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Home My WebLink About1825 MCCAULEY LN; ; CB061891; Permit08-28-2006 Job Address: Permit Type: Parcel No: Valuation: Occupancy Group: # Dwelling Units: Bedrooms: Project Title: Applicant: MONTIJO DIANNE A City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Residential Permit Permit No: CB061891 Building Inspection Request Line (760) 602-2725 1825 MCCAULEY LN CBAD RESDNTL Sub Type: SFD2U 1562203300 $309,030.00 2 5 Lot#: Construction Type: Reference #: Structure Type: Bathrooms: 0 VN MF2-4 4.5 MONTIJO RES-DEMO 800 SF.2260SF Status: Applied: Entered By: Plan Approved; Issued: Inspect Area: Orig PCS: ISSUED 06/30/2006 LSM 08/28/2006 08/28/2006 LIVING.543 SF GAR W/602 SF SFD ABOVE,163 SF DECK Plan Check#: 1825 MCCAULEY LN CARLSBAD CA 92Q08 Owner: MONTIJO DIANNE A 1825 MCCAULEY LN CARLSBAD CA 92008 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 HMP Fee Pot. Water Con. Fee Meter Size Add'l Pot. Water Con. Fee Reel. Water Con. Fee $1,193.36 Meter Size $0.00 Add'l Reel. Water Con. Fee $775.68 Meter Fee $0.00 SDCWA Fee $0.00 CFD Payoff Fee $30.90 PFF (3105540) $0.00 PFF (4305540) $0.00 License Tax (3104193) $0.00 License Tax (4304193) $0.00 Traffic Impact Fee (3105541) $0.00 Traffic Impact Fee (4305541) $0.00 Sidewalk Fee $0.00 PLUMBING TOTAL $0.00 ELECTRICAL TOTAL $0.00 MECHANICAL TOTAL $0.00 Housing Impact Fee $0.00 Housing InLieu Fee $0.00 Housing Credit Fee Master Drainage Fee $0,00 Sewer Fee $0.00 Additional Fees TOTAL PERMIT FEES $0,00 $0.00 $0.00 $0.00 $1,117.55 $1,031.59 $0.00 $0.00 $301.74 $340.26 $0.00 $195.00 $35.00 $90.00 $0.00 $0.00 $0.00 $0.00 $985.00 $0.00 $6,096.08 Total Fees:$6,096.08 Total Payments To Date:$6,096.08 Balance Due:$0.00 BUILDING PLANS IN STORAGE ATTACHED Inspector: FINA Date:Clearance: NOTICE: Please take NOTICE that approval of your project includes the Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exactions." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition, You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of w%h ypu have previously been given a NOTICE similar to this, or as to which the statute of limitations has previously otherwise expired. PERMIT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave., Carlsbad, CA 92008 V. ooi 3; PLAN CHECK NO. dfe EST. VAL. _ Plan Ck. Deposi Validated By. Date Q3Q LAddress (include Bldg/Suite #)Business Name (at this address) Legal Description Lot No.Subdivision Name/Number Unit No.Phase No. Total # of units i Assessor's Parcel #Existing Use Proposed Use ' Q' pwner (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law [Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code] or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars IS500]). Name State License # Designer Name State License # Address License Class Address City State/Zip City Business License # City State/Zip Telephone # Telephone 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. Q I have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My worker's compensation insurance carrier and policy number are: Insurance Company Policy No. Expiration Date (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS [$100] OR LESS) n CERTIFICATE OF EXEMPTION: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California. WARNING: Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars ($100,000), in addition to the cost of compensation, damages as provided for in Section 3706 of the Labor code, interest and attorney's fees. SIGNATURE DATE ^BECfcAJWTIOHXVh ;:- •-•- "- : , ::"''''•!•'•• • •' :':•:.'.,.;•.;:: ^ '!-''- •" • ~!;:; .:, ;'.""••.."'• " -':'.^^ =; v; ;;•;.,;.•..:. v ,; y :!K>;;v7 '.;;--; • "" I hereby affirm that I am exempt from the Contractor's License Law for the following reason: O I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). JX] I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The 'contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). Q I am exempt under Section Business and Professions Code for this reason: 1. I personally plan to provide the major labor and materials for construction of the proposed property improvement. Q YES QNO 2. I (have / have not) signed an application for a building permit for the proposed work. 3j. 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): gpjiiljiiljrciis^^ Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? Q YES Q NO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? Q YES Q NO Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? Q YES CD 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. *J$P£$JP^ 7.' '. :'-' '•'"-:' ::.; .. .. ;•; • •• . .">••.>;.-': r-"Vi ,"V'.:•;• r'-'V-^'X"'.". '• .-''V. .:,-..-••- r I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 3097{i) Civil Code), LENDER'S NAME LENDER'S ADDRESS I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. I hereby authorize representatives of the City of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA permit is required for excavations over 5'0" deep and demolition or construction of structures over 3 stories in height. EXPIRATION: Every permit issued by the building Official under the provisions of this Code shall expire by (imitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from the date of such permit or if the building or work authorized by such permit is suspended or abandoned at any time after the work is commenced for a period of 180 days (Section 106.4.4 Uniform Building Code). APPLICANT'S SIGNATURE DATE WHITE: File YELLOW: Applicant PINK: Finance City tf Carlsbad Final Building Inspection Dept: Building Engineering PJuyijng Plan. Check #; CB061891 CMWD StLite Fire Date: Permit*: Project Name:MONTIJO RES-DEMO 800 SFD.2260S LIVING,543 SF GAR W/602 SF 2DU ABOVE.163 SF DEC 06/14/2007 Permit Type: RESDNTL Subtype: SFD2U Address: Contact Person: Sewer Dist: Inspected i Inspected By: Inspected By: Comments: 1825MCCAULEYLN DANIEL Phone: 7606440714 CA Water Dist: CA A . Date • /J2)6T0K^ Inspected: &~I5- 1 Date Inspected: Date Inspected: Lot: 0 * Approved: ^ Approved: Approved: »-•Disapproved: Disapproved: Disapproved: CttyilCaMshiri Final Building InspecUon Dept: Building Engineering Planning CMWD St Lite Fire Jl/ff 1 4 2007 Plan Check #: Permit*: Project Name: Address: Contact Person: Sewer Dist: Inspected By: . s&\ *x*i Inspected By: Inspected By: Comments: CB061891 MONTIJO RES-DEMO 800 SFD,2260S LIVING.543 SF GAR W/602 SF 2DU ABOVE, 1825MCCAULEYLN DAN IEL Phone: 760644071 4 CA Water Dist: CA Date n* M«ci ^ Inspected: t • IS Date Inspected: Date Inspected: Date: Permit Type: Sub Type: 163SFDEC Lot: 0 *V7 Approved: ~^ Approved: Approved: 06/14/2007 RESDNTL SFD2U Disapproved: Disapproved: Disapproved: Inspection List Permit**: CB061891 Type: RESDNTL SFD2U Date Inspection Item 06/29/2007 89 06/29/2007 89 06/18/200789 06/14/2007 89 03/08/200717 02/27/2007 39 02/23/2007 21 02/23/2007 31 02/12/2007 17 02/12/200718 02/12/200723 02/05/2007 16 01/26/2007 84 12/01/2006 83 11/28/2006 13 11/07/200683 10/18/2006 11 10/18/2006 12 10/17/2006 12 10/17/200632 10/16/2006 12 10/03/200622 Final Combo Final Combo Final Combo Final Combo Interior Lath/Drywall Final Electrical Underground/Under Floor Underground/Conduit-Wirin Interior Lath/Drywall Exterior Lath/Drywall Gas/Test/Repairs Insulation Rough Combo Roof Sheathing/Ext Shear Shear Panels/HD's Roof Sheathing/Ext Shear Ftg/Foundation/Piers Steel/Bond Beam Steel/Bond Beam Const. Service/Agricultural Steel/Bond Beam Sewer/Water Service Inspector Act PC - MC MC MC PC PC PC MC MC MC MC PC PC MC MC MC MC MC MC MC MC AP Rl PA CO AP PA we AP AP AP AP AP AP AP CO AP AP AP CO CO CO AP MONTIJO RES-DEMO 800 SFD.2260S LIVING,543 SF GAR W/602 SF 2DU ABOVE Comments SECOND UNIT ONLY, OK TO OCCUPY SECOND UNIT ONLY REAR SECOND UNIT ONLY, SEE NOTICE LATH AT BATHROOMS EMR conduit @ front entry SEE NOTES BACK OF JOB CARD FOR MISSING SOLAR PRE-PLUMB, ATTIC ACCESS & EXHAUST DUCT TERMINATION. NAIL PLATES AT PLUMBING CHECK AT INSULATION NEED APROVED TRUSS PACKAGES RFI ON EXTERIOR SHEAR FOR MISSING COIL STRAPS SECOND UNIT ONLY UFER GROUND OK SEE NOTICE ATTACHED & COMPLETE ALL HARDWARE & STEEL Monday, July 02, 2007 Page 1 of 1 City of Carlsbad Bldg Inspection Request For: 06/29/2007 Permit# CB061891 Title: MONTIJO RES-DEMO 800 SFD,2260S Description: LIVING.543 SF GAR W/602 SF 2DU ABOVE.163 SF DECK Inspector Assignment: NIC Type: RESDNTL Sub Type: SFD2U Job Address: 1825 MCCAULEYLN Suite: Lot 0 Location: OWNER MONTIJO DIANNE A Owner: MONTIJO DIANNE A Remarks: Total Time: Phone: 7606440714 Inspector: Requested By: NA Entered By: CHRISTINE CD Description Act Comment A./919 Final Structural r**lK 39 Final Electrical v 49 Final Mechanical > I f Comments/Notices/Holds Associated PCRs/CVs Original PC# Inspection History Date Description 06/18/2007 89 Final Combo 06/14/2007 89 Final Combo 03/08/2007 17 Interior Lath/Drywall 02/27/2007 39 Final Electrical 02/23/2007 21 Underground/Under Floor 02/23/2007 31 Underground/Conduit-Wiring 02/12/2007 17 Interior Lath/Drywall 02/12/2007 18 Exterior Lath/Drywall 02/12/2007 23 Gas/Tesf Repairs 02/05/2007 16 Insulation 01/26/2007 84 Rough Combo Act Insp Comments PA MC SECOND UNIT ONLY, OK TO OCCUPY SECOND UNIT ONLY CO MC REAR SECOND UNIT ONLY, SEE NOTICE AP MC LATH AT BATHROOMS PA PC EMR WC PC AP PC conduit @ front entry AP MC SEE NOTES BACK OF JOB CARD FOR MISSING SOLAR PRE- PLUMB, ATTIC ACCESS & EXHAUST DUCT TERMINATION. AP MC AP MC AP MC AP PC NAIL PLATES AT PLUMBING CHECK AT INSULATION City of Carlsbad Bldg Inspection Request For: 10/17/2006 Permit* CB061891 Title: MONTIJO RES-DEMO 800 SFD.2260S Description: LIVING,543 SF GAR W/602 SF 2DU ABOVE,163 SF DECK Inspector Assignment: MC 1825 MCCAULEYLN Lot 0 Type: RESDNTL Job Address: Suite: Location: APPLICANT MONTIJO DIANNE A Owner: MONTIJO DIANNE A Remarks: Sub Type: SFD2U Phone: 7606440714 Inspector: (Vt Total Time: CD Description 12 Steel/Bond Beam 32 Const. Service/Agricultural Act Comment Requested By: DANNY Entered By: JANEAN Comments/Notices/Hold Associated PCRs/CVs Original PC# Inspection History Date Description Act Insp Comments 10/03/2006 22 Sewer/Water Service AP MC EsGil Corporation In Partnership witfi government for (BuiCtfing Safety DATE: July 17, 2006 a APPLICANT JURISDICTION: Carlsbad a PLAN REVIEWER a FILE PLAN CHECK NO.: 061891 SET: I PROJECT ADDRESS: 1825 McCauley Lane PROJECT NAME: SFD & Detached Garage/Coach House for Dianne Montijo 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: Dianne Montijo 1825 McCauley Lane, Carlsbad, CA 92008 Esgil Corporation staff did not advise the applicant that the plan check has been completed. ><] Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Dianne Montijo Telephone #: 760/644-0714 Date contactedT7//P/£ * (by<&0) Fax #: Mail Telephone ^/ Fax ,/ln Person REMARKS: By: Abe Doliente Enclosures: Esgil Corporation D GA D MB D EJ D PC 7/5/06 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 * San Diego, California 92123 + (858)560-1468 * Fax (858) 560-1576 Carlsbad 061891 July 17, 2006 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK NO.: 061891 JURISDICTION: Carlsbad PROJECT ADDRESS: 1825 McCauley Lane FLOOR AREA: SFD - 2260 SF STORIES: 2 Garage - 543 SF; Coach House - 602 SF; Deck - 135 SF Patio-135 SF HEIGHT: REMARKS: DATE PLANS RECEIVED BY JURISDICTION: DATE INITIAL PLAN REVIEW COMPLETED: July 17, 2006 DATE PLANS RECEIVED BY ESGIL CORPORATION: 7/5/06 PLAN REVIEWER: Abe Doliente FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinance by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. Present California law mandates that residential construction comply with the 2001 edition of the California Building Code (Title 24), which adopts the following model codes: 1997 UBC, 2000 UPC, 2000 UMC and 2002 NEC. The above regulations apply to residential construction, regardless of the code editions adopted by ordinance. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 106.4.3, 1997 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet number, specification section, etc. Be sure to enclose the marked up list when you submit the revised plans. Carlsbad O61891 July 17, 2006 Please make all corrections on the original tracings, as requested in the correction list. Submit two sets of plans for residential projects. For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. * PLANS 1. Plans deviating from conventional wood frame construction shall have the structural portions signed and sealed by the California state licensed engineer or architect responsible for their preparation, along with structural calculations.. (California Business and Professions Code). • GENERAL RESIDENTIAL REQUIREMENTS 2. Glazing in the following locations should be of safety glazing material in accordance with Section 2406.4 (see exceptions): a) Fixed and sliding panels of sliding door assemblies and panels in swinging doors other than wardrobe doors. b) Doors and enclosures for hot bathtubs and showers and in any portion of a building wall enclosing these compartments where the bottom exposed edge of the glazing is less than 60 inches above a standing surface and 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. • STAIRWAYS 3. 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. Carlsbad 061891 July 17, 2006 * FOUNDATION/STRUCTURAL 4. 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." 5. 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. 6. Note on plans that surface water will drain away from building and show drainage pattern. Section 1804.7. 7. 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. 8. Show the required hold down type H11 at each end of the shear walls at grid line 3 as called out on sheet 46 of the structural calculations. Refer to sheet A4 of the plans. 9. Include hold down type H11 at the anchor schedule on sheet S-2 of the plans. Note: Hold down type H11 is used at grid line 3. See correction item 8. • MECHANICAL (UNIFORM MECHANICAL CODE) 10. 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. 11. 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 arresters shall be installed on all chimneys. UBC, Section 3102.3.8. Carlsbad 061891 July 17, 2006 • PLUMBING (UNIFORM PLUMBING CODE) 12. Show T and P valve on water heater and show route of discharge line to exterior. UPC, Section 608.5. 13. 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 14. Provide a note on the plans: In showers and tub-shower combinations, control valves must be pressure balanced or thermostatic mixing valves. UPC Section 420.0. • ENERGY CONSERVATION 15. Provide plans, calculations or worksheets to show compliance with current energy standards adopted October 1, 2005. This correction and correction items 16 & 17 apply to the coach house. 16. The regulations require a properly completed and properly signed Form CF-1R (4 pages) to be either imprinted on the plans, taped to the plans or "sticky backed" on the plans, to allow the building inspector to readily compare the actual construction with the requirements of the approved energy design. 17. Specify, on the building plans, that all of the mandatory energy features are indicated on the plans and specifications or include a completed MF-1R form on the plans. . MISCELLANEOUS 18. 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. 19. 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 20. The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Abe Doliente at Esgil Corporation. Thank you. EsGil Corporation In Partners/tip witk government for Quitting Safety DATE: August 21, 2O06 JURISDICTION: Carlsbad a PLAN REVIEWER a FILE PLAN CHECK NO.: O61891 SET: II PROJECT ADDRESS: 1825 McCauley Lane PROJECT NAME: SFD & Detached Garage/Coach House for Dianne Montijo The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. PLEASE SEE REMARKS BELOW, The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: X] Esgil Corporation staff did not advise the applicant that the plan check has been completed. Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: (by: ) Fax #: Mail Telephone Fax In Person / XI REMARKS: 1 .French doors must! bjeMy tempered or of safety glazing. 