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HomeMy WebLinkAbout175 SEQUOIA AVE; ; CB061269; Permit01-05-20O7 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Residential Permit Permit No CB061269 Building Inspection Request Line (760) 602-2725 Job Address Permit Type Parcel No Valuation Occupancy Group # Dwelling Units Bedrooms Project Title Applicant SAM WRIGHT 175 SEQUOIA AVCBAD RESDNTL 2060132100 $31200300 1 Sub Type SFD Lot# 0 Construction Type VN Reference # Structure Type SFD Bathrooms 3 SPEC HOME 2866 SF LIVING 513 SF GARAGE 164 SF CARPORT 388 SF DECK Owner DILEO GREGG Status Applied Entered By Plan Approved Issued Inspect Area Ong PC# Plan Check# ISSUED 05/08/2006 LSM 01/05/2007 01/05/2007 2911 STATE ST CARLSBAD CA 92008 1050 ALEXANDRA LN ENCINITAS CA 92024 Building Permit Add I Building Permit Fee Plan Check Add I Plan Check Fee Plan Check Discount Strong Motion Fee Park in Lieu Fee Park Fee LFM Fee Bridge Fee Other Bridge Fee BTD #2 Fee BTD #3 Fee Renewal Fee Add I Renewal Fee Other Building Fee HMP Fee Pot Water Con Fee Meter Size Add I Pot Water Con Fee Reel Water Con Fee $1 202 60 Meter Size $0 00 Add I Reel Water Con Fee $781 69 Meter Fee $0 00 SDCWA Fee $0 00 CFD Payoff Fee $3120 PFF (3105540) $0 00 PFF (4305540) $000 License Tax (3104193) $0 00 License Tax (4304193) $000 Traffic Impact Fee (3105541) $000 Traffic Impact Fee (4305541) $0 00 Sidewalk Fee $0 00 PLUMBING TOTAL $0 00 ELECTRICAL TOTAL $0 00 MECHANICAL TOTAL $0 00 Housing Impact Fee $0 00 Housing InLieu Fee $318800 Housing Credit Fee D5/8 Master Drainage Fee $201 00 Sewer Fee $0 00 Additional Fees TOTAL PERMIT FEES $000 $16000 $431300 $000 $5 678 45 $5 241 65 $000 $000 $521 70 $588 30 $000 $21000 $7000 $5000 $000 $451500 $000 $000 $1 047 00 $000 $27 799 59 Total Fees $27 799 59 Total Payments To Date $27,799 59 Balance Due $000 1JILDING PLANS ^- IN STORAGE —.ATTACHED Inspector FINA Date Clearance NOTICE Please take NOTICE that approval of your project includes the Imposition of fees dedications reservations or other exactions hereafter collectively referred to as fees/exactions You have 90 days from the date this permit was issued to protest imposition of these fees/exactions If you protest them you must follow the protest procedures set forth in Government Code Section 66020(a) and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3 32 030 Failure to timely follow that procedure will bar any subsequent legal action to attack review set aside void or annul their imposition You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes nor planning zoning grading or other similar application processing or service fees in connection with this project NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitations has previously otherwise expired PERMIT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave , Carlsbad, CA 92008 PROJECT INFORMATION zT onsr irj/na/aow oo i 11 PLAN CHECKD EST VAL Plan Ck Deposit Validated By Date Address (include Bldg/Suite #)Business Name (at this address) Legal Description Lot No Subdivision Name/Number Unit No Phase No Total # of units Assessor s Parcel if Two Existing Use Proposed Use Description of Work 2 CONTACT PERSON (if different from applicant) SQFT # of Bathrooms Name ' Address % APPLICANT JD Contractor* D Argent for Contractor **£] Owner City t for Owner"" 4 t-ft State/Zip Telephone #Fax # <-T A. TT Name 4 PROPERTY OWNER Address City State/Zip Telephone # Address City State/Zip Telephone #Name 5 CONTRACTOR COMPANY NAME ,., "~~~ jf "*" jt> " ^ *fc ** "•- *l« (Sec 7031 5 Business and Professions Code Any City or County which requires a permit to construct alter improve demolish or repair any structure prior to its issuance also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor s License Law [Chapter 9 commending with Section 7000 of Division 3 of the Business and Professions Code] or that he is exempt therefrom and the basis for the alleged exemption Any violation of Section 7031 5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars [$500]) Name State License # Address License Class City City Business State/Zip License # Telephone # Designer Name State License # 6 WORKERS COMPENSATI Address Ql^i^— -"fesi^g^^' ®$* !> City State/Zip Telephone ^ »*, * ,,,,i.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 f~| I have and will maintain workers compensation as required by Section 3700 of the Labor Code for the performance of the work for which this permit is issued My worker s compensation insurance carrier and policy number are Insurance Company _ Policy No _ Expiration Date _ (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS [$100] OR LESS) L~H CERTIFICATE OF EXEMPTION I certify that in the performance of the work for which this permit is issued I shall not employ any person in any manner so as to become subject to the Workers Compensation Laws of California WARNING Failure to secure workers compensation coverage is unlawful and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars ($100 000) in addition to the cost of compensation damages as provided for in Section 3706 of the Labor code interest and attorney s fees SIGNATURE _ DATE _ i7 *- OWNER BUILDER DECLARATION - _ -*T*" ,^*" ^''"""' _^ Mr -t '"i*?- I hereby affirm that I am exempt from the Contractor s License Law for the following reason O 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) 0 I as owner of the property am exclusively contracting with licensed contractors to construct the project (Sec 7044 Business and Professions Code The Contractor s License Law does not apply to an owner of property who builds or improves thereon and contracts for such projects with contractor(s) licensed pursuant to the Contractor s License Law) |~l I am exempt under Section _ Business and Professions Code for this reason 1 I personally plan to provide the major labor and materials for construction of the proposed property improvement O YES [J]NO 2 I (have / have not) signed an application for a building permit for the proposed work 3 I have contracted with the following person (firm) to provide the proposed construction (include name / address / phone number / contractors license number) 4 I plan to provide portions of the 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 &QMP^&JJVS$ECTIQN,fOiriVON RESIDENTIAL BU!LDiNGj|>ERMlTS ONLY *** .* ™"* (^ " ™*J_ 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? D YES [] NO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district' l~l YES l~1 NO Is the facility to be constructed within 1 000 feet of the outer boundary of a school site' l~1 YES l~) 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(0 Civil Code) LENDER S NAME LENDER S ADDRESS 9 JflfAPPLICANT CERTIFICATION ..wPP"""" J°" ~ ~" dF" jMta$* "r*sr" „, '~ !i|* 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 Ar# WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT OSHA An OSHA permit is required for excavations EXPIRATION Every permit issued by tharauilding authorized by such permit is not commenced within at any time after the work is commeno/afor a APPLICANT S SIGNATURE and demolition or construction of structures over 3 stories in height under the\rovjsions of this Code shall expire by limitation and become null and void if the building or work ays from the dweof such permit or if the building or work authorized by such permit is suspended or abandoned 180 days f^eg|rin 1 nfi 4 4, 1 imfnrm Building Code) ^fZ^ f^4 A~j File YELLOW Applicant PINK Finance City of Carlsbad Bldg Inspection Request For 02/07/2008 Permit* CB061269 Title SPEC HOME-2866 SF LIVING, Description 513 SF GARAGE,164 SF CARPORT.388 SF DECK Inspector Assignment PC 175 SEQUOIA AV Lot Type RESDNTL Sub Type SFD Job Address Suite Location OWNER GARFIELD BENCHMARK LUC Owner GARFIELD BEACHWALK L L C 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 Comments M Comments/Notices/Holds Associated PCRs/CVs Original PC# PCR07132 ISSUED BEACHWALK DEFERRED SUBMITTAL FOR SPIRAL STAIRCASE Inspection History Date 09/06/2007 09/06/2007 09/05/2007 08/30/2007 08/13/2007 08/03/2007 07/31/2007 07/24/2007 07/23/2007 06/06/2007 03/07/2007 03/07/2007 03/05/2007 Description 17 Interior Lath/Drywall 18 Exterior Lath/Drywall 32 Const Service/Agricultural 39 Final Electrical 17 Interior Lath/Drywall 16 Insulation 84 Rough Combo 13 Shear Panels/HDs 13 Shear Panels/HDs 15 Roof/Reroof 11 Ftg/Foundation/Piers 12 Steel/Bond Beam 65 Retaining Walls Act we AP AP CO AP AP AP AP NR AP AP AP PA Insp PC PC PC PC PC PC PC PC PC PC PC PC PC Comments NO CARD ON SITE EMR see list attached NO PLANS HEIGHT 29FT6IN PRESLAB NO WALLS GROUT City of Carlsbad Bldg Inspection Request For 09/05/2007 Permit# CB061269 Inspector Assignment PC Title SPEC HOME-2866 SF LIVING, Description 513 SF GARAGE.164 SF CARPORT.388 SF DECK 175 SEQUOIA AV Lot Type RESDNTL Job Address Suite Location APPLICANT SAM WRIGHT Owner Remarks Sub Type SFD Phone 7608013274 Inspector Total Time Requested By RON Entered By JANEAN CD Description Act _ Comment 32 Const Service/Agricultural Comments/Notices/Holds Associated PCRs/CVs Original PC# PCR07132 PENDING BEACHWALK DEFERRED SUBMITTAL FOR SPIRAL STAIRCASE Inspection History Date 08/30/2007 08/13/2007 08/03/2007 07/31/2007 07/24/2007 07/23/2007 06/06/2007 03/07/2007 03/07/2007 03/05/2007 02/21/2007 02/21/2007 02/20/2007 02/20/2007 02/20/2007 02/20/2007 01/25/2007 01/25/2007 01/10/2007 Description 39 17 16 84 13 13 15 11 12 65 61 62 21 24 62 98 21 66 11 Final Electrical Interior Lath/Drywall Insulation Rough Combo Shear Panels/HDs Shear Panels/HDs Roof/Reroof Ftg/Foundation/Piers Steel/Bond Beam Retaining Walls Footing Steel/Bond Beam Underground/Under Floor Rough/Topout Steel/Bond Beam BMP Inspection Underground/Under Floor Grout Ftg/Foundation/Piers Act CO AP AP AP AP NR AP AP AP PA PA PA AP we NR NR NR AP AP Insp PC PC PC PC PC PC PC PC PC PC PC PC PC PC PC PC PC PC PC Comments see list attached NO PLANS HEIGHT 29FT 6IN PRESLAB NO WALLS GROUT GARDEN WALL DRY PACK PERIMETER FTGS AND UFER CITY OF CARLSBAD BUILDING DEPARTMENT DATE NOTICE (760) 602-2700 1635 FARADAY AVENUE LOCATION lie? lME_ PERMIT NO ff^OilCE FOR INSPECTION CALL (760) 602 2725 RE INSPECTION FEE DUE? I I YES FOR FURTHER INFORMATION CONTACT^^ I"' ^ \ \ S PHONE BUILDlffiflNSPECTOR CODE ENFORCEMENT OFFICER EsGil Corporation In Partnership -with government for <BuiC(hng Safety DATE December 27, 20O6 O, JUF JURISDICTION Carlsbad tTPLAN REVIEWER Q FILE PLAN CHECK NO O6-1269 SET III PROJECT ADDRESS 175 Sequoia Avenue PROJECT NAME SFD for Beachwalk The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes IXI 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 Wright Design 2911 State Street, Carlsbad, CA 92008 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 Sam Telephone # (760) 720-7631 Date contacted (by ) Fax # 763^ Mail Telephone Fax In Person REMARKS THE DESIGNER INDICATED THAT HE COMMUNICATED WITH THE CITY STAFFS REGARDING THE ATTACHED OUTSTANDING CORRECTION AND THE SAME STAFFS WOULD LOOK INTO IT FOR CONSIDERATION By Bert Domingo Enclosures Esgil Corporation D GA D MB D EJ D PC LOG trnsmtldot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858)560-1468 * Fax (858) 560-1576 Carlsbad O6-1269 December 27, 2006 Q4 When special inspection is required, the architeor-or engineer of record shall prepare an inspection program which shall be submitted toytrie building official for approval prior to issuance of the building permit Please revieu/Section 106 3 5 Please complete the attached form ' EXITS, STAIRWAYS, AND RAILINGS 6 The building seems three story Please submit analysis to verify that tb£ 1st floor is a basement or story Please see item 7 below. TWO EXITS ARE REWiJwRE-D PLEASE SHOW THE LOCATIONS OF SUCH EXIT SYSTEM SEPARAT^blBWV^QFTHE = DIAGONAL OF THE BUILDING ^ 7 Floors above the second story shall have not less than 2 exits Section 1004 232 Exceptions 1 Occupied roofs may have one exit if such occupied areas 500 square feet and located no higher than immediately above the secon When the third floor within a unit does not exceed 500 sq ft, only one exit need be provided PLEASE SEE ITEM 6 ABOVE MECHANICAL (UNIFORM MECHANICAL CODE) 13 Show the fqfcfjjjya, type and size (BTU's) of all heating and cooling appliances or systems 13a) Applicant to provia& degftcfn verification that the radiant heating system M30.OOP Btu ) is of adequate size teLprovide both space heater and domestic water heating EsGil Corporation In (Partnership with government for Quitting Safety DATE December 18, 2006 a APPLICANT \Q2lURIS JURISDICTION Carlsbad 6 PLAN REVIEWER a FILE PLAN CHECK NO 06-1269 SET II PROJECT ADDRESS 175 Sequoia Avenue PROJECT NAME SFD for Beachwalk 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 1X1 The check list transmitted herewith is for your information The plans are being held at Esgil Corporation until corrected plans are submitted for recheck The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person XI The applicant's copy of the check list has been sent to Wright Design 2911 State Street, Carlsbad, CA 92008 Esgil Corporation staff did not advise the applicant that the plan check has been completed X3 Esgil Corporation staff did advise the applicant that the plan check has been completed Person contacted Sam Telephone # (760)720-7631 Date contacted /JiHocs (by ^ y] Fax # 7634 Mail^- Telephone Fax^ In Person REMARKS By Bert Domingo Enclosures Esgil Corporation D GA D MB D EJ D PC 12/11/06 trnsmtldot 9320 Chesapeake Drive Suite 208 + San Diego, California 92123 * (858)560-1468 + Fax (858) 560-1576 Carlsbad 06-1269 December 18, 2006 RECHECK PLAN CORRECTION LIST JURISDICTION Carlsbad PLAN CHECK NO 06-1269 PROJECT ADDRESS 175 Sequoia Avenue SET II DATE PLAN RECEIVED BY DATE RECHECK COMPLETED ESGIL CORPORATION 12/11/06 December 18, 2006 REVIEWED BY Bert Domingo FOREWORD (PLEASE READ) This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access This plan review is based on regulations enforced by the Building Department You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments The following items listed need clarification, modification or change All items must be satisfied before the plans will be in conformance with the cited codes and regulations Per Sec 106 4 3, 1997 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law A Please make all corrections on the original tracings and submit new complete sets of prints to B To facilitate recheckmg, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans C The following items have not been resolved from the previous plan reviews The original correction number has been given for your reference In case you did not keep a copy of the prior correction list, we have enclosed those pages containing the outstanding corrections Please contact me if you have any questions regarding these items D Please indicate here if any changes have been made to the plans that are not a result of corrections from this list If there are other changes, please briefly describe them and where they are located on the plans Have changes been made not resulting from this list? Q Yes Q No Carlsbad O6-1269 December 18, 2006 • PLANS 1 Please make all corrections on the original tracings, as requested in the correction list Submit three sets of plans for commercial/industrial projects (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 2 Plans deviating from conventional wood frame construction shall have the structural portions signed and sealed bv the California state licensed engineer or architect responsible for their preparation, along with structural calculations (California Business and Professions Code) When special inspection is required, the architect or engineer of record shall prepare an inspection program which shall be submitted to the building official for approval prior to issuance of the building permit Please review Section 106 3 5 Please complete the attached form EXITS, STAIRWAYS, AND RAILINGS The building seems three story Please submit analysis to verify that the 1st floor is a basement or story Please see item 7 below TWO EXITS ARE REQUIRED PLEASE SHOW THE LOCATIONS OF SUCH EXIT SYSTEM SEPARATED BY 1/2 OF THE DIAGONAL OF THE BUILDING Floors above the second story shall have not less than 2 exits Section 1004 232 Exceptions 1 Occupied roofs may have one exit if such occupied areas are less than 500 square feet and located no higher than immediately above the second story 2 When the third floor within a unit does not exceed 500 sq ft, only one exit need be provided PLEASE SEE ITEM 6 ABOVE Carlsbad O6-1269 December 18, 2OO6 MECHANICAL (UNIFORM MECHANICAL CODE) 13 Show the location, type and size fBTU's) of all heating and cooling appliances or systems 14 Every dwelling unit shall be provided with heating facilities capable of maintaining a room temperature of 70 degrees F at 3 feet above the floor in all habitable rooms Show basis for compliance UBC, Sec 31011 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 Please indicate here if any changes have been made to the plans that are not a result of corrections from this list If there are other changes, please briefly describe them and where they are located in the plans Have changes been made to the plans not resulting from this correction list? Please indicate Yes Q No a 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 Bert Domingo at Esgil Corporation Thank you EsGil Corporation In Partnership ivith government for <Bmfding Safety DATE May 17, 2006 OAEEL1CMIT^ JURISDICTION Carlsbad a FILE PLAN CHECK NO 06-1269 SET I PROJECT ADDRESS 175 Sequoia Avenue PROJECT NAME SFD for Beachwalk 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 XJ 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 P\l The applicant's copy of the check list has been sent to Wright Design 2911 State Street, Carlsbad, CA 92008 Esgil Corporation staff did not advise the applicant that the plan check has been completed Xj Esgil Corporation staff did advise the applicant that the plan check has been completed Person contacted Sam Telephone # (760) 720-7631 Date contacted J/JW (by $/ ) Fax # 7634^ Mail Telephone ^^ Fax-^m Person REMARKS By Bert Domingo Enclosures Esgil Corporation D GA D MB D EJ D PC 5/9/06 tmsmUdot 9320 Chesapeake Drive, Suite 208 4 San Diego, California 92123 * (858)560-1468 4 Fax (858) 560-1576 Carlsbad 06-1269 May 17, 2006 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK NO 06-1269 JURISDICTION Carlsbad PROJECT ADDRESS 175 Sequoia Avenue FLOOR AREA 2727 SQ FT STORIES Two/Three REMARKS DATE PLANS RECEIVED BY JURISDICTION DATE INITIAL PLAN REVIEW COMPLETED May 17, 2006 HEIGHT DATE PLANS RECEIVED BY ESGIL CORPORATION 5/9/06 PLAN REVIEWER Bert Domingo FOREWORD (PLEASE READ) This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled This plan review is based on regulations enforced by the Building Department You may have other corrections based on laws and ordinance by the Planning Department, Engineering Department, Fire Department or other departments Clearance from those departments may be required prior to the issuance of a building permit Present California law mandates that residential construction comply with the 2001 edition of the California Building Code (Title 24), which adopts the following model codes 1997 UBC, 2000 UPC, 2000 UMC and 2002 NEC The above regulations apply to residential construction, regardless of the code editions adopted by ordinance The following items listed need clarification, modification or change All items must be satisfied before the plans will be in conformance with the cited codes and regulations Per Sec 106 4 3, 1997 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i e . plan sheet number, specification section, etc Be sure to enclose the marked up list when you submit the revised plans Carlsbad 06-1269 May 17, 2O06 • PLANS 1 Please make all corrections on the original tracings, as requested in the correction list Submit three sets of plans for commercial/industrial projects (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 2 Plans deviating from conventional wood frame construction shall have the structural portions signed and sealed by the California state licensed engineer or architect responsible for their preparation, along with structural calculations (California Business and Professions Code) 3 On the cover sheet of the plans, specify any items requiring special inspection, in a format similar to that shown below Section 106 3 2 • REQUIRED SPECIAL INSPECTIONS In addition to the regular inspections, the following checked items will also require Special Inspection in accordance with Sec 1701 of the Uniform Building Code ITEM REQUIRED? REMARKS SOILS COMPLIANCE PRIOR TO FOUNDATION INSPECTION DESIGNER-SPECIFIED OTHER ' 4 When special inspection is required, the architect or engineer of record shall prepare an inspection program which shall be submitted to the building official for approval prior to issuance of the building permit Please review Section 106 3 5 Please complete the attached form 5 Any portion of the project shown on the site plan that is not included with the building permit application filed should be clearly identified as "not included " Section 10633 Carlsbad 06-1269 May 17, 20O6 • EXITS, STAIRWAYS, AND RAILINGS 6 The building seems three story Please submit analysis to verify that the 1st floor is a basement or story Please see item 7 below 7 Floors above the second story shall have not less than 2 exits Section 1004232 Exceptions 1 Occupied roofs may have one exit if such occupied areas are less than 500 square feet and located no higher than immediately above the second story 2 When the third floor within a unit does not exceed 500 sq ft, only one exit need be provided 8 Guardrails (Section 509 1) a) Shall be detailed showing adequacy of connections to resist the horizontal force prescribed in Table 16-B Please submit calculations Please see item b below b) Openings between railings shall be less than 4" The cable could be flexible that may not meet the intent of the 4" requirement c) The triangular openings formed by the riser, tread and bottom element of a guardrail at a stair shall be less than 6" • FOUNDATION REQUIREMENTS 