas Plans for such improvements shall be approved by the City Engineer prior to issuance of grading or building permit, whichever occurs fii Required fees are attached Q No fees required WATER METER REVIEW 12a Domestic (potable) Use Ensure that the meter proposed by the owner/developer is not oversized Oversized meters are inaccurate during low-flow conditions If it is oversized, for the life of the meter, the City will not accurately bill the owner for the water used • All single family dwelling units received "standard" 1" service with 5/8" service r Kaihy \MAJj i ERb\Bu!lding Piancheck Cklst Form (Genefiq doc 1ST 2' 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 1 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 ildmg PlanCHeck Cklfil Form iGensricl doc BUILDING PLANCHECK CHECKLIST pND qRD service boundary, the City intends on switching these irrigation services/meters to a new recycled water line in the future Q] [J I2c Irrigation Use (where recycled water is available) 1 Recycled water meters are sized the same as the irrigation meter above 2 If a project fronts a street with recycled water, then they should be connecting to this line to irrigate slopes within the development For subdivisions, this should have been identified, and implemented on the improvement plans Installing recycled water meters is a benefit for the applicant since they are exempt from paying the San Diego County Water Capacity fees However, if they front a street which the recycled water is there, but is not live (sometimes they are charged with potable water until recycled water is available), then the applicant must pay the San Diego Water Capacity Charge If within three years, the recycled water line is charged with recycled water by CMWD, then the applicant can apply for a refund to the San Diego County Water Authority (SDCWA) for a refund However, let the applicant know that we cannot guarantee the refund, and they must deal with the SDCWA for this D D D 13 Additional Comments: F \FamieiiKalliy\MASTERS\BLjnding Planeheck Ck!»l Form (Generic) doc ENGINEERING DEPARTMENT FEE CALCULATION WORKSHEET D Estimate based on unconfirmed information from applicant D Calculation based on budding plancheck plan submittal Address Prepare^roy >3s^ fro to Bldg Permit No Date Checked by Date EDU CALCULATIONS List types and square footages for all uses Types of Use 5 /<*> Sq Ft /Units Types of Use Sq Ft /Units APT CALCULATIONS List types and square footages for all uses Types of Use J f^ Q Sq 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 D 2 TRAFFIC IMPACT FEE ADT's/UNITS X FEE/ADT D 3 BRIDGE AND THOROUGHFARE FEE (DIST #1 ADT's/UNITS X FEE/ADT D D 4 FACILITIES MANAGEMENT FEE UNIT/SO FT 5 SEWER FEE EDU's BENEFIT AREA EDU's ZONE. X FEE/SO FT /UNIT D 6 SEWER LATERAL ($2,500) D 7 DRAINAGE FEES PLDA^ ACRES /' ~L(# U 8 POTABLE WATER FEES UNITS CODE CONNECTION FEE X FEE/EDU X FEE/EDU HIGH = $ /LOW FEE/AC METER FEE SDCWA FEE IRRIGATION WordtDocs\Mlsform^Fee Calculation Worksheet 1 of 2 RPV 7/14/nn PLANNING DEPARTMENT BUILDING PLAN CHECK REVIEW CHECKLIST <0 £ ft" " u u s s sQ. D. O. Q'DD s-tifn Plan Check No _ Planner Chris Sexton APN JSfX- 35f -Ob Or Phone (760) 602-4624 Type of Project & Use Net Project Density_ -c»~ Zoning /?"/ General Plan K I O^ Facilities Management Zone _ / DU/AC CFD (in/out) #_Date of participation Remaining net dev acres Circle One (For non-residential development Type of land used created by this permit . ) Legend: £<] Item Complete Environmental Review Required: DATE OF COMPLETION. 'tem Incomplete - Needs your action YES _ NO u^TYPE Compliance with conditions of approval' If not, state conditions which require action Conditions of Approval _ . __ Discretionary Action Required: APPROVAL/RESO NO PROJECT NO f YES TYPE (LO P DATE OTHER RELATED CASES Compliance with conditions or approval9 If not, state conditions which require action. Conditions of Approval D Coastal Zone Assessment/Compliance Project site located in Coastal Zone' CA Coastal Commission Authority?YES NO If California Coastal Commission Authority Contact them at - 7575 Metropolitan Dnve, Suite 103, San Diego CA 92108-4402, (619) 767-2370 Determine status (Coastal Permit Required or Exempt). _ .. _ Coastal Permit Determination Form already completed7 YES __ NO _ If NO, complete Coastal Permit Determination Form now Coastal Permit Determination Log # _ _ . Follow-Up Actions: 1) Stamp Building Plans as "Exempt" or "Coastal Permit Required" (at minimum Floor Plans) 2) Complete Coastal Permit Determination Log as needed Inclusionary Housing Fee required: YES ix^'NO (Effective date of Inclusionary Housing Ordinance - May 21,1993) Data Entry Completed' YES NO (A/P/Ds, Activity Maintenance, enter CB#, toolbar, Screens, Housing Fees, Construct Housing Y/N, Enter Fee, UPDATE!) Site Plan: H \ADMlN\COUNTER\BldgPlnchkRevChklst Rev 9/01 D 1 Provide a fully dimensional site plan drawn to scale Show North arrow property easements, existing and proposed structures, streets, existing street improvements nght-of *ax width, dimensional setbacks and existing topographical lines {including all side and rear varc slopes), D 2 Provide legal description of property and assessor's parcel number D D Policy 44 - Neighborhood Architectural Design Guidelines 1. Applicability YES ^ NO 2 Project complies YES V Zoning: 1 . Setbacks Front Interior Side: Street Side: Rear: Top of slope. ^ NO i-. _i O/VRequired ^L/ Required ID' Required Required QQ1 Required 2 Accessory structure setbacks: Front. Reouired Interior Side. Street Side Rear Structure separation: 3 Lot Coverage. 4 Height Required F} ' Required Required S * Required fO' Required < ^40 /o Required "^^50 Shown ^-O Shown /O 7 Shown Shown t^<iu f Shown Shown Shown JD* Shown Shown XMfi ' Shown J O ' Shown '^S/O/o Shown C7CJ LO 5. Parking;Spaces Required »Shown (breakdown by uses for commercial and industrial projects required) Residential Guest Spaces Required Shown ._ D CU D Additional Comments. OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER DATE (& * H \ADMIN\COUNTER\BldgPlnchkRevChklst Rev 9/01 MIKE SURPRENANT & ASSOCIATES Consulting Structural Engineers STRUCTURAL CALCULATIONS (Corrections) Project Sohaei Residence 2359 Pio Pico Dnve Carlsbad, California 92008 Prepared for Samuel B Wright Wnght Design 2911 State Street Carlsbad, California 92008 Project No. 05062 Date July 20, 2005 335 15th Street San Diego, California 921O 531.0758 JOB.4/f/ter fife. C ( SURPRENANT SHEET NO & ASSOCIATES CALCULATE Kfc. DATE. _ Consulting Structural Engineers CHECKED BY DATE. SCALE Correction Response a Correction #1 (Plans) Engineer to stamp structural portion of drawings prior to re-submittal. a Correction #3 (Foundation/Structural) The (FJ-2) reference is for the floor joists on sheet S-3 See sheet S-3 for appropriate floor joist call-out a Correction #4 (Foundation/Structural) See revised framing plans and attached calculations for appropriate steel column call- cuts a Correction #5 (Foundation/Structural) Designer to show appropriate grade beam reinforcement call-out per the structural mark-ups prior to re-submittal (See revised sheet S-3) n r ttM* flAwt T L Title Dsgnr Description Scope Rev 560100 User KW 0605503 Ver 5 6 1 25 Oct 2002 (c)1983 200? ENFIRCALC Engineering Software Steel Column Job# Date 450PM, 13 JUL05 Page 1 c ^documents and sellings\david\desklop\piO|e Description STEEL FLAGPOLES @ GRIDLINE 1 (Revised-07-13-05) General Information Steel Section P6STD Column Height 13500ft End Fixity Fix-Free Live & Short Term Loads Combined Loads Axial Load Dead Load 2 26 k Live Load 4 30 k Short Term Load k Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements | Fy Duration Factor Elastic Modulus X-X Unbraced Y-Y Unbraced Ecc Ecc 35 00 ksi 1 330 29,000 00 ksi 13500ft 1 3 500 ft for X-X Axis Moments for Y-Y Axis Moments X-X Sidesway Y-Y Sidesway Kxx Kyy 0000 in 0 000 in Sway Allowed Sway Allowed 2 100 2 100 | Point lateral Loads Along Y-Y (strong axis moments) Along X-X ( y moments ) DL LL ST 0921 k k 1 Summary | Section P6STD, Height = 1350ft Unbraced Lengths X-X = 1350ft, Combined Stress Ratios AISC Formula H1 - 1 AISC Formula H1 -2 AISC Formula H1 -3 Axial Loads DL = 226, Y-Y= 1350ft Dead 00622 LL = 4 30, ST = 0 00k Ecc Live DL + LL 0 1807 00559 01185 Column Design OK = 0000m DL + ST + (LL if Chosen) 07083 XX Axis Fa calc'd per Eq E2-2, K*L/r > Cc ...YY. Axis. .Faj:_a!c:dj>er_Eq_E2-2, K!Lfc>_Cc Stresses | Allowable & Actual Stresses Fa Allowable fa Actual Fbxx Allow [F31] fb xx Actual Fbyy Allow [F31] fb yy Actual Analysis Values F'ex DL+LL F'ey DL+LL F'ex DL+LL+ST F'ey DL+LL+ST Max X-X Axis Deflection Dead 6 50 ksi 0 40 ksi 23 10 ksi 0 00 ksi 2310 ksi 0 00 ksi 6,498 psi Cm x 6,498 psi Cm y 8,642 psi Cmx 8,642 psi Cm y -1 602 in at 13500ft Live 6 50 ksi 0 77 ksi 2310KSI 0 00 ksi 23 10 ksi 0 00 ksi DL+LL DL+LL DL+LL+ST DL+LL+ST Max Y-Y Axis DL + LL DL + Short 6 50 ksi 1 17 ksi 23 10 ksi 0 00 ksi 23 10 ksi 000 ksi 085 Cby DL+LL 085 Cby DL+LL 085 Cb> DL+LL+ST 085 Cby DL+LL+ST Deflection 0000 in at 8 64 ksi 1 17 ksi 30 72 ksi 1759 ksi 30 72 ksi 0 00 ksi 1 75 1 75 1 00 1 75 0000ft | £- Ftp- •(j>tttJfxi °s9nr ' IT Description Scope Rev 560100 User KW-O605503 Var561 ?5 Ocl 2002 Steel CO lUTHI(c)1 963 2002 ENERCALC Engineering Soilware v IA* w • w • M • • • • Description STEEL FLAGPOLES @ GRIDLINE 1 (Revised~07-13-05) Section Properties P6STD Diameter 663m Weight 1895#/ft Area 5 58 m2 Thickness 0 280 in Job# X, Date 4 50PM, 13 JUL05 °f Page 2 I c Wocuments and sellings\david\desKtop^proje | \-~XX l-yy S-x< S-yy r-xx r-yy 28 10m4 28 10m4 8 483 m3 8483in3 2 244 m . 2 244 in | Rev 560100User KW 0605503 Ver 5 6 1 25 Oci 2002 (c)1903-?002 ENERCALC Engineering Software Title Dsgnr Description Scope Job* Date 439PM, 13JUL05 Steel Column Page 1 c ^documents and seihngs\david\ijpsktop\pro|p) Description STEEL FLAGPOLES @ GRIDLtNE 2 (Revised~07-13-05) General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements I Steel Section P6STD Fy 35 00 ksi X-X Sidesway Sway Allowed Duration Factor 1 330 Y-Y Sidesway Sway Allowed Column Height 14 000 ft Elastic Modulus 29,000 00 ksi End Fixity Fix-Free X-X Unbraced 14000ft Kxx 2100 Live & Short Term Loads Combined Y-Y Unbraced 14000ft Kyy 2100 Loads | Axial Load Dead Load 3 40 k Live Load 6 47 k Short Term Load k Point lateral Loads DL Along Y-Y (strong axis moments) Along X-X ( y moments ) Ecc for X-X Axis Moments 0 000 m Ecc for Y-Y Axis Moments 0 000 in LL ST _ Height 0639k 14000ft k ft I Summary |Column Design OK Section P6STD, Height' 14 00ft, Axial Loads DL = 340, LL = 647, ST = 000k, Ecc = 0 000m Unbraced Lengths X-X = 1400ft Y-Y = 1400ft Dead Live DL + LL . DL + ST + (LL if Chosen! 06689 04752 Combined Stress Ratios AISC Formula H1 -1 AISC Formula H1 -2 AISC Formula H1 - 3 01919 00552 02926 00842 01007 XX Axis Fa calc'd Der Eq E2-2, K*L/r > Cc Stresses Allowable & Actual Stresses Fa Allowable fa Actual Fbxx Allow [F3 1] fb xx Actual Fbyy Allow [F31] fb yy Actual Analysis Values F'ex DL+LL F'ey DL+LL F'ex DL+LL+ST F'ey DL+LL+ST Max X-X Axis Deflection Dead 6 04 ksi 061 ksi 23 10 ksi 0 00 ksi 23 10 ksi 0 00 ksi 6,042 psi Cm x 6,042 psi Cm y 8,036 psi Cm x 8,036 psi Cm y -1 239 in at 14000ft Live 6 04 ksi 1 16 ksi 23 10 ksi 0 00 ksi 23 10 ksi 0 00 ksi DL+LL DL+LL DL+LL+ST DL+LL+ST Max Y-Y Axis DL + LL DL + Short 6 04 ksi 8 04 1 77 ksi 1 77 23 10 ksi 3072 000 ksi 1265 2310 ksi 3072 0 00 ksi 0 00 085 Cfax DL+LL 085 Cby DL+LL 0 85 Cb x DL+LL+ST 085 Cby DL+LL+ST 1 ksi ksi ksi ksi ksi ksi I 1 75 1 75 1 00 1 75 Deflection 0 000 in at 0 000 ft A #fot fjoriiL&Mi ' /" u*>pf-ir I Rev 560100User KW 0605503 Ver 5 6 1 25 pel 2002 (c)1983 2002 FNERCALC Engineering Software Description STEEL FLAGPOLES ( Section Properties P6STD Diameter 6 63 in Thickness 0 280 in Title Dsgnr Date Description Scope Steel Column c \docurm g GRIDL1NE 2 (Revised~07-13-05) Weight 1895#/ft l-xx Area 5 58 m2 l-yy S-xx S-yy r-xx r-yy Job# ' 439PM, 13 JUL05 Page 2 1 jnts and settmgsWavidWesKtop^proje | I 2810m4 2810m4 8483m3 8483m3 2 244 in 2 244 in joe. MIKE SURPRENANT # ASSOCIATES Consulting Structural Engineers ft CALGUtATCOBY. CHECKED BY SCALE __^_ OF__ DATE. DATE. Story Shearwafls £~W Direction Unit Lateral iUad, v = Tributary Area (This Level): Lateral Load (This Level): _ Lateral Load (Level Above): Shcarwall(s) Length, L Uml Wall Shear, v Shearwall Type: -0 Total Load (All Levels), Fx = ft. 111 plf Orertuming: lift= (V L-ft.Okay by Ii^ecoo Holdown Anchor Type: Tributary Area (TWs Level): Lateral Load CThis Level): _ Lateral Load (Level Above)- Shearwall(s) Length, L Unit WaUShear, v = PX/L = Total Load (All Levels), F, •• ft. Shearwall Type: Overturnlne: L = Tributary Area (Ttos Level): Lateral Load (This Level): Lateral Load (Level Above)- ShearwalKs) Length, L Umt Wall Shear, v = F^IL = Shearwail Type- { | Overturning; L =. Okay by Inspection Lbs Holdown Anchor Type:D 84. .Lbs Lbs Holdown Anchor Type: Total Load (All Levels), Fx ft PRODUCT !OT MIKE SURPRENAJNT & ASSOCIATES Consulting Structural Engineers JOB. SHEET NO CALCULATED BY. CHECKED BY SCALE - _-- --^ J-._/7OF _ L_ DATE, DATE. ?L MIKE SURPRENANT & ASSOCIATES Consulting Structural Engineers STRUCTURAL CALCULATIONS Project Sohaei Residence 2359 Pio Pico Drive Carlsbad, California 92008 Prepared for Samuel B Wright Wright Design 2911 State Street Carlsbad, California 92008 Project No 05062 Date. June 3, 2005 I335 15th Street San Diego, California 921 MIKE SURPRENANT & ASSOCIATES Consulting Structural Engineers JOB. „ SHEET NO CALCULATED BY, CHECKED BY__ SCALE ._ _,- 5 OF_ DATE DATE 4. TABLE OF CONTENTS PAGE 1 PROJECT SCOPE 2 DESIGN CRITERIA SUMMARY . DESIGNLOADS... VERTICAL ANALYSIS. A HORIZONTAL MEMBER DESIGN (BEAMS, HEADERS, JOISTS, ETC'.) B VERTICAL MEMBER DESIGN (COLUMNS, STUDS, ETC ) LATERAL ANALYSIS: A. SEISMIC/WIND LOADS B. LATERAL LOAD DISTRIBUTION C LATERAL LOAD-RESISTING DESIGN. I SHEARWALL DESIGN . . . . .. . , H. CANTILEVERED STEEL COLUMN ELEMENTS m STEEL MOMENT FRAMES D REDUNDANCY FACTOR VERIFICATION 22 FOUNDATION DESIGN: A. CONTINUOUS FOOTINGS B. SPREAD FOOTINGS . C RETAINING WALLS . , D SPECIAL SYSTEMS. I. GRADE BEAMS ... H. DEEPENED PIERS. SCHEDULES. .. A. SHEARWALL SCHEDULE. ,. B. HOLD DOWN SCHEDULE C. SIMPSON STRONGWALL SCHEDULE D SPREAD FOOTING SCHEDULE V2. tt/L Jtt. D PflODUCTZO? I V & Associates '1 r A1----1-1- 1 - Consulting Structural Engineers Job U?Wl/ Sheet No Calculated bv Checked bv Scale ^ of *f^ Date Date PROJECT SCOPE a Provide vertical & lateral load calculations for a proposed approximate 3,645 sq ft two-story single-family residence with an attached 624 sq ft two-car garage to be constructed at 2359 Pio Pico Drive Carlsbad, California Residence to be constructed utilizing primarily wood-frame construction Roof framing to consist of conventional "stick-frame", floor framing to consist of manufactured "I" joists, and the foundation system to consist of a conventional concrete slab-on-grade with deepened perimeter footings These calculations have been prepared for the exclusive use of Mr & Mrs Frank and Lori Sohaei and their design consultants (Wright Design) for the specific site hsted above Should modifications be made to the project subsequent to the preparation of these calculations, Mike Surprenant & Associates should be notified to review the modifications with respect to the recommendations/conclusions provided herein, to determine if any additional calculations and/or recommendations are necessary Our professional services have been performed, our findings obtained, and our recommendations prepared in accordance with generally accepted engineering principles and practices JOB, MIKE SURPRENANT & ASSOCIATES Consulting Structural Engineers SHEET NO CALCULATED BY. CHECKED BY SCALE DATE. DATE. GOVERNING CODE: CONCRETE: MASONRY: MORTAR: GROUT: REINFORCING STEEL: STRUCTURAL STEEL: WELDING: SAWN LUMBER: I-JOISTS: MICROLLAMS/ PARALLAMS/ TIMBERSTRAND GLULAMS: SOIL: DESIGN CRITERIA SUMMARY 2001 C.B.C. f c = 2500 PSI, NO SPECIAL INSPECTION REQ'D, (U N.O.) ASTM C90, f „ = 1500 PSI, NO SPECIAL INSPECTION REQ'D, (U N.O) ASTM C270, f c = 1800 PSI, TYPE S ASTM C476, f c = 2000 PSI ASTM A615, Fy = 40 KSI FOR #3 AND SMALLER ASTM A615, Fy = 60 KSI FOR #4 AND LARGER (UNO) ASTM A992, Fy = 50 KSI (ALL ' W SHAPES, ONLY) ASTM A36, Fy = 36 KSI (STRUCTURAL PLATES, ANGLES, CHANNELS) ASTM A500, GRADE B, Fy = 46 KSI (STRUCTURAL TUBES-HSS) ASTM A53, GRADE B, Fy = 35 KSI (STRUCTURAL PIPES) E70-T6-TYP. FOR STRUCTURAL STEEL E90 SERIES FOR A6I5 GRADE 60 REINFORCING BARS DOUG FIR LARCH, ALLOWABLE UNIT STRESSES PER 1997 UBC TrusJoist MacMillan - ICBO PFC-4354 (TJI & TJI/PRO MEMBERS) TrusJoist MacMillan - ICBO PFC-4354 - (LVL/PSL/LSL MEMBERS) DOUGLAS FIR OR DOUGLAS FIR/HEM GRADE 24F-V4 (SIMPLE SPANS) GRADE 24F-V8 (CANTILEVERS) EXISTING NATURAL SOIL VALUES PER UBC TABLE 18-I-A SOIL CLASSIFICATION - SOILS REPORT BY. DATED &T ///23/QY ALLOWABLE BEARING PRESSURE ACTIVE SOIL PRESSURE (CANTILEVER) ACTIVE SOIL PRESSURE (RESTRAINED) PASSIVE SOIL PRESSURE COEFFICIENT OF FRICTION PSF _^ PCF __JI PCF JL50PCF D PRODUCT 207 MIKE SURPRENANT & ASSOCIATES Consulting Structural Engineers JOB. SHEET NO CALCULATED BY_ CHECKED BY SCALE DATE. _ DATE. ROOF DEAD LOAD ROOFING MATERIAL SHEATHING RAFTERS/CJ (or) TRUSSES INSULATION DRYWALL OTHER (ELEC , MECH , MISC ) TOTAL DEAD LOAD LIVE LOAD TOTAL LOAD FLOOR DEAD LOAD FLOORING FINISH LT WEIGHT CONCRETE ( in ) SHEATHING JOISTS DRYWALL OTHER (ELEC , MECH , MISC ) TOTAL DEAD LOAD LIVE LOAD TOTAL LOAD EXTERIOR WALL STUDS DRYWALL INSULATION EXTERIOR FINISH OTHER TOTAL LOAD INTERIOR WALL STUDS DRYWALL OTHER TOTAL LOAD: DESIGN LOADS CASEl MATERIAL: 6/4 Li/4AA2&> SLOPE: Z^'fl" %O PSF 15 40 15 25 05/•r o PSF ^ 0 PSF ^5-0 PSF 1?LOOR MATERIAL: fafJl^n HA20 35 25 30 /To PSF *jQ 0 PSF ££ .0 PSF FINISH: xfouGt* 10 PSF 25 15lo o 10 /(, .0 PSF CASE 11 PSF 15 40 15 25 05 0 PSF 0 PSF .0 PSF DECK /ftO PSF 20 35 25 30 Z/0 PSF Ijo 0 PSF k ' .0 PSF 10 PSF 25 15 0 10 .0 PSF 1 0 PSF 50 10 7*0 PSF ,• j^ «fc»> MIKESUHPRENANT r II V [ & AooUdAllio rn , AiL. Consulting Structural Engineers r-ai ra n a-rcn «v '!L^~J" ^^ ««*«« «U,F HORIZONTAL MEMBER DESIGN LEVEL: AW MEMBERS: &£^/H£ LABEL: /£# -/ SPAN= /?,# FT. 13 UNIFORM LOAD D POINT T OAD (CENTERED) ., , ., LJ CUSTOM LOADING (ShB DIAGRAM) *"" " ' ^Y firiT^v^/ If^'j}/ dr "'l^Yty y^/i) 44r^'V'/ ^ P-, = R,.= 7/7fc Ibs r VMAX= " Ibs ;/ n 11 (/''f—V1// MMAX= ?3fo3O it-lbs USE: ^H /i5,& GRADE: ^U> C: $Tp ALT: 6%"X //•, 5"' GRADE: <^£ C: f7D LABEL: P-R-1 SPAN= ZO, f FT. [^UNIFORM LOAD D CUSTOM LOADING (SEE DIAGRAM) '•i . Pi = P^ = R, = V$b Ibs /O^L /<•/ ) VMAX= " Ibs>i > , t / 71" "VfJ MMAV— ty^/V-ft fl-lhc*f T* 1 1 f 1TI*"AA— 1 Jl f \J 11 XUa USE: 5 /S / /2.0 GRADE: (^UB- C: &i P ALT: 6^"X/ti" GRADE: 6-W? C: &TO LABEL: ^/3'> SPAN= ^-/t> FT. p D UNIFORM LOAD Q^ CUSTOM LOADING (SEE DIAGRAM) a** V i-v'v/t-Oy( n / ~ I T'tyJ'if' s PI - /fc^ ijj5 P, = R,.= ?905" ibs VMAX = 111? Ibs •T, ., ~ _ MMAX- /(0?-OO ft~lbs USE: /,0 X/(f[<? GRADE: f5L C: ALT: ^^f'V /Z, 0 " GRADE: ^U> C: SIP {'/-1p'V(l) Vjf HATP r/, s RD= VY?!* ibsE = /£QQ ksi IREO'D = fl1/^ in4 "1 A Rn = SV2^> Ibs E = /"SOtl ksi IREO'D = /7o& m4 * f & y ' ?/ / S RR = ^ $31? Ibs E = 2.J3OO ksi IREO'D = "in4 D fflODUCTSOT MIKE SURPKEN ANT & ASSOCIATES _ Consulting Structural Engineers SHEET NO CALCULATED BY_ CHECKED BY DATE. DATE. LEVEL: MEMBERS: ioO/2- LABEL: FB-I SPAN= nn PI =p — USE: ALT: UNIFORM LOAD POINT LOAD (CENTERED) fa? FT. CUSTOM LOADING (iJBfc DIAGRAM) * — '/fefr/)^ f/Y^fl)f2oM.t Ajj-bMll''^/, 1 r.-raMft S ltf$ 0 " GR. R, * 5^0 Ibs VMAX = 1t Ibs MMAX- ?-/ftfO ft Ibs \DE: P^U C: - RH= $tyQ Ibs E = 2000 ksi IREO-D = %!<? m4 GRADE: C: LABEL:SPAN=FT. IU UNIFORM LOAD D POINT LOAD (CENTERED) V, USE: ALT: VMAX = >' Ibs E =_ MMAX= /?n^ ft-lbs IREQ-D GRADE:_ GRADE: C: C: _lbs ksi m LABEL: Ffr "3 SPAN= /t^ FT. LT UNIFORM LOAD .n porNTinAn(rF.iMTFRFnt ( * D CUS'lUM LOADING (ShE DIAGRAM) 'i Wi- ^ffojC /ij USE: 7-£?^1^" ALT: j \Mf ^/v f1'/ ' vn' /' v ' /I I^J- 6 v '/' ' x RT - (sl^V Ibs Ro- w/^"1' Ibs VMAX- n Ibs E - ?(X>'Ji ksi j _, MMAX- JO^YO ft-lbs IfcEQ'D = "" in4 I GRADE: P^ C: GRADE: C: JOB. MIKE SURPRENANT & ASSOCIATES Consulting Structural Engineers SHEET NO CALCULATED BY, CHECKED BY SCALE OF DATE DATE LEVEL: Ho MEMBERS: 1' LABEL: fM D UNIFORM LOAD D/ POINT LOAD (CEP & CUSTOM LOADIN 1 — j\£ ) MS / ] ' t > pi = jV(Fprs)-5VJ? PI = USE: 6n ^ lit ALT: 3ft ^£j4^"5 SPAN= V\$ FT. -Tl 4TPREr>) , ^\ ,K G (SEE DIAGRAM) » \ XoYM^)' 7^*7'' f'l J^ ••• ••'•"'"" 5T Ibi R, = 52-0? ibs / VMAX - '' Ibs n l^PV^ MMAX= ^O^faO ft-lbs ) GRADE: ki> C: STO GRADE: C: -^ * / RD = *Mt ibs E = )tOO ksi IREO'D = * in4 LABEL: /?-^ \tf UNIFORM LOAD D POINT LOAD (CEP D CUSTOM LOADIN Wi- (/yO'ln'^7 W2= V ' VPI = USE: "b'MltS ALT: SPAN= //.O FT. •TTRPBH} U (Slit U1AURAMJ ^"""~ 1 L R, = 5(o(7 ibs VMAX = '' Ibs , MMAX= I5HHO ft-lbs GRADE: f^U C: - GRADE: C: A RD= 5(9 (7 Ibs E ~ Z,00^> ksi IREQ-D = ?0 / in4 LABEL: D UNIFORM LOAD D POINT LOAD (CEN D CUSTOM LOADIN Wi- Pl =p _ USE: ALT: SPAN= FT. ITERED) LJ(ShE DIAGRAM) / R, = Ibs VMAX = Ibs MMAX = ft-lbs GRADE: C: GRADE: C; RD = Ibs E = ksi IREOTD = in4 MIKE SURPRENANT & ASSOCIATES Consulting Structural Engineers JOB_ SHEET NO i.VI CALCULATED BY_ CHECKED BY SCALE DATE. DATE. LEVEL: lw#- MEMBERS; ]faA&«> LABEL: ffc-f SPAN= IW FT. \\ D UNIFORM LOAD r1"1 POINT I-OAn (rfiNTPPFD) ' i CUS'lOM LOADING (SHH UlAURAMj J , "" K^ "''''' JWihs VMAX= u Ibs l| p ..-ii i- MMAX= |l!}IYO ft-Ibs USE: ^\M\\ ^ GRADE: T>^ C:. ' ALT: GRADE: C: LABEL: Ito-l- SPAN= /(f 5 FT. IF UNIFORM LOAD D POINT LOAD (CENTERED) ^_ LJ CUSTOM LOADING (SEE DIAGRAM) F P.2= , VMAJC= '! Ibs ,-,M\ t\ ^/.^r~vn/ MMAX^ 2-%7Q ft-Ibi USE: ^/-MI'jJ GRADE: f4^> C: STD ALT: GRADE: C: LABEL: M~$ SPAN= A^ FT. ^ D UNIFORM LOAD ' D /POINT LOAD (CENTERED! ET CUSTOM LOADING (SEE DIAGRAM) ^ M A 4 w /-5/j*/ft\fZ» f-MI Nil '/rrAwM'TWi^ ,/fH^L /4^ \jl\ '/^- > VMAX= "M rfs Ibs - '/ !Vfn/ ?' f^ MMAX= ^U'Oft.ibs USE: 5 n Ml7 It GRADE: P^ C: " ALT: GRADE: C: 4 t RD =t 30^ Ibs E = 20O<? ksi IltBQ'D = * in4 ", j < RP = Cf * T5^ Ibs E = &OO ts\ I&EO'D = m4 -i i ' f RH= J^y ibs E = &JO^ ksi IHEO-D = " in4 m Title Osgnr Description Job# Date 11 34AM, 23 MAY 03 I I Rev 56D10DI Uset KW-Q6Q5503 Ver 5 6 1 25 Oct 2002 (c)1983 2002 ENERCALC Engineering Software Scope General Timber Beam Page 1 c \documeni5 anrJ seilingsWavidWesklopiproje Description (RR-1)2x12RR@16"OC General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements I Section Name 2x12 Beam Width Beam Depth Member Type Bm Wt Added to Loads Load Our Factor Beam End Fixity Wood Density 1 500 in 11 250 in Sawn 1250 Pin-Pin 45 000 pcf Center Span Left Cantilever Right Cantilever Douglas Fir - Larch, No 2 Fb Base Allow Fv Allow Fc Allow E 1850ft 200ft ft 8750 psi 95 0 psi 625 0 psi 1 ,600 0 ksi Lu Lu Lu 000 ft 000ft 000ft Repetitive Member Full Length Uniform Loads Center DL Left Cantilever DL Right Cantilever DL Point Loads Dead Load Live Load distance 1300 Ibs 1740 Ibs -2000ft 20 00 #/ft LL 27 00 20 00 #/ft LL 27 00 #ffi LL Ibs Ibs 0000ft Ibs Ibs 0000ft ibs Ibs 0000ft #/ft #ffi #/ft Ibs Ibs 0000ft Ibs Ibs 0000ft 1 Ibs Ibs 0000ft Summary Beam Design OK Span= 18 50ft, Left Cant= 2 00ft, Beam Width = 1 500m x Depth = 11 25m, Ends are Pin-Pin Max Stress Ratio Maximum Moment Allowable Max Positive Moment Max Negative Moment Max @ Left Support Max @ Right Support Max M allow ft 790 28 psi Fb 1 ,257 81 psi Deflections Center Span Deflection Location Length/Deft Camber ( using 1 5 * D L @ Center @Left @ Right 0628 1 21 k-ft 33 k-ft 2 08 k-ft at 9 Maximum Shear * Allowable 577 ft Shear -0 31 k-ft at 0 000 ft -071 k-ft 000 k-ft 332 fv 42 22 psi Fv 118 75 psi Dead Load Total Load -0194m -0444 Camber Reactions LeftDL 043 k Right DL 0 22 k Left Cantilever in Deflection 9 496 ft 9 332 ft Length/Defl 1,1456 50051 Deft) 0291 in 0 079 in 0 000 in Right Cantilever Deflection Length/Defl 1 5 @Left @ Right ©Left @ Center @ Right Max Max Dead Load 0 053 in 9103 0 000 in 00 07 k 20 k 052k 047k 0079m 0291m 0000m 093k 047k -— .- - ^ Total Load 0 135 in 3558 0000 m 00 Rev 560100User KW 0605503 Ver 5 6 1 25 Oci 2002(c)1983-2002 ENERCALC Engineering Software Title Dsgnr Description Scope General Timber Beam Job* Date 11 34AM, 23 MAY 03 10 Page 2 : Vdocumenls and £ethngs\david\desklop\proie Description (RR-1)2x12RR@16"OC Stress Calcs Bending Analysis Ck 31 019 Le Cf 1 000 Rb @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv Allowable Bearing @ Supports Max Left Reaction Max Right Reaction Query Values 0000ft 0000 Max Moment 2 08 k-ft 071 k-ft 0 00 k-ft @ Left Support 071 k 6 000 in2 11875 psi 093 k 047 k M, V, & D @ Specified Locations @ Center Span Location = 0 00 ft @ Right Cant Location = 0 00 ft @ Left Cant Location = 0 00 ft S*x 31 641 m3 Cl 0 000 Sxx Req'd 1988m3 6 80 in3 0 00 m3 @ Right Support 063k 5 301 m2 11875psi Bearing Length Req'd Bearing Length Req'd Moment -0 71 k-ft 000 k-ft -0 71 k-ft Area 16875 m2 Allowable fb 1,25781 psi 1,25781 psi 1,25781 psi 0 993 m 0 498 in 1 Shear Deflection 0 52 k 0 0000 in 0 00 k 0 0000 in 0 52 k 0 0000 in Rev 560100 User KW D505503 Ver 5 6 1 25 Ocl-200?