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Home My WebLink About2819 CAZADERO DR; ; CB043185; Permit04-07-2005 Job Address: Permit Type: Parcel No: Valuation: Occupancy Group, # Dwelling Units: Bedrooms: Project Title: City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Residential Permit Permit No: CB043185 uilding Inspection Request Line (760) 602-2725 2819 CAZADERO DR CBAD RESDNTL 2153204500 $224,088.00 Sub Type: SFD Lot #: 0 Construction Type: NEW Reference #: 1 Structure Type: SFD 3 Bathrooms: 3.5 RANCHO CAZADERO 2153 SF LIVING 956 SF GARAGE, 236 SF DECK Status: Applied: Entered By: Plan Approved: Issued: Inspect Area: Orig PC#: Plan Check#: ISSUED 08/10/2004 SB 04/07/2005 04/07/2005 Applicant: PAUL DEVELOPMENT 2954 HAWKS EYE PL 92009 918-9552 Owner: CAZADERO HOMES INC 2954 HAWKS EYE PL CARLSBAD CA 92009 Building Permit Add'l Building Permit Fee Plan Check Add'l Plan Check Fee Plan Check Discount Strong Motion Fee Park in Lieu Fee Park Fee LFM Fee Bridge Fee Other Bridge Fee BTD #2 Fee BTD #3 Fee Renewal Fee Add'l Renewal Fee Other Building Fee Pot. Water Con. Fee Meter Size Add'l Pot. Water Con. Fee Reel. Water Con. Fee $931.56 Meter Size $0.00 Add'l Reel. Water Con. Fee $605.51 Meter Fee $0.00 SDCWA Fee $0.00 CFD Payoff Fee $22.41 PFF $0.00 PFF (CFD Fund) $0.00 License Tax $310.00 License Tax (CFD Fund) $530.00 Traffic Impact Fee $0.00 Traffic Impact {CFD Fund) $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 Housing Credit Fee $0.00 Master Drainage Fee $0.00 Sewer Fee Additional Fees TOTAL PERMIT FEES $0.00 $0.00 $0.00 $0.00 $4,078.40 $3,764.68 $0.00 $0.00 $460.60 $519.40 $0.00 $182.00 $60.00 $69.50 $0.00 $4,515.00 $0.00 $15.20 $0.00 $0.00 $16,064.26 Total Fees: $16,064.26 Total Payments To Date:$605.51 Balance Due: >*MG PLANS $15,458.75 STORAGE IT ACHED 5537 04/07/05 0002 01 02 CGR Inspector: FIN Date: APPROVAL 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 lees/exactions," You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which vou have oreviouslv been aivenaNQTICE similar to this, or as to which the statute of limitations has previously otherwise expired. PERMIT APPLIC CITY OF CARLSBAtTBOTlNG DEPART 1635 Faraday Ave., Carlsbad, CA 92008 FOR OFFICE USE ONLY PLAN CHECK NO. EST. VAL. Plan Ck. Deposit Validated By. Date T^ Address (include Bldg/Suite #)Business Name (at this address) Legal Description Lot No.Subdivision Name/Number 77*f Existing 0s e UfljtrtJo. Qp ••it'. - Total # ef-.units Assessor's Parcel #Proposed Use m CON-JACT PERSON (if different from applicant) SQ.FT.#of Stories # of Bedroom?Bathrooms J- Name Address City ?3iy^ -AW'tlCANf r'ffl Contractor : 0 Agent for Contractor . H Owner Q Agent for Owner State/Zip Telephone Fax '.Jiyi—/*rrrr iJStafe/Zip f^ TelephNameAddressCity AddrName City State/Zip Telephone # (Sec. 7031 .5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law (Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Codel or that he is exempt therefrom, and the basis for the alleged exemption, Any violation of Section 7031 .5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars [$500]). Name State License # Address License Class O City State/Zip Telephone City Business License # /-3V 3 & C> 5 Designer Name State License # / tf-c,& v S 'Address ££Zz» Cit/xState/Zip Telephone fe W01KERS'COMPENSATION ' • . . • =:• .'..:...;• ,' . -->;!!'-=;;-;': " '. • = "~&:'~. '/ Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations: Q I have and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. d I have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My worker's compensation insurance carrier and policy number are: Insurance Company Policy No. Expiration Date (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS [$100] OR LESS) n CERTIFICATE OF EXEMPTION: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California. WARNING: Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars ($100,000), in addition to the cost of compensation, damages as provided for in Section 3706 of the Labor code, interest and attorney's fees. SIGNATUREDATE •DECLARATION ' ••>• • • • ••'•••• ;- . = -•••;'•- :i • ;iv ":: \/'^r"- •>\l-- -'••• I hereby affirm that I am exempt from the Contractor's License Law for the following reason: n I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). H 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). n ' arn 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 QNO 2. 1 (have / have not) signed an application for a building permit for the proposed work. 3. I have contracted with the following person (firm) to provide the proposed construction (include name / address / phone number / contractors license number): 4. I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name / address / phone number / contractors license number): 5. I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name / address / phone number / type of work): PROPERTY OWNER SIGNATURE DATE •COMPLETE THISSECtibN FOR tfO/V-^S»eV7M£ BUILDING PERMITS ONtY; ;;;; = =^ ; T ; Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? Q YES L~3 NO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? Q YES Q NO Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? Q YES Q NO IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. ^:; qjO«STRMCTtoN LENDING AGENCY I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 3097(i) Civil Code). LENDER'S NAME / /^M^^- -J&XA 0 £~ C& LENDER'S ADDRESS -35"^*? ^y/fejfrg. 8w^ &&&**)£&*•€ . £&•._ $&(>S< 9. APPLICANT CERTIFICATION ••• ' - -. .. . *. .".-•• .,/ ./'•":...'•".'':':'; :" ,.':.. -.,i^..-j^^\^\ I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. I hereby authorize representatives of the City of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA permit is required for excavations over 5'0" deep and demolition or construction of structures over 3 stories in height. EXPIRATION: Every permit issued by the building Official under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from the date of such permit or if the building or work authorized by such permit is suspended or abandoned at any time after the work is commenced lor a period of 180 days (Section 106.4^4 Uniform Building Code). APPLICANT'S SIGNATURE -^T^XUO1-^^! "S - L-^-^J~ & */ WHITE: File YELLOW: Applicant PINK: Finance NVMCwttil Final BuHdlng Inspection Dept: Building En] Plan Check #: RECEIVED 3 2DQ6 Permit * CB043185 Project Name; RANCHO CAZADERO 2153 SF LIVING 956 SF GARAGE. 236 SF DECK Address: 2819 CAZADERO DR Contact Person: RON PAUL Phone: 7606138399 Sewer Dlst: LC Water Dist: V Planning CMWD St Lite Fire I •"""WAT PI"S'SSL l««HM Date: 02/13/2006 Permit Type: RESDNTL Sub Type:SFD Lot: Inspected Bv: Inspected By: Inspected By: Date Inspected: Date Inspected: Date Inspected: Approved: Approved: Approved: Disapproved: Disapproved: Disapproved: Comments: City of Carlsbad Bldg Inspection Request For: 03/30/2006 Permit* CB043185 Title: RANCHO CA2ADERO 2153 SF LIVING Description: 956 SF GARAGE, 236 SF DECK Inspector Assignment: PD 2819 CAZADERODR Lot 0 Type: RESDNTL Sub Type: SFD Job Address: Suite: Location: APPLICANT PAUL DEVELOPMENT Owner: CAZADERO HOMES INC Remarks: Phone: 7606138399 Inspector: Total Time: CD Description 19 Final Structural 29 Final Plumbing 39 Final Electrical 49 Final Mechanical Requested By: RON PAUL Entered By: CHRISTINE Act Comment Comments/Notices/Hold Associated PCRs/CVs Original PC# Inspection History Date Description 02/13/2006 89 Final Combo 12/15/2005 39 Final Electrical 10/25/2005 17 Interior Lath/Drywall 10/25/2005 18 Exterior Lath/Drywall 10/19/2005 16 Insulation 10/17/2005 84 Rough Combo 09/21/2005 13 Shear Panels/HD's 09/07/2005 21 Underground/Under Floor 09/06/2005 22 Sewer/Water Service 09/01/2005 13 Shear Panels/HD's 08/26/2005 13 Shear Panels/HD's 08/26/2005 15 Roof/Reroof 08/03/2005 14 Frame/Steel/Bolting/Welding Act Insp Comments CO PD NOTICE ATTACHED PA PD TSPB NR PD NR PD AP PD AP PD AP PD OK TO WRAP AP BN UP STAIRS AREA CA TP PER CONT. NR BN NR PY AP PY WC PY \VA City of Carlsbad Bldg Inspection Request For: 02/13/2006 Permit* CB043185 Title: RANCHO CAZADERO 2153 SF LIVING Description: 956 SF GARAGE, 236 SF DECK Inspector Assignment: PD Type: RESDNTL Sub Type: SFD Job Address: 2819 CAZADERO DR Suite: Lot 0 Location: APPLICANT PAUL DEVELOPMENT Owner CAZADERO HOMES INC Remarks: am please Phone: 7606138399 Total Time: CD Description 19 Final Structural 29 Final Plumbing 39 Final Electrical 49 Final Mechanical Requested By: RON PAUL Entered By: CHRISTINE Act Comment Comments/Notices/Hold Associated PCRs/CVs Original PC# Inspection History Date Description 12/15/2005 39 Final Electrical 10/25/2005 17 Interior Lath/Drywall 10/25/2005 18 Exterior Lath/Drywall 10/19/2005 16 Insulation 10/17/2005 84 Rough Combo 09/21/2005 13 Shear Panels/HD's 09/07/2005 21 Underground/Under Floor 09/06/2005 22 Sewer/Water Service 09/01/2005 13 Shear Panels/HD's 08/26/2005 13 Shear Panels/HD's 08/26/2005 15 Roof/Reroof 08/03/2005 14 Frame/Steel/Boning/Welding 07/18/2005 22 Sewer/Water Service Act tnsp Comments PA PD TSPB NR PD NR PD AP PD AP PD AP PD OK TO WRAP AP BN UP STAIRS AREA CA TP PER CONT. NR BN NR PY AP PY WC PY AP PD SEWER NOTICECITY OF CARLSBAD (760) 602-2700 BUILDING DEPARTMENT 1635 FARADAY AVENUE ~ *'~ 010 _ TIMEDATE LOCATION PERMIT No/vfeitift. /_« AT T> FOR INSPEpTlON CALL (760) 602-2725. RE-INSPECTION FEE DUE? FOR FURTWER INFORMATION, CONTACT 1E-IN L? ' YES PHONE BUILDING INSPECTOR CODE ENFORCEMENT OFFICER Inspection List Permit*: CB043185 Type: RESDNTL SFD Date Inspection Item Inspector Act 10/19/2005 16 10/19/2005 16 10/17/2005 84 10/17/2005 84 09/21/2005 13 09/07/2005 21 09/06/2005 22 09/01/2005 13 08/26/2005 13 08/26/2005 15 08/03/2005 14 07/18/2005 22 06/24/2005 11 06/23/2005 11 06/23/2005 65 06/08/2005 22 05/25/2005 65 05/10/2005 66 05/03/2005 66 04/27/2005 34 04/26/2005 32 04/26/2005 39 04/15/2005 11 04/14/2005 11 04/14/2005 21 Insulation Insulation Rough Combo Rough Combo Shear Panels/HD's Underground/Under Floor Sewer/Water Service Shear Panels/HD's Shear Panels/HD's Roof/Re roof Frame/Steel/Bolting/Weldin Sewer/Water Service Ftg/Foundation/Piers Ftg/Foundation/Piers Retaining Walls Sewer/Water Service Retaining Walls Grout Grout Rough Electric Const. Service/Agricultural Final Electrical Ftg/Foundation/Piers Ftg/Foundation/Piers Underground/Under Floor PD - - PD PD BN TP BN PY PY PY PD PY JM JM RB RB PD PD TP TP TP PY PD PD AP Rl Rl AP AP AP CA NR NR AP we AP AP NR NR CO AP AP AP AP CO CO PA we AP RANCHO CAZADERO 2153 SF LIVING 956 SF GARAGE, 236 SF DECK Comments LATEPM OK TO WRAP UP STAIRS AREA PER CONT. SEWER UPPER HOUSE SLAB & FTGS SEE NOTICE FOR H20 INSP. ONLY WALL DRAINS 2ND LIFT 1ST LI FT TPP GROUND GARAGE FTG & MASONRY FTGS 4INCH TRUNK LINE Friday, October 21, 2005 Page 1 of 1 City of Carlsbad Bldg Inspection Request For: 06/08/2005 Permit* CB043185 Title: RANCHO CAZADERO 2153 SF LIVING Description: 956 SF GARAGE, 236 SF DECK Inspector Assignment: PD Type: RESDNTL Sub Type: SFD Job Address: Suite: Location: OWNER CAZADERO HOMES INC 2819 CAZADERO DR Lot 0 Remarks: am please Total Time: Phone: 7606138399 Inspector; Requested By: RON PAUL Entered By: CHRISTINE CD Description 22 Sewer/Water Service Act Comment C-0.•c Associated PCRs/CVs Inspection History Date Description Act 05/25/2005 65 Retaining Walls AP 05/10/2005 66 Grout AP 05/03/2005 66 Grout AP 04/27/2005 34 Rough Electric AP 04/26/2005 32 Const. Service/Agricultural CO 04/26/2005 39 Final Electrical CO 04/15/2005 11 Ftg/Foundation/Piers PA 04/14/2005 11 Ftg/Foundation/Piers WC 04/14/2005 21 Underground/Under Floor AP Insp Comments RB WALL DRAINS 2ND LIFT 1ST LIFT TPP GROUND PD PD TP TP TP PY PD PD GARAGE FTG & MASONRY FTGS 4INCH TRUNK LINE CITY OF CARLSBAD BUILDING DEPARTMENT DATE NOTICE (760) 602-2700 1635 FARADAY AVENUE LOCATION PERMIT NO. FOR INSPECTION CALL (760) 602-2725. RE-INSPECTION FEE DUE?YES FOR FURTHER^FORMABpN, CONTACT / BJiLOlMGaHSPECTOR PHONE CODE ENFORCEMENT OFFICER W DAILY REPORT CHRJST1AN WHEELER ENGINEERING Project Nome Project* Prefect Address C Penult*Plan Fte # Contractor Architect Subcontractor Engineer Q Reinforced Concrete D Shop Wvldkig Q Pra-StTHMd Concrtto QFMdWvldlng Q Reinforced Masonry Q Fireproofing W*oth*n Dole Time Arrived*Ho»raCharg«d. -Tor-r\ n_ C'-f-H c^rQ _. A(<g>rtT~-f> r^* —f f / r* OPr.-t. r-.fi oriMrwb*, tfw wpi4c^bwrv*d b, to th> best of my ImowtedgB, In ostnpBano* wBh th* cipprov«d ptora and spedfleatlons. Impcctor/Tfchnkian'f Signature SuperM*naent*i Signature 4925 Mercury Street •*• San Diego, CA 92111 -f 858-496-9760 •*• FAX 858-496-9758 CHRJST1ANWHEELEK ENGINEERING DAILY REPORT PfOfMtNCMM * P«m*#PkmFteW Coulractoi Subeonlractar Q RakiferaMj Concrat* D Shop W«Ubg Q Pr*-Smn*d Concum Q D R«lBfBrc»d MoMHry O Pfc Epmcy Anchen J Date TlnwArrivwk /A . A Tlnw DcportMn j j\ £**4-f*¥TLo tJ-Gr** 17.7 . 4^>^* I f.*t£*J * j UJ IL VI ^=*--*" Acv J ' fr) Unlin noi»d wtobt^rfadKlolliabOolHiytaiowlado*, IncoiBpteno R«0.# SupwfnMnctonftStpiM Dot* lMpMar/r«dMhlM {PM or Typa) 4925 Mercuty Street + San Diego, CA 92111 * 858-496-9760 + PAX 858-496-9758 EsGil Corporation /* Partnership wit* gavtmwtcntfor9*ib[i*8 Saftty DATE: March IS, 2OOS JURISDICTION: Carlsbad Q PLAN REVIEWER O FILE PLAN CHECK NO.: O4-3185 SETrV PROJECT ADDRESS: 2819 Cazadero Drhre PROJECT NAME: S).n> for Cacadero Home* 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 trans mrtted 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':; copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: Esgil Corporation staff did not advise the applicant that the plan check has been completed. Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: (by: ) Fax #: Mail Telephone Fax In Person Xj REMARKS: Please see the attached outstanding correction list for the engineer to comply. By: Bert Domingo Enclosures: Esgil Corporation O GA D MB Q EJ ' D PC 3/3/05 tn»m«.doi 9320 Chesapeake Drive, Suite 208 * San Diego, California 92123 + (858) 5dQ-l-H58 4 Fax (858) 560-1576 Plans, specifications and Be an** seaiel t CafQn state r °ans$pqpl|y extpir^tion c}ate of l^cans^. Cde. On the cover sheet of the plans.an ites secial a f ooat Simla;'bal 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 PRIQ T FOUNDATION YES M/SNRY 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 jo issuance of the building permit. Please review Section 106.3.5. Please yonjp[^te tfta * ENERGY CONSERVATION 6- P*sase have flie owner sign me space provided for on the^aJl OECMO T> IAT Tl 1C T^TU M 31 ICE I^IB HOT ff iGLUOiB-Tn Tl HO B»niillTTAL PLEJS frV OWNER/DESIGE IGN TIE SPACE 7* m F,Afff MA1 J^ THE ENOlMgfiR SHOW Tt^P lj|Agn^RY SPECtFlCATtQNS OHi THE SHOULD IOJCLUDE TEST PRISM FOR THE SPECIAL INSPECTION THIS . ESGIL CORP. Fax:18585601576 Del 25 2004 10:53 P.07 CmrUbad 04-3185 October 20, 2004 City of Carlsbad E3 u i I cJ i n g BUILDING DEPARTMENT NOTICE OF REQUIREMENT FOR SPECIAL INSPECTION Do Not Remove From Plans Plan Check No, O4-3 185 Job Address or Legal Description 28 19 Cazadcro Drive Address You are hereby notified that in addition to the inspection of construction provided by the Building Department, an approved Registered Special Inspector is required to provide continuous inspection during the performance of the phases of construction indicated on the reverse side of this sheet. The Registered Special Inspector shall be approved by the City of Carlsbad Building Department prior to the issuance of the building permit. Special Inspectors having a current certification from the City of San Diego, Los Angeles, or ICBO are approved as Special Inspectors for the type of construction for which they are certified. The inspections by a Special Inspector do not change the requirements for inspections by personnel of the City of Carlsbad building department. The inspections by a Special Inspector are in addition to the inspections normally required by the County Building Code, The Special Inspector is not authorized to inspect and approve any work other than that for which he/she is specifically assigned to inspect. The Special Inspector is not authorized to accept alternate materials* structural changes, or any requests for plan changes. The Special Inspector is required to submit written reports to the City of Carlsbad building department of all work that he/she inspected and approved. The final inspection approval will not be given until all Special Inspection reports have been received and approved by the City of Carlsbad building department. Please submit the names of the inspectors who will perform the special inspections on each of the items indicated on the reverse side of this sheet. (over) ESGIL CORP.Fax:18585601576 Oct 25 2004 10:53 P. 08 Carlsbad 04-3185 October 20, 3004 SPECIAL INSPECTION PROGRAM ADDRESS OR LEGAL DESCRIPTION: PLAN CHECK NUMBER: OWNER'S NAME: I, as the owner, or agent of the owner (contractors may not employ the special inspector), certify that I, or the architect/engineer of record, wilt be responsible for employing the special inspector(s) as required by Uniform Building Code (UBC) Section 1701.1 for the construction project located at the site listed above. UBC Section 106.3.5. S4*"d ^VUa^ ^~$*<J2 -&S £,<^«M*s& /&***&, *5*fe, I, as the engineer/architect of record, certify that I have prepared the following special inspection program as required by UBC Section 106.3.5 for the construction project locatcdjtfeHreute listed above. Signed 1. List of work requiring special inspection: 3f Soils Compliance Prior to Foundation Inspection . g Structural Concrete Over 2500 P8I nprastressed Concrete ^Structural Masonry Q Designer Specified D Field Welding High Strength Bolting Expansion/Epoxy Anchors Sprayed-On Flreprooflng D Other 2. Name(s) of indivlduai(s) orflrm(s) responsible for the special inspections listed above: 3. Duties of the special inspectors for the work listed above: Ai B. c.OP- -2001 £,.•&. c. Ft>uu5oo/^fe- Special inspectors shall check In with the City and present their credentials for approval ortofte beginning vwk on Oie Job site, EsGil Corporation In (Partnership wit A government for (Bui&fing Safety DATE: DECEMBER 15, 2004 a APPLICANT JURISDICTION: Carlsbad Q PLAN REVIEWER Q FILE PLAN CHECK NO.: 04-3185 SET: IV PROJECT ADDRESS: 2819 Cazadero Drive PROJECT NAME: SFD for Cazadero Homes The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. XI The applicant's copy of the check list has been sent to: Ronald S Paul 2954 Hawks Eye Place, Carlsbad, CA 92009 Esgil Corporation staff did not advise the applicant that the plan check has been completed. XI Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Ronald Telephone #: (760) 918-9552 Date contacted: l&ftfaf(biJ$) Fax #: il ^Mail y Telephone y Fax v In Person REMARKS: By: Bert Domingo Enclosures: Esgil Corporation D GA D MB D EJ D PC 12/6/04 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 * San Diego, California 92123 4 (858)560-1468 4 Fax (858) 560-1576 Carlsbad 04-3185 DECEMBER 15, 2004 RECHECK PLAN CORRECTION LIST JURISDICTION: Carlsbad PLAN CHECK NO.: 04-3185 PROJECT ADDRESS: 2819 Cazadero Drive SET: IV DATE PLAN RECEIVED BY DATE RECHECK COMPLETED: ESGIL CORPORATION: 12/6/04 DECEMBER 15, 2004 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 two new sets of prints to: ESGIL CORPORATION. B. To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans. C. The following items have not been resolved from the previous plan reviews. The original correction number has been given for your reference. In case you did not keep a copy of the prior correction list, we have enclosed those pages containing the outstanding corrections. Please contact me if you have any questions regarding these items. D. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located on the plans. Have changes been made not resulting from this list? OYes aNo Carlsbad O4-3185 DECEMBER 15, 2004 • 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. 3. Plans, specifications and calculations shall be signed and sealed by the California state licensed engineer or architect responsible for their preparation, for plans deviating from conventional wood frame construction. Specify expiration date of license. (California Business and Professions Codel. THIS WILL BE CHECKED WHEN ALL THE ITEMS BELOW ARE MET. 4. 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. This will be checked when all the structural items below are met. 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 STRUCTURAL CONCRETE OVER 2500 PSI STRUCTURAL MASONRY DESIGNER-SPECIFIED OTHER 5. 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. This will be checked when all the structural Items below are met. Carlsbad 04-3185 DECEMBER 15, 2004 • ENERGY CONSERVATION 44. Please have the owner sign the space provided for on thejT SEEMS THAT THE TITLE 24 SHEET IS NOT INCLUDED TO THIS SUBMITTAL PLEASE HAVE THE OWNER/DESIGNER SIGN THE SPACE PROVIDED FOR ON THE CF-1R FORM. • MISCELLANEOUS 50. Please show how the lateral loads would be transferred thru the cut out diaphragmsfstairs and other openings). NO RESPONSE. THE RESPONSE WERE THE SHEETS S-6 TO 8 AND MST • STRAPS. THERE SEEMS NO MST STRAPS ON THE SAID SHEETS OF PLANS. THE FRAMING ATTACHMENT AS A RESPONSE. SEEMS TO INDICATE IT IS A HOLDOWN. ALSO, THE SAME FRAMING ATTACHMENT SHOWS MST 72 BUT THE HIGHLIGHTED STRAPS ARE MST 27. 58. The analysis of the restrained top walls shows moment at the bottom. Please show how this moment would be restrained. THE RESPONSE WAS NOT CLEAR. PAGE 14 OF THE REVISED CALCULATIONS INDICATES THE MOMENT My @ THE BOTTOM BUT DID NOT SHOW HOW THIS MOMENT WOULD BE RESTRAINED. PLEASE RECONSIDER. THE RESPONSE WAS SIMPLY SUPPORTED AT THE BOTTOM BUT THE QUESTION WAS, IF THERE IS A MOMENT AT THE BOTTOM, AS INDICATED IN THE CALCULATIONS, HOW WOULD THIS MOMENT BE RESTRAINED? THE NEW SUBMITTED CALCULATIONS/RESPONSE IS INDICATING THAT THERE IS NO MOMENT AT THE BOTTOM OF THE WALL. WHAT HAPPENED TO THE CALCULATED MOMENT BEFORE? 59. The same analysis on page 14 shows a moment arm between the tension and compression vector of 9". Please show on the detail where this arm would be. AGAIN PLEASE SHOW ON THE DETAILS THE LOCATION OF THE RECOMMENDED LOCATION OF THE REBARS. AGAIN, PLEASE SHOW ON THE DETAIL 2/S3 THE RESPONDED 6" SEPARATION OF THE REBARS. THE RESPONSE IS INDICATING 6" SEPARATION WITH THE FACE CLEARANCE OF THE REBARS AS 3". HOWEVER. THE DETAIL 2/S3 IS ONLY 8" WALL. PLEASE CLARIFY. ALSO. THE DETAIL 2/S3 SEEMS NOT RESTRAINED AT THE TOP AND IF THERE IS NO MOMENT AT THE BOTTOM OF THE WALL. HOW WOULD THE DIRT LOAD WOULD BE SUPPORTED? 61. The retaining wall is subject to combined loading. Please show how the sections 2107.2.7 and 2107.2.15 of the 97 UBC would be satisfied. NO RESPONSE. PLEASE SUBMIT CALCULATIONS TO VERIFY CONFORMANCE TO THE SECTIONS SHOWN ABOVE. THE RESPONSE WAS TO SEE THE REVISED CALCULATIONS BUT SEEMS NOT INCLUDED TO THIS SUBMITTAL. THE COMBINED LOADING SHOULD BE THE SUM OF THE BENDING STRESS AND THE COMPRESSIVE STRESS NOT WHAT WAS SHOWN ON PAGE 17 OF THE CALCULATIONS. Carlsbad O4-3185 DECEMBER 15, 2004 64. A complete plan check will be made. THE RESPONSE WAS TO SEE CALCS. IF THERE IS A REVISED CALCULATIONS. THE SAME WAS NOT INCLUDED IN THIS SUBMITTAL. c) THE CALCULATIONS FOR THE MASONRY WALLS DID NOT INCLUDE THE ACTUAL COMPRESSIVE STRESS OF THE MASONRY. THIS IS THE ONLY WAY TO DETERMINE AS TO WHETHER A SPECIAL INSPECTION IS REQUIRED. PLEASE SEE ITEM 61 ABOVE. PAGE 17 AS RESPONDED DID NOT SHOW THE COMPRESSIVE STRESS OF THE MASONRY BASED ON THE COMBINED LOADING. AGAIN. PLEASE SEE ITEM 61 ABOVE. 64. IF THE ABOVE CORRECTIONS ARE CONFUSING. A MEETING COULD BE ARRANGED. 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 Q 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. Carlsbad 04-3185 DECEMBER 15, 2004 City of Carlsbad Building Department BUILDING DEPARTMENT NOTICE OF REQUIREMENT FOR SPECIAL INSPECTION Do Not Remove From Plans Plan Check No. 04-3185 Job Address or Legal Description 2819 Cazadero Drive Owner Address You are hereby notified that in addition to the inspection of construction provided by the Building Department, an approved Registered Special Inspector is required to provide continuous inspection during the performance of the phases of construction indicated on the reverse side of this sheet. The Registered Special Inspector shall be approved by the City of Carlsbad Building Department prior to the issuance of the building permit. Special Inspectors having a current certification from the City of San Diego, Los Angeles, or ICBO are approved as Special Inspectors for the type of construction for which they are certified. The inspections by a Special Inspector do not change the requirements for inspections by personnel of the City of Carlsbad building department. The inspections by a Special Inspector are in addition to the inspections normally required by the County Building Code. The Special Inspector is not authorized to inspect and approve any work other than that for which he/she is specifically assigned to inspect. The Special Inspector is not authorized to accept alternate materials, structural changes, or any requests for plan changes. The Special Inspector is required to submit written reports to the City of Carlsbad building department of all work that he/she inspected and approved. The final inspection approval will not be given until all Special Inspection reports have been received and approved by the City of Carlsbad building department. Please submit the names of the inspectors who will perform the special inspections on each of the items indicated on the reverse side of this sheet. (over) Carlsbad 04-3185 DECEMBER 15, 2O04 SPECIAL INSPECTION PROGRAM ADDRESS OR LEGAL DESCRIPTION: PLAN CHECK NUMBER: OWNER'S NAME: I, as the owner, or agent of the owner (contractors may not employ the special inspector), certify that I, or the architect/engineer of record, will be responsible for employing the special inspector(s) as required by Uniform Building Code (UBC) Section 1701.1 for the construction project located at the site listed above. UBC Section 106.3.5. Signed I, as the engineer/architect of record, certify that I have prepared the following special inspection program as required by UBC Section 106.3.5 for the construction project located at the site listed above. EnalnMfVArchltect1* Sul6 Signature H«r» Signed 1. List of work requiring special inspection: G Soils Compliance Prior to Foundation Inspection Q Field Welding D Structural Concrete Over 2500 PSI D High Strength Bolting HH Prestressed Concrete I n Structural Masonry I D Designer Specified Expansion/Epoxy Anchors Sprayed-On Fireproofing D Other 2. Name(s) of individual(s) or firm(s) responsible for the special inspections listed above: A. B. C. 3. Duties of the special inspectors for the work listed above: A. B. C. Special inspectors shall check in with the City and present their credentials for approval prior to beginning work on the job site. EsGil Corporation In (Partnership with government for Quitting Safety DATE: DECEMBER 1, 2004 Q APPLICANT JURISDICTION: Carlsbad a PLAN REVIEWER a FILE PLAN CHECK NO.: O4-3185 SET: III PROJECT ADDRESS: 2819 Cazadero Drive PROJECT NAME: SFD for Cazadero Homes The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. X] The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. XI The applicant's copy of the check list has been sent to: Ronald S Paul 2954 Hawks Eye Place, Carlsbad, CA 92009 Esgil Corporation staff did not advise the applicant that the plan check has been completed. XI Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Ronald Telephone #: (760) 918-9552 Date contacted: (*l$rf(W$& Fax Mail [/Telephone y Fax ^ In Person REMARKS: By: Bert Domingo Enclosures: Esgil Corporation D GA D MB D EJ D PC 11/22/04 tmsmtl.dot 9320 Chesapeake Drive, Suite 208 4 San Diego, California 92123 * (858)560-1468 + Fax (858) 560-1576 Carlsbad O4-3185 DECEMBER 1, 2O04 RECHECK PLAN CORRECTION LIST JURISDICTION: Carlsbad PLAN CHECK NO.: 04-3185 PROJECT ADDRESS: 2819 Cazadero Drive SET: III DATE PLAN RECEIVED BY DATE RECHECK COMPLETED: ESGIL CORPORATION: 11/22/04 DECEMBER 1, 2004 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 two new sets of prints to: ESGIL CORPORATION. B. To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans. C. The following items have not been resolved from the previous plan reviews. The original correction number has been given for your reference. In case you did not keep a copy of the prior correction list, we have enclosed those pages containing the outstanding corrections. Please contact me if you have any questions regarding these items. D. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located on the plans. Have changes been made not resulting from this list? QYes QNo Carlsbad 04-3185 DECEMBER 1, 2004 • 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. 3. Plans, specifications and calculations shall be signed and sealed by the California state licensed engineer or architect responsible for their preparation, for plans deviating from conventional wood frame construction. Specify expiration date of license. (California Business and Professions Codel. THIS WILL BE CHECKED WHEN ALL THE ITEMS BELOW ARE MET. 4. 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. This will be checked when all the structural items below are met. 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 STRUCTURAL CONCRETE OVER 2500 PSl STRUCTURAL MASONRY DESIGNER-SPECIFIED OTHER 5. 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. This will be checked when all the structural items below are met. Carlsbad O4-3185 DECEMBER 1, 2004 ENERGY CONSERVATION .Please have the owner sign the space provided for on the . IT SEEMS THAT THE TITLE 24 'SHEET is NOT INCLUDED TO THIS SUBMITTAL • MISCELLANEOUS 50. Please show how the lateral loads would be transferred thru the cut out diaphragms(stairs and other openings^NO RESPONSE. THE RESPONSE WERE THE SHEETS S-6 TO 8 AND MST STRAPS. THERE SEEMS NO MST STRAPS ON THE SAID SHEETS OF PLANS. 55. Please show Shear transfer detail from the diaphragm to the interior shear walls. THE DETAILS 1& 4/S13 AS RESPONDED ARE NOT CLEAR HOW THE SHEAR TRANSFER WOULD BE ACCOMPLISHED. THE INTERIOR SHEAR WALL IS PANEL B ALONG LINE D ON 58. The analysis of the restrained top walls shows moment at the bottom. Please show how this moment would be restrained. THE RESPONSE WAS NOT CLEAR. PAGE 14 OF THE REVISED CALCULATIONS INDICATES THE MOMENT My @ THE BOTTOM BUT DID NOT SHOW HOW THIS MOMENT WOULD BE RESTRAINED. PLEASE RECONSIDER THE RESPONSE WAS SIMPLY SUPPORTED AT THE BOTTOM BUT THE QUESTION WAS. IF THERE IS A MOMENT AT THE BOTTOM. AS INDICATED IN THE CALCULATIONS. HOW WOULD THIS MOMENT BE RESTRAINED? 59. The same analysis on page 14 shows a moment arm between the tension and compression vector of 9". Please show on the detail where this arm would be. AGAIN PLEASE - SHOW ON THE DETAILS THE LOCATION OF THE RECOMMENDED LOCATION OF THE REBARS. AGAIN. PLEASE SHOW ON THE DETAIL 2/S3 THE RESPONDED 6" SEPARATION OF THE REBARS. 