2. Show or note that the water heater is provided with, two/yraps (one strap at top 1.3 of the tank and one strap at bottom 1/3 of the tank). \/^ By: Abe DoUente Enclosures: Esgil Corporationn GA n MB n EJ n PC s/n/oe 9320 Chesapeake Drive, Suite 208 * San Diego, California 92123 + (858)560-1468 * Fax (858) 560-1576 City of Carlsbad Public Works - Engineering BUILDING PLANCHECK CHECKLIST DATE:It PLANCHECK NO.: CB BUILDING ADDRESS" _ PROJECT DESCRIPTION: ASSESSOR'S PARCEL NUMBER: l$&-£-2~O -EST VALUE: Jbt ENGINEERING DEPARTMENT APPROVAL DENIAL The item you have submitted for review has been approved. The approval is based on plans, information and/or specifications provided in your submittal; therefore any changes to these items after this date, including field modifications, must be reviewed by this office to insure continued conformance with applicable codes. Please review carefully all comments attached, as failure to comply with instructions in this report can result in suspension of permit to build. D A Right-of-Way permit is required prior to construction of the following improvements: Please seeVthaXattached report of deficiencies marked withJjT Make necessary corrections to plans or specifiratrons for compliance with applicable codes and standards. Submit corrected plans and/or specifications to this office for review. By: Date: Date: Date: FOR OFFICIAL USE ONLY ENGINEERING AUTHORIZATION TO ISSUE BUILDING PERMIT: Date: TS D Dedication Application Q Dedication Checklist LJ Improvement Application D Improvement Checklist D Future Improvement Agreement D Grading Permit Application D Grading Submittal Checklist D Right-of-Way Permit Application g Right-of-Way Permit Submittal Checklist and Information Sheet HI Sewer Fee Information Sheet ENGINEERING DEPT. CONTACT PERSON Name: JOANNE JUCHNIEWICZ City of Carlsbad Address: 1635 Faraday Avenue. Carlsbad. CA 92Q08 Phone: (760) 602-2775 CFD INFORMATION Parcel Map No: Lots: Recordation: _____ Carlsbad Tract: - Carlsbad, CA 920O8T7314 • (76O) 602-272O • FAX (760) 6O2- BUILDING PLANCHECK CHECKLIST SITE PLAN 1. Provide a fully dimensioned site plan drawn to scale. Show: North Arrow Existing & Proposed Structures Existing Street Improvements Property Lines Easements ^ Right-of-Way Width & Adjacent Streets Driveway widths Existing or proposed sewer lateral Existing or proposed water service Existing or proposed irrigation service / 3"Show on site plan Drainage Patterns 1. Building pad surface drainage must maintain a minimum slope of one percent towards an adjoining street or an approved drainage course. 2. ADD THE FOLLOWING NOTE: "Finish grade will provide a minimum positive drainage of 2% to swale 5' away from building." Existing & Proposed Slopes and Topography Size, type, location, alignment of existing or proposed sewer and water service that serves the project. Each unit requires a separate service, however, second dwelling units and apartment complexes are an exception. 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 F:\BUILDING PUMCHECK CKLST FORM.doc BUILDING PLANCHECK CHECKLIST 1ST 2ND 3RD DISCRETIONARY APPROVAL COMPLIANCE D D 4a. Project does not comply with the following Engineering Conditions of approval for Project No. D D D 4b. All conditions are in compliance. Date: DEDICATION REQUIREMENTS D D 5. Dedication for all street Rights-of-Way adjacent to the building site and any storm drain or utility easements on the building site is required for all new buildings and for remodels with a value at or exceeding $ 17.000 . pursuant to Carlsbad Municipal Code Section 18.40.030. Dedication required as follows: Dedication required. Please have a registered Civil Engineer or Land Surveyor prepare the appropriate legal description together with an 8 Yz x 11" plat map and submit with a title report. All easement documents must be approved and signed by pwner(s) prior to issuance of Building Permit. Attached please find an application form and submittal checklist for the dedication process. Submit the completed application form with the required checklist items and fees to the Engineering Department in person. Applications will not be accept by mail or fax. Dedication completed by: Date: IMPROVEMENT REQUIREMENTS D D 6a. All needed public improvements upon and adjacent to the building site must be constructed at time of building construction whenever the value of the construction exceeds $ 82.000 . pursuant to Carlsbad Municipal Code Section 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 F;\BUILDINGpLAMCHECKCKLSTFO«M.doc Q Rev. 7/14/00 BUILDING PLANCHECK CHECKLIST iST ,ND ,RO D D D checklist must be submitted in person. Applications by mail or fax are not accepted. Improvement plans must be approved, appropriate securities posted and fees paid prior to issuance of building permit. Improvement Plans signed by:Date: 6b. Construction of the public improvements may be deferred pursuant to Carlsbad Municipal Code Section 18.40. Please submit a recent property title report or current grant deed on the property and processing fee of $400 so we may prepare the necessary Neighborhood Improvement Agreement. This agreement must be signed, notarized and approved by the City prior to issuance of a Building permit. Future public improvements required as follows: n n n n 6c. Enclosed please find your Neighborhood Improvement Agreement. Please return agreement signed and notarized to the Engineering Department. Neighborhood Improvement Agreement completed by: Date: 6d. No Public Improvements required. SPECIAL NOTE: Damaged or defective improvements found adjacent to building site must be repaired to the satisfaction of the City inspector prior to occupancy. GRADING PERMIT REQUIREMENTS The conditions that invoke the need for a grading permit are found in Section 15.16.010 of the Municipal Code. D D D 7a. Inadequate information available on Site Plan to make a determination on grading requirements. Include accurate grading quantities in cubic yards (cut, fill, import, export and remedial). This information must be included on the plans. D D D 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. D Grading Inspector sign off by:Date: G 7c. Graded Pad Certification required. (Note: Pad certification may be required even if a grading permit is not required.) F:BUILDINO PLANCHECK CKLST FORM.doc R«v. 7/14/00 ST1 D ,ND 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 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 fiist. S11. ^Required fees are attached G No fees required WATER METER REVIEW 12a. Domestic (potable) Use Ensure that the meter proposed by the owner/developer is not oversized. Oversized meters are inaccurate during low-flow conditions. If it is oversized, for the life of the meter, the City will not accurately bill the owner for the water used. • All single family dwelling units received "standard" 1" service with 5/8" service. F:«UILOIMG PLANCHECK CKLST FORM.dOC BUILDING PLANCHECK CHECKLIST iST ,RD D D • 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: STA1+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 F:*UILDING PLANtJHECK CKLST FORM.ttoc BUILDING PLANCHECK CHECKLIST iST ,ND ,RD n service boundary, the City intends on switching services/meters to a new recycled water line in the future. 12c. Irrigation Use (where recycled water is available) these irrigation 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: 3ap»*-i u <5VO F;^BUILDIMQ PLANCHECK CKLST FORM.*)C ENGINEERING DEPARTMENT FEE CALCULATION WORKSHEET limate based on unconfirmed information from applicant. Calculation based on building plancheck plan submittal. Address: /(% £<$> f/\£. L&v (™^ 6-?Bldo. Permit No. C$OC=> [0J/ Prepared bv: iSD Date: Cs/flffl & Checked by: Date:f EDU CALCULATIONS: List types and square footages for all uses. Types of Use: NS£) O Sq. FtVUnits: EDU's: I Types of Use: Sq. FtAJnits: EDU's: APT CALCULATIONS: List types and square footages for all uses. Types of Use: ;y^)O Sq. Ft/Units: ADT's: Types of Use: Sq. FtVUnits: ADT's: FEES REQUIRED: WITHIN CFD: D YES (no bridge & thoroughfare fee in District #1, reduced Traffic Impact Fee) D 1.PARK-IN-LIEUFEE PARK AREA &#: FEE/UNIT: X NO. UNITS: .=$. 2. TRAFFIC IMPACT FEE ADT's/UNITS: / X FEE/ADT: & 701 n n 0" 3. BRIDGE AND THOROUGHFARE FEE ADT's/UNITS: 4. FACILITIES MANAGEMENT FEE UNIT/SQ.FT.: ^5. SEWER FEE EDU's: /.. „.£ — J BENEFIT AREA:iTwfv EDU's: (DiST. #1 DIST. #2 X FEE/ADT: ZONE: X FEE/SQ.FT./UNIT: X FEE/EDU: [B^ X FEE/EDU: DIST. #3 ) -$ -$ =s -$ D 6. SEWER LATERAL ($2,500) =$ D 7. DRAINAGE FEES PLDA : HIGH /LOW ACRES: X FEE/AC: =$ O 8. POTABLE WATER FEES UNITS CODE CONNECTION FEE METER FEE SDCWA FEE SDCWA FEE 1of2 F:\FEE CALCULATION WORKSHEET.doc Rev. 7/1*00 v» * S *5 SI 2 o Plan Check No. CB Qfc I Planner Chris Sexton APN; PLANNING DEPARTMENT BUILDING PLAN CHECK REVIEW CHECKLIST Address Phone (760) 602-4624 Type of Project & Use: Zoning: ^ 3* General CFD (in/out) #_Date of participation: Net Project Density: /. D DU/AC Facilities Management Zone: Remaining net dev acres: Circle One (For non-residential development: Type of land used created by this permit: ) Legend: E3 Item Complete Q Item Incomplete - Needs your action Environmental Review Required: YES NO r TYPE DATE OF COMPLETION: Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval: Discretionary Action Required: APPROVAL/RESO. NO. PROJECT NO. YES NO TYPE DATE OTHER RELATED CASES: Compliance with conditions or approval? If not, state conditions which require action. Conditions of Approval: \z v/ D 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): D Habitat Management Plan Data Entry Completed? YES NO If property has Habitat Type identified in Table 11 of HMP, complete HMP Permit application and assess fees in Permits Plus (A/P/Ds, Activity Maintenance, enter CB#, toolbar, Screens, HMP Fees, Enter Acres of Habitat Type impacted/taken, UPDATE!) D Incluslonary Housing Fee required: YES (Effective date of Inclusionary Housing Ordinance - May 21,1993.) Data Entry Completed? YES NO (A/P/Ds, Activity Maintenance, enter CB#, toolbar, Screens, Housing Fees, Construct Housing Y/N, Enter Fee, UPDATE!) H:\ADMIN\COUNTER\BWgPlnchkRevChkIst Rev 3/06 Site Plan: Provide a fully dimensional site plan drawn to scale. Show: North arrow, property lines, easements, existing and proposed structures, streets, existing street improvements, right-of-way width, dimensional setbacks and existing topographical lines (including all side and rear yard slopes). Provide legal description of property and assessor's parcel number. D D D D a Policy 44 - Neighborhood Architectural Design Guidelines 1- Applicability: YES • NO 2. Project complies YES Zoning: 1 . Setbacks: Front: Interior Side: Street Side: Rear Top of slope: 2. Accessory structure setb Front: Interior Side: Street Side: Rear: Structure separation: NO Required SO ' Required £/»'5" Required Required QQ ' Required tacks: Required oLD' Required Required Reauired eJO ' Required 7p ' Shown 3D1 Shown £V jf Shown Shown {2&f Shown Shown flQO ' Shown Shown Shown &O f Shown //5 ' f-> 3. Lot Coverage:Required'^'VO 7<3 Shown <*4-O 7k 4. Height:Required ^ r— r-, GLLXJL^ IXU D D 5, Parking: Spaces Require Shown Shown (breakdown by uses for commercial and industrial projects required) Residential Guest Spaces Required Shown AJL*tea^M. . ^JPteO<I&Q>lQ/VlQjL, CLtA (jQff\djL CJQAAJ-" OK TO ISSUE AND ENTERED APPROVAL Ifs COMPUTER H-.V\DM(N\COUNTER\BWgPlnchkRevChklst RW3/06 CITY OF CARLSBAD - AFFIDAVIT OF COMPLIANCE FOR A SECOND DWELLING UNIT Instructions to Property Owner f Affianfl: Please type or print complete and accurate answers in all blank spaces in Section I. Please read carefully, particularly Section II. Please read, sign and date Section III indicating that you understand and agree with the conditions of compliance. SECTION I - INFORMATION Property owner(s): \X o. ^ »* ^ At c * T i j & \ ) *'a.fi>* CL M "fVi O Name(s) Property Address:IT M Street Address i- City State Zip Code Assessor Parcel No. Subdivision: Project Number: or Name Lot/Block Parcel No. SECTION II - CONDITIONS FOR COMPLIANCE PLEASE READ CAREFULLY 1. A second dwelling unit is an attached or detached dwelling unit which is located on the same lot as an existing owner-occupied single-family detached dwelling unit and is: a. Suitable for use as a complete living facility with provisions within the facility for cooking, eating, sanitation and sleeping; b. Occupied by one or more persons; and c. Subordinate to the main dwelling unit. 2. The Property Owner(s) listed above hereby certifies that he/she owns the above referenced property, as of the date of this affidavit, and to his/her belief and knowledge, there are no conditions, covenants or restrictions on the property prohibiting a second dwelling unit apartment. 3. The Property Owner(s) agrees to the following terms and conditions: FRM0006 6/03 PAGE 1 OF 2 a. b. c. d. The property and residence referenced above must not contain a second residential dwelling unit unless it is in compliance with the second dwelling unit provisions of the Zoning Ordinance of the City of Carlsbad. The Property Owner(s) shall reside in either the main dwelling unit or second dwelling unit described above, now, and for the life of this agreement, unless a lessee leases both the main dwelling unit and the second dwelling unit. The Second Dwelling Unit may only be rented and shall not be sold separately from the main dwelling unit, unless the lot on which such units are located is subdivided. The Property Owner(s) agree to rent the Second Dwelling Unit at a monthly rental rate which shall not exceed an amount equal to 30% of the gross monthly income of a low- income household, adjusted for household size, at 80% of the San Diego County median income. A copy of this agreement and Affidavit must be given by the Property Owner(s) to prospective purchasers of the property prior to entering into a sales contract for said property. SECTION III - AFFIRMATION AND AGREEMENT I HEREBY DECLARE AND AFFIRM, under penalty of perjury, that all matters and facts set forth in this agreement are true and correct to the best of my knowledge, information and belief, and that I (we) understand, accept and will abide by the regulations, requirements, and standards governing the Second Dwelling Unit. e. BY:0 (o Property Owner Date BY: PropertyOwner - tf *?Date Owner's Telephone Number(s): (7fcQ)/( 7feO Home Office FRM0006 6/03 PAGE 2 OF 2 DUNN SAVDIE INC STRUCTURAL ENGINEERS 9DS S. CLEVELAND ST. OCEANSIDE, CA S2O54 PH. CySO] SBB-6355 FX. C7BDD 366-63SO E-mail: dsi@sunfdsi.com STRUCTURAL CALCULATIONS FOR Montijo Residence 1825McCauleyLn Carlsbad, CA 92008 (DSI PROJECT NO. 6159.00) (OWNER: Daniel Montijo) JUNE 26, 2006 TABLE OF CONTENTS ITEM DESIGN CRITERIA DESIGN LOADS FRAMING KEY PLANS MAIN RESIDENCE VERTICAL ANALYSIS COACH HOUSE VERTICAL ANALYSIS FOUNDATION DESIGN MAIN RESIDENCE LATERAL ANALYSIS MAIN RESIDENCE SHEAR WALL DESIGN COACH HOUSE LATERAL ANALYSIS COACH HOUSE SHEAR WALL DESIGNS BEAMS DESIGNED W/OMEGA LOADS PAGE 1 2 3-6 7-18 19-23 20-26 27,28 29-50 51,52 53-61 62,63 Dunn Savofe Inc. Structural Engineers 908 S. Cleveland St. Oceanside, CA 92054 Tel: (760)966-6355 Fax: (760) 966-6360 JOB Montijo Residence SHEET NO.OF CALCULATED BY SRG 5/06 CHECKED BY DATE SCALE DESIGN CRITERIA CODE: 2001 California Building Code SEISMIC: Z =0.4 1 (Zone 4} WIND: >9 km from Type B Fault SOIL TYPE = Sc (per soils report) R = 5.5 (wood shearwalls) Na= 1.0 Nv= 1.2 Ca = 0.44 V= 2.5CalW/R V= 0.20 W LRFD V/1.4= 0.143 W ASD 70MPH EXPOSURE C WOOD: 97 NDS 2x & 3x No. 2 >3x No. 1 Design Loads Dunn Savole Inc. Structural Engineers 908 S. Cleveland St. Oceanside, CA 92054 Tel: (760) 966-6355 Fax: (760)966-6360 JOB Montijo Residence SHEET NO.OF CALCULATED BY SRG DATE 5/06 CHECKED BY DATE SCALE DESIGN LOADS |4:12 ROOF DEAD LOADS Asphalt Tile w/ Re-Roof 1/2" Plywood Trusses @ 24" o.c. Battlnsul.(0.2xThick.) 