(c)1983-?00? ENERCALC Engineering Software Title Dsgnr Description Scope General Timber Beam Job* Date 1134AM, 23 MAY 03 IL Page 1 c \documents and settingsUavid\desklop\pro|e to Description (RR-2) 2x12 RR @ 16" 0 C General Information Section Name 2x12 Beam Width Beam Depth Member Type Bm Wt Added to Loads Load Dur Factor Beam End Fixity Wood Density Calculations are designed to 1997 NDS and 1997 UBC Requirements 1 500 in 1 1 250 in Sawn 1250 Pin-Pin 45000pcf Center Span Left Cantilever Right Cantilever Douglas Fir - Larch, No 2 Fb Base Allow Fv Allow Fc Allow E 1900ft Lu 200ft Lu ft Lu 875 0 psi 95 0 psi 6250psi 1 ,600 0 ksi 000 ft 000 ft 000 ft Repetitive Member Full Length Uniform Loads Center DL Left Cantilever DL Right Cantilever DL 20 00 #/ft 20 00 #/ft #/ft LL 2700 #/ft LL 2700 #/ft LL #/ft Point Loads | Dead Load 200 0 Ibs Live Load 267 0 Ibs distance -2 000 ft (Summary | Span= 1900ft, LeftCant=2 Max Stress Ratio Maximum Moment Allowable Max Positive Moment Max Negative Moment Max © Left Support Max @ Right Support Max M allow fb 81 121 psi Fb 1,257 81 psi Ibs Ibs Ibs Ibs Ibs Ibs Ibs Ibs Ibs Ibs Ibs Ibs 0 000 ft 0 000 ft 0 000 ft 0 000 ft 0 000 ft 0 000 ft 00ft, Beam Width - 1 500m 0645 1 21 k-ft 33 k-ft 2 14 k-ft at -0 45 k-ft at -1 04 k-ft 000 k-ft 332 fv 46 36 psi Fv 118 75 psi x Depth = 1 1 25m, Ends are Pin-Pin Maximum Shear * Allowable 9 960 ft Shear 0000ft Camber Reactions LeftDL 051 k Right DL 0 22 k Beam Design OK 15 08k 20 k ©Left 057k @ Right 0 47 k © Left 0 071 in ©Center 0298m ©Right 0000 m Max 1 12k Max 0 47 k Deflections Center Span Deflection Location Length/Defl Camber ( using 1 5 * 0 L @ Center ©Left @ Right Dead Load -0199m 9877ft 1,1459 Defl) 0 298 in 0 071 in 0 000 in Total Load -0 477 in 9626ft 47826 Left Cantilever Deflection Length/Defl Right Cantilever Deflection Length/Defl Dead Load 0 047 in 1 ,020 0 0 000 in 00 Total Load 0 136 in 3536 0000 m 00 Title Dsgnr Description Scope Job# Date 11 34AM, 23 MAY 03 ll. Rev 560100 User KW 0605503 Ver 5 6 1 25 Oct-2002 (c)1983 2002 ENERCALC Engineering Software General Timber Beam Page 2 c (documents and seiirngsWavid\aPsMop\proje Description (RR-2)2x12RR@16"OC Stress Calcs Bending Analysis Ck 31 019 Le Ci 1 000 Rb @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv Allowable Bearing @ Supports Max Left Reaction Max Right Reaction Query Values 0000ft 0000 Max Moment 2 14 k-ft 1 04 k-ft 0 00 k-ft @ Left Support 078 k 6 588 m2 11875 psi 1 12 k 047 k M, V, & D @ Specified Locations @ Center Span Location = @ Right Cant Location = @ Left Cant Location = 000 ft 000 ft 000 ft Sxx 31 641 m3 Cl 0 000 Sxx Reo'd 20 41 m3 9 91 m3 0 00 m3 @ Right Support 064k 5 365 m2 11875 psi Bearing Length Req'd Bearing Length Req'd Moment -1 04 k-ft 0 00 k-ft -1 04 k-ft Area 16875m2 Allowable fb 1,25781 psi 1,25781 psi 1,25781 psi 1 198 in 0 504 in 1 Shear Deflection 0 55 k 0 0000 in 0 00 k 0 0000 in 0 55 k 0 0000 in TJ-Beam®6 16 Serial Number 7004001742 FJ-1 14"TJI®210@16lfo/c THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED /3 19- Product Diagram is Conceptual. LOADS Analysts is for a Joist Member Primary Load Group - Residential - Living Areas (psf) 40 0 Live at 100 % duration, 15 0 Dead SUPPORTS Input Bearing Width Length 1 Stud wall 3 50" 2 25" 2 Stud wall 3 50" 2 25" Vertical Reactions (Ibs) Live/Dead/Uplift/Total 507/190/0/697 507/190/0/697 Detail Other A3 Rim Board 1 Ply 1 1/4" x 14" 0 8E TJ-Strand Rim Board® A3 Rtm Board 1 Ply 1 1/4" x 14" 0 8E TJ-Strand Rim Board® -See TJ SPECIFIER'S/BUILDERS GUIDE for detail(s) A3 Rim Board DESIGN CONTROLS Shear (Ibs) Vertical Reaction (Ibs) Moment (Ft-Lbs) Live Load Defl (in) Total Load Defl (in) TJPro Maximum Design Control Control 681 681 3166 -675 681 3166 0315 0434 40 1945 1110 4280 0465 0929 30 Passed (35%) Passed (61%) Passed (74%) Passed (L/707) Passed (L/514) Passed Location Rt end Span 1 under Floor loading Bearing 2 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor loading Span 1 -Deflection Criteria STANDARD(LL L/480JL L/240) -Deflection analysis is based on composite action with single layer of 19/32" Panels (20" Span Rating) GLUED & NAILED wood decking -Bracmg(Lu) All compression edges (top and bottom) must be braced at 3' 8" o/c unless detailed otherwise Proper attachment and positioning of lateral bracing is required to achieve member stability TJ-Pro RATING SYSTEM -The TJ-Pro Rating System value provides additional floor performance information and is based on a GLUED & NAILED 19/32" Panels (20" Span Rating) decking The controlling span is supported by walls Additional considerations for this rating include Ceiling - None A structural analysis of the deck has not been performed by the program Comparison Value 1 47 ADDITIONAL NOTES -IMPORTANT' The analysis presented is output from software developed by Trus Joist (TJ) TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values The specific product application, input design loads, and stated dimensions have been provided by the software user This output has not been reviewed by a TJ Associate -Not all products are readily available Check with your supplier or TJ technical representative for product availability -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY' PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS -Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Distribution product listed above PROJECT INFORMATION SOHAEI RESIDENCE OPERATOR INFORMATION David Reith Mike Surprenant & Associates 335 15th Street San Diego, CA 92101 Phone (619)531-0757 Fax (619)531-0758 david@msaeng com 16"o/cTJ-Beam®6 16 Serial Number 7004001742 rZ* E™t2 s!nTiP 6 M 5 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group Primary Load Group n 18' 7 00" A Max Vertical Reaction Total (Ibs) 697 697 Max Vertical Reaction Live (Ibs) 507 507 Selected Bearing Length (in) 2 25 (W) 2 25(W) Max Unbraced Length (in) 4 4 Loading on all spans, LDF = 0 90 , 10 Dead Design Shear (Ibs) 184 -184 Max Shear (Ibs) 186 -186 Member Reaction (Ibs) 186 186 Support Reaction (Ibs) 190 190 Moment (Ft-Lbs) 8 63 Loading on all spans, LDF - 1 00 , 10 Dead +10 Floor Design Shear (Ibs) 675 -675 Max Shear (Ibs) 681 -681 Member Reaction (Ibs) 681 681 Support Reaction (Ibs) 697 697 Moment (Ft-Lbs) 3166 Live Deflection (in) 0 315 Total Deflection (in) 0 434 PROJECT INFORMATION OPERATOR INFORMATION SOHAEI RESIDENCE David Reith Mike Surprenant & Associates 335 15th Street San Diego, CA 92101 Phone (619)531-0757 Fax (619)531-0758 david@msaeng com --TJ-Beam®6 16 Serial Number 7004001742 FJ-2 7/8" TJI® 360 /r 16"o/c THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED 19' Product Diagram is Conceptual. LOADS Analysis is for a Joist Member Primary Load Group - Residential - Living Areas (psf) 40 0 Live at 100 % duration, 15 0 Dead SUPPORTS 1 Stud wall 2 Stud wall Input Bearing Vertical Reactions (Ibs) Width Length Live/De ad/Up lift/Total 350" 225" 507/190/0/697 350" 225" 507/190/0/697 Detail Other A3 Rim Board 1 Ply 1 1/4" x 11 7/8" 0 8E TJ-Strand Rim Board® A3 R;m Board 1 Ply 1 1/4" x 11 7/8" 0 8E TJ-Strand Rim Board® -See TJ SPECIFIER'S/BUILDERS GUIDE for detail(s) A3 Rim Board DESIGN CONTROLS Shear (Ibs) Vertical Reaction (Ibs) Moment (Ft-Lbs) Live Load Defl (in) Total Load Defl (in) TJPro Maximum Design Control Control Location 681 -675 1705 Passed (40%) Rt end Span 1 under Floor loading 681 681 1202 Passed (57%) Bearing 2 under Floor loading 3166 3166 6180 Passed (51%) MID Span 1 under Floor loading 0 330 0 465 Passed (L/675) MID Span 1 under Floor loading 0 454 0 929 Passed (L/491) MID Span 1 under Floor loading 38 30 Passed Span 1 -Deflection Criteria STANDARD(LL L/480.TL L/240) -Deflection analysis is based on composite action with single layer of 19/32" Panels (20" Span Rating) GLUED & NAILED wood decking -Bracmg(Lu) All compression edges (top and bottom) must be braced at 4' 7" o/c unless detailed otherwise Proper attachment and positioning of lateral bracing is required to achieve member stability TJ-Pro RATING SYSTEM -The TJ-Pro Rating System value provides additional floor performance information and is based on a GLUED & NAILED 19/32" Panels (20" Span Rating) decking The controlling span is supported by walls Additional considerations for this rating include Ceiling - None A structural analysis of the deck has not been performed by the program Comparison Value 1 69 ADDITIONAL NOTES -IMPORTANT' The analysis presented is output from software developed by Trus Joist (TJ) TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values The specific product application, input design loads, and stated dimensions have been provided by the software user This output has not been reviewed by a TJ Associate -Not all products are readily available Check with your supplier or TJ technical representative for product availability -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY' PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS -Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Distribution product listed above PROJECT INFORMATION SOHAEI RESIDENCE OPERATOR INFORMATION David Reith Mike Surprenant & Associates 335 15th Street San Diego, CA 92101 Phone (619)531-0757 Fax (619) 531-0758 david@msaeng com FJ-2 TJ.Bea^6 16 Sena, Number 7004001742 ~ 11 7/8" TJI® 360 @ 16" O/C p£2 2 ^™°^*Ti™ THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group Primary Load Group " 18' 7 00" " Max Vertical Reaction Total (Ibs) 697 697 Max Vertical Reaction Live (Ibs) 507 507 Selected Bearing Length (in) 2 25 (W) 2 25 (H) Max Unbraced Length (in) 55 Loading on all spans, LDF = 0 90 , 10 Dead Design Shear fibs) 184 -184 Max Shear (Ibs) 186 -186 Member Reaction (Ibs) 186 186 Support Reaction (Ibs) 190 190 Moment (Ft-Lbs) 863 Loading on all spans, LDF - 1 00 , 10 Dead +10 Floor Design Shear (Ibs) 675 -675 Max Shear (Ibs) 681 -681 Member Reaction (Ibs) 681 681 Support Reaction (Ibs) 697 697 Moment (Ft-Lbs) 3166 Live Deflection (in) 0 330 Total Deflection (in) 0 454 PROJECT INFORMATION OPERATOR INFORMATION SOHAEI RESIDENCE David Reith Mike Surprenant & Associates 335 15th Street San Diego, CA 92101 Phone (619)531-0757 Fax (619)531-0758 david@msaeng com Business TJ-Beam®6 16 Serial Number 7004001742 DJ-1 11 7/8"TJI®560@16"o/c THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED 21' Product Diagram is Conceptual. LOADS Analysis is for a Joist Member Primary Load Group - Residential - Living Areas (psf) 40 0 Live at 100 % duration, 21 0 Dead SUPPORTS 1 Stud wall 2 Stud wall Input Bearing Vertical Reactions (Ibs) Width Length Live/Dead/Uphft/Total 3 50" 2 25" 560 / 294 / 0 / 854 3 50" 2 25" 560 / 294 / 0 / 854 Detail Other A3 Rim Board 1 Ply 1 1/4" x 11 7/8" 0 8E TJ-Strand Rim Board® A3 Rim Board 1 Ply 1 1/4" x 11 7/8" 0 8E TJ-Strand Rim Board® -See TJ SPECIFIER'S/BUILDERS GUIDE for detail(s) A3 Rim Board DESIGN CONTROLS' Shear (Ibs) Vertical Reaction (Ibs) Moment (Ft-Lbs) Live Load Defl (in) Total Load Defl (in) TJPro Maximum Design Control Control 837 837 4307 -830 837 4307 0343 0523 39 2050 1396 9500 0515 1 029 30 Passed (41%) Passed (60%) Passed (45%) Passed (L/721) Passed (L/472) Passed Location Rt end Span 1 under Floor loading Bearing 2 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor loading Span 1 -Deflection Criteria STANDARD(LL L/480JL U240) -Deflection analysis is based on composite action with single layer of 19/32" Panels (20" Span Rating) GLUED & NAILED wood decking -Bracmg(Lu) All compression edges (top and bottom) must be braced at 7' 5" o/c unless detailed otherwise Proper attachment and positioning of lateral bracing is required to achieve member stability TJ-Pro RATING SYSTEM -The TJ-Pro Rating System value provides additional floor performance information and is based on a GLUED & NAILED 19/32" Panels (20" Span Rating) decking The controlling span is supported by walls Additional considerations for this rating include Ceiling - None A structural analysis of the deck has not been performed by the program Comparison Value 2 2 ADDITIONAL NOTES -IMPORTANT' The analysis presented is output from software developed by Trus Joist (TJ) TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values The specific product application, input design loads, and stated dimensions have been provided by the software user This output has not been reviewed by a TJ Associate -Not all products are readily available Check with your supplier or TJ technical representative for product availability -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY' PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS -Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Distribution product listed above PROJECT INFORMATION SOHAEI RESIDENCE OPERATOR INFORMATION David Reith Mike Surprenant & Associates 335 15th Street San Diego, CA 92101 Phone (619)531-0757 Fax (619)531-0758 david@msaeng com TJ-B-m.6 16 Sena, Nl* 1 1 7/8" TJI® 560 @ 1 6" O/C p£2 2 EZ°ver1Jo2 n 9i2i67 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN " CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group Primary Load Group - 20' 7 00" n Max Vertical Reaction Total (Ibs) 854 854 Max Vertical Reaction Live (Ibs) 560 560 Selected Bearing Length (in) 2 25(W) 2 25(W) Max Unbraced Length (in) 89 Loading on all spans, LDF = 0 90 , 10 Dead Design Shear (Ibs) 286 -286 Max Shear (Ibs) 288 -288 Member Reaction (Ibs) 288 288 Support Reaction (Ibs) 294 294 Moment (Ft-Lbs) 1483 Loading on all spans, LDF = 1 00 , 10 Dead +10 Floor Design Shear (Ibs) 830 -830 Max Shear (Ibs) 837 -837 Member Reaction (Ibs) 837 837 Support Reaction (Ibs) 854 854 Moment (Ft-Lbs) 4307 Live Deflection (in) 0 343 Total Deflection (in) 0 523 PROJECT INFORMATION OPERATOR INFORMATION SOHAEI RESIDENCE David Reith Mike Surprenant & Associates 335 15th Street San Diego, CA 92101 Phone (619)531-0757 Fax (619)531-0758 david@msaeng com DJ-1 TJ Bea^616 serf,. Number 7004001742""1 1 3/4" x 11 7/8" 1.9E Microllam® LVL @ 12" o/c P£? E™ers;on5i5i6A5M THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED qt Overall Dimension: 12" 6" -8' 6"Product Diagram is Conceptual LOADS Analysis is for a Joist Member Primary Load Group - Residential - Living Areas (psf) 60 0 Live at 100 % duration, 21 0 Dead SUPPORTS 1 Stud wall 2 Stud wall Input