61. The retaining wall is subject to combined loading. Please show how the sections 2107.2.7 and 2107.2.15 of the 97 UBC would be satisfied. NO RESPONSE. PLEASE SUBMIT CALCULATIONS TO VERIFY CONFORMANCE TO THE SECTIONS SHOWN ABOVE. THE RESPONSE WAS TO SEE THE REVISED CALCULATIONS BUT SEEMS NOT INCLUDED TO THIS SUBMITTAL. Carlsbad 04-3185 DECEMBER 1, 2004 64. A complete plan check will be made. THE RESPONSE WAS TO SEE CALCS. IF THERE IS A REVISED CALCULATIONS. THE SAME WAS NOT INCLUDED IN THIS SUBMITTAL. a) UNLESS JUSTIFIED THE DIAPHRAGM IS A FLEXIBLE DIAPHRAGM. IF SO, LATERAL LOADS SHOULD BE DISTRIBUTED BY TRIBUTARY METHOD. b) IT SEEMS THAT THE TOTAL OF THE RATIO USED FOR THE LOAD OF EACH SHEAR WALL LINE SHOWN IN THE CALCULATIONS SEEMS NOT TO ADD UP TO 100% OF THE TOTAL LOAD. c) THE CALCULATIONS FOR THE MASONRY WALLS DID NOT INCLUDE THE ACTUAL COMPRESSIVE STRESS OF THE MASONRY. THIS IS THE ONLY WAY TO DETERMINE AS TO WHETHER A SPECIAL INSPECTION IS REQUIRED. PLEASE SEE ITEM 61 ABOVE. 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 Q 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. Carlsbad 04-3185 DECEMBER 1, 2004 City of Carlsbad Building Department BUILDING DEPARTMENT NOTICE OF REQUIREMENT FOR SPECIAL INSPECTION Do Not Remove From Plans Plan Check No. 04-3185 Job Address or Legal Description 2819 Cazadero Drive Owner Address You are hereby notified that in addition to the inspection of construction provided by the Building Department, an approved Registered Special Inspector is required to provide continuous inspection during the performance of the phases of construction indicated on the reverse side of this sheet. The Registered Special Inspector shall be approved by the City of Carlsbad Building Department prior to the issuance of the building permit. Special Inspectors having a current certification from the City of San Diego, Los Angeles, or ICBO are approved as Special Inspectors for the type of construction for which they are certified. The inspections by a Special Inspector do not change the requirements for inspections by personnel of the City of Carlsbad building department. The inspections by a Special Inspector are in addition to the inspections normally required by the County Building Code. The Special Inspector is not authorized to inspect and approve any work other than that for which he/she is specifically assigned to inspect. The Special Inspector is not authorized to accept alternate materials, structural changes, or any requests for plan changes. The Special Inspector is required to submit written reports to the City of Carlsbad building department of all work that he/she inspected and approved. The final inspection approval will not be given until all Special Inspection reports have been received and approved by the City of Carlsbad building department. Please submit the names of the inspectors who will perform the special inspections on each of the items indicated on the reverse side of this sheet. (over) Carlsbad O4-3185 DECEMBER 1, 2004 SPECIAL INSPECTION PROGRAM ADDRESS OR LEGAL DESCRIPTION: PLAN CHECK NUMBER: OWNER'S NAME: I, as the owner, or agent of the owner (contractors may not employ the special inspector), certify that I, or the architect/engineer of record, wili be responsible for employing the special inspector(s) as required by Uniform Building Code (UBC) Section 1701.1 for the construction project located at the site listed above. UBC Section 106.3.5. Signed I, as the engineer/architect of record, certify that I have prepared the following special inspection program as required by UBC Section 106.3.5 for the construction project located at the site listed above. Enali*Mf •'Archiwet' * S«al ft Signature H*n Signed 1. List of work requiring special inspection: CD Soils Compliance Prior to Foundation Inspection D Structural Concrete Over 2500 PSl CD Prestressed Concrete CD Structural Masonry CD Designer Specified O Field Welding D High Strength Bolting n Expansion/Epoxy Anchors CD Sprayed-On Fireproofing n Other 2. Name(s) of individual(s) or firm(s) responsible for the special inspections listed above: A. B. C. 3. Duties of the special inspectors for the work listed above: A. B. C. Special inspectors shall check in with the City and present their credentials for approval prior to beginning work on the job site. EsGil Corporation In (Partnership with government for (BuiCtfing Safety DATE: October 20, 2004 jyi JURISDICTION: Carlsbad d "PLAN REVIEWER Q FILE PLAN CHECK NO.: 04-3185 SET: II PROJECT ADDRESS: 2819 Cazadero Drive PROJECT NAME: SFD for Cazadero Homes The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. >\] The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. XI The applicant's copy of the check list has been sent to: Ronald S Paul 2954 Hawks Eye Place, Carlsbad, CA 92009 Esgil Corporation staff did not advise the applicant that the plan check has been completed. XI Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Ronald Telephone #: (760) 918-9552 Date contacted: I°/^M (by:J$) Fax #: Mail » Telephone r Fax i/ In Person REMARKS: By; Bert Domingo Enclosures: Esgil Corporation D GA D MB D EJ D PC 10/H/04 tmsmtLdot 9320 Chesapeake Drive, Suite 208 * San Diego, California 92123 * (858)560-1468 * Fax (858) 560-1576 Carlsbad 04-3185 October 20, 2O04 RECHECK PLAN CORRECTION LIST JURISDICTION: Carlsbad PLAN CHECK NO.: 04-3185 PROJECT ADDRESS: 2819 Cazadero Drive SET: II DATE PLAN RECEIVED BY DATE RECHECK COMPLETED: ESGIL CORPORATION: 10/11/04 October 20, 2004 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 two new sets of prints to: ESGIL CORPORATION. B. To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans. C. The following items have not been resolved from the previous plan reviews. The original correction number has been given for your reference. In case you did not keep a copy of the prior correction list, we have enclosed those pages containing the outstanding corrections. Please contact me if you have any questions regarding these items. D. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located on the plans. Have changes been made not resulting from this list? QYes QNo Carlsbad 04-3185 October 2O, 2004 • 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. 3. Plans, specifications and calculations shall be signed and sealed by the California state licensed engineer or architect responsible for their preparation, for plans deviating from conventional wood frame construction. Specify expiration date of license. (California Business and Professions Codel. THIS WILL BE CHECKED WHEN ALL THE ITEMS BELOW ARE MET. 4. 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. This will be checked when all the structural items below are met. 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 STRUCTURAL CONCRETE OVER 2500 PSI STRUCTURAL MASONRY DESIGNER-SPECIFIED OTHER 5. 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. This will be checked when all the structural items below are met. Carlsbad 04-3185 October 20, 2004 6. Show on the title sheet all structures, pools, walls, etc. included under this application. 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 106.3.3. ARE THE SITE WALLS A PART OF THE PERMIT? IF SO. PLEASE SUBMIT CALCULATIONS OF SUCH WALLS AND REFLECT ON THE PLANS A PROFILE AND DETAILS OF THE SAME. • FRAMING 27. Detail shear transfer connections, including roof and floor diaphragms, to shear walls. Section 2315. 11 PLEASE SHOW THE BN/EN REQUIREMENTS OF THE ROOF DIAPHRAGM TO THE BLOCKING ON THE DETAILS 6 &7/S15. 2} THE PLYWOOD FOR THE SHEAR WALL ON THE DETAIL 7/S15 SHOULD BE ALL THE WAY UP TO THE TOP PLATES OR UP THE ROOF SHEATHING. 28. Show location of attic access with a minimum size of 22"x30", unless the maximum vertical headroom height in the attic is less than 30". Access must be provided to each separated attic area, shall be located in a hallway or other readily accessible location and 30" headroom clearance is required above the opening. Section 1505.1. THE RESPONSE ON MJB HEATING AND AC BUT SEEMS NOT SHOWN. 29. Detail truss layout for 30" x 30" attic access, if required for equipment in the attic and detail 30" x 30" clearance through truss webs. THE RESPONSE ON MJB HEATING AND AC BUT SEEMS NOT SHOWN. 30. Specify plywood and/or particle board thickness, grade and panel span rating. Table 23-H-E-1. NO RESPONSE. PLEASE SHOW THE SPAN RATING OF THE DIAPHRAGMS. • ELECTRICAL (NATIONAL ELECTRICAL CODE) 35. All bedroom branch circuits now require arc fault protection. Note clearly on the plans that "Bedroom branch circuits will be arc fault circuit protected." NEC Art. 210-12(b). NOT SHOWN IN THE MEP NOTES AS RESPONDED. • ENERGY CONSERVATION 41. Provide fluorescent general lighting (40 lumens per watt minimum) in kitchen(s) and bathrooms (containing a tub or shower). NO RESPONSE. 44. Please have the owner sign the space provided for on the Carlsbad 04-3185 October 20, 2004 • MISCELLANEOUS 50. Please show how the lateral loads would be transferred thru the cut out diaphragms(stairs and other openings). NO RESPONSE. 52. Please show detail for the fireorotection requirements of the dumbwaiter. The opening for the dumb waiter located at the garage should be one hour door and self closing. THE FIRE PROTECTION SHOULD BE ALL THE WAY TO THE ROOF SHEATHING. 53. The length of the shear wall shown on sheet S8 is not clear. PLEASE SEE ITEM 54 54. Page 9 of the calculations shows shear wall designations but was not cross referenced to any diagram. THE RESPONSE WAS SHEET S-8.S9. SHEET 8 SHOWS GRID LINES 1& 2 WITH 8' AND 4'-6" BUT THE CALCULATIONS SHOW WALL 2 & 4. ALSO. THE SHORT AXIS SHOWS 3 WALL ELEMENTS BUT THE PLANS SHOW ONE SHEAR WALL ELEMENT EACH GRID LINE. 55. Please show shear transfer detail from the diaphragm to the interior shear walls. THE DETAILS 1& 4/S13 AS RESPONDED ARE NOT CLEAR HOW THE SHEAR TRANSFER WOULD BE ACCOMPLISHED. 58. The analysis of the restrained top walls shows moment at the bottom. Please show how this moment would be restrained. THE RESPONSE WAS NOT CLEAR. PAGE 14 OF THE REVISED CALCULATIONS INDICATES THE MOMENT Mv @ THE BOTTOM BUT DID NOT SHOW HOW THIS MOMENT WOULD BE RESTRAINED. PLEASE RECONSIDER. 59. The same analysis on page 14 shows a moment arm between the tension and compression vector of 9". Please show on the detail where this arm would be. PLEASE SHOW ON THE DETAILS THE LOCATION OF THE RECOMMENDED LOCATION OF THE REBARS. 61 . The retaining wall is subject to combined loading. Please show how the sections 2107.2.7 and 2107.2.15 of the 97 UBC would be satisfied. NO RESPONSE. PLEASE SUBMIT CALCULATIONS TO VERIFY CQNFORMANCE TO THE SECTIONS SHOWN 63. Please show structural design of the retaining walls located at the stairs. NO Carlsbad O4-3185 October 20, 2004 64. A complete plan check will be made. al UNLESS JUSTIFIED THE DIAPHRAGM IS A FLEXIBLE DIAPHRAGM. IF SO. LATERAL LOADS SHOULD BE DISTRIBUTED BY TRIBUTARY METHOD. bl IT SEEMS THAT THE TOTAL OF THE RATIO USED FOR THE LOAD OF EACH SHEAR WALL LINE SHOWN IN THE CALCULATIONS SEEMS NOT TO ADD UP TO 100% OF THE TOTAL LOAD. cl THE CALCULATIONS FOR THE MASONRY WALLS DID NOT INCLUDE THE ACTUAL COMPRESSIVE STRESS OF THE MASONRY. THIS IS THE ONLY WAY TO DETERMINE AS TO WHETHER A SPECIAL INSPECTION IS REQUIRED. PLEASE SEE ITEM 61 ABOVE. 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 Q 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. Carlsbad 04-3185 October 20, 2O04 City of Carlsbad Building Department BUILDING DEPARTMENT NOTICE OF REQUIREMENT FOR SPECIAL INSPECTION Do Not Remove From Plans Plan Check No. 04-3185 Job Address or Legal Description 2819 Cazadero Drive Owner Address You are hereby notified that in addition to the inspection of construction provided by the Building Department, an approved Registered Special Inspector is required to provide continuous inspection during the performance of the phases of construction indicated on the reverse side of this sheet. The Registered Special Inspector shall be approved by the City of Carlsbad Building Department prior to the issuance of the building permit. Special Inspectors having a current certification from the City of San Diego, Los Angeles, or ICBO are approved as Special Inspectors for the type of construction for which they are certified. The inspections by a Special Inspector do not change the requirements for inspections by personnel of the City of Carlsbad building department. The inspections by a Special Inspector are in addition to the inspections normally required by the County Building Code. The Special Inspector is not authorized to inspect and approve any work other than that for which he/she is specifically assigned to inspect. The Special Inspector is not authorized to accept alternate materials, structural changes, or any requests for plan changes. The Special Inspector is required to submit written reports to the City of Carlsbad building department of all work that he/she inspected and approved. The final inspection approval will not be given until all Special Inspection reports have been received and approved by the City of Carlsbad building department. Please submit the names of the inspectors who will perform the special inspections on each of the items indicated on the reverse side of this sheet. (over) Carlsbad 04-3185 October 20, 2004 SPECIAL INSPECTION PROGRAM ADDRESS OR LEGAL DESCRIPTION: PLAN CHECK NUMBER: OWNER'S NAME: 1, as the owner, or agent of the owner (contractors may not employ the special inspector), certify that I, or the architect/engineer of record, will be responsible for employing the special inspector(s) as required by Uniform Building Code (UBC) Section 1701.1 for the construction project located at the site listed above. UBC Section 106.3.5. Signed I, as the engineer/architect of record, certify that I have prepared the following special inspection program as required by UBC Section 106.3.5 for the construction project located at the site listed above. Engineer's/Arch IMcf a S*ll 4 Signature H«r» Signed 1. List of work requiring special inspection: G Soils Compliance Prior to Foundation Inspection Q Field Welding D Structural Concrete Over 2500 PSI G High Strength Bolting l~~l Prestressed Concrete G Structural Masonry i G Designer Specified Expansion/Epoxy Anchors Sprayed-On Fireproofing D Other 2. Name(s) of individual(s) or firm(s) responsible for the special inspections listed above: A. B. 3. Duties of the special inspectors for the work listed above: A. B. C. Special inspectors shall check in with the City and present their credentials for approval BTJorto beginning work on the job site. EsGil Corporation In fartnersnip witfi government f or (Buibfing Safety DATE: August 25, 2004 Q APPLICANT JURISDICTION: Carlsbad Q PLAN REVIEWER Q FILE PLAN CHECK NO.: 04-3185 SET: I PROJECT ADDRESS: 2819 Cazadero Drive PROJECT NAME: SFD for Cazadero Homes The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. >\] The applicant's copy of the check list has been sent to: Ronald S Paul 2954 Hawks Eye Place, Carlsbad, CA 92009 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: Ronald Telephone #: (760) 918-9552 Date contacted: m ^^ (by: ^) Fax #: Mail Telephone •—" Fax In Person REMARKS: By: Bert Domingo Enclosures: Esgil Corporation D GA D MB D EJ D PC 8/12/04 tmsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858)560-1468 + Fax (858) 560-1576 Carlsbad 04-3185 August 25, 2004 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK NO.: 04-3185 JURISDICTION: Carlsbad PROJECT ADDRESS: 2819 Cazadero Drive FLOOR AREA: 2153 SQ. Ft. REMARKS: DATE PLANS RECEIVED BY JURISDICTION: DATE INITIAL PLAN REVIEW COMPLETED: August 25, 2004 STORIES: TWO HEIGHT: DATE PLANS RECEIVED BY ESGIL CORPORATION: 8/12/04 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 1999 NEC (all effective 11/1/02). The above regulations apply to residential construction, regardless of the code editions adopted by ordinance. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 106.4.3, 1997 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i.e.. plan sheet number, specification section, etc. Be sure to enclose the marked up list when you submit the revised plans. Carlsbad 04-3185 August 25, 2004 • 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. All sheets of plans must be signed by the person responsible for their preparation. (California Business and Professions Code). 3. Plans, specifications and calculations shall be signed and sealed by the California state licensed engineer or architect responsible for their preparation, for plans deviating from conventional wood frame construction. Specify expiration date of license. (California Business and Professions Code). 4. 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. This will be checked when all the structural items below are met. • 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 • STRUCTURAL CONCRETE OVER 2500 PSI • STRUCTURAL MASONRY • DESIGNER-SPECIFIED • OTHER 5. 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. Carlsbad 04-3185 August 25, 2004 6. Show on the title sheet all structures, pools, walls, etc. included under this application. 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 106.3.3. • GENERAL RESIDENTIAL REQUIREMENTS 7. Sleeping rooms shall have a window or exterior door for emergency escape. Sill height shall not exceed 44" above the floor. Windows must have an openable area of at least 5.7 square feet with the minimum openable width 20" and the minimum openable height 24". The emergency door or window shall be openable from the inside to provide a full, clear opening without the use of separate tools. Section 310.4. This will be checked when the doors and window schedule is completed. 8. Window area must be at least 1/10 of the floor area and a minimum of 10 square feet per Section 1203.3. This will be checked when the doors and window schedule is completed. 9. Openable window area in habitable rooms must be 1/20 of the floor area and a minimum of 5 square feet. In bathrooms and water closet compartments, 1/20 of area is required and minimum is 1.5 sq. ft. Section 1203.3. This will be checked when the doors and window schedule is completed. 10. Provide mechanical ventilation capable of providing five air changes per hour in bathrooms and water closet compartments if required openable windows are not provided. Section 1203.3. This will be checked when the doors and window schedule is completed. 11. Glazing in the following locations should be of safety glazing material in accordance with Section 2406.4 (see exceptions): For clarity, please show on the floor plan the affected glasses. a) Fixed and sliding panels of sliding door assemblies and panels in swinging doors other than wardrobe doors. b) Doors and enclosures for hot tubs, whirlpools, saunas, steam rooms, bathtubs and showers and in any portion of a building wall enclosing these compartments where the bottom exposed edge of the glazing is less than 60 inches above a standing surface and drain inlet. c) Fixed or operable panels adjacent to a door where the nearest exposed edge of the glazing is within a 24-inch arc of either vertical edge of the door in a closed position and where the bottom exposed edge of the glazing is less than 60 inches above the walking surface. Carlsbad 04-3185 August 25, 2004 • EXITS, STAIRWAYS, AND RAILINGS 12. 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. b) Openings between railings shall be less than 4". The triangular openings formed by the riser, tread and bottom element of a guardrail at a stair shall be less than 6". 13. Handrails (Section 1003.3.3.6): a) Handrails and extensions shall be 34" to 38" above nosing of treads and be continuous. b) The handgrip portion of all handrails shall be not less than 1-1/4 inches nor more than 2 inches in cross-sectional dimension. Handrails projecting from walls shall have at least 1-1/2 inches between the wall and the handrail. c) Ends of handrails shall be returned or shall have rounded terminations or bends. 14. Provide details of winding stairway complying with Section 1003.3.3.8.2: a) Minimum tread is 6 inches at any point and minimum 9 inches at a point 12 inches from where the treads are narrowest. 15. The walls and soffits of the enclosed usable space under interior stairs shall be protected on the enclosed side as required for one hour fire-resistive construction. Section 1003.3.3.9. • ROOFING 16. Show the required ventilation for attics (or enclosed rafter spaces formed where ceilings are applied directly to the underside of roof rafters). The minimum vent area is 1/150 of attic area (or 1/300 of attic area if at least 50% of the required vent is at least 3 feet above eave vents or cornice vents). Show area required and area provided. Section 1505.3. 17. Note on the plans: "Attic ventilation openings shall be covered with corrosion-resistant metal mesh with mesh openings of 1/4-inch in dimension." Section 1505.3. Carlsbad 04-3185 August 25, 2004 • GARAGE AND CARPORTS 18. Garage requires one-hour fire protection on the garage side of walls and ceiling common to the dwelling. Table 3-B, Section 302.4. 19. All elements supporting floor above garage, including walls/beams/columns supporting floor joists, must have one-hour fire-resistive protection on the garage side. Section 302.2. 20. Show a self-closing door, either 1-3/8" solid core or a listed 20 minute assembly, for openings between garage and dwelling. Section 302.4. 21. Provide an 18" raised platform for any FAD, water heater, or other device in the garage which may generate a flame or spark. UMC Section 303.1.3, UPC Section 510.1. • FOUNDATION REQUIREMENTS 22. 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." 23. 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. 24. If hold downs are required, note on plan that hold down anchors must be tied in place prior to foundation inspection. Section 108.5.2. Carlsbad O4-3185 August 25, 2004 • FRAMING 25. 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. e) At openings between attic spaces and chimney chases for factory-built chimneys. 26. Please provide evidence that the engineer-of-record (or architect) has reviewed the truss calculation package prepared by others (i.e., a "review" stamp on the truss calculations or a letter). Section 106.3.4.1. 27. Detail shear transfer connections, including roof and floor diaphragms, to shear walls. Section 2315. 28. Show location of attic access with a minimum size of 22"x30H, unless the maximum vertical headroom height in the attic is less than 30". Access must be provided to each separated attic area, shall be located in a hallway or other readily accessible location and 30" headroom clearance is required above the opening. Section 1505.1. 29. Detail truss layout for 30" x 30" attic access, if required for equipment in the attic and detail 30" x 30" clearance through truss webs. 30. Specify plywood and/or particle board thickness, grade and panel span rating. Table 23-II-E-1. • MECHANICAL (UNIFORM MECHANICAL CODE) 31. Specify on the plans the following information for the fireplace(s), per Section 106.3.3: a) Manufacturer's name. b) Model name/number. c) ICBO approval number, or equal. d) Show height of chimney above roof per I.C.B.O. approval or UBC Table 31-B. e) Note on the plans that approved spark arrestors shall be installed on all chimneys. UBC, Section 3102.3.8. Carlsbad 04-3185 August 25, 2004 32. Detail the dryer exhaust duct design from the dryer to the exterior. The maximum length is 14 feet with (two) 90° elbows. UMC Section 504.2.2. 33. Please show how the FAD and Water Heater compartment would be provided with combustion air. • ELECTRICAL (NATIONAL ELECTRICAL CODE) 34. Per NEC Art. 210-11(c)3, note on the plans that bathroom circuiting shall be either: a) A 20 ampere circuit dedicated to each bathroom, or b) At least one 20 ampere circuit supplying only bathroom receptacle outlets. 35. All bedroom branch circuits now require arc fault protection. Note clearly on the plans that "Bedroom branch circuits will be arc fault circuit protected." NEC Art. 210-12(b). • PLUMBING (UNIFORM PLUMBING CODE) 36. In the garage, provide an adequate barrier to protect water heater from vehicle damage. An 18" platform for the water heater does not satisfy this requirement. UPC, Section 510.3. 37. Show T and P valve on water heater and show route of discharge line to exterior. UPC, Section 608.5. 38. In Seismic Zones 3 and 4, show that water heater is adequately braced to resist seismic forces. Provide two straps (one strap at top 1/3 of the tank and one strap at bottom 1/3 of the tank). UPC, Section 510.5 • ENERGY CONSERVATION 39. Cloth backed duct tape is no longer permitted to be used as the sole connection for mechanical ducting. Note on the plans that duct tape, as a minimum, meeting the requirements of UL181,181 A, or 181B, shall be used or additional duct attachment devices such as tie wraps or mastic will be required for installing mechanical ducting. 40. All energy items shown on the plans must be in agreement with the information shown on the properly completed Form CF-IR. Please show on the sections the recommended R value of the insulations of the roofs, the walls and the floors. 41. Provide fluorescent general lighting (40 lumens per watt minimum) in kitchen(s) and bathrooms (containing a tub or shower). 42. Note on the plans: "The manufactured windows shall have a label attached certified by the National Fenestration Rating Council (NFRC) and showing compliance with the energy calculations." Carlsbad O4-3185 August 25, 2004 43. The R19 insulation may not fit into a 2X4 stud. 44. Please have the owner sign the space provided for on the • MISCELLANEOUS 45. The occupancy group for the house should be R 3. 46. The type of construction could be V N. Otherwise the building should be one hour construction throughout and needs a lot of details to show and cross referenced. 47. Please complete the doors and windows schedules. Lighting and ventilation and egress requirements will be checked. 48. Please show the use of each space in the house. 49. Please cross reference all the required details to the sections, framing plans and foundation plans respectively. 50. Please show how the lateral loads would be transferred thru the cut out diaphragms(stairs and other openings). 51. The kitchen island receptacle should be GFCI protected. 52. Please show detail for the fireprotection requirements of the dumbwaiter. The opening for the dumb waiter located at the garage should be one hour door and self closing. 53. The length of the shear wall shown on sheet S8 is not clear. 54. Page 9 of the calculations shows shear wall designations but was not cross referenced to any diagram. 55. Please show shear transfer detail from the diaphragm to the interior shear walls. 56. Please show on the sections the difference in elevation of the floor and the ceiling. 57. The lateral analysis recommended shear walls of different stiffness for each line. 58. The analysis of the restrained top walls shows moment at the bottom. Please show how this moment would be restrained. Carlsbad O4-3185 August 25, 2O04 59. The same analysis on page 14 shows a moment arm between the tension and compression vector of 9". Please show on the detail where this arm would be. 60. The same page, please clarify the use of the square root of Fc' X 2. 61. The retaining wall is subject to combined loading. Please show how the sections 2107.2.7 and 2107.2.15 of the 97 UBC would be satisfied. 62. It seems that there are free standing masonry walls(not retaining), please comply to the following: • CONCRETE AND MASONRY A) Show floor and roof connections to masonry or concrete walls, per Section 1605.2.3: a) Connections shall resist 200 pounds per lineal foot or the actual design load, whichever is greater (using Allowable Stress Design; otherwise, see Section 1612). b) Where wood diaphragms laterally support concrete or masonry walls, the aspect ratio of subdiaphragms are limited to 214:1. Section 1633.2.9.4. c) In Seismic Zones 3 and 4, the value of ap in equation 32-2 shall be 1.5, per Section 1633.2.8.1. d) In Seismic Zone 4, the value of Fp used in Section 1632.2 shall not be less than 420 plf, per Section 1633.2.8.1. e) In Seismic Zones 3 and 4, diaphragm-to-wall anchorage using embedded straps shall have the straps attached to or hooked around the reinforcing steel or otherwise terminated so as to effectively transfer forces to the reinforcing steel. Section 1605.2.3. f) In Seismic Zones 3 and 4, wood elements of the anchorage system shall have a minimum actual net thickness of 2% inches. Section 1633.2.8. g) Cross grain tension or bending in wood ledgers is not permitted in Seismic Zones 2, 3 and 4. Section 1633.2.9. 63. Please show structural design of the retaining walls located at the stairs. 64. A complete plan check will be made. Carlsbad 04-3185 August 25, 2004 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 Q 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. Carlsbad 04-3185 August 25, 2004 City of Carlsbad Building Department BUILDING DEPARTMENT NOTICE OF REQUIREMENT FOR SPECIAL INSPECTION Do Not Remove From Plans Plan Check No. 04-3185 Job Address or Legal Description 2819 Cazadero Drive Owner Address You are hereby notified that in addition to the inspection of construction provided by the Building Department, an approved Registered Special Inspector is required to provide continuous inspection during the performance of the phases of construction indicated on the reverse side of this sheet. The Registered Special Inspector shall be approved by the City of Carlsbad Building Department prior to the issuance of the building permit. Special Inspectors having a current certification from the City of San Diego, Los Angeles, or ICBO are approved as Special Inspectors for the type of construction for which they are certified. The inspections by a Special Inspector do not change the requirements for inspections by personnel of the City of Carlsbad building department. The inspections by a Special Inspector are in addition to the inspections normally required by the County Building Code. The Special Inspector is not authorized to inspect and approve any work other than that for which he/she is specifically assigned to inspect. The Special Inspector is not authorized to accept alternate materials, structural changes, or any requests for plan changes. The Special Inspector is required to submit written reports to the City of Carlsbad building department of all work that he/she inspected and approved. The final inspection approval will not be given until all Special Inspection reports have been received and approved by the City of Carlsbad building department. Please submit the names of the inspectors who will perform the special inspections on each of the items indicated on the reverse side of this sheet. (over) Carlsbad 04-3185 August 25, 20O4 SPECIAL INSPECTION PROGRAM ADDRESS OR LEGAL DESCRIPTION: PLAN CHECK NUMBER: OWNER'S NAME: I, as the owner, or agent of the owner (contractors may not employ the special inspector), certify that I, or the architect/engineer of record, will be responsible for employing the special inspector(s) as required by Uniform Building Code (UBC) Section 1701.1 for the construction project located at the site listed above. UBC Section 106.3.5. Signed I, as the engineer/architect of record, certify that I have prepared the following special inspection program as required by UBC Section 106.3.5 for the construction project located at the site listed above. S*)lI Sigiutur* Han Signed 1. List of work requiring special inspection: D Soils Compliance Prior to Foundation Inspection Q Field Welding D Structural Concrete Over 2500 PSI D High Strength Bolting G Prestressed Concrete G Expansion/Epoxy Anchors D Structural Masonry G Sprayed-On Fireproofing G Designer Specified D Other 2. Name(s) of individual(s) or firm(s) responsible for the special inspections listed above: A. B. C. 3. Duties of the special inspectors for the work listed above: A. B. C. Special inspectors shall check in with the City and present their credentials for approval priorjo beginning work on the job site. Carlsbad 04-3185 August 25, 2004 VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK NO.: 04-3185 PREPARED BY: Bert Domingo DATE: August 25, 2O04 BUILDING ADDRESS: 2819 Cazadero Drive BUILDING OCCUPANCY: R3 TYPE OF CONSTRUCTION: VN BUILDING PORTION House Garage Balcony Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code AREA ( Sq. Ft.) 2153 956 236 3345 cb Valuation Multiplier 82.00 23.00 12.00 1.80 By Ordinance Reg. Mod. VALUE ($) 176,546 21,988 2,832 6,021 207,387 $879.20 Plan Check Fee by Ordinance Type of Review: Repetitive FeeRepeats Complete Review D Other r—| Hourly Structural Only Hour* Esgll Plan Review Fee $571.48 $492.35 Comments: Sheet 1 of 1 macvalue.doc City of Carlsbad Public Works — Engineering BUILDING PLANCHECK CHECKLIST DATE: BUILDING ADDRESS: __ PROJECT DESCRIPTION: ASSESSOR'S PARCEL NUMBER: PLANCHECK NO.: CB W" - 3^0^ V.P(h)EST. VALUE: 2V/ ENGINEERING DEPARTMENT APPROVAL ^ \ DENIAL Pleas/ see'' the ^attached report of deficiencies marken wifn D-^Make necessary corrections to plans or specifications for compliance with applicable codes arid standards. Submit corrected plans and/or specifications tQ-tfiis office for review. 