5/8" Gyp. Ceiling ME&P Miscellaneous I Dead Load Live Load (psf) 4.0 1.7 2.1 0.8 2.8 1.0 1.2 14.0 16.0 FLOOR Carpet DEAD LOADS Carpet & Pad 3/4" Plywood 11.875" TJIF.J. @ 16" o.c. 1/2" Gyp. Ceiling ME&P Miscellaneous X Dead Load Live Load fpsf) 1.0 2.5 2.1 2.2 1.0 1.2 10.0 40.0 x slope factor 1.054 4.2 1.8 2.2 reducible Wood fpsf) 2.0 2.5 2.1 2.2 1.0 1.2 11.0 40.0 Tile Coach DECK (psf) 10.0 2.5 2.1 2.2 1.0 1.2 19.0 40.0 WALLS Patio Wall DEAD LOADS Stucco Stone Veneer 5/8" Gyp 1/2" Gyp 3/8" Plywood 2x4 @ 16"o.c. 2x6 @ 16"o.c. Batt Insulation (0.2xThickness) Miscellaneous Interior Partition (psf) 4.4 1.1 0.5 I Dead Loads) 6.0 Exterior (psf) 10.0 2.2 1.1 1.1 0.8 0.8 Exterior (psf) 20.0 2.2 2.2 1.1 0.7 0.8 16.0 27.0 (psf) (psf) 10.0 10.0 Ceramic Tile 2.5 2.5 3.0 2.8 2x10 @ 16" o.c. 2.2 10.0 Stucco Soffit 1.0 0.7 1.3 1.0 20.0 27.0 40.0 40.0 Design Loads XT TV-Q cs CQXChf HOUSg.- UOtJCE,LE\/EL€U.&<6l£ I I I Dunn Savoie Inc. Structural Engineers 908 S. Cleveland St. Oceanslde, CA 92054 Tel: (760) 966-6355 Fax; (760)966-6360 JOB Montijo Residence SHEET NO.OF CALCULATED BY SRG DATE May-06 CHECKED BY DATE SCALE VERTICAL ANALYSIS Level: Members: Roof Mark: ^rr-i Span = l^.^ ft w,= IV^M^^ - ^ W2= = PI= ^Uniform Load ^ plf plf Ibs P2= = Ibs R Left= = -^^-1 Ibs R Right= = •%f*f*&% Ibs V allow™ IbS > V max = IbS M allow= lb*ft > M max = /\allow= in > A TL = C0= lb*ft in Use: Grade: Mark: £^--2~ Span = &^ ft Wl~ fi*T--H^Y25^+fi = ^4/ ^Uniform Load ^ plf W2= " = plf PI= = Ibs P2= = Ibs R Left= = n; R Right= = rr: V allow= IbS > V max = M ., = lh*ft "^s. M —IVI aflow IO 'I / IVI max A aflow" m ]> A TL = j_i Ibs 2^ Ibs Ibs lb*ft in Use: Grade: Mark: Wi = W2= PI= P2= R Left= R Right= V allow= W allow" A a!low= CD= Span = ft ^Uniform Load plf pif Ibs Ibs Ibs Ibs Ibs > V max = Ibs lb*ft > Mmax= lb*ft in -^ A TL = in Use: Grade: Dunn Savole Inc. Structural Engineers 908 5. Cleveland St. Oceanslde, CA 92054 Tel: (760)966-6355 Fax: (760)966-6360 JOB Montijo Residence SHEET NO.OF CALCULATED BY SRG DATE May-06 CHECKED BY DATE SCALE Level: Roof Members: Mark: j^HH Span = k ft «i= AM^I-HS* = ^ W2= = ^Uniform Load •™^"\ , plf plf PI= = Ibs P2= = Ibs R Left= = -2^c R Right= = ^c V allow" Tf^ 'bs ,> V max = ^-2^ M allow" ""f^**/ 'b*^ I> ™ max = 5*^ /\rtmr .^ 'n > A TL = t\ff^t CD= \.f =, Ibs 5- Ibs y IbS 3, lb*ft in Use: -^fy-^f Grade: tTt^M— #^"2- Mark: lsH^'2- Span = 2- ft wi= (l/H-luy^^7.^/^ = H2 W2= = ^Uniform Load -^> Plf plf PI= = Ibs P2= = Ibs R Left= = /-f2^ Ibs R Right= = >4-2^ Ibs \/ ^ litp^ ""^^ \/ ^- f \\**r*v allow"" '^T'T'5 -^* max ~~ ^2>& '"' allow" "*T'""T*T ^ max ~ "2*\J*^ Aa»ow= ,)/ in > /\ TL= ^ CD= |,^ ?^ in Use: -M-y^f Grade: fc^-i-' ^2- Mark: ^H-: W1= (|^L_^ J- Span a U ft riuniform Load Wa^ (l^+H-i^Vs^/s-t-l,^ = x4/e> P'f -]•• -1' \-- P!= ' = Ibs * ^ ' xOz P2= Ibs ^ ^ RLeft= R Right= V „ = i j ,v altow \ [j# M allow" ^c?) II. i= \-2^>(^> IDS = iz-lix Ibs ^ Ibs >• ^^3,^= |-^^=v 'bs ^ lb*ft > M max = \<&-2^ 'b*^ ^ in > A TL= .#ts<s& in Use: ^^^ ? Grade: J?fH-- ^^> Dunn Savofe inc. Structural Engineers 908 S. Cleveland St. Oceanside, CA 92054 Tel: (760) 966-6355 Fax: (760) 966-6360 JOB Montiio Residence SHEET NO.OF CALCULATED BY SRG DATE CHECKED BY DATE SCALE May-06 Level: Roof Members: Mark: m-^ wi= fiH-t- W2= Pi= -4 Span = L* ft M Uniform Load lUYZ^.^/-^ ~ t\-2,& P'f plf lbs P2= = lbs R Left= R Right= " allow" \(#f M allow" Z*5> /\allow= , £, CD= ,., = Y^&^\ lbs = \1^?A lbs #VJ IbS > V max = \"2*f2&4 'bs tu*ff -v. h/I — lh*ff1^ IL) R ^ IVI max — \^>"2^ IU x? in > A -n = yi^/-? in Use: ^y^ ^ Grade: i^H- 44=^ Mark: I^H^^ Span= ^ ft IXlUniform Load w2= = plf PI=lbs P2= = lbs RLeft= R Right= " allow" | -2,2 — \/?*5*^ lbs = j ^^5^ lbs ^2- 'bs ^ m^ = \#*5*& ^^ Ma«ow= |^^^ lb*ft > Mmax= i^,^, lb*ft /\allow= -^ CD= (,, TZ. in "> A TI = srfL1 'n ^se: ^r+\p 7 Grade: t^M— frZ- Mark: ^H-U Span = ^ ft W1=u^h^ = ^w2= (i^^yry/z} = -^g PI= ^^ ^ = ^^, P2= RLeft= = \//- R Right= = 2-^ V A ~" IKc "^^*. \/ ~allow 7^4«#5t=, IDS ^> v max ~ ~2^ — —. IK*ft "^. M — ^^>allow T5>^l<;*? ILt ll s* max ?v-^ aiiow1 ^^- in > A TL -^ CD= |,^ [nUniform Load ^ plf ^ plf 3,^' ^ lbs "I ^ lbs ^p* ^> lbs ^-^ lbs ,•35^? lbs <?j? lb*ft ^2, in Use: ^h^|-2 Grade: J?5^- tr _KJ^ ^- fJv --^ ^ Dunn Savole Inc. Structural Engineers 908 S. Cleveland St. Oceanside, CA 92054 Tel: (760) 966-6355 Fax: (760)966-6360 JOB Montijo Residence SHEET NO.OF CALCULATED BY SRG DATE May-06 CHECKED BY DATE SCALE Level: Floor Members: Mark: f=3~\ Span = N,^ ft *i=flW^A^ = /„_ ^ Pl = P2= R Left= = ^ RRight= = ^ v allow" &f&^ "^ x^" max = jjtf? M 11 = lh*ff *••••» M — -«IVI allow ^5?|i^. 1U [[ x-* IVf max - )-f^ /\allow- rt2& 'P > /\ TL = ,3*jl ^Uniform Load g? plf plf Ibs Ibs y^ Ibs jib Ibs >«, Ibs -y- lb*ft ^ in Use: 11^" TtSPig \\J0.C, Grade: ll/ Mark: f^5-j (^Tl^ W2= Span = iM-,1^ ft fX|Uniform Load plf PI= = Ibs P2= RLeft= R Right= * a!low= ^jg "' allow" :5tf2 /\allow= ,-7^ Co= |(i Ibs = ^r-f?,, IbS = -^-fo Ibs 2^, Ibs > V max = ^f-f& lbs lh*ff "*>. M — ._ lh*ffi ^ IU (I ^ iwi max - '-£ff&~ffa IU ll »r-T in "> A TI = ^.{ ^ in Use: ll"7-^" -frri i» iix"^^-. P Grade: \\# Mark: W2= Pi= Span = ft nuniform Load plf plf Ibs P2= = Ibs R Left= R Right= Ibs Ibs Vat)ow= Ibs > Vmax= Ibs M aiiow= Aallow= CD= lb*tt > M max = lb*ft in ^ A TL = in Use: Grade: Dunn Savoie Inc. Structural Engineers 908 S. Cleveland St. Oceanside, CA 92054 Tel: (760) 966-6355 Fax: (760)966-6360 JOB Montijo Residence SHEET NO.OF CALCULATED BY SRG DATE May-06 CHECKED BY DATE SCALE Level: Floorxi^^tt Members: c^^^f3^' Mark: fcrT-t Span = "7 ft IXlUniform Load wi= twwM^/Yfr = e& P|f W2= = p|f Pt= = Ibs P2= = Ibs R Left= = <&&, Ibs RRight= » = ^^ Ibs Vaiiow= -7|-?sr Ibs > Vmax= ^2, Ibs Mallow" WWs lb*ft > Mmax= &/^ 'b*ft Aallow~ .a^' in > /\ TL= ,^^-1 'n CD= |,/> Use: -?*A.\#e\\s'"s.£'f Grade: i^=^-i-- fr- ~2- Mark: Span - ft riUnifo W!= = plf W2= = plf PI= = Ibs P2= = Ibs R Left= = Ibs R Right= = Ibs V auow= Ibs > V max = Ibs Ma,,ow= lb*ft > Mmax= lb*n Aa"ow= in > A TL = >n CD= rm Load Use: Grade: Mark: Span = ft PlUnifc w,= = plf w2= = plf PI= = Ibs P2= = Ibs R Left= = Ibs R Riqht= = Ibs V Mmi= Ibs > V max = Ibs M a,low= lb*ft > M max = lb*ft Aaiiow= in > A TL= in CD= >rm Load Use: Grade: p L_5 t ^m * B Structural Engineers SHEET NO. \^- 1 9U» «• 0l6Veland St- CALCULATED BY SRG l| Tel- (760)9666355 CHECKED BY 1 1 Fax: '(760) 966-6360 SCALEJiL _ — ____! Level: Floor Members: \^&&*&*&%z^ Montijo Residence OF DATE May-06 DATE Mark: f=HH Span = (^ ft ^Uniform Load Wl= i^^^ - ^ p,, W2= = p|f PI= = Ibs P2^ = Ibs RLeft= = w&* Ibs R Right= = -^2^^ lbs V ii ^ _._— .— . IKc ^*^ \/ -™ /he?allow '^I't^i iwo ^^ v ffiax — ^7^?p~^ iuo M a!low= -f-T^ lb*ft > M max = ^^^ lb*ft Aa!|ow= ,"2*z? *n ^ A TL ~ if*5^ 'n CD= ^ Use: -M^^M Grade: i^H^^Kz- Mark: ftf'?^ Span = 3- ft [JUnifo Wl= (j)^-/^/))-^)L^'ri)+/2'*7-t->H-/)('3iI5') = -i+3"^7 P'f W2~ /Ji4->^/ l^^lL^^-f/^/'f-^^JX^'*^ = (SZ54? P'* -J pi= rt«H-^ -KIH-HI/XW) = /j^^, ibs ' P2= = lbs / R Left= = 0p&^7 Ibs R Right= = \i&# lbs V ., - Ihc -v. \/ - , » * Ihcv allow \ \i>£?0i -^ max "" Y2*&0 M a!low= 'Z*?}\0 'b*^ /* M max ~ ^^^ '°*^ AakwT JC=, ^ > A TL= ,/SC^f in rm Load u>, 4^ ^* h ^ Use: -^v-^7 Grade: t^M-- =t^^- V Mark: ^H-^? Span = 2^ ft ^Uniform Load ... . rxlf w2= WlM--HU>V^ = P|f PI= = lbs P2= = lbs R Left= = &&<? tbs R Right= = ^?^ lbs V a!low= l'2^2-'2- 'bs ^ " max = &&? '®s M - , ^ lh*ft -^ M - yi.-.,^ lh*ftallow L*Ltf^3 IL) ll X^ IVI max •'H2^!' Aallow" .1^ I" > A TL = ,^l^ 'n Use: ^h^/^ Grade: tt~%-\- — ^2- ^ rt L i T Uunn Savole Inc, J^« ^^ i | Structural Engineers SHEET NO \%? 1 908 5. Cleveland St. CALCULATED BY SRG 1 Tot- (760)9666355 CHECKED BY I Fax: '(760) 966-6360 SCALE ^ A Level: Floor Members: )rfe&c?&&£, Mark: f^H-^- Span = (* ft MlJnifo Wl=(ll^»W^Y^V,^ - ^ P" W2= = plf PI= fl^M ^) = 1-22*^ lbs P2= = Ibs ^ R Left= = ^4-2,2. Ibs R Right= = l^t^z. fbs " allow" 'ZJ^'PjGy 'bS J> v ,,,35, = '2-t->tf2''2- M3||ow= ^^,^ lb*ft > Mmax= -2,^**? (b*ft A — in -*^ A — „ , inallow fTyf? "' s* / \ TL ~ //^£/T "' CD= ,(^ (Wontijo Residence OF DATE DATE rm Load fr 4^ u, ( V XP Use: ^f>^l2- Grade: \/*f^~\~~ fcZ- May-06 y Mark: H-v~^> Span = e? ft 1 lUnifc LHMM W1~ (^+-^/('X7,^+-li^f'9')4-()i4-HLi'l(^/(5)~ ^^2- P W2~ ([J^^gY'7,(5i)-t-lt>!'/<!^M-/|^H-ll^V^/5'^ = £>^2- P" PI= = Ibs , P2= = lbs ^ R Left= = *g&*&>^ Ibs R Right= = -^j^^\ lbs Vailow= IZ^\^5> 'bs > ^ max = l^*^. lbs M n = i^ lb*ft "> M = ^ks&z&s1 lb*ft Aa"ow= X+^ 'n > A TL = ^^(^ jn CD= ,^ rm Load k * J- 1- ^ Use: A-*\'2' Grade: J?^-^ 4^2- V Mark: H-)-0> Span = u ft ^Uniform Load!••*• Wi= d^- 1(^/^^5/2^ = •M^Z2* P" W2= = plf P!= = lbs P2= = lbs R Left= = \?jj5>e? lbs R Riqht= = \*y&& Ibs V — ll-ie* ^K^. \/ — ^» IhQ allow- I lxvx^5 IDS >^ max ~ l^^^^ M anmr ^^i^ lb*ft > M max = -^^-^^ lb*ft A a"ow" •&# in > A TL ~ ^7^-r- in CD= i,^ Use: 'tb(^7 Grade: i^l^^U— ^2. Dunn Savofe Inc. Structural Engineers 90S S. Cleveland St. Oceanside, CA 92054 Tel: (760)966-6355 Fax: (760)966-6360 JOB Montijo Residence SHEET NO OF CALCULATED BY SRG DATE CHECKED BY DATE SCALE May-06 Level: Floor Members: -H&H^&t^- Mark: f^H~-~7 Span = L? ft |v|Uniform Load ^M^J W2= = plf PI= = lbs P2= = Ibs RLeft= = -^2*%, Ibs RRight= = ^2J^ Ibs V ~ ,* Jhc **>» V — Ihcallow — [""T^/ (i/o ^* v max "2^Z$^ (i/o |W1 .. — , , |h*ft "--» M — — ^ lh*ftallow f^\'t't ^^ max ^y^^^^ /fallow" ,-g7^? 'n > A TL = -)^*5 'n CD- |(^ Use: >*4>L-iH Grade: i^^-i-- 41^^- Mark: H^-0» Span = ^ ft IXIUniform Load ^H! w2= = plf PI= = Ibs P2= = lbs R Left= = &te>n Ibs R Right= = e?Latir lbs V - Ihc •"-* \/ - « • Ihcv allow \'2-'2r2*- ^ max ~ ft^Ar M allow= ILtf'tC^' -^ max = (j?t\& 'b ft Aa»°«~ \^ 'n x* A TL ~ -^IM 'n CD= (,^ Use: '(H~/-Cx!' Grade: &^J^&^2~ Mark: fH^^ Span = e> ft bdUniform Load W2= = plf PI= = lbs P2= = Ibs R Left= = T^"2- lbs R Right= = -7^2. Ibs V allow= '1'T/) 'bS > V max ~ -^p^'2. 'bS M — IU.*f|i "^^ IVfl — ._ |U,*ft aflow" 'Tl'V 'D " > M max - 5Cx^ ID Tl Aa||ow= .^ 'n "> A TL = •^tC' 'n CD- ^,^ Use: -^+v-^-f Grade: i^PM^- 4^2- Dunn Savoie Inc. Structural Engineers 908 S. Cleveland St. Oceanslde, CA 92054 Tel: (760) 966-6355 Fax: (760)966-6360 JOB Montijo Residence SHEET NO.OF CALCULATED BY SRG DATE May-06 CHECKED BY DATE SCALE Level: Floor Members: Mark: W2= RLeft= R Riht= ailow M allow / \ allow" Span =Uniform Load lb*ft in V A max max pif Pif Ibs Ibs 'Ibs Jbs 'ibs "lb*ft in Use: Grade: Mark: t^H-H Span - ^? ft Wl= fif^^hWlU'ftWlM-Hi/yft'^ = 1*5 W2= P!= ^ P'f Plf Ibs P2= = Ibs R Left= = | \-^j\ Ibs R Right= = [fe, " allow= j^^g. 'bS ^ max = \\2? *«• Ibs /4- 'bs M .. ~ ^ lh*ft \ M — lh*ffIVI allow |U;(^& IU 1l -^ max ~ &c-5'\ Aa«°w= ,i& in > A TL = ,/?) CD= |,^ g? in Use: ^y-U Grade: |'7PH — &?- Mark: fVI-12- Span = z~ ft w,= ^^Y,^Wn^>,^ = = W2= = ^Uniform Load 5^^ P'f plf PI= = Ibs P2= = Ibs RLeft= = ^ R Right= = c V allow= -/-T<*5 'bS ]> V max = 1- M a!low= "7-T-7 'b*ft > M max = - A allow= \0 in > A TL = . CD= |,^ ^•z. Ibs 5^2^ Ibs ^^•2- Ibs j€5- 1 lb*ft r7^?/n in Use: ^\^-^\ Grade: i^-'J — $^2- Dunn Savole Inc. Structural Engineers 908 S. Cleveland St. Oceanslde, CA 92054 Tel: (760) 966-6355 Fax: (760) 966-6360 JOB Montijo Residence SHEET NO.OF CALCULATED BY SRG DATE CHECKED BY DATE SCALE May-06 Level: Floor Members: Mark: f^«-| Span = te-,5- ft w,= ^y,w^w^v,,^ = ^Wz= +(iM-+iuy/,<5'i ^Uniform Load 5, plf plf PI~ = Ibs P2= = Ibs R Left= ~ W-z. RRight= = W2 V allow" \ #."&$? IbS > V max = i^^ M — lki*ff -"-^ M —allow \(j.fltyfl !O T[ P* IVI max - (jj\t /\allow= ,kr7^ 'n > A TL = ,^t CD= L/ /t Ibs X Ibs ^4 Ibs =V^ lb*tt -s"? in Use: s^?"x MW'-pi— > Grade: IrTfe^ i-^-u- Mark: 4^—2. Span = (s ft 1~ ^^--^/te:;)(i>.'l5'/2'-f-l^)-+''/!r7/2^ ~ 5^= ^Uniform Load ^ Plf W2 = = plf Pi= P2= R Left= = j /»<2 R Right= = \## V allow" 12^2- 'b5 ^ ^ max = l^ Callow" |U^& 'k*ft > 1^1 max = ||^ /\allow= ,2=v^ in ]> /\ TL ~ Ig? CD= [,/ Ibs Ibs >& Ibs g> Ibs ^ Ibs +-7 lb*ft ^3 in Use: ^c^-Lf Grade: i^^-J- — ^2- Mark: ffeg^- Span = )1 ft W1= l£^^-4^^^'/2H-l^-l'-2^fs^ = =^6 W2= = ^Uniform Load ^ P'f plf PI= = Ibs P2= = R Left= = 2^1 R Right= = ^^? » allow111 ^J^^if 'OS ^> V max = 2^" M allow= f^Zrj? '^*ft > M max = -^.15, /Xallow^ £5^ in > /\ TL = ,-252- CD= \t& Ibs ^, Ibs ;£, Ibs ;?,.., Ibs 2=^ "^ - - in Use: (j>t\# Grade: tt=:-—L~~'%='2- Dunn Savoie Inc. Structural Engineers 908 S. Cleveland St. Oceanslde, CA 92054 Tel: (760)966-6355 Fax: (760)966-6360 JOB Montijo Residence SHEET NO. CALCULATED BY SRG DATE May-06 CHECKED BY DATE SCALE Level: _ Floor Members: Mark: ^=^-^- Span = &&• ft W1= (H-i-4^Ylg>.5/2'5 = 4--T W2= PI= ^Uniform Load ^ plf plf Ibs P2= = Ibs R Left= = ;g^^> Ibs R Right= = >gpf^/? Ibs " allow" 2^-M;V3' --'* max ~ 2^-J^^ M allow" ^£5|(Z) 'b*ft > M max = ^^ A - in \ Aallow" ,Ate£5- IF1 ^ /\ TL ~ ^^ J2, ib*ft ^^ in Use: ^-hx:|2- Grade: ^F^i-^- ^2- Mark: f=& wi=l± W2= PI= P2= R Left= R Right= ^ allow" " '*" allow" -^ /\ allow" CD=_j •-^ Span = z*.^> ft ^Uniform Load 4^^/^^ = «*, Plf plf Ibs ibs = ^/^ Ibs = bri# Ibs u"7"^5 ^ max = C^t^ k-p? lb*ft > M max = ^^ lb*ft -^ in > A TL = /^^> 'n Use: ^-h'-t ,S Grade: J/f^-L-4^2- Mark: f^-^u Span = 3, ^. ft W1= (\+JW%Yfr5>/& = ^\^\ W2= (li-f->^/iMyf2-^)^ = ^^ [_]Uniform Load -w. P'f f a? P'f _^ as! J,. ... P.- A » the ' yJi *J** / 1,1 &*&"&} ~ csr# IDS j ^- — S;;!2: — -1 P2= Ibs ^ ^f RLefl= = ^>u RRight= = 1^2 II-1O **^. \/allow '2^T^'^ IDS -^ max — l^^ '*' allow~ ^^1O ID Tt ^> M max — |^j£ Aallow" , l-f^ 1^ > A TL = .00 ^ Ibs -^ Ibs ^ Ibs W 'b*ft ,5^ in Use: -^^12- Grade: &F^\>*~^ 2- • * 1 -r 1 — — - Dunn Savote Inc. JOB Sm U Structural Engineers SHEET NO \0- 908 S. Cleveland St. CALCULATED BY SRG Tol- (760)9666355 CHECKED BY Fax: (760) 966-6360 SCALEJL -— — — 1 Level: Floor Members: ^H^H^ Mark: f&*--7 Span = L> ft FlUnifoLM*J W2= (l^/^Y)^/^Wll-t->h^V ft = ^i-^Vfr- P'f ,. Pi= /,^_ - Ih* ^1 f^V^O l^-f^7 IDS T P2= = lbs ^ R Left= = |-f^>t lbs R Right= = z,^ lbs " allow" 'Z~^\~^)t57 ^*> max ~ ^-H*0 '" allow" 1^>*f)\<f) ID Tt ^> Ivl ma)( — ^^^Z? A — :_ -v^ A -o in CD- j^ Montijo Residence OF DATE DATE rm Load tr ^ *h Use: •^4>*1'^*- Grade: i^Vi^ <H*^ May-06 V Mark: t8^^? Span = !?#?• ft IvlUniform Load •••• W2= = plf PI= - lbs P2= = lbs R Left^ = >^^5ii-f lbs R Right= = jJ&*?t\ lbs V allow"" 4^^?^^ 'bS ^ " max ~ J^9&Z?J*\ ® Maltaw= |-5.^^7 lb*ft > Mmax^W.^Vt 'b*ft A ^- in -^ A inallow" (#1*5* -^ 1 \ TL ~ '^HV4- m CD= ix Use: 2^^."x 11"^" -Kt^- Grade: f-.P&- -H^-i-- Mark: f-^w? Span = l^7 ft QjUnifc . _ . _ , — nlf >rm Load ^ ^*^ ^ M*?/ Ul *17V(U U*T _ ,f %(ST, " , IZ P ~ ' ' — |h" ' **r v 'i J4"r ^^ P — i ^. — iUn )^y i^T*1 2- |j-H->f) - |2^/^ IDS 1 1 R Left= = ^vP*^ lbs Uj.- R Right= = ^G^T^ lbs \/ - Iho ->s. V - ^- Ihcv allow &0f&^ -^ max ^5*6^7^ M _ ih*ft '•--. M — , - ^,.— 1 lh*ftallow" lO.^i^1 -^ max ~ 1^.^^^ ^\ ^ in **"*^ /\ ~ y^_ >h ifl CD= ^ -= (st&ZrfW Use: ^4,"x il"7/^" 4=TL-. Grade: 'T-fj?^- t^^i-" DunnSavole Inc. Structural Engineers 906 S. Cleveland St. Oceanslde, CA 92054 Tel: (760) 966-6355 Fax: (760) 966-6360 JOB Montijo Coach House SHEET NO.OF CALCULATED BY SRG DATE May-06 CHECKED BY DATE SCALE Level: Roof "<£ ^ss^s^H -rVV*6^" Members: -Hj^f^s^ Mark: pH--7 Span = 3? ft ^Uniform Load^^J> w2= = plf PI= = Ibs P2= = Ibs R Left= = (J15& Ibs R Right= = && Ibs \/ .. = .— . Ihc --^ \/ — _ Ihcv allow "i"^^ ° ^ max ~ SjfZstf? Maiiow= -r-f-r ib*tt > Mmax= ^7^ ib*tt /\aiiow= 115? m ^> A TL = /^5^? in Use: ^r*^\ Grade: &F=*\ — #^Z- Mark: Span = ft FlUnifci_i Wi= = plf W2= = plf PI= = Ibs P2= = Ibs R Left= = Ibs R Right= = Ibs V aikw= Ibs > V max = Ibs M aHow= lb*ft > M max = lb*ft AaiioW = in > A TL= in CD= rm Load Use: Grade: Mark: Span = ft ^Uniform Load W1= = plf W2= = plf PI= = Ibs P2= = Ibs R Left= = Ibs R Right= = Ibs V a|low= Ibs > V max = Ibs M a,iow= lb*ft > M max - lb*ft A atiow" in > A TL= in CD- Use: Grade: Dunn Savoie Inc. Structural Engineers 908 S. Cleveland St. Oceanslde, CA 92054 Tel: (760) 966-6355 Fax: (760)966-6360 JOB Montijo Coach House SHEET NO.OF CALCULATED BY SRG DATE May-06 CHECKED BY DATE SCALE Level: Floor Members: -r5>f^T^- Mark: **5*Z. Span =2-1 ft FlUnifcL^vJ W1= ks+*At]2S\& = W Plf W2= = plf Pi* = Ibs P2= = Ibs R Left* = fc%,# Ibs R Right= = ^^? Ibs v allow" |/2^ Ibs > V max = (^.,0 Ibs M allow" J\#\& lb*ft > M max = ????&& 'b*ft /\anow- 1,^,5. in > A TL = .<?)