Bearing Width Length 1 50" 225" 350" 350" Vertical Reactions (Ibs) Live/Dead/Uplrft/Total 556/195/0/751 257 / 68 / 0 / 325 Detail Other E1 Blocking 1 Ply 1 3/4" x 11 7/8" 1 9E Microllam® LVL A3 Rim Board 1 Ply 1 1/4" x 11 7/8" 0 8E TJ-Strand Rim Board® -See TJ SPECIFIER'S/BUILDERS GUIDE for detail(s) E1 Blockmg.AS Rim Board DESIGN CONTROLS Shear (Ibs) Vertical Reaction (Ibs) Moment (Ft-Lbe) Live Load Defl (in) Total Load Defl (in) TJPro Maximum 415 751 -696 Design 323 751 -696 0026 0029 71 Control 3948 2603 9281 0207 0415 30 Control Passed (8%) Passed (29%) Passed (8%) Passed (2L/999+) Passed (2L/999+) Passed Location Lt end Span 1 under Floor loading Bearing 1 under Floor loading Left OH under Floor ALTERNATE span loading Left OH under Floor ALTERNATE span loading Left OH under Floor ALTERNATE span loading Span 1 -Deflection Criteria STANDARD{LL L/480JL L/240) -Allowable moment was increased for repetitive member usage -Deflection analysis is based on composite action with single layer of 19/32" Panels (20" Span Rating) GLUED & NAILED wood decking -Bracmg(Lu) All compression edges (top and bottom) must be braced at 7' 4" o/c unless detailed otherwise Proper attachment and positioning of lateral bracing is required to achieve member stability -The load conditions considered in this design analysis include alternate member pattern loading TJ-Pro RATING SYSTEM -The TJ-Pro Rating System value provides additional floor performance information and is based on a GLUED & NAILED 19/32" Panels (20" Span Rating) decking The controlling span is supported by walls Additional considerations for this rating include Ceiling - None A structural analysis of the deck has not been performed by the program Comparison Value 3 79 PROJECT INFORMATION SOHAEI RESIDENCE OPERATOR INFORMATION David Reith Mike Surprenant & Associates 335 15th Street San Diego, CA 92101 Phone (619)531-0757 Fax (619)531-0758 david@msaeng com DJ~1 1 3/4" x 11 7/8" 1.9E Microllam® LVL @ 12" o/c THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN H CONTROLS FOR THE APPLICATION AND LOADS LISTED ADDITIONAL NOTES -IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ) TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values The specific product application, input design loads, and stated dimensions have been provided by the software user This output has not been reviewed by a TJ Associate -Not all products are readily available Check with your supplier or TJ technical representative for product availability -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY' PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS -Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Distribution product listed above PROJECT INFORMATION OPERATOR INFORMATION SOHAEI RESIDENCE David Reith Mike Surprenant & Associates 335 15th Street San Diego, CA 92101 Phone (619)531-0757 Fax (619)531-0758 david@msaeng com DJ-1 1 3/4" x 11 7/8" 1.9E Microllam® LVL @ 12" o/ctr Business TJ-Beam® 6 16 Serial Number 7004001742 _ SU2 EngrVerJon5i5i6T THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group Primary Load Group Max Vertical Reaction Total (Ibs) Max Vertical Reaction Live (Ibs) Selected Bearing Length (in) Max Unbraced Length (in) Loading on all spans, LDF = 0 90 , 10 Dead 4'1 75" A 8'1 75" 751 556 1 50(W) ~ 325 257 2 25{W) Design Shear (Ibs) Max Shear (Ibs) Member Reaction (Ibs) Support Reaction (Ibs) Moment (Ft-Lbs)N/A -63 84 -87 108 195 195 -180 96 -41 -63 63 Loading on all spans, LDF = 1 00 Design Shear (Ibs) Max Shear (Ibs) Member Reaction (Ibs) Support Reaction (Ibs) Moment (Ft-Lbs) Live Deflection (in) Total Deflection (in) 1 0 Dead +10 Floor -244 323 -158 -336 415 -244 751 244 751 261 N/A 0 008 0 Oil -696 369 0 006 0 008 ALTERNATE span loading on odd # spans, LDF = 1 00 Design Shear (Ibs) -244 147 Max Shear (Ibs) -336 171 0 Member Reaction (Ibs) 507 Support Reaction (Ibs) 507 Moment (Ft-Lbs) N/A -696 N/A Live Deflection (in) 0 026 -0 009 Total Deflection (in) 0 029 -0 007 1 0 Dead +10 Floor 22 ALTERNATE span loading on even # spans, LDF = 1 00 Design Shear (Ibs) Max Shear (Ibs) Member Reaction (Ibs) Support Reaction (Ibs) Moment ( Ft-Lbs ) Live Deflection (in) Total Deflection (in) 0 -0 018 -0 015 -63 260 -87 352 439 439 -180 585 0 014 0 016 1 0 Dead +10 Floor -221 -308 308 325 PROJECT INFORMATION SOHAEI RESIDENCE OPERATOR INFORMATION David Reith Mike Surprenant & Associates 335 15th Street San Diego, CA 92101 Phone (619)531-0757 Fax (619)531-0758 david@msaeng com • <^3^raj^ MIKE SURPRENANT I Yl & ASSOCIATES H^"i V^rSi..^ Consulting Structural Engineerss , s v I .™ (SMs RHFFT NO CALCULATED BY CHECKED BY srju F STUD WALL DESIGN - /•'Z-' OF T 7 natF na-rp ASD (1997 UBC Chap. 23 Div. Ill Part 1 & 1991 NDS, Revised) Trial Stud Size- 2x8 Spacing: Trial Stud Grade: #2 Plate Height: Input Data Value Width of Stud !b = Depth of Stud d = Effective Height le = Slenderness Ratio L/d = SDL + FLL Applied PI«PP = RLL Applied P2app = Wind Load W = Table Allow Bending Stress Fb = Modulus of Elasticity E = Table Allow. Compr Perp to Gram F^ = Table Allow Compr Parll to Gram Fc = Size Factor (Bending) CF = Size Factor (Compr Parll To Gram) CF = Lumber Type Factor # 1 K,E = Lumber Type Factor #2 c = Load Duration Wind CD = 1.33 Roof CD - Repetetwe Member Cr - Bearing Area Cb = Load Case #1: Check Vertical Loads Only Actual Stud Axial Load Pac, = Allowable Sill Compressive Stress Fcl" = Allowable Sill Axial Load P,,tow = Maximum Stud Axial Stress fc = Critical Buckling Design Value- FtE = Partly Factored Compressive Stress Fc* = Column Stability Factor Cp = Allowable Compressive Stress Fc' = Load Case #2t Check Vertical + Lateral Loads: Maximum Stud Axial Stress (No RLL) fc = Partly Factored Compressive Stress Fc* = Column Stability Factor Cp = Allowable Compressive Stress Fc' = Maximum Bending Moment Mmax = Maximum Bending Stress fb = Allowable Bending Stress- F'b = Combined Stresses: ( f V s ( -\ 1(fj XU-fc/i 16 in 21ft Om 1 5 (in) 7 25 (in) 247 5 (in) 341 432 (pit) 128(pli) 1 1 96 (psf) 875 (psi) 1600000 (psi) 625 (psi) 1300 (psi) 12 105 03 08 1.25 1.15 1.25 746.67 Ibs 781.25 psi 8496.09 Ibs 68.66 psi 411.88 psi 170625 psi 0.227934 388.91 psi 52.97 psi 1820.00 psi 0.219 397.68 psi 847.95 ft-lb 774.34 psi 1610.00 psi 1 _~ n fmn0.570 cE / Reference By Design11 tt II 0 Slenderness Okayii ii ii ti UBC Section 1620 NDS Supp Table 4A H a n ii 1 H " " 11 II NDS Section 3715 11 n NDS Section 2323 NDS Section 434 NDS Section 2 3 10 NDS Table 2 3 1 Sill Bearing Okav By Design NDS Section 3715 NDS Section 3715 ii n Vertical Loads OK Vertical Loads OK Lateral Loads OK Ux8DF#2(5>,16in.o.c. OK I JOB. MIKESURPRENANT & ASSOCIATES Consulting Structural Engineers SHEET NO CALCULATED BY_ CHECKED BY SCALE OF DATE. __ DATE. LATERAL ANALYSIS / DESIGN (SEISMIC / WIND LOADS) _^ _ _ Seismic: V =' (2.5 Ca I/ R) W. - (Governs) 1.4 fASD) Seismic Zone V Z = U. i Soil Profile = ^r> N.= .t) Wind: P = CcCqqsI Method ~V h™,ft Exposure Ce = "1 I =1.0 (Standard Occupancy) R = tfi Wt = Total Seismic Dead Load BASE SHEAR: V = jlJ35lW( (ASDLoad) (Assume p = 1.0, Verification to Follow) ROOFWEIGHT: Diaphragm = Basic Wind Speed *?O mph . UBC Table 16-G UBC Table 16-H psf I* = 1.0 (Non-Essential Facility) Extenor Wall Weight = Interior Wall Weight = . /)«,!£• LBS LBS Total Weight (Tributary to Diaphragm) =.LBS FLOOR WEIGHT:D^™ = (D'w A tym ;r\ /r jfr j ( mj4 \ - Extenor Wall Weight = (/&'*lfj )( 1^ /JV\llJj ^Hl2- - Intenor Wall Weight = ( I'm J^ T^ MlkTT}' '%^ ~ ^i ^ ' Total Weight fTnbutarv to Diaphragm^ = / ^- FLOOR WEIGHT: ^IL Diaphragm = Extenor Wall Weight = Intenor Wall Weight = Total Weight (Tributary to Diaphragm! = TOTAL DEAD LOAD, Wt = yOWLBS *il5W LBS \\5%> LBS /tt3b LBS LBS """ LBS "" LBS LBS /M)ty LBS BASE SHEAR. V= Offi Wt= ?7-l^"l LBS UNIT SHEAR, Y = V / Area (Aoohes to single level structures onlv) =' PSF ^TrZTr^J^ JVUISJ1 3UBJ-IUirN/U.N L Ifj UH<\Y V "w & ASSOCIATES SHEET MO r\ OF (1 .-rn . \F^r- Consulting Structural Engineers CAICIHATFRRY DATF DIAPHRAGM LEVEL ROOF |cr FLOOR ~~ FLOOR X CHFHKFn RY nfl.TP SGAIF LATERAL LOAD DISTRIBUTION wx hx wx hx w.h« 2 w, h, A vx = (Fps /A) (k) (ft) (k-ft) 2 w, h, (Ibs) (ft2) (psf) KttviB t\0 MlZ.dtig &S1- /83H1/ ^?^> fe^?' ""7-ott IP.fc3fc ^,o f|%.^ 0.15 |3^1 "^Tf ?.j^ ^MO __ ^ — — — _ _ ^J^ i^^S^^S S^^^lKt r, ^l^(^^*KSS^^^f^ »™^«^**>1 ^^^fefl^Z^N.^oo 100 fylffi V = ^^1 y2? Ibs ISHEARWALL DESIGN LATERAL LOADS| WIND LOAD = PRESSURE (P) x PROJECTED VERTICAL HEIGHT (h) SEISMIC LOAD = STORY SHEAR (VK) x DIAPHRAGM DEPTH (d) ROOF DIAPHRAGM A= Z^V* fft2) N-S WIND. SEISMIC E-W WIND SEISMIC P A^t fpsftx )0£ fftl = |2^> fplf> /VT 7.00 fpsf) x 71 0 ffti = |to$ fpifi >££5M£C GOVERNS tf<?l MC , 171 ''P ff.Tt fpsflx IV*> (ft) = \l\* fpifi v, ^.^ fpsfix 2-ZvO ffo = M fpif> GOVERNS LEVEL DIAPHRAGM A= ^59? fft2^ N-S WIND- SEISMIC E-W WIND SEISMIC. p //-9t? rpsflx //.O ffti = l'1;^ fpin^TTT / v, 1*VO fpsflx ?i,^ fftl = M^ fpifi 2tfX 7^I5WC_ GOVERNS P //-% fpsflx )[.(? f f 0 - 1^ (pif) ^\ fr v, H>MO fpsflx 71/0 fft) = JO^ fplf) ?W GOVERNS LEVEL DIAPHRAGM A = fft21 N-S WIND SEISMIC E-W WIND SEISMIC P fpsf) x ffO = fplf) VT fpsf) x ffO = fplf) GOVERNS P fpsf) x ffO = fplf) v^ fpsf) x (ftt = (pif\ GOVERNS JOB. MIKE SURPRENANT & ASSOCIATES Consulting Structural Engineers SHEET NO . CALCULATED BY_ CHECKED BY SCALE DATE. DATE. SHEARWALL DESIGN ^ Story Shearwalls /V*3 Direction Unit Lateral Load, v = Gridline f fit Y \\ Tributary Area (This Level) V^JW1^ Lateral Tx>ad (This Level) lateral I ,oad (Level Above) Total Load f All Levels). FT = Shearwall(s) Length. L 7- 0 a Unit Wall Shear, v = FJL = 151" olf , li ** V f ^ fl1""" j ShearwallTvpe (§J Ifcf W/O/tJ W b£##5 DfijKfD 'WW?i I flo^i- f Ufijj Overturning: L= ft Okay bv Inspection Uplift = Lbs Holdown Anchor Type. I — I l( <J) i*A if GriHlinp t> _ (ll } f / I \ Tributary Area (This LevelV \'lll I ft5 f ) " Lateral Load (This Level) Lateral T .oad (Level Above) Total Load (All Levels). F,= Shearwall(s) Leneth. L = ^, 5" f &. 0 ^ // T ft Unit Wall Shear, v = F^L = 1*1% plf Shearwall Tvpe- < J_f Overturning; L = /$ ft. Okav bv Inspection , ,uphft= • /^y)c^/}^5'"v) - (.^///b)o/MK)T'F?}/r^T)c> v^/T^j"" 1^1 Lbs Holdown Anchor Type' m v j l^J /*I5»1C^O GriHIine T sn . . . Tributary Area (This Level) V/Wl If^J > Lateral Load (This Level). Lateral T,oad fLevel Above) Total Load (All Levels). F, = Shearwalf(s) Leneth, L = M ft Unit Walt Shear, v = F,/L = 4 ^ plf Shearwall Tvpe (Jf Overturning: L= /y*" ft Okay by Inspection Uplift- V fl? IfHvOVn) - (^JH:?ThHflr"XlY/v)j(|y)fl%/T/lJ 0" ^^Lbs Holdovm Anchor Type n-j , , 7>OD psf Vflr sq ft ?VW* Lbs -*r Lbs 3VOV Lbs L^ 6W^ ifOb/vZj ^2-t sq ft 27,7? Lbs Lbs 22-13 Lbs 7/r1 sq ft. ($?1 Lbs - Lbs (plV^ Lbs PRODUCT 207 • ^ ^ fm^ ,,-lTI^ -W7T7^ AJTK"P ^TTTfTMIFMAlSJT i . 0 i| V || & AaaOLlAlJba r^ V=V. ^onsultinp Strurtural Engineers <-u ™ i| AJFP PY "*TP SCALE ^ Storv Sheanvalls ^A? Direction Unit Lateral Load, v = Gridline fi ft. Tributary Area fThis Level) "k }\7C& ) Lateral Load (This Level): Lateral Load (Level Above) Total Load f All Levels). F, = Shearwall(s) Length. L = £O ft. Unit Wall Shear, v = F./L = ZW olf Shearwall Tvpe: (jkl (Jf£ ttF~ \HW V IV /£&%$ //4fDV ff^^L- 6U f/U)05.Overturning: L = ft. Okav bv Inspection r Uolift= Lbs Holdown Anchor Type i — i ^A >il ( $ Griaiine " Ol If i i } Tributary Area fThis Level) \ hMI1?/ Lateral Load (This Level) Lateral Load (Level Above) Total Load (All Levels), F, = Shearwall(s) Length. L = ^D ft. Unit Wall Shear, v = F./L = 12-f olf Shearwall Tvpe. ( 1 f Overturning: L = ft \/ Okav bv Inspection Uplift = Lbs Holdown Anchor Type- [ — i Gridline /O Aff fa ,. , Tnbutarv Area (This Level)- VMWJ- Lateral Load (This Level) Lateral Load (Level Above) Total Load (All Levels). F> = Shearwall(s) Length, L = v-Of"^?^" II J^ ft Unit Wall Shear. v = FJL = 1% plf Shearwall Tvpe- \£p Overturning: L = 5 1 rj ft, „ Okay by Inspection Uplift = i ??or?)f^'>«ii ^^^vl^ii '/^^/JJ&^K^W-f 5^5* /W?Lbs Holdown Anchor Type rri' , ^ ( </ 7lTD psf /OH SQ ft [to Lbs ' Lbs 712 Lbs fc.ffc-^ 7f sq ft. ?0o Lbs - Lbs $~00 Lbs W? sq ft "* tjf^f^ T f3'vT Lbs ~ Lbs 3W Lbs PRODUCT 207 JOB. MIKBSURPRENANT & ASSOCIATES Consulting Structural Engineers SHEET NO CALCULATED BY, CHECKED BY SCALE DATE. DATE. /s* Storv Shearwalls H'^ Direction Unit Lateral Load, v = Cridline /O ftef IT 41 fj. * \ Tributary Area (This Level). 17* ) \ % \ ) '' lateral Load fThis Level). lateral Load fLevel Above) Total Load (All Levels). F, = Shearwallfs) Leneth, L = 2.O ft Unit Wall Shear, v = F./L = &>? plf Shearwall Type (fljb (fe (////M/N k IV VtHfc llfifiDi ifcttti/ Or (hiOvertiirnine: L = ft Okav bv Inspection Uplift = Lbs Holdown Anchor Type i — i »n B/| ff HriHline Tnhutary Area fThis Level) Lateral Load (This LevelV Lateral Load fLevel Above)- Total Load f All Levels). F.= Shearwallfs) Leneth. L ft Unit Wall Shear, v = FJL = plf Shearwall Tvoe. < f Over turn ine: L = ft Okay by Inspection Uplift= Lbs Holdown Anchor Type- i — i Oridline Tributary Area (This Level)- Lateral Load fThis Level) Lateral Load fLevel Above) Total Load f All Levels). F, = Shearwallfs) Leneth. L ft Unit Wall Shear- v = F,/L = plf Shearwall Tvpe (» Overturning: L = ft Okay by Inspection Uplift ^ Lbs Holdown Anchor Type i — i ?