9 Note on the plan the soils classification, whether or not the soil is expansive and note the allowable bearing value Section 106 3 3 10 The soils engineer recommended that he/she review the foundation excavations Note on the foundation plan that "Prior to the contractor requesting a Building Department foundation inspection, the soils engineer shall advise the building official in writing that 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" 11 Provide a letter from the soils engineer confirming that the foundation plan, grading plan and specifications have been reviewed and that it has been determined that the recommendations in the soils report are properly incorporated into the construction documents Carlsbad 06-1269 May 17, 2006 • FRAMING 12 Show or note fire stops at the following locations per Section 708 2 1 a) In concealed spaces of stud walls and partitions, including furred spaces, at the ceiling and floor levels and at 10 foot intervals both vertical and horizontal, b) At all interconnections between concealed vertical and horizontal spaces such as occur at soffits, drop ceilings and cove ceilings, c) In concealed spaces between stair stringers at the top and bottom of the run and between studs along and inline with the run of stairs if the walls under the stairs are unfinished, d) In openings around vents, pipes, ducts, chimneys, fireplaces and similar openings which afford a passage for fire at ceiling and floor levels, with noncombustible materials • MECHANICAL (UNIFORM MECHANICAL CODE) 13 Show the location, type and size (BTU's) of all heating and cooling appliances or systems 14 Every dwelling unit shall be provided with heating facilities capable of maintaining a room temperature of 70 degrees F at 3 feet above the floor in all habitable rooms Show basis for compliance UBC, Sec 31011 • ELECTRICAL (NATIONAL ELECTRICAL CODE) 15 For a single-family dwelling unit (and for each unit of a duplex), show that at least one receptacle outlet accessible at grade level will be installed outdoors at the front and back of the dwelling NEC Art 210-52 (e) This receptacle must be GFCI protected • ENERGY CONSERVATION 16 Please have the owner sign the space provided for on the CF-1R form 17 Show on the floor plans compliance with the residential energy lighting requirements (Mandatory requirement) a) In the kitchen at least one-half of the wattage rating of the fixtures must be high efficacy with non-high efficacy fixtures switched separately Note Approximately % of the fixtures will be required to be of the high efficacy variety b) In bathrooms, garages, laundry rooms, and utility rooms all fixtures must be high efficacy style or be controlled by a manually-on occupancy sensor Carlsbad O6-1269 May 17, 20O6 c) All other rooms require any installed fixtures to be high efficacy or be controlled by a manually-on occupancy sensor or dimmer (Closets under 70 square feet are exempt) d) Outdoor lighting fixtures are required to be high efficacy or controlled by a combination photocontrol/motion sensor Note Generally a high efficacy style of fixture is fluorescent complete with electronic ballasts Regular incandescent, quartz halogen and halogen MR lamps do not comply • MISCELLANEOUS 18 Please reference the material legend to sheet A10 on each sheet of the plans 19 May need a drag along line 4 between E & B on the upper floor framing plan Please submit analysis CARLSBAD SPECIAL CODE REQUIREMENTS 20 Nails for shear transfer connection (using A35's, etc ) may not be driven parallel to the flanges of TJI's (i e , along the sides), per city policy, unless specific written approval from Trus-Joist Macmillan is first obtained Details or notes on the plans should make this clear Nails may be driven perpendicular to TJI flanges 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 Please indicate here if any changes have been made to the plans that are not a result of corrections from this list If there are other changes, please briefly describe them and where they are located in the plans Have changes been made to the plans not resulting from this correction list? Please indicate Yes Q No a 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 Bert Domingo at Esgil Corporation Thank you hi'blL LURP FdA 18585601576 hfey 18 2006 13 51 P 08 caeteba* O6-1269 May 17, 2QQ« City of Carlsba ^^ BUILDING DEPARTMENT NOTICE OF REQUIREMENT FOR SPECIAL INSPECTION Do Not Remove From Plans Plan Check No 06-1269 Job Address or Legal Description 175 Sequoia Avexroe You are hereby notified that in addition to the inspection of construction provided by the Building Department, an approved Registered Special Inspator is required to provide continuous inspection during the performance of the phases of construction indicated on the reverse side of this sheet The Registered Special Inspector shall be approved by the City of Carlsbad Building Department prior to the issuance of the building permit Special Inspectors having a current certification from the Cit> of San Diego, Los Angeles, or ICBO are approved as Special Inspectors for the type of construction for which they are certified The inspections by a Special Inspector do not change the requirements for inspections by personnel of the City of Carlsbad building department The inspections by a Special Inspector are m addition to the inspections, normally required by the County Building Code The Special Inspector is not authorized to inspect and approve any work other than that for which he/she is specifically assigned ^to inspect The Special Inspector is not authorzed to accept alternate materials, structural changes, or any requests, for plan changes The Special Inspector s required to submit ^ntten reports to rhe City of Carlsbad building department of all work that he/she inspected and approved The final inspection approval will not be given until all Special Inspection Deports have been received and approved by the City of Carlsbad building department Please submit the names of the inspectors who will perform the special inspections on each of the items indicated on the reverse side of this sheet (over) tSbii LUKK I-ax May 18 2UOb uy Carlsbad 06-1269 May 17, 20O6 SPECIAL fNSPECTION PROGRAM ADDRESS OR LEGAL DESCRIPTION 'TS SgCS<~»g>i * PLAN CHECK NUMBER . OWNER'S NAME C^^ptfet^p / feg*.* I, ss the owner, or agent of the owner (contractors may Dfit employ the special inspector), certify that i, or the architect/engine of record, will be responsible for employing the special inspector(s) as requinrt! by Unitom/Building Code (UBC) Section 1701 1 for the construction project located at tbe sits liste&^OTV®. UBC Section 106 3 5 Signed s I, as the engineer/architect of record, certify that I have prepared the following special inspection program as required bv UBC Section 106 3 5 for the construction project located at the site listed above Signed 1 List of work requiring special inspection Soils Compliance Prior to Foundation Inspection «, Structural Concrete Over 2500 PSI [1 Hl^hStrengih Bolting Prestressed Concrete O Expansiorc/Epoxy Ancl Structural Masonry Q Spraved-On Flreproofmg Designer Specified S-Other 2, Nsmefs) of individuals) or firm(s) responsible for the special inspections listed •afrmuaiaisove B c 3 Duties of the special inspectors for the work listed above A. Spec a! inspectors sliail check in with the City and p eservi thar oredenfcaia for approval beginning work on me job site 200 d TYI01 Carlsbad O6-1269 May 17, 2006 VALUATION AND PLAN CHECK FEE JURISDICTION Carlsbad PLAN CHECK NO.. 06-1269 PREPARED BY Bert Domingo DATE. May 17, 2006 BUILDING ADDRESS 175 Sequoia Avenue BUILDING OCCUPANCY R3 TYPE OF CONSTRUCTION VN BUILDING PORTION House Garage Deck Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code AREA (Sq Ft) U&bb^zm ^)3^57D ZfrtrjXG cb Valuation Multiplier 101 99 2661 14.41 By Ordinance Reg Mod VALUE ($) 285,368 15,168 7,436 3/2. W3 f 307,971 ffldg Permit Ftee by Ordinance v Plan Check Fee by Ordinance^ Type of Review E D Repetitive feeRepeats Complete Review D Other r-. Hourly Q Structural Only Hour' Esgll Plan Review Fee Comments $1,187.201 $771 68 $66483 Sheet 1 of 1 macvalue doc 200 d 9A9T 099 898 dHOO 1ISDS3 92 9T 9002-12-030 City of Carlsbad P u b I ic Works ^ Eng i n e e ring BUILDING PLANCHECK CHECKLIST DATE BUILDINGADDRESS PROJECT DESCRIPTION ASSESSOR'S PARCEL NUMBER PLANCHECK NO CB ~ I 74 9 0 EST VALUE ENGINEERING DEPARTMENT APPROVAL The item you have submitted for review has been approved The approval is based on plans information and/or specifications provided in your submittal therefore any changes to these items after this date including field modifications must be reviewed by this office to insure continued conformance with applicable codes Please review carefully all comments attached as failure to comply with instructions in this report can result in suspension of permit to build D A Right-of-Way permit is required prior to construction of the following improvements L DENIAL Please see Ahe attached report of deficiencies marked with p Wlake necessary corrections to plans or specrflcanetfs for compliance with applicable codes and standards Submit corrected plans and/or specifications to thjs-office for review Only the applicable sheetsJfave peen sent By By By Date Date Date By FOR OFFICIAL USE ONLY ENGINEERING AUTHORIZATION TO ISSUE BUILDING PERMIT Date ATTACHMENTS D Dedication Application D Dedication Checklist D Improvement Application D Improvement Checklist D Neighborhood Improvement Agreement D Grading Permit Application D Grading Submittal Checklist Right-of-Way Permit ApplicationD D ENGINEERING DEPT CONTACT PERSON Name KATHLEEN M FARMER City of Carlsbad Address 1635 Faraday Avenue Carlsbad CA 92008 Phone (760) 602-2741 NOTE If there are retaining walls associated with your project, please check with the Building Department if these walls need to be pulled by separate RETAINING WALL PERMIT Right-of-Way Permit Submittal Checklist and Information Sheet A-4 CA 9200)8-7314 • (760) 602-2720 • FAX (760) 60@*a&62 D SITE PLAN /"YOUR SUBMITTAL NEEDS TO HAVE -N I SIGNED APPROVED GRADING PLANS INCLUDED WITH YOUR PLANCK YOUR BUILDING PLANCHECK CHECKI GRADING PLANS ARE NOT APPROVED 1 TO DATE ONCE THEY ARE SIGNED/APPROVED PLEASE HAVE COPIES MADE FOR BOTH CITY AND OWNER SET AND HAVE SLIP SHEETED IN YOUR PLANCK AND REQUES T TO HAVE REROUTED TO ENGINEERING 1 Provide a fully dimensioned site plan drawn DWG NO A North Arrow B Existing & Proposed Structures C Existing Street Improvements D Property Lines (show all dimensions) E Easements 2 Show on site plan F G H I •S7P I Driveway widths Existing or proposed sewer lateral Existing or proposed water service Existing or proposed irrigation service A Drainage Patterns 1 Building pad surface drainage must maintain a minimum slope of one percent towards an adjoining street or an approved drainage course 2 ADD THE FOLLOWING NOTE "Finish grade will provide a minimum positive drainage of 2% to swale 5' away from building " B Existing & Proposed Slopes and Topography C Size, type, location, alignment of existing or proposed sewer and water service (s) that serves the project Each unit requires a separate service, however, second dwelling units and apartment complexes are an exception D Sewer and water laterals should not be located within proposed driveways, per standards 3 Include on title sheet A Site address B Assessor's Parcel Number C Legal Description For commercial/industrial buildings and tenant improvement projects, include total building square footage with the square footage for each different use, existing sewer permits showing square footage of different uses (manufacturing, warehouse, office, etc ) previously approved EXISTING PERMIT NUMBER DESCRIPTION Show all existing use of SF and new proposed use of SF Example Tenant Improvement for 3500 SF of warehouse to 3500 SF of office F \Farmer\Kathy\MASTERS\Building Plancheck Cklsl Form (Generic) doc BUILDING PLANCHECK CHECKLIST ,ST D D DISCRETIONARY APPROVAL COMPLIANCE 4a Project does jjet'comply with the following Engjj3£e?mg Conditions of approval for Project f 4b All conditions are in compliance Date DEDICATION REQUIREMENTS 5 Dedication for all street Rights-of-Way adjacent to the building site and any storm drain or utility easements on the building site is required for all new buildings and for remodels with a value at or exceeding $ 17.000 . pursuant to Carlsbad Municipal Code Section 18 40 030 Dedication required as follows Dedication required Please have a registered Civil Engineer or Land Surveyor prepare the appropriate legal description together with an 8 Yz" x 11" plat map and submit with a title report All easement documents must be approved and signed by owner(s) prior to issuance of Building Permit Attached please find an application form and submittal checklist for the dedication process Submit the completed application form with the required checklist items and fees to the Engineering Department in person Applications will not be accept by mail or fax Dedication completed by Date D D D 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 $ 82,000 . pursuant to Carlsbad Municipal Code Section 1840040 Public improvements required as follows Attached please find an application form and submittal checklist for the public improvement requirements A registered Civil Engineer must prepare the appropriate improvement plans and submit them together with the requirements on the attached checklist to the Engineering Department through a separate plan check process The completed application form and the requirements on the F \Famier\KATHY\MASTERS\BulUlng Plancheck Cklst Form (Generic) doc BUILDING PLANCHECK CHECKLIST 1ST D ,ND 3RD D D D checklist must be submitted in person Applications by mail or fax are not accepted Improvement plans must be approved, appropriate securities posted and fees paid prior to issuance of building permit Improvement Plans signed by Date 6b Construction of the public improvements may be deferred pursuant to Carlsbad Municipal Code Section 1840 Please submit a recent property title report or current grant deed on the property and processing fee of $ 400 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 D D D D D 6c Enclosed please find your Neighborhood Improvement Agreement Please return agreement signed and notarized to the Engineering Department Neighborhood Improvement Agreement completed by Date 6d No Public Improvements required SPECIAL NOTE Damaged or defective improvements found adiacent to building site must be repaired to the satisfaction of the City Inspector prior to occupancy D D D 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 7c Graded Pad Certification required (Note Pad certification may be required even if a grading permit is not required ) F \Farnier\KATHY\MASTERS\BuiMing Ptanclteck Cktet Forni (Generic) doc ST1 D D •iND D D ,RD D D D D D BUILDING PLANCHECK CHECKLIST 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 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 NPDES PERMIT D D D D D D 10a Storm Water Requirements Applicability Checklist Completed 10b Priority Determination and compliance D Priority Project CH Subject to Standard Permanent Storm Water BMP's D Exempt 11 QxRequired fees are attached 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 F \Farmer\KATHYMASTERS\8uiWlng Plancheck Oklst Form (Generic) doc 1ST 2ND ,RD D D D 12b BUILDING PLANCHECK CHECKLIST • If owner/developer proposes a size other than the "standard", then owner/developer must provide potable water demand calculations, which include total fixture counts and maximum water demand in gallons per minute (gpm) A typical fixture count and water demand worksheet is attached Once the gpm is provided, check against the "meter sizing schedule" to verify the anticipated meter size for the unit • Maximum service and meter size is a 2" service with a 2" meter • If a developer is proposing a meter greater than 2", suggest the installation of multiple 2" services as needed to provide the anticipated demand (manifolds are considered on case by case basis to limit multiple trenching into the street) Irrigation Use (where recycled water is not available) All irrigation meters must be sized via irrigation calculations (in gpm) prior to approval The developer must provide these calculations Please follow these guidelines 1 If the project is a newer development (newer than 1998), check the recent improvement plans and observe if the new irrigation service is reflected on the improvement sheets If so, at the water meter station, the demand in gpm may be listed there Irrigation services are listed with a circled "I", and potable water is typically a circled "W" The irrigation service should look like STA1+00 Install 2" service and 5 meter (estimated 100 gpm) If the improvement plans do not list the irrigation meter and the service/meter will be installed via another instrument such as the building plans or grading plans (w/ a right of way permit of course), then the applicant must provide irrigation calculations for estimated worst-case irrigation demand (largest zone with the farthest reach) Typically, Larry Black has already reviewed this if landscape plans have been prepared, but the applicant must provide the calculations to you for your use Once you have received a good example of irrigation calculations, keep a set for your reference In general the calculations will include • Hydraulic grade line • Elevation at point of connection (POC) • Pressure at POC in pounds per square inch (PSI) • Worse case zone (largest, farthest away from valve • Total Sprinkler heads listed (with gpm use per head) • Include a 10% residual pressure at point of connection In general, all major sloped areas of a subdivision/project are to be irrigated via separate irrigation meters (unless the project is only SFD with no HOA) As long as the project is located within the City recycled water F- \FarmertKalhy\MASTERS\Buildmg Plancheck Ckial Form (Generic) doc ST BUILDING PLANCHECK CHECKLIST 2ND QRD service boundary, the City intends on switching these irrigation services/meters to a new recycled water line in the future D D D 12c Irrigation Use (where recycled water is available) 1 Recycled water meters are sized the same as the irrigation meter above 2 If a project fronts a street with recycled water, then they should be connecting to this line to irrigate slopes within the development For subdivisions, this should have been identified, and implemented on the improvement plans Installing recycled water meters is a benefit for the applicant since they are exempt from paying the San Diego County Water Capacity fees However, if they front a street which the recycled water is there, but is not live (sometimes they are charged with potable water until recycled water is available), then the applicant must pay the San Diego Water Capacity Charge If within three years, the recycled water line is charged with recycled water by CMWD, then the applicant can apply for a refund to the San Diego County Water Authority (SDCWA) for a refund However, let the applicant know that we cannot guarantee the refund, and they must deal with the SDCWA for this D D D 13 Additional Comments F \Farmer\Kallly\MASTERS\Buudi ig Plancheck Cklst Form (Generic) doc * ENGINEERING DEPARTMENT FEE CALCULATION WORKSHEET D Estimate based on unconfirmed information from applicant D Calculation based on building plancheck plan submittal Address Prepared by Bldg Permit No Checked by Date EDU CALCULATIONS List types and square footages for all uses Types of Use A ~D Sq Ft /Units / Sq Ft /UnitsTypes of Use APT CALCULATIONS List types and square footages for all uses Types of Use Q^D 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 1JLD 1 PARK IN LIEU FEE FEE/UNIT / PARK AREA & # X NO UNITS = $ D 2 TRAFFIC IMPACT FEE ADT s/UNITS D 3 BRIDGE AND THOROl ADT s/UNITS D 4 FACILITIES MANAGE UNIT/SO FT D 5 SEWER FEE EDU s / X FEE/ADT = $£< JGHFARE FEE ^lENT FEE (DIST X ZONE X #1 DIST #2 FEE/ADT FEE/SO FT /UNIT DIST = $ #3 ) ^^ $ """"'^ BENEFIT AREA EDU s FEE/EDU X FEE/EDU D 6 SEWER LATERAL ($2 500) D 7 DRAINAGE FEES PLDA_ ACRES HIGH /LOW X FEE/AC o 8 POTABLE WATER FEES UNITS CODE CONNECTION FEE METER FEE SDCWA FEE IRRIGATION Word\Docs\Misforms\Fee Calculation Worksheet 1 Of 2 Rev 7/14/00 NOH7-2006 FRI 08 13 AM ENGINSPECTION FAX 7604384178 P 001 | CITY OF CARLSBAD GRADING INSPECTION CHECKLIST i FOR PARTIAL SITE RELEASE PROJECT INSPECTOR PROJECT DATE Vl"?VVl LOTS REQUESTED FOR RELEASE N/A = NOT APPLICABLE •vl = COMPLETE i or unacceptable .GRADING PERMIT NO A T 0=lnco 1st y*ss /- / / / ok S rufissSa 2nd on 2 3 4 5 6 7 3 9 n Site access to requested lots adequate and logically grouped Site erosion control measures adequate Overall site adequate for health, safety and welfare of public Letter from Owner/Dev requesting partial release of specific lots, pads or bldg 8VS" X11" site plan (attachment) showing requested lots submitted Compaction report from soils engineer submitted (If soils report has been submitted with a previous partial release, a letter from soils engineer referencing the soils report and identifying specific lots for release shall accompany subsequent partial releases) EOW certification of work done with finish pad elevations of specific lots to be released Letter must state lot (s) is graded to within a tenth (1) of the approved grading plan Geologic engineer's letter if unusual geologic or subsurface conditions exist Fulty functional fire hydrants within 500 feet of building combustibles and an all weather roads access to site is required Partial release of grading for the above stated lots is approved for the purpose of building permit issuance Issuance of building permits is stall subject to all normal City requirements required pursuant to the building permit process Partial release of the site is denied for the following reasons Date swv6[jon Manager Date PLANNING DEPARTMENT BUILDING PLAN CHECK REVIEW CHECKLIS Plan Check No OE£Xb(^Wldress. Planner Jessica Galloway Phone (760) 602-602-4631 APN dsQfc -QC3-5.1 (Type of Proiect & Use Zoning fe ~3 General Plan R/-I CFD (in/out) #_Date of participation