#& in C^ |^ rm Load Use: | |7,te" -TS'-i- ^ i^' ^^, Grade: -&&s Mark; Span - ft FlUnifc w^ = p|f w2^ = plf PI- = Ibs P2- = Ibs R Left=: = Ibs R Rights = Ibs V a||ow- IbS > V max = IbS M allow^ lb*ft > M max = lb*ft Aallow^ in > A TL = in CD= >rm Load Use: Grade: Mark: Soan = ft FlUnifc w^ = plf W2=5 = plf PI= = Ibs P2* = Ibs R Left* = Ibs R Right= = Ibs V allow51 Ibs > Vmax = Ibs M altow^ lb*ft > M max = lb*tt Artows in > A TL= in CD^ )rm Load Use: Grade: Dunn Savoie Inc. Structural Engineers 908 S. Cleveland St. Oceanside, CA 92054 Tel: (760)966-6355 Fax: (760) 966-6360 JOB Montijo Coach House SHEET NO.OF CALCULATED BY SRG DATE May-06 CHECKED BY SCALE Level: Floor Members: Mark: W2= PI=' RLeft=' RRight=i V allow= M allow= Aa||°w= Span =Uniform Load Ibs lb*ft in > Vmax > Plf plf Ibs lbs 'lbs 'lbs lb*ft in Use: Grade: Mark: fo-M W2= A Span = |(^ ft [^Uniform Load ^^t^t^\^^= Z^& P'f plf PI= = lbs P2= = Ibs RLeft= R Right= » allow" (^ 15 M allow" | i^ A allow ,^z CD= |,^ — IKo~ rZys?^& "-1* = ^fe'^7 lbs af*^ 'bs > ^ max - -2s7?&t? 'bs '<^^ 'b*ft > M max = etytyty? 'b*ft ^ in ~> A TL = M-r in Use: -^V* 11 V T7k- 7 Grade: Irfls- J-s-i-- Mark: ty\'~\>y Span = ^ ft Wl= ^^^-^^/>)^!W^W!^H-IU?V2^b\= |!**7 w2= Ty = Pi= ^^Uniform Load ^ Plf plf Ibs P2= = lbs R Left= = -z?^ R Right= = -zg* V ii - Ibs "> V = -? M allow" ^^i^ ID ft ,> W max ~ ^^ Aal|ow= 2-^ 'n > A TL = '/'I CD= ),i? •^f, ibs ~L* lbs c^^, lbs ^^ lb*ft # in Use: ^^1^- Grade: 'F-'r^H— ^^tP^ Dunn Savoie Inc. Structural Engineers 908 S. Cleveland St. Oceanside, CA 92064 Tel: (760) 966-6355 Fax: (760) 966-6360 JOB Montijo Coach House SHEET NO.OF CALCULATED BY SRG DATE May-06 CHECKED BY DATE SCALE Level: Members: Floor Mark: f^HHu Span = 5=- ft "1= fe^Y^.^W,^^ = ^ W2= = PI= P2= R Left= = \^ R Right= = \#j? v — i — ihr --^ \/ — . ..v allow \2^'2-'Z, s* max ~ \fo M allow= |(x^ 'b*ft > M max = -/C Aa»ow= ,|^ jn > A TL = ,/U CD= \t# ^Uniform Load & plf plf Ibs Ibs ?- Ibs ^ Ibs ^ Ibs ^ lb*ft j, in Use: /fy.O Grade: >PH^- ^2- Mark: f=vt-n Span = ^,e? ft W1= ^^^^/^^U^^^^^ = -1* ^Uniform Load 3, P'f W2= ^ = p|f PI= P2= RLeft= = <^2 R Right= = *52 v allow= )2-2"2, 'DS Xs" V max = ^^, IV allow" lU5^^ -'> max = 5=r Aa»°w= ^^^ iP > A TL = "^^ ^D= li^ Ibs Ibs ?, Ibs ,2^ Ibs ^ Ibs -7 lb*tt ?^ in Use: -M-/-i> Grade: j^t^-'-C— 4^ ~2- Mark: W! = W2= Pl = P2= RLeft= R Right= V a!low~ M allow" Aaltow" CD= Span= ft ' flUnifc plf plf Ibs Ibs Ibs Ibs Ibs > V max = Ibs lb*ft > Mmax= lb*ft in > A TL= in rm Load Use: Grade: , i i ^^ Uunn Savole Inc. Jfb • M ^^ Structural Engineers SHEET NO 3^ 1 908 s. ueveiana bt. CALCULATED gY SRG 1 To!" (760) 96fi-fHftt CHECKED BY 1 1 Fax: \7GM 966-6360 SCALE-SX — ' Level: Floor Members: k^fe^^f— ^^ Montijo Residence OF DATE DATE May-06 Mark: ^&s-|^ Span = £/,<5> ft [yjUniform Load "1= /^/>fe=/*> = -7^ Plf W2= = plf PI= = Ibs P2= - Ibs R Left= = -2^\?y£? Ibs RRight= = -z^^e? Ibs " allow" ^^-f^JC^' '•^ max = 'Z^^& '^® M .. = t==,,s9i i x?v lb*ft "> M = ^T^A/ lb*ft Aa"o*= .^^^ in > A TL= ,^5- in CD= L^ Use: -*4x|^- Grade: -b^-j— ^'Z- Mark: Span = ft flUnifc w,= = plf w2= = plf PI= = Ibs P2= = Ibs R Left- = Ibs R Right= = Ibs v allow" 'OS ^> V max = Ibs '*' allow"" '" *' x^* max ~~ 'D K / \allow~ '" ^ 1 \ TL ~~ m CD= rm Load Use: Grade: Mark: Span = ft FlUnifc W1= = plf W2= = plf PI= = Ibs P2= = Ibs R Left= = Ibs R Riqht= = Ibs V a,|OW= Ibs > V max = Ibs M allow" '" ™ ^ IVI max ~ ID " Aa"ow= in > A TL = in >rm Load Use: Grade: SI Dunn Savoie Inc. Structural Engineers 908 S. Cleveland St. Oceanslde, CA 92054 Tel: (760)966-6355 Fax: (760) 966-6360 JOB Montijo Residence SHEET NO OF CALCULATED BY SRG CHECKEDBY DATE SCALE 5/06 [FOUNDATION DESIGN | Allowable Bearing Pressure: q Continous Footings: psf per soils report assumed Location: ^T,U, ^5* (i^^s^-f ^&*-e£=-^^ w1= ^-Hiftfl'?/^ -Hf^V^-^hl-v/f^JfW-/^ = <=*»tf plf Width Req'd = (w1/q)x 12= ' = £k. " Use: \c& "Widex |# "Deep with 2- # & Top & Bottom Location: w1= = Width Req'd = (w1/q)x 12 = plf11 Use: " Wide x " Deep with # Top & Bottom Location: w1= =plf Width Req'd = (w1/q)x 12 = Use: "Widex "Deep with # Top & Bottom Pad Footings:k. Mark: P = Area Req'd = (P/q) x 144 = Ibs in2 Use: " Square x " Deep with # Ea. Way {3" Clear from Soil) Area Use: Mark: P = Req'd = (P/q) x 144 = " Square x " Deep with Ibs in2 # Ea. Way (3" Clear from Soil) Mark: P = Area Req'd = (P/q) x 144 = Use: " Square x " Deep with Ibs in2 # Ea. Way (3" Clear from Soil) Dunn Savole Inc. Structural Engineers 908 S. Cleveland St. Oceanslde, CA 92054 Tel: (760)966-6355 Fax: (760) 966-6360 JOB Montijo Residence SHEET NO.OF CALCULATED BY SRG DATE CHECKED BY DATE SCALE 5/06 [FOUNDATION DESIGN | Allowable Bearing Pressure: q Continous Footings: psf per soils report assumed Location: ^,u. (££) (iA^&^^T ^^^) w^ = fi^-r-H \s)(i£tfz} 4- 1 (ArPi+f 7^-^A-^y-2A/-^\ = \?yr2^ Plf Width Req'd = (w1/q) x 12 = v = ^^ " Use: iu> "Widex \@> "Deep with ^ # ^ Top & Bottom Location: w1= =plf Width Req'd = (w1/q)x 12 = Use: " Wide x " Deep with # Top & Bottom Location: w1= =plf Width Req'd = (w1/q) x 12 = Use: "Widex "Deep with # Top & Bottom Pad Footings:<1"7. Mark: P = Area Req'd = (P/q) x 144 = Ibs in2 Use: " Square x " Deep with # Ea. Way (3" Clear from Soil) Mark: P = Area Req'd = (P/q) x 144 = Ibs in2 Use: " Square x " Deep with # Ea. Way (3" Clear from Soil) Mark: P = Area Req'd = (P/q) x 144 = Ibs in2 Use: " Square x "Deep with # Ea. Way (3" Clear from Soil) DunnSavole Inc. Structural Engineers 908 S. Cleveland St. Oceanside, CA 92054 Tel: (760)966-6355 Fax: (760)966-6360 ^JOB SHEET NO.OF CALCULATED BY DATE CHECKED BY DATE SCALE [Continous Footing Axial Allowable 2x Bottom Plate 4x post Continous Footing " slab & sand ftg. depth xg gy " L=2x+3.5"= Area = 1^ "x gg;,^ Ftg. Width L 5- in2/144 Allowable Axial Load = Allow Soil Bearing psf x ft2 =Ibs Area Dunn Savole Inc. Structural Engineers 908 S. Cleveland St. Oceanslde, CA 92054 Tel: (760)966-6355 Fax: (760)966-6360 JOB Montjjo Residence SHEET NO.2^7 CALCULATED BY ODOSRG CHECKED BY SCALE OF &«-,,, noDATE May-06 DATE I LATERAL ANALYSIS Roof: Area of Roof = Total Weight of Roof = _ Interior Wall Weight = Exterior Wall Weight = Floor: Area of Floor = Total Weight of Floor = \\& Interior Wall Weight = Exterior Wall Weight = Total Roof Diaphragm Weight = + Total Floor Diaphragm Weight = Total Roof + Total Floor Diaphragm Weight = W = ftz 'ibs Ibs 'bs Ibs Seismic Design: Seismic Zone: •/-}- Soil Type : ^T? Fault Type: r3" Dist. To Fault = €> km 1= |.X Design Base Shear: V* ( Needs not exceed: w W Na=_I Ca=^ N«= I (NJ = r]\& Ct = 0.02 Minimum Base Shear: W Minimum Base Shear (for Seismic Zone 4): R W Therefore V =w =lbs Load Distribution: Level Roof Floor Total: w k t> ft k*ft k*n k*ft _k (all directions) _k (all directions) Dunn Savoie Inc. Structural Engineers 908 S. Cleveland St. Oceanslde, CA 92054 Tel: (760) 966-6355 Fax: (760) 966-6360 JOB Montijo Residence SHEET NO. CALCULATED BY CHECKED BY SCALE SRG OF DATE May-06 DATE [WIND ANALYSIS Exposure: 1 = Cq = Basic Wind Speed = -j& mph P = (C.)(Cq)(qB)(l) !,/</ atO'-15' l\& at15'-20' ire at 20'-25' - at 25'-30' - at 30'-40' PI = rxsopsf atO"-15' P2 = Iftg-i psf at15'-20' PS = l^-MOPsf at 20'-25' P4 = - psf at 25'-30' PS = - psf at 30'-40r Governing Lateral Forces Wind Design Roof Level: (N-S) direction: ^n^(^> Ibs (E-W) direction: t\&\# Ibs Floor Level: (N-S) direction: 5'3»£to Ibs (E-W) direction: fo'Zn?? Ibs Total Base Shear: (N-S) direction: \ff. W2~ Ibs (E-W) direction: 1^.1 g»4> Ibs Seismic Design (/Ztefc Ibs fa>^(j2y IbS ^~7\~T Ibs •&~f\-~f Ibs <^jl -fig'^' Ibs ^ II ^«?(^ Ibs ^^te-f^li^ governs ^iMD> governs Dunn Savoie Inc. Structural Engineers 90S S. Cleveland St. Oceanslde, CA 92054 Tel: (760)966-6355 Fax: (760)966-6360 JOB Montijo Residence SHEET NO OF CALCULATED BY SRG DATE 5/06 CHECKED BY DATE SCALE 1 Shear Wall Design | e v-u-M ^z^sTP^^-' Seismic Governed Design Level: fe^p Direction: v4/fi» Lateral Force / Overall Floor Area = v = l^-U^^r - ^f_te& psf il^2** Line A Tributary Area, T.A. = ^e"5^r7/^-M.^) = *&*& ft2 Load, (v)(TA) = = 1*5^3, Ibs Other Loads = = - Ibs Total Load, T.L. = = \qp?? Ibs Shear Wall Length, L= i^-z^-^. = \£?.-2*z* ft T.L/L= = \&0 plf . |use:<K)per Shear Wall Schedule p^<^f£32 11 \JyK W^i^^U-UM-^T^^rl(•«,«• i „,. • Shear Panel Length = = \&>?*z> ft OT Moment = I^^Co) = IT, i^^t ft-lb Resisting Moment = ,fl[iu?/-o>]/j^^&;yj^rr^V^- = l^;-*^-/^ ft-lb Net Moment = " = -^<^\ ft-lb Uplift= = 1-73, Ibs Use: X^/Per Holdown Anchor Schedule D Holdowns Not Required Line ^ Tributary Area, T.A. - &&,&(£,,&)+ &7&.GA -r 2&.&(\&/z)+'M£) = tfs&> ft2 Load, (v)(T.A.) = ' = 2J012- lbs Other Loads = - Ibs Total Load, T.L. = = -2&C2, Ibs Shear Wall Length, L= = \\& ft T.L/L= = -Z^^ plf | Use: ^>per Shear Wall Schedule | Overturning: Shear Panel Length = . = 11.«5> ft OT Moment = t&\^{^} = 2^5=z^ ft-'b Resisting Moment = &\tA'$fy\\&*A\\/2>> = "&&m ft"lb Net Moment = = ^Z-,2^4 «-lb Uplift = = -wz*\ Ibs Use: X/per Holdown Anchor Schedule D Holdowns Not Required Dunn Savole Inc. Structural Engineers 9OB S. Cleveland St. Oceanslde, CA 92054 Tel: (760)966-6355 Fax: (760) 966-6360 JOB Montijo Residence SHEET NO.OF CALCULATED BY SRG DATE May-06 CHECKED BY DATE SCALE Perforated Shear Wall with an Opening INPUT DATA S.W. @ G.L A LATERAL SHEAR STRESS AT SHORT PIERS, v = 186 plf PANEL GRADE ( 0 or 1 ) = 1 <= Sheathing and Single-Floor NOMINAL PANEL THICKNESS = 3/8 in TOTAL LATERAL SHEAR FORCE, V= 1.907 K STRAP J V ( )lQ_ )x^ ^ , Li , Lz 1 in 1 CXI-T" 5 1 3 A A A A 4 5 6.25 PER SEAOC SEISMIC DESIGN MANUAL Vol. II DESIGN SUMMARY CHECK SHORT PIERS DIMENSION RATIO H/L = 1.3 < 2 OK! USE@> SHEAR WALL OF 3/8 in. THICK THE HOLD-DOWN FORCES: TL = 1.13 k , TR= 1.13 k USE PHD2 SIMPSON HOLD-DOWN (H2) THE MAX STRAP FORCE: F = 1.09 k USE SIMPSON CS16 AS HORIZONTAL STRAP THE SHEAR WALL DEFLECTION: A = fl.fifi in = HI 197 L= 15.25 EQ. SHEAR STRE5 OVERTURNING M( LEFT UPLIFT: RIGHT UPLIFT: WORST CASE SHE vma* = 438 ft, H = 9 ft >S at DIAPHRAGM: v$g - 125 plf, 3MENT MoT= 17159 ft-lbs TL= 1125 Ibs PHD2 TR= 1125 Ibs EAR FORCE plf, ANALYSIS THE FORCES OF FREE-BODY INDIVIDUAL PANELS OF WALL ARE GIVEN BY FOLLOWING FIGURES AND TABLES AS 11 „ .. L2/2 ., „ L2/2 L3 PANEL w mi H mi V max (olf) 2 1 _H_ 1 1 F2,1 1 _F2__1 1 F3 _ 1 1 •4s F5 *]/ F9 F sf*. F5 'T- Cxi 5 J L F4 2 I n ,. LI ,. S 1 r ^ ~ F5 '~' F13 £ F5 ^ fNI 1 7 ^ ' FS ^ F15 F16 5:9 \ F21 i r ,Jf ^-1 -i ^ .L J 10 1 L J L FA \ ^ F4 . F7 F I TV ^B -,88: \ / ^X\^ s - £ , L2 . L3 , L 4 'r "~ F8 H*^ H Fl \L- FS ^ J, 6 " F8 'T Fl 8 F17 Fl F20 £ — ^ L J-? ^ 1 A -1 'F21 F21 r i L 12 r T " F22 F23 " F23 F24 1 TL FR^E-BODV INDIVIQUAL PANELS OF WALL 1> 1 4.00 1.00 -70 2 2.50 1.00 438 3 2.50 1.00 438 4 6.25 1.00 0 5 4.00 2.50 203 2 6 6.25 2.50 175 7 4.00 2.50 203 8 6.25 2.50 175 9 4.00 3.00 60 10 2.50 3.00 229 11 2.50 3.00 229 4 12 6.25 3.00 83 NO. Ibs NO. Ibs F1 -281 F13 438 F2 1094 F14 438 F3 0 F15 945 F4 438 F16 5088F5 813 F17 438 F6 1094 F18 875 F7 1094 F19 573 F8 1094 FZO 573 F9 -70 F21 688 \ F11 438 F23 573 F12 0 F24 521 Dunn Savole Inc. Structural Engineers 908 S. Cleveland St. Oceanslde, CA 92054 Tel: (760) 966-6355 Fax: (760)966-6360 JOB Montijo Residence SHEET NO.OF CALCULATED BY SRG DATE May-06 CHECKED BY DATE SCALE THE MAXIMUM SHEAR WALL DEFLECTION: ^ L^Bending ' L^Shear ' A/Votf slip ~*~ tiCftoitf splice slip vth, vth hda ., ! I 0.75/it;M I Where:vb = 438 plf A = 16.50 in* t = 0.278 in Lw= 10 ft h = 9 ft en = 0.037 in E= 1.7E+06 psi G = 9.0E+04 psi dB= 0.15 in • • • ^ • L nunn <%£i\/nia inr- JOB Montijo Residence Structural Engineers SHEET NO ^?^- OF 908 S. Cleveland St. CALCULATED BY SRG DATE 5/06 Ouutdiislde, CA 92054 Tol- (760)9666355 CHECKEDBY DATE Fax: (760) 966-6360 SCALE Seismic Governed Design Level: Direction: Lateral Force / Overall Floor Area = v =psf Line 3p Tributary Area, T.A. = ^^/i^/z— *-|,<^ = -zr Load, (v)(T.A.) = = ^ Other Loads = Total Load, T.L. = = 1^- ShearWall Length, L= ^,t3-->f^2_ = \\s T.L./L = ^ Use: tamper Shear Wall Schedule Overturning: Shear Panel Length = = 22 OT Moment = l^^^-te) = )M, Resisting Moment = ^e^\\^(^)\('^2'j^A'Z''2y'^>) - ^Z-, Net Moment = = Uplift = Use: \/per Holdown Anchor Schedule j>3 Holdowns Not Required Te ft2 te'L Ibs Ibs stz- Ibs ,^ ft c=> plf ,,^ ft £^^g> ft-lb #7(s ft-lb ft-lb Ibs Line Tributary Area, T.A. = = Load, (v)(T.A.) = Other Loads = = Total Load, T.L. = Shear Wall Length, L = T.L./L = Use: (~~>per Shear Wall Schedule Overturning: Shear Panel Length = = OT Moment = = Resisting Moment = Net Moment = = Uplift = Use: \/per Holdown Anchor Schedule D Holdowns Not Required ft2 Ibs Ibs Ibs ft plf ft ft-lb ft-lb ft-ib Ibs Dunn Savole Inc. Structural Engineers 908 S. Cleveland St. Oceanslde, CA 92064 Tel: (760)966-6365 Fax: (760) 966-6360 JOB Monlijo Residence SHEET NO.OF CALCULATED BY SRG DATE May-06 CHECKED BY DATE SCALE Perforated Shear Wall with an Opening PER SEAOC SEISMIC DESIGN MANUAL Vol. II NPUT DATA S.W. @ G.L. E LATERAL SHEAR STRESS AT SHORT PIERS, v = 95 plf ANEL GRADE ( 0 or 1} = 1 <= Sheathing and Single-Floor OMINAL PANEL THICKNESS = 3/8 in OTAL LATERAL SHEAR FORCE, V = 1.045 K STRAP 1.25 DESIGN SUMMARY CHECK SHORT PIERS DIMENSION RATIO H / L = 0.7 < 2 OK ! USE®> SHEAR WALL OF 3/8 In. THICK THE HOLD-DOWN FORCES: TL = 0.63 k TR = 0.63 k USE PHD2 SIMPSON HOLD-DOWN (H2) THE MAX STRAP FORCE: F = 0.31 k USE SIMPSON CS16 AS HORIZONTAL STRAP THE SHEAR WALL DEFLECTION: A = 0.43 in = H / 251 L=15 ft, H = EQ. SHEAR STRESS at DIAPHRAGM: OVERTURNING MOMENT 4.75 LEFT UPLIFT: RIGHT UPLIFT: TL= TR= 627 627 Ibs Ibs Vdia = 70 plf, MoT = 9405 ft-lbs PHD2 4.25 6.75 WORST CASE SHEAR FORCE vmax= 153 plf, ANALYSIS HE FORCES OF FREE-BODY INDIVIDUAL PANELS OF WALL ARE GIVEN BY FOLLOWING FIGURES AND TABLES AS L2/2 L2/2 L3 F12 F13 F14 7 F16 F18 9 F19 10 T ^ F204f_ F22 " F?3 F23 FREg_-BQDV INDIVIDUAL PANELS OF WALL F24 TR PANEL 1 2 3 4 5 6 7 8 9 10 11 12 NO. F1 F2 F4 F5 F6 F7 F9 F10 F11 F12 W(ft) 4.25 2.00 2.00 6.75 4.25 6.75 4.25 6.75 4.25 2.00 2.00 6.75 Ibs 129 307 192 435 307 610 38 154 135 H(ft) 1.25 1.25 1.25 1.25 1.50 1.50 1.50 1.50 4.75 4.75 4.75 4.75 NO. F13 F14 F16 F17 F18 F19 F20 F21 F22 F23 F24 V max (plf) 30 153 153 45 102 90 102 90 59 92 92 63 Ibs 192 192 154 135 183 183 435 252 183 426 Dunn Savole Inc. Structural Engineers 908 S. Cleveland St. Oceanslde, CA 92054 Tel: (760) 966-6355 Fax: (760) 966-6360 JOB Montijo Residence SHEET NO. CALCULATED BY SRG CHECKED BY SCALE OF DATE May-06_ DATE THE MAXIMUM SHEAR WALL DEFLECTION: 'ar'&Nail slip ' Ac/toftf tplice slip , h , n+ U Where:vb= 153 plf A= 16.50 in' t» 0.278 in Gt Lw= 11 ft h = 9 tt en = 0.037 in C»0.431 in E= 1.7E+06 psi G= 9.0E+04 psi dH = 0.15 in 1111J m •\1J T111JL Dunn savoio inr- JOB Montiio Residence Structural Engineers SHEET NO 3*5- OF 908 S. Cleveland St. CALCULATED BY SRG DATE 5/06 OcaanslUw, CA 92054Tel- (760)9666355 CHECKEDBY DATE Fax: (760) 966-6360 SCALE Seismic Governed Design Level: Direction: Lateral Force / Overall Floor Area = v =psf Line 2- Tributary Area, T.A. = \-i[??/t*\ ^ = <= Load,(v)(TA)= ' = 3, Other Loads = Total Load, T.L. = =2^ Shear Wall Length, L = 1^15^ (^ -7 T.L./L = =5. Use: ^wper Shear Wall Schedule Overturning: Shear Panel Length = = \%? OT Moment = 2€>^<0 = :2-f Resisting Moment = ^IjL^/^lfi^.i^i^/^ = )| ^ Net Moment = = Uplift = Use: \/per Holdown Anchor Schedule 0 Holdowns Not Required \ ft2 ^> Ibs Ibs I/?7 Ibs & ft *) Plf <s. ft o\0 ft-lb <72- ft-'b ft-lb Ibs Line 3» Tributary Area, T.A. = Load, (v)(TA) = Other Loads = Total Load, T.L. = Shear Wall Length, L = T.L./L = Overturning: Shear Panel Length = OT Moment = Resisting Moment = Net Moment = Uplift = Use: x/per Holdown «W«^2^/^^|-7/^ = & = ^^= = -2S* £515, jrJ\ = <5, = S'l per Shear Wall Schedule - ^ ^^/^l^/^ = J1^.^- rft \\4sf) +\&l-V&/£flli&i^)f'&/2!* = ^^. = 11.15 ~ "Z'tZ Anchor Schedule ^ ft2 r?) Ibs Ibs r7) Ibs s- ft ^ plf ,t5- ft V^vy ft-lb ^4-^ ft-lb i\-{s ft-lb ^^ Ibs D Holdowns Not Required Dunn Savole Inc. Structural Engineers 908 S. Cleveland St. Oceanslde, CA 92054 Tel: (760)966-6355 Fax: (760) 966-6360 JOB Montijo Residence SHEET NO.OF CALCULATED BY SRG DATE May-06 CHECKED BY DATE SCALE Perforated Shear Wall with an Opening PER SEAOC SEISMIC DESIGN MANUAL Vol. II NPUT DATA S.W. @ G.L. 2 ATERAL SHEAR STRESS AT SHORT PIERS, v- 39 plf 'ANEL GRADE { 0 or 1) = 1 <= Sheathing and Single-Floor NOMINAL PANEL THICKNESS = 3/8 in OTAL LATERAL SHEAR FORCE, V = 0.273 K STRAP L_2 DESIGN SUMMARY CHECK SHORT PIERS DIMENSION RATIO H/L = 1.7 < 2 OKI USB(p§> SHEAR WALL OF 3/8 In. THICK THE HOLD-DOWN FORCES: TL = 0.23 k TR = 0.23 k USE PHD2 SIMPSON HOLD-DOWN (H2) THE MAX STRAP FORCE: F = 0.16 k USE SIMPSON CS16 AS HORIZONTAL STRAP THE SHEAR WALL DEFLECTION: A = 0.57 In =H/ 233 L =13 ft, H =11 ft EQ. SHEAR STRESS at DIAPHRAGM: OVERTURNING MOMENT LEFT UPLIFT: RIGHT UPLIFT: TL= TR= 231 231 Ibs Ibs Vd|a = 21 plf, MOT = 3003 ft-lbs PHD2 3.5 3.5 WORST CASE SHEAR FORCE vmax = 53 plf, ANALYSIS HE FORCES OF FREE-BODY INDIVIDUAL PANELS OF WALL ARE GIVEN BY FOLLOWING FIGURES AND TABLES AS LI L2/2 L2/2 F1 1 F9 Fin F5 5 F13 F5 F5 7 F15 9 F22 F16 F23 F23 FREE-BODY INDIVIDUAL PANELS OF WALL Hflt) 2.00 2.00 2.00 2.