/0<5 psf Z?/ SQ ft Ibf1^ Lbs - Lbs /fof V Lbs / Wjtftrj2_£0&£. rUW5 5^5"%-) sq ft Lbs Lbs Lbs sq ft Lbs Lbs Lbs PRODUCT 207 JO8- MIKE SURPRJENANT & ASSOCIATES Consulting Structural Engineers SHEET NO CALCULATED BY_ OF DATE. DATE. £/ Story Shearwalls f "IV Direction Unit Lateral Load, v = Gridline A,R, C ft] }( \ Tributary Area' (This Level). IMiWf ) ~ Lateral Load (This Level): Lateral Load (Level Above) Total Load (All Levels). F, = ShearwaLKs) Length, L = //.f fti-Of fjf^ - fat ft. Unit Wall Shear, v = F./L = 1^1 plf Shearwall Type. (2-^ Overturn toe: L= */0 ft Okay by Inspection Uphft= ( 21MU/J- 3fcSbLbs Holdown Anchor Type fir] , } « .... / a f. /tvrialine (5-7- y-*/, fTMr \ Tnbutarv Area (This Level) I '/l/lZ^^p J " Lateral Load (This Level). Lateral Load (Level Above) Total Load (All Levels). F, = ShearwaHis) Leneth, L = WO f &-5 ' 20.5" ft. Unit Wall Shear, v = F./L = ' 5b* Dlf^5/r3)r^W Shearwall Type. \%P Overturninfi: L = ft Okay by InspectionupHft= ( ^^ri^rm) - f. TO yf^)r/^)fiHK) Ms1* ^/^ Lbs Holdown Anchor Type, p— i , , Gridline J" r, . . Tributary Area (This Level)- \/0( ?32-p Lateral Load (This Level) Lateral Load (Level Above) Total Load (All Levels). Fv = Shearwall(s) Length, L = WK,? c R^ ft Una Wall Shear, v - F,/L = /?-fc plf Shearwall Type \ ( ^ Overturning: L = ft \/ Okav by Inspection Uplift « Lbs Holdown Anchor Type i — i TL« Dsf ^?^ sq ft. ?J^ Lbs " Lbs 7/S1/ Lbs /Vb> sq ft /^^/ Lbs " Lbs /02V/ Lbs /f/ sq ft W7 Lbs " Lbs 30^? Lbs PRODUCT 207 JOB. MIKESURPKENAm' & ASSOCIATES Consulting Structural Engineers SHEET NO CALCULATED BY. CHECKED BY SCALE DATE. DATE. /!L Story Shearwalls Gridline I Tributary Area (This Level). Lateral Load (This Level): _ Lateral Load (Level Above) Shearwall(s) Length, L Unit Wall Shear, v = FX/L = Direction Unit Lateral Load, v = IMP psf £Q!T sq ft 900 Lbs Total Load (All Levels), Fx = ft. " Lbs Lbs Shearwall Type (^f Overturning: L = a% T? 6/b^A ft Okay by Inspection Lbs Holdown Anchor Type Gridline £: f. Tnbutary Area (This Level) Lateral Load (This Level) Lateral Load (Level Above) Shearwall(s) Length, L Unit Wall Shear, v = FK/L = D D r/t/nzo/-- V ' ^YO sq ft 91*1 Lbs $ " Lbs Total Load (All Levels). F, = = & T /en \flf*t plf It \ i^)l 7* Ql-f T he'U- f l^\s& ?Vfe i- fin))A /4r*u/ ' ""? Shearwall Type.G Overturning: L = Uplift = ft Okay by Inspection Lbs Holdown Anchor Type Gridline > Tributary Area (This Level)- Lateral Load (This Level) _ Lateral Load (Level Above) Shearwall(s) Length, L Unit Wall Shear, v = F,/L =..00^ plf Total Load (All Levels), Fx = IP ft Lbs Lbs Lbs Shearwall Type- Overturning: L =ft.. Okay by Inspection Holdown Anchor Type Lbs MIKESUKPRENANT & ASSOCIATES Consulting Structural Engineers SHEET NO.m CALCULATED BY. CHECKED BY SCALE DATE. DATE. P Story ShearwaQs A/' $ Direction Unit Lateral Load, v = *7 7 1) nsf Tnhutary Area (This T.evelV 1 'hi \ 5fo ) f VM 1^>H 1 1 Lateral Load (This I.evel). Lateral Load (Level Above) - ShearwalKs) Length. L = 103 fe ~ /$"•< Unit Wall Shear, v = R/L « ?// plf Shearwall Tvpe: (Z^ Overturning: L = 5-Q ft. 0uplift = oji x ^ J f£* ) - c ? )o/(» xq ^ ^o 5")t ir/t- r Hoioown Anchor i ype' r^i x , i Gridlhie ,((3 ' f\l ^ { 4 *\ Tributary Area (This Level): \'/?-^^0/ Lateral Load (This Level) Lateral Load (Level Above) ShearwaUCs) Length- L - ft V Unit Wall Shear, v = K/L = ^ olf Shearwall Tvpe: \l_f Ovprtiiminjr: L - ft 0 Uplift = Holdown Anchor Type: r — i Gridline 7 (jj i/ , Aj YU \ (T> Tnbutarv Area (This Level)- V/Wp^H V/lAII^1 / f IVly Lateral Load (This Level) Lateral Load (Level Above): (03%' f "7^ '^'^ ^ "^ •OU.5W- ^7^ so ft. f 3^^ Lbs 22 f? Lbs Total T^arf (All Levels). R= W* Lbs J ft kay bv Inspection / °* r^1^1 1 ^ 1^5) P« ) T TO - ?W Lbs 4- ^fM -- 1 500 |b<, l 'Pt^1 WO sa.ft. "?fe Lbs - Lbs Total Load (All Levels). F. = ??> Lbs ft. kay by Inspection Lbs f/m)- m .qft. ^0^^ Lbs 5tfOt ^/JIT) s 1?0/ Lbs Total Load CAII Levels). F,= f^^o Lbs ShearwalKs) Length. L = /OAH.rf KOt^r ' ^IX ft Unit Wall Shear, v = F,/L = ^72- pllf Shearwall Type- (^Zf Overturning: L= ft. O uphft« (^ot-V^h Holdown Anchor Type nzi r^ i IJnl fPHb"? cay by Inspection 2 72-Z. Lbs PflOOUCT207 JOB. MIKE SURPRENANT & ASSOCIATES Consulting Structural Engineers SHEET NO CALCULATED BY_ CHECKED BY SCALE DATE. DATE. . Story Shearwafls Direction Unit Lateral Load, v = # V0 psf Gridline /Q Tnbutary Area (This Level): Lateral Load (This Level): h,J\J$> Lateral Load (Level AboveV 7zgC?/nH Shearwall(s) Length, L Unit Wall Shear, v^ Total Load (All Levels). Fx = plf Shearwall Type: (1 Overturning: L =it. Holdown Anchor Type. Gridnne_jL Tnbutary Area (This Level). Lateral Load (This Level)- _ Lateral Load (Level Above)- Shearwall(s) Length, L Unit Wall Shear, v = Fx/L = Shearwall Type. Overturning; L = Uplift = olf ft. Holdown Anchor Type: Gridline U Tnbutary Area (This Level) Lateral Load (This Level) _ Lateral Load (Level Above)- Shearwall(s) Length, L Unit Wall Shear, v = FX/L = Shearwall Type- Overturning; unhft- a ZOO plf ft Holdown Anchor Type . Okay by Inspection Lbs QT Total Load (All Levels), F, = ft /?]f . Okay by Inspection Lbs Total Load (All Levels), Fx i •Oft by Ins Lbs sq.ft. Lbs ,Lbs 502-Q Lbs .Lbs Lbs ?Q?Q Lbs sq ft /Wf Lbs .Lbs Lbs 0 PfODOCrz07 JOB. MIKESURPRENANT &ASSOaATES Consulting Structural Engineers SHEET NO, CALCULATED BY_ CHECKED BY SCALE DATE. DATE. KT rP Story Shearwalls p'^J Direction Unit Lateral Load, v = Gridline l*"^ *7l V \ ^l \i \ Tnbutarv Area (This Level): \'M{1f&H I'k/HZH j'~ Lateral Load (This Level). Lateral Load (Level Above): Total Load (Al] Levels). F, = Shearwall(s) Length. L = //."5 ft. Unit Wall Shear, v = F,/L = 1 W plf Shearwall Type: \5y Overturning: L — /I- f ft. Okay bv Inspection Uphft= (r^J^Mif7^ ~ f,(7)C/K0M(U'f'05Yl1'M~f'r^ 5^P' ^- ^ *• N ^^ ^^ Lbs ^^C Holdown Anchor Type1 m , , Tnbutarv Area (This Level): l'/2J(4)fJ fi 'Izli^l fS/tKcW) Lateral Load (This Level)- - ^- - Lateral Load (Level Above)- ('£•)( lWl1io)n^O>('7/P) - Total Load (All Levels). F, = ShearwalKs) Length. L = /^-^ ft Unit Wall Shear, v = FJL = Ikl plf Shearwall Type. \^-f Overtuminc: L = /6- T ft Okav bv Inspection Uplift= lW)(Q)^ 'WL- Tj,a Holdown Anchor Type: rrj . K .i£j PH&^ Gridline P fj. , ,\ Tributary Area (This Level): V M 4 1 o ) " Lateral Load (This Level): Lateral Load (Level Above). Total Load (All Levels). Fff *= Shearwall(s) Leneth. L = 5 ^O ft Unit Wall Shear, v = F,/L = /? V plf Shearwall Type- \ (f Overturning: L= ft. Okav bv Inspection Uphft» Lbs Holdown Anchor Type i — i V.VD osf i^l sq ft.;?r> LbS 7/5Y Lbs <?007- Lbs 107*1 W sq.ft. yi?*t Lbs /ft 8 Lbs WL Lbs Z07 sqft ^/^ Lbs _. " Lbs .. f/^ Lbs PHOOOCT2D7 050^ *-*rTK , .~Tm» HffTlTTT QTTnPWTTMA'WT TJ. (J If \ 1 f & ASSOClATJUi rn \i?Si-^— Cxinsulting Structural Engineers OAtrciiATFnRY nATF P Storv Shearwalls £~^ Direction Unit Lateral Load, v = Gridline (f C w- . <j Y . Tnbutarv Area (This Level): V/zAWO ) IWf^OIJ- Lateral Load (This Level): Lateral Load (Level Above): 6^7-(7lftijf 3Z1f j PI'JWWH'Mrtf'/n )*v Total! Wad (All Levels). R = Shearwall(s) Length. L = ILj/lk^' 1^-® ft- Unit Wall Shear, v = F,/L = <551 olf Shearwall Type: \ 4 r Overtnrnine: L = //. 5" ft Ofcav bv Inspection Uphft = IT ^ )M ) - ' 50^Q> Lbs Holdown Anchor Type- rpn ( , Oridlim. T /7 |, \ fii V n / ^V 1 Tnbutarv Area (This Level): I'M 10 1 I flM Hi^jt \M57°I) '- Lateral Load (This Level) Lateral Load (Level Above)- tfty (/%? T )^ Total Load (All Levels). F, = Shearwall<s) Lengfli. L = $f n ft. Unit Wall Shear, v = F^L = 2^> plf Shearwall Type. \\J Overturning: L= IkT ft. Okav bv Inspection Uplift = feT0))- ^7^ Lbs Holdown Anchor Type: m inL£J to^1 Gridline J A v, x Tnbutarv Area rrhis Level) I'KAI^^ " Lateral Load (This Level)- v Lateral Load (Level Above) y Total Load (All Levels). F, » ShearwallCs) Length. L = 131(0 0 ~- /O r ft Unit Wall Shear, v = F^L = #f plf Shearwall Type: (Z^ Overturning; L = 1 1 ft. Okav bv Inspection Uphft = &2$ )C °t ) ^ 2^ 5" Y Lbs Holdown Anchor Type: rrn lfi , 1 */.*/t) nsf 52-3? sq ft. Z^O^ Lbs II 100 Lbs />/0> Lbs 577- sq.ft. 25T37- U>s ^22, Lbs W) Lbs ^ sq.ft. 55^ Lbs $0^7- Lbs ?>W(t Lbs PflODUCTZOT JOB. MIKE SURPRENANT & ASSOCIATES Consulting Structural Engineers SHEET NO He* Jit CALCULATED BY_ CHECKED BY SCALE DATE. DATE. P Story Shearwalls Gridline K (fL\f ~ Tnbutarv Area (This Level) V/7 11^ Lateral Load (This Level) Lateral Load (Level Above): /^ 9 ( ' ShearwalKs) Length. L = Unit Wall Shear, v = R/L = 3 Shearwall Type: \2-f Overturning:/; L = C Uohft = <3% )f °i ) -- Holdown Anchor Type rrrj Oridline Tnbutarv Area (This Level) Lateral Load (This Level)- Lateral Load (Level Above)- Shearwall(s) Length. L = Unit Wall Shear, v = F,/L = Shearwall Type. ( w Overtuminc; L = Uplift = Holdown Anchor Type- i — i Gridline Tnbutarv Area (This Level)- Lateral Load (This Level) Lateral Load (Level Above) Shearwall(s) Length, L = Unit Wall Shear, v = R/L = ShearwaU Type (* Overturning: L = Uohft = Holdown Anchor Type i — i _£~W* Direction Unit Lateral Load, v = "• V) <• Irks*y ) ~ Total Load (All Levels). F,= / 5"-f ft ¥ plf «T ft Okay by Inspection 30lf Lbs 'PHP2.' Total Load (All Levels). F. = ft. plf ft Okay by Inspection Lbs Total Load (All Levels). Fv = ft plf ft Okay by Inspection Lbs <0 prf HI so ftm Lbs 5(<f-Lbs %$ Lbs sq ft Lbs Lbs Lbs sq ft Lbs Lbs Lbs PRODUCT 207 Rev 5S0100User KW-0605503 Ver 5 6 1 25 Oc! 2002 (c)1983 2002 ENERCALC Engineering Software Title Dsgnr Description Scope Steel Column Job* Date 505PM, 23 MAY 05 Page 1 c \documenis and semngs\clavid\deshtop\proje Description STEEL FLAGPOLES @ GRIDLINE 1 General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements I Steel Section Column Height End Fixity Live & Short Term TS6X6X3/8 14500ft Fix-Free Loads Combined Fy Duration Factor Elastic Modulus X-X Unbraced Y-Y Unbraced 46 00 ksi 1 330 29,000 00 ksi 14500ft 14500ft X-X Sidesway Y-Y Sidesway Kxx Kyy Sway Allowed Sway Allowed 2100 2100 Loads Axial Load Dead Load Live Load Short Term Load Point lateral Loads Along Y-Y (strong axis moments) Along X--X { y moments ) 226k 430 k k Ecc for X-X Axis Moments Ecc for Y-Y Axis Moments 0 000 in 0 000 in DL LL ST 0921 k k I Summary f Column Design OK Section TS6X6X3/8, Height = 14 50ft, Axial Loads DL = 226, LL = 430, ST = 000k, Ecc = 0 OOOin Unbraced Lengths X-X = 1450ft Y-Y = 1450ft Combined Stress Ratios Dead Live DL + LL DL + ST + fLL if Chosen) AISC Formula H1 -1 AISC Formula H1 - 2 AISC Formula H1 - 3 00485 00923 01408 04207 XX Axis Fa calc'd per Eq E2-2, K*L/r > Cc _YY Axis Fa calc'd per Eq E2-2, K*Ur > Cc---------- Stresses Allowable & Actual Stresses Fa Allowable fa Actual Fbxx Allow [F31] ft) xx Actual Fbyy Allow [F31] ft) yy Actual Analysis Values F'ex DL+LL F'ey DL+LL F'ex DL+LL+ST F'ey DL+LL+ST Max X-X Axis Deflection Dead 5 76 ksi 0 28 ksi 27 60 ksi 0 00 ksi 27 60 ksi 0 00 ksi 5,758 psi Cm x 5,758 psi Cm y 7,659 psi Cm x 7,659 psi Cm y -1 341 m at 14500ft Live 5 76 ksi 0 53 ksi 27 60 ksi 0 00 ksi 27 60 ksi 0 00 ksi DL+LL DL+LL DL+LL+ST DL+LL+ST Max Y-Y Axis DL + LL DL + Short 5 76 ksi 7 66 081 ksi 081 27 60 ksi 36 71 0 00 ksi 1 1 56 27 60 ksi 36 71 0 00 ksi 0 00 085 Cbx DL+LL 085 Cby DL+LL 0 85 Cb x DL+LL+ST 0 85 Cb y DL+LL+ST I ksi ksi ksi ksi ksi ksi 175 175 1 00 1 75 Deflection 0000 in at 0000ft , Z.oi Title Dsgnr Description Rev 560100User KW 0605503 Ver 5 6 1 25 Oct 2002(c|1983 2002 ENERCALC Engineering Software Scope Steel Column Job# Date 505PM 23 MAY 05 Page 2 I c 'documents and settnigs\davicHcie5klop\pio]e | Description STEEL FLAGPOLES @ GRIDLINE 1 Section Properties TS6X6X3/8 Depth Width Thickness 600 in 6 000 in 0 375 in Weight Area 27 45 #/ft 8 08 in2 l-xx l-yy S-xx S-yy r-xx r-yy 41 60m4 41 60 m4 13867m3 13867in3 2 269 in 2 269 in Rev 560100 User KW 0605503 Ver 5 6 1 25 Oct 2002 (c)1983-2002 ENERCALC Engineering Software Title Dsgnr Description Scope Steel Column Job* Date 505PM, 23 MAY 05 Page 1 c ^documents and setling£\david\desktop\proje Description STEEL FLAGPOLES @ GRIDLINE 2 General Information Steel Section TS6X6X3/8 Column Height 14000ft End Fixity Fix-Free Live & Short Term Loads Combined Loads Axial Load Dead Load 3 40 Live Load 6 47 Short Term Load Point lateral Loads Along Y-Y (strong axis moments) Along X-X ( y moments ) | Summary I Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements 1 Fy Duration Factor Elastic Modulus X-X Unbraced Y-Y Unbraced k k k DL Section TS6X6X3/8, Height = 1400ft, Axial Loads DL = 3 Unbraced Lengths X-X = 1400ft, Y-Y = 1400ft Combined Stress Ratios Dead AISC Formula H1 - 1 AISC Formula H1 -2 AISC Formula H1 -3 00680 46 00 ksi 1 330 29,000 00 ksi 14 000 ft 14000ft Ecc for X-X Axis Moments Ecc for Y-Y Axis Moments LL ST 0639 40, LL= 647, ST= 000k, Live DL + LL 01976 00442 01296 X-X Sidesway Sway Allowed Y-Y Sidesway Sway Allowed Kxx 2 100 Kyy 2 100 i 0 000 in 0 000 in Height k 14000ft k ft Column Design OK Ecc = 0000m DL + ST + (LL if Chosen) 03595 XX Axis Fa calc'd per Eq E2-2, K*L/r > Cc _YY Axis. _Ea_ca!cy_per_Eq E2-2, K*Ur>.Cc Stresses Allowable & Actual Stresses Fa Allowable fa Actual Fbxx Allow [F31] fb xx Actual Fbyy Allow [F3 1] fb yy Actual Anaiysis Values F'ex DL-t-LL Pey DL+LL F'ex DL+LL+ST Pey DL+LL+ST Max X-X Axis Deflection Dead 618 ksi 0 42 ksi 27 60 ksi 0 00 ksi 27 60 ksi 0 00 ksi 6,177 psi Cm x 6,177 psi Cm y 8,215 psi Cm x 8,215 psi Cm y -0837m at 14000ft Live DL + LL DL + Short 618 ksi 0 80 ksi 27 60 ksi 0 00 ksi 27 60 ksi 0 00 ksi DL+LL 0 85 DL+LL 0 85 DL+LL+ST 0 85 DL+LL+ST 0 85 Max Y-Y Axis Deflection 6 18 ksi 8 22 1 22 ksi 1 22 27 60 ksi 36 71 0 00 ksi 7 74 27 60 ksi 36 71 0 00 ksi 0 00 Cbx DL+LL Cby DL+LL Cb x DL+LL+ST Cby DL+LL+ST ksi ksi ksi ksi ksi ksi 1 175 1 75 1 00 175 0000 in at 0000ft o.w Title Dsgnr Description Scope Rev 560100 User KW-OS05503 Ver 5 6 1 25 Oct 2002 [0)19832002 ENERCALC Engineering Software Steel Column Job # J$ Date 505PM 23 MAY 05 flte Page 2 I _c \dgcuments and sellin9S\davi d\de s kt op^pojel Description STEEL FLAGPOLES @ GRIDLiNE 2 Section Properties TS6X6X3/8 Depth Width Thickness 600tn 6 000 in 0 375 in Weight Area 27 45 #/ft 8 08 m2 l-xx l-yy S-xx S-yy r-xx r-yy 41 60in4 41 60m4 13867m3 13867m3 2 269 in 2 269 in MIKE SURPRENANT & ASSOCIATES SHEETNO Consulting Structural Engineers CALCULATED BY DATE . CHECKED BY DATE. SCALE REDUNDANCY FACTOR CALCULATION (UBC 1630 1 1) FLEXIBLE DIAPHRAGM WITH WOOD STRUCTURAL PANEL SHEARWALLS Vmax = ?0l& Lbs (Total lateral load at Gridhne " Iw = _ £'° ft (Total Sum of Lengths of Shearwalls at Gndlme) F = 32-jyV Lbs (Story Shear) AB = 55°'? sq ft (Ground Floor Area of Structure) CALCULATIONS: h. ) 20 r /A1max V B 1.0 OKAY MIKE SURPRENANT & ASSOCIATES Consulting Structural Engineers JOB. SHEET NO CALCULATED BY_ CHECKED BY SCALE DATE. DATE_ FOUNDATION DESIGN ALLOWABLE APPLIED LOADS Allowable Soil Bearing Pressure (ASBP) =psf (Per Design Criteria) CONTINUOUS FOOTINGS |wr MARK: CF-1 Ftg Width (b) = /.