A<L _ Net Proiect Density J/ ' ' A* Facilities Management Zone Remaining net dev acres Circle One (For non-residential development Type of land used created by this permit ) Legend CD Item Complete Environmental Review Required DATE OF COMPLETION Item Incomplete - Needs your action YES y. NO _ TYPE Compliance with conditions of approval' If not, state conditions which require action Conditions of Approval Discretionary Action Required APPROVAL/RESO NO LJl I PROJECT NO YES _X_ NO _ TYPE *£P -/ C- OTHER RELATED CASES Compliance with conditions or approval9 If not, state conditions which require action Conditions of Approval G D Coastal Zone Assessment/Compliance Project site located in Coastal Zone' YES A NO CA Coastal Commission Authority' YES Y_ NO If California Coastal Commission Authority Contact them at - 7575 Metropolitan Drive, Suite 103, San Diego CA 92108^62r(61:9£?67-23ZO Determine status (Coastal Permit Required-dr Exempt) Coastal Permit DeterrnlrTatiurrFofrfTaJready completed' YES Xx! NO If NO complete Coastal Permit Determination Form now Coastal Permit Determination Log # a a 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 NOInclusionary Housing Fee required YES /\ (Effective date of Inclusionary Housing Ordinance - May 21,1993 ) Data Entry Completed' YES Y NO (A/P/Ds, Activity Maintenance*; enter CB#, toolbar, Screens, Housing Fees, Construct Housing Y/N, Enter Fee, UPDATE') H \ADMIN\COUNTER\BldgPlnchkRevChklst Rev 9/01 ' Site Plan 1 i | | i riuviuc a miiy un iienaiui icii v>uc fji nnaiamnnto -nv«»*'n<-' tnrl nrnnn~rrl i^easemonisrcxtsting atra proposca o v —width, dimensional setbacks and e> *T ./ . /^ ^^N.K&LK 2 Provide legal description of property an uiavvii LU aociio vjiiuvv i«oiui uiiuvv piupn LJ in iiu»i ustmg topographical lines (including all side and rear yard r and assessor's parcel number Policy 44 - Neighborhood Architectural Design Guidelines PI n 1 Applicability YES ^ NO PI PI 2 Project complies YES * NO Zoning D D 1 Setbacks Front Required Interior Side Required Street Side Required Rear Required Top of slope Required n D 2 Accessory structure setbacks Front " Required Interior Side Required Street Side Required Rear Required Structure separation Required [HE] 3 Lot Coverage Required D D 4 Height Required D L~U 5 Parking Spaces Required (breakdown by uses for cc Residential Guest Spaces Required flKLl Additional Comments n\0r>(£>, / -r u>t4rCf Pt-^r^/u/La <\jJ B, *• 3nKfM(£ l° 'shown 7.O / IO ' £,• / <*> Shown (2. ^S fa ,Ct/ Shown lQ_ Shown ("2, ^ Shown ti^/ft Shown Shown Shown Shown Shown 5O/o Shown Ov3 I'J f^C\ 3O /Z^ Shown 3# / 2-^ 2- Shown ^2_ immercial and industrial projects required) Shown Uf U^r f\Vl=4\ tO <^O(/^pL-^ 'Al^ffi^CA ^ - A?Pr ftf>o«> <*if-v w r r -y /) /* / / -f~ Ay4t/ *rl)> &£*0vtS » £& P&7 /*\ •» Y • y /" L."" Ljftf*^" /V*A- *Z^W*S /tyl &&**& S&Wft <?T *e~~f * X* > V -My7()/2- fnA/Ti^^f^ Msfl&tk/ f flt/\ibs t,ftf*£) OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER S^l «~~~~ DATE /? C L && H \ADMIN\COUNTER\BldgPlnchkRevChklst Rev 9/01 MIKE SURPRENANT & ASSOCIATES Consulting Structural Engineers STRUCTURAL CALCULATIONS Project Beachwalk Unit 1 Garfield Street Carlsbad, California 92008 Prepared for Samuel B Wright Wright Design 2911 State Street Carlsbad, California 92008 Project No 05193 fr 6 Date April 28, 2006 335 15th Street San Diego, California 92101 Tel (619) 531 0757 • Fax (619) 531 0758 MIKE SURPRENANT & ASSOCIATES Consulting Structural Engineers JOB. SHEET NO. CALCULATED BY_ CHECKED BY SCALE OF DATE DATE. TABLE OF CONTENTS 1 PROJECT SCOPE 2 DESIGN CRITERIA SUMMARY 3 DESIGN LOADS 4 VERTICAL ANALYSIS A, HORIZONTAL MEMBER DESIGN (BEAMS, HEADERS, JOISTS, ETC) B VERTICAL MEMBER DESIGN (COLUMNS, STUDS, ETC) 5 LATERAL ANALYSIS A. SEISMIC / WIND LOADS B LATERAL LOAD DISTRIBUTION C LATERAL LOAD-RESISTING DESIGN I. SHEARW ALL DESIGN IL CANTEDVERED STEEL COLUMN ELEMENTS IH STEEL MOMENT FRAMES D REDUNDANCY FACTOR VERIFICATION 6 FOUNDATION DESIGN A. CONTINUOUS FOOTINGS B SPREAD FOOTINGS C RET AIMING WALLS D SPECIAL SYSTEMS L GRADEBEAMS BL DEEPENED PIERS 7 SCHEDULES A. SHEARW ALL SCHEDULE B HOLD DOWN SCHEDULE C SIMPSON STRONGWALL SCHEDULE D SPREAD FOOTING SCHEDULE PACE 7- 2-t t fflOOUCT207 Mike Surprenant & Associates sheet No Consulting Structural Engineers Calculated b) Date Checked b} Date . Scale PROJECT SCOPE Provide vertical & lateral load calculations for a proposed approximate 2,743 sq ft three-story single family residence with an attached 441 sq ft garage at 4190 Sunnyhill Drive Carlsbad, California Residence to be constructed utilizing primarily wood-frame construction Roof framing to consist of a combination of conventional stick-frame, floor framing to consist of manufactured "I"- joists, and the foundation system to consist of a concrete slab-on-grade with deepened perimeter footings These calculations have been prepared for the exclusive use of Beachwalk Garfield, LLC and their design consultants (Wright Design) for the specific site listed 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 Qflfe MIKE SURPRENANT &ASSOaATES Consulting Structural Engineers SHEET NO. CALCULATED BY_ CHECKED BY SCALE OF DATE. DATE. DESIGN CRITERIA SUMMARY GOVERNING CODE CONCRETE MASONRY MORTAR GROUT REINFORCING STEEL STRUCTURAL STEEL WELDING- SAWN LUMBER MOISTS. MICROLLAMS/ PARALLAMS/ TIMBERSTRAND GLULAMS SOIL 2001 CBC f c = 2500 PSI, NO SPECIAL INSPECTION REQ'D, (UNO) ASTM C90, f m = 1500 PSI, NO SPECIAL INSPECTION REQ'D, (UNO) 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 A615 GRADE 60 REINFORCING BARS DOUG FIR LARCH, ALLOWABLE UNIT STRESSES PER 1997 UBC TrusJoist MacMillan - ICBO PFC-4354 (TJI & TJI/PRO MEMBERS) TmsJoist 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 - >ILS REPORT BY DATED ALLOWABLE BEARING PRESSURE ACTIVE SOIL PRESSURE (CANTILEVER) ACTIVE SOIL PRESSURE (RESTRAINED) PASSIVE SOLL PRESSURE COEFFICIENT OF FRICTION ZOOO 33. _PSF _PCF PCF PCF V^ ™ 05WJ MIKE SURPRENANT JI 1 i1**" \ Ss=A -. * *+ f* j^. .•".**• A »— .<• » *-» RHPFT Klfl|J \ W & ASSOCIATES rn \teF3^ Consulting Structural Engineers cAiri/un-cnnv ST.AI F DESIGN LOADS MATERIAL ROOF SLOPE DEAD LOAD ROOFING MATERIAL SHEATHING RAFTERS/CJ (or) TRUSSES INSULATION DRYWALL OTHER (ELEC , MECH , MISC ) TOTAL DEAD LOAD LIVE LOAD TOTAL LOAD FLOOR MATERIAL DEAD LOAD FLOORING FINISH . LT WEIGHT CONCRETE (JlLjn ) SHEATHING JOISTS DRYWALL OTHER (ELEC , MECH , MISC ) TOTAL DEAD LOAD LIVE LOAD TOTAL LOAD EXTERIOR WALL FINISH STUDS DRYWALL 1 INSULATION EXTERIOR FINISH | OTHER TOTAL LOAD i INTERIOR WALL 1 STUDS DRYWALL I OTHER TOTAL LOAD 1 1 jj 7 OF DATP DATE f CASE 1 (&y.l?Hww ^: U ' 1^ ^^ 1 * ? Ir^"" q^. -^*"v PSIP 15 40 15 25 05 /To PSF «* 0 PSF 35^0 PSF FLOOR 'fen&M u ' '\r PSF /It)20 35 25 30 1] 0 PSF HO o PSF b^Q PSF Tftuo 10 PSF 25 15 )t> 0 10 fb o PSF "Hi i CASEH t > ^\^ PSF 15 40 15 25 05 /5"o PSF /O 0 PSF 3f 0 PSF DECK mcf M° PSF 20 35 25 30 1} 0 PSF WO PSF 6f 0 PSF 10 PSF 25 15 0 10 0 PSF 10 PSF 50 LO 1 JO PSF 1 1 1 1 - ™ wh <tmaam^ MIKE SURPREN ANT ir V w & ASSOCIATES onreiwi r*l V=5u, Cnnsultiog Structural Engineers cfl| 01 u ATH) RY 5" «= ^ nATF HORIZONTAL MEMBER DESIGN LEVEL r^DP MEMBERS LABEL #fM SPAN= K ? FT El UNTORMLOAD O POINT LOAD (CENTERED) t D CUSTOM LOADING (SEE DIAGRAM) w ffsywY^'^.)* 3^0 /f^ Pl*= Pj s RL = -'I «' .* '' . MMAX= USE 5 ft A '/ 5 GRADE ^V C ^T^ ALT: feXH^ GRADE DftML C *• n/ t / * Ibs E = ftOt? //k&O ft-lbs IBKQD = ' j A 7 Ibs ksi in4 LABEL fols SPAN= /0,O FT. 0 UNIFORM LOAD D POINT LOAD (CENTERED) a CUSTOM LOADING (SEE DIAGRAM) w,-G5#»)(;v/t)« M% J T¥2 = VMAX = nvMAX " USE- f/(fO GRADE JtFUft^ C — ALT- GRADE C LABEL V^rh SPAN» /£?.r FT a UNIFORM LOAD D/IWINT LOAD (CENTERED) H CUSTOM LOADING (SEE DIAGRAM) . W« — -,"I— 7 P2 = ' R!.= VMAX = ,..._ .._ .,, MM*X= USE VVfO GRADE DfWtt- C - ALT- GRADE C wl J s flfoi JbS Rn= /i^M "Ibs E = ^{jOO ?)/(fiO ft-lbs IBWJ-O = 1 ^ 71"0" ^3^? '**^/^n«)s "^ Ibs B»= /SXV 1 t Ibs ksi in4 P, f bs /OH ^ Ibs E = /fcflO ksi ^MO ft-B>s IBBQI> = — i D PRODUCTJC7 1 11 1 1 1 ! 1 J 1 J 1 1 05W ^1jT^|iMp» MIKE SURPRJEN ANT Jl Yjf & ASSOCIATES SHEETNO [4*^ V»?«i Comnittlflg $*™c*»ir«l Engineers cAieg^AT^Q pv __ CHFCKFDRV LEVEL: rOoF MEMBERS.. 7? E/ifM 5 LABEL: j^)-^ SPAN= /^.T FT. GKUNIPORMLQAD O POfNT LOAD (CENTEREP) O CUSTOM LOAD WG (SEE DIAGRAM) Wj= ^Pl = PI ^ RL = VKAX = U ftr- U.* MM*X= USE: 7^ffO GRADE: VTWl C.- ALT: GRADE. C: LABEL: SPANs FT a UNIFORM LOAD LJ KUhTT LOAD (CENTERED) a CUSTOM LOADING (SEE DIAGRAM) Wjss 7 w,» Pl = Pj = RL = Miux= USE: GRADE: C ALT: GRADE: C LABEL. SPANs FT D UNBORMLOAD D POMrLOADCCBNTERED) Q CUSTOM LOADING (SEE DIAGRAM) Wj= 1 VHAXB MMAXS USE GRADE: C , ALT. GRADE. C (f OP W ivm= IUTC ", t1 /M k E.= jhw » Ibs E • /|^>O _3320_J*-B» I«r» «= - ^4 Ibs »- = Ibs E = ft-Ibs )•»•» f / Ite R-= Ibs E = A |t^ B™^Mfc«»n-lDS JIBVv <= 4 1f J 1 11 f Ib ta ffl ^ Ibs lest m4 f bs an B4 S U 4 MIKE SURPREN ANT & ASSOCIATES Consulting Structural Engineers CHECKED BY. SCALE DATE. LEVEL: MEMBERS.. LABEL; B^ UNIFORM LOAD O POWT LOAD (CENTERED) a CUSTOM LOADING (SEE DIAGRAM) USE: ALT: GRADE; GRADE. f ».= m ** VHAX=__JL_H» M»ox=_ E - m C: LABEL: f^^ SPAJfe D UNIFORM LOAD a xK>INTLOAD(CBNTBRH» O^ CUSTOM LOADING (SEE DIAGRAM) USE: ALT: .GRADE:. GRADE. FT C. C 1-*' r f- ", If i/ * \ V 4 / k ^ km ft-lbs in LABEL..SPAN*_J.5__FT D UNTORMLOAD LOAD (CB4TE8ED) CUSTOMUMDMaCSBBDIAGRAM) *l 4 M.r'^ v^v f 4 Mr1 * *T, » . 1Li MMAX= H« ft-Ite R»»- E = Jbs AflKE SURP8ENANT & ASSOCIATES dnmutnae Structural Eaguu*ts JOB.Oflfy SHEET NO. CALCUAIEOBV. CHECKED BY SCAIE 0*TE. LEVEL:fioofc MEMBERS;. LABEL; Fft-*/ SPAN* /P>0 FT. H UMPOBM LOAD O FOOT LOAD (CBTORED) O CUSTOM UUDWG(SBE DIAGRAM) W, W,: Pl = Pl = f «»=.Jbs ALT: .GRADE:. GRADE. .Ibs E • ZQOC in_ft.a» !•.!•< >. •» —* .c._ .C: LABEL FT D UNVOUILOAD D/ POINT LOAD (CBN1BRBD CUSTOM LOADING (SEE DIAGRAM) D/ Ql 3 ir.r ?i USB: ALT: E « GRADE. MMAX C . ft-Ibi m GRADE: LABEL;SPAJte FT D/PO«TLOAD(CBfraRBD) Cf CUSTOM LOADMOCSBBDIACHIAM) W,: ]f V tr*4 R.= E = USE. ALT. .GRADE: .GRADE.. ft-Ba ~ m4 MIKE SURPRENANT & ASSOCIATES Cocuulaiv Structural Engineers JOB. SHEET NO. CALCULATED BY_ CHECKED BY SC»IE OF 0*TE_ OMB. LEVEL MEMBERS: LABEL:SPANa ft "5 FT. Q UNTORMLOAD D POMriOADCCBNTERED) Bf CUSTOM LOADMG (SEE DIAGRAM) T, *= u <«4 tos USE: ALT: s'/vvip;. » Ibs B • ^000 lat L__GRADEs_ GRADE: Mm»= 7^VlO ft-lbs rn .c._ C: LABEL:SPAM. /\r FT D UNTCRMUMD POafTLQADXCO CUSTOM UMINNQ (SEE DIAGRAM) IT, ^ USB: ALT:' Mi? Jl» ko /M^H GRADE: GRADE: C 1. C- ft-«*m UNTOUClOiAD SPAN=__FT. aJOWTI |y CUSTOM UMDMQCSBB DIAGRAM) 'i - 5ooM USE. ALT: w, f' ***' J ^x ' "• / 4 - , t Jb» R«;Jbs GRADE: 64B> C GRADE. C E = tlOQ teu MIKE SURPRENANT & ASSOCIATES Structural fingmcMS JOB_ SHEET NO. CHEOOEDBV SCALE OF DATE- DATE. LEVEL /look MEMBEK& LABEL:»Affa FT. O UNVORMLOAD a/to»rruMD(CB Bl CUSTOM LOADWGfSBE DIAGRAM) j* p, uses ALT: _, f j ««=. E - GRADE;. - in4 LABEL: FfHf SPAN. a uN FT KHNTLOAD(CBNTBtB)) CUSTOM UMMNB (SEE DIAGRAM) Fa- GRADE; GRADE: C C: c t E ~_m4 LABEL:SPAIfa JLtf FT OKTOMLOADINOCSKDUORAM) USE. ALT." CRADBt GRADE. Ci C *x 1 f 10' Jy n - M' J' ^ *• 1 f jb» «-= n/^(g n« Ibs E =_ frOs Title BEACHWALK 1 Job #05193 Dsgnr OR Date 916AM 14 APR 06 Description (3) STORY SINGLE FAMILY STRUCTURE Scope Rev 580006 User KW C605503 V«r j 8 0 1 Dec 2003 lei 933 2003 ENFRCALC Engineering Software Steel Beam Design Page 1 jea_n«!k1 or j VFRTICAl (1ST FLOOR Description (FB-10) STEEL OPTION General Information Code Ref AISC 9th ASD 1997 UBC 2003 IBC 2003 NFPA 500° i rf Steel Section W12X45 Pinned Pinned Center Span 20 50 ft Bm Wt Added to Loads Left Cant 0 00 ft LL & ST Act Together Right Cant 0 00 ft Lu Unbraced Length 0 00 ft Distributed Loads #1 #2 #3 #4 DL 0 505 LL 0610 ST Start Location End Location Fy 50 OOksi Load Duration Factor 1 00 Elastic Modulus 29 000 0 ksi Note1 Short Term Loads Are WIND Loads I jpj #5 #6 #7 k/ft k/ft k/ft ft ft Point Loads Note! Short Term Loads Are WIND Loads Dead Load Live Load Short Term Location #1 1 000 1 000 7000 #2 #3 #4 #5 2637 2637 10000 #6 #7 k k k ft Summary I mffiffiin/ffifflgfttfflffl&&to*Pfnf^iiB®il& Using W1 2X45 section Span = 20 50ft Fy = 50 Oksi End Fixity = Pinned Pinned Lu = 0 00ft LDF = 1 000 Actual Moment fb Bending Stress fb/Fb Shear fv Shear Stress fv/Fv 95 063 k ft 19771 ksi 0599 1 15907k 3 937 ksi 0197 1 Allowable 158675 kft 33 000 ksi 80 802 k 20 000 ksi Beam OK Static Load Case Governs Stress Max Deflection 0 672 in Length/DL Defl 759 1 1 Length/(DL+LL Defl) 3662 1 Force & Stress Summary Max M + Max M Max M @ Left Max M @ Right Shear @ Left Shear @ Right Center Defl Left Cant Defl Right Cant Defl Query Defl @ Reaction @ Left Reaction @ Rt Maximum 95 06 k ft 1591 k 1514k 0 672 m 0000 m 0 000 m 0000ft 1591 1514 DL Only 4595 765 726 0324 0000 0000 0000 765 726 « These LL (8> Center 9506 1591 1514 0672 0000 0000 0000 1591 15 14 columns are Dead LL+ST @. Center 0672 0000 0000 0000 1591 1514 + Live Load placed as noted » LL LL+ST &. Cants <3>. 0000 0000 0000 0000 Cants kft kft kft kft k k 0 000 in 0 000 in 0 000 in 0 000 m k k FacalcdperEq E2 1 K*L/r<Cc I Beam Passes Table B51 Fb per Eq F1 1 Fb = 0 66 Fy Title BEACHWALK1 Job #05193 Dsgnr DR Date 916AM 14 APR 06 Description ^3) STORY SINGLE FAMILY STRUCTURE Scope Rev oS0006 User KW 0605503 Ver 5 8 0 1 Dec 2003 sr 1984 2003 ENERCALC Engir\p»nng Sort-ware Steelwrcci bea h*a k1 e- VERTICAi ( 1ST FLOOR) Section Properties W12X45 Depth Web Thick Width Flange Thick Area Rt Values for LRFD Design J Cw 12060m 0 335 in 8 045 in 0 575 in 1320m2 2150m 1 310 m4 1 650 00 m6 Weight Ixx lyy Sxx Syy R xx Ryy Zx Zy K 44 84 #/ft 348 000 m4 50 000 m4 57 700 m3 12400 m3 5 150 in 1 950 in 64 200 m3 19000m3 1 080 in MIKE SUHPRENANT & ASSOCIATES Contutnag Structural Eogm JOB. SHEET NO. CALCULATED BY_ CHECKED BY SCM£ DATE. DATE. LEVEL: MEMBERS: LABEL;SPAN*.FT. O UNVOKMLOAD g/KMfTIXMD (CENTERED)a c w,= Ibs f :££s£1' ALT: .GRADE:. GRADE. PSu- c. .c Maoz= £>_n» E JwV LABEL: a SPAN. ^.0 FT Of CUSTOM UMIXNQ (SEE DIAGRAM) w,= few^Pfvjtfl^j^ i "7 !\ ^T 1 / I "' tl- frr L 1 ». E ^ n 5WVII GRADE: ALT:GRADE. c. .c. ft-**m* LABEL f.f FT D /raMTLQAD(CBriTBRED) Gr CUSKMLOADDfQ(SKDIA<]RAM) -.5ft^ ^1 >H£'•^> r K f t1 V Vku E s USE. 5 ALT.GRADE. m MIKE SURPRENANT & ASSOCIATES CooiukMlg Structural finpneMS JOB. SHEET NO.JJL.JB. CAUCUAIEOBY. CHECKED BY SCALE OOTE- DATE- LEVELMEMBERS:. LABEL SPAPfe FT. B UNVOKMLOAD O POMriXMD(CENTERED) a CUSimUWUHNG (SEE DIAGRAM) c/wr F« = ira-__Wig' I_n» E jft-H*- in4 Uf GRADE. c. C.. 1ABBL 0 UNPORMLOADa CUSTOM LOADING (SEE DIAGRAM) f* p, 4 Ibs E =_ 7 H n l/ | LABEL: SPAN. FT 1 D UNTOMI LOAD I a KNKTLOAD(CB«n8ED) I Q CUSTOM LOAJMNQCSEEDIAORAM) 1 *i "™* USE. GRADE: C 1 ALT. GRADE. C I J f ^RI= Ibt R.S , VKAX« Ibs E = Mii4x= ft-B» InvB e Ibs >n4 1 Rev 580006 User KW 0605503 Ver 5 8 0 1 Dec 2003 c;198o T03 ENERCALC FrijinPenng Soft*arf> Title Dsgnr Description Scope Steel Beam Design Job* Date 537PM 12 APR 06 Page 1 /VERTICAL (FLOOR) Description DB-1 STEEL OPTION General Information Steel Section W6X25 Center Span Left Cant Code Ref AISC 9th ASD 1997 UBC 2003 IBC 2003 NFPA 5000 i B 1600 ft 200ft Pinned Pinned Bm Wt Added to Loads LL & ST Act Together Fy Load Duration Factor Elastic Modulus 50 OOksi 1 00 290000ksi Right Cant Lu Unbraced Length Distributed Loads 000 ft 000ft Note1 Short Term Loads Are WIND Loads DL LL ST Start Location End Location #1 0142 0270 16000 #2 #3 #4 0137 0260 2000 #5 #6 #7 k/ft k/ft k/ft ft ft Summary ^^i iSiMsy^iftffiiJiflffiipsit^^ Using W6X25 section Span = 16 00ft Fy = 50 Oksi Left End Fixity = Pinned Pinned Lu = 0 00ft LDF = 1 000 Actual Moment 13 820k ft fb Bending Stress 9 872 ksi fb / Fb 0 299 1 Shear 3 516 k fv Shear Stress 1 722 ksi fv / Fv 0 086 1 Cant = 2 00ft Right Cant Allowable 46 200 k ft 33 000 ksi 40 832 k 20 000 ksi Beam OK Static Load Case Governs Stress = 000ft Max Deflection 0410m Length/DL Defl 809 5 1 Length/(DL+LL Defl) 294 8 1 Force & Stress Summary « These columns are Dead Max M + Max M Max M @ Left Max M @ Right Shear @ Left Shear @ Right Center Defl Left Cant Defl Right Cant Defl Query Defl @ Reaction @ Left Reaction @ Rt Maximum 13 82 kft 352k 348k 0410m 0 163 m 0 000 m 0000ft 439 348 DL Only 518 032 032 1 36 1 32 0153 0059 0000 0000 1 68 1 32 LL @. Center 1382 032 032 352 348 0410 0163 0000 0000 384 348 LL+ST (5J Center 0410 0163 0000 0000 384 348 + Live Load placed LL @ Cants 493 084 084 1 39 1 28 0144 0053 0000 0000 223 1 28 as noted » LL+ST @ Cants kft kft kft kft k k 0 144 in 0 053 in 0 000 in 0 000 in 223 k 1 28 k FacalcdperEq E2 1 K*L/r<Cc I Beam Passes Table B5 1 Fb per Eq F1 1 Fb = 0 66 Fy Title Dsgnr Description Scope Job* Date 537PM 12 APR 06 /I Y< Re i 530C06 User KW 0605503 Ver 5 8 0 1 Dec 2003 (c;198J 2003 ENERCAIC Engineering Software Steel Beam Design te ch^alk Page 2 <=cv/ VERTICA1 (FLOOR) Description DB-1 STEEL OPTION Section Properties W6X25 Depth Web Thick Width Flange Thick Area Rt Values for LRFD Design J Cw 6 380 in 0 320 in 6 080 in 0 455 in 7 34 m2 1 660 in 0 460 m4 15000m6 Weight Ixx lyy Sxx Syy Rxx Ryy Zx Zy K 24 93 #/ft 53 400 m4 17100 m4 16800 m3 5610 m3 2700 in 1 520 in 19000m3 8 570 m3 0 754 in FJ 1 rh i ma bu i TJ Beam® 6 20 Serial Number 7004001742 User 2 4/12/2006 12 32 18 PM Page 1 Engine Version 6 20 16 11 7/8"TJI®230@16"o/c THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED -16 Product Diagram is Conceptual LOADS Analysis is for a Joist Member Primary Load Group Residential - Living Areas (psf) 40 0 Live at 100 % duration 29 0 Dead SUPPORTS 1 Stud wall 2 Stud wall Input Bearing Vertical Reactions (Ibs) Width Length Live/Dead/Uphft/Total 3 50 2 25 427 / 309 / 0 / 736 3 50 2 25 427 / 309 / 0 / 736 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 11/4 x 11 7/8 0 8E TJ Strand Rim Board® See TJ SPECIFIERS/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 717 717 2793 Design 709 717 2793 0215 0371 43 Control 1655 1157 4015 0390 0779 30 Control Passed (43%) Passed (62%) Passed (70%) Passed (L/870) Passed (L/504) 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/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 2 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 45 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 BEACHWALK 1 OPERATOR INFORMATION David Reith Mike Surprenant & Associates 335 15th Street San Diego CA 92101 Phone (619)531 0757 Fax (619)5310758 david@msaeng com right 2005 by Trus Joist a Weyerhaeuser Business and TJ-Beam are registered trademarks of Trus Joist Joist™ Pro™ and TJ-Pro™ are trademarks of Trus Joist ocuments and Settings\David\Desktop\PROJECTS\2005\05193 Beachwalk 1 Wnght\03 Engineering\Calc TemplatesX(FJ-1) sms TJ Beam® 6 20 Serial Number 7004001742 11 ilO I JIQv £OU (Q 1 O O/C PaSge22 Eng'rfeTerl^'oTe THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED toad Group Primary Load Group A 15 7 00 Max Vertical Reaction Total (Ibs) 736 736 Max Vertical Reaction Live (Ibs) 427 427 selected Bearing Length (in) 2 25(W) 2 25 (W) Mix Unbraced Length (in) 50 Loading on all spans LDF = 0 90 , 10 Dead Shear at Support (Ibs) 298 -298 Max Shear at Support (Ibs) 301 -301 Member Reaction (Ibs) 301 301 Support Reaction (Ibs) 309 309 Moment (Ft-Lbs) 1174 loading on all spans LDF = 1 00 10 Dead +10 ^loor Shear at Support (Ibs) 709 -709 Max Shear at Support (Ibs) 717 -717 Member Reaction (Ibs) 717 717 Support Reaction (Ibs) 736 736 Moment (Ft-Lbs) 2793 Live Deflection (in) 0 215 Total Deflection (in) 0 371 PROJECT INFORMATION OPERATOR INFORMATION BEACHWALK 1 David Reith Mike Surprenant & Associates 335 15th Street San Diego CA 92101 Phone (619)531 0757 Fax (619)531 0758 david@msaeng com r ght 2005 by Trus Joist a Weyerhaeuser Business and TJ-Beam are registered trademarks of Trus Joist Joist™ Pro™ and TJ Pro™ are trademarks of Trus Joist ^cuments and Settings\David\Desktop\PROJECTS\2005\05193 Beachwalk 1 Wright\03 EngineeringXCalc TemplatesX(FJ-1) sms bu mcs TJ Beam® 6 20 Sena! Number 7004001742 FJ2 11 7/8"TJI®560@16"o/c THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Overall Dimension 16 6 -4 6 -12 Product Diagram is Conceptual LOADS Analysis is for a Joist Member Primary Load Group Residential Living Areas (psf) 40 0 Live at 100 % duration 290 Dead Vertical Loads Type Class Live Dead Location Application Comment Point(plf) Floor(1 00) 00 144 0 0 SUPPORTS 1 Stud wall 2 Stud wall Input Bearing Vertical Reactions (Ibs) Width Length Live/Oead/UphnVTotal 350 350 608/709/0/1317 350 225 322/121/0/442 Detail Other E1 Blocking 1 Ply 11 7/8 TJ I® 560 A3 Rim Board 1 Ply 11/4 x 11 7/8 0 8E TJ Strand Rim Board® See TJ SPECIFIERS /BUILDERS GUIDE for detail(s) E1 Blocking A3 Rim Board Maximum 698 1317 1885 Design 654 1317 1885 0045 0082 62 Control 2255 3000 9500 0291 0465 30 Control Passed (29%) Passed (44%) Passed (20%) Passed (L/999+) Passed (2L/999+) Passed Location Lt end Span 1 under Floor loading Bearing 1 under Floor loading Left OH under Floor loading MID Span 1 under Floor ALTERNATE span loading Left OH under Floor ALTERNATE span loading Span 1 DESIGN CONTROLS Shear (Ibs) Vertical Reaction (Ibs) Moment (Ft Lbs) Live Load Defl (in) Total Load Defl (in) TJPro 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 11 2 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 2 2 PROJECT INFORMATION BEACHWALK 1 OPERATOR INFORMATION David Reith Mike Surprenant & Associates 335 15th Street San Diego CA 92101 Phone (619)531 0757 Fax (619)5310758 david@msaeng com right 2005 by Trus Joist a Weyerhaeuser Business and TJ-Beam are registered trademarks of Trus Joist Joist™ pro™ and TJ-Pro™ are trademarks of Trus Joist ocuments and Settings\David\Desktop\PROJECTS\2005\05193 Beachwalk 1 Wright\03-Engineering\Calc TemplatesX(Fj-2) sms FJ2 11 7/8" TJI® 560 @ 16" O/C THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN 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 BEACHWALK 1 David Reith Mike Surprenant & Associates 335 15th Street San Diego CA 92101 Phone (619)531 0757 Fax (619)5310758 david@msaeng com /righ 2005 by Trus Joist a Weyerhaeuser Business and TJ-Beam are registered trademarks of Trus Joist Jois ™ Pro™ and TJ Pro™ are trademarks of Trus Joist ocuments and Settings\David\Desktop\PROJECTS\2005\05193 Beachwalk 1 Wright\03-Engineering\Calc TemplatesX(FJ-^) sm r-U\ il i IK t li incs. TJ Beam® 6 20 Serial Number 