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 NO. F13 F14 F15 F16 F17 F18 F19 F20 F21 F22 F23 F24 V max (plf) -6 53 53 -6 39 39 39 39 3 42 42 3 Ibs 105 1*05 222 117 117 222 126 126 126 11 126 11 Dunn Savole Inc. Structural Engineers 908 S. Cleveland St. Oceanslde, CA 92054 Tet: (760) 966-6355 Fax: (760) 966-6360 JOB Montijo Residence SHEET NO.OF CALCULATED BY SRG DATE May-Q6 CHECKED BY DATE SCALE THE MAXIMUM SHEAR WALL DEFLECTION: " ~ & Bending ~*~ A Shear + A.Nait slip "*" Ac/«"i/ spike slip 8y6A3 v6^ £^iw Gf "*" "• ' ^^e, Where:vb = 53 plf A = 16-50 in" t = 0.278 in U= 7 ft h = 11 ft en = 0.037 in 0.567 in E= 1.7E+06 psi G = 9.0E+04 psi da= 0.15 in f \ mm T111^i nimn Raunio inn JOB Montijo Residence Structural Engineers SHEET NO ^5? OF 908 S. Cleveland St. CALCULATED BY SRG DATE 5IQ6Oceanslde, CA 92054Tol- (760)9666355 CHECKEDBY DATE Fax: (760)966-6360 SCALE Seismic Governed Design Level: Direction: Lateral Force / Overall Floor Area = v =psf Line g? Tributary Area, T.A. = • = ^ Load, (v)(TA) = = 2^7 Other Loads = - Total Load, T.L. = = ^Y Shear Wall Length, L = c5>^-^4- = ^ T.L./L = ^ Use: tfWper Shear Wall Schedule Overturning: Shear Panel Length = = ^ OT Moment = ^\\3?r\T2*)(<?D ~ 1 } * t Resisting Moment - ,^rj iX^-t- Wl-^^^lf-^-ys^'Sy^ = ^is5 Net Moment = = ^2 Uplift = = ^s Use: x/per Holdown Anchor Schedule D Holdowns Not Required ?&> ft2 •71 Ibs Ibs •Tl Ibs t5- ft *^ plf f ft 4*& ft-lb \0 ft-lb ^g? ft-lb i^l^ Ibs Line Tributary Area, T.A. = Load, (v)(TA}=' Other Loads = Total Load, T.L =' Shear Wall Length, L=' T.L./L =' Use: <>per Shear Wall Schedule Overturning: Shear Panel Length = OT Moment = Resisting Moment =_,* Net Moment = _ Uplift = : \ /Use: \ /per Holdown Anchor Schedule Holdowns Not Required _ft2 _lbs _lbs _lbs _ft 3>\-i P'f ft ft-lb ft-lb ft-lb Ibs Dunn Savole Inc. Structural Engineers 908 S. Cleveland St. Oceanside, CA 92054 Tel: (760)966-6355 Fax: (760) 966-6360 JOB Montijo Residence SHEET NO.OF CALCULATED BY SRG DATE May-06 CHECKED BY DATE SCALE Perforated Shear Wall with an Opening PER SEAOC SEISMIC DESIGN MANUAL Vol. II NPUT DATA S.W. @ G.L 5 ATERAL SHEAR STRESS AT SHORT PIERS, v = 317 plf ANEL GRADE ( 0 or 1 ) = 1 <= Sheathing and Single-Floor OMINAL PANEL THICKNESS = 3/8 in OTAL LATERAL SHEAR FORCE, V= 3.012 K STRAP L2 L3 DESIGN SUMMARY CHECK SHORT PIERS DIMENSION RATIO H/L = 1.0 < 2 OK! USE(p^ SHEAR WALL OF 3/8 in. THICK THE HOLD-DOWN FORCES: TL = 1.75 k TR = 1.75 k USE PHD2 SIMPSON HOLD-DOWN (H2) THE MAX STRAP FORCE: F = 1.60 k USE SIMPSON CS14 AS HORIZONTAL STRAP THE SHEAR WALL DEFLECTION: A = 0.60 In =H/ 181 3.5 4.5 L=15.5 ft, H = EQ. SHEAR STRESS at DIAPHRAGM: OVERTURNING MOMENT LEFT UPLIFT: RIGHT UPLIFT: TL= TR= 1749 Ibs 1749 Ibs vdia= 194 plf, MOT= 27104 ft-lbs PHD2 3.5 WORST CASE SHEAR FORCE vmax = 534 plf, ANALYSIS HE FORCES OF FREE-BODY INDIVIDUAL PANELS OF WALL ARE GIVEN BY FOLLOWING FIGURES AND TABLES AS L1 F12 Fid F15 F17 F18 9 T ^ F19,„ F22 F20 4C F21 12 F23 FREE-BODV INDIVIDUAL PANELS OF WALL F24 TR PANEL 1 2 3 4 5 6 7 8 9 10 11 12 NO. F1 F2 F3 F4 F5 F6 F7 F8 F9 F10 F11 F12 W(fl) 6.00 3.00 3.00 3.50 6.00 3.50 6.00 3.50 6.00 3.00 3.00 3.50 Ibs 146 1603 -340 534 1749 1603 1603 1263 24 510 631 -97 H(ft) 1.00 1.00 1.00 1.00 1.75 1.75 1.75 1.75 4.50 4.50 4.50 4.50 NO. F13 F14 F15 F16 F17 F18 F19 F20 F21 F22 F23 F24 Vmax (plf) 24 534 534 -97 291 361 291 361 157 270 270 130 Jbs 534 534 1044 510 631 1166 810 810 1214 939 810 453 Dunn Savole Inc. Structural Engineers 9O8 S. Cleveland St. Oceanslde, CA 92054 Tel: (760)966-6355 Fax: (760) 966-6360 JOB Montijo Residence SHEET NO.OF CALCULATED BY SRG DATE May-06 CHECKED BY DATE SCALE THE MAXIMUM SHEAR WALL DEFLECTION: A - ^Bending + Asteor + A/totf sn,, + Where:vb = 534 plf A= 16.50 in* t = 0.278 in + 0.75/7gn HGt U= 10 ft h = 9 ft en = 0.037 in L 0.596 in E= 1.7E-f06 psi G = 9.0E+04 psi dH= 0.15 in Dunn Savoie Inc. Structural Engineers 908 S. Cleveland St. Oceanslde, CA 92054 Tel: (760) 966-6355 Fax: (760)966-6360 JOB Montijo Residence SHEET NO.OF CALCULATED BY SRG DATE 5/06 CHECKED BY DATE SCALE Wind Governed Design Level: Direction: Lateral Force / Overall Floor Length = v =plf Line 2- Projection Length = ^/2, = 2 Lateral Load = = ?y Other Loads = = Total Load, T.L. = = -gr Shear Wall Length, L = i^t^-^ = -7 T.L/L= = ^ Use: m/) per Shear Wall Schedule Overturning: Shear Panel Length = = 1^ OT Moment = •^^^(^S) = *??3 Resisting Moment = ^VlW^l/l^^^i^/^) = \\^ Net Moment = = Uplift = Use: X/per Holdown Anchor Schedule MHoldowns Not Required ^ ft 7£? Ibs Ibs 70 Ibs ^ ft *) plf <5- ft <&# ft-lb ^/2, ft-lb ft-lb Ibs Line ?? Projection Length = •3^^/2- = 1 L Lateral Load = = -2&. Other Loads = = Total Load, T.L. = = ^7? Shear Wall Length, L= -^^^>f = -51 T.L/L= = ^ Use: m^ per Shear Wall Schedule Overturning: Shear Panel Length = = ^ OT Moment = &&(-2*&Wtf) = \^-^- Resisting Moment= ,or)i^<5r> + Uf/-2i&/*?51(^.^)/^»^ = ^^ Net Moment = - = &r> Uplift = = iti Use: >fxper Holdown Anchor Schedule D Holdowns Not Required ^ ft 'ti?^? Ibs Ibs j^,^? Ibs ^ ft K) Plf ^ ft 5^^ ft-lb ^T^ ft-lb ^~I&> ft-lb -fi^/ Ibs L- • • • wd — • • n.mn dnvoio inr, JOB Montijo Residence Structural Engineers SHEET NO /4">- OF 908 S. Cleveland St. CALCULATED BY SRG DATE 5/06Oceanslde, CA 920i>4Tol- (760)0666355 CHECKED BY DATE Fax: (760) 966-6360 SCALE Wind Governed Design Level: Direction: Lateral Force / Overall Floor Length = v -Dif Line 3" Projection Length = = I Lateral Load = - 2^ Other Loads = = Total Load, T.L. = = •^5?* Shear Wall Length, L= i$>,&+.lt+ ~ % T.L/L= = •& Use: &W per Shear Wall Schedule Overturning: Shear Panel Length = = J- OT Moment = -f/z/t^)^ = #8=^ Resisting Moment = ^[l^^^i^^^/^TJjUfY^^y:^ = ^^ Net Moment = ~ " = {^> Uplift = * \^ Use: X/per Holdown Anchor Schedule D Holdowns Not Required ft -^ lbs Ibs ^? Ibs ,^ ft -T^ Plf 4 ft k*£f ft-'b ^ ft-lb c^^- ft-lb S?-^" IbS Line ^ Projection Length = Lateral Load = Other Loads = Total Load, T.L =' Shear Wall Length, L=' T.L/L = luse: <P>)per Shear Wall Schedule Overturning: Shear Panel Length = OT Moment = Resisting Moment = Net Moment = Uplift = ' j*L Ibs 'lbs 'ft ft-lb 'lbs per Holdown Anchor Schedule 0 Holdowns Not Required 1 • • • • L Dunn <3nvr>io ino JOB Montijo Residence Structural Engineers SHEET NO A& OF 908 S. Cleveland St. CALCULATED BY SRG DATE 5/06 Oueanslde, CA 92054 Tol- (760)9666355 CHECKED BY DATE Fax: (760^966-6360 SCALE Seismic Governed Design Level: Direction: Lateral Force / Overall Floor Area = v =psf Line A Tributary Area, T.A. = ^f,1^ |-7"/2} -H5"-4- V&.'^i'Z'tf/Z^ •+• 1 ~ ^~ Load, (v)(TA) = = \^ Other Loads = = \^, Total Load, T.L. = = *??g Shear Wall Length, L = ^M-^rte* = I-/; T.L/L= = ^ Use: (&w per Shear Wall Schedule Overturning: Shear Panel Length = = fc OT Moment = f^^/oV*^ = i1^.- Resisting Moment = ,oHU(^+llH^^)9^5^W/i*^V(5tW^[|(^') = ^ Net Moment = * -/ (-7^/2^ = -f- Uplift = \tf&£? -+\~7??{C5>J5'J0) - \V Use: x^per Holdown Anchor Schedule D Holdowns Not Required -M- ft2 £^5- Ibs ^^? Ibs i^^ Ibs -ft^ ft *) plf > ft TLS& ft-lb ?^H^ ft-lb T-r^. ft-lb -^ Ibs Line A Tributary Area, T.A. = =15- Load, (v)(T.A.) = = \^i Other Loads = = \^ Total Load, T.L. = = cz^ Shear Wall Length, L = &j+0i?7& ~ \~t* T.L/L= = -2 Use: tf^ per Shear Wall Schedule Overturning: Shear Panel Length = = *$, OT Moment = ^-^t^^ioX^ = 1^. Resisting Moment = &\\(A*$)+-\\(\J±'/$\faf1&i'*i-'2J&/2^ ~ &* Net Moment = " = \0}1 Uplift = \\i?<g?+- \7'&(isf5rfafT&) = \^ Use: xi^^er Holdown Anchor Schedule D Holdowns Not Required 7~T ft2 %&• Ibs ^^ Ibs =^^> Ibs -T^ ft -K> Plf -T^- ft 2-l-T ft-lb 5i>^) ft-lb -4^- ft-lb ^3? Ibs )( • • • • • n..r,r, c~,,~i~ in^ JOB Montijo Residence Structural Engineers SHEET NO. ^A, OF 908 S. Cleveland St. CALCULATED BY SRG DATE 5/06 Uceanslde, OA 92064 „,.,-„,„-„„„Tol- f7CtnoeG6355 CHECKEDBY DATE Fax- (7RO) PR6-6360 SCALE Seismic Governed Design Level: Direction: Lateral Force / Overall Floor Area = v =psf Line ^ Tributary Area, T.A. = %9tk&{ (-y/^-—*-!^/^) —\# = &u Load, (v)(TA) * = |0 Other Loads * = 2^ Total Load, T.L. = = >u. Shear Wall Length, L- =11 T.L./L - = >4- Use: few per Shear Wall Schedule Overturning: Shear Panel Length - = \\, OT Moment- Alsn*M ~ -^Z- Resisting Moment = ,fl[[W^-*-lt|l^^fll^yil/^) = <--/ Net Moment - = •?*£*. Uplift s S'H^i •¥• 2^2-1 = ^l-* Use: x^per Holdown Anchor Schedule D Holdowns Not Required 42- ft2 ?ts3^t- Ibs 7f2- 'bs 9 ft &t P'f 9 ft J&A- ft-lb --/^? ft-lb ^i^- ft-lb h? Ibs Line j? Tributary Area, T.A. = \&.&(-&#/y2) = -Zf Load, (v)(T.A.) ' = ^c Other Loads * = Total Load, T.L. * = <gt Shear Wall Length, L^= c T.L./L * = \* Use:^^ per Shear Wall Schedule Overturning: Shear Panel Length ' = t OT Moment ' <*y&(s{<$> ~ &?L Resisting Moment^ .^[lU^-t-l/W'^^/^-'ij/i^V^h'^'/^ = ^^ Net Moment *= " = «^^ Uplift- = lit Use: x3^per Holdown Anchor Schedule D Holdowns Not Required 1& ft2 ?u Ibs Ibs 5(^ Ibs ? ft 5) plf 5- ft #^ ft-lb rf;Z- ft-lb 5,^7 ft-lb ^ Ibs Dunn Structural Engineers 908 S. Cleveland St. Oceanslde, CA 92054 Tel: (760)966-6355 Fax: (760)966-6360 Montijo Residence SHEET NO.OF CALCULATED BY SRG DATE 5/06 CHECKEDBY DATE SCALE Seismic Governed Design Level: Direction: Lateral Force / Overall Floor Area = v =psf Line &• Tributary Area, T.A. = ^^(^/^ +&>[$) ~ ^ Load, (v)(TA)= = ^\ Other Loads = = (0 Total Load, T.L. = - -z^- Shear Wall Length, L= grT^-H^ = \e T.L7L= = \% Use: <V(W per Shear Wall Schedule Overturning: Shear Panel Length = & OT Moment = &,~1^(\^2^i^} - 1^,^ Resisting Moment = ,&l\(rf^^\\t\&/2W &.-?*&¥& •p&'/s) = -fe» Net Moment = = ^7 Uplift = = ^ Use: \/per Holdown Anchor Schedule 0 Holdowns Not Required o ^70 Ibs k?2, Ibs h^i^ 'bs e-7^ ft •2- p'f -/& ft aw^t^f ft-lb @^ ft-lb 2,-? ft-lb ^»^> Ibs Line Tributary Area, T.A. = Load, (v)(T.A.)=^ Other Loads = Total Load, T.L. = Shear Wall Length, L = T.L/L = 0 Use: s per Shear Wall Schedule Overturning: Shear Panel Length = OT Moment = _ Resisting Moment = Net Moment = Uplift = Ibs Ibs 'ibs 'ft plf ft 'ft-lb "ft-lb "ft-lb "ibs : x/Use: x/per Holdown Anchor Schedule I^Holdowns Not Required • • T111Jh n,,r,n «=vnio in,- JOB Motitijo Residence Structural Engineers SHEET NO. ^^ OF 908 S. Cleveland St. CALCULATED BY SRG DATE 5/06Oceansldw, CA 92054Tol- (780)9696355 CHECKEDBY DATE Fax: (7601966-6360 SCALE Wind Governed Design Level: Direction: Lateral Force / Overall Floor Length = v =plf Line 1 Projection Length = ^- = **• Lateral Load = = t*i Other Loads = 2s)J?(t7$2>) = 1 # Total Load, T.L. = = ^ Shear Wall Length, L = 1^.15—1, = -7 T.L/L= = it- Use: w-*w per Shear Wall Schedule Overturning: Shear Panel Length = = \^t OT Moment = gatvtfo) = -^c=? Resisting Moment = ^{(^(f^-^l^ri-^/s^lf^i^hyy/z^ = }& e. Net Moment = ' = Uplift = Use: \/per Holdown Anchor Schedule 0 Holdowns Not Required ft a?9 IbS •>\ Ibs t\A Ibs 5- ft ^ ft ^ ft-lb ^| ft-lb ft-lb Ibs Line ^ Projection Length = ^ts--t-y+/z- = t Lateral Load = = ^v Other Loads = 2O~/t -t- ^O^^/^O = ^^ Total Load, T.L. = = x^ Shear Wall Length, L= i^&+t\ = & T.L/L= - >H' Use: u^yper Shear Wall Schedule ^HC^* Overturning: Shear Panel Length = = ^f, OT Moment = ^fi'7cz\>%>} = ??u>r Resisting Moment = ^n^^+2r7('7/2^](r^f,'^>/xf/2^ - \&fl Net Moment = * ' = 3^i Uplift = &to&& -+ z^/+s = ||.? Use: ^JKper Holdown Anchor Schedule D Holdowns Not Required /> ft ?i^ Ibs &e? Ibs T^ Ibs ^,157 ft TO plf S^W 5- ft ^t=, ft-lb ^7 ft-lb -7^-7, ft-lb :*2H Ibs Dunn Savole Inc. Structural Engineers 908 S. Cleveland St. Oceanslde, CA 92054 Tel: (760)966-6355 Fax: (760) 966-636O JOB Montijo Residence SHEET NO.OF CALCULATED BY SRG DATE May-06 CHECKED BY DATE SCALE Perforated Shear Wall with an Opening INPUT DATA S.W. @ G.L. 1 LATERAL SHEAR STRESS AT SHORT PIERS, v = 113 plf PANEL GRADE ( 0 or 1) = 1 <= Sheathing and Single-Floor NOMINAL PANEL THICKNESS = 3/8 in TOTAL LATERAL SHEAR FORCE, V = 0.848 K STRAP J dK.SJB; ; 'x: , L2 1 fO s 17X1 cin 5 N. E ^ 3 sX] Xj XI 3.75 6 3.75 PER SEAOC SEISMIC DESIGN MANUAL Vol. II DESIGN SUMMARY CHECK SHORT PIERS DIMENSION RATIO H/L = 1.3 < 2 OK! USe(p§> SHEAR WALL OF 3/8 In. THICK THE HOLD-DOWN FORCES: TL = 0.57 k , TR = 0.57 . k USE PHD2 SIMPSON HOLD-DOWN (H2) THE MAX STRAP FORCE: F = 0.66 k USE SIMPSON CS16 AS HORIZONTAL STRAP THE SHEAR WALL DEFLECTION: & = n.S1 In = H / 910 L= 13.5 EQ. SHEAR STREE OVERTURNING M( LEFT UPLIFT: RIGHT UPLIFT: WORST CASE SHE vmax = 220 ft, H = 9 ft S at DIAPHRAGM: vdia - 63 plf, 3MENT MoT= 7628 ft-lbs TL= 565 Ibs PHD2 TR= 565 Ibs EAR FORCE plf, ANALYSIS THE FORCES OF FREE-BODY INDIVIDUAL PANELS OF WALL ARE GIVEN BY FOLLOWING FIGURES AND TABLES AS L, L ] * y L2/2 „ L. L2/2 L3 PANEL W ffll H mi V max toffi f -^ !-"»1C 1 3s F5 £ F5 . cj CMa: 1 1 T2 .. 1 1 F2.1] : •»li^ <-r J 2 i J ™ FI^11j, LI LH *Tfc \ \ 5 = rJfr •I- F5 F13 £ F5 dC-JTC 7 L^ ____ F15 1; F5 ~ 5E »_J / \ ^v^- ¥ F16 - fk F19 9 T " F2Z~ K" "?L hi r J 10 1 L J L F4 3 [ F" , F7 F j \ v , , • 2»\x7i /\ v/2 s - — , L2 . L3 . L F3 .. 1 4 'T' ~" FS "f^ 11 F1 \J/ ro *J* 6 "" F8 T Fl 8 u TR * F8 T F17 F1 4^ F8 JF20 rJ-, ^ L J^? ^ F21 1 1 F21 r i L 12 r F23 F23 F24 1 FREE-BODV_jNDiv>DUAL PANELS OF WALL T« 1 3.75 1.00 -63 2 3.00 1.00 220 3 3.00 1.00 220 4 3.75 1.00 -63 5 3.75 2.50 113 2 6 3.75 2.50 113 7 3.75 2.50 113 8 3.75 2.50 113 9 3.75 3.00 21 10 3.00 3.00 115 11 3.00 3.00 115 4 12 3.75 3.00 21 NO. Ibs NO. Ibs F1 -235 F13 220 F2 659 F14 220 F3 -235 F15 502 F4 220 F16 2838 F5 424 F17 283 F6 659 F18 502 F7 659 F19 345 F8 424 F20 345 F9 -63 F21 345 F11 283 F23 345 F12 -63 F24 78 Dunn Savole Inc. Structural Engineers 908 S. Cleveland St. Oceanside, CA 92054 Tel: (760)966-6355 Fax: (760) 966-6360 JOB Montijo Residence SHEET NO. CALCULATED BY SRG CHECKED BY SCALE OF DATE May-Q6 DATE THE MAXIMUM SHEAR WALL DEFLECTION: ^ — i\Be/idmg ~*~ l\Sltear "•" A/Votf s(jp T~ l\Cliord splice slip — 8v6/73 .vbhi i u. / j//, hda 0.515 in Where:vb • 220 plf A= 16.50 in' 1 = 0.278 in U= 8 ft h = 9 ft en = 0.037 in E= 1.7E+06 psi G = 9.0E+04 psi dn = 0.15 in Dunn Savoie Inc. Structural Engineers 908 S. Cleveland St. Oceanslde, CA 92054 Tel: (760)966-6355 Fax: (760)966-6360 JOB Montijo Residence SHEET NO.OF CALCULATED BY SRG DATE 5/06 CHECKED BY DATE SCALE Wind Governed Design Level: f*^v^£ Direction: ^/^4 Lateral Force / Overall Floor Length = v = = |^t^ g> plf Line ^\ Projection Length = ^v/&, ~ \%> ft Lateral Load = = ^-1^5. Ibs Other Loads = = - Ibs Total Load, T.L. = = 2-1=5^5. Ibs Shear Wall Length, L = -7 ft T.L./L = = ??&& p'f Use: <W) per Shear Wall Schedule Overturning: Shear Panel Length = = -7 ft OT Moment = zji^i3?(«o") = l^.^5^* ft-lb Resisting Moment = ,^\{£>(^\H}((^.^/-2^ = \\#t* ft-lb Net Moment - = ig> 1£rf ft-lb Uplift = = ^^>i^ Ibs Use: x^per Holdown Anchor Schedule D Holdowns Not Required Line (j> Projection Length = t&j&f? - \&\ ft Lateral Load = = s»i<s^ Ibs Other Loads = = ^•^•2^' Ibs Total Load, T.L. = = <5»^r-r^ Ibs Shear Wall Length, L = \& ft T.L./L = = Ate plf Use: ^y per Shear Wall Schedule Overturning: Shear Panel Length = = |2- ft OT Moment = v?&7#(*S} = ^&>J'*&M? ft-lb Resisting Moment = ^f^o'Sfti^fiz.Sw^) = ^5O^^) ft-lb Net Moment = ' = /4->h^*?( ft-lb Uplift = = ^*9S*? Ibs Use: x^per Holdown Anchor Schedule G Holdowns Not Required 111IJ f\\ mm mm •\ ] J T11\ mmmm nunn Qav/of0 in^ JOB Montijo Residence Structural Engineers SHEET NO. ^5%? OF 908 S. Cleveland St. CALCULATED BY SRG DATE 5/06 Oceanslde, CA 9^064 Tot- (760) 066 6355 CHECKED BY DATE Fax: (760) 966-6360 SCALE Wind Governed Design Level: Direction: Lateral Force / Overall Floor Length = v =Plf Line 7 Projection Length = n/2- = *= Lateral Load = = 1^4, Other Loads = = Total Load, T.L. = = \up 1 ft ^•2- Ibs Ibs <9"Z- Ibs Shear Wall Length, L = -\ ft T.L/L= = ^ Use: m^ per Shear Wall Schedule 9y plf Overturning: Shear Panel Length = = -7 ft OT Moment = l/V^H") = \%*.* Resisting Moment = ,^fiL^^xn/>7V^^'/2-> = "2^ Net Moment = - 1 £?, / 4S2? ft-lb ^^3 ft-lb -+0*7 ft-lb Uplift = = i^.