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. [A Right-of-Way permit is required prior to construction of the following improvements: By: By: By: Date: Date: Date: FOR OFFICIAL USE ONLY, IZATION TO ISSUE BUILDING PERMIT: Date: V ' ATTACHMENTS D Dedication Application D Dedication Checklist D Improvement Application D Improvement Checklist D Future Improvement Agreement D Grading Permit Application D Grading Submittal Checklist D Right-of-Way Permit Application [] Right-of-Way Permit Submittal Checklist and Information Sheet U Sewer Fee Information Sheet ENGINEERING DEPT. CONTACT PERSON Name: KATHLEEN M. FARMER City of Carlsbad Address: 1635 Faraday Avenue, Carlsbad, CA 92008 Phone: (760) 602-2741 CFD INFORMATION Parcel Map No: Lots: Recordation: Carlsbad Trad: CA 92OO8J-7314 • (76O) 6O2-2720 • FAX (76O) 602*95©® BUILDING PLANCHECK CHECKLIST jRD /D D D SITE PLAN 1. Provide a fully dimensioned site plan drawn to scale. Show: A. North Arrow B. Existing & Proposed Structures C. Existing Street Improvements D. Property Lines E. Easements 2. Show on site plan: F. Right-of-Way Width & Adjacent Streets G. Driveway widths H. Existing or proposed sewer lateral I. Existing or proposed water service J. Existing or proposed irrigation service A. Drainage Patterns 1. Building pad surface drainage must maintain a minimum slope of one percent towards an adjoining street or an approved drainage course. 2. ADD THE FOLLOWING NOTE: "Finish grade will provide a minimum positive drainage of 2% to swale 5' away from building." B. Existing & Proposed Slopes and Topography C. Size, type, location, alignment of existing or proposed sewer and water service (s) that serves the project. Each unit requires a separate service, however, second dwelling units and apartment complexes are an exception. D. Sewer and water laterals should not be located within proposed driveways, per standards. 3. Include on title sheet: A. Site address B. Assessor's Parcel Number C. Legal Description For commercial/industrial buildings and tenant improvement projects, include: total building square footage with the square footage for each different use, existing sewer permits showing square footage of different uses (manufacturing, warehouse, office, etc.) previously approved. EXISTING PERMIT NUMBER DESCRIPTION mWORDUJOCStCHKLSTOuMIng Plancttee* CWst Form (Genaric|,doc BUILDING PLANCHECK CHECKLIST 1ST D iND 3rd DISCRETIONARY APPROVAL COMPLIANCE D 4a. Project does not comply with the following Engineering Conditions of approval for Project No. D D 4b. All conditions are in compliance. Date: D D DEDICATION REQUIREMENTS 5. Dedication for all street Rights-of-Way adjacent to the building site and any storm drain or utility easements on the building site is required for all new buildings and for remodels with a value at or exceeding $15.000. pursuant to Carlsbad Municipal Code Section 18.40.030. Dedication required as follows: ^__ Dedication required. Please have a registered Civil Engineer or Land Surveyor prepare the appropriate legal description together with an 8 %" 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 IMPROVEMENT REQUIREMENTS 6a. All needed public improvements upon and adjacent to the building site must be constructed at time of building construction whenever the value of the construction exceeds $75.000. pursuant to Carlsbad Municipal Code Section 18.40.040. Public improvements required as follows: Attached please find an application form and submittal checklist for the public improvement requirements. A registered Civil Engineer must prepare the appropriate improvement plans and submit them together with the requirements on the attached checklist to the Engineering Department through a separate plan check process. The completed application form and the requirements on the H.VWORD\DOCS\CHKLST\BuiWln9 PlanMieCk Cklst Form (RIDDLE - HARVEY 7-12-00).Hoc BUILDING PLANCHECK CHECKLIST 1ST 2ND 3RD n n 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: 00 6b. Construction of the public improvements may be deferred pursuanMo Carlsbad Municipal Code Section 18.40. Please submit a recent property/title report or current grant deed on the property and processing fee of SfrKT so we may prepare the necessary Future Improvement Agreement. This agreement must be signed, notarized and approved by the City prior to issuance of a Building permit. n n n n Future public improvements required as follows: 6c. Enclosed please find your Future Improvement Agreement. Please return agreement signed and notarized to the Engineering Department. Future Improvement Agreement completed by: Date: 6d. No Public Improvements required. SPECIAL NOTE: Damaged or defective improvements found adjacent to building site must be repaired to the satisfaction of the City Inspector prior to occupancy. n n GRADING PERMIT REQUIREMENTS The conditions that invoke the need for a grading permit are found in Section 11.06.030 of the Municipal Code. 7a^fnadequate information available on Site Plan to make a determination on grading requirements. Include accurate grading quantities (cut, fill import, export). 7b. Grading Permit required. A separate grading plan prepared by a registered Civil Engineer must be submitted together with the completed application form attached. NOTE: The Grading Permit must be issued and rough grading approval obtained prior to issuance of a Building Permit. Grading Inspector sign off by:Date: 7c. Graded Pad Certification required. (Note: Pad certification may be required even if a grading permit is not required.) H:\WORD\DOCS\CHKLSHSuilding Planclteck Cktst Form (GENERIC 7-14-00).doc 1ST 2ND D 3RD D D 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 drain, sewer and water utilities. Right-of-Way permit required for: D D D D D D D D D D 9. INDUSTRIAL WASTE PERMIT If your facility is located in the City of Carlsbad sewer service area, you need to contact the Carlsbad Municipal Water District, located at 5950 El Camino Real, Carlsbad, CA 92008. District personnel can provide forms and assistance, and will check to see if your business enterprise is on the EWA Exempt List. You may telephone (760) 438-2722, extension 7153, for assistance. Industrial Waste permit accepted by: Date: 10. NPDES PERMIT Complies with the City's requirements of the National Pollutant Discharge Elimination System (NPDES) permit. The applicant shall provide best management practices to reduce surface pollutants to an acceptable level prior to discharge to sensitive areas. Plans for such improvements shall be approved by the City Engineer prior to issuance of grading or building permit, whichever occurs first 11. p^equired fees are attached Q No fees required WATER METER REVIEW 12a. Domestic (potable) Use Ensure that the meter proposed by the owner/developer is not oversized. Oversized meters are inaccurate during low-flow conditions. If it is oversized, for the life of the meter, the City will not accurately bill the owner for the water used. • All single family dwelling units received "standard" 1" service with 5/8" service. mwORDM)OCSVCHKLSTOulkllng Plandtack CUtt Farm (G«wrtc).doc Rev. 7/14/DO BUILDING PLANCHECK CHECKLIST [ST >ND iRD ODD • 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). 12b. Irrigation Use (where recycled water is not available) All irrigation meters must be sized via irrigation calculations (in gpm) prior to approval. The developer must provide these calculations. Please follow these guidelines: 1. If the project is a newer development (newer than 1998), check the recent improvement plans and observe if the new irrigation service is reflected on the improvement sheets. If so, at the water meter station, the demand in gpm may be listed there. Irrigation services are listed with a circled "I", and potable water is typically a circled "W". The irrigation service should look like: STA 1+00 Install 2" service and 2. 3. 1,5: meter (estimated 100 gpm) If the improvement plans do not list the irrigation meter and the service/meter will be installed via another instrument such as the building plans or grading plans (w/ a right of way permit of course), then the applicant must provide irrigation calculations for estimated worst-case irrigation demand (largest zone with the farthest reach). Typically, Larry Black has already reviewed this if landscape plans have been prepared, but the applicant must provide the calculations to you for your use. Once you have received a good example of irrigation calculations, keep a set for your reference. In general the calculations will include: • Hydraulic grade line • Elevation at point of connection (POC) • Pressure at POC in pounds per square inch (PSI) • Worse case zone (largest, farthest away from valve • Total Sprinkler heads listed (with gpm use per head) • Include a 10% residual pressure at point of connection In general, all major sloped areas of a subdivision/project are to be irrigated via separate irrigation meters (unless the project is only SFD with no HOA). As long as the project is located within the City recycled water H:\WORD\DOCS\CHKLST\Bu*i!ng Plan*** Ckht Form (Geneftcj.doc 1ST iND jRD BUILDING PLANCHECK CHECKLIST service boundary, the City intends on switching services/meters to a new recycled water line in the future. these irrigation 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. 13. Additional Comments: Oi AtjrVUJ H:\WORCKDOCSVCHKLST\8uiWlftg Planchack CWst Form (GwtenO.doc ENGINEERING DEPARTMENT FEE CALCULATION WORKSHEET D Estimate based on unconfirmed information from applicant. D Calculation based on building plancheck plan submittal. »•* r /'D y /*) f / 3 iff Address: Mjl ^ C 0- l^GtlA-£> Bldg. Permit No. C/sU ( ~~ / *« ^ Prepared bye M. Y 1 ^ EDU CALCULATIONS: Types of Use: Types of Use: ADT CALCULATIONS: Types of Use: Types of Use: f IfV Date: f ^Checked by: Date: \^List types and square footages for all uses. ^D Sq. Ft./Units: ( EDU's: f Sq.Ft./Units: EDU's: List types and square footages for all uses. $'" 0 Sq. Ft./Units: / ADT's: ' Sq.Ft./Units: ADT's: FEES REQUIRED: WITHIN CFD: D YES (no bridge & thoroughfare fee in District #1, reduced Traffic Impact Fee) D NO D 1. PARK-IN-LIEU FEE FEE/UNIT: PARK AREA & #: X NO. UNITS:= $ D 5. SEWER FEE ACRES D 8. POTABLE WATER FEES IPACT FEE T's/UNITS: / D THOROUGHFARE FEE T's/UNITS: MANAGEMENT FEE IT/SQ.FT.: !E J's: AREA: J's: FERAL ($2,500! E FEES PLDA.">r i^"^ X FEE/ADT: / ' Ot & (DIST. #1 DIST. #2 X FEE/ADT: ZONE: X FEE/SQ.FT./UNIT: X FEE/EDU: X FEE/EDU: : HIGH . /LOW " X FEE/A^F tfl = $ /&( O > DIST. #3 )=$ c^o = s s *^ & . — 5 = $ ^~ ' = s / (^ ^C UNITS CODE -CONNECTION FEEVMliJiZ METER FEE SDCWA FEE IRRIGATION WordtDocs\Mlsforms\Fee Calculation Worksheet 1 Of 2 Rev. 7/14/00 Hpr 06 05 04:17p p.3 CITY OF CARLSBAD GRADING INSPECTION CHECKLIST FOR PARTIAL SITE RELEASE PfcbJECT PROJECT in LOTS REQUESTED FOR RELEASE- Cf/)/T 6 N/A = NOT APPLICABLE V = COMPLETE Q = Incomplete or unacceptable GRADING PERMIT NO, 1st v' s S s / s \ \ .•• <X /*/* / 2nd. 1. 2. 3. 4. 5. 6. 7. 8. 9. Site access to requested tots 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. QYz* x 11" 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. Fully 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 still subject to all normal City requirements required pursuant to the building permit process. Partial release of the site is denied for the following reasons: Project Inspector Date Construction Manager j:- r iLEMASTES-'FC fiMS.'FARTSITE. FRM Date' D PLANNING DEPARTMENT BUILDING PLAN CHECK REVIEW CHECKLIST Plan Check No. CB 0 1 * ^ 8^> Address Planner Greg Fisher Phone. (760) 602-4629 A/ewType of Project & Use: APN Zoning: fL'^— General Plan:. CFD (in/out) #_Date of participation^ .Net Project Density:.DU/AC Facilities Management Zone: £> Remaining net dev acres:. Circle One (For non-residential development; Type of land used created by this permit: ) Legend: ^ Item Complete D Item Incomplete - Needs your action Environmental Review Required: YES )C NO _ TYPE /in t<JATfi> DATE OF COMPLETION: A/dfr QlHfllcfcD al?Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval: Discretionary Action Required: APPROVAL/PESO. NO. PROJECT NO. ^_^_^^_ YES NO TYPE S/A DATE OTHER RELATED CASES: Compliance with conditions or approval? If not, state conditions which reqi Conditions of Approval: Coastal Zone Assessment/Compliance Project site located in Coastal Zone? YES NO. CA Coastal Commission Authority? YES NO If California Coastal Commission Authority: Contact them at - 7575 Metropolitan Drive, Suite 103, San Diego CA 92108-4402; (619) 767-2370 Determine status {Coastal Permit Required or Exempt): Coastal Permit Determination Form already completed? YES NO If NO, complete Coastal Permit Determination Form now. Coastal Permit Determination Log #: Follow-Up Actions: 1} Stamp Building Plans as "Exempt" or "Coastal Permit Required" (at minimum Floor Plans). 2) Complete Coastal Permit Determination Log as needed. Inclusionary Housing Fee required: YES NO (Effective date of Inclusionary Housing Ordinance - May 21,1993.) Data Entry Completed? YES V 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 nn DD D 1. Provide a fully dimensional site plan drawn to scale. Show: North arrow, property lines, easements, existing and proposed structures, streets, existing street improvements, right-of-way width, dimensional setbacks and existing topographical lines ((jncluding all side and rear yard slopes). 2. Provide legal description of property and assessor's parcel number. Policy 44 - Neighborhood Architectural Design Guidelines 1. Applicability: YES ^C NO 2. Project complies YES NO Zoning: 1. Setbacks: Front: Interior Side: Street Side: Rear: Top of slope: Required Required Required Required Required 20 Shown Shown Shown Shown to Shown Required _ Required _ Required _ Required _ Required Required Spaces Required. 2. Accessory structure setbacks: Front: Interior Side: Street Side: Rear: l6ture separation: 3. Lot Coverage: 4. Height: Sl&£ f 5. Parking: (breakdown by uses for commercial and industrial projects required) Residential Guest Spaces Required Shown z Shown Shown Shown Shown Shown Shown Shown Shown Additional Comments H:\ADMIN\COUNTER\BldgPlnchkRevChklst Rev 9/01 ->l.<?^.Ho -see OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER H:\ADMIN\COUNTER\BldgPlnchkRevChklst Rev 9/01 GEfSSLER ENGINEERING Peter 5. Ge\se\er Civil Engineer Lie. C4432O Contractor Lie. A464570 MEMORANDUM Rancho Cazadero, Unit "13" Lot 306, La Costa Meadows 2S19 Cazadero Street Carlsbad, CA Pate: Project: 15 February 2005 Client: Residence "B" Lot 3O6, La Costa Meadows 2319 Cazadero Street Carlsbad, CA Cazadero Homes, Inc. Mr. Ronald 5. Paul 2954 Hawks Eye Place Carlsbad, CA 92009 Geotechnical Consultant: Christian -Wheeler Engineering 4925 Mercury Street San Diego, CA 92111 Geotechnical Report : [Soils Report CWE 202.920.1 dated February 17, 2O03] M»*%» X. Ref: Re: Geissler Engineering Project No. 04 - 539 - E5 ESGIL PLAN CHECK NO. 04-31S5 SET IV PATED December 15,2004 TO WHOM IT MAY CONCERN Ge\e>s\er Engineering offers the following comments in response to the outstanding Plan Check items, ESGIL FLAN CHECK NO. 04-3155 SET IV DATED December 15, 2004. Item 4.Please be advised that the design of all structural masonry (the uphill and sidewalls of the garage) is based upon a value, f m = 4,000 psi. Therefore, all structural masonry must be subject to full-time special inspection. Christian-Wheeler also must confirm that the excavation of slope wash and the re compaction of the slope wash is in full compliance with their geotechnical recommendations, as per Soils Report CWE 202.920.1 dated February 17,2003. 44. Owner's signature Is required. 5O. Vertical M5T72 straps snail lye Installed as vertical hold-down attachments where shear walls are aligned vertically. The Vertical M5T 72 straps shall be attached to the vertical 6x framing members (posts) at each end of the shear wall and provide a tension connection between the upper portion of the downstairs shear wall with the lower portion of the corresponding upstairs shear wall. Thus, simply stated, the vertical MST 72 straps are hold-downs. Horizontal MST 27 straps shall be installed at corners of the horizontal diaphragm (including re-entrant corners at stair openings). Thus, simply stated, the horizontal M5T 27 straps are intended to strengthen the horizontal diaphragms and provide continuity around openings In the horizontal diaphragms. 5&. The uphill retaining wall has been designed as "simply supported" on three sides (the left and right sldewalls of the garage and along the bottom of the retaining wall by the footing and the garage slab floor. The top of the wall has been analyzed as a "free edge". This is conservative, of course, because both additional strength and stiffness are provided by the moment-resistance offered by the adjacent garage sidewalls. Also, there will be some added strength and stiffness provided by the footing and the self- weight of the retaining wail on that footing. Note however, that the uphill retaining wall has been designed for structural stability that does not require a tieback or other tension connection with the adjacent second- story, slab floor. The reason for this Is that It Is anticipated that the uphill retaining wall shall be constructed prior to the construction of the adjacent second-story, slab floor. The sidewalls of the garage are also designed using a conservative approach. Here, the moment-resisting capacity of the sidewalls Is derived from a combination of contributions, namely, the bearing capacity of the 2.5 ft wide footing at the base of the wall, the self-weight of the sidewalls on that footing, and the weight of the backfill behind the wall, above the back lip of the footing. The combination of these moment-resisting righting moments, M6Ubgrade + MbactflN + M6ldwan, is shown in the Calculations to be adequate to resist the overturning moment Imposed upon the wall by the retained earth. 50. For the 12" CMU uphill retaining wall, page 17 of the Calculations and Detail 2 and Sections E5-E5' and Section C-C' on Sheet 52 ali indicate a moment arm of 12" - 3" -3" = 6" for the moment arm between the flexure tensile steel reinforcing and the flexure compresslve steel reinforcing. Thus, there is no conflict between the Calculations and the Plans regarding the effective moment arm for the 12" CMU E3lock wall. However, the &' sidewalls of the garage are designed differently. The effective moment- arm between the tension and compressive couple is taken a© 5>" -3" -2" = y*~onjpa$e 23 of the Calculations. This is correctl^shown on Deta\[2 on Sheet S3^However, this is \ shown incorrectly on Section 2-2' on Sheet S3. froth #6 verticaTreinforcing rods are / meant to extend all the way up the height of the wall, as shown Detail 2 on Sheet S3. (^ Please consider Section 2-2' on Sheet S3 amended accordingly. 61. On page 17 of the Calculations, the adequacy of the retaining wall design is demonstrated under combined loading. Please note that the design and analysis of the structural masonry (uphill and sidewalls of the garage) is based upon a value, fm = 4,000 psi. Therefore, the structural masonry must be subject to full-time special inspection. 64. The compressive stresses of the masonry wall are addressed on pages 17-21 of the Calculations (See page 13). Respectfully submitted this 15th Day of February 2005. Peter <3eissler, Ph.D., P.E. (3EISSLER ENGINEERING Page 3 GE1S5LER ENGINEERING Peter 5. Ge\&&\er Civil Engineer Lie. C44320 Contractor Lie. A464570 STRUCTURAL ANALYSIS (REVISED) Rancho Cazadero, Unit "B" Lot 306, La Costa Meadows 2&19 Cazadero Street Carlsbad, CA Date: 15 February 2005 Project: Residence "&" Lot 306, La Costa Meadows 2S19 Cazadero Street Carlsbad, CA Client: Cazadero Homes, Inc. Mr. Ronald S. Paul 2954 Hawks Eye Place Carlsbad, CA 920O9 <5eotechnical Consultant: Christian -Wheeler Engineering 4925 Mercury Street San Diego, CA 92111 <3eot£chnical Report : [Soils Report CWE 2O2.920.1 dated February 17,2003] K;& C4432Q 61 ^A RENEWAL DATE /^ vWssS^fe-'yforu&V- Reft Gei&sler Engineering Project No. O4-539 - VERTICAL LOAPS Roof Loads Dead Loads Metal Roofing 30# Felt R-3O Insulation 19/32" CD ext plywood sheathing 2" x 4" roof truss $> 24" O.C. Electrical / Mechanical 1/2" Gypsum wallboard 2.4 0.5 0.5 1.& 4.0 1.0 2.5 psf psf psf psf psf psf psf Dead Loads Slope factor (6 in 12 slope) Live Loads (6 in 12 slope) Total Roof Loads 12.7 psf x1.12 31 psf 14.2 psf => USE 15 psf 16 psf (Table 16-A) Exterior Wall Loads Dead Loads 7/3" stucco Mayer of #15 felt 19/32" CD ext plywood sheathing 2" x 6" stud £> 16" O.C. R-19 Insulation 1/2" Gypsum waflboard Total Exterior Wall Loads 1O psf 0.5 psf 1.0 pef 1.4 paf 0.5 psf psf2.5 16.7 psf USE 17 psf Interior Wall Loads Dead Loads 1/2" Gypsum wallboard 2"x4"stud@16"Q.C. 1/2" Gypsum wallboard Total Wall Loads 2.5 0.9 2.5 psf pef psf 5.9 psf USE 6 psf 2nf*-Story Floor Loads Dead Loads 5/6" hardwood flooring 1.6 psf 19/32" CD ext plywood sheathing 1.0 psf 16" TJI CTR 250 floor joists @ 16" O.C. 2.3 psf Electrical / Mechanical 1.0 psf 1/2" Gypsum wallboard 2.5 psf Total Sub Floor Dead Loads 9.5 psf USE 10 psf Page 2 Live Loads 40 psf (Table 16-A) Total Sub Floor Loads 50 psf Floor Loads Dead Loads 5/S>" hardwood flooring 1.6 19/32" CD ext plywood sheathing 1.fi> psf 16" TJI CTR 250 floor joists @ 16" O.C. 23 psf Electrical / Mechanical 1.0 psf R-30 Insulation 0.5 psf 5/£"(5ypsum wallboard (1-hour fire rating) 3.1 psf Total Sub Floor Dead Loads 10.3 psf => USE 11 psf Live Loads 4O psf (Table 16-A) Total Sub Floor Loads 51 psf 2"a-Story Deck Loads ("Adjacent to Master Bedroom') Dead Loads Dex-o-Tex Waterproofing 1.0 psf 19/32" CD ext plywood sheathing 1.fi> psf 2" x £>" floor joists ® 16" O.C. 1.9 psf Framing for railings 1.0 psf Dead Loads 5.7 psf => USE 6 psf Live Loads 4O psf (Table 16-C) Total 2nd-Story Deck Loads 46 psf f-Story Deck Loads (Adjacent to Living Room) Dead Loads Dex-o-Tex Waterproofing 1.0 psf 19/32" CD ext plywood sheathing 1.5 psf 1-3/4" x 16" LVL floor joists & 16" O.C. 6.0 psf R-3O Insulation 0.5 psf 5/3" (3ypsum wallboard (1-hour fire rating) 3.1 psf Framing for railings 1.0 psf Dead Loads 13.4 psf => U5E 14 pef Live Loads 40 psf (Table 16-C) Total 1st-Story Deck Loads 54 psf icin of Flush Beam in Gargle (5-1/4" x 16" Ganfllam LVL) D.L. + L.L. = 14 + 4O = 54 psf Tributary Area = 12 scj, ft per ft Unit Load = (12) (54) = 645 plf Section Properties: 5 = 224 in3 I = 1,792 in4 Span = 11 ft Material Properties: Use GangLam LVL Fb2,950 E2.0 Fb = 2,950 psi E = 2,000,000 psi (Design Manual, Engineered Wood Products Division 6, Louisiana-Pacific 1999) Maximum allowable bending moment: 52,£49 Ib-ft Maximum bending moment: tv/2 (12)(54)(11)2 Mmax= - =v M M '- = 9.001 fr- ft = 117,612 fr- to""" section modulus: ^ ., Mm.x _ (117.612) ^reaulred ~ - = ~, - T^ F.,^ (2,950) Check deflection: 5(12)(54)(11)4(12)5 ffl" 3£4 B 3cH (2,000,000) (1,792) Deflection Limitation: L/24O = 0.55" 0.06 < 0.55 OX. Page 4 Design of 1-5/4" x 16" TJI CTK 25O Floor Joists @> 16" O.C. D.L + LL. = 14 + 4O = 54 psf Tributary Area = 1.33 s<^ ft per ft Unit Load = (1.33) (54) = 72 plf Span = 19.5 ft (Maximum) Material Propertias: Use 1-3/4" x 16" TJI CTK 250 Floor Joists • (Design Manual, Engineered Wood Products Division 6, Louisiana-Pacific 1999) Maximum Allowable Moment = 6,200 Ib-ft (Design Manual, Engineered Wood Products Division 6, Louisiana -Pacific 1999) Maximum bending moment: a Check deflection: A = t/4 3^4 E/ 334 (691,000,000) Deflection Limitation:L/24O = 0.9&0.34 < 0.95 O.K. HORIZONTAL FORCES Wind P = Ce CH c^ lw Where C = 0.72 (Section 1620, Equation 20-1) (Table 16-6, Exposure C^ = 1.3 (Table 16-H, Method 2) o^ = 12.6 psf (Table 16H, for 70 mph maximum ivind speed) iw = 1.00 (Table 16-K.) P = (0,72) (1.3) (12.6) (1.00) = 11.6 psf => USE 12 psf Total shear force due to wind is as follows. Average height = 23 ft Maximum length = 60 ft (23 ft) (59 ft) = 16,264 Ib (TOTAL WIND SHEAR) Seismic conforms to Section 1629.6.2 30C/ = — - - W (Section 163O.2.3.2, Equation 30-11) where C, = 0.40Na (Table 16-Q.) N, = 1.0 (Table 16-5, Reft Greensfelder, Roger, W., 1974. Maximum credible rock acceleration from earthquakes in California: California Division of Mines and Geology, Map Sheet 23. and Jennings, Charles W., 1975. Fault Map of California: California Division of Mines and Geology, California. Distance from the site to a major Type "5" fault, namely the Rose Canyon Fault, is greater than 10 km.) R = 5.5 (Table 16-N light-frame construction: plywood shear ivall system) (5.5) Areas and weights acting at the 2"d-story double plate 2nd-Story Roof 770 sqft @ 15 psf = 11,550 Ib Page 6 t J6 Exterior Walls - 2nd-Story 511 sc^ ft $ 17 psf - S,6a-7 Ib te Interior walls - 2n<1-Story 235 sq ft $ 6 psf = 1.42& Ibn r r" / Seismic Weight (w2) 21,665 Ib Areas' and weights acting at the 1&t-story double plate r-Story Roof £42 5<\ ft @ 15 psf = 12.63O Ib 2n"-Story Floor 770 &\ ft @ 10 psf = 7,700 Ib 2n<LStory Deck 6O sc^ft @ 6 psf = 36O Ib & Exterior Walls - 2nd-Story 511 sc^ ft $ 17 psf = £,6£7 Ib Vfe Interior walls - 2nd-Story 235- s^ ft (^ 6 psf = 1,425 Ib te Exterior Walls - 16t-Story 1,127 g^ft $> 17 psf = 19,159 Ib Vz Interior walls - 1et-Story 441 s^ ft @ 6 psf = 2,646 Ib T-Story Seismic Weight (iv,) 52,610 Ib i ( Total Seismic Weight: W = w2 + wt = 21,665 + 52,610 = 74,275 Ib r V^tanfc = (0.22) (74,275) = 16.34O Ib (TOTAL BASE SHEAR) /. (SEISMIC GOVERNS) Vertical Distribution of Force Method A - Simplified design base shear based on Section 1630.2.3.2 30CFx = ——- w, (Section 1630.2.3.3, Equation 30-12) K where ?>OCF „ = -± w =(O 22) ("21 6651 = 4 766 \bsecond floor 0 second floor \vi-i~j \»— ,---'--%_-y ,< ^-->-- .»