7004001742 11 7/8" FJ2 5>560@16"o/c THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED I oad Group Primary Load Group tia/- Vertical Reaction Total (Ibs) IIax Vertical Reaction Live (Ibs) Delected Bearing Length (in) Ma* Unbraced Length (in) 7 134 75 A 11 7 75 1317 608 3 50(W) 134 175 " 442 322 2 25 (W) Loading on all spans Shear at Support (Ibs) Max Shear at Support (Ibs) Member Reaction (Ibs) Support Reaction (Ibs) Moment (Ft-Lbs) LDF = 0 90 , 10 Dead -366 317 -110 -372 338 -113 709 113 709 121 N/A -1309 164 Loading on all spans, LDF = 1 00 Shear at Support (Ibs) Max Shear at Support (Ibs) Member Reaction (Ibs) Support Reaction (Ibs) Moment (Ft-Lbs) live Deflection (in) Total Deflection (in) 1 0 Dead +10 Floor N/A -0 007 0 042 -606 654 -619 698 1317 1317 -1885 760 0 029 0 028 -366 -374 374 393 ALTERNATE span loading on odd t spans LDF = 1 00 Shear at Support (Ibs) -606 365 Max Shear at Support (Ibs) -619 387 Member Reaction (Ibs) 1006 Support Reaction (Ibs) 1006 [foment (Ft-Lbs) N/A -1885 Live Deflection (in) Total Deflection (in) 0 032 0 082 0 Dead +10 Floor -60 -63 63 71 52 -0 017 -0 029 ALTERNATE span loading on even # spans Shear at Support (Ibs) Max Shear at Support (Ibs) Member Reaction (Ibs) Support Reaction (Ibs) Moment (Ft-Lbs) live Deflection (in) Total Deflection (in) LDF = 1 00 -366 607 -372 648 1020 1020 N/A -1309 974 -0 039 0 045 0 010 0 042 1 0 Dead + -416 -423 423 442 1 0 Floor PROJECT INFORMATION BEACHWALK 1 c ght 2005 by Trus Joist a Weyerhaeuser Business and TJ-Beam are registered trademarks of Trus Joist Joist™ Pro™ and TJ-Pro™ are trademarks of Trus Joist rocuments and Settings 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 \David\Desktop\PROJECTS\2005\05193~Beachwalk l Mright\03-Engineenng\Calc Templates\(FJ-2) sms tin mcr 1 u uics TJ Beam® 6 20 Serial Number 7004001742 DJ 1 91/2"TJI®230@12"o/c If THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED -15 6 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/Uplift/Total 350 225 310/163/0/473 350 225 310/163/0/473 Detail Other A3 Rim Board 1 Ply 1 1/4 x 9 1/2 0 8E TJ Strand Rim Board® A3 Rim Board 1 Ply 1 1/4 x 9 1/2 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 460 460 1735 Design -455 460 1735 0237 0361 42 Control 1330 1157 3175 0377 0754 30 Control Passed (34%) Passed (40%) Passed (55%) Passed (L/764) Passed (L/501) 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/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 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 66 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 BEACHWALK 1 OPERATOR INFORMATION David Reith Mike Surprenant & Associates 335 15th Street San Diego CA 92101 Phone (619)531 0757 Fax (619)5310758 david@msaeng com i^ ght 200^ t>y Trus Joist a Weyerhaeuser Business and TJ-Beara are registered trademarVs of Trus Joist Joist™ Pro1" and TJ-Pro™ are trademarks of Trus Joist Jocuments and Settings\David\Desktop\PROJECTS\2005\05193 Beachwalk 1 Wright\03 EngineeringXCalc Te-nplates\(DJ-1) sms DJ 1 cvs Q of /O11 T II/S TJ Beam® 6 20 Serial Number 7004001742 62016 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN •i »c f u cvs ft 4 io» T iirf* 230 @ 12" o/c I EXCEEDS TH CONTROLS FOR THE APPLICATION AND LOADS LISTED Ioad Group Primary Load Group " 15 1 00 Max Vertical Reaction Total (Ibs) 473 473 Max Vertical Reaction Live (Ibs) 310 310 Splected Bearing Length (in) 2 25(W) 2 25(W) Max Unbraced Length (in) 56 Loading on all spans LDF = 0 90 10 Dead Shear at Support (Ibs) 157 -157 Max Shear at Support (Ibs) 158 -158 Member Reaction (Ibs) 158 158 Support Reaction (Ibs) 163 163 Moment (Ft-Lbs) 597 loading on all spans LDF = 1 00 10 Dead +10 Floor Shear at Support (Ibs) 455 -455 Mai Shear at Support (Ibs) 460 -460 Member Reaction (Ibs) 460 460 •-upport Reaction (Ibs) 473 473 Moment (Ft-Lbs) 1735 i. ] Je Deflection (in) 0 237 Total Deflection (in) 0 361 PROJECT INFORMATION OPERATOR INFORMATION BEACHWALK 1 Dav,d Reith Mike Surprenant & Associates 335 15th Street San Diego CA 92101 Phone (619)531 0757 Fax (619)5310758 david@msaeng com / ight 2005 by Trus Joist a Weyerhaeuser Business and TJ Beam are registered trademarks of Trus Joist oist™ Pro™ and TJ-Pro™ are trademarks of Trus Joist i cuments and Settings\David\Desktop\PROJECTS\2005\05193 Beachwalk 1 Wright\03-Engineering\Calc TemplatesX{DJ-1) sms .IOR (/.7/7x .^fljNfa^^^ MIKF STTRPRFNANT SHEET NOCl,- --TE-^I-'-T ;"i|g§ ATiAj.^j^ c? w ivjr ivxjx ^ X*A T A ...•••_•_• • *» ]pT| & ASSOCIATES CALCULATEDBY r1*! X.i^-^ .. Consulting Structural Engineers "'•)— f* \ J CHECKED BY SCALE STU1> WALL DEMGJN H997 UBC Chao 23 Div HI Part 1 & 1991 Trial Stud Size 3x4 Spacing 16 in Trial Stud Grade #2 Plate Height 8 ft 0 in Input Data Value Width of Stud lb= 2 5 (in) Depth of Stud d= 35 (in) Effective Height le= 91 5 (in) Slenderness Ratio yd = 26 1 SDL + FLL Applied plaPP = 7>7 (plf) RLL Applied P^PP^ HO(plf) Wind Load W= !2-h(psf) Table Allow Bending Stress Fb = 875 (psi) Modulus of Elasticity E= 1600000 (psi) Table Allow Compr Perp to Gram Fc±= 625 (psi) Table Allow Compr Parll to Gram Fc= 1300 (psi) Size Factor (Bending) CF = 15 Size Factor (Compr Parll To Gram) CF = 115 Lumber Type Factor # 1 KcE = 03 Lumber Type Factor #2 c = 0 8 Load Duration Wind CD = 1 33 Roof CD = 1 25 Repetetive Member Cr= 115 Bearing Area Cb= 1 15 Load Case #1 Check Vertical Loads Only Actual Stud Axial Load Pact = 1 156 00 Ibs Allowable Sill Compressive Stress Fci'= 718 75 psi Allowable Sill Axial Load Paiiow = 6289 06 Ibs Maximum Stud Axial Stress fc= 132 11 psi Critical Buckling Design Value FcE = 702 32 psi Partly Factored Compressive Stress Fc* = 1868 75 psi Column Stability Factor Cp = o 340630 Allowable Compressive Stress Fc' = 636 55 psi Load Case #2 Check Vertical + Lateral Loads Maximum Stud Axial Stress (No RLL) f c = 1 15 35 psi Partly Factored Compressive Stress Fc* = 1993 33 pSi Column Stability Factor Cp = o 326 Allowable Compressive Stress Fc' = 649 73 psi Maximum Bending Moment Mmax = 120 64 ft-lb Maximum Bending Stress fb = 283 63 psi Allowable Bending Stress F'b = 2012 50 psi Combined Stresses / * \2 * ( -, \ c , *b A F' F' 1 f /F °200 v r / P i_ \ i t / F 1Vc/ AbV ^c/^cE/ 7 M M^ HATF HATF - ASD NDS, Revised) Reference By Design 1 ' ' Slenderness Okay " • UBC Section 1620 NDS Supp Table 4A It ' t NDS Section 3715 II I 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 ' Vertical Loads OK Vertical Loads OK Lateral Loads OK |3x4DF#2(g) 16m oc OK 1 MIKE SURPRENANT Consulting Structural Engineers CALCULATED BY. CHECKED BY OATF LATERAL ANALYSIS / DESIGN (SEISMIC / WIND LOADS) AREA. Seismic VaCL5C.I/RlW. - (Governs) 1.4 (ASD) . Seismic Zone 4 Z = 0»1_ Soil Profile s 1.1 IAOIJJ .,=_a_z=_i " £p N,= LI 10 (Standard Occupancy) W( = Total Seismic Dead Load BASESHEAJl:W« (ASD Load) OUsnme p «1.0, Verification to Follow) ROOF WEIGHT- Diaphragm= Extenor Wall Weight = Interior Wall Weight = Total Weight (Tributary to Diaphragm)=. . FLOOR WEIGHT: Diaphragm= Extenor Wall Weight= Interior Wall Weight = Total Weight (Tributary to Diaphragm) = Wind Method Exposure Ce = /!? c,= ft"nix =. Basic Wind Speed ?O mph , UBC Table 16-G _. UBC Table 16-H = 1 0 (Non-Essendal Facility) LBS LBS LBS f .LBS LBS Total Weight (Tributary to Diaphragm) =. TOTAL DEAD LOAD, Wt = BASE SHEAR, V = ffj ^n LBS LBS Wt UNIT SHEAR, v = V / Area (Applies to single level structures only) : MIKE SURPRENANT & ASSOCIATES Consulting Structural Engineers JOB.Km SHEET NO.nc i i SCALE. LATERAL LOAD DISTRIBUTION DIAPHRAGM LEVEL w» <»(ft) Wxh, (k-ft) w.h. 2w,h, Sw,h, (Ibs) A (ft2) v, = OVA) (psf) ROOF 100 Hfa 8.11 V = tSHEARW ALL DESIGN LATERAL LOADS WIND LOAD = PRESSURE (P)x PROJECTED VERTICAL HEIGHT (h) SEISMIC LOAD = STORY SHEAR (vx) x DIAPHRAGM DEPTH (d) ROOF DIAPHRAGM N-S. A = WIND P. SEISMIC v._(psf)x 0 *^ » ^06 (plf) E-W. WIND SEISMIC v. LEVEL DIAPHRAGM A = N-S. WIND P SEISMIC V,.M<0 (ft) = ZTff fplfl E-W WIND P_ SEISMIC v,. .(psf)x M (plf) tt^ fplfi LEVEL DIAPHRAGM N-S. WIND P_2iJI_(psf)x SEISMIC v^ *f $1 fpsft x WIND P_ SEISMIC vx_ .(psf)x _(ps^x iL_(ft)-Ji_, .?.<? (ft) = fV (plf) (ft) = .(ft2) •If) GOVERNS GOVERNS GOVERNS GOVERNS GOVERNS .GOVERNS JOB. MIKE SUKPRENANT & ASSOCIATES Consulting Structural Engineers SH6ETNO Oa. Ua ' OF_J_1 CALCULATED BY CHECKED BV SCALE OKIE. DATE. SHEARWALL DESIGN / Storv ShearwaOs n*5 Direction Unit Lateral Load, v = Gridline ( ft] \f \ /») \i ui ^ Tnbutary Area (This Level) ( 'M 5/£ / ^ \'fa}{ 110 / ' Lateral Load (This Level) v Lateral Load (Level Above) Total Load (All Levels). F,= ShearwalKs) Length. L = fZ-fty' Hfd ft Unit Wall Shear, v = F JL = fl f plf Shearwall Type \ I f Overturning' L = ft v Okay by Inspection UDhft= Lbs Holdown Anchor Type i — i Gridline X?. 1^1 V < a \f ^ V/ "\ Tnbutary Area (This Level) \'ft\}IT)\' [V$ /* Lateral Load (This Level) Lateral Load (Level Above) Total Load (All Levels). F, = ShearwalKs) Length. L = (0 ° ft Unit Wall Shear, v = F^L = ^V Ptf Shearwall Type V^ OverfauTune: L>= w<P ft Okay by Inspection Upufta (MG^\(oX*?«5) "~ V.1)U)'oX'W?'t\)5Ti.'^'TW4(bM^)T(i* "150)J Lbs Holdown Anchor Type rr-j , f Gridline 0 Onf \ f'l If \ Tnbutarv Area (This Level) V'Vl1M»)-f \hfW / * Lateral Load (This Level) Lateral Load (Level Above) Total Load (All Levels). F, = Shearwall(s)Lenefli,L = Z4^77 ^ff ft. CffiTJ Unit Wall Shear, v = fJL = t%j pif Shearwall Type {Z^ Overturninji. L= ^-e ft. Okay bv Inspection Uplift = I LtffoM/O)* 23UO Lbs Holdown Anchor Type' ran , f'H^ psf V&to sq ft. 3HX9 Lbs - Lbs 'SW Lbs 7^ sq ft. 2M^>V> Lbs Lbs MSfc Lbs t^» sq ft H&T" Lbs " Lbs I^V Lbs PflOOUCTZW MIKE SURPRENANT & ASSOCIATES Consulting Structural Engineers JOB. CALCULATED BY_ CHECKED BY DATE_ DATE. 3 StorvSbearwalls &$ Gridhne 7 " Pllf 1 Tributary Area (This Level1* V, /t/ ^ / ~ Lateral Load (This Level) Lateral Load (Level Above) Shearwallf s) Length. L = Unit Wall Shear, v = F,/L = fco plf Shearwall Type ( 1 i Overturning: L = ft Uplift - Holdown Anchor Type r~] Gndline Tributary Area (This Level) Lateral Load (This Level) Lateral Load (Level Above) Shearwall(s) Length. L s Unit Wall Shear, v = F./L = plf ShearwallTvpe < f- » T,__^ Overturning L = ft Uolift = Holdown Anchor Type |— i Gndline Tnbutarv Area (This Level) Lateral Load (This Level) Lateral Load (Level Above) Shearwall(s) Length. L = Unit Wall Shear, v = fJL - plf Shearwall Type < f Overturning L = ft Uplift = Holdown Anchor Type i — i I>ir«cti<>mi Unit Lateral Load, v = y-V 5 psf 7o so ft. W> Lbs - Lbs Total T,oaH (All Levels!. F, = IT* Lbs IV ft Okay by Inspection Lbs sq ft Lbs Lbs Total T.ofld (All LevelsV F, = Lbs ft. Okay by Inspection Lbs sq ft Lhs Lhs Total Load (All Levels). F, = Lbs ft. Okay by Inspection Lbs PBOOUCTJ07 JOB_ MIKE SURPRENANT & ASSOCIATES Consulting Structural Engineers SHEET NO. CALCULATED BY_ CHECKED BY SCALE DATE. DATE. / Story Shearwalb Gridline |3 fa \r Tnbutarv Area (This Level) I ^A" Lateral Load (This Level) Lateral Load (Level Above) Shearwall(s) Length. L = Unit Wall Shear, v = R/L = C-W Direction Unit Lateral Load, v =s . ?•'*,.. , psf ^>)s ft. soft- 3^5^ Lbs - Lbs Total Load (All Levels). F.= Wf Lbs ^"^ ft in MTplf CM.TL^E5fI W L Shearwall Type Overturning:L =ft .Okayby Inspection Hoktown Anchor Type Gndlme Tributary Area (This Level) Lateral Load (This Level) _ Lateral Load (Level Above) Snearwall(s) Length, L Unit Wall Shear, v = FJL - Shearwall Type Overturning. L = Uphft = \ Total Load (All Levels), Fx= . Okay by Inspection Lbs Holdown Anchor Type n Gndline. Tnbutary Area (This Level) Lateral Load (This Level) _ Lateral Load (Level Above) Sbearwall(s) Length, L Unit Wall Shear, v = FJL = Shearwall Type Total Load (All Levels), F, = ft. plf T —ft . Okay by Inspection Holdown Anchor Type .Lbs I2_sqft /Tt> Lbs •^ Lbs /VO Lbs .sq ft. .Lbs .Lbs PROOUCT207 L JOB_ MIKE SUKPRENANT &ASSOaATES Coasulang Structural Engineers SHEET NO. CALCULATED BY_ CHECKED BY SCALE DATE. DATE. <IAJ>_Y Story Shcarwalb GrkUme ) f i' /,, j. Tnbutary Area (This Level} I /«A Lateral Load (This Level) Lateral Load (Level Above) 0 rShearwall(s) Length. L = 0 ) Unit Wall Shear, v = F./L = Shearwall Type (Q Overtufuiiig. L — M 5 Direction Unit Lateral Load, v = . £,7/ psf *)Tfot^« 1M,.k 3%J Lbs 3*1^9 Lbs Total Load (All Levels}. F, = fc?Tt) LbsIf* jy < - Ht»y plf (#-0 ft Okav by Inspection ,. . Lbs Holdown Anchor Type Gndline Lateral Load (This Level) _ Lateral Load (Level Above) Sbearwall(s) Length, L Unit Wall Shear, v = FJL - Shearwall Type Total Load (All Levels), F,=.?.5" ft. grr^^>TO^r^/i>)iTO^^a^^H>73.r. g% Holdown Anchor Type 17-1 Gndline Tnbutary Area (This Level) ^ '"^ Lateral Load (This Level) _ Lateral Load (Level Above) Shearwall(s) Length, L Unit Wall Shear, v = F,/L Shearwall Type Overturning. L • Total Load (AU Levels), F,= _VL_ft ft . Okay by Inspection Holdown Anchor Type Lbs M_sqft. .Lbs Lbs JOB. MIKE SURPRENANT & ASSOCIATES Consulting Structural Engineers SHEET NO. T.I CHECKED BY_ SCALE DATE. DA1E. V Storv Shearwalls A/- ft Direction Unit Lateral Load, v » Gridhne . _ | fit I/ict^ ' Tnbutarv Area (This Level) V 'ft/^V Lateral Load fThis Level) Lateral Load (Level Above) Total Lnarf (All Levels), F» = Shearwall(s) Length. L = H-^ ft Unit Wall Shear, v = F./L = (fit- plf Shearwall Type \J_p Overturning: L = ft _r Okay by Inspection Uplift- Lbs Holdown Anchor Type ( — i Gndline [v x.i \* . (\\ L . Tributary Area (This Level) \ /V/ V/l/t V M\\W)f Lateral Load (This Level) Lateral Load (Level Above) ( JfTtf^-l ?t V *• V Total Load (AH Levels), F,, = , ShearwalKs) Length. L m 7>* ft. Unit Wall Shear, v = FJL = /^7- plf Shearwall Tvue (jj Overturning L = ft * Okav by Inspection Unlift= Lbs Holdown Anchor Type i — ? ' Gndline /V /. y » Tnbutary Area (This Level) \ /vA.110/ ~ Lateral Load (This Level) Lateral Load (Level Above) <LM%(?r/l^)» Total Load f All Levels), F,, = Shearwall(s) Length, L = f^ ft. Unit Wall Shear, v = F^L= IT/ plf Shearwall Type < J^ Overturning •b** j\> ft Okay hy Tp^pfctton Uphftsa f^F/v^'*- 72T"f Tj7S Holdown Anchor Type rr-| I^f.. Prf Af sq ft )">^ Lbs IJO..,. Lbs Z$O Lbs n sq ft.Toy Lbs (f>i~L- Lbs AfG Lbs Z-W sq ft. Ui^Q Lbs ^td Lbs^^o Lbs PRODUCT 87 JOB_ MIKE SUKPRENANT & ASSOCIATES Consulting Structural Engineers SHEET NO. CALCULATED 8Y_ CHECKED BY SCALE 7 Storv ShearwoUs Gridhne /Trfe f»\ Tnbutary Area (This Level) Vfc/ C'W Direction Unit Lateral Load, v = _t-41 w _psf .sq ft. Lateral Load (This Level) _ Lateral Load (Level Above) Shearwall(s) Length, L Unit Wall Shear, v = FJL = Shearwall Type Overtur Uplift = Hokfcwn Anchor Type Gndhne I ^f Tributary Area (This Level) Lateral Load (This Level) _ Lateral Load (Level Above) Shearmll(s) Length, L • Unit Wall Shear, v = F,/L • Shearwall Type (j Overturning, Total Load (All Levels), F, = ft .Lbs Lbs plf ft Okay by Inspection . Lbs f >5T7C»/io ) sq ft>vvy Lbs Total Load (All Levels). Fx= . ft. plf Holdown Anchor Type i — i V ffiwarffi^flMrttuj- ^ Gndlioe. Lateral Load (This Level) ^_ Lateral Load (Level Above) IW Lbs Shearwall(s) Length, L Unit Wall Shear, v = FJL Shearwall Type Overturning: L = Uplifts Total Load (All Levels), F, = JH_pif ft Okay by Inspection ... ______ Holdown Anchor Type .Lbs i— j 0 PKXJUCTM7 JOB. MIKE SURPRENANT & ASSOCIATES Consulting Structural Engineers SHEET NO./S. CALCULATED BY_ CHECKED BY Of DATE. DATE. 7 StorvShearwaUs ^~W Direction Unit Lateral Load, v * / A 1 \ Gridane (rjlM /7f VMM] Tributary Area (This Level) V/V^"^''*' Lateral Load (This Level) Lateral Load (Level Above) Total T ™<1 (All levels), F, = Shearwall(s) Length. L = 2WMTt$.r* XT ft Unit Wall Shear v = fJL = VQ plf Shearwall Type (it Overturning: L= ft. * Okav bv Inspection Uohft- Lbs Holdown Anchor Type r— i *T , s~Gndline U f n \, \ ft . . Tributary Area (This Levd^ \ /U/l|00/7 \n /( (U)) * Lateral Load (This Level) Lateral Load (Level Above) /4y>dV*7lo )-f /S^"/f l^/ToJ Total Loud (All LsvelsVF^ , ' ShearwalUs) Length. L « ~^f ft. Unit Wan Shear, v = F^ = (f OT plf Shearwall Type {J^ Overturning: L.= '*' ft Okay by Inspection , Uplifts rG^TX^J^ ^1 W Lbs Holdown Anchor Type rrn *M « Gndline Tnbutary Area (This Level) tM Mt wmy UK - Lbs HIT Lbs J&Lsoft £3/T Lbs »>r Lbs 45 5> Lbs so ft Lateral Load (This Level) T.KR Lateral Load (Level Above) Total Load f All Levels>. F,, = ShearwaU(s) Length, L = ft. Unit Wall Shear, v = FJL = plf Shearwall Type ^ 9 Overturning: L= ft Okay hy Insp^hnn Unhft= ' ' Lhs Holdown Anchor Type i— i Lbs Lbs PKXJUCTM7 JOB_ MIKE SURPRENANT & ASSOCIATES Coasutaiig Seructural Engineers SHEET NO. CALCULATED BY_ CHECKED BY SCALE DATE. OA1E_ Direction Unit Lateral Load, v «=..psf Gridbne. Tributary Area (This Level) Lateral Load (This Level) _ Lateral Load (Level Above)10 Lbs Shearwall(s) Length. L Unit Wall Shear, v = PJL = Shearwall Type Overturning? -. - — T « Total Load (All Levels), Fx=. ft _XS?J_Lbs ft.Okay by Inspection Holdown Anchor Type Gndline ^ Tributary Area (This Level) Lateral Load (This Level) _ Lateral Load (Level Above) ShearwalKs) Length, L Unit Wan Shear, v = F,/L = Shearwall Type - Lbs Total Load (All Levels). Fx= ft. foO plf Overturning. L =. Uplifts \ . Okay by Inspection Lbs Holdown Anchor Type Gndline ^ Tnbutary Area (This Level) . Lateral Load (This Level) _ Lateral Load (Level Above) r~j ShearwaU(s) Length, L Unit Wall Shear, v Shearwall Type Overturning: Uphft Total Load (All Levels), F,=. 5 ft. plf ft . Okay by Inspection Holdown Anchor Type Lbs pnooucra? JOB. MIKE SUKPRENANT & ASSOCIATES Consulting Structural Eqgineers sneer NO. CALCULATED BY_ CHECKEOBY SCALE DATE. DATE. /w Story Shearwalfe A/^5 Direction Unit Lateral Load. Y 7 af Gridbne. Tributary Area (This Level) Lateral Load (This Level) _ Lateral Load (Level Above) Shearwall(s) Length, L Unit Wall Shear, v = F»AL = Total Load (All Levels), F,=. M .Lbs Lbs Lbs Shearwall Type Overturning: L = _uplift = vtovU) Holdown Anchor Type GruUine T Tributary Area (This Level) Lateral Load (This Level) _ Lateral Load (Level Above) Sbearwall(s) Length, L Unit WaH Shear, v = F,/L = Shearwall Type Overturning. L = Uplift = Gndline. Tnbutary Area (This Level) Lateral Load (This Level) _ Lateral Load (Level Above) ShearwalKs) Length, L Unit Wall Shear, v = F^L = Shearwall Type Overturning: L = Uplift* Okay by Inspection .ft Holdown Anchor Type I—f Holdown Anchor Type D Total Load (All Levels). Fx=. ft. . Okay by Inspection Lbs sq ft ITMI Lbs _I Lbs JZtLLbs WO Total Load (All Levels), F, = ft Lbs Lbs Okay by Inspection .Lbs (WOUCTJB7 JOB. MIKE SUKPRENANT & ASSOCIATES Consulting Structural Engineers CALCULATED BY_ CHECKED BY SCALE DATE. DATE. / Story Shearwalls A/^S Direction Unit Lateral Load, v = . Gridlme /O fn y \ Tnbntarv Area (This Level) \ fv A!?^ / " Lateral Load (This Level) ^~^ Lateral Load (Level Above) Total T ™<1 (All levels), Ft = Shearwall(s) Length. L = , 7 'T^T "?r{->,ft f 1^ HOrfT~ ^~0*') Unit Wall Shear, v = F,/L = ^ f plf ^ ' ^ ' "1 " ' "L .". ''o , --. „j . WEBT *•• ' rmJO Shearwall Type (ll Overturning: L= ^-^ ft Okay by Inspectionuoiift- f 'Ln-y^* .P.^V.LDS Hoklown Anchor Type rCT ,- v Gndline |f (}\ Vu^,.^ Tributarv Area (This Level) I /V/ljl/0/* Lateral Load (This Level) ^ Lateral Load (Level Above) Total Load (All Levels). Fu = , ShearmlKs) Length, L = Jl«0 ft. Umt Wan Shear, v = F^L m TOT plf Shearwall Type (^y Overturning. L= /M ft Okav by Inspection . Uplift = I'VOTH.^*- 4-W Lbs Holdown Anchor Type rri , . , Gndline Tnbutary Area (This Level) Lateral Load (This Level) Lateral Load (Level Above) Total Load ( All Levels). F, = SbearwalKs) Length. L = ft Unit Wall Shear, v = F,yL = plf Shearwall Type {_^ Overtnnune: L= ft Okay hy HnBr«-tion Uplifts . " Lbs Holdown Anchor Type r— i m OSf Zl5 _sq ft. ffo Lbs fbi(f Lbs 1511- Lbs ^osoft fH Lbs WO Lbs ?>>^ Lbs sq ft Lbs Lbs Lbs mooucra? JOB. MIKE SURPRENANT & ASSOCIATES Goosukmg Structural Engineers SHEET NO. CALCULATED BY_ CHECKED BY SCALE OF DATE. DATE. r StorrShcarwalh Gridhnt A Tributary Area (This Level) Lateral Load (This Level) _ Lateral Load (Level Shearwall(s) Length, L Unit Wall Shear, v = fJL = Shearwall Type Direction -\ , ^lV u/>t. t Ui'fWlW ) * . 4 «fffK(m-»,) ^ Unit Lateral Load, y • .7 & 7 Total Load (All Levels), Fx= _ft T- Lbs Lateral Load (This Level) _T Lateral Load (Level Above) SheanvalKs) Length, L Shearwall Type (f Overturning. Uplift = ft.Olcaybylnspecnon _ft Holdown Anchor Type r~i Tributary Area (This Level) Jy Lateral Load (This Level) Lateral Load (Level Above) £KT ShearwalKs) Length, L = Unit Wall Shear, v» ¥JL Shearwall Type Overtnr Uplift Holdown Anchor Type. Total Load (All Levels),] JM* ft. Okay by Inspection . sq ft. Lbs - Lbs Lbs Total Load (All Levels), F, = ft. Lbs HLbs Okay by Inspection •^^^••^•^^ JMIKJ / Story Sbeanralls r^ urfTldbnfe 1 I TlDUifti^y AJC8 v l^hlS LjGYCl ) Lateral Load (This Level) Shearwau(s) Length. L Unit Wall Shear v = PJL = Shcarwall Type (*>J O, „„* -•— - T _TCI uinuiw* LI —uplift- rvftyvx.*1 Holdown Anchor Typ< Gndluw t Tributary Area (This Levd)- Lateral Load (This Level) Lateral Load (Level Above) ShearwalKs) Length, L = Umt Wafl Shear, v = F/L = ShearwallType (Tf Orerturnlng. L = Uplift = Holdown Anchor Type GndUne Ul f Tributary Area (This Level) _\ Lateral Load (This Level) Lateral Load (Level Above) ShearwalKs) Length, L Unit WaJI Shear, v = FVL = ShearwallType ^^ Uohft s= VJ^T-M ) Holdown Anchor Type. wr> SSURPRENANT ___ -^<j ^ *Y^j A5SCXJlAT£S SHCETNO ^"^PirectiBa Unit Lateral Load. v« „ J-«r_.. prf 1 JV* l*VS ) i\ [O'lvl^H ) t\ fl)l l^Vv /? / *ffc^ sq. ft. v "Z&HO Lbs M^H^M^^^f II^C1^)26 3*i^'v Lbs Total T ™d (All I ^vels), Ft = ^^ Lbs ?