|2_ Ibs Use: Xj^per Holdown Anchor Schedule D Holdowns Not Required Line Projection Length = = Lateral Load = Other Loads = = Total Load, T.L. = Shear Wall Length, L = T.L./L = Use:^~"> per Shear Wall Schedule Overturning: Shear Panel Length = = OT Moment = Resisting Moment = = Net Moment = = Uplift = Use: \/per Holdown Anchor Schedule D Holdowns Not Required ft Ibs Ibs Ibs ft plf ft ft-lb ft-lb ft-lb Ibs D! __^^^- Dunn Savole Inc. S"^P Structural Engineers JOB Montijo Residence 908 S. Cleveland St. SHEET N0 ^ | OF Oceanslde, CA 920b4 OD/^ iv/i^,, ncTol- f760i966 6355 CALCULATEDBY SRG DATE May-06 Fax: (760)966-6360 CHECKED BY DATE MM SCALE [LATERAL ANALYSIS | g ^^-^H \\s\)&&n Roof: Area of Roof = '2^i2-1^) ~ "7cZ^ ft Total Weight of Roof = Wp^r-fe^^l = \t?\<^'2. Ibs Interior Wall Weight = fof&p {&/?)&n\ = UTJ^? Ibs Exterior Wall Weight = \L,teJM&/2X^& = &v\& Ibs Floor: 1 >- -1 Total Roof Diaphragm Weight = 1*7. ^»H 'bs Area of Floor = -2^(2^) = '-^'Tc^- ft Total We Interior \ Exterior \ Seismic \. Seismic Z Z = Soil Type Fault Typ Dist. To F 1 = R = C H a ™ /"* « Ct = T = ght of Floor = •z^^&Jrfe-l^^'] - \ \ ^## Ibs 'Vali Weight = &f*^fa/z^[\-i] + \\i& - \^^^i Ibs /Vail Weight = \{^^^f^/^)p>(^+ (A^A = fe.P&L* Ibs Total Floor Diaphragm Weight = f2&>.\tf£> Ibs Total Roof + Total Floor Diaphragm Weight = W = ^p^ uft^ Ibs esign: Desian Base Shear: one: A V= (CV)(I)(W) = ,t5ry^ W -A- I^(R)(T) e: ^ Needs not exceed: ault = __2_km V= 2.5(Ca)(l)(W) = JA(^ W <^= U^^-- ,^ 1,1 R ^sz> \,# Minimum Base Shear: ,44 (NJ* .-^H V= .11(Ca)(l)(W) = ^^^ W - c^f (N«) = r7(^ Minimum Base Shear (for Seismic Zone 4): 0.02 V= .8(Z)(NV)(I){W) = . n# W .02(hn)75 = J^L R Therefore V = f\i}%? W = ^zz?^ Ibs Load Distribution: Level w h (w)(h) F Roof Yl.t\{jA k |g? ft ^i/4.^2-k*ft ^^^</ k (all directions) Floor 2k,Ute» k ^ ft ^^^^^7k*ft 2, (a(^^> k (all directions) Total: **&.W1 k ^^t^,^^) k*ft (0ft*ste k \111J m \ ]J T111JL Structural Engineers JOB Montijo Residence 908 S. Cleveland St. SHEET NO. ^7- OF Oueanslde, CA 920b4 oor-> n/i«,, ncTol- (760)0666355 CALCULATEDBY SRG DATE May-06 Fax: {760*966-6360 CHECKED BY DATE SCALE |WIND ANALYSIS Exposure: Cq = qs = C9 = t>Basic Wind Speed =mph \,S \.& \2-.<s \.fo L\?? P = (Ce)(Cq)(qs)(l) atO'-15' at15'-20' at 20'-25' at 25--301 at 30'-40' PI = P?= P3 = P4 = P5 = .^u psf at 0'-15' .<z\ psfat15'-20[ - psf at 20'-25' - psf at 25'-30' - psf at 3CV-401 Governing Lateral Forces Wind Roof Level: (N-S) direction: ^ (E-W) direction: 1- Floor Level: (N-S) direction: s*5 (E-W) direction: ^ Total Base Shear: (N-S) direction: (* (E-W) direction: (j Design Seismic ^^^ Ibs -z^^t^ -7 i>M- Ibs ^*=?/^~f **)2>^P Ibs 'Z-teb?'?) *=>#(<£> Ibs '2^fUs^ znt? ibs> (S2&,(4 •ZrTJ? lbs> /<?2?7is Design Ibs Ibs Ibs Ibs » Ibs £_lbs UtK-lf governs j^JhJC^ qoverns • 1 •H % 1 J T111 ^ P.,pn Q^,-,- in. JOB Montijo Ooacn House Structural Engineers SHEET NO ^^ OF 908 S. Cleveland St. CALCULATED BY SRG DATE 5/06 Oceanslde, CA 92054Tol- (760)0666355 CHECKED BY DATE Fax: (760) 366-6360 SCALE Shear Wall Design Seismic Governed Design Level: Direction: Lateral Force / Overall Floor Area = v =psf Line ^ Tributary Area, T.A. = -z/^fz^/^ = ^ Load, (v)(T.A.) = = ni Other Loads = = Total Load, T.L. = = i-f Shear Wall Length, L= = IL, T.L/L= = ^ Use: <W) per Shear Wall Schedule Overturning: Shear Panel Length = = lu OT Moment = \-r£*M te?} = | j+ Resisting Moment = ,^f|(^0)^i^-z^/^)J(li^^yii^/2} = 5^^ Net Moment = *" = Uplift = Use: \/per Holdown Anchor Schedule El Holdowns Not Required zt* ft2 ^>>t" Ibs Ibs &&\ Ibs ,,^ ft K? plf ^. ft ^r72- ft-lb ^^)U ft-lb ft-lb Ibs Line -H Tributary Area, T.A. = -Ztelttfa) = sx.^ ft2 Load, (v)(TA) = " = \~r&>A Ibs Other Loads = = Total Load, T.L. = = \-ft Ibs ^+ Ibs Shear Wall Length, L = (7- ft T.L/L= = V Use: ww per Shear Wall Schedule Overturning: Shear Panel Length = = ]' OT Moment = \-7&tj-(e2) = iM-j' Resisting Moment = ,^[\(s(&)+-\&('2J&'/2$){\'2?)(\\.i&/2?} ~ \0?A Net Moment = = ' Uplift = Use: \/per Holdown Anchor Schedule 0 Holdowns Not Required VO Plf ^ ft ^T2- ft-lb ^j\l^ ft-lb ft-lb Ibs Dunn Savoie Inc. Structural Engineers 908 S. Cleveland St. Oceanslde, CA 92054 Tel: (760) 966-6355 Fax: (760) 966-6360 HOUSB SHEET NO. CALCULATED BY SRG CHECKED BY SCALE DATE 5/06 Seismic Governed Design Level: Direction: Lateral Force / Overall Floor Area = v =psf Line & Tributary Area, T.A. = •Z&i'Hsfo?) - ^H Load, (v)(TA) = = rj Other Loads = = Total Load, T.L. = = \~ft Shear Wall Length, L= -z^^^--*? = \ T.L/L= = 11 Use: (p^ per Shear Wall Schedule Overturning: Shear Panel Length = ~ 2 OT Moment = )-7t&>k(&t) = l-M- Resisting Moment = ^fj^^yy-zi^ys^/^/si = ^^• Net Moment = " = Uplift = Use: \xper Holdown Anchor Schedule 0 Holdowns Not Required ^M ft2 &A- Ibs Ibs %& Ibs L_#* ft 7*- P'f -c5- ft -^-7-2. ft-lb •%£?# ft-lb ft-lb Ibs Line ^ Tributary Area, T.A. = -%£?( '^^/^ = ^t Load, (v){T.A.) = = rt Other Loads = = Total Load, T.L. = = ]~-7 Shear Wall Length, L= = ^ T.L/L= = rZ( | Use: ^p^ per Shear Wall Schedule Overturning: Shear Panel Length = -iff OT Moment = |-7£*H £?) = l^-Vj Resisting Moment = ,^ri(^^?)7//^./J(?-Ty^?,v^>!:2'S) = ^^ Net Moment = = || *• Uplift = = !^>' Uso: v /per Holdown Anchor Schedule D Holdowns Not Required -**4 ft2 ^2^ Ibs Ibs ^f Ibs (^7" ft ^-r pif u~l ft 2TT2- ft-lb rT^7 ft-lb ')/'2' ft-lb 2^=5 Ibs Dunn Savole Inc. Structural Engineers 908 S. Cleveland St. Oceanslde, CA 92054 Tel: (760)966-6355 Fax: (760) 966-6360 JOB Montijo Coach House SHEET NO.OF CALCULATED BY SRG DATE May-06 CHECKED BY DATE SCALE Perforated Shear Wall with an Opening PER SEAOC SEISMIC DESIGN MANUAL Vol. II NPUT DATA S.W. @ G.L 8 ATERAL SHEAR STRESS AT SHORT PIERS, V = 112 plf ANEL GRADE ( 0 or 1) = 1 <= Sheathing and Single-Floor OMINAL PANEL THICKNESS = 3/8 in OTAL LATERAL SHEAR FORCE, V = 1 .624 K STRAP V zrSr. Li L2 DESIGN SUMMARY CHECK SHORT PIERS DIMENSION RATIO H/L = 1.2 < 2 OK! USE(P6> SHEAR WALL OF 3/8 In. THICK THE HOLD-DOWN FORCES: TL = 0.95 k TR = 0.95 k USE PHD2 SIMPSON HOLD-DOWN (H2) THE MAX STRAP FORCE: F- 0.48 k USE SIMPSON CS16 AS HORIZONTAL STRAP THE SHEAR WALL DEFLECTION: A = 0.54 In = H / 267 L=20.5 ft, H =12 ft EQ. SHEAR STRESS at DIAPHRAGM: OVERTURNING MOMENT LEFT UPLIFT: RIGHT UPLIFT: TL= TR= 951 951 Ibs Ibs Vd|a = 79 plf, MOT= 19488 ft-lbs PHD2 9.5 WORST CASE SHEAR FORCE vma»= 158 plf, ANALYSIS HE FORCES OF FREE-BODY INDIVIDUAL PANELS OF WALL ARE GIVEN BY FOLLOWING FIGURES AND TABLES AS L1 L2/2 L2/2 F1 t t-EiT n^rr t L3 F3 F9 F5 F5 F4 F6 2 F4 F7 4 Fin 5 Fi3 F5 F5 7 F15 F5 F5 Ftl F8 F8 F12 6 F8 ¥ F14 F16 F17 ¥ F1S 9 F19 -10 F21 ^i i|| F204C F21 12 F22 TL F23 F23 FREE-BQDV INDIVIDUAL PANELS OF WALL F24 PANEL 1 2 3 4 5 6 7 8 9 10 11 12 NO. F1 F2 F3 F4 F5 F6 F7 F8 F9 F10 F11 F12 5.00 3.00 3.00 9.50 5.00 9.50 5.00 9.50 5.00 3.00 3.00 9.50 Ibs 158 475 515 475 634 475 475 990 95 380 313 163 H(ft) 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 NO. F13 F14 F15 F16 F17 F18 F19 F20 F21 F22 F23 F24 V max (plf) 32 158 158 54 127 104 127 104 32 158 158 54 Ibs 475 475 856 380 313 788 475 475 475 158 475 515 Dunn Savole Inc. Structural Engineers 908 S. Cleveland St. Oceanslde, CA 92054 Tel: (760)966-6355 Fax: (760) 966-6360 JOB Montijo Coach House SHEET NO.OF CALCULATED BY SRG DATE May-06 CHECKED BY DATE SCALE THE MAXIMUM SHEAR WALL DEFLECTION: AA -1- A 4-A -4-A*-* t\Bending ' LASI^ar ' L\Nai/ slip ' l\Cltord splice slip _ bh3 vbh n nt(hi i u. I jn^n i hda Where:vb= 158 plf A = 16.50 in* t = 0.278 in U= 15 ft h = 12 ft en = 0.037 in E= 1.7E+06 psi G= 9.0E+04 psi da= 0.15 in Dunn Savole Inc. Structural Engineers 908 S. Cleveland St. Ocsanslde, CA 92054 Tel: (760) 966-6355 Fax: (760) 966-6360 JOB Montijo Coach House SHEET NO CALCULATED BY SRG CHECKE° BY SCALE OF DATE DATE 5/06 Wind Governed Design Level: Direction: Lateral Force / Overall Floor Length = v =pif Line f Projection Length = 2^/2- = |z Lateral Load = = 1^ Other Loads = = Total Load, T.L. = = l^r1 Shear Wall Length, L= = u T.L/L= = e Use: u=X^ per Shear Wall Schedule Overturnina: Shear Panel Length = = 1 u OT Moment = \tirr&t&) = \\fi Resisting Moment = = ^^ Net Moment = = Uplift = iUse: \Xper Holdown Anchor Schedule S Holdowns Not Required -,cs. ft fJI5> IbS Ibs T^ Ibs ^^ ft ^ Pif >,& ft •>&? ft-lb •.^y=5^ ft-ib ft-lb Ibs Line -M Projection Length = Lateral Load =' Other Loads = Total Load, T.L. =' Shear Wall Length, L=' T.L./L = per Shear Wall Schedule Overturning: Shear Panel Length = OT Moment = Resisting Moment = Net Moment = Uplift = ' ft 'ibs 'Ibs "ibs "ft "pif ft 'ft-lb 'ft-lb "ft-lb "ibs : \/Use: \/per Holdown Anchor Schedule El Holdowns Not Required Dunn Savofe Inc. Structural Engineers 908 S. Cleveland St. Oceanslde, CA 92054 Tel: (760)966-6355 Fax: (760) 966-6360 JOB Montijo Coach House SHEET NO OF CALCULATED BY SRG DATE 5/06 CHECKED BY DATE SCALE Wind Governed Design Level: ~^#£^ Direction: ^/u-4 Lateral Force / Overall Floor Length = v = = lift ^ pif Line & Projection Length = -2&?/>?_ = n.£^ ft Lateral Load = = \-2*5?7 Ibs Other Loads = = _ Ibs Total Load, T.L. = = \^5^1 Ibs Shear Wall Length, L= -2^-^-2^ = lu ft T.L./L= = gxz? pif Use: u*^ per Shear Wall Schedule Overturning: Shear Panel Length = = ^-^ ft OT Moment = \3*5*~7(g?) = \&0&Le? ft-lb Resisting Moment = = -^^,-2^^ ft-lb Net Moment = , = ft-lb Uplift = Ibs Use: \/per Holdown Anchor Schedule 0 Holdowns Not Required Line ^ Projection Length = ^^-^ =* \\& ft Lateral Load = = 1^^5*7" Ibs Other Loads = = - Ibs Total Load, T.L. = = ie*s*"7 ibs Shear Wall Length, L = = ^,^-7 ft T.L./L = = -Z^^ pif Use: (tty per Shear Wall Schedule Overturning: Shear Panel Length = = t&is~t ft OT Moment = \??c&*i(&?) - I^^^O ft-lb Resisting Moment = = -ZZZTTC? ft-'b Net Moment = = <Z^^\^ ft-lb Uplift = " 1-^7*5? Ibs Use: NK^per Holdown Anchor Schedule D Holdowns Not Required 1 1 • «l • La Hiinn <%avnif» ln.~ JOB MOfltijO C03Ch HOUSB Structural Engineers SHEET NO. ^^ OF 908 S. Cleveland St. CALCULATED BY SRG DATE 5/06 Oceanslde, CA 920t>4 Tol- (760)9666355 CHECKED BY DATE Fax: (760^966-6360 SCALE Wind Governed Design Level: Direction: Lateral Force / Overall Floor Length = v =Plf Line t^ Projection Length = >+X2~ = ^ Lateral Load = - ^ Other Loads = \^ ft l^t lbs -f^» Ibs Total Load, T.L. = = 1-7*3*5 Ibs Shear Wall Length, L= = \^ T.L/L= - \t Use: uv) per Shear Wall Schedule Overturning: Shear Panel Length = = Ib OT Moment = \~f&*)M = \(^t Resisting Moment = /sfM^flfiiA^Yiu/^ = IT ) Net Moment = = Uplift = Use: X/per Holdown Anchor Schedule 0Holdowns Not Required *& ft ^ plf ***" ri /?! ft-lb ^7 ft-lb ft-lb Ibs Line ^ Projection Length = -^^'/^- = \"2J& ft Lateral Load = = 1*9 Other Loads = = Total Load, T.L. - =1*9 Shear Wall Length, L= = 1> T.L/L= = le Use: ^^ per Shear Wall Schedule ^^ Ibs Ibs ^^ lbs lr& « S--7 Plf Overturning: Shear Panel Lenqth = = \i^^ ft OT Moment = \*)u>#(*!£) = \~1^ Resisting Moment = l*)[M'fft+\0{'24/'2yf\'2*&)(\'zS2'\ = \0f1 Net Moment = . ~ = fjS\ Uplift = = ^r- r <£&>[Use: x/H per Holdown Anchor Schedule D HoWowns Not Required *W ft-lb 5^^, ft-lb l£-? ft-lb TV lbs a Dunn Savole Inc. Structural Engineers 908 S. Cleveland St. Oceanslde, CA 92054 Tel: (760)966-6355 Fax: (760) 966-6360 JOB Montijo Coach House SHEET NO.OF CALCULATED BY SRG DATE 5/06 CHECKED BY DATE SCALE Wind Governed Design Level: f=t-^|2- Direction: Lj/^- Lateral Force / Overall Floor Length = v = = |i5t«.g7 plf Line H Projection Length = >i/2_ = \^tg^ ft Lateral Load = \\+*\\* Ibs Other Loads = = I4T& Ibs Total Load, T.L. = = ZXZA Ibs Shear Wall Length, L = \^ ft T.L/L = = -2^ Plf Use; {^^) per Shear Wall Schedule Overturning: Shear Panel Length = = 12, ft OT Moment = ^^\ M = 7^>^£*3 ft-lb Resisting Moment = ,^[iU^Vl^^/^n^VH,^/z} = |^^4L^» ft-lb Net Moment = " = ^isZJs ft-lb Uplift = = \fa& Ibs Use: N^per Holdown Anchor Schedule D Holdowns Not Required Line Projection Length = = ft Lateral Load = = Ibs Other Loads = = Ibs Total Load ,T.L = = Ibs Shear Wall Length, L = ft T.L/L= = plf Use:<) per Shear Wall Schedule Overturning: Shear Panel Length = = ft OT Moment = = ft-lb Resisting Moment = = ft-lb Net Moment = = ft-lb Uplift = = Ibs Use: \ /per Holdown Anchor Schedule G Holdowns Not Required • • f1\ •1 • 11J T111± n.mn «avnl« Inn JOB MOntiJO Coach HOUS6 Structural Engineers SHEET NO (#\ OF 908 S. Cleveland St. CALCULATED BY SRG DATE 5/06 OceanslUe, CA 92054Tol- (760)9666355 CHECKED BY DATE Fax: (760)966-6360 SCALE Wind Governed Design Level: Direction: Lateral Force / Overall Floor Length = v =Plf Line & Projection Length = -2%?>/2^ - \\ Lateral Load = = \g% Other Loads- = \^t Total Load, T.L. = - -*?\ Shear Wall Length, L = ^.-^ -2_ = ; T.L./L = = "> Use: (-J>per Shear Wall Schedule ^^~y Overturning: W*H- Shear Pane! Length = = * OT Moment = feHu^/jrfte") = 1/-K2 Resisting Moment = .•^nU^]/'^-Y!,-7^=/^ = -zc Net Moment = = \^^ Uplift = = "I- Use: ^Tper Holdown Anchor Schedule D Holdowns Not Required & ft ?& Ibs ^,-7 Ibs ^^ Ibs -t ft •S^ P'f zS^v^t^ z_ ft ^2^? ft-lb 2r7 ft-lb ^•^, ft-lb >=3^ Ibs Line <^) Projection Length = 2^^- - \\ Lateral Load = = 1^ Other Loads = ^ Total Load, T.L. = = ^ Shear Wall Length, L= = ^ T.L./L = = s± Use:^^ per Shear Wall Schedule Overturning: Shear Panel Length = = ^ OT Moment = zd(s0fa) = 2^y, Resisting Moment = .^iA^\(^i^~f\i(^ \~7/-z^ - 1^5 Net Moment = = -2^7, Uplift = ^/f-^-y -t- )-z#r^ = ^^ Use: NJ^per Holdown Anchor Schedule D Holdowns Not Required t^ ft $'%? Ibs t^"7 Ibs £^/ •Vf plf jj^7 ft 4>4^ ft-lb s^ ft-lb ^4^? ft-lb y^2- 'bs Dunn Savoie Inc. Structural Engineers 908 S. Cleveland St. Oceanslde, CA 92054 Tel: (760) 966-6355 Fax: (760)966-6360 JOB Montijo Residence SHEET NO.OF CALCULATED BY SRG DATE May-06 CHECKED BY DATE SCALE Level: Floor Members: A-tfeMxEs^Ss^- fcte* **"& ^h-te^ J-*ws^ -4* H-I^X- Mark: t=H-£ Span = =b ft FlUnifc w2= ixtwiA + ^W) = ts^ P^ rm Load r P2= = ; Ibs ^ R Left= = /-^T^? Ibs R Right— = ^\/y^^> Ibs " allow" |f^,^(2-^5 -^ max ~ ^oU^^feJ? lui — ^ |h*ft **«» M — ji. lh*ff A s . in "*^^ A — - — ^_ inallow ,|C^ I" >> f\ TL ~ .^7y2- In CD= ^^, ^ ^ Use: 5?'/2.''x"7!it" "T7W, Grade: I.^^S- i^^W- V Mark: |^t-^- Span = ?? ft [~|Unifc W1=^^^ = ^^ plfW2= ,/jA^) = ^^ plf )rm Load ?' ^1> i' p — _ rf*»lhe "T "T1 *5^2*2^)-?-^J<L'*i">tl 2^^ol ~ /5^^7l I i — 1 ^^ P2= = IDS * R Left= = i^ttt ^ Ibs R Right= = t^-^H-'11v Ibs * aiiow~ l^,-^^^! 'bs ,> v max = t^i^g?^ Ibs ^ allow" \#h '2&?y lb ft _> M max = ^,— ^^? lb ft /\allow~ X|e5» 'n ,!> /\ TL = rf^&ty "^ CD= ^2^, r * Use: 'S^Jfe-"x "T1^*1 "T^i— - Grade: ),^fe- i-^H-- r Mark: Span = ft |~|Unifc w,= = plf W2= = plf PI= = Ibs P2= = Ibs R Left= = Ibs R Rights = Ibs V ai10w= Ibs > V max = Ibs Maiiow= lb*ft > Mmax= lb*ft /\a\\0*= in > A TL = in CD= )rm Load Use: Grade: Dunn Savole Inc. Structural Engineers 90S S. Cleveland St. Oceanslde, CA 92054 Tel: (760) 966-6355 Fax: (760) 966-6360 JOB Montijo Residence SHEET NO.OF CALCULATED BY SRG DATE May-06 CHECKED BY DATE SCALE Level: Floor Members: fe^-ts^-t-Hr-^ ( t^^; ^ff"@— ^S^te^-^i. Lv^4^£^) Mark: j^-£> Span = l^,^ ft [""[Uniform Load *i= Uteua^..*^ •= ^^ Plf W2= = p|f K P-i= , r / — i - Ihc 1 -, *&-"2-^*1 /T*i'Z;7 W^/ltS'l "~ ""7/^'^/t' I ^^ P2= = lbs ^ Lett- = &z^-&\ lbs R Right= = -iffT^Z- lbs " allow" |^7t l^^ ^* max ~ ~~}$'&2~ IVI allow" /V+ lS:yT^' -•'> max ~ 'Zfy,£^'£'fl A aiiow= - in > A TL = — in r- - . - , „„ '-'D l.'/X-l,^?'*?*^-,'?^ •+< /i Use: ^!4Ptx l)"7/^" ^^ Grade: ^^^^e:^^' <v Mark: Span = ft flUnifcL>«l w,= = plf W2= = plf PI= = lbs P2= = lbs R Left= = lbs R Right= = lbs v aiiow= lbs > V max = lbs M ,, - lh*ft ~^> M ^ lh*ftallow 1LJ IL / 1VI max IU ll Aa«°w" In > A TL " In rm Load Use: Grade: Mark: Span = ft FlUnifc W1= = plf W2:= = plf P!= = lbs P2= = lbs R Left= = lbs R Right= = lbs V a,low= lbs > V max = lbs Ma,iow= lb*ft > Mmax= lb*ft Aaitow= in > A TL= in CD= >rm Load Use: Grade: > n^H™0 _(rn HOcoo3 ? w03*2z5z s ° zillS5 n - TI1 w 2 3S^fflg issis xgi ??Qm O <S X O OW U Co 10 '_! zo Rl (0 > m2 m = wz CD n m iaZ Os Om39(A O T! 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(T (-1- eo Tor-r CO IQ O m3: c= CD O ro -C". oVOo OCD —I CO CD O O O t/> CO l/l mx t/i o 3 ~o cuID QJ 3Q. 01 O (ft oo c-o-oo • • - m o oO O O 3 m -j o O O CD Q. 3 c^^tIQ tn ID fD •-s -s ~^iro w :*3 Q. -n(D —i.'