- and = _: *. wfiretfhor = (0.22) (52,610) - 11,574 to The vertical shear distribution, by floor, is given as follows. V2 = 4,766 Ib V, = 4,766 Ib + 11.574 Ib = 16.34O Ib Page 7 20 2O = 2- (1.66) = 0.34 => USE U* °-30 (Equation 30-3, Section 1630.1) Reliability/Redundancy Factor, p, may not be less than 1.O (Ref: Section 1630.1). Therefore, the earthquake load due to base shear is given as follows. E2 = p V2 = (1.0) (4,766) = 4,766 Ib (STRENGTH LEVEL) E2 = p V2 = (1.0) (4,766) / (1.4) = 3.4O4 Ib (WORKING STRESS) E, = p Vt = (1.0) (16.34O) = 16,34Olb (STRENGTH LEVEL) E, = p V, = (1.0) (16.34O) / (1.4) = 11,671 Ib (WORKING STRESS) Calculation of Applied Shear J3ase Shear The base shear, 11,671 Ib, is shared between the garage (Sheet 56) and the ground-floor bedroom wing (S7). The base shear Is distributed according to floor diaphragm areas, as follows. Garage ease Shear = (11,671) (969) / (969 + 631) = 6,d54 Ib aedraom-Wing Ease Shear = (11,671) (601) / (969 + 631) = 4,516 Ib Check: 6,S54 + 4,316 = 11,671 OX 2nii-Storv Shear The 2"d-story shear, 3,4O4 Ib, is shared between the living room wing (Sheet S7) and the second-floor bedroom wing (S3). The 2^-51^^ shear is distributed according to floor diaphragm areas, as follows. Living Room Wing 2na-Story Shear = (3.4O4) (335) / (335 + 691) = 1,362 Ib Bedroom-Wing 2nd-Story Shear = (3.4O4) (691) / (335 + 691) = 1,541 Ib Check: 1,362 + 1,541 = 3.4O3 OX. ^ Shear Resisting Elements 1rt-Story Garage 5hear - Long Axis (Reference: Sheet 66) Element Shear Resisting Element vjv^n^, Applied Shear Allowable Shear rf Wall#1 SW24x7x6 @ 401 plf 0.05 342 Ib 960 Ib OX. O.27 SW24x7x6 <g> 401 plf 0.05 342 Ib 960 Ib O.K. O.27 " SW24x7x6 $ 401 plf 0.05 342 Ib 960 Ib OX. 0.27 _ Wall #2 4 ft CMU @ 070 plf 0.49 3,350 Ib 3,400 Ib OX. N/A Wall #3 29ftCMU@07Oplf 0.36 2,4671 b 25,2301 b OX. N/A TOTAL 6,054 Ib l^-Story Garage Shear - Short Axis (Reference: Sheet S6) Element Shear Resisting Element vjv^^j Applied Shear Allowable Shear T| Wall #B 1T-9" plywood $ 510 plf 0.57 3,906 Ib 5,992 Ib OX. 0.44 Wall#F 24'-3"CMU007Oplf 0.43 2,9471 b 21,0971 b OX. 0.44 TOTAL 6,054 Ib l^-Story Bedroom Wing Shear - Long Axis (Reference: "Second-Story" on Sheet S7) Element Shear Resisting Element yjv^-^. Applied Shear Allowable Shear r-t Wall #C 6'-6" plywood @ 510 plf 0.10 401 Ib 3,315 Ib OX. 0.22 14'-11" plywood @ 340plf NA NA NA NA NA Wall#D 7-6" plywood @ 510 plf 0.34 1,6371 b 3,025 I b OX. 0.20 4'-6" plywood @ 510 plf 0.15 722 Ib 2,295 Ib OX. 0.30 Wall #E 5-1" plywood @ 510 plf 0.15 722 Ib 2,601 Ib OX. 0.30 7-0" plywood @ 510 plf 0.25 1,204 Ib 3,911 Ib OX. 0.26 TOTAL 4,016 Ib Bedroom Wing Shear- Short Axis (Reference: "Second-Story" on Sheet S7) Element Shear Resisting Element vjv**^, Applied Shear Allowable Shear r, Wall #3 (Vfe) 17-3" plywood & 070 plf 0.26 1.252 Ib 7,503 Ib OX. 0.44 Wall #4 17-3" plywood @ 510 plf 0.49 2,359 Ib 0,797 Ib OX. 0.44 Wall #5 4-11" plywood @> 510 plf N/A N/A N/A N/A N/A Page 10 4-6" plywood ©> e>70 plf 0.25 1,204 Ib 3,915 Ib OX. 0.44 TOTAL 4,016 Ib 2"^Story Living Room Wing Shear - Long Axis (Reference: "Second-Story" on Sheet 57) Element Shear Resisting] Element Vf/v^^, Applied Shear Allowable Shear rf Wall #2 SW24x9-RF @ 793 plf 0.14 674 Ib 1.13O Ib O.K. 0.35 SW24x9-RF @ 793 plf 0.14 674 Ib 1,130 Ib O.K. O.35 SW24x9-RF @ 793 plf 0.14 674 Ib 1,130 Ib O.K. 0.35 SW24x9-RF @ 793 plf 0.14 674 Ib 1,130 Ib O.K. 0.35 Wall #3 C/2) 21'-0" plywood 0 070 plf 0.25 305 Ib 9,426 Ib O.K. 0.14 7-11" plywood 0 510 plf 0.10 277 Ib 4,000 Ib O.K. 0.20 TOTAL 1,062 Ib 2^-Story Living Room Wing Shear- Short Axis (Reference: "Second-Story" on Sheet S7) Element Shear Resisting Element v^v^^ Applied Shear Allowable Shear r, Wall #A SW24x9 @ 793 plf 0.26 404 Ib 1,130 Ib O.K. 0.25 SW24x9 @ 793 plf 0.26 404 Ib 1,130 Ib O.K. 0.25 Wall #F 19'-5" plywood 0 070 plf 0.47 075 Ib 21,097 Ib O.K. 0.44 TOTAL 1,062 Ib 2nd-Story -Master Bedroom Short Axis (Reference: "Third Story" on Sheet S-0) Element Shear Resisting Element Vf/Vg.Tefy Applied Shear Allowable Shear r{ Wall #3 0-0" plywood 0 070 plf 0.50 770 Ib 6,960 Ib O.K. 0.44 Wall #5 4-6" plywood 0 070 plf 0.50 770 Ib 3,915 Ib O.K. 0.44 TOTAL 1,541 Ib -Master Bedroom Long Axis (Reference: "Third Story" on Sheet S-0) Element Shear Resisting Element Vf/v?tCT:, Applied Shear Allowable Shear r, Wall #C 5'-7" plywood 0 070 plf 0.11 169 Ib 4,072 Ib O.K. 0.44 Wall#D 4'-6" plywood @ 510 plf 0.49 755 Ib 2,295 Ib O.K. 0.44 Wall #E 5'-11" plywood @ 070 plf 0.4O 616 Ib 5,133 Ib O.K. 0.44 TOTAL 1,541 Ib Page 11 Shear Wail Specification (A) 19/32" CDext plywood sheathing w/ 10d nails with 1-5/5" penetration in framing. Nailing schedule: 6" nail spacing at panel edges and in the field to provide 540 plf shear resistance. (Table 23-IH-1) USE: PHD5 w/ SDS3 and 4x4 post at each first-story plywood shear wall edge. USE: 5/8-" diameter anchor bolts @ 32" O.C. [Note: Minimum distance from the ends of all sill plates to be 4-3/5". Maximum distance from the ends of all sill plates to be 12".] USE: Plate washers (minimum size of 2" x 2" x 3/16") shall be used on each anchor bolt. (D) 19/32" CDext plywood sheathing w/ 10d nails with 1-5/5" penetration in framing. Nailing schedule: 4" nail spacing at panel edges and in the field to provide 51O plf shear resistance. [Note: foundation sill plates and all framing members receiving edge nailing from abutting panels shall not be less than a 3-inch nominal member.] (Footnote 3, Table 23-IH-1) USE: PHD5 w/ SPSS and 4x4 post at each first-story plywood shear wall edge. USE: 5/5" diameter anchor bolts @ 24" O.C. [Note: Minimum distance from the ends of all sill plates to be 4-3/5". Maximum distance from the ends of all sill plates to be 12".] USE: Plata washers (minimum size of 2" x 2" x 3/16") shall be used on each anchor bolt. USE: 3" nominal sitl plate. (C) 19/32" CDext plywood sheathing w/ 10d nails with 1-5/5" penetration in framing. Nailing schedule: 3" nail spacing at panel edges and in the field to provide 665 plf shear resistance. [Note: foundation sill plates and all framing members receiving edge nailing from abutting panels shall not be less than a 3-inch nominal member.] (Footnote 3, Table 23-IH-1) USE: PHD5 w/ SPS3 and 4x4 post at each first-story plywood shear wall edge. USE: 5/5" diameter anchor bolts @ 16" O.C. [Note: Minimum distance from the ends of all sill plates to be 4-3/5". Maximum distance from the ends of all sill plates to be 12".] USE: Plate washers (minimum size of 2" x 2" x 3/16") shall be used on each anchor bolt. USE: 3" nominal sill plate. (D) 19/32" CDext plywood sheathing w/ 10d nails with 1-5/5" penetration in framing. Page 12 Nailing schedule: 2" nail spacing at panel edges and in the field to provide £70 plf shear resistance. [Note: foundation 5ill plates and all framing members receiving edge nailing from abutting panels shall not be less than a 3-inch nominal member.] (Footnote 3, Table 23-ll-H) USE: PHD5 w/ SD53 and 4x4 post at each first-story plywood shear wall edge. USE: 5/S" diameter anchor bolts @ &' O.C. [Note: Minimum distance from the ends of all sill plates to be 4-3/fi>". Maximum distance from the ends of all sill plates to be 12".] USE: Plate washers (minimum size of 2" x 2" x 3/16") shall be used on each anchor bolt. USE: 3" nominal sill plate. Design Shear Values for Horizontal Shear Diaphragms 2t**-Story Roof [~ Reaction at Side Walls = '/a (3.404) = 1,702 Ib (SEISMIC) 1 Minimum Pepth of Horizontal Diaphragm = 22.5 ft ^ Roof Diaphragm Shear = (1,702) / (22.5) = 75 plf ' 2nd-Story Floor r- Reaction at Side Walls = 1/4 (11,671) = 2,917 Ib (SEISMIC) Minimum Depth of Horizontal Diaphragm = 22.5 ft Master Bedroom Roof Diaphragm Shear = (2,917) / (22.5) = 129 plf Horizontal Shear Diaphragm Specification Roof: 19/32" CDext plywood sheathing w/ 10d nails with 1-5/&" penetration in framing. Nailing schedule: 6" nail spacing at diaphragm boundaries and all panel edges and 6" nail spacing in the field, to provide 320 plf shear resistance. (Table 23-ll-H) Floor 19/32" CDext plywood sheathing w/ 10d nails with 1-5/3" penetration in framing. Nailing schedule: 6" nail spacing at diaphragm boundaries and all panel edges and 6" nail spacing in the field, to provide 32O plf shear resistance. (Table 23-IH-1) RETAINING WALL CALCULATIONS Active Soil Pressures The soil type is SD, corresponding to native, decomposed granite soil with a friction angle approximately 30 degrees. The unit weight of the soil is 1O9 pcf. Page 13 The retaining wall supports a 1 : 5.7 (10 degree) upslope above the wall. This surcharge contributes to the "at-rest" active soil pressures acting on the retaining wall, as per the following equation. /c, == 0.37 1 + ^sin <ft (sin </> - cos </> tan p [Reference: United States Navy Design Manual NAVFAC DM-7.3, Table 43 (attached)] Accordingly, <3eissler Engineering estimates the "at-rest" active soil pressures, as follows. = (0.37) (109) = 40.3 pcf Use 41 pcf As per the Christian-Wheeler Engineering Soils Report [Ref: Page 13, CWE 202.920.1 dated February 17, 2003], we design for an equivalent fluid pressure of 55 psf for the "restrained" condition. [Note: the design parameter of 55 psf (equivalent fluid pressure) is conservative for a level backfill and is inclusive gravity and lateral forces. No other load combinations generally need be considered.] [Coordinate System: The x-axis coordinate is along the base of the wall and ranges from x = 0 to x = a ; whereas the y-axis coordinate runs vertically upward and ranges from y = 0 at the bottom of the wall toy = +b at the top. Accordingly, the width of the wall is "a" and the height of the wall is "b".] The height of the wall, "b" = 14 ft. The width of the wall, "a" = 30 ft The ratio, b/a = (14) / (30) = 0.4667 => Use b/a = Yz The retaining wall is considered to have three simply supported edges (the left and right sides and the bottom) and one free edge (the top), aty =b. Accordingly, the bending moments are given in Table 43 of the Theory of Hates and Shells (attached). Retaining Wall Design Parameters - Rear Retaining Wall Height of the Retaining Wall, H = 14 ft WidthofCMUeiock = 12" Page 14 Vertical Steel Reinforcement = #6 @ 8>" 0,C.(Grade 60) Additional Vertical Steel Reinforcement in the lower 6 ft of the wall = #6 @ £>" O.C. (Grade 60) Horizontal Steel Reinforcement - 2-#3 $ £" O.C. (Grade 4O) [Note: Horizontal Steel Reinforcement = 2-#3 @ 16" O.C. (Grade 4O) where the height of the retaining wall is stepped down to 11.5 ft at the stairs.] Sliding) Forces The retaining wall, as shown in the Geissler Engineering Plans dated 4 October 2004, provides lateral support for 14 ft (maximum) feet of soil. Accordingly, the sliding forces are calculated as follows. HYDROSTATIC LOAD - Rear Retaining Wall STRATA _ EQUIVALENT HYDROSTATIC FLUID PRESSURE (PSF) Sandy Soil -0 to 14 feet P(y) = (55) (b) (1 - y/b) (PSF) cfc = (55) (14) (1) - 770 psf (at base of wall) BASE SHEAR - Rear Retaining Wall Horizontal Force _ TOTAL EASE SHEAR (PLF) Sandy Soil -0 to 14 feet F(y = 0) = Jfe (55) (14)2 = 5,390 Ibperft PENDING MOMENT AT TOP OF WALL - Rear Retaining Wall Moment MX @ (Mid-iine) MOMENT MX AT TOP OF THE RETAINING WALL Sandy Soil -O to 14 feet Mx (x = a/2, y = b) = O.0197 [<fc] a2 (PSF) Mx (x - a/2, y = b) = O.0197 (770) (30)2 = 13,652 Ib-ft = 163,225 Ib-in [Reference: Timoshenko, Theory of Plates and Shells, Table 43 (attached)] Pendina Moment My @> (Mid-iine) MOMENT My AT TOP OF THE RETAINING WALL Page 15 Sandy Soil - 0 to 14 feet My (x = a/2, y - b) = 0 [Top of wall is a free surface, hence My = 0] BENDING MOMENT AT MIDDLE OF WALL - Rear Retaining Wall Bendina Moment MX ff (Mid-line) MOMENT MX AT MIDDLE OF THE RETAINING WALL Sandy SoH-0 to 14 feet Mx (x = a/2, y = b/2) = 0.0145 [cfo] a2 _ Mx(x = a/2, y = b/2) = 0.0145 (770) (30)2 = 10,04£> Ib-ft - 120,5£2 Ib-ln i— [Reference: Timoshenko, Theory of Plates and Shells, Table 43 (attached)] Bendina Moment My & (Mid-line') MOMENT My AT MIDDLE OF THE RETAINING WALL Sandy Soil -0 to 14 feet My(x = a/2, y = b/2) = 0.012O [cjj H2 "~ M/x = a/2, y = b/2)= 0.0120 (770) (30)2 = 5,316 Ib-ft = 99,792 Ib-in r~ [Reference: Timoshenko, Theory of F^lates and Shells, Tabfe 43 (attached)] - BENDING MOMENT AT BOTTOM OF WALL - Rear Retaining Wall Eendina Moment MX @ (Mid-line) MOMENT MX AT BOTTOM OF THE RETAINING WALL Sandy Soil -0 to 14 feet Mx (y = 0) = 0 ^ [Bottom of wall is a simply-supported surface, hence Mx = 0] ! j T- Bending Moment My & f Mid-line) MOMENT My AT BOTTOM OF THE RETAINING WALL Sandy Soil -0 to 14 feet My (y = 0) = 0 *~~ [Bottom of wall is a simply-supported surface, hence M^ = 0] ^ CHECK AGAINST SHEAR FAILURE AT BASE OF WALL - Rear Retaining Wall «— The allowable stresses for the design of masonry shall be based upon a value, f m = 4,000 psi. Allowable shear stress in flexural member, per foot of wall for concrete filled CMU block, Fv . is *~ given by the following equation. Page 16 r Fv = 1.0 Vf m - (1.0) (4.OOO)* = 63.1 psi 59.1 > 50 => Use Fv - 50 psi [Equation 7-17, U.E3.C. Section 2107.2.S] Shear resistance per foot of length along the base of the wall, fv, is given as follows. fv = (50) bw d = (50) (12) (12) = 7,200 plf 5,390 < 7,200 OX. CHECK. AGAINST FLEXURAL FAILURE - Rear Retaining Wall Note that the top of the wall is the most critical section in bending. Allowable Tension = A6 fy = (150) (0.44) (60,000) = 39,600 Ib (#6 rebar vertical @> S>" O.C.) [Note: the specifications call for two (2) #6 rebar vertical @ £>" Q.C., one #6 rebar is in compression, the other #6 rebar is in tension.] Moment arm between the tension rebar and the compression rebar = 12 -3-3 = 6 inch Allowable Moment Capacity per foot of wall = (6) (39,600) = 237.6OO Ib-in 163.S25 < 237,600 O.K. CHECK. AGAINST COMBINED FLEXURAL & COMPRESSIVE LOADING - Rear Retaining Wall Elements subjected to combined axial and flexural stresses shall be designed in accordance to the following formula. -*- + — < 1 [Equation 7-16, U&C Section 2107.2.7] 'a M> where f,=— [Equation 7-16, UBC Section 2107.2.7] where F = Imposed axial load + Self-weight of the wall where Imposed axial load = 2,000 plf Page 17 And where Self-weight of the wall = {zero at top of wall; 700 plf at middle of wall; 1,400 plf at bottom of wall} {2.OOO plf at top of wall; 2,700 plf at middle of wall; 3,4OO plf at bottom of wall} And where Ae = (12) (12) = 144 soi in Accordingly, = {13.£ psi at top of wall; 13.7 psi at middle of wall; 23.6 psi at bottom of wall} = 0.25 1- 14Or for — < 99I r J Note that the retaining wall is 14 feet high and consists of 12" CMU solid-grouted block. Accordingly, = (14)(12) / 3.34 = 50.3 50.3 < 99 O.K. Accordingly, F. = 0.25 Accordingly, 1-14Or = (0.25) (4,000)1-f Y (140) (3.34)= 671 psi F. .ft / £71} = 0.016 at top of wall; (1&.7 / £71) = 0.021 at middle of wall; rage (23.6 / 371) = 0.027 at bottom of wall} Where The compressive stress in masonry for the wall in flexure is based upon the assumptions given in Sections 2107.1.4,2107.2.3, and 2107.2.15. (Equation 7-31 U&C Section 21072.15) where k = ^ (npf + 2np - np (Equation 7-33 UBC Section 2107.2.15) where n = modular ratio = Em / E6 where Em = 75O fm = (750) (1,500) = 1,125,000 psi E6 = 29,000,000 psi n = modular ratio = E5 / EM = (29,000,000) / (1,125,000) = 25.7 and where the ratio, p, is the ratio of the area of flexural tensile reinforcement (#6 rebar @ £>" O.C.) to the area, bd, where d is the distance between the compression face and the centroid of the flexural tensile reinforcement (9"). p = 1.5 (0.44) / (12) (9) = 0.0061 Accordingly, = ^ ((25.7) (0.006l)f + 2 (25.7) (O.O061) - (25.7) (0.0061) 19 k =0.42 and where j is given as follows. j = 1-i =(1)- [(0.42)73] = 0.66 and where the factor, - - — = - - - = O.0057bd2(jk) (12)(9)%(0.66)(0.42)J From the application of the Theory of Plates and Shells (above), we have the following results top* waii = 163,625 Ib -in (Free edge at the top of the wall)) = 120,562 Ib -in (Middle of the wall) = 0 Ib Hn (Simply supported along the bottom edge) Accordingly, f¥ = - £ — = {(163,625) (0.0057) = 933 psi compressive stress at top of wall;P a \^j KJ (120,562) (0.0057) = 667 psi compressive stress at middle of wall; ((null) (0.0967) = null at bottom of wall} The allowable stresses for the design of masonry shall be based upon a value, f m = 4,000 psi. Accordingly, the allowable flexural compressive stress, Fb, is given as follows. Fb= 0.33 f m = (0.33) (4,000) = t,32O psi 1,320 < 2,000 O.K. [Equation 7-15, U&C Section 2107.2.6] Hence, the ratio, — , can be evaluated, as follows. F, ^- = {(933) / (1,320) = 0.71 at top of wall; n» (667) / (1,320) = 0.52 at middle of wall; ((null) / (1,320) = null at bottom of wall} Page 20 Finally, the ratio, — + — , can be evaluated, a& follows. -«-+-*-= {(O.016 + 0.71) - 0.726 < 1 OX. at top of wall; Fa n, (0.021 + 0.52) = 0.541 < 1 O.K. at middle of wall; (O.O27 + 0) = 0.027 < 1 O.K. at bottom of wall} RETAINING WALL DESIGN PARAMETERS - Side Retaining Walls REF: Section 2-2' on Sheet S3 and Petail 3 on Sheet S3 Height of the Retaining Wall, H = 10 ft (maximum) [Note: the amount of earth retained decreases from 10ft at the rear of the garage to approximately 2 ft at the front of the garage.] Width of CMU Block = 5" Vertical Flexural Tensile Steel Reinforcement = #6 @ £>" O.C. (Grade 60) Vertical Flexural Compressive Steel Reinforcement = #6 @ &" O.C. (Grade 60) Horizontal Steel Reinforcement = 2-#3 © 8>" O.C. (Grade 4O) Sliding Forces The retaining wall along the sides of the garage, as shown in the Geissler Engineering Plans dated 4 October 2004, provides lateral support for 12 ft (maximum) feet of soil ft at the rear of the garage to 2 ft at the front of the garage. For purpose of structural analysis, we shall check the adequacy of the garage wall along Section 2, where the height of the retained soil in & ft. This section is the most critical section, because farther toward the rear of the garage, the back wall provides moment-resistance restraint of the sidewall; farther towards the front of the garage, the soil being retained decreases. Accordingly, the sliding forces are calculated for an 8>-ft height of retained soils, as follows. Page 21 HYDROSTATIC LOAD - Side Retaining Walls STRATA EQUIVALENT HYDROSTATIC FLUID PRESSURE f PSF) .- Sandy Soil -0 to 10 feet P(y) = (55) (b) (1 - y/b) (PSF) cjo = (55) (ft) (1) - 440 psf (at base of wall) BASE SHEAR - Side Retaining Walls Horizontal Force TOTAL BASE SHEAR (PLF) - Sandy Soil - 0 to 10 feet F(y = 0) = Vfe (55) (d)2 - 1,760 Ibperft For the purpose of this calculation, we shall assign the 100% of the bending moment to the """ bottom of the garage sidewall, on the theory that the rear wall of the garage contributes nothing to the bending-moment capacity of thesidewall of the garage. [Note: this is a very different analysis than presented (above) for the rear wall of the garage. !n that case, the slab and sidewallsof the garage provide simple support along three edges (left, right and bottom) of the rear wall, whereas in the instant case, the front wall of the garage is missing, and hence ^ makes the bending-moment capacity of the foundation critical to the stability of the sidewalL] CHECK AGAINST SHEAR FAILURE AT BASE OF WALL - Side Regaining Walls •i— I The allowable stresses for the design of masonry shall be based upon a value, f m = 4,000 psi. P Allowable shear stress in flexural member, perfoot of wall for concrete filled CMU block, FV) is 1 given by the following equation. r , | Fv = 1.0 Vfm = (1.0) (4,000)* = 63.1 psi 59.1 > 50 => Use Fv = 50 psi [Equation 7-17, U.B.C. Section 2107.2.3] r* Shear resistance per foot of length along the base of the wall, fv, is given as follows. fw = (50) bw d = (50) (12) (ft) = 4,aOO plf 1,760 < 4.5OO O.K. BENDING MOMENT AT BOTTOM OF WALL - Side Retaining Walls Bendina Moment MX MOMENT MX AT BOTTOM OF THE RETAINING WALL Sandy Soil -Q to S> feet F(y = 0) = 1/3 Yz (55) (ft)3 = 4,693 Ib - ft Maximum Bending Moment = (4,693) (12) = 56,616 lb->r Page 22 CHECK; AGAINST FLEXURAL FAILURE - side Retaining Note that the top of the wall is the most critical section in bending. Allowable Tension = A6 fy = (1.5) (0.44) (60,000) = 39,60O Ib (#6 rebar vertical @ &' O.C.) Moment arm between the tension rebar and the compression rebar =6-3-2=3 inch (Minimum) Allowable Moment Capacity per foot of wall = (3) (39,600) = 113,600 Ib-in 56,616 <11S,600 OX. [Note: The slab foundation and footing resists the imposed moment at the base of the wall. As per the Christian-Wheeler Engineering Soils Report, the allowable bearing capacity of the native soil is 3,500 psf, increased for depth and width to a maximum value of 5,000 psf, At the base of the garage sidewall footing, a value of 5,000 psf for soil bearing is conservative. Thus, without relying upon the strength of the reinforced concrete garage slab whatsoever, a footing width of 3.0 ft below the garage sidewall is capable of resisting an overturning moment, as follows. Moment-resisting capacity of foundation to subgrade soils= (1/3) (2.5) (5,000) = 4,166 Ib-ft = 50.OOO Ib-in Additional Moment- resisting capacity of foundation is provided by the weight of the backfill, Wbacwiij. on the 1-ft extension of the footing behind the wall (Ref: Section 2-2' on Sheet S3 and Detail 3 on Sheet S3). The weight of the backfill is as follows. The centroid of this backfill behind the wail is located 2 ft from the inside edge of the footing, Calculating the restoring moment about the inside edge of the footing (the point of rotation of the footing) gives the following restoring moment, M^^, for the backfill. MteMB - (2) (672) = 1,744 Ib-ft = 20,926 Ib-in Likewise, the self-weight of the retaining wall (the sidewall of the garage) also resists overturning and contributes to the stability of the wall. The weight of the wall is as follows. (125) = 1,500 Ib Page 23 The centroid of this retaining wall is located approximately 1.5 ft from the inside edge of the footing. Calculating the restoring moment about the inside edge of the footing (the point of rotation of the footing) gives the following restoring moment, MetdmtMifor the backfill. Ms^all - (1.5) (1,500) = 2,250 Ib-ft = 27,000 Ib-in The combined moment-resisting capacity of the footing at the b#se of the sideivall of the garage is as follows. M.ubslwj9 + Mbackfill + M6idwall = 50,000 + 20,923 + 27,000 = 97,92S> Ib-in 56,616 < 97,92£ OX. Page 24 GEISSLER ENGINEERING Peter 5. Geissler Civil Engineer Lie. C44320 Contractor Lie. A464570 Plastino Building, Suite 230 2533 South Coast Highway 101 Cardiff-by-the-Sea, CA 92007 Office 760 - 633 - 4252 Fax 760-633-4259 Mobile 760 - £15 - 5054 STRUCTURAL ANALYSIS (REVISED) Kancho Cazadero, Unit "3" Lot 306, La Costa Meadows 2S19 Cazadero Street Carlsbad, CA Date: 15 November 2004 Project: Residence "B" Lot 306, La Costa Meadows 2£19 Cazadero Street Carlsbad, CA Client: Cazadero Homes, Inc. Mr. Ronald S. Paul 2954 Hawks Eye Place Carlsbad, CA 920O9 Geotechnical Consultant: Christian — Wheeler Engineering 4925 Mercury Street San Diego, CA 92111 Geotechnical Report : [Soils Report CWE 202.920.1 dated February 17, 2003] (Seissler Engineering Project No. O4 - 539 - & VERTICAL LOADS Roof Loads Dead Loads Metal Roofing 30# Felt R-30 Insulation 19/32" CD ext plywood sheathing 2" x 4" roof truss @ 24" O.C. Electrical / Mechanical 1/2" Gypsum wallboard 2.4 0.5 0.5 ta 4.0 1.0 2.5 psf psf psf psf psf psf psf Dead Loads Slope factor (6 in 12 slope) Live Loads (6 in 12 slope) Total Koof Loads 12.7 psf x1.12 14.2 psf => USE 15 psf 16 psf (Table 16-A) 31 psf Exterior Wall Loads Pead Loads 7/6" stucco 1-layerof#15felt 19/32" CD ext plywood sheathing 2" x &' stud @> 16" O.C. R-19 Insulation 1/2" Gypsum wailboard Total Exterior Wall Loads 10 0.5 1.6 1.4 0.5 2.5 psf psf psf psf psf psf 16.7 psf USE 17 psf Interior Wall Loads Dead Loads 1/2" Gypsum wailboard 2"x4"stud$16"O.C. 1/2" Gypsum wailboard Total Wall Loads 25 0.9 2.5 psf psf psf 5.9 psf USE 6 psf 2"-Story Floor Loads Dead Loads 5/6" hardwood flooring 19/32" CD ext plywood sheathing 16" TJI CTK 250 floor joists & 16" O.C. Electrical / Mechanical 1/2" Gypsum wailboard Total Sub Floor Dead Loads 1.6 psf 1.6 psf 2.3 psf 1.0 psf 2.5 psf 9.5 psf USE 10 psf Page 2 Live Loads 4O psf (Table 16-A) Total Sub Floor Loads 50 psf Floor Loads Dead Loads 5/£>" hardwood flooring 1.6 psf 19/32" CD ext plywood sheathing 1.6 psf 16" TJI CTR 250 floor joists @ 16" O.C. 2.3 psf Electrical / Mechanical 1.0 psf R-30 Insulation 0.5 psf " Gypsum ivallboard (1-hour fire rating) 3.1 psf Total Sub Floor Dead Loads 10.3 psf => USE 11 psf Live Loads 4O psf (Table 16-A) Total Sub Floor Loads 51 psf 2™L5tory Deck Loads (Adjacent to Master Bedroom) Dead Loads Dex-o-Tex Waterproofing 1.0 psf 19/32" CD ext plywood sheathing \£> psf 2" x &" floor joists @> 16" O.C. 1.9 psf Framing for railings 1.0 psf Dead Loads 5,7 psf => USE 6 psf Live Loads 40 psf (Table 16-C) Total 2nd-Story Deck Loads 4£ psf 1gt-Story Deck Loads (Adjacent to Living Room) Dead Loads Dex-o-Tex Waterproofing 1.0 psf 19/32" CD ext plywood sheathing 1.3 psf 1-3/4" x 16" LVL floor joists @> 16" O.C. 6.0 psf R-3O Insulation 0.5 psf 5/3" Gypsum waflboard (1-hour fire rating) 3.1 psf Framing for railings 1.O psf Page 3 Dead Loads 13.4 psf => USE 14 psf Live Loads 4O psf (Table 16-C) Total 1ot-Story Peck Loads 54 psf of Flush geam in Garaae (5-1/4" x 16" (5an0iam LVD D.L. + L.L = 14 + 4O = 54 psf Tributary Area - 12 sc^ft per ft Unit Load = (12) (54) = 648> plf Section Properties: 5 = 224 in3 I = 1,792 in4 Span = 11 ft Material Properties: Use GangLam LVL Fb2,950 E2.0 Fb = 2,950 psi E = 2,000,000 psi (Design Manual, Engineered Wood Products Division 6, Louisiana-Pacific 1999) Maximum allowable bending moment: 52,549 Ib-ft Maximum bending moment: ^=(i2)(54)(,y fe b_jn m-x section modulus: ^^ = £11^ = 39 ,„» 39 < 224 OX. F,^ (2.950) Check deflection: A /4 5Q2)(54)(lir(l2 354 H/ 3&4 (2,OOO,000) (1,792) Deflection Limitation: L/24O = 0.55" 0.06 < 0.55 Page 4 Design of 1-3/4" x 16" TJI CTR 250 Floor Joists & 16" Q.C. D.L. + L.L. = 14 + 4O = 54 psf Tributary Area = 1.33 s^ft per ft Unit Load = (1.33) (54) = 72 plf Span = 19.5ft (Maximum) Material Properties: Use 1-3/4" x 16" Tji CTR 25O Floor Joists El x 106 = 691 (Design Manual, Engineered Wood Products Division 6, Louisiana-Pacific 1999) Maximum Allowable Moment = 6,200 Ib-ft (Design Manual, Engineered Wood Products Division 6, Louisiana-Pacific 1999) Maximum bending moment: M = = —— = 3,413 II? —ft 3,413 < 6,200 O.K.. Check deflection: A = 5 w '* = 5 O-55) C54) (19'5>4 Off _ c.31" "MX B 334 (691,000,000) Deflection Limitation: L/24O = 0.96" 0.34 < 0.95 O.K. HORIZONTAL FORCES Wind P = Ce C^ o^ lw (Section 1620, Equation 20-1) Where Ce = 0.72 (Table 16-G, Exposure f3) Page 5 C, = 1.3 = 12.6 psf = 1.00 (Table 16-H, Method 2) (Table 16H, for 70 mph maximum wind speed) (Table 16-K) P = (0.72) (1.3) (12.6) (1.00) = 11.0 psf Total shear force due to wind is as follows. USE 12 psf Average height = 23 ft Maximum length = 60 ft p (12 psf) (23 ft) (59 ft) = 16,254 Ib (TOTAL WfNP SHEAR) Seismic Building conforms to Section 1629.&.2 y -30C (Section 1630.2.3.2, Equation 30-11) where C = 0.4O N = 1.O = 5.5 3.0 C, , (3.0) (0.40) (1.0)- ±W = ± - !± — -^-!-R (5.5) (Table 16-Q.) (Table 16-S, Ref. Oreensfelder, Roger, W., 1974. Maximum credible rock acceleration from earthquakes in California: California Division of Mines and Geology, Map Sheet 23. and Jennings, Charles W., 1975, Fault Map of California: California Division of Mines and Geology, California. Distance from the site to a major Type "E5" fault, namely the Rose Canyon Fault, is greater than 10 km.) (Table 16-N light-frame construction: plywood shear wall system) Areas and weights acting at the 2nd-story double late Roof 770 set ft ig* 15 P^f = 11^50 Ib Page 6 Exterior Walls - 2 -Story 511 s^ft<§> 17 psf = £,6£7 Ib Interior walls - S^-Story 235> s^ ft <§> 6 psf = 1,420 Ib 2""-Story Seismic Weight (w2) 21,665 Ib Areas and weights acting at the 1ftt-story double plate r-Story Roof £42 eq ft S> 15 psf = 12,630 Ib 2nd-Story Floor 770 sq ft 0) 10 psf = 7,700 Ib Z^-Story Deck 60 e<\ ft @> 6 psf = 36O Ib '/e Exterior Walls - 2nd-Story 511 scj, ft @ 17 psf = 6,6&7 Ib ^ Interior walls - 2nd-Story 23d s^ft @ 6 psf = 1,42& Ib Vz Exterior Walls - 16t-Story 1,127 sc^ft @ 17 psf = 19,159 Ib te Interior walls - 1et-Story 441 s^ft @J 6 psf = 2,646 Ib r-Story Seismic Weight (w,) 52,610 Ib Total Seismic Weight: W = w2 + w, = 21,665 + 52,610 - 74,275 Ib V^tonic - (°-22) (74,275) = 16,340 Ib (TOTAL BASE SHEAR) .'. (SEISMIC GOVERNS) Vertical Distribution of Force Method A - Simplified design base shear based on Section 1630.2.3.2 30CX K. where w, (Section 1630.2.3.3, Equation 30-12) K. and = (0-22) (21,665) = 4,766 Ib = (0.22) (52,610) = 11,574 Ib K The vertical shear distribution, by floor, is given as follows. V2 = 4,766 Ib V, = 4,766 Ib + 11574 Ib = 16.34O Ib Page? Accordingly, the values of shear obtained from Method A shall be used for design purposes. The Reliability/Redundancy Factor, p, is evaluated as per Equation 30-3, as follows. 20p = 2 -- = (Equation 3O-3, Section 1630.1) where rm«x = maximum element-story shear ratio at any story at or below 2/3 of the height of the building. For a shear wall, each value of r, is given by the expression: where iw is the length of the shear wall in feet. In order to evaluate the element-story shear ratios, the shear resisting elements must be identified, as follows. The 2nd story floor area of the building, AB, is as follows. Accordingly, the 2nd story Reliability/Redundancy Factor, p, is evaluated as per Equation 30-3, Section 1630.1, as follows. 2O 2O p = 2 -- p— = 2 -- 7== = 2- (1.64) = 0.36 => USE p = 1.0 r_V^ 0.44/770 (Equation 3O-3, Section 1630.1) Reliability/Redundancy Factor, p, may not be less than 1.0 (Ref: Section 1630.1). Therefore, the earthquake toad due to base shear is given as follows. The 1st story floor area of the building, Ap, is as follows. AB = 1.612 sq ft Accordingly, the 1et story Reliability/Redundancy Factor, p, is evaluated as per Equation 3O-3, Section 1630.1, as follows. PageS 2O 2O = 2 - (1.66) = 0.54 => USE p = 1.0 ^A 0.301612 (Equation 30-3, Section 1630.1) Reliability/Redundancy factor, p, may not be less than 1.0 (Kef. Section 1630.1). Therefore, the earthquake load due to base shear is given as follows. E2 = p V2 = (1.0) (4,766) = 4,766 Ib (STRENGTH LEVEL) E2 = p V2 = (1.0) (4,766) / (1.4) = 3,404 Ib (WORKING STRESS) E, = p V, = (1.0) (16,34O) = 16,34Olb (STRENGTH LEVEL) E, = p V, = (1.0) (16,340) / (1.4) = 11,671 Ib (WORKING STRESS) Calculation of Applied Shear Base Shear The base shear, 11,671 Ib, is shared between the garage (Sheet S6) and the ground-floor bedroom wing (S7). The base shear is distributed according to floor diaphragm areas, as follows. Garage 3ase Shear = (11,671) (969) / (969 + 661) = 6,554 Ib Bedroom-Wing Base Shear = (11,671) (661) / (969 + 651) = 4,316 Ib Check: 6,864 + 4,616 = 11,671 O.K. 2nd-Story Shear The 2nd-story shear, 3,404 Ib, is shared between the living room wing (Sheet 57) and the second-floor bedroom wing (66). The 2ru*-story shear is distributed according to floor diaphragm areas, as follows. Living Room Wing 2nd-Story Shear = (3,404) (635) / (635 + 691) = 1,662 Ib Bedroom-Wing 2"d-Story Shear = (3.4O4) (691) / (635 + 691) = 1,541 Ib Check: 1,662 + 1,541 = 3.4O3 O.K. Page 9 Shear Resisting Elements 1rt-Story Garage Shear - Long Axis (Reference: Sheet Element Shear Resisting Element y</Vstory Applied Shear Allowable Shear r, Wall #1 SW24x7x6 0 461 plf 0.05 342 Ib 960 Ib OX. 0.27 SW24x7x6 0 461 plf 0.05 342 Ib 96O Ib OX. 0.27 SW24x7x6 0 461 plf 0.05 342 Ib 96O Ib OX. 0.27 Wall #2 4 ft CMU0 670 plf 0.49 3,356 Ib 3,460 Ib OX. N/A Wall #3 29 ft CMU 0 670 plf 0.36 2,467 Ib 25,230 Ib O.K. N/A TOTAL 6,654 Ib 1rt-Story Garage Shear - Short Axis (Reference: Sheet S6) Element Shear Resisting Element vAetory Applied Shear Allowable Shear r, Wall #B 1V-9" plywood 0 510 plf 0.57 3,906 Ib 5,992 Ib OX. 0.44 Wall #F 24r-3" CMU 0 670 plf 0.43 2,947 Ib 21,097 Ib OX. 0.44 TOTAL 6,654 Ib Bedroom Wing Shear - Long Axis (Reference: "Second-Story" on Sheet S7) Element Shear Resisting Element vfoetoiy Applied Shear Allowable Shear r, Wall #C 6'-6" plywood @ 510 plf 0.10 461 Ib 3,315 Ib OX. 0.22 14'-11" plywood 034Oplf NA NA NA NA NA Wall #D 7-6" plywood @ 510 plf 0.34 1,637 Ib 3.625 Ib OX. 0.20 4'-6" plywood 0 510 plf 0.15 722 Ib 2,295 ib OX. 0.30 Wall #E 5'-1" plywood 0 510 plf 0.15 722 Ib 2,601 Ib OX. 0.30 7-6" plywood 0 510 plf 0.25 1,204 ib 3,911 Ib OX. 0.26 TOTAL 4,616 Ib J^-Story Bedroom Wing Shear- Short Axis (Reference: "Second-Story" on Sheet S7) Element Shear Resisting) Element ve/vstory Applied Shear Allowable Shear r, Wall #3 (Vfe) 17-3" plywood @ 670 plf 0.26 1,252 Ib 7,503 Ib OX. 0.44 Wall #4 17-3" plywood @ 51O plf 0.49 2,359 Ib 6,797 Ib OX. 0.44 Wall #5 4-11" plywood 0 510 plf N/A N/A N/A N/A N/A 10 4-6" plywood & 070 plf 0.25 1,204 Ib 3,815 Ib OX. 0.44 TOTAL 4.016 Ib 2"J-Story Living Room Wing Shear - Long Axis (Reference: "Second-Story" on Sheet S7) Wall #2 Wall #3 SW24x9-RF g SW24x9-RF <§ SW24x9-RF & SW24x9-RF € 5793 i)793 >793 3793 (%) 2V-0" plywood « 7-11" plywood (g) 510 plf pif plf plf P070 plf V t/t*\ 0.14 0.14 0.14 0.14 pif 0.25 0.10 674 674 674 674 305 277 ib Ib Ib Ib fb Ib 1,130 fb 1,130 Ib 1,130 Ib 1,130 Ib 9,426 Ib 4,000 Ib 0X. OX. 0 D 0 0 X. X. X. X. 0.35 0.35 0.35 0.35 0.14 0.20 TOTAL 1,062 Ib Z^-Story Living Room Wing Shear- Short Axis (Reference: "Second-Story11 on Sheet S7) Element Shear Resisting Element vjv&tory Applied Shear Allowable Shear r. Wall #A SW24x9 0 793 plf 0.26 404 Ib 1,130 Ib O.K. 0.25 SW24x9 @ 793 plf 0.26 404 Ib 1,130 Ib OX. 0.25 Wall #F 19'-5" plywood 0 070 plf 0.47 075 Ib 21,097 Ib O.K. 0.44 TOTAL 1,062 Ib 2IW)-Story -Master Bedroom Short Axis (Reference: "Third Story" on Sheet S-0) Element Shear Resisting) Element V^/V^^ Applied Shear Allowable Shear r, Wall #3 0-0" plywood @ 070 plf 0.50 770 Ib 6,960 Ib OX. 0.44 Wall #5 4'-6" plywood 0 070 plf 0.50 770 Ib 3,915 Ib OX. 0.44 TOTAL 1,541 Ib -Master Bedroom Long Axis (Reference: "Third Story" on Sheet S-0) Element Shear Resisting Element v</vstor Applied Shear Allowable Shear r. Wall #C Wall #D Wall #E 5'-7' 4'-6" 5'-11" plywood plywood plywood 0070 0510 0070 plf plf plf TOTAL 0.11 0.49 0.4O 169 755 616 1,541 fb Ib Ib Ib 4,072 2,295 5.133 ib Ib Ib OX. OX. OX, 0.44 0.44 0.44 Shear Wall Specification (A) 19/32" CDext plywood sheathing w/ 10d nails with 1-5/5" penetration in framing. Nailing schedule: 6" nail spacing at panel edges and in the field to provide 340 plf shear resistance. (Table 23-IH-1) USE: PHD5 w/ SDS5 and 4x4 post at each first-story plywood shear wail edge. USE: 5/5" diameter anchor bolts $> 32" O.C. [Note: Minimum distance from the ends of all sill plates to be 4-3/5". Maximum distance from the ends of all