-TR'- I1>,S ft ^V pif 0-° ft Okay by Inspection >};-- IWlb Lbs ' DB 'PHD'},1 ('WU^r^M)'* I5T.4, "rTT LbS - Lbs Total Load (All Levels). F,,= ^^T Lbs «Sf5-- .ft^ft. r^ pif ft ^ Okay by Inspection Lbsn 10l.pi-)* ^ „. ^f/'if LhRMyf^u« Total Load fAULevds).F,= H^ Lhs /!,« ft. H^V pif ft Okay by Inspection B >Hte,! wooucra? MIKE SURPRENANT & ASSOCIATES Consulting Structural Engineers SHEET NO . CALCULATED BY_ CHECKED BY SCALE . DATE. DATE_ REDUNDANCY FACTOR CALCULATION (UBC 1630 1 1) FLEXIBLE DIAPHRAGM WITH WOOD STRUCTURAL PANEL SHEARWALLS Vmax = Iw = AB Lbs (Total lateral load at Gndhne " V ft (Total Sum of Lengths of Shearwalls at Gndline) Lbs (Story Shear) sqft (Ground Floor Area of Structure) CALCULATIONS max C -2*? P a*^ 10 OKAY<*~ — — ^~=**- JOB. MIKE SURPRENANT & ASSOCIATES Consulting Structural Engineers SHEET NO. CALCULATED BY_ CHECKED BY SCALE HO OF HiOF_ DATE. DATE. FOUNDATION DESIGN ALLOWABLE APPLIED LOADS Allowable Soil Bearing Pressure (ASBP) = frffl) psf (Per Design Criteria) CONTINUOUS FOOTINGS I MARK CF-1 Ftg. Width (b) = = ASBP (b) = Depth of Ftg (h) nlf MARK. dt. 2 Ftg Width (b) = _ __ TOP & BOTTOM .ft Depth of Ftg (h) =..ft. _plf ® Gndline _L @ Gndline @ Gndhne WMAX@Gndlme " DEEP WITH TOP & BOTTOM USE CF- USE CF- USE CF-. USE CF- JOB. MIKE SURPRENANT & ASSOCIATES Consulting Structural Engineers SHEET NO . CALCULATED BY_ CHECKED BY SCALE DATE. DATE. CONTINUOUS FOOTINGS - MAX POST LOADS "maxI' 2h(ft) MARK CF-1 PMAX = ASBP(b)(2h) =_ h(ft) LBS MARK. CF-2 PMAX = ASBP(b)(2h) =_LBS ##> fir^^S M1KU MJKTK 1f~YH & ASSOCL p^i V^S^ Consulting Structur fl^^Jj!!' V | ° SPREAD FOOTINGS - MAX. A MARK P-l "1 PMAX -ASBP(b)2 a JBINAJM l n v u a ATTTC SHEFTNO ... 1 nf "^'\TJia ' al Engineers nALCTNATFf>nY ,.._ OATF CHECKpn RV °*TF RTJUP LLOWABLE CONCENTRATED LOADS PMAX V L, f b(ff) , UK) LBS USE 24" SQUARE x-^ " DEEP WITH (2) # 4 EACH WAY @ BOTTOM MARK. £2 PMAX = ASBP (b)2 =^$O LBS USE 30" SQUARE x l^ " DEEP WITH (3) # 4 EACH WAY @ BOTTOM MARK P=3 PMAX =ASBPfl))2 =/WO LBS USE 36" SQUARE x r^ " DEEP WITH (4) # 4 EACH WAY @ BOTTOM MARKM PMAX =ASBPfb)2 =*J */TA/i T t»Ot' f Jl/f/ LDO USE 42" SQUARE x 1% " DEEP WITH (5) # 4 EACH WAY @ BOTTOM MARK P-5 PMAX =ASBPfb)2 =*OOLBS USE 48" SQUARE x 1>\ " DEEP WITH (6) # 4 EACH WAY @ BOTTOM L Title BEACHWALK1 Job* 05193 V7 Dsgnr DR Date 1049AM 14 APR 06 fl Description (3) STORY SINGLE FAMILY STRUCTURE Scope ' Code Ref ACI 318 02 1997 UBC 2003 IBC 2003 NFPA 5000 Rev ^80014 User KW 0605503 Vpr 5 8 0 1 Dec 2003 'O 983 2003 ENERCALC Engineering Software Cantilevered Retaining Wall Design Page 1 "eachwalU e.v RETAINING WALLS Description RETAINING WALL (MAX RETAINING HEIGHT=5-0") Criteria Retained Height - 5 00 ft Wall height above soil = 0 50 ft Slope Behind Wall = 0 00 1 Height of Soil over Toe = 0 00 in Soil Density = 11000pcf Wind on Stem = 0 0 psf I Soil Data$& I...-,.,--.--- Allow Soil Bearing = 2 000 0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 38 0 psf/ft Toe Active Pressure = 38 0 psf/ft Passive Pressure = 400 0 psf/ft Water height over heel = 0 0 ft I Footing Strengths & Dimensions | Axial Load Applied to Stem ^jl Design Summary I Total Bearing Load = 3 914 Ibs resultant ecc = 0 34 in Soil Pressure @ Toe = 1 459 psf OK Soil Pressure @ Heel = 1 672 psf OK Allowable = 2 000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1 884 psf ACI Factored @ Heel = 2 158 psf Footing Shear @ Toe = 9 4 psi OK Footing Shear @ Heel = 5 2 psi OK Allowable = 85 0 psi Wall Stability Ratios Overturning = 246 OK Sliding = N/A Sliding Calcs Slab Resists All Sliding ' Lateral Sliding Force = 931 0 Ibs Footmg||Soil Friction Soil height to ignore for passive pressure Axial Dead Load Axial Live Load Footing Design Results = 0300 = 0 00 in = 1 000 0 Ibs = 1 000 0 Ibs fc = 2 500 psi Mm As % • Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth = Key Distance from Toe : Cover @ Top = 3 00 in Axial Load Eccentricity : Fy = 60 000 psi 00014 1 50ft 1 00 250 24 00 in = 0 00 in = 0 00 in 000ft i Btm = 3 00 in 00 in Stem Construction Factored Pressure Mu Upward Mu Downward Mu Design Actual 1 Way Shear Allow 1 Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing 1 884 2702 583 2119 943 8500 None Speed None Speed None Speed Heel 2 158 psf Oft-# 443 ft-# 443ft-# 5 19 psi 85 00 psi ft = Ht Top Stem Stem OK 000 Masonry 800 # 5 800 Edge Design height Wall Material Above Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb/FB + fa/Fa Total Force @ Section Moment Actual Moment Allowable Shear Actual Shear Allowable Bar Develop ABOVE Ht Bar Lap/Hook BELOW Ht m = Wall Weight Rebar Depth d Masonry Data fm Fs Solid Grouting Special Inspection Modular Ratio n Short Term Factor Equiv Solid Thick Masonry Block Type = Normal Weight Concrete Data f c psi = Fy psi = Other Acceptable Sizes & Spacings Toe Not req d Mu < S * Fr Heel Not req d Mu < S * Fr Key No key defined = lbs = ft-# = = psi = psi = m = t m = = m = psi = psi = = = = = m = 0793 4750 791 7 1 3172 88 194 3000 600 840 525 1 500 24000 Yes No 2578 1 000 760 Rev 680014 U er KW 0605503 Ver 5 8 0 1 Dec 2003 {c)1983 2003 ENERCALC Engineering Software Title BEACHWALK 1 Job# 05193 Dsgnr DR Date 1049AM 14 APR 06 Description (3) STORY SINGLE FAMILY STRUCTURE Scope Code Ref ACI 318 02 1997 UBC 2003 IBC 2003 NFPA 5000 Cantilevered Retaining Wall Design .ear,w3iMP <?F Description RETAINING WALL (MAX RETAINING HEIGHT=5-0") Summary of Overturning & Resisting Forces & Moments Item Heel Active Pressure Toe Active Pressure Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load @ Stem Above Soil SeismicLoad Total Resisting/Overturning = = = = = = = = Ratio Vertical Loads used for Soil Force Ibs 931 931 OVERTURNING Distance ft 0 233 0 OTM = RESISTING Moment ft-# 21723 21723 246 Pressure = 39137 Vertical component of active pressure Ibs used for soil pressure Soil Over Heel = Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) Earth @ Stem Transitions = Footing Weight = Key Weight Vert Component = Total = Force Ibs 1833 1 0000 4620 7500 5184 29137 Distance ft 2 1 1 1 2 Ibs RM 33 83 83 25 50 = Moment ft-# 427 1 833 8 3 8470 937 1 296 5341 5 0 6 MIKE SURPRENANT & ASSOCIATES Consulting Structural Engineers JOB. SHEET NO. CALCULATED BV_ CHECKED BY SCALE OF. DATE DATE SCHEDULES MIKE SURPRENANT& ASSOCIA']nES Consulting Structural Engineers JOB.Kin SHFPT NO CALCULATED BY_ CHECKED BY SCALE Hv DATE. DATE. u CO i s § S s SI •at •I Ss x? i if in 85 S is i §8! i I 6 d I Ktt oII » e 5B 2 A i ii i i Ii 3© ©0 0© @®©@® MIKE SURPRENANT & ASSOCIATES Consulting Structural Engineers JOB. SHEET NO . CALCULATED BY_ CHECKED BY SCALE DATE. DATE. HOLD-DOWN SCHEDULE 4x POST W MSTC40 FLR-To-FLR HOLD-DOWN 4x POST W/ MSTC52 FLR-To-FLR HOLD-DOWN 4x POST W MSTC66 FLR-To-FLR HOLD-DOWN 4x POST W MSTC7S FLR-To-FLR HaD-DOWN 4x POST W CMSTI4 FLR-To-FLR HOLD-DOWN (34" END LENGTH * (74) l£d TO EA POST; 4x POST W CMST12 FLR-To-FLR HaD-DOWN C45' END LENGTH * (I00; '6d TO EA POST; 4x POST W/ STHD8 HaD-DOWN 4x POST W/ STHD10 HaD-DOWN 4x POST W/ STHDI4 HOLD-DOWN 4x POST W/ PHD2 ON SSTBI6 A.B 4x POST W/ PHD5 ON SSTB24 A B 4x POST W/ PHD6 ON SSTB28 AB 4x POST W/ PHD8 ON SSTB28 A B 4x POST W HD8A ON SSTB26 A B 4x POST W/ HDIOA ON SSTB28 A B 4x POST W/ HDI4A ON SSTB34 A B NOTES 0 HaD 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 JOB. L.'-'^jH^^g"~ IMJLIVJI oujxr jvui.i.nj.1 j. IH^VW & ASSOCIATESBI ^ Hill fl&\ \ffi? Coosukmg Structural Engineers -i< - r \ ~ r.AirjyATpnRv THP^KFC BY ., . KTAIF HATE nATE SIMPSON STRONGWALL A 8U6X1-4HP SUQ2xl-4 F SUQ2xl-6 5UC2xB-4 L 91)32x0 N 511118x9 5UJ24x9 R SUB2x3 SUC4x!0 SIMPSON STRONOUALL FOOTNOTES- (APPLT TO AID REV 5EP 2002 V 5UM8xl0 IU SWMxGxfe X SUB2x!2xfe USE 86TBJ8HOLDOM4 ANCHOR BOLT6 AND 5/B1 x B' fMfrt) MUD61U. ANCHOR6. ES6TB34HOLDOUN>iNCHORBaT$>UCi&/6'xi6'rMBl)rtCSlL^^^ PLACE ALL ANCHORS USHx A STRONOUAU. TEMPLATE APPROPRUTE FOR THE APPLICATION AND LEN5TH OF UALL FOR EXTERWR APPLICATIONS USE "9W TYPE TEMPLATES FOR NTERIOR APPLICATIONS USE WOT' TYPE TEMPLATES FOR PANEL FORM APPLICATIONS, USE SO/IFF TYPE TEMPLATES USE ALL PROVIDED HAR3IUARE FOR ANCHORAGE TO RMOATION. W STRAP UITH ^; kW COmSNS AND PA«L EXTBttlON UHTH 0d CcniONft « 3' ofe fv€RTJ < 4' e/fe f HORIZJ BT SIMEON STRON&-TE, NC AND £80 REPORT ^ DENOTES RAI3EDR.OOR OPTION OF STKNQU^ ALL -RF MODEL 8TRONSIMLL6 8W4a USE A 9MP80N Tit) 1/8-1' ft^8«^IED> AT EACH HOLDOIN ANCHOR MIKE SURPRENANT & ASSOCIATES Consulting Structural Engineers JOB. SHEET NO . CALCULATED BY_ CHECKED BY SCALE OF DATE. DATE. SPREAD FOOTING SCHEDULE SYMBOL <&> <&> <8> <8> <8> SIZE AND REINFORCEMENT (fc. 2,500 p»l 4 ry-£>0k»i; 24' SQUARE X^l) " DEEP W/ (2,) # 4 30" SQUARE X 7^ " DEEP W/ C3J # 4 36B SQUARE X^»f " DEEP W/ C4j * 4 42' SQUARE X^Jf " DEEP W/ f5) » 4 48' SQUARE X*W " DEEP W ((,) # 4 EACH WAY EACH WAY EACH WAY EACH WAY EACH WAY JFROfl UESTBRN SOIL 8, FOUNDATION B<3 PHONE NO 760 746 4912 Dec 07 2006 12 59PM PI WESTERN SOU AND FOUNDATION ENGINEERING, INC PHONE <76O> 746 3553 FAX (760) 74.6 4912 423 HAUE AVENUE ESCONOIDO CALIFORMA 92OZ9 December? 2006 Mr Pdtnck Kcllett Garflcld-Beachwalk, LLC 4l90SunnyhillDnve Carlsbad, CA 92008 Project Job No 03-84 Proposed Beachwalk Parcel Map Sequoia Avenue & Garfield Street Carlsbad, California Suty ect Foundation and Site Pkn Review for Unit 1 Dear Mr Kelletl At the request of Mr Samuel Wright, we have reviewed construction plans for the referenced project This review included . Sheets CS, A5, A6, A7, A8 and S3, issued May 8, 2006 by Wright Design, . Sheets S1, S2, SD-1, SD-5 and SD-6" issued May 8,2006 by Mike Suprenant and Associates, and • Sheet C-l, printed March 6,2006 by O*Day Consultants We have also reviewed our Report of GeotechmcaJ Investigation dated Apnl10 2006 FROM UESTERN SOIL 8, FOUNDATION PHONE NO 760 746 4912 Dec 07 2006 01 03PM P2 Bcacuwalk Unit 1, Plan Review December 7, 2006 Our Job No 03-84 Page 2 It is our opinion that the reviewed plans arc in generaJ conformance with our referenced reportt We encourage you to contact us with any of vour questions or comments We appreciate this opportunity to provide you with our professional services Respectfully submitted, WESTERN SOIL AND FOUNDATION ENGINEERING INC Vincent W Gaby, CEG 1755, Expires Engineering Geologist 1/07 Dennis £ Zimmerman, C 26676, GE 928, Expires 3/31/08 Geotcchnical Engineer \& Distribution (1) Addressee (l)Mr Samuel Wnght (l)Mr Samuel Wnght via fax (760)720-7634 VWG DfcZ/kmg WESTERN SOIL AND FOUNDATION ENGINEERING, INC GEOTECHNICAL INVESTIGATION PROPOSED BEACHWALK CONDOMINIUMS SEQUOIA AVENUE & GARFIELD STREET CARLSBAD, CALIFORNIA JOB NO 03-84 MARCH 16, 2004 SOIL AND FOUNDATION ENGINEERING INC. WESTERN SOIL AND FOUNDATION ENGINEERING, INC PHONE (76O) 746 3553 FAX (760) 746 4912 March 16, 2004 423 HALE AVENUE ESCONDIDO CALIFORNIA 92O29 Mr Patrick Kellett Jelley Properties 1401 Cammo Del Mar Del Mar, CA 92014 Project Job No 03-84 Proposed Beachwalk Condominiums Sequoia Avenue and Garfield Street Carlsbad, California Subject Report of Geotechmcal Investigation Dear Mr Kellett In accordance with your request, we have completed a geotechnical investigation of the referenced property We are presenting to'you, herewith, our findings and conclusions regarding current site conditions, as well as recommendations for future site development The findings of this study indicate that the site is suitable for the proposed improvements if the recommendations provided in the attached report are incorporated into the design and construction of this project It is our professional opinion that no detrimental geologic constraints exist that would preclude site development Proposed Beachwalk Condominiums March 16, 2004 Our Job No 03-84 Page 2 If you have any questions after reviewing the findings and recommendations contained in the attached report, please do not hesitate to contact this office This opportunity to be of professional service is sincerely appreciated Respectfully submitted, WESTERN SOIL AMD FOUNDATION ENGINEERING, INC Vincent W Gaby, CEG 1755, Expires 7/31/05 Engineering Geologist Dennis E Zimmerman, C 26676, GE 928, Expires 3/31/04 Geotechnical Engineer Distribution (5) Addressee VWG DEZ/kmg WESTERN SOIL AND FOUNDATION ENGINEERING, INC GEOTECHNICAL INVESTIGATION PROPOSED BEACHWALK CONDOMINIUMS SEQUOIA AVENUE & GARFffiLD STREET CARLSBAD, CALIFORNIA Prepared For Mr Patrick Kellett Jelley Properties 1401 Camrno Del Mar Del Mar, CA 92014 JOB NO 03-84 MARCH 16, 2004 WESTERN SOIL AND FOUNDATION ENGINEERING, INC TABLE OF CONTENTS Page Introduction and Project Description Project Scope Findings Site Descnption Subsurface Conditions Bay Point Formation Colluvmm Artificial Fill Rippabihty Groundwater Geologic Hazards Faults and Seismic Hazards Seismicity of Major Faults Liquefaction Landslides and Slope Stability Recommendations and Conclusions Site Preparation Existing Structures Existing Soil ^ Expansive Soil Excavation and Shoring Imported Fill Earthwork Slopes Surface Drainage Subdrams 1 1 2 2 4 4 4 5 5 5 6 6 8 8 9 9 9 9 10 11 11 12 12 13 13 14 WESTERN SOIL AND FOUNDATION ENGINEERING INC TABLE OF CONTENTS - Cont Page Foundation Recommendations 15 Seismic Site Categorization 15 Footings 15 Concrete Slabs-On-Grade 16 Slab-On-Grade Bedding 17 Impermeable Membi ane 18 Transition Areas 18 Lateral Resistance 19 Lateral Resistance Values 19 Footing Observations 19 Retaining Walls 20 Lateral Pressures 20 Drainage and Waterproofing 20 Backfill 21 Field Explorations 22 Laboratory Testing 23 Plan Review 23 Limitations , 23 WESTERN SOIL AND FOUNDATION ENGINEERING INC ATTACHMENTS Plate No 1 Site Plan (In back pocket) Plate No 2 Unified Soil Classification Chart Plate No 3 through Plate No 6 Exploratory Excavation Logs Plate No 7 through Plate No 10 Laboratory Test Results Plate No 11 Table I Removal Depths APPENDIX I Specifications for Construction of Controlled Fills APPENDIX References WESTERN SOIL AND FOUNDATION ENGINEERING, INC GEOTECHNICAL INVESTIGATION PROPOSED BEACHWALK CONDOMINIUMS SEQUOIA AVENUE & GARFIELD STREET CARLSBAD, CALIFORNIA Introduction and Project Description This report presents the results of our geotechmcal investigation performed on the above referenced site The purpose of this investigation was to evaluate the existing surface and subsurface conditions from a geotechnical perspective and to provide recommendations for site preparation, grading, foundation design, floor slab support and retaining wall construction The proposed project will be the development of a three-unit, multi-level, condominium building Below-grade garages may be constructed under two of the units At this wntmg, we have not been provided with any building plans However, the future construction is anticipated to include a wood-framed structure above grade and masonry block walls below grade Foundations will be continuous and pad spread footings with first level concrete slab- on-grade floors Any grading is expected to consist primarily of excavation for the garages, removal and recompaction of poorly consolidated soils, and the backfill of letaming walls The recommendations included herein are based on our understanding of the proposed project as provided to us through verbal descriptions presented by our client We should be allowed the opportunity to revise our recommendations, if necessary, after the final construction drawings have been prepared The site configuration and the approximate locations of our subsurface explorations are shown on the enclosed Site Plan, Plate No 1 Project Scope This investigation consisted of a suiface reconnaissance coupled with a subsurface exploiation Representative samples of soil material were obtained from the site and returned to our laboratory for observation and testing The results of the field and laboratory data collected are presented in this report WESTERN SOIL AND FOUNDATION ENGINEERING, INC Proposed Beachwalk Condominiums Our Job No 03-84 March 16, 2004 Page 2 Specifically, the intent of this investigation was to a) Explore the subsurface conditions to the depths that could be influenced by the proposed construction, b) Evaluate, by laboiatory tests, the pertinent static physical properties of the various soil and rock stratigraphic units which could influence the development of this project, c) Describe the site geology, including potential geologic hazards and their effect upon the current and future proposed development, d) Provide recommendations for site preparation and grading, e) Present recommendations for foundation design, including bearing capacity, estimated settlements, lateral pressures and expansion potential of the on-site soils, and f) Provide soil parameters for retaining wall design and construction This report has been prepared for Mr Patrick Kellett and his design consultants to be used in the evaluation of the referenced site This report has not been piepared for use by other parties, and may not contain sufficient information for purposes of other parties or other uses The information in this report represents professional opinions that have been developed using that degiee of caie and skill ordinarily exercised, under similar circumstances, by reputable geotechnical consultants practicing in this or similar localities No other warranty, express or implied, is made as to the professional advice included m this report Findings Site Desci iption The subject site is located on west side of Garfield Street and the south side of Sequoia Avenue, in the city of Cailsbad, California The site vicinity can be found in the northeast quarter of grid E-7, page 1106 of the Thomas Brothers Guide for San Diego County, 2003 edition WESTERN SOIL AND FOUNDATION ENGINEERING, INC Proposed Beachwalk Condominiums March 16, 2004 Oui Job No 03-84 Page 3 The site is lectangular in configuration and encompasses approximately 7,200 square feet It is bounded to the south and west by residential property Approximately 60 feet front Garfield Street along the east property line while 120 feet front Sequoia Avenue along the north boundary The site terrain is flat to moderately inclined Based on the topographic map provided by V O'Day Consultants, site elevations range from 66 feet above mean sea level (in s 1) near the east boundary, to 60 feet msl at the west property line Impiovements observed at the time of our investigation included a multi-level, residential duplex with a detached garage surrounded by concrete and asphalt pavements WESTERN SO// AND FOUNDATION ENGINEERING INC Proposed Beachwalk Condominiums Our Job No 03-84 March 16, 2004 Page 4 Subsurface Conditions The subject site is located upon the second lowest (and second to the most westerly) terrace in a series of wave-cut terraces It is underlain by Quaternary age manne terrace deposits that have been mapped by Tan and Kennedy (1996) and Weber (1982) as belonging to the Bay Point Formation These sediments are mantled by colluvium and isolated areas of artificial fill Each of these is descnbed below from oldest to youngest Bay Point Formation The formational matenals consist of sediments deposited on wave-cut terraces These have been mapped by Tan and Kennedy (1996) and Weber (1982) as the Bay Point Formation At the location of our exploratory excavations, the Bay Point Formation consists of slightly silty, fine grained sandstone These sediments are moderately well indurated, poorly to moderately cemented, horizontally stratified and medium thick to thinly bedded The sandstone vanes in color from orange to orangish-giay and yellowish-brown The Bay Point Formation was encountered at depths of approximately 2 to 4 feet and extended beyond the vertical limits of our explorations Colluvium At the location of our exploratory excavations the Bay Point Formation is mantled by a thin layer of poorly consolidated colluvium For the purposes of this study, the term colluvium is used to describe m-situ developed soil, as well as, topsoil and slope wash materials The colluvium consists of brown, silty, fine grained sand It is damp to moist and poorly consolidated Within our subsurface explorations, it langed from 2 to 4 feet in thickness The colluvium is not consideied suitable for the support of structures or new fill in its present condition WESTERN SO// AND FOUNDATION ENGINEERING INC Proposed Beachwalk Condominiums Our Job No 03-84 March 16, 2004 Page 5 Thicker and/or pooler quality colluvmm may be encountered at locations that were not explored At the time of our investigation a single-family residence, garage and flatwork covered a large percentage of the project site Artificial Fill Fill material was encountered in exploratory borings B-2 and B-4 It was composed of orangish to reddish-brown, silty, fine grained sand It was moist and moderately compacted In borings B-2 and B-4, it extended to a depth of 4 feet and 3 feet respectively In its present condition, the existing fill is not considered suitable for the support of foundations, pavements or new fill Thicker or poorer quality fill materials may be encountered at locations that were not explored Ripp ability The exploratory borings were excavated with little to moderate difficulty by a himted access, tripod-mounted, drilling ng The bonng depths ranged from 111/- to l9Vz feet Based on our field observations, it is our professional opinion that the materials exposed in our exploratory excavations could be excavated to the depth investigated using conventional earthmoving equipment It is possible but not likely that resistant sediments and/or cobble that require expansive giout or pneumatic chipping may be encountered at locations that were not exploied Groundwater Free groundwater was not observed within any of the exploratory bonngs It should be noted that for the previous thiee years, rainfall totals reported for San Diego County have been below average Furthermoie, the lecently completed "precipitation year" (July 2002 through June 2003) marginally reached aveiage levels WESTERN SO// AND FOUNDATION ENGINEERING INC Proposed Beachwalk Condominiums Our Job No 03-84 March 16, 2004 Page 6 Fluctuations of subsurface water will be affected by variations in annual precipitation and local irrigation Moreover, it has been our experience that periodic events of seepage will occur in areas of significant "cut" or any "below-giade" structures Therefore, consideration should be given to appropriate surface and subsurface drainage systems as recommended further in this report Geologic Hazards Faults and Seismic Hazards The numerous fault zones in southern California include active, potentially active, and inactive faults Active faults are those which display evidence of movement within Holocene time (from Hie present to approximately 11 thousand years) Faults that have ruptured geologic units of Pleistocene age (11 thousand to 2 million years) but not Holocene age materials aie considered potentially active Inactive faults are those which exhibit movement that is older than 2 million years According to available published