—•n oo 01-3 rrO.TO 3 T3 CDOJ —< —><< 01 O (1-0cr ro ^ ID Crt OJ V © f>•o —' [NJ W OJ t-f >• 3 3"<-f=< -3 rtE O OJ3-c n(D ia »• -3 3-(T? o crc: —i3 n- o 3 O -Ho c -)c-i- rr c n m -ac -J &r-K/l O CJ o T3 3" August 8, 2006 TGI Project No. G06.00418 TAYLOR GROUP, INC. GEOSCIENCE& ENGINEERING CONSULTANTS 719 Pier View Way Oceanside California 92054 tel: 760.721.9990 fax: 760.721.9991 Mr. Daniel Montijo 1825 McCauley Lane Carlsbad, CA 92008 Subject: Geotechnical Review of Foundation Plans Montijo Residence/Second Dwelling Unit Carlsbad, California References: "Geotechnical Design Report, Montijo Residence, Carlsbad, California" prepared by Taylor Group, Inc., Project No. G06.00418, June 13, 2006 Sheets A-l though A-ll and S-l through S-4 of the plan set entitled "Montijo Residence/Second Dwelling Unit," provided by Bonnie L. Lacher, A.I.A., dated July 31, 2006. Revised Sheets A-l, A-6, A-7, A-10, and A-ll of the plan set entitled "Montijo Residence/Second Dwelling Unit," provided by Bonnie L. Lacher, A.I.A., dated August 8, 2006. Dear Mr.Montijo: In response to the City of Carlsbad review comments and your request, Taylor Group, Inc. (TGI) has reviewed the above-referenced plans for a proposed single family residence located at 1825 McCauley Lane in Carlsbad, California ("the project"). TGI's review was limited to the geotechnical aspects of the referenced plans. Based on our review, the geotechnical aspects of the referenced plans are in general conformance with the recommendations provided in the above-referenced geotechnica! report prepared for this project by TGI. TGI should observe and test the geotechnical aspects of the project during construction to verify that our recommendations are properly implemented. TGI appreciates the opportunity to be of service. Please contact me if you have any questions. Sincerely, TAYLOR GROUP, INC. irickLAldrich,RCE,GE Senior Engineer G.E.2565 Expires 06.30.06 cc: (2) addressee McCAULEY LANE NEW DECOMPOSED OWWTBGRAVI-L DMVEVWY LEGEND B-4 Approximate Location of Exploratory Boring FIGURE 3. BORING LOCATION MAP Montijo Residence, Carlsbad, CA TGI Project No. G065.00418 Date: May 2006 TAYLOR GROUP, INC. GEQSClEMCE t ENGINEERING CONSULTANTS Geotechnical Engineering Geology Civil Engineering Environmental Site Assessment GEOTECHNICAL DESIGN REPORT MONTIJO RESIDENCE 1825 McCauley Lane, Carlsbad, California Environmental Remediation Prepared for: Mr. Daniel Montijo 1825 McCauley Lane Carlsbad, CA 92008 TGI Project No. G06.00418 June 13,2006 Taylpr Group, Inc.719 Pier View Way, Oceanside, CA 92054 tel.760.721.9990 fax.760.721.9991 TAYLOR GROUP, INC. GEOSCIENCE S, ENGINEERING CONSULTANTS 719 Her View Way Oceanside California 92054 tel: 760.721.9990 fax: 760.721.9991 www.visitTGl.com June 13,2006 TGI Project No. G06.00418 Mr. Danny Montijo 1825 McCauley Lane Carlsbad, CA 92008-1171 SUBJECT: GEOTECHNICAL DESIGN REPORT PROPOSED SINGLE-FAMILY RESIDENCE AND GARAGE ADDITION 1825 MCCAULEY LANE, CARLSBAD, CALIFORNIA Dear Mr. Montijo: Taylor Group, Inc. (TGI) has completed a preliminary geotechnical investigation for the proposed new residence and addition to an existing garage located at 1825 McCauley Lane in Carlsbad, California. We are pleased to submit this report presenting the results of our investigation and providing a summary of our professional opinions, conclusions and geotechnical recommendations for the project. Based on our understanding of the project and the results of our investigation, the Site is suitable for the proposed development from a geotechnical perspective provided that the recommendations contained in TGI's report are properly implemented during design and construction of the planned improvements. It is important that the recommendations contained in this report are properly incorporated into the project plans and specifications. If the recommendations appear not to cover any specific feature of the project, please contact TGI for any required additions, revisions or clarifications to the recommendations. TGI appreciates the opportunity to be of service to you. Please contact me if you have any questions regarding this report. Sincerely, TAYLOR GROUP, INC * I CERTIFIED i • ENGINEERING Nicholas B. Hagen, PG, CEG Senior Engineering Geologist CEG Expires 04.30.07 Distribution: (3) Addressee ^w^ irick J. Aldrich, P.E., Senior Geotechnical En G.E.2565 Expires 06.30.06 \\Server_ii\tgi prpjects\00418 1825 McCauley Lane\reportjransletter.doc TABLE OF CONTENTS Page ONE. INTRODUCTION 1 1.1 GENERAL 1 1.2 SITE DESCRIPTION 1 1.3 PROJECT DESCRIPTION l 1.4 OBJECTIVE & SCOPE 2 TWO. FIELD EXPLORATION AND LABORATORY TESTING 3 2.1 FIELD EXPLORATION 3 2.2 GEOTECHNICAL LABORATORY TESTING 3 THREE. SITE AND SUBSURFACE CONDITIONS 5 3.1 SITE CONDITIONS 5 3.2 REGIONAL AND LOCAL GEOLOGY 5 3.3 SITE SUBSURFACE CONDITIONS 5 3.3.1 Artificial Fill/Topsoil 5 3.3.2 Terrace Deposits (Qt) 6 3.4 GROUNDWATER 6 3.5 FAULTING AND SEISMICITY , 6 3.6 GEOLOGIC AND SEISMIC HAZARDS 7 3.6.1 Fault Rupture 7 3.6.2 Earthquake Shaking 7 3.6.3 Liquefaction 8 3.6.4 Earthquake-Induced Settlement 9 3.6.5 Lateral Spreading 9 3.6.6 Slope Stability 9 3.6.7 Tsunamis 9 FOUR. GEOTECHNICAL EVALUATION AND RECOMMENDATIONS 11 4.1 GENERAL DISCUSSION 11 4.2 EARTHWORK RECOMMENDATIONS 11 4.2.1 Site Clearing 12 4.2.2 Site Grading 12 4.2.3 Subgrade Preparation 12 4.2.4 Fill Material 12 4.2.5 Compaction 13 4.2.6 Site Drainage 13 4.3 FOUNDATIONS AND FLOOR SLABS 13 4.3.1. Shallow Foundations 13 4.3.2 Floor Slabs-on-Grade 14 TAYLOR GROUP, INC Page i 1825 McCautey Lane, Carlsbad, CA - TGI Project G06.00418 June 13,2006 4.3.3 Vapor Transmission through Slabs 15 4.4 RETAINING WALLS 15 4.5 CONCRETE & STEEL CORROSION 16 4.6 PAVEMENT DESIGN 17 4.7 SEISMIC DESIGN 17 FIVE. PLAN REVIEW AND CONSTRUCTION OBSERVATION 18 5.1 PLAN REVIEW 18 5.2 CONSTRUCTION OBSERVATION AND TESTING 18 SIX. LIMITATIONS 19 SEVEN. REFERENCES 21 FIGURES FIGURE 1. SITE LOCATION AND VICINITY MAP FIGURE 2. AERIAL PHOTO SHOWING SUBJECT PROPERTY AND IMMEDIATE VICINITY FIGURE 3. BORING LOCATION MAP FIGURE 4. MAP OF MAJOR ACTIVE REGIONAL FAULTS APPENDICES APPENDIX A - BORING LOGS APPENDIX B - LABORATORY TEST RESULTS TAYLOR GROUP, INC. Page ii 1825 McCauley Lane, Carlsbad, CA - TGI Project G06.00418 June 13, 2006 ONE INTRODUCTION 1.1 GENERAL This report presents the results of an investigation to provide geotechnical design recommendations for a proposed project consisting of the construction of a single-family home and an addition to an existing garage located at 1825 McCauley Lane in the City of Carlsbad (Figure 1). An existing single-family home on the property will be demolished. Taylor Group, Inc. (TGI) prepared this report for the exclusive use of Mr. Danny Montijo and his design consultants for the project. This work was performed in accordance with TGI's proposal dated May 15, 2006. 1.2 SITE DESCRIPTION The property (hereinafter "Site") consists of an existing parcel identified as Assessor's Parcel Number 156-220-33-00. The project site consists of an occupied rectangular-shaped lot in a developed residential neighborhood in Carlsbad, California. A one-story single-family home and a detached garage occupy the Site. The home was reportedly built in 1965 and the garage was built less than one year ago. The property currently also contains improvements such as a concrete driveway, flatwork, and underground improvements. There are lawn and garden areas around the existing structure with various trees and vegetation. Residential lots with existing homes are located south, east and west of the site. Agricultural property is located to the north of the Site. An aerial photo of the Site and immediate vicinity is shown in Figure 2. The parcel is rectangular-shaped with overall dimensions of approximately 185' x 65' and borders McCauley Lane at the northwest. The total area of the Site is approximately 12,000 square feet (Figure 3). The ground surface at the Site is at a nominal elevation of approximately 195' mean sea level (MSL). Wooden fences approximately 6 feet high exist along the western, southern, and eastern property boundaries. 1.3 PROJECT DESCRIPTION Based on conceptual information provided by the owner, we understand that the project will involve demolition of the existing residential structure and construction of a 2-story single- family residence, concrete or asphalt driveways, and minor hardscape and landscape areas. The new residence will have a footprint of approximately 1,550 square feet. Additionally, the existing detached garage will receive a two-story addition with a footprint of approximately 1,100 square TAYLOR GROUP, INC. Page 1 1825 McCauley Lane, Carlsbad, CA - TGI Project G06.00418 June 13, 2006 feet. We understand that the structures will be of wood frame and slab-on-grade construction. Construction of the proposed structures will require minimal grading to prepare the subgrade and achieve the desired elevations. Soils within the upper two feet will likely be disturbed during removal of the foundation and subsurface utilities associated with demolition of the existing residence. Foundation loads are expected to be typical for residential construction, with perimeter footing loads of less than 2,000 pounds per square foot and isolated column loads less then 20 kips. We understand that site improvements could also include surface and subsurface improvements, underground utilities, PCC or ACC driveway, landscape areas, and hardscape areas. 1.4 OBJECTIVE & SCOPE The primary objective of this investigation was to provide geotechnical design recommendations for the proposed project. To accomplish this objective, the following tasks were performed: > A review of the conceptual design drawings; > Visual geotechnical reconnaissance of the Site and vicinity; * Review of available published information and reports regarding geotechnical, geologic and seismic conditions; > Hand auguring and sampling of five (5) exploratory borings at the site; > Geotechnical laboratory testing of samples retrieved during the field investigation; * Geotechnical engineering evaluation; * Preparation of this report documenting the results, conclusions and recommendations of our investigation. TAYLOR GROUP, INC. Page 2 1825 McCauley Lane, Carlsbad, CA - TGI Project G06.00418 June 13, 2006 TWO FIELD EXPLORATION AND LABORATORY TESTING 2.1 FIELD INVESTIGATION TGI performed a subsurface exploration program at the Site and has completed laboratory testing of samples obtained during the subsurface investigation. The subsurface evaluation included auguring, logging and sampling of five exploratory borings on May 23, 2006. The exploratory borings were excavated using a 4-inch diameter hand auger. Locations of the borings are shown on Figure 3. Logs of the borings are included in Appendix A of this report. The subsurface exploration and sampling operations were performed under the supervision of a California Certified Engineering Geologist. TGI's on-site personnel visually classified and logged the materials encountered in the borings and obtained relatively undisturbed samples and bulk samples at various depths. The borings were advanced to depths of up to 8 feet below the existing ground surface. Drive samples were collected using a 3-inch O.D. by 2.5" I.D. ring-lined Modified California (Mod Cal) split spoon sampler. Samples obtained using the Mod Cal sampler were placed in plastic bags and then into 6-inch long PVC tubes. Bulk samples were placed in plastic bags. The samples were transported to TGI's laboratory for further testing. The borings were backfilled upon completion with excavated soils. 2.2 GEOTECHNICAL LABORATORY TESTING Samples that were obtained during the field investigation were transported to TGI's laboratory for geotechnical testing. The laboratory testing program performed for this investigation included tests to evaluate engineering index properties, shear strength, corrosion potential, and compaction characteristics of selected samples. The testing program consisted of the following tests: TEST PROCEDURE Moisture content and density Particle size analysis Compaction Atterberg limits Expansion Index PH Soluble Sulfates Soluble Chlorides TEST METHOD ASTM D 2216 ASTM D 422 ASTM D 1557 ASTM D 4318 ASTM D 4829 - Caltrans 417 Caltrans 422 No. OF TESTS 5 3 1 2 1 1 1 1 TAYLOR GROUP, INC. 1825 McCauley Lane, Carlsbad, CA - TGI Project G06.00418 June 13, 2006 PageS Laboratory tests were performed in general accordance with the applicable ASTM procedures or procedures generally accepted in geotechnical engineering practice. Test results are summarized and presented in Appendix B. TAYLOR GROUP, INC. Page 4 1825 McCauley Lane, Carlsbad, CA - TGI Project G06.00418 June 13, 2006 THREE SITE AND SUBSURFACE CONDITIONS 3.1 SITE CONDITIONS The Site is currently developed with a single-family residence and a garage at 1825 McCauley Lane. The Site is relatively flat and is vegetated with a variety of trees, bushes, and lawn areas. A slope with a gradient of approximately 2:1 and a height of approximately 10 feet descends toward the southern boundary of the property and Carlsbad Village Drive. Wooden fences exist along the western, southern, and eastern property boundaries. The Site is bordered to the north by McCauley Lane and agricultural property, to the east by Carlsbad Village Drive, and to the west and east by residential property. The ground surface at the Site is at a nominal elevation of approximately 195' above mean sea level (MSL). 3.2 REGIONAL AND LOCAL GEOLOGY The area of investigation lies within the Peninsular Range geomorphic province, an extensive uplifted fault block that occupies the southwestern portion of California and extends southward into Baja California. The site is located within the coastal plain section of this province. In the vicinity of the site, a series of wave cut terraces extend inland from the coast approximately 10 miles. The coastal plain is dissected by Buena Vista Lagoon to the north and Agua Hedionda Lagoon to the south of the site. Stratigraphy at the site consists of Quaternary terrace deposits. The geologic structure of the area of investigation is dominated of a system of northwest trending faults including the San Clemente, Palos Verdes/Coronado Bank, Newport- Inglewood/Rose Canyon, Elsinore, and San Jacinto fault zones. All of these faults are believed to have experienced historic or recent movement (within in the past 10,000 years). Movement along these faults or others can be expected during the lifetime of the project. 3.3 SITE SUBSURFACE CONDITIONS Near surface deposits at the Site consist of fill/topsoil underlain by native terrace deposits. Site subsurface conditions are described in the following sections. 3.3.1 Artificial Fill/Topsoil Relatively minor amounts of manmade fill and topsoil are present at some locations across the Site. Where observed in TGI's exploratory borings, these soils were up to about one foot thick, and consisted predominantly of dark brown to reddish brown silty TAYLOR GROUP, INC. Page 5 1825 McCauley Lane, Carlsbad, CA - TGI Project G06.00418 June 13, 2006 sand (SM). Some roots and concrete fragments were observed. As encountered in our borings, the fill/topsoil was moist and loose to medium dense. 3.3.2 Terrace Deposits (Qt) Terrace deposits consisting of brown to reddish-brown silty sand were encountered beneath the surficial fill soil. Based on the materials encountered in TGI's borings, the terrace deposits extend down to depths of more than 8 feet below the existing grade. Silty sand within the terrace deposits were fine-grained, moist, medium to very dense, and generally non-cemented. Silty sand was encountered in each of the test pits below surficial topsoil/fill. Based on a review of geologic maps for the region, terrace deposits are likely present to a depth of greater than 30 feet below the ground surface. The terrace deposits are generally composed of dense, poorly cemented, reddish brown silty sand, sandy silt and brownish gray sand. Beneath the Site, terrace deposits are likely underlain by sedimentary deposits of the Santiago Formation. TGI's laboratory testing of a sample collected from boring B-2 from 3 to 3.5 feet exhibited a very low potential for expansion, with a UBC Expansion Index (El) of 1. 