£f ft = ASBP (b)= Depth of Ftg (h) = plf ft USE- _Z51_W WIDE x DEEP. WITH #TOP & BOTTOM MARK: CF-2 Ftg Width (b) = _.ft Depth of Ftg (h) =ft WALLOW = ASBP (b) USE:WIDEx DEEP. WITH #TOP & BOTTOM plf WMAX @ Gndlme WMAX @ Gndlme @ Gndline USE: CF- USE: CF- USE: CF- USE. CF- D PRODUCT 207 MIKE SURPRENANT & ASSOCIATES Consulting Structural Engineers JOB, SHEET NO CALCULATED BY. CHECKED BY SCALE DATE. DATE. CONTINUOUS FOOTINGS - MAX POST LOADS max 2h (ft.) h(ft) MARK: CF-1 PMAX = ASBP(b)(2h) =_ MARK: CF-2 PMAX = ASBP(b)(2h) =_ LBS LBS D PROOUCTM7 JOB. MIKE SURPRENANT Consulting Structural Engineers SHEET NO CALCULATED BY. CHECKED BY OF DATE. DATE. SPREAD FOOTINGS - MAX. ALLOWABLE CONCENTRATED LOADS MARK:P-1 MAX b (ft. LBS. USE 24" SQUARE x " DEEP WITH (2) # 4 EACH WAY @ BOTTOM MARK'Pz2 s= ASBP (b)2 =T.RS USE: 30" SQUARE x/3 " DEEP WITH (3) # 4 EACH WAY @ BOTTOM MARK P-3 = ASBP (b)2 =TBS USE 36" SQUARE x " DEEP WITH (4) # 4 EACH WAY @ BOTTOM MARK.IM MAX -IBS. USE 42" SQUARE x /$ " DEEP WITH (5) # 4 EACH WAY @ BOTTOM MARK: P-5 PMAX ^ASBP(b)2 =LBS. USE: 48" SQUARE x |-J " DEEP WITH (6) # 4 EACH WAY @ BOTTOM D PRODUCT 207 JOB.jJm MIKE SURPRENANT & ASSOCIATES Consulting Structural Engineers SHEET NO ^0fJ3 CALCULATED BY_ OF_ DATE. DATE. SCALE CONCRETE BEAM REINFORCEMENT INPUT PARAMETERS GRADE BEAM (ft) GRID 1 b= 15 in h = 18m d = 1 5 in OTM = 13 05 k-ft (UNFACTORED) fy~ f,= 09 60 ksi 2 5 ksi CALCULATED OUTPUT Mu = 14 OTM A« = MuxI2 0875 (trial) a = 085fcb jd = d-a/2 w/ revised jd Pmin = 200 M..= As Pmm ~ 18.27 k-ft ASREQQ- AspRov = 0.309 m2 0 880 m2 a = 1.656 in jd = 0.945 d REQT>- 0.286 m 0880m2 0.0033 pprov= 00039111 Ok (2) 36 T & B (2) #6 T&B OK Use-2 - #6 OK As = 088 mj JOB.Omis MIKE SURPRENANT & ASSOCIATES Consulting Structural Engineers SHEET NO ^_OFJi CALCULATED BY_ CHECKED BY SCALE DATE. DATE. CONCRETE BEAM REINFORCEMENT INPUT PARAMETERS GRADE BEAM GRID 2 b = 15 in c|> = 09 h = 18 in fy = 60 ksi d= 15 in fc= 2 5 ksi OTM= 12936 k-ft (UNFACTORED) CALCULATED OUTPUT Mu = 1 4 OTM A= Muxl2 4>*fy*J*d 0875 (trial) a = As f 085fcb jd = d-a/2 A8 w/ revised jd Pmm =200 Mu= 18.1104 k-ft AsPROV Pmm = 0.307 m2 0 880 m2 1.656 m 0945d AsREQ-D= 0.284 m2 0880m2 0.0033 pprov= 00039111 OK (2) #6 T & B (2) #6 T&B OK Use 2 - #6 OK As = 088 in2 JOB MIKE SURPRJENANT & ASSOCIATES Consulting Structural Engineers SHEET NO CALCULATED BY_ CHECKED BY SCALE __ DATE. __ DATE. SCHEDULES MIKE SURPRENANT r^S \r^.- Consulting Structural Engineers *L^_^' Y I SHEET NO CALCULATFn RY CHECKED RV SCALE Lc t t*/ Q l/v) fit- i 1 HATF © © psat II! JOB. MIKE SURPRENANT & ASSOCIATES Consulting Structural Engineers SHEET NO CALCULATED BY- CHECKED BY . SCALE DATE. DATE. HOLD-DOWN SCHEDULE 4x POST W MSTC40 FLR-Tc-FLR MOLD-DOWN 4x POST W/ MSTCS2 FLR-To-FLR HOLD-DOWN 4x POST W/ MSTC66 FLR-To-FLR MOLD-DOWN 4x POST W/ MSTC78 FLR-To-FLR MaD-DOWN 4x POST W/ CMST14 FLR-To-FLR MOLD-DOWN (341 END LENGTH * (74) I6d TO EA POST) 4x POST W/ CMSTI2 FLR-To-FLR HOLD-DOWN (45" END LENGTH 4 TO EA POST) M 4x POST W/ STHD8 HOLD-DOWN 4x POST W/ STHD10 HOLD-DOWN 4x POST W STMDI4 HOLD-DOWN 4x POST W/ PHD2 ON SSTBI6 AB 4x POST W/ PMD5 ON SSTB24 AB 4x POST W/ PHD6 ON SSTB26 A B 4x POST W/ PHDB ON SSTB26 A B 4x POST W/ HDBA ON SSTB2B A B 4x POST W/ HDIOA ON SSTB28 A B 4x POST W/ HD14A ON SSTB34 A B NOTES i; HOLD DOWN ANCHORS MUST BE TIED IN PLACE PRIOR TO FOUNDATION INSPECTION 2; DEEPEN FOOTINGS TO PROVIDE 3" MIN CONCRETE COVER WHERE HOLD DOWN ANCHORS ARE LONGER THAN THE FTG DEPTH 3; USE (Rj; OPTION ON STHD HOLD-DOWNS FOR RAISED WOOD SUB-FLOOR CONDITION REV JAN 2001 D PRODUCT 207 MIKE SURPRENANT & ASSOCIATES Consulting Structural Engineers JOB. SHEET NO CALCULATED BY. CHECKED BY SCALE DATE. DATE. SIMPSON STRONGWALL REV SEP 2002 A 50J!6xl-4MD 6LU22x8-4 N 50)18x9 60148x10 B 50JI6X-1-6HD M 60)22x8-6 6UJ24xS O 6U)l6x8-4MD J 6llJ18xS R 6UB2x9 X 6UJ32xl2xfc SOJ16x8-6HD < SUJ24x8 5 50)48x3 50J48xl2x6 60J22x1-4 6UJ32x8 50J24xl0 60)22x1-6 5048x8 50)32x10 SIMPSON STRONGuJALL FOOTNOTES < APPLY TO ALLJ Q ICBO • PFC-5405 © FOR SINGLE POUR AFf=LICATICN6, U6E S6TB28 HOLDO1N ANCHOR BOUTS AND 5/8' x 0' fMNJ MUDSIU ANCHORS © FOR TUfc-FOJR AfTLICATIONS, USE SSTB34 HOLDOUW ANCHOR BOLTS AND 5/8' x &' CHHJ MUD6ILL ANCHORS ® PLACE ALL ANCHORS USING A 5TRCN3UIALL TEMPLATE APPROPRIATE FOR THE APPLICATION AND LEM5TH Or IUALL FOR EXTERIOR APPLICATIONS, USE 'SUIT1 TYPE TEMPLATES FOR INTERIOR APPLICATIONS, USE 'SlOTI' TYPE TEMPLATES FOR PANEL FORM APPLICATIONS, USE 'SUffPr' TYPE TEMPLATES © USE ALL PROVIDED HARDWARE FOR ANCHORAGE TO FOWDATION. ® USE PROVIDED SCREWS AND SHIM ( F PROVIDED^ FOR COf«ECTICN TO DBL TOP PLATE © FOR (3ARASE PORTALS, COMCCT 4X12 fMINJ HEADER AT TOP OF UUU- WTH PROVIDED SCRBU5, PROVIDED T1ST' STRAP UHTH (\0) \0d COMMONS, AND PANEL EXTENSION WITH |0d COTtlONS « 3' olc. fVERTJ « 4' o/c NO HOLES, NOTCHES, CUTS, OR OTHER MODIFICATIONS SHALL BE MADE TO THE STRONSUWLL IN ANY CASE EXCEPT AS PERMITTED BY SIMPSON STRONG-TIE, INC AND ICBO REPORT -RF DENOTES RAISED FLOOR OPTION OF STRON5UIALL PLEASE MAKE NOTE Or THIS UIHEN ORDERING MATERIALS ALL -RP MODEL STRONGUJAU.S SHALL USE A SIMPSON 'TUD 1/8-I1 fNOT SUPPLIED) AT EACH HOLDOILN ANCHOR MIKE SURPRENANT & ASSOCIATES Consulting Structural Engineers JOS. SHEET NO CALCULATED 8Y_ CHECKED BY SCALE DATE, DATE- SPREAD FOOTING SCHEDULE'. SYMBOL <8> <6> <P-3> <8> <8> SIZE AND REINFORCEMENT (f'c-2,500 pel t fy=60kai; 24" SQUARE X /£ " DEEP W (2) 8 4 30" SQUARE X /S ' DEEP W/ (3; 8 4 36" SQUARE X ft " DEEP W/ (4.) 8 4 42( SQUARE X ft " DEEP W/ (5) 8 4 48" SQUARE X tf ' DEEP W/ C&; ft 4 EACH WAY EACH WAY EACH WAY EACH WAY EACH WAY EAST COUNTY SOIL CONSULTATION AND ENGINEERING, INC 10925 HARTLEY ROAD SUITE "I" SANTEE CALIFORNIA 92071 619 258-7901 Fax 619 258-7902 Frank & Lori Sohaei 2359 Pio Pico Drive Carlsbad, California 92008 October 31,2005 ProjectNo 04-H06E3(B) Subject Foundation Excavation Observation Proposed Two-Story, Single-Family Residences 2359 Pio Pico Drive, APN 156-351-06 City of Carlsbad, California References 1 "Limited Site Investigation Update, Proposed Two-Story Single-Family Residence, 2359 Pio Pico Drive, APN 156-351-06, City of Carlsbad, California", Project No 04- 1106E3(A), Prepared by East County Soil Consultation and Engineering, Inc, Dated November 23, 2004 2 "Limited Site Investigation, Proposed Two-Story Single-Family Residence, 2359 Pio Pico Drive, APN 156-351-06, City of Carlsbad, California", Pioject No 04-1106E3, Prepared by East County Soil Consultation and Engineering, Inc , Dated November 23, 2004 Dear Mr and Mrs Sohaei In accordance with your request, we have observed the foundation excavation for the proposed two-story single-family residence at the subject site The footings have been excavated to the proper depth and width into competent bearing soils (Terrace Deposits Formation) and are in compliance with the approved building plans Foundation excavations, soil expansion characteristics and soil bearing capacity are in accordance with the referenced soil report (Reference No 2) If we can be of further assistance, please do not hesitate to contact our office Respectfully submitted, Mamadou Sahou Diallo, P E RCE 54071 MSDVmd EAST COUNTY SOIL CONSULTATION AND ENGINEERING, INC. 10925 HARTLEY ROAD, SUITE "I" SANTEE, CALIFORNIA 92071 (619) 258-7901 Fax 258-7902 Frank & Lori Sohaei 2359 Pio Pico Drive Carlsbad, California 92008 November 23, 2004 Project No. 04-1106E3 Subject: Limited Site Investigation Proposed Two-Story, Single-Family Residence 2359 Pio Pico Drive, APN 156-351-06 City of Carlsbad, California Dear Mr. and Mrs. Sohaei: In accordance with your request, we have performed a limited investigation of the soil conditions at the subject site to provide the soil engineering criteria for site grading and recommend an appropriate foundation system for the proposed residence. Our investigation has found that the proposed building pad is underlain by topsoil and colluvium to a depth of approximately 3.0 feet below existing grade. Medium dense to dense sandstone of the Terrace Deposits Formation was underlying the colluvium to the explored depth of 5 feet. It is our opinion that the proposed development is feasible provided the recommendations herein are implemented during construction. Respectfully submitted, Mamadou Saliou Diallo, P.E RCE 54071 SOHAEIPROJECT NO 04-U06E3 INTRODUCTION This is to present the findings and conclusions of a soil investigation for a proposed two-story, single-family residence to be located on the west side of Pio Pico Drive, in the City of Carlsbad, California. The objectives of the investigation were to evaluate the existing soils conditions and provide recommendations for the proposed construction. SCOPE OF SERVICES The following services were provided during this investigation: O Site reconnaissance and review of published geologic, seismological and geotechnical reports and maps pertinent to the project area. O Drilling of three (3) exploration borings within the limits of the proposed areas of development. The borings were logged by our Staff Geologist. O Collection of representative soil samples at selected depths. The obtained samples were sealed in moisture-resistant containers and transported to the laboratory for subsequent analysis. O Laboratory testing of samples representative of the types of soils encountered during the field investigation. O Geologic and engineering analysis of the field and laboratory data, which provided the basis for our conclusions and recommendations. O Production of this report, which summarizes the results of the above analysis and presents our findings and recommendations for site development. SOHAEl PROJECTNO 04-1106E3 SITE DESCRIPTION AND PROPOSED CONSTRUCTION The subject site is a rectangular-shaped resident ial lot located on the west side of Pio Pico Drive, in the City of Carlsbad, California. The site covering an area of approximately 1.3 acre is occupied by a single story house. The parcel slopes gently to the west. Vegetation consisted of trees, shrubs and grass. A review of the site plan prepared by Dennis Wayne Janda, Professional Land Surveyor (PLS) indicates that the proposed structure will be adjacent to the existing house to the east. It is our understanding that the existing house will be demolished after completion of the proposed residence. The new structure will be two-story, wood-framed and founded on continuous and spread footings with a raised-wood floor system. FIELD INVESTIGATION AND LABORATORY TESTING On November 2, 2004, three (3) exploratory borings were drilled to a depth of approximately 5.0 feet with a hand auger. The approximate locations of the borings are shown en the attached Plate No. 1, entitled "Location of Exploratory Borings". A continuous log of the soils encountered was recorded at the time of excavation and is shown on Plate No. 2 entitled "Summary Sheet". The soils were visually and texturally classified according to the filed identification procedures set forth on the attached Plate No. 3 entitled "U.S.C.S. Soil Classification". Following the field exploration, laboratory testing was performed to evaluate the pertinent engineering properties of the foundation materials. The laboratory-testing program included moisture content, particle size