information, there are no known active or potentially active faults which intercept the project site The site is not located within an Alquist-Pnolo Special Studies Zone Therefore, the potential for ground rupture at this site is considered low There are, however, several active faults located in close proximity, and movement associated with them could cause significant ground motion at the site Nearby faults include the Rose Canyon fault zone, which lies approximately 5 miles offshore to the west, the Coronado Bank fault zone, located approximately 22 miles to the southwest (offshore) and the Elsmore fault zone, which occurs 24 miles to the northeast Evidence suggesting movement along the Rose Canyon fault zone during the Holocene has been presented by Moore and Kennedy (1975) WESTERN SOIL AND FOUNDATION ENGINEERING, INC Proposed Beachwalk Condominiums Our Job No 03-84 March 16, 2004 Page 7 The State of California has zoned portions of the Rose Canyon fault zone as active under the Alquist-Pnolo Senate Bill This has come about as a result of faulted paleosols in Rose Canyon that are considered to be unquestionably of Holocene age (T Rockwell, 1989) The Coronado Bank fault zone is a complex series of left-and-nght stepping enechelon i faults Marine geophysical studies performed by Kennedy and Welday (1980) and others have i provided evidence that Holocene sediments have been offset by several faults associated with the Coronado Bank fault zone Therefore, this fault system should also be considered active 1 The Elsmore fault zone, which occurs approximately 24 miles to the northeast, is considered ' active with an estimated average lecurrence interval of 60 years The table below presents the maximum credible and maximum probable earthquake &. magnitudes and estimated peak giound accelerations anticipated at the site These accelerations are based on the assumption that the maximum probable earthquake occurs on specific faults at the closest point on that particular fault to the site The maximum credible earthquake is defined as the maximum earthquake that appears to be i - reasonably capable of occurring under the conditions of the presently known geologic framework The i * probability of such an earthquake occurring during the lifetime of this project is considered low The maximum probable earthquake is considered to be an event having a return period of 100 years The 1 seventy of ground motion is not anticipated to be any greater at this location than in other areas of north coastal San Diego County WESTERN SOIL AND FOUNDATION ENGINEERING INC Proposed Beachwalk Condominiums Our Job No 03-84 March 16, 2004 Page 8 Seismicity of Mai or Faults Maximum Maximum Distance Credible Magnitude Probable Magnitude Estimated Bedrock Fault (Miles) (Richter) (Richter) Acceleration (1) (g) Coronado Banks Elsmore Rose Canyon San Andreas San Jacmto 22 24 5 74 48 76L(2) 7 5 L(3) 70L(2) 8 3 L(3) 7 8 L(3) 67 66 59 80 70 017 015 035 008 007 L = Local Magnitude (1) Seed and Idnss, 1982 (2) Slemmons, 1979 (3) Greensfelder, C D M G Map Sheet 23, 1994 The preceding table suggests that the Rose Canyon fault zone would have the predominant influence on the site The postulated design earthquake and ground acceleration is presented in the table below Design Earthquake Fault Zone Source Rose Canyon Maximum Probable Magnitude (Richter) 59 Peak Ground Acceleration (g) 035 * Sustained Acceleration (g) 023 * Sustained Acceleration considered 65% of peak ground acceleration s, Liquefaction The potential for seismically induced liquefaction is greatest where shallow ground- water and pooily consolidated, well sorted, fine grained sands and silts are present Liquefaction potential decreases with increasing density, gram size, clay content and gravel content Conversely, liquefaction potential increases as the ground acceleration and duration of seismic shaking increase WESTERN SOIL AND FOUNDATION ENGINEERING INC Proposed Beachwalk Condominiums Our Job No 03-84 March 16, 2004 Page 9 Groundwater was not observed within any exploratory excavation The site is underlain by moderately well indurated sediments that are locally cemented N-values recorded during m-place standard penetration tests ranged fiom 18 per 12 inches to 39 per 12 inches Based on the consistency 1 of the undei lying matenals and the lack of shallow groundwater, the potential for generalized liquefaction m the event of a strong to moderate earthquake on nearby faults is considered low iu Landslides and Slope Stability No evidence indicating the presence of deep-seated landslides was i observed on or in the immediate vicinity of the site Adverse geologic structure such as shear zones, fractures or jointing did not occur within the subsurface explorations Additionally, the granular sediments have significant shear strength and resistance to rotational failure It is therefore our opinion that the potential for deep-seated slope failure is very low i Observation of any cut slopes or excavations during and after grading will be important to identify i potential shallow slope failures and rock falls It is anticipated that any incompetent soil materials encountered during the earthwork will be mitigated as recommended further in this report Therefore, the t potential for slope failure in permanent constructed embankments on this project is considered low •L Recommendations and Conclusions Site Prepai ation Existing Structures After demolition of the existing structures and prior to backfilling, all concrete, remfoicing steel, plumbing materials and any other debns or organic matter shall be 1 removed and legally disposed of off-site Any colluvium or otherwise incompetent (highly expansive, soft or wet) soil material existing upon the formational soils shall also be removed and replaced as recommended below under the heading "Existing Soil" WESTERN SOIL AND FOUNDATION ENGINEERING, INC Proposed Beachwalk Condominiums Our Job No 03-84 March 16, 2004 Page 10 The horizontal limits of removal and recompaction shall include the entire areas of proposed structures, fill or any proposed fill slopes All soil removal and replacement shall be accomplished in accoi dance with the earthwork and foundation recommendations presented in tins report Existing Soil The overburden soils (fill and colluvium) are not considered suitable for the support of foundations, slab-on-grade or fill material To provide more uniform support for proposed structural improvements, we recommend that any fill, colluvium or otherwise unsuitable material be completely removed to firm, undisturbed natural ground The honzontal limits of removal and recompaction shall include the entire areas of proposed structures, pavement, hardscape, fill or any proposed fill slopes Whenever feasible, all soil removal and replacement should extend at least 5 feet beyond the footprint of any features as described above and shall be accomplished in accordance with the earthwork and foundation recommendations presented in this report Based on the results of our field explorations, it appears that the depth of removal will be on the order of 4 to 6 feet Table I (Plate No 11) of this report presents anticipated removal depths in the area of our subsurface explorations Thicker and/or less competent materials may be encountered at locations that were not explored The on-site soils minus any debris or organic material may be used as controlled fill All fill shall be compacted to at least 90% of its maximum dry density as detemnned by ASTMD1557-00 The moisture content at the time of compaction should be within 2% of optimum for non-expansive soils and between 2% and 4% over optimum for the clayey materials ( WESTERN SOIL AND FOUNDATION ENGINEERING, INC Proposed Beachwalk Condominiums Our Job No 03-84 March 16, 2004 Page 11 All debris, organic matter or oversized materials (greater than 6 inches in maximum dimension) encounteied must be removed and legally disposed of at a licensed disposal site Large rock may be used as decorative landscape material if placed and secured properly Nested boulders and/or boulder/rock piles should not remain permanently on the site If gioundwater is encountered during the removal and recompaction of the soil, or if difficulty is experienced in achieving the minimum of 90% relative compaction (ASTM D1557-00), then this office shall be consulted for further recommendations Expansive Soil Detrimentally expansive soils (Expansion Index of 21 or greater) were not observed in our subsurface explorations These matenals generally consisted of silty sands The geotechmcal consultant should be notified if suspected expansive soils, such as clays or silts, are encountered dunng earthwork or construction Potentially expansive material should not be placed within 4 feet of finish grade for any building pad or slab-on-grade Expansive soils should not be used as wall backfill, within 4 feet of finish subgrade beneath concrete pavements, or within 15 feet (horizontally) of the face of any constructed slope that is greater than 5 feet in height Excavation and Shoring Temporary cuts and slopes shall meet minimum OSHA requirements Maximum slope gradients shall be 2A 1 (horizontal vertical) for formational soils to a maximum height of 10 feet, including foundation excavations Slopes greater than 10 feet high or steeper than 3/4 1 shall be supported by shoimg designed by a Structural Engineer registered in the State of California The toe of the temporary cut slopes may be cut vertical to a maximum height of 3'-6" WESTERN SOI/ AND FOUNDATION ENGINEERING, INC Ii t Proposed Beachwalk Condominiums Our Job No 03-84 March 16, 2004 Page 12 As currently proposed, improvements may occur within 5 feet of existing off-site structures Removal depths adjacent to existing off site structures should be evaluated during construction by the Soil Engineer or Engineering Geologist Depending on the soil conditions encountered, shonng of the removal excavation may be required Imported Fill Imported fill, if required at this site, shall be approved by our office pnor to importing The Soils Engineer should be provided ample notification so that sampling and testing of potential soils may be peiformed pnoi to importing Approximately 3 to 5 working days may be necessary to sample and evaluate potential import soils Imported fill matenal shall have an Expansion Index of 20 or less with not more than 25 percent passing the No 200 U S standard sieve Earthwork All earthwork performed on-site must be accomplished in accordance with the attached Specifications for Construction of Controlled Fills (Appendix 1) All special site preparation recommendations presented m the sections above will supersede those in the Specifications for Construction of Conti oiled Fills All embankments, structural fill, and utility trench backfill shall be compacted to no less than 90% of its maximum dry density The moisture content of the granular fill soils should be within 2% of optimum moisture content at the time of compaction The moisture content of the clayey soil materials should be maintained between 2% and 4% over optimum moisture content The maximum dry density of each soil type shall be determined in accordance with test method ASTMD1557-00 WESTERN SO// AND FOUNDATION ENGINEERING INC Proposed Beachwalk Condominiums Our Job No 03-84 March 16, 2004 Page 13 Prior to commencement of the demolition/brushing operation, a pre-gradmg meeting shall be held at the site The Developer, Surveyor, Grading Contractor, and Soil Engineer should attend Our firm should be given at least 3 days notice of the meeting time and date Slopes According to the preliminary site plan provided by O'Day Consultants, no cut 01 fill slopes are proposed for this pioject We should be notified if any permanent slopes greater than 4 feet in vertical height are considered for future site development Surface Drainage Surface drainage shall be directed away from structures and paved areas The ponding of water or saturation of soils should not be allowed adjacent to any of the foundations We recommend that planters be provided with drains and low flow irrigation systems Gutter, roof drains and other drainage devices shall discharge water away from the structure into surface drains and storm sewers Surface water must not be allowed to drain in an uncontrolled manner over the top of any slope or excavation The exterior grades should be sloped to drain away from the structures to minimize pondmg of water adjacent to the foundations Minimum site gradients of at least 2% in the landscaped areas and of 1% in the hardscaped areas are recommended in the areas surrounding buildings When feasible, \ these giadients should extend at least 10 feet from the edge of the structure WESTERN AMD Fni/MDAT/ON FNdlNFFRING INC Proposed Beachwalk Condominiums Our Job No 03-84 March 16, 2004 Page 14 To reduce the potential for erosion, the slopes shall be planted as soon as possible after grading Slope erosion, including sloughing, rilling, and slumping of surface soils may be anticipated if the slopes are left implanted for a long period of tune, especially during rainy seasons Swales or earth berms are recommended at the top of all permanent slopes to prevent surface water runoff from overtopping the slopes Animal burrows should be controlled or eliminated since they can serve to collect normal sheet flow on slopes, resulting in rapid and destructive erosion Erosion control and drainage devices must be installed in compliance with the requirements of the controlling agencies Subdrams A subdram system shall be installed at the toe of slopes draining into the property, within buttress or stability fills or where fill is proposed over canyons or drainage areas The final determination for the location of the subdrams shall be made by the Soil Engineer or Engineering Geologist durmg the site grading Based on our understanding of this project, it is not likely that subdiams will be necessary with the exception of retaining wall back drains However, we are providing these recommendations should future conditions or design requirements indicate a need for subdrams The subdram shall consist of a trench at least 36 inches deep and 18 inches wide Mirafi 140N or Amoco 4547 non-woven geotextile fabnc, or an approved equivalent, shall line the bottom and sides of the tiench Four inches of 3/4-inch rock bedding shall be placed on the geotextile at the bottom of the tiench A perforated pipe with a diameter of at least 4 inches shall be placed in the trench with the perfoiations down A 6-mch diameter pipe may be necessary where larger volumes of water aie anticipated The pipe shall be ABS schedule 40 (ASTM-D1785) or an approved equal WESTERN SOIL AND FOUNDATION ENGINEERING, INC Proposed Beachwalk Condominiums Our Job No 03-84 March 16, 2004 Page 15 (. The drainpipe shall have a minimum 1 % gradient and shall be centered within the trench horizontally A minimum of 3 cubic feet of 3/4-inch rock per linear foot of subdram shall be placed over and around the pipe within the geotextile lined trench The geotextile shall lap at least 12 inches over the top of the rock The subdram shall outlet away from any structures or slopes in an approved legal manner Foundation Recommendations Seismic Site Categorization The following seismic site categorization parameters may be used for foundation design These design parameters are based on the information provided in Chapter 16 of the 2001 California Building Code, California Code of Regulations, Title 24, Part 2, Volume 2 Soil Profile Type - SD Near Source Factor Na = 1 0 Near Source Factor Nv = 1 1 Seismic Source Type = B Footings To provide more uniform support we recommend that proposed structures be either entirely supported on properly compacted fill or entirely on firm, competent, formational sediments Footings shall be designed with the minimum dimensions and allowable dead plus live load soil bearing values given in the following tables Footings Established on Compacted Fill Building Height One-Story Two-Story One- or Two-Story Footing Type Continuous Continuous Square Minimum Depth (inches) 12 18 18 Minimum Width (inches) 12 15 24 Allowable Soil Bearing Value (psf) 1,500 2,000 3,000 WESTERN- FNKINFFRING INC Proposed Beachwalk Condominiums Our Job No 03-84 March 16, 2004 Page 16 Footings Established on Formational Sediments Building Height One- Story Two-Story One- or Two-Story Footing Type Continuous Continuous Square Minimum Depth (inches) 12 18 18 Minimum Width (inches) 12 15 24 Allowable Soil Bearing Value (psf) 2,000 2,500 3,500 The minimum depth given shall be below lowest adjacent finish subgrade If foundations aie proposed adjacent to the top of any slope, we recommend that the footings be deepened to provide a horizontal distance of 10 feet between the outer edge of the footing and the adjacent slope face The soil load bearing values presented above maybe increased by one-third for short-term loads, including wind or seismic The soil load bearing values of any imported soil should be determined after its selection but prior to its delivery on-site All continuous footings shall be reinforced in accordance with recommendations provided by a Structural Engineer Settlements under building loads are expected to be within tolerable limits for the proposed structure Concrete Slabs-On-Grade If the soils are prepared as recommended in this report, concrete slabs- on-giade shall be either supported entirely on compacted fill or entirely supported by firm formational sediments For conventional foundations, soil material placed within 4 feet of finish subgrade should have an expansion index of 20 or less No cut/fill transitions should be allowed to occur beneath the structuies WESTERN SO/I AMD FOUNDATION ENGINEERING INC Proposed Beachwalk Condominiums Our Job No 03-84 March 16, 2004 Page 17 A low-slump concrete (4-mch maximum slump) should be used to further minimize possible curling of the slabs The concrete slabs should be allowed to cure pioperly before placing vinyl or other moisture-sensitive floor covering Optimum curing may be accomplished using burlap covers kept continuously moist for at least seven days The floor-covering contractor should test the slab for moistme vapor transmission requirements The living area concrete slab-on-grade should have a thickness of no less than 4 inches Reinforcement should consist of #3 bars placed 18 inches on center in both directions The garage area conciete slab-on-giade should have a thickness of no less than 5 inches Reinforcement should consist of #4 bars placed 15 inches on center in both directions These recommendations are minimum only and may be enhanced or increased as directed by the Structuial Engineer Construction and weakened plane joint spacing and placement shall be provided by the Structural Engineer Slab-On-Grade Bedding To provide protection against vapor or water transmission through the building and floor slabs, we lecommend that the slabs-on-grade be underlain by a 4-inch layer of Caltrans Class 2 permeable material or giavel A suggested gradation for the gravel layer is as follows Sieve Size Percent Passing 3/4" No 4 No 100 90-100 0-10 0-3 WESTERN SO/I AND FOUNDATION ENGINEERING INC I, «. i. Proposed Beachwalk Condominiums Our Job No 03-84 Match 16, 2004 Page 18 If the slab-on-grade is underlain by at least 4 feet of granular compacted fill, the gravel layer may be replaced by 4 inches of clean sand If sand bedding is used, care should be taken dmmg concrete placement to pi event displacement of the sand An impermeable membrane as described below should be placed at the midpoint of the sand layer Impermeable Membrane In aieas where vinyl or other moisture-sensitive floor coverings are planned or wheie moisture may be detrimental to the structure's contents, we recommend that the 6-inch- thick gravel layer be overlain by a 10-rml-thick impermeable plastic membrane (Stego Wrap or approved equal) to provide additional protection against water vapor transmission through the slab The vapor bamei should be installed in accordance with the manufacturer's instructions Laps, edges and penetrations shall be sealed with manufacturer's approved tape To protect the membrane during later concrete work, to facilitate curing of the concrete, and to reduce slab curling, a 2-mch- thick layer of clean sand shall be placed over the membrane ) Transition Areas Any pioposed structuies should not be allowed to straddle a cut-fill transition line Footings and floor slabs should be entirely supported on cut or entirely on fill The foundation system should not consist of one wheie footings are embedded into naturally occurring material and the slab is supported on fill The tendency of cut and fill soils to compress diffeiently can frequently result in differential settlement, cracking to portions of the structure and in severe cases structural damage WESTERN SOIL AND FOUNDATION ENGINEERING, INC Proposed Beachwalk Condominiums Our Job No 03-84 March 16, 2004 page 19 To reduce the potential for damage due to differential settlement in transition areas, we recommend that cut areas be over-excavated to a depth of at least 2 feet below the bottom of the deepest footing and replaced with non-expansive soil material compacted to at least 90% of its maximum dry density (ASTM t D15 5 7-00) The compacted fill should extend at least 5 feet beyond the building floor plan Latei al Resistance Resistance to lateral loads may be provided by friction at the base of the footings and floor slabs and by the passive resistance of the supporting soils Allowable values of fhctional and passive resistance are presented for the fill soils in the table below The fhctional resistance and 1" the passive resistance of the materials may be combined without reduction in determining the total lateral resistance i Lateral Resistance Values L Allowable Coefficient Passive Piessure Soil Type of Friction (psf/ft of depth) 1 Compacted Fill 038 400 Competent, Undisturbed Formation 0 45 500 Footing Observations Poor to the placement of reinforcing steel and concrete all foundation excavations should be observed by the Soil Engineer, Engineering