sill plates to be 12",] USE: Plate washers (minimum size of 2" x 2" x 3/16") shall be used on each anchor bolt. 19/32" CDext plywood sheathing w/ 10d nails with 1-5/5" penetration in framing. Nailing schedule: 4" nail spacing at panel edges and in the field to provide 510 plf shear resistance. [Note: foundation sill plates and all framing members receiving edge nailing from abutting panels snail not be less than a 3-inch nominal member.] (Footnote 3, Table 23-11-1-1) USE: PHD5 w/ SDS5 and 4x4 post at each first-story plywood shear wail edge. USE: 5/5" diameter anchor bolts @> 24" O.C. [Note: Minimum distance from the ends of all sill plates to be 4-3/3". Maximum distance from the ends of all sill plates to be 12".] USE: Plata washers (minimum size of 2" x 2" x 3/16") shall be used on each anchor bolt. USE: 3" nominal sill plate. (C) 19/32" CDext plywood sheathing w/ 10d nails with 1-5/5" penetration In framing. Nailing schedule: 3" nail spacing at panel edges and In the field to provide 665 pff shear resistance. [Note: foundation sill plates and all framing members receiving edge nailing from abutting panels snail not be less than a 3-inch nominal member.] (Footnote 3, Table 25-M-I-1) USE: PHD5 w/ SDS5 and 4x4 post at each first-story plywood shear wall edge. USE: 5/5" diameter anchor bolts @ 16" O.C. [Note: Minimum distance from the ends of all sill plates to be 4-3/5". Maximum distance from the ends of all sill plates to be 12".] USE: Plate washers (minimum size of 2" x 2" x 3/16") shall be used on each anchor bolt. USE: 3" nominal sill plate. (D) 19/32" CDext plywood sheathing w/ 1Od nails with 1-5/5" penetration in framing. Facje 12 Nailing schedule: 2" nail spacing at panel edges and in the field to provide 2>70 pif shear resistance. [Note: foundation sill plates and all framing members receiving edge nailing from abutting panels shall not be less than a 3-inch nominal member.] (Footnote 3, Table 23-IH-1) USE: PHD5 w/ SD55 and 4x4 post at each first-story plywood shear wall edge. USE: 5/£" diameter anchor bolts @ £>" O.C. [Note: Minimum distance from the ends of all sill plates to be 4-3/&". Maximum distance from the ends of all sill plates to be 12".] USE: Plate washers (minimum size of 2" x 2" x 3/16") shall be used on each anchor bolt. USE: 3" nominal sill plate. Design Shear Values for Horizontal Shear Diaphragms Roof Reaction at Side Walls = % (3.4O4) = 1,702 Ib (SEISMIC) Minimum Depth of Horizontal Diaphragm = 22.5 ft Roof Diaphragm Shear = (1,702) / (22.5) = 75 pif 2^-Story Floor Reaction at Side Walls = 1/4 (11,671) = 2,917 Ib (SEISMIC) Minimum Depth of Horizontal Diaphragm = 22.5 ft Master Bedroom Roof Diaphragm Shear = (2,917) / (22.5) = 129 pif Horizontal Shear Diaphragm Specification Roof: 19/32" CDext plywood sheathing w/ 10d nails with 1-5/S" penetration in framing. Nailing schedule: 6" nail spacing at diaphragm boundaries and all panel edges and 6" nail spacing in the field, to provide 320 pif shear resistance. (Table 23-IH-1) Floor 19/32" CDext plywood sheathing w/ 10d nails with 1-5/5" penetration in framing. Nailing schedule: 6" nail spacing at diaphragm boundaries and all panel edges and 6" nail spacing in the field, to provide 320 pif shear resistance. (Table 23-11-1-1) RETAINING WALL CALCULATIONS Active Soil Pressures The soil type is SD, corresponding to native, decomposed granite soil with a friction angle approximately 30 degrees. The unit weight of the soil is 1O9 pcf. Page 13 The retaining wall supports a 1 : 5.7 (10 degree) upslope above the wall. This surcharge contributes to the "at-rest" active soil pressures acting on the retaining wall, as per the following equation. n2 \ + ^sin ^ (sin 0 - cos ^ tan /?) [Reference: United States Navy Design Manual NAVFAC DM-7.3, Table 43 (attached)] Accordingly, Geisster Engineering estimates the "at-rest" active soil pressures, as follows. = (°-37) 009) - 4O.3 pcf Use 41 pcf As per the Christian-Wheeler Engineering Soils Report [Ref: Page 13, CWE 202.920.1 dated February 17, 2003], we design for an equivalent fluid pressure of 55 psf for the "restrained" condition. [Note: the design parameter of 55 psf (equivalent fluid pressure) is conservative for a level backfill and is inclusive gravity and lateral forces. No other load combinations generally need be considered.] [Coordinate System: The x-axis coordinate is along the base of the wall and ranges from x = 0 to x = a ; whereas the y-axis coordinate runs vertically upward and ranges from y = 0 at the bottom of the wall to y = +b at the top. Accordingly, the width of the wall is "a" and the height of the wall is "b".] The height of the wall, "b" = 14 ft. The width of the wall, "a" = 30 ft The ratio, b/a - (14) / (30) = 0.4667 => Use b/a = Yz The retaining wall is considered to have three simply supported edges (the left and right sides and the bottom) and one free edge (the top), at y =b. Accordingly, the bending moments are given in Table 43 of the Theory of Plates and Shells (attached). Retaining Wall Design Parameters Height of the Retaining Wall, H =14 ft Width of CMU Block = 12" Page 14 Vertical Steel Reinforcement =#6@ &" O.C.(Grade 60) Additional Vertical Steel Reinforcement in the lower 6 ft of the wall = #6 @ &10.C, (Grade 60) Horizontal Steel Reinforcement = 2-#3 £> 3" O.C. (Grade 4O) [Note: Horizontal Steel Reinforcement = 2-#3 @ 16" O.C. (Grade 40) where the height of the retaining wall is stepped down to 11.5 ft at the stairs.] Sliding Forces The retaining wall, as shown in the Geissler Engineering Plans dated 4 October 2004, provides lateral support for 14 ft (maximum) feet of soil. Accordingly, the sliding forces are calculated as follows. HYDROSTATIC LOAD STRATA EQUIVALENT HYDROSTATIC FLUID PRESSURE fPSF) Sandy Soil-O to 14 feet P(y) = (55) (b) (1 -y/b) (PSF) <k = (55) (14) (1) = 770 psf (at base of wall) BASE SHEAR Horizontal Force TOTAL PASE SHEAR fPLFl Sandy Soil-0 to 14 feet F(y = 0) = Vz (55) (14)2 = 5,390 Ibperft SENDING MOMENT AT TOP OF WALL Pending Moment MX @ CMid-line) MOMENT MX AT TOP OF THE RETAINING WALL Sandy Soil-0 to 14 feet Mx (x - a/2, y = b) = 0.0197 [qj a2 (PSF) Mx (x = a/2, y - b) = 0.0197 (77O) (50)2 - 13,652 Ib-ft = 163,&25 Ib-in [Reference: Timoshenko, Theory of Plates and Shells, Table 43 (attached)] Moment My @ CMidHine) MOMENT My AT TOP OF THE RETAINING WALL ?a%& 15 Sandy Soil-0 to 14 feet My (x = a/2, y = b) = 0 [Top of wall is a free surface, hence My = 0] BENDING MOMENT AT MIDDLE OF WALL Vending Moment MX & (Mid-line^ MOMENT MX AT MIPPLE OF THE RETAINING WALL Sandy Soil-0 to 14 feet Mx (x = a/2, y = b/2) = O.O145 [%| a2 Mx(x = a/2, y = b/2) = 0.0145 (770) (30)2 = 10,046 Ib-ft = 120,562 Ib-in [Reference: Timoshenko, Theory of Platas and Shells, Table 43 (attached)] Bending Moment My @ (Mid-line) MOMENT My AT MIPPLE OF THE RETAINING WALL Sandy Soli-0 to 14 feet My(x = a/2, y = b/2) = 0.0120 [<y H2 My(x = a/2, y = b/2)= 0.0120 (770) (50)2 = 6,316 Ib-ft = 99,792 Ib-in [Reference: Timoshenko, Theory of Plates and Shells, Table 43 (attached)] BENDING MOMENT AT BOTTOM OF WALL Bending Moment MX & (Mid-line) MOMENT MX AT BOTTOM OF THE RETAINING WALL Sandy Soil-0 to 14 feet MK (y = 0) = 0 [Bottom of wall is a simply-supported surface, hence MK = 0] Bendina Moment My @ (Mid-line) MOMENT My AT BOTTOM OF THE RETAINING WALL Sandy Soil-0 to 14 feet My (y = 0) = 0 [Bottom of wall is a simply-supported surface, hence My = 0] Check Against Shear Failure at Base of Wall Allowable shear strength per foot of wall for 2,000 psi reinforced concrete filled CMU block = 60 psi 16 GEISSLER ENGINEERING Peter 5. Geissler Civil Engineer Lie. C44320 Contractor Lie. A464570 Flastino Building, Suite 23O 2533 South Coast Highway 101 Cardiff-by-the-Sea. CA 92007 Office 760 - 633 - 4252 Fax 760 - 633 - 4259 Mobile 760 - 015 - 5054 ENGINEER'S SLOPE CERTIFICATION PD04-12 DWG No. 421-64 Date: Client: Re: Data: Ref: 27 October 2004 Mr. Ronald S. Paul Cazadero Homes, Inc. 2954 Hawks Eye Place Carlsbad, CA 92009 Ranch Cazadero, Unit "B" - SLOPE ANALYSIS Lot 306, La Costa Meadows 2819 Cazadero Street Carlsbad, CA Topographical and Survey data provided by Thompson Land Surveyors 2615 Fire Mountain Drive, Oceanside, CA City of Carlsbad PD 04-12 DWG No. 421-64 Geissler Engineering Project No. 03-539 TO WHOM IT MAY CONCERN I, Peter S. Geissler, Licensed Civil Engineer in the State of California, verily believe and hereby certify that the Slope Analysis dated October 27, 2004 and prepared by Geissler Engineering is an accurate representation of the topographical and survey data provided by Thompson Land Surveyors of the real property known as Lot 306, La Costa Meadows, 2819 Cazadero Street, Carlsbad, CA. Signed this 27th day of October 2004. Peter S. Geissler, Ph.D., P.E. GEISSLER ENGINEERING G E I S S L E R ENGINEERING Peter S. Ge'\se\er Civil Engineer Lie. C44320 Contractor Lie. A464570 STRUCTURAL ANALYSIS Rancho Cazadero, Unit "B" Lot 306, La Costa Meadows Cazadero Street Carlsbad, CA Date: 25 April 2004 Project: Residence "0" Lot 306, La Costa Meadows 2&19 Cazadero Street Carlsbad, CA Client: Cazadero Homes, Inc, Mr. Ronald S, Paul 2954 Hawks Eye Place Carlsbad, CA 92009 Geotechnical Consultant: Christian -Wheeler Engineering 4925 Mercury Street San Diego, CA 92111 Geotechnical Report : [Soils Report CWE 202.920.1 dated February 17,2003] X mi iirt <V\ G» . ^\ WftnC'nnui* A,/%gr Reft Geissler Engineering Project No. 04 - 539 - VERTICAL LOADS Roof Loads Dead Loads Metal Roofing 30# Felt R-30 Insulation 19/32" CD ext plywood sheathing 2"x4"rooftruss@24"O.C. Electrical / Mechanical 1/2" Gypsum wailboard 2.4 0.5 0.5 1.5 4.0 1.0 2.5 psf psf psf psf psf psf psf Dead Loads Slope factor (6 in 12 slope) Live Loads (6 in 12 slope) Total Roof Loads 12.7 psf xl.12 31 psf 14.2 psf => USE 15 psf 16 psf (Table 16-A) Exterior Wall Loads Dead Loads 7/&1 stucco Mayer of #15 felt 19/32" CD ext plywood sheathing 2" x 6" stud 0 16" O.C. R-19 Insulation 1/2" Gypsum waliboard Total Exterior Wall Loads 10 0.5 1.6 1.4 0.5 2.5 psf psf psf psf psf psf 16.7 psf =3- USE 17 psf interior Wall Loads Dead Loads 1/2" Gypsum wallboard 2"x4"stud016"O.C. 1/2" Gypsum wallboard Total Wall Loads 2.5 psf 0.9 psf 2.5 psf 5.9 psf USE 6 psf 2n<J-Story Floor Loads Dead Loads 5/S>" hardwood flooring 1.6 psf 19/32" CD ext plywood sheathing 1.6 psf 16" TJI CTR 250 floor joists @ 16" O.C. 2.3 psf Electrical / Mechanical 1.O psf 1/2" Gypsum waliboard 2.5 psf Total Sub Floor Dead Loads Live Loads 9.5 psf => USE 10 psf 40 psf (Table 16-A) Total Sub Floor Loads 50 psf 1*-Story Floor Loads Pead Loads 5/£" hardwood flooring 1.6 psf 19/32" CP <?xt plywood sheathing 1.5 psf 16" TJI CTR 250 floor joists €> 16" O.C. 2.3 psf Electrical / Mechanical 1.0 psf R-30 Insulation 0.5 psf 5/6" Gypsum wallboard (1-hour fire rating) 3.1 psf Total Sub Floor Pead Loads 10.3 psf ^> USE 11 psf Live Loads 40 psf (Table 16-A) Total Sub Floor Loads 51 psf 2"d-Story Peck Loads f Adjacent to Master Bedroom) Pead Loads Pex-o-Tex Waterproofing 1.0 psf 19/32" CP ext plywood sheathing 1.6 psf 2" x 6" floor joists $ 16" O.C. 1.9 psf Framing for railings 1.0 psf Pead Loads 5.7 psf => USE 6 psf Live Loads 40 psf (Table 16-C) Total 2"d-Story Peck Loads 46 psf Peck Loads ("Adjacent to Living Room') Pead Loads Pex-o-Tex Waterproofing 1.0 psf 19/32" CP ext plywood sheathing 1.3 psf 1-3/4" x 16" LVL floor joists & 16" O.C. 6.0 psf R-30 Insulation 0.5 psf 5/S" Gypsum wallboard (1-hour fire rating) 3.1 psf Framing for railings 1.0 psf Pead Loads 13.4 psf =$ USE 14 psf Page 3 Live Loads 4O psf (Table 16-C) Total 1et-Story Peck Loads 54 psf Etesian of Flush Beam In Garage (5-1/4" x 16" Gar\q\arr\ LVL) D.L. + L.L. = 14 + 40 = 54 psf Tributary Area - 12 &c\ ft per ft Unit Load = (12) (54) = 64S plf Section Properties: 5 = 224 in3 I = 1,792 in4 Span = 11 ft Material Properties: Use GangLam LVL Fb2,950 E2.0 Fb = 2,950 p&i E = 2,OOO>000 psi (Design Manual, Engineered Wood Products Division 6, Louisiana-Pacific 1999) Maximum allowable bending moment: 52,£49 Ib-ft Maximum bending moment: = 9.&01 Ib - ft = 117,612 /b - jn^"•" & 8> Required section modulus: 39 ;n 39 < 224 OX. ^ F~ Check deflection: A™354 El 354 (2,OOO,000) (1,792) Deflection Limitation: 1/240 = 0.55" 0.06 < 0.55 OX. Page 4 Design of 1-5/4" x 16" TJI CTR 250 Floor Joists @ 16" O.C. D.L. + L.L. = 14 + 40 = 54 psf Tributary Area = 1.33 s<^ft per ft Unit Load = (1.33) (54) = 72 plf Span = 19.5 ft (Maximum) Material Properties: Use 1-3/4" x 16" TJI CTR 250 Floor Joists El x 106 = 691 (Design Manual, Engineered Wood Products Division 6, Louisiana-Pacific 1999) Maximum Allowable Moment = 6,200 Ib-ft (Design Manual, Engineered Wood Products Division 6, Louisiana-Pacific 1999) Maximum bending moment: wi2 (1.33)(54)(19.5)2 M^ = ^ M M *— = 3,413 * - ft 3,413 < 6,200 OX. Check deflection: A ~ —^—^—^^^— ^ ^—^—™—_. • — --— fj o4* ^ 3&4H/ 354(691,000,000) Deflection Limitation: L/24O = 0.9S" 0.34 < 0.93 OX. HORIZONTAL FORCES Wind P = Ce C^ lw (Section 1620, Equation 20-1) Where C, = 0.72 (Table 16-G, Exposure B) C^ = 1.3 (Table 16-H, Method 2) Page 5 o^ = 12.6 psf (Table 16H, for 70 mph maximum wind speed) lw = 1.00 (Table 16-K) P = (0.72) (1.3) (12.6) (1.00) = 11.0 psf => USE 12 psf Total shear force due to wind is as follows. Average height = 23 ft Maximum length = 60 ft F (12 psf) (23 ft) (59 ft) = 16,234 Ib (TOTAL WIND SHEAR) Seismic Building conforms to Section 1629.6.2 30Cy = _J - ^ w (Section 1630.2.3.2, Equation 30-11) where C, = 0.40 Na (Table 16-Q.) Nfl = 1.0 (Table 16-6, Ref: Greensfelder, Roger, W.. 1974. Maximum credible rock acceleration from earthquakes in California: California Division of Mines and Geology, Map Sheet 23. and Jennings, Charles W., 1975. Fault Map of California: California Division of Mines and Geology, California. Distance from the site to a major Type "E3" fault, namely the Rose Canyon Fault, is greater than 10 km.) R = 5.5 (Table 16-N light-frame construction: plywood shear wall system) . K (5.5) Areas and weights acting at the 2M-story double plate 2nd-Story Roof 770 s^ft @ 15 psf = 11,550 Ib & Exterior Walls - 2^-Story 511 s^ft® 17 psf = &,6&7 Ib Page 6 >/2 Interior walls - 2"-Story 235 e<\ ft $ 6 psf = 1,425 ib 2^-Story Seismic Weight (w2) 21,665 Ib Areas and weights acting at the l^-story double plate 1*-Story Roof 542 &<\ ft @ 15 psf = 12,630 Ib 2nd-Story Floor 770 s^ft 0 10 psf = 7,700 Ib 2^-Story Deck 60 sc^ ft €> 6 pef = 360 Ib Vfe Exterior Walls - 2n<i-5tory 511 ec^ft ^ 17 psf = 5,657 Ib '/a Interior ivalls - 2nd-5tory 235 &\ft@ 6 psf = 1,425 Ib ^ Exterior Walls - l^-Story 1,127 e^ft @ 17 p&f = 19,159 Ib '/e Interior walls - l^-Story 441 sqft @ 6 pef = 2,646 Ib 1flt-5tory Seismic Weight (tv,) 52,610 Ib Total Seismic Weight: W = w2 + w, = 21,665 + 52,610 = 74^75 Ib V^i^ic = (0.22) (74,275) = 16.34O Ib (TOTAL 3ASE SHEAR) /. (SEISMIC GOVERNS) Vertical Distribution of Force Method A - Simplified design base shear based on Section 1630.2.3.2 30CFx = — - - w, (Section 1630.2.3.3, Equation 30-12) K where F—.*, = ^~ «-«-*, = (0-22) (21,665) = 4,766 »K and = (0-22) (52,610) = 11,574 /b The vertical shear distribution, by floor, is given as follows. V2 = 4,766 Ib V, = 4,766 Ib + 11,574 Ib = 16,340 Ib Accordingly, the values of shear obtained from Method A shall be used for design purposes. The Reliability/Redundancy Factor, p, is evaluated as per Equation 30-3, as follows. 20p = 2 j= (Equation 30-3, Section 1630.1) where •"max = maximum element-story shear ratio at any story at or below 2/3 of the height of the building. For a shear wall, each value of r, is given by the expression: where \w is the length of the shear wall in feet. In order to evaluate the element-story shear ratios, the shear resisting elements must be identified, as follows. The 2nd story floor area of the building, Ap, is as follows. AB = 770sqft Accordingly, the 2nd story Reliability/Redundancy Factor, p, is evaluated as per Equation 30-3, Section 1630.1, as follows. 20 20 = 2- (1.64) = 0.36 => USE p = 1.0 0.44770 (Equation 30-3, Section 1630.1) Reliability/Redundancy Factor, p, may not be less than 1.0 (Ref: Section 1630.1). Therefore, the earthquake load due to base shear is given as follows. The 1OT story floor area of the building, Ag, is as follows. AB = 1,612 sq ft Accordingly, the 1* story Reliability/Redundancy Factor, p, is evaluated as per Equation 30-3, Section 1630.1, as follows. FageS 20 20 = 2 - (1.66) = 0.54 r^ USE ^x V^e 0.30V 1>612 (Equation 30-3, Section 1630.1) Reliability/Redundancy Factor, p, may not be less than 1.0 (Ref: Section 1630.1). Therefore, the earthquake load due to base shear is given as follows. E2 - p V2 = (1.0) (4,766) = 4,766 Ib (STRENGTH LEVEL) E2 = p V2 = (1.0) (4,766) / (1.4) = 3,404 Ib (WORKING STRESS) E, = p V, = (1.0) (16.34O) = 16,340lb (STRENGTH LEVEL) E, = p V, = (1.0) (16,340) / (1.4) = 11,671 Ib (WORKING STRESS) Shear Resisting Elements 2IMi-Story - Long Axis (Reference: Sheet S-6) Element Shear Resisting Element Vf/v^^j Applied Shear Allowable Shear r, Wall #2 6'-0" plywood @ 670 plf 0.50 1,702 Ib 6.96O Ib O.K. 0.44 Wall #4 4'-6" plywood @ 670 plf 0.50 1,702 Ib 3,915 Ib O.K. 0.44 2Bd-Story - Short Axis (Reference: Sheet S-6) Element Shear Resisting Element vjv^^, Applied Shear Allowable Shear r. Wall #C 5-7' plywood @ &7O plf 0.35 1,191 Ib 4,672 Ib O.K. 0.44 Wall #D 4'-6" plywood @ 510 plf 0.3O 1,021 Ib 2,295 Ib O.K. 0.44 Wall #E 5-11" plywood & 670 plf 0.35 1,191 Ib 5,133 Ib O.K. 0.44 1rt Story - Long Axis (Reference: Sheet S-7) Element Shear Resisting Element Vf/v^^, Applied Shear Allowable Shear r. Wall #1 SW24x9x6-RF^) 461 plf 0.05 563 Ib 960 Ib O.K. 0.27 SW24x9x6-RF @ 461 plf 0.05 563 Ib 960 Ib O.K. 0.27 SW24x9x6-RF @ 461 plf 0.05 563 ib 960 Ib O.K. 0.27 SW24x9x6-RF & 461 plf 0.05 563 Ib 960 Ib O.K. 0.27 Page 9 Wall #2 Wall #3 Wall #4 1rt Story - Element Wall #A Wall #£> Wall #C Wall #D Wall #E 7-11" plywood 0 510 plf 5'-0" plywood 0 570 plf 17-3" plywood 0 510 plf 4'-11" plywood 0 510 plf 4'-6" plywood 0 570 pff Short Axis (Reference: Sheet Shear Resisting Element SW24x9x6 0 793 plf SW22x9x6 0 793 plf N/A 6-6" plywood 0 510 plf 14-11" plywood 0 340plf 7-6" plywood @ 510 plf 4'-6" plywood 0 510 plf 5-1" plywood 0 510 pif 7-5" plywood @ 510 plf 0.12 0.13 0.25 0.15 0.15 S-7) ff etc 0.05 0.05 0.15 0.1O 0.15 0.15 0.15 0.20 1,400 Ib 1,517 Ib 2,917 Ib 1,750 Ib 1,750 Ib «, Applied" j ' • • •" '" " 553 Ib 553 Ib 1,750 Ib 1,167 Ib 1,750 Ib 1,750 Ib 1,750 Ib 2,334 Ib 4,029 Ib 6,960 Ib 5,797 Ib 2,499 Ib 3,915 Ib Shear Allowable 1,555 Ib 1,555 lb 3,315 Ib 5,066 Ib 3,525 Ib 2,295 Ib 2,601 Ib 3,911 Ib O.K. O.K. O.K. O.K. O.K. Shear O.K. O.K. O.K. O.K. O.K. O.K. O.K. O.K. 0.27 0.25 0.27 0.27 0.27 n 0.25 0.25 0.22 0.07 0.20 0.30 0.30 0.26 Wall#F 19'-5" plywood @ 340 plf 0.15 1,750 I b 6,596 I b O.K. 0.05 Shear Wall Specification (A) 19/32" CDext plywood sheathing w/ 10d nails with 1-5/5" penetration in framing. Nailing schedule: 6" nail spacing at pane! edges and in the field to provide 340 plf shear resistance. (Table 23-11-1-1) USE: PHD5 w/ 5PS3 and 4x4 post at each first-story plywood shear wall edge. USE: 5/5" diameter anchor bolts @ 32" O.C. [Note: Minimum distance from the ends of all sill plates to be 4-3/5". Maximum distance from the ends of all sill plates to be 12".] USE: Plate washers (minimum size of 2" x 2" x 3/16") shall be used on each anchor bolt. 19/32" CDext plywood sheathing w/ 10d nails with 1-5/5" penetration in framing. Nailing schedule: 4" nail spacing at panel edges and in the field to provide 510 plf shear resistance. [Note: foundation sill plates and all framing members receiving edge nailing Page 10 from abutting panels shall not be less than a 3-inch nominal member.] (Footnote 3, Table 23-IH-1) USE: PHP5 w/ SPSS and 4x4 post at each first-story plywood shear wall edge. USE: 5/6" diameter anchor bolts @ 32" O.C. [Note: Minimum distance from the ends of all sill plates to be 4-3/3". Maximum distance from the ends of all sill plates to be 12".] USE: Hate washers (minimum size of 2" x 2" x 3/16") shall be used on each anchor bolt, USE: 3" nominal sill plate. (C) 19/32" CPext plywood sheathing w/ 10d nails with 1-5/6" penetration in framing. Nailing schedule: 3" nail spacing at panel edges and in the field to provide 665 plf shear resistance. [Note: foundation sill plates and all framing members receiving edge nailing from abutting panels shall not be less than a 3-inch nominal member.] (Footnote 3, Table 23-IH-1) USE: PHP5 w/ SPSS and 4x4 post at each first-story plywood shear wall edge. USE: 5/6" diameter anchor bolts @> 32" O.C. [Note: Minimum distance from the ends of all sill plates to be 4-3/6". Maximum distance from the ends of all sill plates to be 12".] USE: Plate washers (minimum size of 2" x 2" x 3/16") shall be used on each anchor bolt. USE: 3" nominal sill plate. (D) 19/32" CPext plywood sheathing w/ 10d nails with 1-5/6" penetration in framing. Nailing schedule: 2" nail spacing at panel edges and in the field to provide 670 plf shear resistance. [Note: foundation sill plates and all framing members receiving edge nailing from abutting panels shall not be less than a 3-inch nominal member.] (Footnote 3, Table 23-IH-1) USE: PHP5 w/ SPSS and 4x4 post at each first-story plywood shear wall edge. USE: 5/6" diameter anchor bolts @ 32" O.C. [Note: Minimum distance from the ends of all sill plates to be 4-3/6". Maximum distance from the ends of all sill plates to be 12".] USE: Plate washers (minimum size of 2" x 2" x 3/16") shall be used on each anchor bolt. USE: 3" nominal sill plate. Page 11 Design Shear Values for Horizontal Shear Diaphragms 2n<J-Story Roof Reaction at Side Walls = te (3,404) = 1,702 Ib (SEISMIC) Minimum Depth of Horizontal Diaphragm = 22.5 ft Roof Diaphragm Shear = (1,702) / (22.5) = 75 plf 2nd-Story Floor Reaction at Side Walls = 1/4 (11,671) = 2,917 Ib (SEISMIC) Minimum Depth of Horizontal Diaphragm = 22.5ft Master Bedroom Roof Diaphragm Shear = (2,917) / (22.5) = 129 plf Horizontal Shear Diaphragm Specification Roof: 19/32" CDext plywood sheathing wf 10d nails with 1-5/5" penetration in framing. Nailing schedule: 6" nail spacing at diaphragm boundaries and all pane! edges and 6" nail spacing in the field, to provide 320 plf shear resistance. (Table 23-11-1-1) Floor 19/32" CDext plywood sheathing w/ 10d nails with 1-5/5" penetration in framing. Nailing schedule: 6" nail spacing at diaphragm boundaries and all panel edges and 6" nail spacing in the field, to provide 320 pif shear resistance. (Table 23-IH-1) RETAINING WALL CALCULATIONS Active Soil Pressures The soil type is SD, corresponding to native, decomposed granite soil with a friction angle approximately 30 degrees. The unit weight of the soil is 109 pcf. The retaining wall supports a 1 : 5.7 (10 degree) upslope above the wall. This surcharge contributes to the "at-rest" active soil pressures acting on the retaining wall, as per the following equation. = 0.37 1 + ^ein </> (sin (f> - cos ^ tan J3 [Reference: United States Navy Design Manual NAVFAC DM-7.3, Table 43 (attached)] Accordingly, Geissler Engineering estimates the "at-rest" active soil pressures, as follows. = (0.37) (109) = 4O.3 pcf Use 41 pcf Page 12 As per the Christian-Wheeler Engineering Soils Report [Ref: Page 13, CWE 202.920.1 dated February 17,2003], we design for an equivalent fluid pressure of 55 psf for the "restrained" condition. Retaining Wall Design Parameters Height of the Retaining Wall, H = 11.5 ft Width of CMU Block = 12" Vertical Steel Reinforcement = #6 @ &" O.C.((3rade 60) Horizontal Steel Reinforcement = 2-#3 <§> 3" O.C. (Grade 60) Sliding Forces The retaining wall, as shown in the <3eiesler Engineering Hans dated 2 April 2004, provides lateral support for &'-10" (maximum) feet of soil. Accordingly, the sliding forces are calculated as follows. STRATA EQUIVALENT HYDROSTATIC FLUID PRESSURE Sandy Soil-0 to 11.5 feet P(H) = 55 H (PSF) P(11.5) = 61& psf Horizontal Force TOTAL SLIDING FORCE ON RETAINING WALL Sandy Soil-0 to 11.5 feet F(H) = Vz (55) H2 (FSF) F(11.5) = !£ (55) (11.5)2 = 3,636 Ib per ft Sendina Moment MOMENT AT MIDDLE OF THE RETAINING WALL Sandy Soil-0 to 11.5 feet M(H) = 0.0145 [P(H)] [(a/b)H]2 (PSF) M(5.7) = 0.0145 (61&)[(22.5/11.5)11.5]2 = 4,536 Ib-ft = 54,433 Ib-in [Reference: Timoshenko, Theory of Plates and Shells, Table 43 (attached)] Page 13 gendingi Moment _ MOMENT AT 3QTTOM OF THE RETAINING WALL Sandy Soil -0 to 9 feet M(H) = 0.0197 [P(H)] H2 (PSF) M(9) = 0.0197 (61S) [(22.5/11.5)11.5f = 12,326 Ib-ft = 147,921 Ib-in [Reference: Timoshenko, Theory of Plates and Shells, Table 43 (attached)] Check Aaainst Shear Failure at &ase of Wall Allowable shear strength per foot of wall for 2,000 psi reinforced concrete filled CMU block wd = 2 V2.000 (12) (12) = 12,S79 Ib per ft 3,636 < 12,379 O.K. Check Aaaingt Rexural Failure Allowable compressive strength = 2 yfe = S9 ^s/ (Use &0 psi) Allowable Tension = A6 fy = (1.33) (0.44) (60,000) = 35,112 Ib (#6 rebar vertical & S>" O.Q Moment arm between tension and compression vectors = 9.0 inch Allowable Moment Capacity per foot of wall = (9.0) (35,112) = 316.00& Ib-in 147,921 <316,00£ OX. 14 OB"H M CO .- H3Oi—iS!HHSO(—HXOCOOot-tBH«-iHGO SossooSI>•-dn CO OOSS 3-a- n'a>•g£B"2"°n> » *«P -T-«S-c *°$n»ri.3*2:i»™s < «*S<Hto - -*>*g-s p |!S^ggfto 2 i°§i«r-S-Br£l S^ffenop o to cr c D£-Dg«<2.^5-0 Pg societiening, MetEngmeers,tute of Chpany, Inculness forarrangemeof engineet not be ption; to deme scattee Amerigical, anAmericanal Engineerr the produneers and inre: to prov; to rescue fshed commep manuscripformationicand PSocietroleunstitu, havtion odustry.ide moom obserciallyts to fillof espll•*. to "i P S *~*es| ='O >1 •?* SJfl'g'l §E-Sgi.'R ty om Ete oJe anf a s^•ss-a H3otatrCDDtrOppaWoinowspr«<Ws.»'enCD>^ S >ao <3 o ^ HB*otop-0)pt^-opaCLGoodier:Ss-reo-i«S •2, So*Co *^.O**.<5" dBoenIT(DDPTOPPa.O(P3^3»•reo-*«e < feg QCo *•».fi &3 RCr- *i. ^*«; 2!p6^ro5•s.2S"s&3fi.' 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DEFLECTIONS, BENDING MOMENTS, AND REACTIONS OF UNIFORMLY LOADED RECTANGULAR PLATES WITH THREE EDGES BUILT IN AND A FOURTH EDGE FREE (Fio. 100) b- 0.6 0.7 0.8 0.9 1.0 1.25 1.5 x - 0, y = b — 9°_ at 0.00271 0.00292 0.00308 0.00323 0.00333 0.00345 0.00335 Af, -tea' 0i 0.0336 0.0371 0.0401 0.0425 0.0444 0.0467 0.0454 Z = 0, y - 6/2 -a,— <*» 0.00129 0.00159 0.00185 0.00209 0.00230 0.00269 0.00290 M, -te«' 0i 0.0168 0.0212 0.0252 0.0287 0.0317 0.0374 0.0402 Mf = 0rfa' 0i 0.0074 0.0097 0.0116 0.0129 0.0138 0.0142 0.0118 z ~ a/2, y — 6 A*. -^' 0> -0.0745 -0.0782 -0.0812 -0.0836 -0.0853 -0.0867 -0.0842 V, -T*. Ti 0.750 0.717 0.685 0.656 0.628 0.570 0.527 x - a/2, y - 6/2 Af, -/>4-« 04 -0.0365 -0.0439 -0.0505 -0.0563 -0.0614 -0.0708 -0.0755 V, = r«a T4 0.297 0.346 0.385 0.414 0.435 0.475 0.491 z - 0, y - 0 Af, 0( -0.0554 -0.0545 -0.0535 -0.0523 -0.0510 -0.0470 -0.0418 v, -v. 0.416 0.413 0.410 0.406 0.401 0.388 0.373 GEISSLER ENGINEERING Peter S. Geissler Civil Engineer Lie. C4432D Contractor Lie. A464570 Date: Project: Client: STRUCTURAL ANALYSIS Rancho Cazadero, Unit "&" Lot 306, La Costa Meadows 2319 Cazadero Street Carlsbad, CA 25 April 2004 (j£ov Ts Residence "B" Lot 306, La Costa Meadows 2619 Cazadero Street Carlsbad, CA Cazadero Homes, Inc. Mr. Ronald S. Paul 2954 Hawks Eye Place Carlsbad, CA 92009 Geotechnical Consultant: Christian -Wheeler Engineering 4925 Mercury Street San Diego, CA 92111 Geotechnical Report : [Soils Report CWE 202.920,1 dated February 17,2003] Reft Geissler Engineering Project No. O4 - 539 - VERTICAL LOADS Roof Loads r Dead Loads Metal Roofing 30# Felt R-30 Insulation 19/32" CD ext plywood sheathing 2" x 4" roof truss & 24" O.C. Electrical / Mechanical 1/2" <3ypsum ivallboard 2.4 0.5 0.5 ra 4.0 1.0 2.5 p&f psf psf psf psf psf psf r Dead Loads Slope factor (6 in 12 slope) Live Loads (6 in 12 slope) Total Roof Loads 12.7 psf x1.12 psf 14.2 psf ^> USE 15 psf 16 psf (Table 16-A) Exterior Wall Loads Dead Loads 7/6" stucco Mayer of #15 felt 19/32" CD ext plywood sheathing 2"x6"stud<gi>16"O.C. R-19 Insulation 1/2" <3ypsum ivallboard Total Exterior Wall Loads 10 0.5 1.0 1.4 0.5 2.5 psf psf psf psf psf psf 16.7 psf USE 17 psf Interior Wall Loads Dead Loads 1/2" Gypsum ivallboard 2"x4"stud<§>16"O.C. 1/2" Gypsum waliboard Total Wall Loads 25 psf 0.9 psf 2.5 psf 5.9 psf USE 6 psf 2r"-Story Floor Loads Dead Loads 5/£" hardwood flooring 1.6 psf 19/32" CD ext plywood sheathing \£> psf 16" TJI CTR 250 floor joists @ 16" O.C. 2.3 psf Electrical / Mechanical 1.0 psf 1/2" Gypsum wallboard 2.5 psf Total Sub Floor Dead Loads Live Loads 9.5 psf => USE 10 psf 40 psf (Table 16-A) r Page 2 Total Sub Floor Loads 50 psf Floor Loads Pead Loads 5/8" hardwood flooring 1.6 psf 19/32" CP ext plywood sheathing 1.8 psf 16" TJI CTR 250 floor joists & 16" O.C. 2.3 psf Electrical / Mechanical 1.0 psf R-30 Insulation 0.5 psf 5/8" Gypsum wallboard (1-hour fire rating) 3.1 psf Total Sub Floor Pead Loads 10.3 psf => USE 11 psf Live Loads 4O psf (Table 16-A) Total Sub Floor Loads 51 psf 2^-Storv Peck Loads ("Adjacent to Master Bedroom') Pead Loads Pex-o-Tex Waterproofing 1.0 psf 19/32" CD ext plywood sheathing 1.8 psf 2" x 3" floor joists @ 16" O.C. 1.9 psf Framing for railings 1.0 psf Pead Loads 5.7 psf =^> USE 6 psf Live Loads 4O psf (Table 16-C) Total 2"d-Story Peck Loads 46 psf y Peck Loads (Adjacent to Living Room) Pead Loads Pex-o-Tex Waterproofing 1.0 psf 19/32" CP ext plywood sheathing 1.8 psf 1-3/4" x 16" LVL floor joists @ 16" O.C. 6.0 psf R-30 Insulation 0.5 psf 5/8" Gypsum wallboard (1-hour fire rating) 3.1 psf Framing for railings 1.0 psf Pead Loads 13.4 psf => USE 14 psf Page 3 Live Loads 4O psf (Table 16-C) Total r'-Story Peck Loads 54 psf Design of Flush geam in Garage (5-1/4" x 16" Ganalam LVD Dl. + L.L. = 14 + 40 = 54 psf Tributary Area = 12 st^ft per ft Unit Load = (12) (54) = 643 plf Section Properties: 5 = 224 in3 I = 1,792 in4 Span = 11 ft Material Properties: Use GangLam LVL Fb2,950 E2.0 Fb = 2,950 pei E = 2,000,000 psi (Design Manual, Engineered Wood Products Division 6, Louisiana-Pacific 1999) Maximum allowable bending moment: 52,&49 Ib-ft Maximum bending moment: wl2 ^& £> Required section modulus: - ft = 117,612 /b - _ ^ f-»- (2,950) = 39 ,„» 39 , 224 Check deflection: A = = =mav 354 Ef 3£4 (2,000,000) (1,792)max Deflection Limitation: L/24O = 0.55" 0.06 < 0.55 OX. Page 4 Design of 1-5/4" x 16" TJl CTR 250 Floor Joists @ 16" O.C. D.L + L.L. = 14 + 40 = 54 psf Tributary Area = 1.33 s<^ft per ft Unit Load = (1.33) (54) = 72 plf Span = 19.5 ft (Maximum) Material Properties: Use 1-3/4" x 16" TJl CTK. 250 Floor Joists El x 106 = 691 (Design Manual, Engineered Wood Products Division 6, Louisiana-Pacific 1999) Maximum Allowable Moment = 6,200 Ib-ft (Design Manual, Engineered Wood Products Division 6, Louisiana-Pacific 1999) Maximum bending moment: _ft 3,413 , Check deflection: 5>v/4 5(1.33)(54)(19.5)4(12) ~mav .3&4 E/ 3&4 (691,000,000) Deflection Limitation: L/24O = 0.9d" 0.34 < 0.98- OX. HORIZONTAL FORCES Wind p = Q C^ o& \w (Section 1620, Equation 20-1) Where Ce = 0.72 (Table 16-G, Exposure &) C = 1.3 (Table 16-H, Method 2) Page 5r <k = 12.6 psf (Table 16H, for 70 mph maximum wind speed) lw = 1.00 (Table 16-K) P = (0.72) (1.3) (12.6) (1.00) = 11. e pef => USE 12 psf Total shear force due to wind is as follows. Average height = 23 ft Maximum length = 60 ft = 02 psf) (23 ft) (59 ft) = 16,234 Ib (TOTAL WIND SHEAR) Seismic Building conforms to Section 1629.6.2 30C/ = _J — i iv (Section 1630.2.3.2, Equation 30-11) where C. = 0.4O N, (Table 16-a) Nfl = 1.0 (Table 16-S, Ref: Greensfelder, Roger, W.. 1974. Maximum credible rock acceleration from earthquakes in California: California Division of Mines and Geology, Map Sheet 23. and Jennings, Charles W., 1975. Fault Map of California: California Division of Mines and Geology, California. Distance from the site to a major Type "B" fault, namely the Rose Canyon Fault, is greater than 10 km.) R = 5.5 (Table 16-N light-frame construction: plywood shear wall system) 3.0 C (3.0) (0.40) (1.0)/-r - 2-lV = ^ - *± — /v JW = 0.22WK. (5.5) Areas and weights actina at the 2^-storv double plate 2nd-5tory Roof 770 s^ ft & 15 pef = 11,550 Ib YZ Exterior Walls - 2^-Story 511 eq ft @ 17 psf = 6,667 Ib Page 6 Interior walls - 2^-Story 236 s^ft $ 6 psf = 1,426 Ib 2 -Story Seismic Weight (w2) 21,665 Ib Areas and weights acting at the l^-story double plate l^-Story Roof 642 e<\ ft $ 15 psf = 12,630 Ib 2n<LStory Floor 770 eqft fl» 10 psf = 7,700 Ib 2nd-Story Deck 60 e^ft 0 6 psf = 360 Ib '/s Exterior Walls - 2nd-Story 511 s^ft @ 17 psf = 3,667 Ib '/2 Interior walls - 2"d-Story 236 eq, ft @ 6 psf = 1,426 Ib ^ Exterior Wails - T-Story 1,127 sc^ft @ 17 psf = 19,159 Ib '/a Interior walls - l^-Story 441 s^ft ^ 6 psf ~ 2,646 Ib Seismic Weight (wt) 52,610 Ib Total Seismic Weight: W « iv2 + w, = 21,665 + 52,610 = 74,275 Ib V*ta* = (0-22) (74,275) = 16,340 Ib (TOTAL BASE SHEAR) /. (SEISMIC GOVERNS) Vertical Distribution of Force Method A - Simplified design base shear based on Section 1630.2.3.2 30CFx ~ — - - w, (Section 1630.2.3.3, Equation 30-12)K where F— ^ = ^^ f-— «»r = (0-22) (21,665) = 4,766 /b r^ and =(0.22) (52,610) = 11,574 /* The vertical shear distribution, by floor, is given as follows. T— V2 = 4,766 Ib p V, = 4,766 Ib + 11,574 Ib = 16,340 Ib Accordingly, the values of shear obtained from Method A shall be used for design purposes. Page 7 The Reliability/Redundancy Factor, p, is evaluated as per Equation 30-3, as follows. 