analysis and expansion index tests. These tests were performed in general accordance with ASTM standards. Page L-l provides a summary of the laboratory test results. SUBGRADE CONDITIONS Topsoil and colluvium were encountered to a depth of approximately 3.0 feet below existing grade. These soils generally consisted of silty sand and clayey sand with a loose to medium dense consistency. The colluvium was underlain by medium dense to dense sandstone of the Terrace Deposits Formation to the explored depth of 5 feet. SOHAEI PROJECT NO 04-1106E3 EXPANSIVE SOILS An expansion index test was performed on a select sample of the colluvium to evaluate volumetric change characteristics with change in moisture content. An expansion index of 40 indicates a low expansion potential for the foundation soils. GROUNDWATER Groundwater was not encountered during the course of our investigation. Static groundwater is anticipated at depths greater than 90 feet. We do not expect groundwater to affect the proposed development. However, perched water may be encountered due to periods of heavy precipitation, landscape watering, leaking water lines, construction activities or unforeseen causes. Mitigative measures regarding oversaturation resulting from improper surface drainage are discussed in the drainage section of this report. GEOLOGIC HAZARDS A review of the available geological literature pertaining to the site indicates the existence of the Newport/ Inglewood Fault Zone approximately 8.0 Km to the west. Ground shaking from this fault or one of the major active faults in the region is the most likely happening to affect the site. With respect to this hazard, the site is comparable to others in the general area. The proposed residential structure should be designed in accordance with seismic design requirements of the 1997 Uniform Building Code or the Structural Engineers Association of California using the following seismic design parameters: PARAMETER ;? V^F^V ? - Seismic Zone Factor, Z Seismic Source Soil Profile Type Near-Source Factor, Na Near-Source Factor, Nv Seismic Coefficient, Ca Seismic Coefficient, Cv <> "- -RVALUE-;/-- ^%; 040 B SD 10 1 1 0.44 070 UBC REFERENCE ; f Table 16-1 Table 16-U Table 16-J Table 16-S Table 16-T Table 16-Q Table 16-R Based on the absence of shallow groundwater and consistency of the underlying Terrace Deposits Formation, it is our opinion that the potential for liquefaction is very low. SOHAEI PROJECT NO 04-1106E3 CONCLUSIONS AND RECOMMENDATIONS The following conclusions and recommendations are based upon the analysis of the data and information obtained from our soil investigation. This includes site reconnaissance; field investigation; laboratory testing and our general knowledge of the soils native to the site. The site is suitable for the proposed residential development provided the recommendations set forth are implemented during construction. GRADING AND EARTHWORK Site grading should begin with clearing and grubbing, i.e. the removal of vegetation and deleterious materials within the area of the proposed building. Subgrade soils extending to a depth of 3 feet below existing grade and a minimum of five (5) feet beyond proposed perimeter footings should be overexcavated, moisture conditioned within 2 percent over optimum and compacted to a minimum of 90 percent relative compaction. The actual depth and extent of removal should be evaluated in the field at the time of excavation by a representative of this firm. Grading should be performed in accordance with the attached appendix A. An alternative to the overexcavation and recompaction of the subgrade soils would be to extend all footings to the dense sandstone of the Terrace Deposits Formation. EROSION AND SILTATION Due to the granular characteristics of the on-site soils, areas of recent grading or exposed ground may be subject to erosion. During construction, surface water should be controlled via berms, sandbags, siltation basins, positive surface grades, or other method to avoid damage to the finish work or adjoining properties. The contractor should take measures to prevent erosion of graded areas until such time as permanent drainage and erosion control measures have been installed. After completion of grading, all excavated surfaces should exhibit positive drainage and eliminate areas where water might pond. FOUNDATION AND SLAB a Continuous and spread footings are suitable for use and should extend a minimum of 18 inches for the two-story residence into the properly compacted fill soils or dense sandstone of the Terrace Deposits Formation. SOHAEI PROJECTNO 04-1106E3 Continuous footings should be at least 15 inches in width and reinforced with four #4 steel bars; two bars placed near the top of the footings and the other two bars placed near the bottom of the footings. Spread or isolated footings should be at least 18 inches square and reinforced with #4 steel bars spaced 12 inches on center each way and placed horizontally near the bottom. b. Concrete garage floor slabs should be a minimum of 4 inches thick. Reinforcement should consist of #3 bars placed at 16 inches on center each way within the middle third 06 the slab by supporting the steel on chairs or concrete blocks "dobies". The slab should be underlain by 2 inches of clean sand over a 10-mil visqueen moisture barrier. The effect of concrete shrinkage will result in cracks in virtually all concrete slabs. To reduce the extent of shrinkage, the concrete should be placed at a maximum of 4-inch slump. The minimum steel recommended is not intended to prevent shrinkage cracks. c. An allowable soil bearing value of 1,725 pounds per square foot may be used for the design of the above footings founded into the properly compacted fill soils or the dense sandstone of the Terrace Deposits Formation. This value may be increased by 300 psf for each additional foot of width or depth to a maximum value of 4500 Ib/ft2, as set forth in the 1997 Edition of the Uniform Building Code, Table No. 18-I-A. d. Lateral resistance to horizontal movement may be provided by the soil passive pressure and the friction of concrete to soil. An allowable passive pressure of 250 pounds per square foot per foot of depth may be used. A coefficient of friction of 0.35 is recommended. The soils passive pressure as well as the bearing value may be increased by 1/3 for wind and seismic loading. SETTLEMENT Settlement of compacted fill soils is normal and should be anticipated. Because of the type and thickness of the fill soils under the proposed footings and the light building loads, settlement should be within acceptable limits. UTILITY TRENCH EXCAVATION AND BACKFILL Excavations for on-site utility trenches may be made vertically for shallow depths and must be either shored or sloped at 1H: IV for depths greater than 4 feet. Utilities should be bedded and backfilled with clean sand or approved granular soil to a depth of at least one foot over the pipe. SOHAEI PROJECT NO 04-1106E3 This backfill should be uniformly watered and compacted to a firm condition for pipe support. The remainder of the backfill should be on-site soils or non-expansive imported soils, which should be placed in thin lifts, moisture conditioned and compacted to at least 90 % relative compaction. DRAINAGE Adequate measures should be undertaken to properly finish grade the site after the structure and other improvements are in place, such that the drainage water within the site and adjacent properties is directed away from the foundations, footings, floor slabs and the tops of slopes via surface swales and subsurface drains towards the natural drainage for this area Proper surface and subsurface drainage will be required to minimi2e the potential of water seeking the level of the bearing soils under the foundations, footings and floor slabs, which may otherwise result in undermining and differential settlement of the structures and other improvements. LIMITS OF INVESTIGATION The recommendations provided in this report pertain only to the site investigated and based upon the assumption that the soil conditions do not deviate from those disclosed in the borings. If any variations or undesirable conditions are encountered during construction, or if the proposed construction will significantly differ from that planned at the present time, East County Soil Consultation and Engineering, Inc. should be notified so that supplemental recommendations can be provided. Plates No. 1 through 3, Page L-l, References, and Appendix A are parts of this report. Respectfully submitted, Mamadou Saliou Diallo RCE 54071 MSD/md EAST COUNTY SOIL CONSULTATION & ENGINEERING, INC 10925 HARTLEY RD SUITE i, SANTHE, CA 92071 (619) 258-7901 Fax (619) 25K-7902 SOHAEI PROJECT NO 04-1106E3 PLATE NO. 2 SUMMARY SHEET BORING NO. 1 DEPTH SOIL DESCRIPTION Y Surface TOPSOIL Brown, moist, loose, silty sand with rootlets 1 0' COLLUVIUM (Qai) tan brown, moist, loose, silty fine grained sand (SM) 1 5* tan/ gray, moist medium dense clayey sand 3 0' TERRACE DEPOSITS FORMATION (Qti) tan brown, moist, medium dense to dense, silty fine grained sand (SM) 5 0' bottom of boring, no caving, no groundwater boring backfilled 11/2/04 BORING NO. 2 DEPTH SOIL DESCRIPTION Surface TOPSOIL Brown, moist, loose, silty sand with rootlets 10' COLLUVIUM (Qal) tan brown, moist, loose, silty fine grained sand (SM) 1.5' tan/ gray, moist medium dense clayey sand 3 0' TERRACE DEPOSITS FORMATION (Qt,) tan brown, moist, medium dense to dense, silty fine grained sand (SM) 5 0' bottom of boring, no caving, no groundwater boring backfilled 11/2/04 M Y M 115 8 11 7 DEPTH Surface 1 0' 1 5' 20' 30' 50' BORING NO. 3 SOIL DESCRIPTION TOPSOIL Brown, moist, loose, silty sand with rootlets COLLUVIUM (Qal) tan brown, moist, loose, silty fine grained sand (SM) tan/ gray, moist medium dense clayey sand it U it tl « TERRACE DEPOSITS FORMATION (Qtj) tan brown, moist, medium dense to dense, silty fine grained sand (SM) bottom of boring, no caving, no groundwater boring backfilled 11/2/04 Y M 1150 98 Y = DRY DENSITY M = MOISTURE CONTENT MAJOR DIVISIONS COARSE GRAINED SOILS (MORE THAN Vi OF SOIL > NO 200 SIEVE SIZE) FINE GRAINED SOILS (MORE TH'KN '/- OF SOIL < NO 200 SIEVE SIZE) GRAVELS (MORE THAN '/: OF COARSE FRACTION >NO 4 SIEVE SIZE) SANDS (MORE THAN '/- OF COARSE FRACTION <NO 4 SIEVE SIZE) SILTS & CLAYS LIQUID LIMIT <50 SILTS & CLAYS LIQUID LIMIT >50 HIGHLY ORGANIC SOILS SYMBOL GW GP GM GC sw SP SM sc ML CL OL MH CH OH Ft DESCRIPTION WELL GRADED GRAVELS OR GRAVEL- SANDMIXTURES LITTLE OR NO FINES - POORLY GRADED GRAVIILS OR GRAVEL-SAND MIXTURES LITTLE OR NO FINES SILTY GRAVELS, GRAVEL-SAND-SILT MIXTURES CLAYEY GRAVELS, GRAVEL-SAND-CLAY MIXTURES WELL GRADED SANDS OR GRAVELLY SANDS, LITTLE OR NO FINES POORLY GRADED SANDS OR GRAVELLY SANDS, LITTLE OR NO FINES SILTY SANDS, SILT-SAND MIXTURES CLAYEY SANDS SAND-CLAY MIXTURES INORGANIC SILTS AND VERY FINE SANDS ROCK FLOUR, SILTY OR CLAYEY FINE SANDS OR CLAYEY SILTS WITH SLIGHT PLASTICITY INORGANIC CLAYS OF LOW TO MEDIUM PLASTICITY, GRAVELLY CLAYS, SANDY CLAYS, SILTY CLAYS LEAN CLAYS ORGANIC SILTS AND ORGANIC SILTY CLAYS OF LOW PLASTICITY INORGANIC SILTS, MICACEOUS OR DIATOMACEOUS FINE SANDY OR SILTY SOILS, ELASTIC SILTS INORGANIC CLAYS OF HIGH PLASTICITY, FAT CLAYS ORGANIC CLAYS OF MEDIUM TO HIGH PLASTICITY, ORGANIC SILTY CLAYS, ORGANIC SILTS PEAT AND OTHER HIGHLY ORGANIC SOILS CLASSIFICATION CHART (UNIFIED SOIL CLASSIFICATION SYSTEM) CLASSIFICATION BOULDERS COBBLES GRAVEL Coarse Fine SAND Coarse Medium Fine SILT AND CLAY RANGE OF GRAIN SIZES U S STANDARD SIEVE SIZE GRAIN SIZE IN MILLIMETERS Above 12 Inches I Above 305 12 Inches To 3 Inches | 305 To 76 2 3 Inches to No 4 3 Inches to V- Inch % Inch to No 4 No 4 to No 200 No 4 to No 10 No 10 to No 40 No 40 to No 200 Below No 200 76 2 to 4 76 76 2 to 19 1 19 I to 4 76 4 76 to 0 074 4 76 to 2 00 2 00 to 0 420 0 420 to 0 074 Below 0 074 y&c---rl]y-: Mi_K)i. L/' " " S I i GRAIN SIZE CHART 10 10 JO «1 JO aO 70 uouio u«ir ILL' • PLASTICITY CHART 3O 90 100 EAST COUNTY SOIL CONSULTATION AND ENGINEERING, INC 10925 HARTLEY ROAD, SUITE "I" SANTEE, CALIFORNIA 92071 U.S C S SOIL CLASSIFICATION SOHAEI PROJECT NO. 04-1106E3 PLATE NO. 3 NOVEMBER 23, 2004 SOHAEI PROJECT NO Q4-JJ06E3 PAGE L-l LABORATORY TEST RESULTS INITIAL MOISTURE CONTENTS EXPANSION INDEX TEST (ASTM D4829) SATURATED MOISTURE CONTENT(%) INITIAL DRY DENSITY EXPANSION (PCF) rNDEX LOCATION 112 215 1061 40 B-2 @ 2 0' PARTICLE SIZE ANALYSIS (ASTM D422) 3/4" 1/2" 3/8" #4 #8 #16 #30 #40 #60 #100 #200 uses B- 100 98 95 87 85 82 72 59 37 27 22 "SM7 100 99 98 92 83 64 54 48 "sc~ 100 99 99 91 75 45 31 24 "SM" SOHAEI PROJECT NO 04-UQ6E3 REFERENCES 1. "1997 Uniform Building Code, Volume 2, Structural Engineering Design Provisions", Published by International Conference of Building Officials. 2. "Maps of Known Active Fault Near-Source Zones in California and Adjacent Portions of Nevada", Published by International Conference of Building Officials. 3. "Geologic Maps of the Northwestern Part of San Diego County, California, Plate No. 1, Geologic Maps of the Oceanside, San Luis Key, and San Marcos 7.5' Quadrangles", by Siang S. Tan and Michael P. Kennedy, 1996. 