Geologist or their representative *• - Footing excavations shall be cleaned of any loosened soil and debns before placing steel or concrete Footing excavations should be observed and probed for soft areas Any soft or distuibed soils shall be a.., over-excavated prior to placement of steel and concrete Over-excavation of soils should not be performed in locations that were undercut for transition areas This would compromise the thickness of the soil suppoiting the footings In undercut transition aieas loose soils should be lecompacted WESTERN SOIL AND FOUNDATION ENGINEERING, INC Proposed Beachwalk Condominiums Oui Job No 03-84 March 16, 2004 Page 20 Retaining Walls Lateral Pi essures It is om undei standing that letainmg walls may be used during construction of the pioposed stmctuie Our analysis anticipated that retaining walls up to 8 feet m height would be constructed These recommendations should be reviewed and updated if walls greater than 8 feet in height are to be installed For the design of cantilevered retaining walls where the backfill is well drained, the equivalent fluid pressures for both active and at-rest conditions are presented below Backfill Active Pressure At-rest Pressure Inclination (p cf ) (p cf) Level 2 1 slope 38 53 53 68 1 - It is expected that the pioposed retaining walls may be constructed within five feet of property lines If it appears that existing and/or future structures on adjacent properties will t suicharge these proposed retaining walls, the Structural Engineer should design the walls to withstand potential surcharge loads Drainage and Waterproofing If the 'backfill is placed and compacted as recommended herein and ^ good surface diamage is provided, the infiltration of watei into the wall backfill may be ieduced Adequate drainage of adjacent planters should likewise be provided to reduce water infiltration into i wall backfills WESTERN SOIL AND FOUNDATION ENGINEERING, INC Proposed Beachwalk Condominiums Our Job No 03-84 Maich 16, 2004 Page 21 To limit the entrapment of water in the backfill behind the proposed walls, backdrains or other drainage measmes should be installed Drainage should consist of vertical gravel drains about 18 inches wide connected to a 4-inch-diameter perforated pipe The pipe shall be ABS schedule 40 (ASTM-D1527) or SDR 23 5 (ASTM-D2751) or approved equal The perforated pipe should be i. placed with the perforations down and should be surrounded by at least 11A feet of filter gravel or t uniformly graded gravel or Caltrans Class 2 permeable matenal wrapped in geosynthetic filter fabric, such as Mirafi 140N or approved equivalent Care should be taken to select a filter fabric compatible t with the backfill materials as clogging of the filter matenal may occur The drainpipe should be located near the base of the wall and should dischaige into a storm drain or onto a surface draining away from the structure As an alternative to the vertical gravel t drains, a drainage geocomposite such as Miradrain, or an approved equivalent, may be used with a 4-inch-diameter perforated pipe collector drain Backfill The extenor grades should be sloped to dram away from the structures to minimize , ponding of water adjacent to the foundations and retaining walls Compaction of the backfill as recommended herein will be necessary to reduce settlement of the backfill and associated settlement i> of the overlying walks, paving, and utilities All backfill should be compacted to at least 90% of the maximum dry density (ASTM D1557-00) WESTERN SOIL AND FOUNDATION ENGINEERING, INC Proposed Beachwalk Condominiums Our Job No 03-84 March 16, 2004 Page 22 Some settlement of the backfill should be anticipated, and any utilities supported therein should be designed to accept diffeiential settlement, particularly at the points of entry to buildings Also, provisions should be made for some settlement of concrete walks on-grade supported on fill Field Explorations Subsurface conditions were explored by excavating four (4) small diameter borings on February 2,2004 The exploiatory borings were 6 uiches in diameter and advanced to depths of 1 \1A to 191A feet No caving or groundwater seepage was observed in the exploratory excavations The locations of the exploratory excavations are depicted on the Site Plan, Plate No 1, in the back of this report The surface reconnaissance and subsurface exploration were conducted by our geology and soil engineering personnel The soils are described in accordance with the Unified Soil Classification System as illustrated on the attached simplified chart (Plate No 2) In addition, a verbal textural description, the wet coloi, the apparent moisture and the density or consistency are presented The density of granulai material is given as either very loose, loose, medium dense, dense or very dense The consistency of silts or clays is given as either very soft, soft, medium stiff, stiff, very stiff or hard The sampling and logging of our exploratory excavations were performed using standard geotechmcal methods The logs are presented on Plate No 3 through Plate No 6 Samples of typical and representative soils were obtained and returned to our laboratory for observation and testing WESTERN SOIL AND FOUNDATION ENGINEERING, INC Pioposed Beachwalk Condominiums Our Job No 03-84 March 16, 2004 Page 23 Laboratory Testing Laboratory tests were performed in accordance with the American Society for Testing and Materials (ASTM) test methods or suggested procedures Test results are shown on Plate No 7 thiough Plate No 10 Plan Review Western Soil and Foundation Engineering, Inc should review the final grading and building plans for this project Limitations The recommendations and opinions expressed in this report reflect our best estimate of the pioject lequirements based on an evaluation of the subsurface soil conditions encountered at the subsurface exploration locations and the assumption that the soil conditions do not deviate appreciably from those encountered It should be recognized that the performance of the foundations, pavements and constructed slopes may be influenced by undisclosed or unforeseen variations in the soil conditions that may occur in the intermediate and unexplored areas Any unusual conditions not covered in this report that are encounteied duung site development should be brought to the attention of the geotechnical consultant so that modifications can be made, if necessary WESTERN SOIL AND FOUNDATION ENGINEERING, INC Pioposed Beachwalk Condominiums Our Job No 03-84 March 16, 2004 Page 24 It is recommended that Western Soil and Foundation Engineering, Inc be retained to provide contuiuous geotechnical engineering services during the earthwork operations This is to observe compliance with the design concepts, specifications or recommendations and to allow design changes in the event that subsmface conditions differ from those anticipated prior to start of construction Western Soil and Foundation Engineering, Lie and/or our consultants, will not be held responsible for earthwork of any kind peiformed without our observation, inspection and testing This office should be advised of any changes in the project scope so that it may be determined if the recommendations contained herein are appropriate This should be verified ui writing or modified by a written addendum The findings of this report are valid as of this date Changes in the condition of a pioperty can, however, occur with the passage of time, whether they be due to natural processes or the work of man on this or adjacent properties In addition, changes in the State-of-the-Art and/or Government Codes may occur Due to such changes, the findings of the report may be invalidated wholly or in part by changes beyond our control Therefore, this report should not be relied upon after a period of one year without a review by us verifying the suitability of the conclusions and recommendations We will be responsible for our data, interpretations, and recommendations, but shall not be lesponsible for the interpretations by others of the information developed Our services consist of piofessional consultation and observation only, and no warranty of any kind whatsoever, expiess or implied, is made or intended in connection with the work performed or to be performed by us, or by our proposal for consulting or other services, or by our furnishing of oral or written reports or findings WESTERN SOIL AND FOUNDATION ENGINEERING, INC Proposed Beachwalk Condominiums March 16, 2004 Oui Job No 03-84 Page 25 It is the responsibility of the Client or the Client's representative to ensuie that the information and recommendations contained herein are bi ought to the attention of the engineer and aichitect for the project and incorporated into the project's plans and specifications It is further the responsibility of the Client to take the necessary measures to ensure that the contractor and sub- conti actors carry out such recommendations during construction Respectfully submitted, WESTERN SOIL AND FOUNDATION ENGINEERTNG, INC Vincent W Gaby, CEG 1755, Expires 7/31/05 Engineering Geologist Dennis E Zimmerman, C 26676, GE 928, Expires 3/31/04 Geotechmcal Engineer VWG DEZ/kmg WESTERN SOIL AND FOUNDATION ENGINEERING, INC ATTACHMENTS WESTERN SOIL AND FOUNDATION ENGINEERING, INC t i. i., SITE PLAN (Plate No 1) In Back Pocket WESTERN SOIL AND FOUNDATION ENGINEERING, INC SUBSURFACE EXPLORATION LEGEND UNIFIED SOIL CLASSIFICATION CHART Soil Description Group Symbol Typical Names I COARSEGRAINED More than half of material is laiger than No 200 sieve size Gravels More than half of coaise fraction is larger than No 4 sieve size but smaller than 3" CLEAN GRAVELS GRAVEL W/FINES Sands Moie than half of coarse fraction is smaller than No 4 sieve size CLEAN SANDS SANDS W/FINES II FINEGRAINED More than half of material is smaller than No 200 sieve size Silts & Clays Liquid limit less than 50 Silts & Clays Liquid limit greater than 50 HIGHLY ORGANIC SOILS GW Well graded gravels, gravel sand mixtures little or no fines GP Poorly graded gravels gravel sand mixtures little or no fines GM Silty gravels, poorly graded gravel sand-silt mixtures GC Clayey gravels poorly graded gravel sand clay mixtures SW Well graded sand, gravelly sands, little or no fines SP Poorly graded sands, gravelly sands little or no fines SM Silty sands, poorly graded sand and silt mixtures SC Clayey sands, poorly graded sand and clay mixtures ML Inorganic silts and very fine sands, rock flour, sandy silt or clayey-silt sand mixtures with slight plasticity CL Inorganic clays of low to medium plasticity gravelly clays, sandy clays, silty clays lean clays OL Organic silty and organic silty clays of low plasticity MH Inorganic silts micaceous or diatomaceous fine sandy or silty soils, elastic siltsi CH Inorganic clays of high plasticity, fat OH Organic clays of medium to high plasticity PT Peat and other highly organic soils Plate No 2 WESTERN SO/i AND FOUNDATION ENGINEERING, INC 1,DEPTH (FEET)- — 5- - 10- - 15- *"" - 20-SAMPLE TYPEB R R B z SOILLASSIFICATIOO — SM- — E— SM SM *- SP - .. JOB NUMBER 03-84 BORING NO B-1 ELEVATION ± 66 SAMPLING METHOD 6-INCH DIAMETER AUGER (L A.R ) DESCRIPTION COLLUVIUM - Reddish-Brown, Silty, Fine Grained Sand BAY POINT FORMATION - Orange, Slightly Silty, Fine Grained Sand, Un-cemented Grades To Orangish Yellow, Slightly Silty, Fine Grained Sandstone, Thinly Bedded, Poorly Cemented Grades To Orangish Gray, Fine Grained Sandstone, Poorly Cemented SAMPLE LEGEND B = Bulk Sample R = Ring Sample CAL = California Sampler SPT = Standard Penetration Test BOTTOM OF BORING @ 191/2 FEET APPARENTMOISTUREDamp Moist Moist Moist BEACHWALK CONDOMINIUMS APPARENTCONSISTENCYLoose Medium Dense Medium Dense To Dense Dense DRY DENSITY(PCF)1008 1025 1009 DATE LOGGED 02 02 04 MOISTURECONTENT (%)81 80 61 BLOW COUNTPER INCHCAL 12/12 CAL 28/12 CAL 42/12 SPT 28/12 SPT 29/12 HI UJ LL^ X 0. UJ Q " - ~ -5 - _ -10 - -15 " - -20 LOGGED BY NSB/VWB SUBSURFACE EXPLORATORY LOG Plate No 3 i. s DEPTH (FEET)_ 5- 10- 15- 20-SAMPLE TYPER R SOILCLASSIFICATION-SM - SM ' SM JOB NUMBER 03-84 BORING NO B-2 ELEVATION ± 66 SAMPLING METHOD 6-INCH DIAMETER AUGER (L A R ) DESCRIPTION FILL- Reddish-Brown, Silty, Fine Grained Sand BAY POINT FORMATION - Orange, Slightly Silty, Fine Grained Sand, Un-cemented Grades To Orangish Yellow, Slightly Silty, Fine Grained Sandstone, Thinly Bedded, Moderately Cemented BOTTOM OF BORING @ 161A FEET APPARENTMOISTUREMoist Moist Moist BEACHWALK CONDOMINIUMS APPARENTCONSISTENCYMedium Dense Medium Dense Dense DRY DENSITY(PCF)1122 1090 DATE LOGGED 02 02 04 MOISTURECONTENT (%)96 81 BLOW COUNTPER INCHCAL 15/12 CAL 59/12 SPT 28/12 DEPTH (FEET)5 -10 15 -20 LOGGED BY NSB/VWB SUBSURFACE EXPLORATORY LOG Plate No 4 S LU LL^ I Q. UJ Q — 5- - 10- — - - 15- - - 20- LU Q. 1- LU 0. <c CO R R B B 2 SOILASSIFJCATIO_j O " - ~SM — — — SM - — — - -- - SM". - ~Jr- " *~ — f SP JOB NUMBER 03-84 BORING NO B-3 ELEVATION ± 60 SAMPLING METHOD 6 INCH DIAMETER AUGER (L A R ) DESCRIPTION COLLUVIUM - Reddish-Brown, Silty, Fine Grained Sand , BAY POINT FORMATION - Dark Orangish-Brown, Silty, Fine Grained Sand, with Yellowish Brown Mottling Grades To Dark Yellowish Brown, Slightly Silty, Fine Grained Sandstone, interbedded with Orangish-Brown, Silty, Fine Grained Sandstone, Thinly Bedded, Poorly Cemented Grades To Pale Yellowish-Gray, Fine Grained Sandstone BOTTOM OF BORING @ 19 FEET APPARENTMOISTUREMoist Moist Moist Damp BEACHWALK CONDOMINIUMS APPARENTDNSISTENCY^ ^^ Q Medium Dense Medium Dense Medium Dense To Dense Dense RY DENSITY(PCF)Q 1108 1141 A r\r\ o1UU Z DATE LOGGED 02-02 04 MOISTUREONTENT (%)O 11 7 102 7 OO llO — 5 *Is CO CAL TsTTI CAL 34/12 SPT 27/12 SPT 39/12 CAL 45/12 tu LU U._ X Q. UJ Q — - - -10 — - - 15 - - -20 LOGGED BY NSB/VWG SUBSURFACE EXPLORATORY LOG Plate No 5 1„ L..DEPTH (FEET)- - 5- - 10 15- 20-SAMPLE TYPER R B SOILCLASSIFICATION-SM — -SM - - - — ~ SP I JOB NUMBER 03-84 BORING NO B-4 ELEVATION ± 62 SAMPLING METHOD 6-INCH DIAMETER AUGER (L A R) DESCRIPTION FILL - Orangish-Brown, Silty, Fine Grained Sand BAY POINT FORMATION - Dark Orangish-Brown, Silty, Fine Grained Sandstone, Poorly Cemented Grades To Dark Yellowish-Brown, Slightly Silty, Fine Grained Sandstone with Orange Mottling, Poorly Cemented BOTTOM OF BORING @ 111A FEET APPARENTMOISTUREMoist Moist Moist BEACHWALK CONDOMINIUMS APPARENTCONSISTENCYMedium Dense Dense Dense DRY DENSITY(PCF)1165 1179 DATE LOGGED 02 02-04 MOISTURECONTENT (%)64 75 BLOW COUNTPER INCHCAL 18/12 CAL 35/12 SPT 18/12 DEPTH (FEET)- -5 ! - -10 -15 -20 LOGGED BY NSB/VWB SUBSURFACE EXPLORATORY LOG Plate No 6 LABORATORY TEST RESULTS Sample Location Maximum Density/Optimum Moisture Description Maximum Dry Density (Pcf) Optimum Moisture Content (percent) B-l @ 3' to 6' Orangish-Biown, Silty, Fine Grained Sand 123 5 110 Direct Shear Sample Location *B-1 @3'to6' **B-2 @ 10' Apparent Cohesion (psf) 75 0 Angle of Internal Friction (degrees) 33 38 ""Sample remolded to 90 percent of maximum dry density and 3 percent over optimum moisture content ** Relatively undisturbed ring sample Samples were saturated pnoi to testing Plate No 7 WESTERN SOIL AND FOUNDATION ENGINEERING, INC LABORATORY TEST RESULTS - Cont lu-Situ Moistuie and Density Sample Location i B-l @ 3' B-l @ 7 B-l @ 10' B-2 @ 5' B-2 @ 10' B-3 @ 3' B-3 @ 5' B-3 @ 18' B-4 @ 2' B-4 @ 5' Dry Density (pcf) 1008 1025 1009 1122 1090 1108 1141 1002 1165 1179 Moisture Content (%) 81 80 61 96 8 1 117 102 73 64 75 Plate No 8 WESTERN SOIL AND FOUNDATION ENGINEERING, INC CONSOLIDATION CURVES CONSOLIDATION - Percent of Sample ThicknessQ<0co-jO7cn.£»coro-*o oLoad in KIPS Per Square Foot 2 04 060810 2 4 °^. "^ ^ < ) *, \•*•>.~> ^ J ^^-, * —^^ —^H 6 8 10 16 O Indicates percent consolidation at field moisture • Indicates percent consolidation after saturation DATE 03 12-04 BY VWG BEACHWALK CONDOMINIUMS B-1 @ 10 FEET JOB NO 03-84 Plate No 9 WESTERN SOIL AND FOUNDATION ENGINEERING, INC CONSOLIDATION CURVES CONSOLIDATION - Percent of Sample ThicknessQ<ooo->ia>oi^wro-a.o 0Load in KIPS Per Square Foot 2 04 060810 2 4 O— \^ l ) ^^\ ^, >) < k "^ ) « .^ ^>>. •^,i 6 8 10 1(» O Indicates percent consolidation at field moisture • Indicates percent consolidation after saturation DATE 03 12-04 1 BY VWG BEACHWALK CONDOMINIUMS B-4 @ 5 FEET JOB NO 03-84 Plate No 10 WESTERN SO// AND FOUNDATION ENGINEERING, INC TABLE 1 i * Bonng or Trench Number B-l B-2 B-3 B-4 Depth of Soil Removal Below Existing Grade (ft ) 6 5 4 4 L. NOTE It should be recognized that variations in soil conditions may occur between exploiatory excavations that will require additional removal Deeper removal and recompaction may also be necessary to undercut transition pads In areas where fill slope toe keys are pioposed, add armrnmum of 2 feet to removal depths presented above Exploratory excavations encountered in the lemoval process should be recompacted an additional 2 feet below the depths shown in the above table Plate No 11 WESTERN SO/L AND FOUNDATION ENGINEERING, INC I 1 APPENDIX I i. V i J. WESTERN SOIL AND FOUNDATION ENGINEERING, INC SPECIFICATIONS FOR CONSTRUCTION OF CONTROLLED FILLS General Description The construction of contiolled fills shall consist of adequate geotechnical investigations, and clearing, lemoval of existing structures and foundations, preparation of land to be filled, excavation of earth and rock fiom cut area, compaction and control of the fill, and all other work necessary to complete the grading of the filled area to conform with the lines, grades, and slopes as shown on the accepted plans Clearing And Pi eparation Of Areas To Be Filled (1) All fill control proj ects shall have an investigation or a visual examination, depending upon the nature of the job, performed by a qualified soil engineer prior to grading (2) All timber, tiees, brash, vegetation, and other rubbish shall be removed, piled and burned, or otherwise disposed of to leave the prepared area with a finished appearance free from unsightly debris (3) Any soft, swampy or otherwise unsuitable areas, shall be corrected by drainage or removal of compiessible material, or both, to the depths indicated on the plans or as directed by the soil engineer (4) The natural ground winch is determined to be satisfactory for the support of the filled ground shall then be plowed or scarified to a depth of at least six inches (6") or deeper as specified by the soil engineer, and until the surface is free from ruts, hummocks, or other uneven features which would tend to pi event uniform compaction by the equipment to be used (5) No fill shall be placed until the prepared native ground has been approved by the soil engineer (6) Where fills are made on the hillsides with slopes greater than 5 (horizontal) to 1 (vertical), honzontal benches shall be cut into firm undisturbed natural ground to provide lateral and vertical stability The initial bench at the toe of the fill shall be a least 10 feet in width on firm undistuibed natmal ground at the elevation of the toe stake The soil engineer shall determine the width and frequency of all succeeding benches which will vary with the soil conditions and the steepness of slope (7) (After the natural ground has been prepared, it shall be brought to the proper moisture content and compacted to not less than 90% of maximum density, ASTM D1557-00 (8) Expansive soils may require special compaction specifications as directed in the report of geotechmcal investigation by the soil engineer WESTERN SOIL AND FOUNDATION ENGINEERING, INC (9) The cut portions of building pads may icquire excavation and recompaction foi density compatibility with the fill as directed by the soil engineer Materials The fill soils shall consist of select materials graded so that at least 40 percent of the material passes the No 4 sieve The material may be obtained from the excavation, a borrow pit, or by mixing soils fiom one or moie souices The material used shall be free from vegetable mattei, and other deleterious substances, and shall not contain rocks or lumps greater than 6 inches m diameter If excessive vegetation, rocks, or soils with unacceptable physical characteristics are encountered, these materials shall be disposed of in waste areas designated on the plans or as directed by the soil engineer If soils ai e encountei ed during the grading opei ation which were not reported m the report of geotechmcal investigation, further testing will be required to ascertain their engineering properties Any special tieatment lecommended in the preliminary or subsequent soil reports not covered herein shall become an addendum to these specifications No material of perishable, spongy, or otherwise unstable nature shall be used in the fills Placing, Spi eading And Compacting Fill Material (1) The selected fill material shall be placed m layers which shall not exceed six inches (6") when compacted Each layer shall be spi ead evenly and shall be thoroughly blade-mixed during the spreading to insure uniformity of material and moisture in each layer (2) When the moisture content of the fill material is below that specified by the soil engineer, water shall be added until the moisture content is near optimum as determined by the soil engineer to assuie thorough bonding during the compacting process (3) When the moisture content of the fill matenal is above that specified by the soil engineer, the fill matenal shall be aerated by bladmg and scarifying, or other satisfactory methods until the moisture content is near optimum as determined by the soils engineer (4) After each layer has been placed, mixed and spread evenly, it shall be thoroughly compacted to not less than the specified maximum density in accordance with ASTM Dl 557-00 Compaction shall be by means of tamping or sheepsfoot rollers, multiple-wheel pneumatic-tired rollers, or othei types of lollei s Rollers shall be of such design that they will be able to compact the fill to the specified density Rolling of each layer shall be continuous over its entire area and the roller shall make sufficient passes to obtain the desired density The entire area to be filled shall be compacted to the specified density WESTERN SOIL AND FOUNDATION ENGINEERING, INC