20^ = 2 -- _ (Equation 30-3, Section 1630.1) where rmax = maximum element-story shear ratio at any story at or below 2/3 of the height of the building. For a shear wall, each value of r, is given by the expression: 00/U where lw is the length of the shear wall in feet. In order to evaluate the element-story shear ratios, the shear resisting elements must be identified, as follows. The 2nd story floor area of the building, AB, is as follows. Accordingly, the 2nd story Reliability/Redundancy Factor, p, is evaluated as per Equation 30-3, ^_ Section 1630.1, as follows. p = 2 -- ^= = 2 -- 2°, = 2 - (1.64) = 0.36 => USE p = 1.0r~& 0.44/770 (Equation 30-3, Section 1630.1) Reliability/Redundancy Factor, p, may not be less than 1.0 (Ref: Section 1630.1). Therefore, the earthquake bad due to base shear is given as follows. The 1st story floor area of the building, Ag, is as follows. T— AB = 1,612 sq ft r~ Accordingly, the 1st story Reliability/Redundancy Factor, p, is evaluated as per Equation 30-3, Section 1630.1, as follows. rii PageS 20 20p = 2 -- 1= = 2 -- -= = 2 -(1.66) = 0.34 i^> USE p = 1.0 (Equation 30-3, Section 1630.1) Reliability /Redundancy Factor, p, may not be less than 1.0 (Ref. Section 1630.1). Therefore, the earthquake load due to base shear is given as follows. E2 = p V2 = (1.0) (4,766) = 4,766 Ib (STRENGTH LEVEL) E2 = p V2 = (1.0) (4,766) / (1.4) = 3,4O4 Ib (WORKING STRESS) E! = p V, = (1.0) (16,340) = 16,340lb (STRENGTH LEVEL) E, = p V, = (1.0) (16,340) / (1.4) = 11,671 Ib (WORKING STRESS) Shear Resisting Elements 2ml-Story - Long Axis (Reference: Sheet S-6) Element Shear Resisting Element V^g-to™ Applied Shear Allowable Shear r, Wall #2 6'-0" plywood @ 670 plf 0.50 1,702 Ib 6,960 Ib O.K. 0.44 Wall #4 4'-6" plywood @ 67O plf 0.50 1,702 Ib 3,915 Ib O.K. O.44 - Short Axis (Reference: Sheet S-6) Element Shear Resisting Element v^y^ Applied Shear Allowable Shear r, Wall #C 5'-7' plywood @ 670 plf 0.35 1,191 Ib 4,S72 Ib O.K. 0.44 Wall #D 4'-6" plywood & 510 plf 0.30 1,021 Ib 2,295 Ib O.K. 0.44 Wall #E 5'-11" plywood & £70 plf 0.35 1,191 Ib 5,133 Ib O.K. 0.44 1rt Story - Long Axis (Reference: Sheet S-7) Element Shear Resisting Element V^/v^ry Applied Shear Allowable Shear r, Wall #1 SW24x9x6-RF^> 461 plf 0.05 563 Ib 960 Ib O.K. 0.27 SW24x9x6-RF @> 461 plf 0.05 563 Ib 960 Ib O.K. 0.27 SW24x9x6-RF & 461 pif 0.05 563 Ib 960 Ib O.K. 0.27 SW24x9x6-RF & 461 plf 0.05 563 Ib 960 Ib O.K. 0.27 Page 9 Wall #2 Wall #3 Wall #4 7-11" plywood $ 510 plf 6'-0" plywood @ 670 pH= 4T-11" plywood 0> 510 plf 4-6" plywood $ 670 plf 0.12 1,400 Ib 0.13 1,517 Ib 17-3" plywood 0 510 plf 0.25 2,917 Ib 0.15 1,750 Ib 0.15 1,750 Ib 4,029 Ib 6,960 Ib 6,797 Ib 2,499 Ib 3,915 Ib OX. OX. 0.27 0.26 OX. 0.27 OX. OX. 1W Story - Short Axis (Reference: Sheet S-7) Element Shear Resisting) Element vJv*^. Applied Shear Allowable Shear Wall #A SW24x9x6 @ 793 plf 0.05 563 Ib 1,565 Ib OX. SW22x9x6 @ 793 plf 0.05 563 Ib 1,565 Ib OX. 0.27 0.27 n 0.25 0.25 Wall N/A Wall #C Wall #0 Wall #E Wall #F 6'-6" plywood @ 510 plf 14'-11" plywood & 340plf 7-6" plywood @ 510 plf 4'-6" plywood 0510 plf 5'~1" plywood @ 510 plf 7-6" plywood @ 510 plf 0.15 1,750 Ib 0.10 1,167 Ib 0.15 1,750 Ib 0.15 1,750 Ib 0.15 1,750 Ib 0.20 2,334 Ib 3,315 Ib OX. 0.22 5,066 Ib OX. 0.07 3,625 ib 2,295 Ib OX. 0.20 OX. 0.30 2,601 Ib OX. 0.30 3,911 Ib OX. 0.26 19'-5" plywood @ 340 pff 0.15 1,750 Ib 6,596 Ib OX. 0.06 Shear Wall Specification (A) 19/32" CPext plywood sheathing w/ 10d nails with 1-5/6" penetration in framing. Nailing schedule: 6" nail spacing at panel edges and in the field to provide 340 pff shear resistance. (Table 23-IH-1) USE: PHP5 w/ SPS5 and 4x4 post at each first-story plywood shear wail edge. USE: 5/6" diameter anchor bolts @ 32" O.C. [Note: Minimum distance from the ends of all sill plates to be 4-3/6". Maximum distance from the ends of all sill plates to be 12".] USE: Hate washers (minimum size of 2" x 2" x 3/16") shall be used on each anchor bolt. (13) 19/32" CDext plywood sheathing w/ 10d nails with 1-5/6" penetration in framing. Nailing schedule: 4" nail spacing at panel edges and in the field to provide 510 plf shear resistance. [Note: foundation sill plates and all framing members receiving edge nailing r Page 10 from abutting panels shall not be less than a 3-inch nominal member] (Footnote 3, Table 23-11-1-1) USE: PHP5 w/ SPS5 and 4x4 post at each first-story plywood shear wall edge. USE: 5/6" diameter anchor bolts @ 32" O.C. [Note: Minimum distance from the ends of all sill plates to be 4-3/6". Maximum distance from the ends of all sill plates to be 12".] USE: Plate washers (minimum size of 2" x 2" x 3/16") shall be used on each anchor bolt. USE: 3" nominal sill plate. (C) 19/32" CPext plywood sheathing w/ 10d nails with 1-5/6" penetration in framing. Nailing schedule: 3" nail spacing at panel edges and in the field to provide 665 plf shear resistance. [Note: foundation sill plates and all framing members receiving edge nailing from abutting panels shall not be less than a 3-inch nominal member] (Footnote 3, Table 23-11-1-1) USE: PHP5 w/ SPS3 and 4x4 post at each first-story plywood shear wall edge. USE: 5/6" diameter anchor bolts @ 32" O.C. [Note: Minimum distance from the ends of all sill plates to be 4-3/6". Maximum distance from the ends of all sill plates to be 12".] USE: Plate washers (minimum size of 2" x 2" x 3/16") shall be used on each anchor bolt. USE: 3" nominal sill plate. (P) 19/32" CPext plywood sheathing w/ 10d nails with 1-5/6" penetration in framing. Nailing schedule: 2" nail spacing at panel edges and in the field to provide 670 ptf shear resistance. [Note: foundation sill plates and all framing members receiving edge nailing from abutting panels shall not be less than a 3-inch nominal member] (Footnote 3, Table 23-IH-1) USE: PHP5 w/ SPSS and 4x4 post at each first-story plywood shear wall edge. USE: 5/6" diameter anchor bolts @ 32" O.C. [Note: Minimum distance from the ends of all sill plates to be 4-3/6". Maximum distance from the ends of all sill plates to be 12".] USE: Plate washers (minimum size of 2" x 2" x 3/16") shall be used on each anchor bolt. USE: 3" nominal sill plate. Page 11 Design Shear Values for Horizontal Shear Diaphragms 2nd-Story Roof Reaction at Side Walls = te (3,404) = 1,702 Ib (SEISMIC) Minimum Depth of Horizontal Diaphragm = 22.5 ft Roof Diaphragm Shear = (1,702) / (22.5) = 75 plf Floor Reaction at Side Walls = 1/4 (11,671) = 2,917 Ib (SEISMIC) Minimum Depth of Horizontal Diaphragm = 22.5 ft Master bedroom Roof Diaphragm Shear = (2,917) / (22.5) = 129 plf Horizontal Shear Diaphragm Specification Roof: 19/32" CDext plywood sheathing w/ 10d nails with 1-5/5" penetration in framing. Nailing schedule: 6" nail spacing at diaphragm boundaries and all panel edges and 6" nail spacing in the field, to provide 320 plf shear resistance. (Table 23-11-1-1) Floor 19/32" CDext plywood sheathing w/ 10d nails with 1-5/3" penetration in framing. Nailing schedule: 6" nail spacing at diaphragm boundaries and all panel edges and 6" nail spacing in the field, to provide 320 plf shear resistance. (Table 23-IH-1) RETAINING WALL CALCULATIONS Active Soil Pressures The soil type is SD, corresponding to native, decomposed granite soil with a friction angle approximately 30 degrees. The unit weight of the soil is 109 pcf. The retaining wall supports a 1 : 5.7 (10 degree) upslope above the wall. This surcharge contributes to the "at-rest" active soil pressures acting on the retaining wall, as per the following equation. = 0.371 + Jsin ^ (sin ^ - cos ^ tan /?) [Reference: United States Navy Design Manual NAVFAC DM-7.3, Table 43 (attached)] Accordingly, Oeissler Engineering estimates the "at-rest" active soil pressures, as follows. = (0.37) (109) = 4O.3 pcf Use 41 pcf Page 12 As per the Christian-Wheeler Engineering Soils Report [Kef: Page 13, CWE 202.920.1 dated February 17,2003], we design for an equivalent fluid pressure of 55 psf for the "restrained" condition. [Note: the design parameter of 55 psf (equivalent fluid pressure) is conservative for a level backfill and is inclusive gravity and lateral forces. No other load combinations generally need be considered.] [Coordinate System: The x-axis coordinate is along the base of the wall and ranges from - Vz a to + 1/z a ; whereas the y-axis coordinate runs vertically up the center of the wall and ranges from 0 to +b. Accordingly, the width of the wall is "a" and the height of the wall is"b".] The height of the wall, "b" = 14 ft. The width of the wall, "a" = 30 ft The ratio, b/a = (14) / (3O) = 0.47 => Use b/a = Vz The retaining wall is considered to have three simply supported edges (the left and right sides and the bottom) and one free edge (the top). Accordingly, the bending moments are given in Table 43 of the Theory of Plates and Shells (attached). Retaining Wall Design Parameters Height of the Retaining Wall, H = 14 ft Width of CMU Slock = 12" Vertical Steel Reinforcement = #6 @ &" O.C.(Grade 60) Additional Vertical Steel Reinforcement in the lower 6 ft of the wall = #6 @ 8>" O.C. (Grade 60) Horizontal Steel Reinforcement = 2-#3 @ &' O.C, (Grade 4O) [Note: Horizontal Steel Reinforcement = 2-#3 @ 16" O.C. (Grade 40) where the height of the retaining wall is stepped down to 11.5 ft at the stairs.] Sliding Forces The retaining wall, as shown in the Geissler Engineering Plans dated 4 October 2004, provides lateral support for 14 ft (maximum) feet of soil. Accordingly, the sliding forces are calculated as follows. Page 13 STRATA _ EQUIVALENT HYDROSTATIC FLUID PRESSURE Sandy Soil -0 to 14 feet P(H) = 55 H (PSF) P(15) = (55) (14) = 770 psf (at base of wall) Horizontal Force _ TOTAL SLIDING FORCE ON RETAINING WALL Sandy Soil -0 to 14 feet F(H) = te (55) H2 (PSF) F(14) = '/2 (55) (14)2 = 5,390 Ib per ft Eendina Moment MX _ MOMENT MX AT MIDDLE OF THE RETAINING WALL Sandy Soil -0 to 14 feet MX(H) = 0.0145 [P(H)] a2 (PSF) Mx(14) = 0.0145 (770) (30)2 = 10,04g> Ib-ft = 120,522 Ib-in [Reference: Timoshenko, Theory of Plates and Shells. Table 43 (attached)] Moment _ MOMENT My AT 5QTTOM OF THE RETAINING WALL Sandy Soil - 0 to 14 feet My(H) = 0.0197 [P(H)] H2 (PSF) My(14) = 0.0197 (770) (30)2 = 13,652 Ib-ft = 163,225 Ib-in [Reference: Timoshenko, Theory of Plates and Shells, Table 43 (attached)] Check Against Shear Failure at frase of Wall Allowable shear strength per foot of wall for 2,000 psi reinforced concrete filled CMU block = &0 psi Shear resistance per foot of length along the base of the wall (SO) bw d = (£>0} (12) (12) = (60) (12) (12) = 11,520 plf Page 14 5,390 < 11,520 OX. Check Against Flexural Failure Allowable Tension = As fy = (1.33) (0.44) (60,000) = 35,112 Ib (#6 rebar vertical @ &' O.C.) Moment arm between centroid of the tension rebar and the centroid of the Whitney stress block = 5.0 inch Allowable Moment Capacity per foot of wall = (5.0) (35,112) = 175,560 Ib-in 163,£25 < 175,560 O.K. Check Against Flexural Failure of Accidental "Fixed-End Moment" at &ase of Wall If we consider the wall to be "clamped" (i.e., "built-in") along the bottom footing, then Table 44 gives the expected maximum fixed-end moment, as follows. gendina Moment MOMENT MX AT &QTTQM OF THE RETAINING WALL ~ Sandy Soil - 0 to 14 feet MX(H) = 0.0554 [P(H)] H2 (PSF) _ Mx(14) = 0.0554 (770) (30)2 = 33,392 Ib-ft I '' =460,706 Ib-in T~ ; [Reference: Timoshenko. Theory of Plates and Shells, Table 45 (attached')! [~ Check Against Flexural Failure at E3ase of Wall ; The two vertical #6 rebar @ £"O.C. are in tension. The centroid of the longer length #6 rebar is located approximately 5" (moment arm) from the centroid of the compressive Whitney stress [~ block of the 12 CMU wall. The shorter #6 rebar is located approximately 9" (moment arm) from the centroid of the compressive Whitney stress block of the 12 CMU wall. Allowable Tension = A6 fy = (1.33) (0.44) (60,000) = 35,112 Ib (in each #6 rebar vertical @ S>" O.C.) Allowable Moment Capacity per foot of wall = (5 + 9) (35,112) = 491,566 Ib-in 460,706 < 491.56& OX. Page 15 ocrH >t-l&H F. Malcolm Farme:Royal W. SorensenT >J»kHCalvi n S. CronanRaymond D. Mind^—D >1-4SB Nathaniel ArbiterJohn F. Elliott>TOOM Howard T. CritchhH. 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Solvito express those unknown constants by thevalues of Am, . . . , Dm (see page 2In the case of a hydrostatic pik acting in accordance with Fig, 101, wto superpose solution (i) of the prearticle on the solution of form (dbesides that, to proceed as indicatedWhatever the load, the problem c*-H l Migi-'riM^*'?*8 . 2 1 =of|l^-!§ if?5-s s cro>p m^-^ 5-60. ^ »"*S e? » fl- ^ (i, »+ «^S•* a, SH« €" ? HM O Bi- § gn °° 5II --. ^o -S? **v n•-«* H- * *S g"-^^S i>« oi CS <*-+ 5^ cr ,-x i °to 5-g- « § ^ g.t»^ « TH^ Q> »^ ^ / 2« g 7 S:4- E*li gM0 e» "* <•»•-^ 0 214 THEORY OF PLATES. AND BHKLLSTABLK 44. DEFLECTIONS, BENDING MOMENTS, AND REACTIONS OF UNIFOKMLT LOADED RECTANGUIAK PLATES WITH THREZ EDGES BUILT IN AND A FOURTH EDGE FBEE (Fio. 100} b a 0.6 0.7 0.8 0.9 1.0 1.25 1.5 x - 0, y = 6 50* 0| 0.00271 0.00292 0.00308 0.00323 0.00333 0.00345 0.00335 M* 0, 0.0336 0.0371 0.0401 0.0425 0.0444 0.0467 0.0454 x - 0, y = b/2 qa* at 0.00129 0.00159 0.00185 0.00209 0.00230 0.00269 0.00290 M, 0, 0.0168 0.0212 0.0252 0.0287 0.0317 0.0374 0.0402 M, ^0.0074 0.0097 0.0116 0.0129 0.0138 0.0142 0.0118 i - o/2, y - b Af, 0, -0.0745 -0.0782 -0.0812 -0.0836 -0.0853 -0.0867 -0.0842 V, Ti 0.750 0.717 0,685 0.656 0.628 0.570 0.527 x = a/2, V - 6/2 M, 04 -0.0365 -0.0439 -0.0505 -0.0563 -0.0614 -0.0708 -0.0755 V, T4 0.297 0.346 0.385 0.414 0.435 0.475 0.491 x = 0, y - 0 -£.' p. -0.0554 -0.0545 -0.0535 -0.0523 -0.0510 -0.0470 -0.0418 v. TI 0.416 0.413 0.410 0.406 0.401 0.388 0.373 STONE TRUSS COMPANYwww.stonetruss.comN W NIA STONE TRUSS CO _E CERTIFIED INSPECTION I.A.S. 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O-roQ. ro rsj rsj roX X X XCD i-t CD CD ft) 1—1 _ >• L^I,H h- H h- 0 r r-o no r-oXXX c-t- tu n rr CHRISTIAN WHEELERENGINEERING IT r REPORT OF PRELIMINARY GEOTECHNICAL INVESTIGATION PROPOSED RESIDENCES 2817 AND 2819 CAZADERO DRIVE CARLSBAD, CALIFORNIA SUBMITTED TO: CAZADERO HOMES, INC. 2954 HAWKS EYE PLACE CARLSBAD, CALFIORNIA 92009 r r r r r r- SUBMITTED BY: CHRISTIAN WHEELER ENGINEERING 4925 MERCURY STREET SAN DIEGO, CALIFORNIA 92111 r 4925 Mercury Street 4- San Diego, CA 92111 •*• 858 85^491 r ri CHRISTIAN WHEELER ENGINEERING June 29,2004 Cazadero Homes, Inc. CWE 2040602.1 2954 Hawks Eye Place Carlsbad, California 92009 Attention: Mr. Ron Paul SUBJECT: REPORT OF PRELIMINARY GEOTECHNICAL INVESTIGATION, PROPOSED RESIDENCES, 2817-2819 CAZADERO DRIVE, CARLSBAD, CALIFORNIA. Dear Mr. Paul: In accordance with your request, we have completed a preliminary geotechnical investigation for the subject property. We are presenting herewith our findings and recommendations. No geotechnical conditions were found that would preclude the construction of the proposed residential project provided the recommendations presented in this report are followed. Based on our investigation, we have found that the site is underlain by artificial fills and slopewash underlain by Cretaceous-age Santiago Peak Volcanics. The Santiago Peak Volcanlcs encountered in our investigation are generally medium dense to dense and suitable to support the proposed construction. The existing artificial fill material appears to have been properly compacted and properly benched into competent formational material and is, therefore, considered suitable in its present condition to support settlement-sensitive improvements; however, the upper portions will need to be scarified, moisture conditioned, and recompacted. The existing slopewash material is considered unsuitable in its present condition to support settlement-sensitive improvements. As such, the slopewash will need to be removed and be replaced as properly compacted fill material. This being accomplished, the proposed residences can be supported by conventional spread foundations and with conventional concrete slabs-on-grade. No geologic hazards of sufficient magnitude to preclude development of the site as we presently contemplate it are known to exist. In our professional opinion and to the best of our knowledge, the site is suitable from a 4925 Mercury Street 4 San Diego, CA 92111 4- 858-496-9760 •*• FAX 858-496-9758 CWE 2040602.1 June 24, 2004 Page No. 2 r geologic perspective for the proposed construction, provided the structure is designed in accordance with the requirements of the most recent edition of the Uniform Building Code and the local governmental agencies. If you have any questions after reviewing this report, please do not hesitate to contact our office. This opportunity to be of professional service is sincerely appreciated. Respectfully submitted, CHRISTIAN WHEELER ENGINEERING Charles H. Christian, R.G.E. #00215 CHC:CRB:scc:shv cc: (6) Submitted Curtis R. Burdett, C.E.G. #1090 r TABLE OF CONTENTS I PAGE Introduction and Project Description 1 ^ Project Scope 2 j Findings 3 1 Site Description 3 General Geology and Subsurface Conditions 3 Geologic Setting and Soil Description 3 Artificial Fill 4 Slopewash 4 i~* Weathered Undifferentiated Santiago Peak Volcanics 4 Groundwater 4 Tectonic Setting 5 _.- Geologic Hazards 5 1 Ground Shaking. 5 Surface Rupture 6 Landslide Potential and Slope Stability 6 Liquefaction 6 Flooding. , 6 Tsunamis 6 Seiches 6 Conclusions 7 Recommendations 7 Grading and Earthwork 7 General 7 Observation of Grading 7 Clearing and Grubbing 8 / Site Preparation 8 Building Pad Undercuts 8 Processing of Fill Areas 8 I Compaction and Method of Filling 8 * Cut and Fill Slope Construction 9 Surface Drainage 9 p Temporary Cut Slopes 10 ( Slope Stability 10 General 10 p- Erosion Control 10 i Foundations 11 General 11 « Foundation Dimensions 11r~Bearing Capacity 11 Footing Reinforcement 11 Lateral Load Resistance 11 f" Setdement Characteristics 11 I Foundation Plan Review 12 Foundation Excavation Observation 12 t*- Seismic Design Parameters 12 I On-Grade Slabs 13 General 13 r CWE 2040602.1 Proposed Residences Cazadero Drive, Carlsbad, California r r CHRISTIAN WHEELER ENGINEERING PRELIMINARY GEOTECHNICAL INVESTIGATION PROPOSED RESIDENCES rrji 2817-2819 CAZADERO DRIVE CARLSBAD. CALIFORNIA INTRODUCTION AND PROJECT DESCRIPTION This report presents the results of a preliminary geotechnical investigation performed for the proposed residences to be constructed on a previously graded lot located at 2817 and 2819 Cazadero Drive, in the La Costa area of Carlsbad, California. Figure Number 1 presented on the following page provides a vicinity map showing the location of the property. The subject site is a vacant parcel of land located at 2817 and 2819 Cazadero Drive and is identified as Assessor's Parcel Number 215-320-45. The lot has been graded into a relatively level pad that is about six feet above Cazadero Drive. We understand that it is proposed to construct two, single-family residences on the lot P*I The proposed structure on the northwest portion of the site will be situated on the existing pad, two-stories in height, and of wood-frame construction. The proposed structure on the southeast portion of the site will have split levels with two- and three-story portions, and will have a partially subterranean garage at the front with an interior retaining wall. The above-grade portion of the structure will be of wood-frame construction while the <•"" retaining portions are expected to consist of masonry block construction. Both sturctures will be supported by conventional shallow spread footings and the lower floors will have on-grade concrete floor slabs. Grading is f~ expected to consist of cuts of about 12 feet from the existing grades and fills of about 5 feet from the existing i grades. r | This report has been prepared for the exclusive use of Cazadero Homes, Inc. and their design consultants for specific application to the project described herein. Should the project be changed in any way, the modified*»•- plans should be submitted to Christian Wheeler Engineering for review to determine their conformance with our recommendations and to determine if any additional subsurface investigation, laboratory testing and/or ^~ recommendations are necessary. Our professional services have been performed, our findings obtained and our 4925 Mercury Street + San Diego, CA 92111 * 858-496-9760 + FAX 858-496-9758 Interior Floor Slabs 13 Moisture Protection for Interior Slabs 13 Exterior Concrete Flatwork 13 Earth Retaining Walls 14 Passive Pressure 14 Equivalent Fluid Pressure 14 """ Surcharge 14 Waterproofing and Subdrain Observation 14 Backfill 14 •f- Limitations 14 Review, Observation and Testing 14 Uniformity of Conditions 15 ^ Change in Scope 15 Time Limitations 15 Professional Standard 15 Client's Responsibility 16 p Field Explorations 16 ; Laboratory Testing 17 I" ATTACHMENTSi p TABLES Table I Maximum Ground Acceleration, Page 5 1 Table II Seismic Design Parameters, Page 12 p FIGURES Figure 1 Site Vicinity Map, Follows Page 1 i PLATES 1 Plate 1 Site Plan Plates 2-7 Test Trench Logs ' Plate 8 Suggested Retaining Wall Subdrain Detail - APPENDICES Appendix A References Appendix B Recommended Grading Specifications - General Provisions CWE 2040602.1 Proposed Residences Cazadero Drive, Carlsbad, California CHRISTIAN WHEELER ENGINEERING PRELIMINARY GEOTECHNICAL INVESTIGATION PROPOSED RESIDENCES T 2817-2819 CAZADERO DRIVE CARLSBAD. CALIFORNIA INTRODUCTION AND PROJECT DESCRIPTION r This report presents the results of a preliminary geotechnical investigation performed for the proposed f residences to be constructed on a previously graded lot located at 2817 and 2819 Cazadero Drive, in the La ' Costa area of Carlsbad, California. Figure Number 1 presented on the following page provides a vicinity map _ showing the location of the property. The subject site is a vacant parcel of land located at 2817 and 2819 Cazadero Drive and is identified as I Assessor's Parcel Number 215-320-45. The lot has been graded into a relatively level pad that is about sk feet above Cazadero Drive. We understand that it is proposed to construct two, single-family residences on the lot. r* The proposed structure on the northwest portion of the site will be situated on the existing pad, two-stories in height, and of wood-frame construction. The proposed structure on the southeast portion of the site will have ; split levels with two- and three-story portions, and will have a partially subterranean garage at the front with an < interior retaining wall. The above-grade portion of the structure will be of wood-frame construction while the '*"' retaining portions are expected to consist of masonry block construction. Both sturctures will be supported by conventional shallow spread footings and the lower floors will have on-grade concrete floor slabs. Grading is *— expected to consist of cuts of about 12 feet from the existing grades and fills of about 5 feet from the existing ', grades. r ' This report has been prepared for the exclusive use of Cazadero Homes, Inc. and their design consultants for specific application to the project described herein. Should the project be changed in any way, the modified f-- plans should be submitted to Christian Wheeler Engineering for review to determine their conformance with our recommendations and to determine if any additional subsurface investigation, laboratory testing and/or '"*recommendations are necessary. Our professional services have been performed, our findings obtained and our 4925 Mercury Street * San Diego, CA 92111 •*• 858-496-9760 4- FAX 858-496-9758 SITE VICINITY MAP (Adapted from Thomas Brothers Maps) PROPOSED RESIDENCES 2817-2819 CAZADERO DRIVE CARLSBAD. CALIFORNIA North CWE 2040602.1 June 2004 Figure 1 I CWE 2040602.1 June 29,2004 Page No. 2 1 recommendations prepared in accordance with generally accepted engineering principles and practices. This warranty is in lieu of all other warranties, express or implied. rf~+ PROJECT SCOPErOur preliminary geotechnical investigation consisted of surface reconnaissance, subsurface exploration, T— obtaining representative soil samples, laboratory testing, analysis of the field and laboratory data and review i of relevant geologic literature. Our scope of service did not include assessment of hazardous substance _. contamination, recommendations to prevent floor slab moisture intrusion or the formation of mold within j the structure, or any other services not specifically described in the scope of services presented below. More specifically, the intent of this analysis was to:ri a) Explore the subsurface conditions of the site to the depths influenced by the proposed r construction; "" b) Evaluate, by laboratory tests and our experience, the engineering properties of the various strata that may influence the proposed construction, including soil beaiing capacities, expansive r~" characteristics and settlement potential; ( f~ c) Describe the general geology at the site including possible geologic hazards that could have an ( effect on the site construction, and provide the seismic design parameters required by the most ^__ recent edition of the Uniform Building Code; i d) Address potential construction difficulties that may be encountered due to soil conditions, c—groundwater, or geologic hazards, and provide recommendations concerning these conditions; r*~e) Develop soil-engineering criteria for the site preparation and grading, and address the stability of cut and fill slopes; »** f) Recommend an appropriate foundation system for the type of structure anticipated and develop — soil engineering design criteria for the recommended foundation design; ^ g) Present our professional opinions this written report that includes, in addition to our findings and recommendations, a site plan showing the location of our subsurface explorations and a summary of our laboratory test results. r~ CWE 2040602.1 June 29, 2004 Page No. 3 F— It is not within the scope of our services to perform laboratory tests to evaluate the chemical characteristics of the on-site soils in regard to their potentially corrosive impact to on-grade concrete and below grade : improvements. If desired, we can submit representative soil samples to a chemical laboratory for analysis. i We suggest that such samples be obtained after grading is complete and the soils that can affect concrete and f~ other improvements are in place. Further, it should be understood Christian Wheeler Engineering does not practice corrosion engineering. If such an analysis is necessary, we recommend that the developer retain an r— engineering firm that specializes in this field to consult with them on this matter. FINDINGS SITE DESCRIPTIONri The subject site is an irregular-shaped parcel of land located at 2817 and 2819 Cazadero Drive, in the La Costa area of Carlsbad, California. The subject site is identified as Assessor's Parcel Number 215-320-45, and as Lot 306 of La Costa Meadows Unit No. 2 (Map 6905). The lot is vacant and has been graded to have ar.relatively level pad in the western portion. An unimproved driveway along the north side of the lot provides access to the pad. There is an approximately 6-foot-high fill slope at the front of the lot and a 12- to 15-foot- r~ high cut slope at the rear of the lot, at the base of a high, gently ascending natural hillside. The lot is bounded 1 on the north and south by single-family residential properties. The lot has approximately 100 feet of frontage r along Cazadero Drive, ranges from approximately 215 to 225 feet in depth, and has a rear property line length of about 36 feet. On-site elevations range from a low of approximately 245 feet (MSL) in the west corner, the grade of Cazadero Drive, to a high of approximately 269 feet (MSL), in the southeast corner of the site. A few piles of construction debris, gravel and cobble were found on the building pad. The building pad area is relatively void of vegetation, while the upper, undisturbed portions of the site consist of relatively heavyrvegetation comprised of native brush. T" GENERAL GEOLOGY AND SUBSURFACE CONDITIONS *~ GEOLOGIC SETTING AND SOIL DESCRIPTION: The subject property is located in the Foothills Physiographic Province of San Diego County. Based upon the results of our limited exploration and analysis of T~ readily available, pertinent geologic and geotechnical literature, we have determined that the site is predominantly underlain by Jurassic-Cretaceous-age, undifferentiated Santiago Peak Volcanics that are overlain by man-placed ^ fill materials in the western portion and natural slopewash materials in the eastern portion. The soils encountered during our subsurface explorations are described below in order of increasing age: r i CWE 2040602.1 June 29,2004 Page No. 4 r- ARTIFICIAL FILL (Qaf): A layer of artificial fill was encountered in four of our five subsurface explorations, Trenches T-l through T-4. The estimated limits of the existing fill are shown on the site I plan attached as Plate Number 1. In general, the existing fill material is limited to the western portion of the graded pad and die adjacent fill slope; however, a