10 EAST COUNTY SOIL CONSULTATION AND ENGINEERING, INC. 10925 HARTLEY ROAD, SUITE I SANTEE, CALIFORNIA 92071 (619) 258-7901 APPENDIX A RECOMMENDED EARTHWORK SPECIFICATIONS 1 General Description The intent of these specifications is to obtain uniformity and adequate strength in filled ground so that the proposed structures may be safely supported The procedures include the clearing and preparation of the land to be filled, processing the fill soils, the spreading, and compaction of the filled areas to conform with the lines and grades as shown on the approved plans The owner shall retain a Civil Engineer qualified in soil mechanics (herein referred to as engineer) to inspect and test earthwork in accordance with these specifications The engineer shall advise the owner and grading contractor immediately if any unsatisfactory conditions are observed to exist and shall have the authority to reject the compacted filled ground until such time that corrective measures are taken, necessary to comply with the specifications It shall be the sole responsibility of the grading contractor to achieve the specified degree of compaction 2 Preparing Areas to be Filled (a) All brush, vegetation and any biodegradable refuse shall be removed or otherwise disposed of so as to leave the areas to be filled free of vegetation and debris Any uncompacted filled ground or loose compressible natural ground shall be removed unless the report recommends otherwise Any buned tanks or other structures shall be removed and the depression backfilled to the satisfaction of the engineer (b) The natural ground which is determined to be satisfactory for the support of the filled ground shall then be plowed or scarified to a depth of at least 12 inches (12") (c) After the natural ground has been prepared, it shall then be brought to the proper moisture content and compacted to not less than 90 percent of maximum dry density in accordance withASTMD1557-91. (d) Where fills are made on slopes greater than 20 percent, horizontal benches shall be cut into the firm natural ground The initial bench at the toe of the fill shall be at least 15 feet in width on firm undisturbed natural ground The width of all succeeding benches shall be at least 6 feet APPENDIX A 3 Fill Materials All material shall be approved by the engineer and shall consist of materials free from vegetable matter, and other lumps greater than 6 inches in diameter If, during grading operations, soils are found which were not encountered and tested m the preliminary investigation, tests on these soils shall be performed to determine their physical characteristics Any special treatment recommended in the preliminary or subsequent soils reports not covered herein shall become an addendum to these specifications 4. Placing and Compacting Fill Materials (a) When the moisture content of the fill material is below that specified, water shall be added until the moisture content is near optimum to assure uniform mixing and effective compaction (b) When the moisture content of the fill materials is above that specified, the fill material shall be aerated by bladmg and scarifying or other satisfactory methods until the moisture content is near optimum as specified (c) After processing, the suitable fill materials shall be placed in layers which, when compacted, shall not exceed six inches (6") Each layer shall be spread evenly and shall be thoroughly mixed during the spreading insure uniformity of materials and moisture in each layer (d) After each layer has been placed, mixed and spread evenly, it shall be thoroughly compacted to not less than the density set forth in paragraph 2 (c) above Compaction shall be accomplished with approval types of compaction equipment Rolling shall be accomplished while the fill material is at the specified moisture content In place density tests shall be performed in accordance with ASTM D1556-90 (e) The surfaces of the fill slopes shall be compacted by means of sheepsfoot rollers or other suitable equipment Compacting operations shall be continued until the slopes are stable and until there is no appreciable amount of loose soil on the slopes 5 Inspection Sufficient inspection by our firm or the Soil's Engineer of record and/or his/her representative shall be maintained during the filling and compacting operations so that he/she can verify that the fill was constructed in accordance with the accepted specifications 6 Seasonal Limits No fill material shall be placed, spread, or rolled if weather conditions increase the moisture content above permissible limits When the work is interrupted by ram, fill operations shall not be resumed until the moisture content and density of fill are as previously specified. All recommendations presented in the attached report are a part of these specifications 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 budding permit without a completed school fee form Project Name Building Permit - . >^0 x Plan Check Number Cpco <t-c .- , jy\ Project Address D^>^> 1 uO APN ~" Project Applicant (Owner Name)Loc\ Project Description I lf\xJ S F P ~ Building Type Residential Number of New Dwelling Units Square Feet of Living Area in New Dwelling 3 &Ut) tf Second Dwelling Unit Square Feet of Living Area in SOU Residential Additions Net Square Feet New Area Commercial/Industrial Square Feet Floor Area City Certification of Applicant Information -SGH Date S WITHIN THE CITY OF CARLSBAD :arTs5acTUnjfied School District 6225 El Cammo Real Carlsbad CA 92009 (331-5000) 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) San Dieguito Union High School District 710 Encmitas Blvd Encimtas, CA 92024 (753-6491) Certification of Applicant/Owners The person executing this declaration ("Owner") certifies under penalty of perjury that (1) the information provided above is correct and tut& to the best of the Owner's knowledge, and that the Owner will file an amended certification of payment and pay the adcJjtfonaTTe^tf Owner requests an increase in the number of dwelling units or square footage after the building pernm is isswM/Sr if the tniftatydeterrmnation of units or square footage is found to be incorrect, and that (2) the Owner is the oyner/q^^oper of the abc$e described project(s), or that the person executing this declaration is authorized to sign on ber Signature Date Revised 4/20/00 Avenue ,-Gounter Carlsbad, CA 92OO8-7314 • (760) 6O2 2700 (76O) GO2-2719 • FAX (760> 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 TITLE NAME OF SCHOOL DISTRICT DATE PHONE NUMBER A Aaw j GAYLEN FREEMAN DEPUTY SUPERINTENDENT CARLSBAD UNIFIED SCHOOL DISTRICT 6325 EL CAMO REAL CARLSBAD, CA 92009 03 Revised AaWQQ 12-12-2006 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Plan Check Revision Permit No PCR06023 Building Inspection Request Line (760) 602-2725 Job Address Permit Type Parcel No Valuation Reference # Project Title 2359 PIO PICO DR CBAD PCR 1563510600 Lot# $0 00 Construction Type CB052088 PARLOR RES DEFFERED TRUSS SUBMITTAL 0 NEW Applicant SEVERING CONSTRUCTION Status Applied Entered By Plan Approved Issued Inspect Area Owner FARLOR FAMILY TRUST 11-10-97 2359 PIO PICO DR CARLSBAD CA 92008 ISSUED 02/07/2006 SB 12/12/2006 12/12/2006 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 exaclions 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 m 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 previoui.lv otherwise expired PERMIT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave Carlsbad, CA 92008 FOR OFFICE USE ONLY PLAN CHECK NO EST VAL Plan Ck Deposit Validated By Date <7 -7• Address {include Bldg/Suite #}Business Name (at this address) Legal Description Lot No Subdivision Name/Number Unit No Phase No Total # of units Description of Work 2. CONTACT, PERSONKdifferentfromapplicaml StawZip Telephone ft _ Fax # Address City State/Zip Telephone Address City State/Zip Telephone # issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law [Chapter 9, commentimg 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 sublets the applicant to a civil penalty of not more than five hundred dollars ]S500]} Name State License # Address License Class City State/Zip City Business License # Telephone # Designer Name Address City State/Zip Telephone Stats License # _ 6"' ^WORKERS' .COMPENSATION, j,u "' ™J ' ."« "»XT !T .. ".a."" -'TV.,"1" '. » " ' J ' " . ! "iV1" ! * "' '« n'TI fi ^ f'^,'^ .!£ 'p""^"' ,'j! Workers' Compensation Declaration I hereby affirm under penalty of perjury one of the following declarations 1~) 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 Q 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 I$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 ctvil 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 I hereby affirm that I am exempt from the Contractor's License Law for the following reason n I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec 7044, Business and Professions Code The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale) Q I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec 7044, Business and Professions Code The Contractor's License Law does not apply to an owner of property who builds or improves thereon and contracts for such projects with contractor(s) licensed pursuant to the Contractor s License Law! Q 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 C] YES l~"lNO 2 I (have / have not) signed an application for a building permit for the proposed work 3 I have contracted with the following person (firm) to provide the proposed construction (include name / address / phone number / contractors license number) 4 I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name / address / phone number / contractors license number) __ 5 I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name / address / phone number / type of work) _ __ _._. . _ __ _ _ PROPERTY OWNER SIGNATURE DATE POMPLETEJHIS SECTION^OR /VO/V-flFSffi>£rV774i BUILDING PERMITS.ONLY 1 ,,„ j*!! M| 1 ,„ „•',' ! i-1!'^^ ;!,',„! y'.V »'!., «F', ',, ;".'' < Vy»'«'3 Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? Q YES £3 NO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? Q YES Q NO Is the facility to be constructed within 1 ,000 feet of the outer boundary of a school site? Q 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 I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec 3097(i) Civil Code) LENDER'S NAME LENDER S ADDRESS I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate I agree to comply with all City ordinances and State laws relating to building construction I hereby 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 stones in height EXPIRATION Every permit issued by the building Official under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days 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 commenced for a period of 180 days (Section 1064 4 Uniform Building Code) APPLICANT'S SIGNATURE DATE **-r WHITE File YELLOW Applicant PINK Finance EsGil Corporation In Partnership with government for (Bui&fing Safety DATE February 16, 2006 a APPLICANT JURISDICTION Carlsbad Cf PLAN REVIEWER a FILE PLAN CHECK NO 052O88 Rev 1 (PCR06023) SET I PROJECT ADDRESS 2359 Pio Pico Dr PROJECT NAME SFD for Frank & Lori Sohaei 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 Esgi! 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 Rergtfn X] REMARKS Revision 1 inc^asrevised trusses over the garage By Abe Doliente Enclosures Esgil Corporation D GA D MB D EJ D PC 2/9/06 tmsmtldot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858)560-1468 + Fax (858) 560-1576 '/ Carlsbad O52088 Rev 1 (PCRO6023) February 16, 20O6 VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad (PCR06023) PLAN CHECK NO/ O52088 Rev 1 DATE: February 16, 20O6PREPARED BY: Aba Doliente BUILDING ADDRESS: 2359 Pio Pico 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 ($) Bdg. Permit Fee by Ordinance Plan Oieek Fee by Ordinance $12000 Type of Review: Q Repetitive FeeRepeats Q Complete Review D Other r-i Hourly Structural Only Hour* Esgil Plan Review Fee $96.00 " Based on hourly rate Comments: Sheet 1 of 1 TOO/ TOO'5 01=00 oooz STONE TRUSS COMPANY www.stonetruss.com W STONE TRUSS CO. N.A -E CERTIFIED INSPECTION I.A.S.AA-583s IN STRICT ACCORDANCE WITH UBC.IBC. ANSI NATIONAL STANDARDS LATEST REVISION PREFABRICATED WARNING * WARNING * WARNING BE SURE ERECTION CONTRACTOR UNDERSTANDS BCSI B1 SUMMARY SHEET ENCLOSED 507 JONES ROAD • OCEANSIDE, CALIFORNIA 92054 • (760) 967-6171 • FAX (760) 967-6178 ST001 x r > za) d n =!M c 5 °OnmH£? c o O0 "~20OS isn= 0 m H H> P15 O A (7) o3:O»o 03 5-1/4" x 14" PSLB o ° C£> DATE o O ROOF TRUSS LAYOUT SOHAEI RESIDENCE 2359 PIO PICO DRIVE CARLSBAD, CA 92008 STONE TRUSS COMPANY www.stonetrusis.com 760-967-6171 (A 5z —I CD CD —I —i o o o o (y"> in oo Ln t/i Y_ !-*• CD cnc re foCX i-l- i-i- 1/1 —I —( CO CD —I —' —1 O <-n O O P7 ± O <33 O O "O ' e O •» *' QL Da o:o^- O DCL LU O ^S LUQ. u_o> LLS wf> i-\(M LJ COLU Oiog _§ 0: CD Q: 0<DOQ. LL W Q. c? 0 . V -kI r—