i. _. (5) Fill slopes shall be compacted by means of sheepsfoot rollers or other suitable equipment Compacting opeiations shall be continued until the slopes are stable and until there is no appieciable amount of loose soil on the slopes Compacting of the slopes shall be accomplished by backrollmg the slopes in increments of 3 to 5 feet in elevation gam or by other methods producing satisfactory results (6) Field density tests shall be made by the soil engineer for approximately each foot in elevation gam after compaction, but not to exceed two feet m vertical height between tests The location of the tests in plan shall be spaced to give the best possible coverage and shall be taken no farther than 100 feet apart Tests shall be taken on corner and terrace lots for each two feet 111 elevation again The soil engineer may take additional tests as considered necessary to check on the uniformity of compaction Where sheepsfoot rollers are used, the tests shall be taken in the compacted material below the disturbed surface No additional layers of fill shall be spread until the field density tests indicate that the specified density has been obtained (7) The fill operation shall be continued in six inch (6") compacted layers, as specified above, until the fill has been brought to the finished slopes and grades as shown on the accepted plans Supervision Supervision by the soil engineer shall be made during the filling and compacting operations so that he/she can certify that the fill was made in accordance with accepted specifications The specifications and soil testing of subgrade, subbase, and base materials for roads, or other public property shall be done in accordance with specifications of the governing agency Seasonal Limits No fill material shall be placed, spread, or rolled during unfavorable weather conditions When the work is interrupted by heavy rain, grading shall not be resumed until field tests by the soil engineer indicate that the moisture content and density of the fill are as previously specified In the event that, in the opinion of the engineer, soils unsatisfactory as foundation material are encountered, they shall not be incorporated in the grading, and disposition will be made at the engineer's discretion WESTERN SOIL AND FOUNDATION ENGINEERING, INC u APPENDIX II WESTERN SOIL AND FOUNDATION ENGINEERING, INC REFERENCES Gieensfelder, R W , 1974, Maximum Credible Rock Accelerations from Earthquakes in California, California Division of Mines and Geology Map Sheet 23 Kennedy, M P , 1975 Geology of The San Diego Metropolitan Area California., California Division of Mines and Geology, Bulletin 200 Kennedy, M P and Welday, E E , 1980, Recency and Character of Faulting Offshore Metropolitan San Diego, San Diego, California Division of Mines and Geology, Map Sheet 40 Moore, G W , and Kennedy, M P , 1975, Quaternary Faults at San Diego Bay California, U S Geological Survey, Journal Research, Vol 3, pp 589-595 j Rockwell, T K 1989, Holocene Activity of the Rose Canyon Fault in San Diego Based on Trenching Studies Evidence qfM6+ Surface Rupturing Earthquakes in The Seismic Risk in the San Diego Region Special Focus on the Rose Canyon Fault System Seed, H B and Idnss, I M , 1982, Ground Motions and Soil Liquefaction During Earthquakes, EERI Monograph Series Slemmons, D B , 1979, Evaluation of Geomorphic Features of Active Faults for Engineering Design and Siting Studies, Association of Engineering Geologists Short Course Tan, S and Kennedy, M P , 1996, Geologic Maps of the Northwestern Part of San Diego County California California Division of Mines and Geology, Open-File Report 96-02 Weber, Harold F Jr , 1982, Recent Slope Failures, Ancient Landslides, and Related Geology of The North-Central Coastal Area, San Diego County, California California Division of Mines and Geology, Report 82-12 Wilson, Kenneth L , 1972, Eocene and Related Geology of a Portion of the San Luis Rey and Encimtas Quadrangles San Diego County, California Masters Thesis, U C Riverside WESTERN SOIL AND FOUNDATION ENGINEERING, INC 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 pnor to issuing a building permit The City will not issue any building permit without a completed school fee form Project Name Building Permit Plan Check Number Project Address APN Project Applicant (Owner Name) Project Description Building Type Residential Second Dwelling Unit Residential Additions Commercial/Industrial City Certification of Applicant Information GARFIELD BEACHWALK CB061269 175 SEQUOIA 206-013-21-00 GARFIELD BEACHWAK LLC NEW HOME SFD 1 New Dwelling Units 2866 Square Feet of Living Area in New Dwelling Square Feet of Living Area in SOU Net Square Feet New Area Square Feet Floor Area 22 :SeHDDb^STmCTS WITHIN THE CITY OF CARLSBAD Carlsbad Unified School District 6225 El Catmno Real Carlsbad CA 92009 (331-5000) Vista Unified School District 1234 Arcadia Drive Vista CA 92083 (726-2170) San Marcos Unified School District 215MataWay San Marcos CA 92069 (290-2649) Contact Nancy Dolce (By Appt Only) Encimtas Union School District 101 South Rancho Santa Fe Rd Encimtas CA 92024 (944-4300 ext 166) San Dieguito Union High School District 710 Encimtas 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 true to the best of the Owner's knowledge, and that the Owner will file an amended certification of payment and pay the additional fee if Owner requests an increase in the number of dwelling units or square footage after the building permit is issued or if the Initial determination of units or square footage is found to be incorrect and that (2) the Owner is the owner/developer of the above described project(s), or that the person executing this declaration is authorized to sign on behalf of the Owner Signature Date 4 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 WALTER FREEMAN ASSISTANT CARLSBAD UNIFIED SCHOOLDEIRICT CARLSBAD, CA92009 10-16-2007 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Plan Check Revision Permit No PCR07132 Building Inspection Request Line (760) 602-2725 Job Address Permit Type Parcel No Valuation Reference # Project Title 175 SEQUOIA AVCBAD PCR 2060132400 Lot# $0 00 Construction Type BEACHWALK DEFERRED SUBMITTAL FOR SPIRAL STAIRCASE 0 NEW Applicant WRIGHTSAM 2911 STATE ST CARLSBAD CA 92008 Status Applied Entered By Plan Approved Issued Inspect Area Owner GARFIELD BEACHWALK L L C 1401 CAMINO DEL MAR DEL MAR CA 92014 ISSUED 06/29/2007 KG 10/16/2007 10/16/2007 Plan Check Revision Fee Additional Fees $12000 $000 Total Fees $ 120 00 Total Payments To Date $12000 Balance Due $000 Inspector FINAL APPROVAL Date Clearance NOTICE Please take NOTICE that approval of your project includes the Imposition of fees dedications reservations or other exactions hereafter collectively referred to as fees/exactions You have 90 days from the date this permit was issued to protest imposition of these fees/exactions If you protest them you must follow the protest procedures set forth in Government Code Section 66020(a) and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3 32 030 Failure to timely follow that procedure will bar any subsequent legal action to attack review set aside void or annul their imposition You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes nor planning zoning grading or other similar application processing or service fees in connection with this project NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitations has previously otherwise expired City of Carlsbad 1635 Faraday Ave Carlsbad CA 92008 760 602 2717 / 2718 / 2719 Fax 7606028558 Building Permit Application Plan Check No Est Value Plan Ck Deposit j Date JOB ADDRESS 1 -*r — fykS ^€:G>OOW\ <>-r* , CT/PROJECT# 1 LOT# PHASE # # OF UNITS # BEDROOMS SUITE#/SPACE#/UNIT# APN SV # BATHROOMS TENANT BUSINESS NAME CONSTRWE OCC GROUP DESCRIPTION OF WORK .t>S'*5t='fe'«'»-^1C? *9-^»&t-\ *CT»«f— po>~ *>pln-KVvj -S/pv**- o*a*%C. EXISTING USE PROPOSED USE GARAGE (SF) CONTACT NAME (If Different Fom Applicant) XTT AT i^-l V*4p-v»Jp*-~!~~— ADDRESS — ^' * ^_«\ u <T'»'Tt— VT CITY STATE ZIP OU-*9p <^-A>. <^-xoO^ PHONE FAX "Ho •)(*,*,{ EMAIL PROPERTY OWNER NAME ADDRESS CITY STATE ZIP PHONE FAX EMAIL ARCH/DESIGNER NAME & ADDRESS STATE LIC # PATIOS (SF) DECKS (SF) FIREPLACE AIR CONDITIONING FIRE SPRINKLERS YES D # NO O YES D NO D YES d NO D APPLICANJJJAME ^T^/^t-A V/sJ VMotvFT" ADDRESS ^<n U S T»VTK. «S.T CITY STATE ZIP <SV-.S«»O. OA eil.OO>~s PHONE FAX * ^o 7v7/ EMAIL CONTRACTOR BUS NAME ADDRESS CITY STATE ZIP PHONE FAX EMAIL STATE LIC # CLASS CITY BUS LIC# (Sec 70315 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 Contractors License Law (Chapter 9 commending with Section 7000 of Division 3 of the Business and Professions Code} or that he is exempt therefrom and the basis for the alleged exemption Any violation of Section 70315 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars {$500}) Workers Compensation Declaration thereby affirm underpenalty of perjury one of the following declarations n 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 O I have and will maintain workers compensation as required by Section 3700 of the Labor Code for the performance of the work for which this permit is issued My workers compensation insurance carrier and policy number are Insurance Co Policy No Expiration Date This section need not be completed if the permit is for one hundred dollars ($100) or less 0 Certificate of Exemption I certify that in the performance of the work for which this permit is issued I shall not employ any person in any manner so as to become subject to the Workers Compensation Laws of California WARNING Failure to secure workers compensation coverage is unlawful and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars (&100 000) in addition to the cost of compensation damages as provided for in Section 3706 of the Labor code interest and attorney s fees JS$ CONTRACTOR SIGNATURE DATE / hereby affirm that I am exempt from Contractor s License Law for the following reason O 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) O I as owner of the property am exclusively contracting with licensed contractors to construct the project (Sec 7044 Business and Professions Code The Contractor s License Law does not apply to an owner of property who builds or improves thereon and contracts for such projects with contractor(s) licensed pursuant to the Contractor s License Law) O I am exempt under Section Business and Professions Code for this reason 1 I personally plan to provide the major labor and materials for construction of the proposed property improvement D Yes n No 2 I (have / have not) signed an application for a building permit for the proposed work 3 I have contracted with the following person (firm) to provide the proposed construction (include name address / phone / contractors license number) 4 I plan to provide portions of the work but I have hired the following person to coordinate supervise and provide the major work (include name / address / phone / contractors license number) 5 I will provide some of the work but I have contracted (hired) the following persons to provide the work indicated (include name / address / phone / type of work) ^PROPERTY OWNER SIGNATURE DATE 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? n Yes O No Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district7 D Yes n No Is the facility to be constructed within 1 000 feet of the outer boundary of a school site7 O Yes O No IF ANY OF THE ANSWERS ARE YES EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT I hereby affirm that there is a construction lending agency for the performance of the work this permit is issued (Sec 3097 (i) Civil Code) Lender's Name Lender s Address I certify that I have read the application and state thattheabove information isoorrectand that the information on the plans is accurate I agree tocompfy with all City ordmancesand State laws relating to buildmgconstruction LJiereby authorize representative of the City of Cartsbad 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 EXPENSESWHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT OSHA An OSHA permit is required for excavations oy^r5 0 deep antftomolitjon or construction of structures over 3 stones in height EXPIRATION Every permit issued by the BuildingEfficial under B^roteipnsxif thisCode 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 byilBing or work^atwipflz6<fDy suit/1 permit is suspended or abandoned at any time after the work is commenced for a penod of 180 days (Section 106 4 4 Uniform Building Code) ^APPLICANT S SIGNATURE DATE PLANNING/ENGINEERING APPROVALS PERMIT NUMBER CB ADDRESS 7 5^ DATE RESIDENTIAL ADDITION MINOR « $10,000.00) TENANT IMPROVEMENT PLAZA CAMINO REAL CARLSBAD COMPANY STORES VILLAGE FAIRE COMPLETE OFFICE BUILDING OTHER PLANNER DATE ENGINEER DATE EsGil Corporation In Partnership with government for (Buifcfing Safety DATE September 26, 20O7 a a JURISDICTION Carlsbad a PLAN REVIEWER a FILE PLAN CHECK NO PCRO7-132 (Orig O6-1269) SET II PROJECT ADDRESS 175 Sequoia St PROJECT NAME Deffered Submittal (Spiral Stair Case) Beachwalk Residence one X] 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 recheckii The check list transmitted herewith is for your information The plans are being held at Esgil' Corporation until corrected p|ans are submitted for recheck f 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 trie check list has been sent tp XI Esgil Corporation staff did not advise the applicant that the plan check has been completed Esgil Corporation staff did advise the applicant that the plan check has been completed Person contacted Telephone # Date contacted (by ) Fax # Mail Telephone Fax In Person REMARKS By Steve Sanders for Bill Ehzarraras Enclosures r Esgil Corporation D GA D MB D EJ D PC 9/22/07 9320 Chesapeake Drive Suite 208 4 San Diego, California 92123 * (858)560-1465 *• Fax (858) 560-1576 EsGii Corporation In Partnership •with government for (RuMing Safety DATE July 11, 2007 a APPLICANT~ JURISDICTION Carlsbad G PLATTREVIEWER Q FILE PLAN CHECK NO PCR07-132 (Orig 06 1269) SET I PROJECT ADDRESS 175 Sequoia St PROJECT NAME Deffered Sub mitt al (Spiral Stair Case) Beachwalk Residence one The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction s building codes The plans transmitted herewith will substantially comply with the jurisdiction s building codes when minor deficiencies identified below are resolved and checked by building department staff The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck XI The check list transmitted herewith is for your information The plans are being held at Esgil Corporation until corrected plans are submitted for recheck The applicant s copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person XI The applicant s copy of the check list has been sent to Sam Wright 2911 State St Carlsbad CA 92008 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 Sam Wright Telephone # 760-720-7631 Date contacted '/i^'° (by^///3) Fax # Mail /Telephone,/ Fax In Person REMARKS By Bill Ehzarraras Enclosures Esgil Corporation D GA D MB D EJ D PC 7/3/07 9320 Chesapeake Drive Suite 208 + San Diego California 92123 + (858)560 1468 + Fax (858) 560 1576 Carlsbad PCR07-132 (Ong 06-1269) July 11, 2007 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK NO PCRO7-132 (Orig 06-1269) JURISDICTION Carlsbad PROJECT ADDRESS 175 Sequoia St FLOOR AREA STORIES REMARKS Spiral Stairs DATE PLANS RECEIVED BY JURISDICTION DATE INITIAL PLAN REVIEW COMPLETED July 11, 2O07 HEIGHT DATE PLANS RECEIVED BY ESGIL CORPORATION 7/3/07 PLAN REVIEWER Bill Elizarraras FOREWORD (PLEASE READ) This plan review is limited to the technical requirements contained m the Uniform Building Code Uniform Plumbing Code Uniform Mechanical Code National Electrical Code and state laws regulating energy conservation noise attenuation and access for the disabled This plan review is based on regulations enforced by the Building Department You may have other corrections based on laws and ordinance by the Planning Department Engineering Department Fire Department or other departments Clearance from those departments may be required prior to the issuance of a building permit Present California law mandates that residential construction comply with the 2001 edition of the California Building Code (Title 24) which adopts the following model codes 1997 UBC 2000 UPC 2000 UMC and 2002 NEC The above regulations apply to residential construction regardless of the code editions adopted by ordinance The following items listed need clarification modification or change All items must be satisfied before the plans will be in conformance with the cited codes and regulations Per Sec 106 4 3 1997 Uniform Building Code the approval of the plans does not permit the violation of any state county or city law To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i e. plan sheet number, specification section, etc Be sure to enclose the marked up list when you submit the revised plans Carlsbad PCR07-132 (Orig 06 1269) July 11, 2O07 • PLANS 1 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 2 Plans, spiral stair case specifications and calculations shall be signed and sealed by the California state licensed engineer or architect responsible for their preparation Specify expiration date of license (California Business and Professions Code) 3 The submitted design calculations seem to be only for 9' applications, the project exceeds this height limit7 Please clarify 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 Please indicate here if any changes have been made to the plans that are not a result of corrections from this list If there are other changes please briefly describe them and where they are located in the plans Have changes been made to the plans not resulting from this correction list? Please indicate Yes Q No a 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 Bill Elizarraras at Esgil Corporation Thank you Carlsbad PCR07-132 (Orig 06-1269) July 11/2O07 VALUATION AND PLAN CHECK FEE JURISDICTION Carlsbad (Orig 06-1269) PREPARED BY Bill Elizarraras BUILDING ADDRESS 175 Sequoia St BUILDING OCCUPANCY R3/U1 PLAN CHECK NO PCR07-132 DATE July 11, 2007 TYPE OF CONSTRUCTION VN BUILDING PORTION Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code AREA (Sq Ft) cb Rlrin Pprmif FPP hv OrHinanrp I ^ Valuation Multiplier By Ordinance Reg Mod VALUE ($) Plan Check Fee by Ordinance $12000 Type of Review Repetitive Fee Repeats D Complete Review D Other m Hourly Structural Only Hour* Esgil Plan Review Fee $96 00 Based on hourly rate Comments Sheet 1 of 1 macvalue doc Mike Suiprenant & Associates Consulting Structural Engineers June 27 2007 bam Wright 2911 State St Cailsbad CA 92008 Project Beachwalk Residence #1 & #2 4190SunnyhillDiivc C arlsbad California 92008 Re Verification of a spread footing for a proposed Spiral Stair Deal Sam In accordance with }our request we have reviewed the most cuirent set of structural plans for the above refetenced pioject Specific ill) we were asked to vcnfj the adequacy of a spread footing to support a proposed spiral staircase Presently the pioposed spiral staircase is shown to be supported b) a spread footing noted as (P 3) on the drawings 1 his cortesponds to a footing 1m mg the dimensions of 36 square x 18 deep We undcistand that the spiial staircase manufacture! has indicated that the foundation s) stem (spread footing) must be capable of supporting a maximum point load of 2000 Ibs Based on our re\iew we have determined that i (P 3) spread footing is capable of supporting a 2 000 Ibs point load Our determination was based on an allow soil bearing pressure of 2000 psf (as recommended in the project soils lepoit) We icali7e diat there may be some items of interest to )ou that have not been discussed in this letter Therefore we encourage you to call with an) additional questions }ou may have Respectfully submitted Mike Surprenant & Associates Da\ id Reith Structural Designer btit-et banDiego C\ 92101 STRUCTURAL CALCULATIONS For Two 5 O Spiral Staircases At Beachwalk Residence 1 & Residence 2 3955 Garfield St Carlsbad, CA 92008 Prepared for Garfield Beachwalk, L L C 4190SunnyhillDr Carlsbad, CA 92008 Project Designer Sam Wnght Wright Design 2911 State St Carlsbad, CA (760) 720-7631 General Contractor Ron Seven no Staircase Fabncator Spiral Staircase Factory 4035 Oceanside Blvd Ste A 1 Oceanside CA 92867 (760)6306936 6796(F) Project Engineer Universal Structures 12883 Flintwood Way San Diego, CA 92L30 (858) September 10, 2007 DESIGN CRITERIA A Codes & References 1 UBC 1997 Edition 2 AISC Manual 3 Field measurements by stair fabricator B Design Loads 1 Live load 100 psf 2 Seismic force 0 7 CalW when Ca=0 44Na Na=l 0 1=1 0 C Materials 1 Steel members & plates A36 2 Steel pipes A501 or A53 Type E or S Grade B Fy=35 ksi 3 Concrete 2 000 psi@28 days 4 Rebars Grade 60 5 Lag screws & expansion/epoxy bolts A307 D Soils 1 000 psf E Special inspection None f 1 (f) 1 I fj, ! -i1 ii ' ,1 ELEVATION \Jo& ft==a. < tat {4**%$\ ^ 03* 2 * <? 5^7^ 14*3 £/614- "0 &ASE 70 3 To / IJfe ( STRUCTURAL CALCULATIONS FOR A 5' 0 steel Circular Staircase Prepared for Spiral Staircase Factory 40350CEANSIDEBLVD A1 OCEANSIDE CA 92056 CUSTOM STEEL STAIRWAYS SPIRAL WINDING CIRCULAR GREG WILLIAMS 760 630 6936 FAX 760 630 6796 Prepared by Universal Structures 840 S Sierra Ave Solana Beach CA 92075 (858)259-6122,-6670(F) Project Engineer Wan Young, S E -5V «/ 6 V Cl&CulAfi 6TAIR.S x^j-tffl /JO DESIGN CRITERIA A Codes & Design Aids 1 UBC 1997 Edition Seismic zone 4 2 ACI Building Code 3 AISC 9th Edition B Design Live Loads 1 Stair treads 100 psf 2 Railing 20 plf C Materials 1 Steel members & plates A36 2 Steel tubing A500 Grade B 3 Machine bolts & lag bolts A307 4 Concrete 2 000 psi @ 28 days 5 Rebars grade 60 deformed 6 Expansion bolts Redhead or ICBO approved 7 Weld electrodes E-70xx D Soils 1 Allowable soil bearing pressure 1 000 psf E Special inspections None # nm A-A CASE 2 W* Live A« 0-66 1-1 cxS?$ «* 1= 151 r L* 3t 2 ie» -t (3 -b * ItflfcJ T/' — I - I We*. is>-ft) > ki- ftflg A 1 Is5*« II- # =- (O y 3 TO 4 J %"*&*&' **8**& To :cp (too1 Hd Pli OQ.COO.UJUJIE y}75 \f) Ir- -£L JL o