relatively thin layer of fill was noted in the eastern P" portion of the graded pad. Within Trench T-3, which was excavated at the western edge of the graded pad, die fill layer was found to have a thickness ranging from 6 feet at the west end of the trench to 2.5 r- feet at the east end. Within Trenches T-l, T-2, and T-4, the fill layer was only about six inches thick. I The fill material was found to generally consist of grayish- to medium-brown, silty sand (SM) that was _ typically damp to moist. Within Trench T-3, the material was medium dense to dense in consistency. | Within the Trench T-l, T-2, and T-4, the material was generally loose in consistency. Based on our observation of the fill layer exposed within Trench T-3, it appears that the fill was properly compacted fj and properly benched into competent formational material. As such, the existing artificial fill material is considered suitable in its present condition to support setdement-sensitive improvements; however, the upper portions will need to be scarified, moisture conditioned, and recompacted in accordance with the recommendations presented in the "Site Preparation" section of this report.r SLOPEWASH (Qsw): Although not encountered within any of our exploratory trenches, this material f~ was visually observed in the existing cut slope within the eastern portion of the site. The slopewash ' deposits consisted of medium to dark brown, silty sands (SM) that were damp to moist and loose to r medium dense in consistency. There appeared to be as much as four feet of the slopewash above the undifferentiated Santiago Peak Volcanics within the cut slope, but localized thicker deposits may exist I WEATHERED UNDIFFERENTIATED SANTIAGO PEAK VOLCANICS (KJsp): As well as being visually logged on a cut slope within the eastern portion of the site, Jurassic-Cretaceous-age I materials identified as the undifferentiated Santiago Peak Volcanics were encountered within each of our test trenches. The material comprising the Santiago Peak Volcanics consisted of reddish-brown to gray, *»- sandy gravel (GP). The material was damp to moist and medium dense to dense in consistency. The <\ upper few feet of the formational material is moderately to highly fractured. These materials are i** considered suitable in their present condition to support fill and/or settlement-sensitive improvements. •i T- GROUNDWATER: No groundwater was encountered in our explorations and we do not anticipate any significant groundwater related problems during or after construction provided that proper drainage is ir_ maintained. However, it should be recognized that minor groundwater seepage conditions might occur after development of a site even where none were present before development These are usually minor phenomena and are often the result of an alteration in drainage patterns and/or an increase in irrigation water. Based on the r CWE 2040602.1 June 29, 2004 Page No. 5 r r permeability characteristics of the soil and the anticipated usage and development, it is our opinion that any seepage conditions, should they develop, will be minor in extent. These potential "nuisance" conditions can typically be mitigated by the use of proper landscaping techniques. TECTONIC SETTING: No faults are known to traverse the subject site. However, it should be noted that much of Southern California, including the San Diego County area, is characterized by a series of Quaternary- age fault zones that consist of several individual, en echelon faults that generally strike in a northerly to northwesterly direction. Some of these fault zones (and the individual faults within the zone) are classified as "active" according to the criteria of the California Division of Mines and Geology. Active fault zones are those that have shown conclusive evidence of faulting during the Holocene Epoch (the most recent 11,000 years). A review of available geologic maps indicates that the active Rose Canyon Fault Zone is located approximately 12 kilometers southwest of the subject site. Other active fault zones in the region that could possibly affect the site include the Coronado Bank and San Clemente Fault Zones to the southwest and the Elsinore, Earthquake Valley, San Jacinto, and San Andreas Fault Zones to the northeast. GEOLOGIC HAZARDS r GROUND SHAKING: A likely geologic hazard to affect the site is ground shaking as a result of movement along one of the major active fault zones mentioned above. The maximum ground accelerations that would be attributed to a maximum magnitude earthquake occurring along the nearest fault segments of selected fault zones that could affect the site are summarized in the following Table I. TABLE I: MAXIMUM GROUND ACCELERATIONS Fault Zone Rose Canyon Newport-Inglewood Coronado Bank Elsinore Earthquake Valley San Jacinto Distance 12km 18km 36km 37km 62 km 74km Maximum Magnitude Earthquake 6.9 magnitude 6.9 magnitude 7.4 magnitude 7.1 magnitude 6.5 magnitude 7.2 magnitude Maximum Ground Acceleration 0.18 g 0.13 g 0.10 g 0.07 g 0.04 g 0.05 g r I CWE 2040602.1 June 29,2004 Page No. 6 f-Probable ground shaking levels at the site could range from slight to moderate, depending on such factors as the magnitude of the seismic event and the distance to the epicenter. It is likely that the site will experience i the effects of at least one moderate to large eardiquake during the life of the proposed improvements. T~ SURFACE RUPTURE: No active or potentially active faults are present at the subject site so the site is not 1 considered susceptible to surface rupture. i LANDSLIDE POTENTIAL AND SLOPE STABILITY: As part of this investigation we reviewed the ^_ publication, "Landslide Hazards in the Southern Part of the San Diego Metropolitan Area" by Tan, 1995. This reference is a comprehensive study that classifies San Diego County into areas of relative landslide susceptibility. The subject site is located in Area 3-1. The Area 3-1 classification is assigned to areas considered generally P susceptible to slope movement. Natural slopes within the Area 3-1 classification are considered at or near their stability limits due to their steep inclinations and can be expected to fail locally when adversely modified. Sites within this classification are located outside the boundaries of known landslides. P The site was found to be underlain, below the fill layer, by Undifferentiated Santiago Peak Volcanic Rock. Based on our experience, these materials typically have excellent strength characteristics in terms of slope stability. As r~ such, it is our opinion that the potential for deep-seated landsliding on the subject site is low. In addition, it is our ' opinion that the potential for slope failures within the existing fill slope at the western side of the subject site is Jf—, low. This is based on the proper compaction of the existing fill, the proper benching of the existing fill into competent formational materials, and the inclination of the fill slope. LIQUEFACTION: The near-surface soils encountered at the site are not considered susceptible to liquefaction due to such factors as soil density, grain-size distribution and the absence of shallow groundwater conditions. •f— i FLOODING: Based on our review of the maps prepared by the Federal Emergency Management Agency, the I site is located outside the boundary of the 100-year and 500-year floodplains.i 'r~ TSUNAMIS: Tsunamis are great sea waves produced by submarine earthquakes or volcanic eruptions. Due to the elevation of the site and its location, it should not be affected by a tsunami. 4— SEICHES: Seiches are periodic oscillations in large bodies of water such as lakes, harbors, bays or reservoirs. Due to the site's location, it should not be affected by seiches. CWE 2040602.1 June 29, 2004 Page No. 7 i——CONCLUSIONS r"*No geotechnical conditions were found that would preclude the construction of the proposed residential project provided the recommendations presented in this report are followed. Based on our investigation, we T~ have found that the site is underlain by artificial fills and slopewash underlain by Cretaceous-age Santiago Peak Volcanics. The Santiago Peak Volcanics encountered in our investigation are generally medium dense to dense r~~ and suitable to support the proposed construction. The existing artificial fill material appears to have been * properly compacted and properly benched into competent formational material and is, therefore, considered _-. suitable in its present condition to support settlement-sensitive improvements; however, the upper portions will | need to be scarified, moisture conditioned, and recompacted. The existing slopewash material is considered unsuitable in its present condition to support settlement-sensitive improvements. As such, the slopewash i that is not removed by planned grading, will need to be removed and be replaced as properly compacted fill material. In addition, it appears that the front residence will be traversed by a cut/fill transition. Where this occurs, it will be necessary to undercut the cut portion of the building pad. This being accomplished, the proposed residences can be supported by conventional spread foundations and with conventional concrete T slabs-on-grade. f~" No geologic hazards of sufficient magnitude to preclude development of the site as we presently contemplate ' it are known to exist. In our professional opinion and to the best of our knowledge, the site is suitable from a f— geologic perspective for the proposed construction, provided the structure is designed in accordance with the requirements of the most recent edition of the Uniform Building Code and the local governmental agencies. | RECOMMENDATIONS ^ GRADING AND EARTHWORK i *~ GENERAL: All grading should conform to the guidelines presented in Appendix Chapter A33 of the • Uniform Building Code, the minimum requirements of the City of Carlsbad, and the Recommended Grading *— Specifications and Special Provisions attached hereto as Appendix B, except where specifically superseded in ! the text of this report. Prior to grading, a representative of Christian Wheeler Engineering should be present at the preconstruction meeting to provide additional grading guidelines, if necessary, and to review the ! earthwork schedule. ] OBSERVATION OF GRADING: Continuous observation by the Geotechnical Consultant is essential during the grading operation to confirm conditions anticipated by our investigation, to allow adjustments in r ; CWE 2040602.1 June 29,2004 Page No. 8 design criteria to reflect actual field conditions exposed, and to determine that the grading proceeds in general accordance with the recommendations contained herein. r CLEARING AND GRUBBING: At the time of our site investigation, the existing building pad was cleared r~" of vegetation, but did support some construction debris. The site preparation should begin with the removal of the construction debris and any vegetation and other deleterious materials from the portions of site that will be r— graded and/or will receive improvements. The resulting materials should be disposed of off-site. __ SITE PREPARATION: After clearing and grubbing, the existing slopewash material should be removed from the areas to receive fill or settlement-sensitive improvements to the contact with underlying materials of the Santiago Peak Volcanics. Based on our limited subsurface explorations, the existing slopewash deposits are expected to have an approximate thickness of four feet, but may be thicker in localized areas. The removals should extend laterally at least five feet outside the building perimeter and at least two feet outside light exterior improvements. No other special site preparation is considered necessary at this time. f~ BUILDING PAD UNDERCUTS: It appears that the front residence will be traversed by a cut/fill transition. Where this occurs, the cut portion of the building pad should be undercut at least three feet below finish grade. r~ In addition, the excavation for the partially subterranean garage may expose very dense hardrock that cannot be ' excavated with light trenching equipment. If this is the case, consideration should be given to undercutting the P. building pad and utility alleys to at least six inches below the bottom of the foundations and utilities and I replacing the excavated material with compacted fill material. The bottom of all overexcavated areas should be sloped in such a manner that water does not become trapped in the overexcavated zone. Prior to replacing the excavated materials, the soils exposed at the bottom of the P excavation should be scarified to depth of six inches, moisture conditioned and compacted to at least 90 percent relative compaction.r PROCESSING OF FILL AREAS: Prior to placing any new fill soils or constructing any new improvements T""1 in areas that have been cleaned out and approved to receive fill, the exposed soils should be scarified to a depth of 12 inches, moisture conditioned, and compacted to at least 90 percent relative compaction. No other special r- ground preparation is anticipated at this time. _ COMPACTION AND METHOD OF FILLING: All structural fill placed at the site should be compacted to a relative compaction of at least 90 percent of its maximum dry density as determined by ASTM Laboratory Test D1557-91. Fills should be placed at or slightly above optimum moisture content, in lifts six to eight inches r CWE 2040602.1 June 29, 2004 Page No. 9 .*~"* thick, with each lift compacted by mechanical means. Fills should consist of approved earth material, free of trash or debris, roots, vegetation, or other materials determined to be unsuitable by our soil technicians or f*~ . ...project geologist. Fill material should be free of rocks or lumps of soil in excess of twelve inches in maximum dimension. However, in the upper two feet of pad grade, no rocks or lumps of soil in excess of six inches should be allowed. i r— The proposed fills should be benched at least two feet into all temporary slopes and into competent naturali i or existing fill soils when the existing slope is steeper than an inclination of 5:1 (horizontal to vertical). A key _ should be constructed at the toe of the proposed fill slope. The key should extend at least 12 inches into firm natural ground and should be sloped back at least two percent into the slope area. The key should have a minimum width of 5 feet.f~ i Utility trench backfill within five feet of the proposed structures and beneath all pavements and concrete ?*- flatwork should be compacted to a minimum of 90 percent of its maximum dry density. f~ CUT AND FILL SLOPE CONSTRUCTION: Proposed cut and fill slopes will have a maximum height of about 10 feet and are to be constructed at an inclination of 2:1 or flatter (horizontal to vertical). Care f"~ should be taken to make sure that highly expansive materials are not placed within five feet of the face of the ' fill slope. Compaction of the slope should be performed by back-rolling with a sheepsfoot compactor at P- vertical intervals of four feet or less as the fill is being placed, and track-walking the face of the slope when the slope is completed. As an alternative, the fill slopes may be overfilled by at least three feet and then cut back to the compacted core at the design line and grade. Keys should be made at the toe of fill slopes in accordance \vith the recommendations presented above under "Compaction and Method of Filling". r~SURFACE DRAINAGE: Surface runoff into graded areas should be minimized. Where possible, drainage should be directed to suitable disposal areas via non-erodible devices such as paved swales, gunited brow ditches, and storm drains. Pad drainage should be designed to collect and direct surface water away from proposed structures and the top of slopes and toward approved drainage areas. For earth areas, a minimum |~~ gradient of one percent should be maintained. T— The ground around the proposed buildings should be graded so that surface water flows rapidly away from the buildings without ponding. In general, we recommend that the ground adjacent to the building slopes ^_ away at a gradient of at least two percent. Densely vegetated areas where runoff can be impaired should have a minimum gradient of five percent within the first five feet from the structure. Gutters and downspouts should discharge to controlled drainage systems. r r i CWE 2040602.1 June 29,2004 Page No. 10 r- [ TEMPORARY CUT SLOPES: Temporary cut slopes of up to 12 feet in height are anticipated to be required during the proposed construction. Temporary cut slopes of up to twelve feet in height, for retaining r walls, can be excavated vertical for the bottom five feet and at an inclination of 0.5 to 1.0 (horizontal to vertical) or flatter above. All temporary cut slopes should be observed by the engineering geologist during grading to ascertain that no unforeseen adverse conditions exist. No surcharge loads such as soil ori equipment stockpiles, vehicles, etc. should be allowed within a distance from the top of temporary slopes r1" equal to half the slope height. Where there is not room to construct temporary slopes, temporary shoring of ' the excavation sides may be necessary. —. The contractor is solely responsible for designing and constructing stable, temporary excavations and may need to shore, slope, or bench the sides of trench excavations as required to maintain the stability of the excavation sides. The contractor's "responsible person", as defined in the OSHA Construction Standards for Excavations, 29 CFR, Part 1926, should evaluate the soil exposed in the excavations as part of the contractor's safety process. Temporary cut slopes should be constructed in accordance with the recommendations presented in this section. In no other case should slope height, slope inclination, or excavation depth, including utility trench excavation depth, exceed those specified in local, state, and federal j safety regulations. p SLOPE STABILITY f- GENERAL: All slopes at the subject site will be constructed at a slope ratio of 2:0 horizontal units to 1.0 I vertical unit (2:1) or flatter, with a maximum height of about 10 feet Based on the relatively high strength parameters of the on-site soils in their natural and compacted states, it is our opinion that the proposed slopes will be stable in regards to deep-seated slope failure and surficial slope failure. Provided the slope is constructed in accordance with the above recommendations, it is our opinion that the proposed slope will have a factor ofrI safety against failure in excess of the normally required minimum safety factor of 1.5. EROSION CONTROL: The placement of cohesionless soils at the face of slopes should be avoided. Slopes should be planted as soon as feasible after grading. Sloughing, deep rilling and slumping of surficial soils may be ^ anticipated if slopes are left unplanted for a long period of time, especially during the rainy season. Irrigation of slopes should be carefully monitored to insure that only the minimum amount necessary to sustain plant life is r- used. Over-irrigating could be extremely erosive and should be avoided. I CWE 2040602.1 June 29,2004 Page No. 11 I FOUNDATIONS 1 GENERAL: Based on our findings and engineering judgments, it is our opinion that the proposed residences may be supported by shallow conventional continuous and isolated spread footings. The following f*~ recommendations are considered the minimum based on soil conditions and are not intended to be lieu of structural considerations. All foundations should be designed by a qualified structural engineer. r1 FOUNDATION DIMENSIONS: Spread footings supporting the proposed two- and three-story structures _ should be embedded at least 18 and 24 inches below finish pad grade, respectively. Retaining wall footings | should be embedded at least 18 inches below finish grade. Continuous should have a minimum width of 15 inches and 18 inches for two- and three-story construction, respectively. Continuous footings supporting | retaining walls and isolated footings should have a minimum width of 24 inches. *«• BEARING CAPACITY: Conventional continuous spread footings with the above minimum dimensions for two-story structures may be designed for an allowable soil bearing pressure of 3,500 pounds per square foot.r This value may be increased by 300 and 700 psf for each addition foot of footing width and embedment, respectively, to a maximum of 5,000 psf. This value may also be increased by one-third for combinations of r~ temporary loads such as those due to wind or seismic loads. {*• FOOTING REINFORCEMENT: The project structural engineer should provide reinforcement I requirements for foundations. However, based on soil conditions, we recommend that the minimum reinforcing for continuous footings consist of at least two No. 5 bars positioned three inches above the bottom ! of the footing and two No. 5 bars positioned two inches below the top of the footing. | LATERAL LOAD RESISTANCE: Lateral loads against foundations may be resisted by friction between the bottom of the footing and the supporting soil, and by the passive pressure against the footing. The coefficient T~of friction between concrete and soil may be considered to be and 0.35. The passive resistance may be considered to be equal to an equivalent fluid weight of 350 pounds per cubic foot. This assumes the footings are T~ poured tight against undisturbed soil. If a combination of the passive pressure and friction is used, the friction value should be reduced by one-third. I SETTLEMENT CHARACTERISTICS: The anticipated total and differential settlement is expected to be r_ less than about one inch and one inch in forty feet, respectively, provided the recommendations presented in | this report are followed. It should be recognized that minor cracks normally occur in concrete slabs and CWE 2040602.1 June 29, 2004 Page No. 12 r foundations due to shrinkage during concrete curing or redistribution of stresses, therefore some cracks should be anticipated. Such cracks are not necessarily an indication of excessive vertical movements. FOUNDATION PLAN REVIEW: The foundation plans should be submitted to this office for review in order to ascertain that the recommendations of this report have been implemented, and that no additional recommendations are needed due to changes in the anticipated construction. FOUNDATION EXCAVATION OBSERVATION: All foundation excavations should be observed by the Geotechnical Consultant prior to placing reinforcing steel or formwork to determine if the foundation recommendations presented herein are followed. All footing excavations should be excavated neat, level, and square. All loose or unsuitable material should be removed prior to the placement of concrete. SEISMIC DESIGN PARAMETERS: Based on a maximum magnitude (Mmax) earthquake of 6.9 along the nearest portion of the Rose Canyon Fault Zone, the Maximum Ground Acceleration at the site would be approximately 0.18 g. For structural design purposes, a damping ratio not greater than 5 percent of critical dampening, and Soil Profile Type SB are recommended (UBC Table 16-J). Based upon the location of the site being greater than 10 kilometers from the Rose Canyon Fault (Type B Fault), Near Source Factors N» equal to 1.0 and Nv equal to 1.0 are also applicable. These values, along with other seismically related design parameters from the Uniform Building Code (UBC) 1997 edition, Volume II, Chapter 16, utilizing a Seismic Zone 4 are presented in the following table. TABLE II: SEISMIC DESIGN PARAMETERS UBC - Chapter 16 Table No. 16-1 16-J 16-Q 16-R 16-S 16-T 16-U Seismic Parameter Seismic Zone Factor Z Soil Profile Type Seismic Coefficient Ca Seismic Coefficient Cv Near Source Factor N» Near Source Factor Nv Seismic Source Type Recommended Value 0.40 SB 0.40 Na 0.40 Nv 1.0 1.0 B I CWE 2040602.1 June 29,2004 Page No. 13 [ ON-GRADE SLABS GENERAL: It is our understanding that the proposed residences will use concrete slabs-on-grade. The following recommendations assume that the subgrade soils have been prepared in accordance with ther_ recommendations presented in the "Site Preparation" section of this report. In addition, the following recommendations are considered to be the minimum slab requirements based on the soil conditions and are f~ not intended to be in lieu of structural considerations. All slabs should be designed by a qualified structural ' engineer. rI INTERIOR FLOOR SLABS: The minimum floor slab thickness should be four inches (actual) and all floor slabs should be reinforced with at least No. 3 reinforcing bars placed at 18 inches on center each way. | Slab reinforcement should be supported on chairs such that the reinforcing bars are positioned at mid-height in the floor slab. The garage slab may be constructed independent of the garage perimeter footings. However, if the garage slab and footings are poured monolithically, the slab reinforcement should extend into the perimeter foundations at least six inches.r MOISTURE PROTECTION FOR INTERIOR SLABS: It should be noted that it is the industry f"~ standard that interior on-grade concrete slabs be underlain by a moisture retarder. We suggest that the subslab moisture retarder consist of at least a two-inch-thick blanket of one-quarter-inch pea gravel or clean p coarse sand overlain by a layer of 10-mil visqueen. The visqueen should be overlain by a two-inch-thick layer 1 of coarse, clean sand that has less than ten percent and five percent passing the No. 100 and No. 200 sieves. __ Our experience indicates that this moisture barrier should allow the transmission of from about six to twelve pounds of moisture per 1000 square feet per day through the on-grade slab. This may be an excess amount of moisture for some types of floor covering. If additional protection is considered necessary, the concrete mixrcan be designed to help reduce the permeability of the concrete and thus moisture emission upwards through the floor slab.r EXTERIOR CONCRETE FLATWORK: Exterior slabs should have a minimum thickness of four inches. j Reinforcement and control joints should be constructed in exterior concrete flatwork to reduce the potential for cracking and movement. Joints should be placed in exterior concrete flatwork to help control the location of T~ shrinkage cracks. Spacing of control joints should be in accordance with the American Concrete Institute specifications. When patio, walks and porch slabs abut perimeter foundations they should be doweled into the •— footings. I CWE 2040602.1 June 29,2004 Page No. 14 F EARTH RETAINING WALLS | PASSIVE PRESSURE: The passive pressure for the prevailing soil conditions may be considered to be 350 pounds per square foot per foot of depth. This pressure may be increased one-third for seismic loading. The "~ coefficient of friction for concrete to soil may be assumed to be 0.35 for the resistance to lateral movement. \Vhen combining frictional and passive resistance, the friction should be reduced by one-third. The upper 12 p inches of exterior retaining wall footings should not be included in passive pressure calculations where I abutted by landscaped or unpaved areas. rI EQUIVALENT FLUID PRESSURE: The active soil pressure for the design of "unrestrained" and "restrained" earth retaining structures with level backfill may be assumed to be equivalent to the pressure of a fluid weighing 35 and 55 pounds per cubic foot, respectively. These values assume a drained backfill condition.r SURCHARGE: No surcharge loads have been considered. If any surcharge loads are anticipated, this | office should be contacted for the necessary increase in lateral soil pressures. p WATERPROOFING AND SUBDRAIN OBSERVATION: The project architect should provide ' waterproofing details. The geotechnical engineer should be requested to verify that waterproofing has been p-• applied. A suggested wall subdrain detail is provided on the attached Plate Number 8. We recommend that I the Geotechnical Consultant be retained to observe all retaining wall subdrains to verify proper construction. r• BACKFILL: All backfill soils should be compacted to at least 90 percent relative compaction. Expansive or clayey soils should not be used for backfill material. The wall should not be backfilled until the masonry has reached an adequate strength. |~ LIMITATIONS r REVIEW, OBSERVATION AND TESTING i T— The recommendations presented in this report are contingent upon our review of final plans and ! specifications. Such plans and specifications should be made available to the Geotechnical Consultant and „_ engineering geologist so that they may review and verify their compliance with this report and with the Uniform Building Code. j CWE 2040602.1 June 29,2004 Page No. 15 It is recommended that Christian Wheeler Engineering be retained to provide continuous soil engineering services during the earthwork operations. This is to verify compliance with the design concepts, specifications P or recommendations and to allow design changes in the event that subsurface conditions differ from those anticipated prior to start of construction. I UNIFORMITY OF CONDITIONS I The recommendations and opinions expressed in this report reflect our best estimate of the project requirements based on an evaluation of the subsurface soil conditions encountered at the subsurface exploration locations and on the assumption that the soil conditions do not deviate appreciably from those encountered. It should be recognized that the performance of the foundations or temporary slopes might 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 may be encountered during site development should be brought to the attention of the Geotechnical Consultant so that he may make modifications if necessary. ' CHANGE IN SCOPE I This office should be advised of any changes in the project scope or proposed site grading so that we may determine if the recommendations contained herein are appropriate. This should be verified in writing or | modified by a written addendum. ] TIME LIMITATIONS The findings of this report are valid as of this date. Changes in the condition of a property can, however, occur with the passage of time, whether they be due to natural processes or the work of man on this or ] adjacent properties. In addition, changes in the Standards-of-Practice and/or Government Codes may occur. Due to such changes, the findings of this report may be invalidated wholly or in part by changes beyond our p control. Therefore, this report should not be relied upon after a period of two years without a review by us verifying the suitability of the conclusions and recommendations. ! PROFESSIONAL STANDARD I In the performance of our professional services, we comply with that level of care and skill ordinarily exercised by members of our profession currently practicing under similar conditions and in the same locality.r I CWE 2040602.1 June 29,2004 Page No. 16 1 The client recognizes that subsurface conditions may vary from those encountered at the locations where our borings, surveys, and explorations are made, and that our data, interpretations, and recommendations be 1 based solely on the information obtained by us. We will be responsible for those data, interpretations, and recommendations, but shall not be responsible for the interpretations by others of the information 1~" developed. Our services consist of professional consultation and observation only, and no warranty of any kind whatsoever, express or implied, is made or intended in connection with the work performed or to be •p performed by us, or by our proposal for consulting or other services, or by our furnishing of oral or written i reports or findings. I CLIENT'S RESPONSIBILITY r It is the responsibility of the Client, or their representatives to ensure that the information and recommendations contained herein are brought to the attention of the structural engineer and architect for r— the project and incorporated into the project's plans and specifications. It is further their responsibility to take the necessary measures to insure that the contractor and his subcontractors carry out such recommendations | during construction. p FIELD EXPLORATIONS «— Six subsurface explorations were made at the locations indicated on the site plan included herewith as Plate ! Number 1 on January 23,2003. These explorations consisted of six test trenches using a Case 580L Backhoe. The fieldwork was conducted under the observation and direction of our engineering geology personnel. The explorations were carefully logged when made. The test trench logs are presented on the following Plate | Numbers 2 through 7. The soils are described in accordance with the Unified Soils Classification. In addition, a verbal textural description, the wet color, the apparent moisture and the density or consistency are provided. I™I The density of granular soils is given as very loose, loose, medium dense, dense or very dense. The consistency of silts or clays is given as either very soft, soft, medium stiff, stiff, very stiff, or hard.r Disturbed "bulk" samples and relatively undisturbed "chunk" samples were taken from the trench excavations •p and transported to our laboratory for testing. I CWE 2040602.1 June 29,2004 Page No. 17 T LABORATORY TESTING j Laboratory tests were performed in accordance with the generally accepted American Society for Testing and Materials (ASTM) test methods or suggested procedures. A brief description of the tests performed is f~ presented below. 1— a) CLASSIFICATION: Field classifications were verified in the laboratory by visual examination. The i final soil classifications are in accordance with the Unified Soil Classification System. T~ ! b) MOISTURE-DENSITY: In-place moisture contents and dry densities were determined for representative soil samples. This information was an aid to classification and permitted recognition ofrvariations in material consistency with depth. The dry unit weight is determined in pounds per cubic foot, and the in-place moisture content is determined as a percentage of the soil's dry weight. The r~results of these tests are summarized in the boring logs. j c) COMPACTION TEST: The maximum dry density and optimum moisture content of typical soils were determined in the laboratory in accordance with ASTM Standard Test D-1557-91. The result of r~ this test is presented below. ,p Sample Number: Trench T-3 @ 0 - 3* | Sample Description: Light yellowish-brown, silty sand (SM) Optimum Moisture Content: 10.7 % Maximum Density: 119.0pcf | d) DIRECT SHEAR TEST: A direct shear test was performed to determine the failure envelope of the anticipated foundation soils based on yield shear strength. The shear box was designed to ! accommodate a sample having a diameter of 2.375 inches or 2.50 inches and a height of 1.0 inch. The sample was tested at different vertical loads and at a saturated moisture content. The shear stress T" was applied at a constant rate of strain of approximately 0.05 inch per minute. The results of these 1 tests are presented below. ! Sample Number: Trench T-3 @ 0 - 3' Sample Type: Remolded to 90 % | Angle of Internal Friction: 26" Apparent Cohesion: 300 psf CWE 2040602.1 June 29, 2004 Page No. 18 e) GRAIN SIZE DISTRIBUTION: The grain size distribution of a selected sample was determined in accordance with ASTM D422. The results of these tests are presented below. Sample Location Trench T-3 @ 0 - 3* Sieve Size Percent Passing #4 100 #8 99 #16 97 #30 95 #50 90 #100 62 #200 35 Soil Type SM r r LOG OF TEST TRENCH NUMBER T-l Date Excavated: 1/23/2003 Equipment: Case 580 Backhoe Existing Elevation: 464 feet Finish Elevation: 466 feet 4> i ^•. — ' £ PH Wu 1 • - 5 • 6 - 7 - 9 in O0 , .y $oi Logged by: TSW Project Manager: CHC Depth to Water: N/A Drive Weight: N/A SUMMARY OF SUBSURFACE CONDITIONS Artificial Fill (Qaf): Grayish-brown, r \SAND(SM). noist, loose, GRAVELLY Weathered Undifferentiated Santiago Peak Volcanics (KJsp): Reddish-brown and gray, damp to moist, medium dense to dense, SANDY GRAVEL (GP), moderately to highly fractured. Practical refusal at 4 feet. CHRISTIAN WHEELER ENGINEERING SAMPLES WC-iPH Ha $a) CK Xh-lP03 1 21O ,_ r""1 "X < i2 R!§ e e- C?"e^ K 1 O * 4.5 Ht> fa <z> D A SU 1417 ^SHo H ^"S VD§e« J PROPOSED LA COSTA DUPLEX 2817 & 2819 Cazadero Dr., Carlsbad, California BY: HF JOB NO. : 2040602 DATE: February 2003 PLATE NO.: 2 LOG OF TEST TRENCH NUMBER T-2 Date Excavated: 1/23/2003 Equipment: Case 580 Backhoe Existing Elevation: 464 feet Finish Elevation: 466 feet "-M i&Q - 1 GRAPHIC LOG1 Logged by: TSW Project Manager CHC Depth to Water: N/A Drive Weight: N/A SUMMARY OF SUBSURFACE CONDITIONS ArtifkiaLFill (Oaf): Gravish-brown. moist, loose. SILTY SAND (SM). Weathered Undiffetentiated Santiago Peak Volcanics fKJsp^: Reddish-brown and gray, damp to moist, medium dense to dense, 2 ^H SANDY GRAVEL (GP). ^^H Moderately to highly fractured from Vz to 2l/2 feet.:; - 5 • 6 - 7 - 9 10 •At 2Vz feet becomes dense to very dense. Practical refusal at 3'/2 feet. w CHRISTIAN WHEELER I; N G I N E E K. I N C, SAMPLES W 1 w oa PENETRATION(blows/ foot)1 CK 11 •MOISTURE (%)8.3 ^ Q 152.1 LABORATORYTESTSPROPOSED LA COSTA DUPLEX 2817 & 2819 Cazadero Dr., Carlsbad, California BY: HF JOB NO. : 2040602 DATE: February 2003 PLATE NO.: 3 LOG OF TEST TRENCH NUMBER T-3 Date Excavated: 1 /23/2003 Equipment: Case 580 Backhoe Existing Elevation: 464 feet Finish Elevation: 457.5 feet t>.u<-u T1i-U £WQ - 1 - 2 - 3 - 4 . - 5 • 6 - 7 - 8 - 9 -10 GRAPHIC LOG• Logged by:TSW Project Manager: CHC Depth to Water: N/A Drive Weight: N/A SUMMARY OF SUBSURFACE CONDITIONS Artificial Fill (Oaf): Light gray, moist, medium dense to dense, SILTY SAND (SM), very fine to fine-grained. Medium brown, damp to moist, medium dense to dense, SILTY SAND (SM), with gravel and clay. Weathered Undifferentiated Santiago Peak Volcanics fKTsp): Reddish-brown and gray, damp to moist, dense, SANDY \_ GRA\7EL (GP). Highly fractured from 6-7 feet. Becomes very dense at 7'./ Practical refusal at 7 feet. m CHRIST] AN WHEELEK LNGINEF. KING SAMPLES SAMPLE TYPEM ^DCQ PENETRATION(blows/ foot)CK IJIII 1 CK 11 1 MOISTURE (%)12.6 7.2 DRY UNIT WT.fee*)109.8 103.6 LABORATORYTESTSMD DS SA PROPOSED LA COSTA DUPLEX 2817 & 2819 Cazadero Dr., BY: HF JOB NO. : 2040602 Carlsbad, California DATE:February 2003 PLATE NO.: 4 LOG OF TEST TRENCH NUMBER T-4 Date Excavated: 1/23/2003 Equipment: Case 580 Backhoe Existing Elevation: 464 feet Finish Elevation: 466 feet DEPTH (feet):,GRAPHIC LOG1 Logged by: TSW Project Manager: CHC Depth to Water N/A Drive Weight: N/A SUMMARY OF SUBSURFACE CONDITIONS Artificial Fill (Oaf): Grayish-brown, moist, loose, GRAVELLY \SAND(SM)./ Weathered Undiffetentiated Santiago Peak Volcanics fKIsp): Reddish-brown and gray, damp to moist, medium dense to dense, ^H SANDY GRAVEL (GP). At 3 feet becomes dense to very dense.:: - 5 • 6 - 7 - 9 m •From '/2 to 3 feet becomes moderately to highly fractured. Practical refusal at y/2 feet. m CHRISTIAN WHEELER ENGINEER.INC. SAMPLES SAMPLE TYPEBULKPENETRATION(blows/ foot)CK 11 1 MOISTURE (%)0.8 FH Q 163.4 LABORATORYTESTSPROPOSED LA COSTA DUPLEX 2817 & 2819 Cazadero Dr., Carlsbad, California BY: HF JOB NO. : 2040602 DATE: February 2003 PLATE NO.: 5 LOG OF TEST TRENCH NUMBER T-5 Date Excavated: 1/23/2003 Logged by: TSW Equipment: Case 580 Backhoe Project Manager. CHC Existing Elevation: 464 feet Depth to Water: N/A Finish Elevation: N/A Drive Weight: N/A lDEPTH (feet)OoH-lu1— 1 p- o1 SUMMARY OF SUBSURFACE CONDITIONS Weathered Undifferentiated Santiago Peak Volcanics (KJsp); Reddish-brown and gray, damp to moist, dense, SANDY ^H GRAVEL (GP). 2 ^^H Moderately to highly fractured from 0-12 inches. . - 3 - 4 - 5 • 6 - 7 . 9 •At 12 inches becomes very dense. Practical refusal at 21A feet. SAMPLES SAMPLE TYPE1FQ PENETRATION(blows/ foot)MOISTURE (%)DRY UNIT WT.(pcOLABORATORYTESTSPROPOSED LA COSTA DUPLEX VU 2817 & 2819 Cazadero Dr., Carlsbad, California CHRISTIAN WHEEI .FR BY: HF ENGINEERING JOB NO. : 2040602 DATE: February 2003 PLATE NO.: 6 LOG OF TEST TRENCH NUMBER T-6 Date Excavated: 1 /23/2003 Equipment: Case 580 Backhoe Existing Elevation: 474.0 feet Finish Elevation: 476.0 feet DEPTH (feet)- 1 - 2 - 5 GRAPHIC LOG_ Logged by: TSW Project Manager: CHC Depth to Water: N/A Drive Weight N/A SUMMARY OF SUBSURFACE CONDITIONS Slopewash (Qsw): Medium to dark brown, damp to moist, loose to medium dense, SILTY SAND (SM), with gravel. Weathered Undifferentiated Santiago Peak Volcanics (KTsp): Reddish-brown and gray, damp to moist, medium dense to dense, ^H SANDY GRAVEL (GP). ., ^^H Moderately to highly fractured from 4-7 feet. ^^H Dense to very dense at 7 feet. 1 — o - 9 -10 1 Test trench terminated at 10 feet. CHRISTIAN WHEELER ENGINEERING SAMPLES SAMPLE TYPEaDpa PENETRATION(blows /foot)MOISTURE (%)DRY UNIT WT.(pcf)LABORATORYTESTSPROPOSED LA COSTA DUPLEX 2817 & 2819 Cazadero Dr., Carlsbad, California BY: HF JOB NO. : 2040602 DATE: February 2003 PLATE NO.: 7 3/4 inch Crushed Rock or Miradrain 6000 or Equivalent r~ r Geofabric Between. Rock and Soil Minimum 4-inch Diameter Perforated Pipe PVC Schedule 40 6-inch | / Max. • < •s 12" c..6-inch Minimum Waterproof Back of Wall Per Architect's Specifications Top of Ground or Concrete Slab 6-inch Minimum RETAINING WALL SUBDRAIN DETAIL No Scale CHRISTIAN WHEELER ENGINEERING 4!)25 MERCURY S"I"R1-.1-T SAN DlliGO, CAI,H;ORNIA 92111 TEL. («58) 496-U760 FAX. (858) 469-9758 PROPOSED RESIDENCES 2817-2819 CAZADERO DRIVE, CARLSBAD, CALIFORNIA BY;SUV JOB NO.: 2040602 DATE:June 2004 PLATE NO.: I CWE 2040602.1 June 29,2004 Appendix A, Page Al I REFERENCES I Christian Wheeler Engineering, February 17, 2003, Report of Preliminary Geotechnical Investigation. Proposed Residential Duplex. 2817-2819 Cazadero Drive. Carlsbad. California. Anderson, J.G.; Rockwell, R.K. and Agnew, D.C., 1989, Past and Possible Future Earthquakes of Significance to the San Diego Region, Earthquake Spectra. Volume 5, No. 2,1989. f~ Blake, T.F., 2000, EQFAULT, A Computer Program for the Estimation of Peak Horizontal Acceleration from 3-D Fault Sources, Version 3.0, Thomas F. Blake Computer Services and Software, Thousand Oaks, California. r I Boore, David M, Joyner, William B., and Fumal, Thomas E., 1997, "Empirical Near-Source Attenuation Relationships for Horizontal and Vertical Components of Peak Ground Acceleration, Peak Ground Velocity,r and Pseudo-Absolute Acceleration Response Spectra", in Seismological Research Letters, Volume 68, Number I.January/February 1997. California Division of Mines and Geology, 1998, Maps of Known Active Fault Near Source-Zones in California f~ and Adjacent Portions of Nevada. r— Federal Emergency Management Agency, 1997, San Diego County, California and Incorporated Areas Flood I Insurance Rate Map, Panel 1051 of 2375, Map Number 06073C1051 F. r| Hart, E.W., 1994, Fault-Rupture Hazard Zones in California, California Division of Mines and Geology Special Publication 42.r Jennings, C.W., 1975, Fault Map of California, California Division of Mines and Geology, Map P No. 1, Scale 1:750,000. P Kern, P., 1989, Earthquakes and Faults in San Diego County, Pickle Press, 73 pp. p Tan, S.S., 1995, Landslide Hazards in the Northern Part of the San Diego Metropolitan Area, San I Diego County, California, California Division of Mines and Geology Open-File Report 95-04. I Tan, SiangS. and Kennedy, Michael P., 1996, Geologic Maps of the Northwestern Part of San Diego County, California, California Division of Mines and Geology, DMG Open-File Report 96-02. r r CWE 2040602.1 June 29, 2004 Appendix A, Page A2 Wesnousky, S.G., 1986, "Earthquakes, Quaternary Faults, and Seismic Hazards in California", in Journal of Geophysical Research, Volume 91, No. B12, pp 12,587 to 12,631, November 1986. TOPOGRAPHIC MAPS County of San Diego, I960, Map Sheet 342-1695; Scale: 1 inch = 200 feet. County of San Diego, 1975, Map Sheet 342-1695; Scale: 1 inch = 200 feet CWE 2040602.1 June 29,2004 Appendix B, B-l P RECOMMENDED GRADING SPECIFICATIONS - GENERAL PROVISIONSi f" PROPOSED RESIDENCES 2817 AND 2819 CAZADERO DRIVE f CARLSBAD. CALIFORNIA r- GENERAL INTENT _ The intent of these specifications is to establish procedures for clearing, compacting natural ground, | preparing areas to be filled, and placing and compacting fill soils to the lines and grades shown on the accepted plans. The recommendations contained in the preliminary geotechnical investigation report and/or the attached Special Provisions are a part of the Recommended Grading Specifications and shall supersede the provisions contained hereinafter in the case of conflict. These specifications shall only be used inr~conjunction with the geotechnical report for which they are a part. No deviation from these specifications will be allowed, except where specified in the geotechnical report or in other written communication signed by the Geotechnical Engineer. r^ OBSERVATION AND TESTING i r— Christian Wheeler Engineering shall be retained as the Geotechnical Engineer to observe and test the earthwork in accordance with these specifications. It will be necessary that the Geotechnical Engineer or his ^ representative provide adequate observation so that he may provide his opinion as to whether or not the I work was accomplished as specified. It shall be the responsibility of the contractor to assist the Geotechnical Engineer and to keep him appraised of work schedules, changes and new information and data so that he may provide these opinions. In the event that any unusual conditions not covered by the special provisions or preliminary geotechnical report are encountered during the grading operations, the Geotechnical Engineer shall be contacted for further recommendations. "~ If, in the opinion of the Geotechnical Engineer, substandard conditions are encountered, such as questionable or unsuitable soil, unacceptable moisture content, inadequate compaction, adverse weather, etc., — construction should be stopped until the conditions are remedied or corrected or he shall recommend rejection of this work. ,^— Tests used to determine the degree of compaction should be performed in accordance with the foUo^wing American Society for Testing and Materials test methods: r OWE 2040602.1 June 29, 2004 Appendix B, B-2 Maximum Density & Optimum Moisture Content - ASTM D-l 557-91 Density of Soil In-Place - ASTM D-l 556-90 or ASTM D-2922 All densities shall be expressed in terms of Relative Compaction as determined by the foregoing ASTM testing procedures. PREPARATION OF AREAS TO RECEIVE FILL All vegetation, brush and debris derived from clearing operations shall be removed, and legally disposed of. All areas disturbed by site grading should be left in a neat and finished appearance, free from unsightly debris. After clearing or benching the natural ground, the areas to be filled shall be scarified to a depth of 6 inches, brought to the proper moisture content, compacted and tested for the specified minimum degree of compaction. All loose soils in excess of 6 inches thick should be removed to firm natural ground which is defined as natural soil which possesses an in-situ density of at least 90 percent of its maximum dry density. When the slope of the natural ground receiving fill exceeds 20 percent (5 horizontal units to 1 vertical unit), the original ground shall be stepped or benched. Benches shall be cut to a firm competent formational soil. The lower bench shall be at least 10 feet wide or 1-1/2 times the equipment width, whichever is greater, and shall be sloped back into the hillside at a gradient of not less than two (2) percent. All other benches should be at least 6 feet wide. The horizontal portion of each bench shall be compacted prior to receiving fill as specified herein for compacted natural ground. Ground slopes flatter than 20 percent shall be benched when considered necessary by the Geotechnical Engineer. Any abandoned buried structures encountered during grading operations must be totally removed. All underground utilities to be abandoned beneath any proposed structure should be removed from within 10 feet of the structure and properly capped off. The resulting depressions from the above described procedure should be backfilled with acceptable soil that is compacted to the requirements of the Geotechnical Engineer. This includes, but is not limited to, septic tanks, fuel tanks, sewer lines or leach lines, storm drains and water lines. Any buried structures or utilities not to be abandoned should be brought to the attention of the Geotechnical Engineer so that he may determine if any special recommendation will be necessary. All water wells which will be abandoned should be backfilled and capped in accordance to the requirements set forth by the Geotechnical Engineer. The top of the cap should be at least 4 feet below finish grade or 3 OWE 2040602.1 June 29,2004 Appendix B, B-3 feet below the bottom of footing whichever is greater. The type of cap will depend on the diameter of the well and should be determined by the Geotechnical Engineer and/or a qualified Structural Engineer, FILL MATERIAL Materials to be placed in the fill shall be approved by the Geotechnical Engineer and shall be free of vegetable matter and other deleterious substances. Granular soil shall contain sufficient fine material to fill the voids. The definition and disposition of oversized rocks and expansive or detrimental soils are covered in the geotechnical report or Special Provisions. Expansive soils, soils of poor gradation, or soils with low strength characteristics may be thoroughly mixed with other soils to provide satisfactory fill material, but only with the explicit consent of the Geotechnical Engineer. Any import material shall be approved by the Geotechnical Engineer before being brought to the site. PLACING AND COMPACTION OF FILL Approved fill material shall be placed in areas prepared to receive fill in layers not to exceed 6 inches m compacted thickness. Each layer shall have a uniform moisture content in the range that will allow the compaction effort to be efficiently applied to achieve the specified degree of compaction. Each layer shall be uniformly compacted to the specified minimum degree of compaction with equipment of adequate size to economically compact the layer. Compaction equipment should either be specifically designed for soil compaction or of proven reliability. The minimum degree of compaction to be achieved is specified in either the Special Provisions or the recommendations contained in the preliminary geotechnical investigation report. When the structural fill material includes rocks, no rocks will be allowed to nest and all voids must be carefully filled with soil such that the minimum degree of compaction recommended in the Special Provisions is achieved. The maximum size and spacing of rock permitted in structural fills and in non- structural fills is discussed in the geotechnical report, when applicable. Field observation and compaction tests to estimate the degree of compaction of the fill will be taken by the Geotechnical Engineer or his representative. The location and frequency of the tests shall be at the Geotechnical Engineer's discretion. When the compaction test indicates that a particular layer is at less than the required degree of compaction, the layer shall be reworked to the satisfaction of the Geotechnical Engineer and until the desired relative compaction has been obtained. CWE 2040602.1 June 29, 2004 Appendix B, B-4 ! Fill slopes shall be compacted by means of sheepsfoot rollers or other suitable equipment. Compaction by sheepsfoot roller shall be at vertical intervals of not greater than four feet. In addition, fill slopes at a ratio of ] two horizontal to one vertical or flatter, should be trackrolled. Steeper fill slopes shall be over-built and cut- back to finish contours after the slope has been constructed. Slope compaction operations shall result in all T~ fill material six or more inches inward from the finished face of the slope having a relative compaction of at ' least 90 percent of maximum dry density or the degree of compaction specified in the Special Provisions t* section of this specification. The compaction operation on the slopes shall be continued until the I Geotechnical Engineer is of the opinion that the slopes will be surficially stable. r| Density tests in the slopes will be made by the Geotechnical Engineer during construction of the slopes to determine if the required compaction is being achieved. Where failing tests occur or other field problems arise, the Contractor will be notified that day of such conditions by written communication from the Geotechnical Engineer or his representative in the form of a daily field report. r*; If the method of achieving the required slope compaction selected by the Contractor fails to produce the necessary results, the Contractor shall rework or rebuild such slopes until the required degree of compaction is obtained, at no cost to the Owner or Geotechnical Engineer. CUT SLOPES /*— The Engineering Geologist shall inspect cut slopes excavated in rock or lithified formational material during __ the grading operations at intervals determined at his discretion. If any conditions not anticipated in the preliminary report such as perched water, seepage, lenticular or confined strata of a potentially adverse nature, unfavorably inclined bedding, joints or fault planes are encountered during grading, these conditions shall be analyzed by the Engineering Geologist and Geotechnical Engineer to determine if mitigating measures are necessary. Unless otherwise specified in the geotechnical report, no cut slopes shall be excavated higher or steeper than that allowed by the ordinances of the controlling governmental agency. - ENGINEERING OBSERVATION _ Field observation by the Geotechnical Engineer or his representative shall be made during the filling and compaction operations so that he can express his opinion regarding the conformance of the grading with _^ acceptable standards of practice. Neither the presence of the Geotechnical Engineer or his representative or I CWE 2040602.1 June 29,2004 Appendix B, B-5 1 the observation and testing shall release the Grading Contractor from his duty to compact all fill material to i the specified degree of compaction.r4 SEASON LIMITS rl Fill shall not be placed during unfavorable weather conditions. When work is interrupted by heavy rain, r filling operations shall not be resumed until the proper moisture content and density of the fill materials can be achieved. Damaged site conditions resulting from weather or acts of God shall be repaired before acceptance of work. RECOMMENDED GRADING SPECIFICATIONS - SPECIAL PROVISIONS r— RELATIVE COMPACTION: The minimum degree of compaction to be obtained in compacted natural fm*. ground, compacted fill, and compacted backfill shall be at least 90 percent. For street and parking lot\ subgrade, the upper six inches should be compacted to at least 95 percent relative compaction. EXPANSIVE SOILS: Detrimentally expansive soil is defined as clayey soil which has an expansion index of ;—• 50 or greater when tested in accordance with the Uniform Building Code Standard 29-2. ^_ OVERSIZED MATERIAL: Oversized fill material is generally defined herein as rocks or lumps of soil over 6 inches in diameter. Oversized materials should not be placed in fill unless recommendations of placement of such material is provided by the Geotechnical Engineer. At least 40 percent of the fill soils shall pass through a No. 4 U.S. Standard Sieve. TRANSITION LOTS: Where transitions between cut and fill occur within the proposed building pad, the cut portion should be undercut a minimum of one foot below the base of the proposed footings and recompacted as structural backfill. In certain cases that would be addressed in the geotechnkal report, special footing reinforcement or a combination of special footing reinforcement and undercutting may be *"" required. TITLE 24 REPORT Title 24 Report for: UnitB Cazadero Street Carlsbad, Ca Project Designer: Cazadero Homes, Inc Report Prepared By: Michael Defl DELL CO. 1629 York Drive Vista, CA 92084 (760) 940-0064 b Job Number: R6-28 Date: 6/28/2004 The EnergyPro computer program has been used to perform the calculations summarized in this compliance report. This program has approval and is authorized by the California Energy Commission for use with both the Residential and Nonresidential 2001 Building Energy Efficiency Standards. This program developed by EnergySoft, LLC (415) 883-5900. EnergyPro 3,1 By EnergySoft Job Number: R6-28 User Number: 1712 MARM8-2005_FRI_Q9:^3 AH CA_RLSBAD_ENGINEERJNG FAX NO. 760 602 1052 P. 06 City of Carlsbad B u i I d i n u Department CERTIFICATE OF COMPLIANCE PAYMENT OF SCHOOL FEES OR OTHER MTTIGATlOa This form must be competed by the City, the applicant, and the appropriate school districts and returned to the City prior to issuing a building permit. The City will not issue any building permit without a completed school fee form. Project Name: Building Permit Plan Check Number Project Address: A.P.N.: Project Applicant (Owner Name); Project Description: Building Type: Residential:Number nf ftlsw Dwqllipg Units Square Feet of Living Area In New Dwelling ntiS3 fn" Second Dwelling Unit Square Feet of Living Area in SOU Residential Additions: Net Square Feet New Area Commercial/I ndustlal: City Certification of Applicant Information: ware Feet Floor Area mfied School District 6225 El Camino Real Carlsttd CA 92009 (331-5000) San Marcos Unified School District 215 Mata Way San Marcos, CA 92069 (290-2649) Contact: Nancy Dolce (By Appt. Only) Enciriitas Union School District 101 .South Rancho Santa Fe R4 Encifiitftt, CA 92024 (944-4300 ext 166) Son Dicgurto Union High School District 710 Encinitaa Blvd. Encinitas, CA 92024 (753-4491) Certification of Appljcnit/Owrwra. The person executing thii ctedaratton ("Owner*} certifii* under penalty of ptijury that (1) the informa(jon provided above » correct and true to the beat of the Owner's knowledge, and that the Owner wiH file an amended certification of payment end pay the additional fee if Owner requests an Increase in the number of dwelling unit* or square footage alter the building permit is i«sued of if the Initial determination of units or square footage is found to be incorrect, and that (2) trie Owner is 'he owner/developer of the above described projects), or that the person executing this declaration )« authorized to sign on fcehatf of the Owner. Signature:Date: 920O8-7314 » (76O) 6O2-27OO - FAX (76O) 6O2-B556 HflR-18-2005 ™_ 09:53 AH CARLSBADJNGINEERING FAX NO. 760 602 1052 P. 07 SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school districts))•a*********************************************** THIS FORM INDICATES THAT THE SCHOOL DISTRICT REQUIREMENTS FOR THE PROJECT HAVE BEEN OR WILL BE SATISFIED. SCHOOL DISTRICT: The undersigned, txsing duly authorized by the applicable School District, certifies that the developer, bulkier, 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 T'TLE /U«,f4rilWit ft . t NAME OF SCHOOL DISTRICT DATE . PHONE NUMBER CC SAN MARCOS UNIFIED SCHOOL DISTRICT FACILITIES DEPARTMENT 215 Mata Way, Bldg 5 (2nd Floor) ^ San Marcos CA 92069 o 760-290-2649 CERTIFICATE OF COMPLIANCE Project Description:Tract No. Assessor's Parcel No:-7 i^ 3ZO- V5^ OO Received From: The Sum of: INumber of Square Feet/Units:a, AS a / 1 Ra V.3?Check Number:Amount: Ed. Code 17620 and Gov. Code 65995 et seq. Not subject to fee requirements Q CFD No. a Prior Existing Mitigation Agreement Certification of Applicant/Owners: The person executing this declaration ("Owner") certifies under penalty of perjury that (1) the information provided is correct and true to the best of Owner's knowledge and that Owner will file an amended certification of payment and pay the additional fee if Owner requests an increase in the number of dwelling units/square footage after the building permit is issued, or if the initial determination of units/square footage is found to be incorrect, and any and af! costs of collection thereof including actual attorneys fees and legal costs, 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 Dated: This is to certify that the applicant listed has paid all amounts determined by the information presented and due to the San Marcos Unified School District ("District"). The payment of these amounts is a prerequisite to the issuance of a building permit. District Official: San Maffcos Unified School District- Facilities Department, 760-290-2649 NOTICE OF 90 DAY PERIOD FOR PROTEST OF FEES AND STATEMENT OF FEES/EXPIRATION OF CERTIFICATE Section 66020 of the Government Code enacted by Assembly Bill 3081, effective January 1, 1997, requires that this District provide (1) a written notice to the project applicant, at the time of payment of school fees, mitigation payment or other exactions {"Fees") of the ninety (90) day period to protest the imposition of these Fees and (2) the amount of the fees. Therefore, in accordance with Section 66020 of the Government Code and other applicable laws, this Notice shall serve to advise you that the ninety (90) day protest period in regard to such Fees or the validity thereof, commences with the payment of the fees or performance of any other requirement as described in Section 66020 of the Government Code. Additionally, the amount of the fees imposed is as herein set forth, whether payable at this time or in whole or in part prior to the issuance of a Certificate of Occupancy. As in the latter, the ninety (90) days starts on the date hereof. This Certificate of Compliance is valid for one hundred eighty (180) days from the date of issuance. Extensions will be granted only for good cause, as determined by the Facilities Department of the District, and one (1) sixty (60) day extension may be granted. At such time as this Certificate of Compliance expires, if a building permit has not been issued for the project that is the subject of this Certificate of Compliance, the owner will be reimbursed all fees that were paid to obtain this Certificate of Compliance without interest. THIS CERTIFICATE OF COMPLIANCE EXPIRES: THE ABOVE EXPIRATION DATE IS EXTENDED TO:_ SIGNATURE VERIFYING AUTHORIZED EXTENSION: 7 ' / Dated: Distribution: Facilities - White Agency - Canary Customer - Green Accounting - Pink Audit - Goldenrod