3.4 GROUNDWATER Groundwater was not encountered in the exploratory borings. The depth to groundwater is estimated at greater than 40 feet in the Site vicinity. Perched zones of groundwater may also occur in connection with seasonal precipitation, irrigation, or other factors. 3.5 FAULTING AND SEISMICITY Figure 4 presents a map illustrating the locations of known regional faults in relation to the site location. The following table summarizes information on the nearby regional active faults. Fault Newport-Inglewood Fault Rose Canyon Fault Coronado Banks Fault Elsinore Fault San Diego Trough Fault San Jacinto Fault San Clemente Fault Distance From Site (km) 7.4 7.4 24 36 46 75 94 Direction SW sw SW NE SW NE SW Maximum Credible Earthquake 6.9 6.9 7.4 6.8 >7,0 (?) 6.8 >7.0 (?) TAYLOR GROUP, INC. 1825 McCautey Lane, Carlsbad, CA - TGI Project G06.00418 June 13, 2006 Page 6 Fault San Andreas Fault Distance From Site (km) 125 Direction NE Maximum Credible Earthquake 7.4 The nearest known active faults are the southern extension of the Newport-Inglewood Fault and the northern extension of the Rose Canyon Fault, both of which are part of the Offshore Zone of Deformation located approximately 7.4 kilometers (4.5 miles) southwest of the Site in the Pacific Ocean. Other active faults located within approximately 50 km (30 miles) of the site include the Coronado Bank Fault Zone, located approximately 24 km to the southwest, the Elsinore Fault, located approximately 36 km to the northeast, and the San Diego Trough Fault, located approximately 46 km to the southwest. Recent research (Rivero, et.al., 2000) has suggested that two newly-discovered blind thrust faults, the Thirtymile Bank thrust and the Oceanside thrust, might exist off the coast of Oceanside. These postulated thrust faults have little or no historical record. It has been suggested that the 1986 Oceanside earthquake (ML 5.3) ruptured as a small part of the Thirtymile Bank thrust. The Thirtymile Bank thrust runs south from Santa Catalina Island, with the closest segment located approximately 50 km (30 miles) southwest from the Site. The Oceanside fault runs south from Laguna Beach in Orange County, with the closest segment located approximately 6 km (4 miles) southwest from the Site. Both extend south to San Diego and possibly beyond the U.S.- Mexico border. The postulated faults are thought to be capable of producing earthquake events with magnitudes up to Mw 7.6 if they are linked with other fault systems. Magnitude 7.4 events on the Thirtymile Bank Fault could have a minimum recurrence interval of about 2,100 years. The largest likely earthquake events on the Oceanside Fault could be on the order of magnitude 7.5 with a recurrence interval of 1,100 to 8,800 years. 3.6 GEOLOGIC AND SEISMIC HAZARDS 3.6.1 Fault Rupture Based on a review of available current maps, there are no known active or potentially active faults crossing the site. The site is not within a designated Alquist-Priolo Earthquake Fault Zone. The risk of fault rupture at the Site is considered to be negligible. 3.6.2 Earthquake Shaking The Site, like much of southern California may be subjected to strong ground motions during an earthquake on any of several known active fault systems identified in Section TAYLOR GROUP, INC. Page 7 1825 McCauley Lane, Carlsbad, CA - TGI Project G06.00418 June 13, 2006 3.5. Due to their close proximity to the site, the Newport Inglewood and Rose Canyon Faults are believed to pose the most significant ground shaking hazard at the site. Based on the most recent fault parameters published by the CDMG, both the Newport- Inglewood and Rose Canyon faults are right lateral strike-slip faults and are considered to be capable of producing a Maximum Credible Earthquake (MCE) of magnitude 6.9. The Maximum Probable Earthquake (MPE) corresponding to a 100-year design life is estimated to be magnitude 6.25. A probabilistic seismic hazard assessment conducted by the State of California (Petersen et. al. 1999) indicates that the peak ground acceleration at the site corresponding to a 10% probability of being exceeded in fifty years is in the range of 20 to 30 percent of gravity (peak horizontal ground acceleration for soft rock site condition). Based on published attenuation relationships (Joyner & Boore, 1988), the peak horizontal ground accelerations at the Site corresponding to the MCE and MPE events on the faults within the Offshore Zone of Deformation are approximately 0.45g and O.SOg, respectively. Repeatable horizontal accelerations for the MCE and MPE events on the RCFZ are expected to be approximately 0.30g and 0.20g, respectively. Because little detailed information is available for the recently postulated Thirtymile Bank and Oceanside thrusts, it is not possible to provide realistic estimates of strong ground shaking risks posed by these faults. 3.6.3 Liquefaction When shaken strongly, unconsolidated sandy deposits that are saturated with water can liquefy and form a slurry as a result of an increase in pore pressure and a reduction in stress. This process is called "liquefaction." Slurries have little ability to support the weight of man-made structures or to resist flowing downslope, even on nearly flat ground. Liquefaction may result in sinking, tilt, distortion, or destruction of buildings and bridges, rupture of underground pipelines, and cracking and spreading of the ground surface. Based on the consistency, grain size, and estimated depth to groundwater of the terrace deposits underlying the Site, these materials are not considered to be liquefiable. 3.6.4 Earthquake-Induced Settlement Earthquake-induced settlement occurs when loose to medium dense deposits of partially saturated and saturated granular soils are densified as a result of strong ground shaking during an earthquake. Seismic settlement of foundations and the ground surface can result in significant property damage. TAYLOR GROUP, INC. Page 8 1B25 McCauley Lane, Carlsbad, CA - TGI Project G06.00418 June 13, 2006 Based on the consistency of the terrace deposits underlying the Site as indicated by laboratory bulk density measurements and by blow counts measured during the collection of drive samples in TGI's borings, the potential for damaging seismically- induced settlement is considered to be negligible. 3.6.5 Lateral Spreading Lateral spreading is a phenomenon that may occur during an earthquake event when the presence of a liquefied layer and gravity forces cause the ground to move laterally in a downslope direction. Liquefaction-induced lateral spreading can occur even on nearly flat ground and can result in tilting, distortion, or destruction of structures, rupture of underground pipelines, and cracking and spreading of the ground surface. Lateral spreading of the terrace deposits and compacted fill is not a significant hazard. 3.6.6 Slope Stability Landslides or slope failures are an abrupt movement of soil and/or bedrock downhill in response to gravity. Slope failures generally occur when the driving force induced by the weight of the earth materials within a slope exceeds the strength of those materials. Unstable slope conditions can arise from a number of natural and manmade causes, including increased moisture content, earthquakes, over steepening of the slope angle, and loading at the top of the slope. Slope failure can result in damage to property and injury or loss of life. Undersea landslides can cause tsunamis. The Site is relatively flat. Grading for the building pads for the new structures is not anticipated to significantly change the Site elevations. Therefore, there will be no new slopes at the site and slope stability is not a design concern. 3.6.7 Tsunamis Tsunamis are large, rapidly moving ocean waves triggered by a major disturbance of the ocean floor, which is usually caused by an earthquake but sometimes can be produced by a submarine landslide or a volcanic eruption. These events displace sea water and impulsively generate wave trains. A tsunamis' size and intensity relates to: the magnitude and depth of the reasonable earthquake; volume, shape and magnitude of any sea floor displacement; and water depth or the amount of water displaced. Most historically significant tsunamis are generated by seismic thrusting events that occur at oceanic trenches. Tsunamis triggered by thrusting events are capable of TAYIOR GROUP, INC ~ Page 9 1825 McCauley Lane, Carlsbad, CA - TGI Project G06.00418 June 13, 2006 inundating hundreds to thousands of feet inland past the typical high-water level and can reach a vertical height onshore 30 to 100 feet or more above sea level. As noted in Section 3.5, two blind thrust faults, the Thirtymile Bank thrust and the Oceanside thrust, might exist off the coast of Oceanside. These postulated thrust faults have little or no historical record. The postulated faults are thought to be capable of producing earthquake events with magnitudes up to Mw 7.6 with estimated recurrence intervals of 1,000 years or more. There is insufficient information available to reasonably predict tsunami hazards associated with these postulated thrust faults. Strike slip earthquake events historically have not caused great tsunamis. In southern California, plate movement is currently believed to be accommodated mainly by strike slip faults; thus, locally generated tsunamis have posed little danger during the historic record. Trans-oceanic tsunamis also are currently thought to have negligible effects in southern California. Van Dorn (1979) attributes low tsunamis heights in southern California to the complex basin-ridge bathymetry of the wide southern California borderland terrace. Essentially, tsunami wave amplitude is diminished by southern California's complex submerged topography. Houston (1980) combined historical data and numerical modeling to predict 100- and 500-year tsunami heights. For the Los Angeles area, predicted 100- and 500-year tsunami heights are 4.2 and 6.0 feet, respectively. In reference to the predicted tsunami height values, it should be noted that (1) the historic tsunami record may not be long enough to allow meaningful extrapolation to future events; (2) the predicted heights are not the maximum credible heights; and (3) the 100- and 500-year intervals do not specify a time period, rather they represent a probability over time. The Site is situated at the shoreline of the Pacific Ocean at an elevation of approximately 195 feet above mean sea level. The Houston analysis indicates that the risk of tsunamis impacting the Site is relatively low; however significant uncertainty exists with the Houston analysis. TAYLOR GROUP, INC. Page 10 1825 McCauley Lane, Carlsbad, CA - TGI Project G06.00418 June 13, 2006 GEOTECHNICAL EVALUATION & FOUR RECOMMENDATIONS 4.1 GENERAL DISCUSSION The results of TGI's investigation and analysis indicate that the proposed project is feasible from a geotechnical engineering standpoint provided that the recommendations provided in this section are followed. Soil and subsurface conditions at the Site generally consist of dense native terrace deposits. > Subsurface conditions at the Site consist of fill/topsoil and native quaternary-age terrace deposits. The fill/topsoil and the terrace deposits are comprised of silty sand. The upper one to two feet of soil will be disturbed during demolition of the existing residence. > Based on the results of TGI's investigation and the laboratory test results, potentially expansive deposits were not encountered in TGI's borings at the Site. Laboratory testing of soil collected from B-3 from 3' to 3.5' indicated a "very low" potential for expansion (EI= 1). Therefore, special design consideration related to the expansive characteristics of the soil are not required per CBC §1803. > The demolition of the existing structure will disturb the underlying soil, therefore, we recommend that minor remedial grading should be performed to improve the near-surface soils where the structures are planned. This should include removing the upper 18 inches of soil (or to the maximum depth of the removal of the existing improvements), and replacing the soil as compacted engineered fill. These soils should be thoroughly mixed, moisture conditioned, and replaced as compacted fill to achieve the desired pad grades as detailed in Sections 4.2.2 through 4.2.4, below. The bottom of the removal excavation should be scarified approximately 6 inches; moisture conditioned, and recompacted prior to placing fill. The following sections provide geotechnical design and construction recommendations for the project. If the recommendations appear not to cover a specific feature of the project, please contact TGI for required additions, revisions or clarifications to the recommendations. 4.2 EARTHWORK RECOMMENDATIONS The planned development will require minor earthwork and grading at the site to construct the proposed structures. Grading and earthwork should be performed in accordance with the City of Carlsbad grading and erosion control requirements and the general guidelines for earthwork summarized in the following sections and in Appendix E, General guidelines for earthwork are TAYLOR GROUP, INC. Page 11 1825 McCauley Lane, Carlsbad, CA - TGI Project G06.00418 June 13, 2006 summarized in the following sections. 4.2.1 Site Clearing All existing vegetation, including root systems, fill, debris and any otherwise unsuitable material within the planned construction area of the site should be cleared and disposed off-site. Prior to construction, the existing residential structure should be demolished and removed. This should include the removal of footings, sewer lines, water lines and other below-grade elements. Demolition debris should be disposed of off-site. Care should be taken to observe that connections to sewer and water lines are properly disconnected, capped and/or abandoned per City of Carlsbad requirements. If subsurface piping associated with abandoned irrigation or drainage systems are encountered, they should also be removed, capped and disposed of off-site. 4.2.2 Site Grading We recommend that shallow soils be excavated to a depth of approximately 18 inches below the planned finished grade or to the depth of the deepest removal of the existing improvements, whichever is deeper. The soil should then be moisture conditioned, and replaced as engineered fill to the planned finished grade elevations. The lateral limits of the removal and recompaction should extend at least 3 feet beyond the lateral limits of the proposed new structures. 4.2.3 Subgrade Preparation Soil exposed at the base of the excavations to receive structural fill and in areas to be improved should be scarified to a depth of approximately 6 inches, moisture conditioned and compacted to relative compaction of at least 90 percent as determined by ASTM D1557-00. 4.2.4 Fill Material Based on the information from TGI's exploratory borings, the soil to be excavated will consist mainly of silty sand and is suitable for use as structural fill. Imported fill (other than crushed rock for drainage) is not anticipated to be required. TAYLOR GROUP, INC. Page 12 1825 McCauley Lane, Carlsbad, CA - TGI Project G06.00418 June 13, 2006 However, if material must be imported for use as structural fill, it should meet the following specifications: * U.B.C. Expansion Index < 30 * Plasticity Index < 12 * No Organic Material * No rocks larger than 4 inches * Less than 15 percent rock larger than 2-1/2 inches * Less than 25 percent gravel larger than 1/4 inch 4.2.5 Fill Placement & Compaction Structural fill, backfill and subgrade soils below footings should be compacted to a relative compaction of at least 90 percent as determined by ASTM D1557-00. Prior to compaction, fill soils should be thoroughly mixed and moisture conditioned to bring the moisture content to within 2% of the optimum moisture content. The fill soil should be spread in uniform lifts of less than 8 inches (uncompacted thickness). 4.2.6 Site Drainage Final grading of the site must facilitate positive drainage away from foundations to prevent ponding of water. The minimum slope adjacent to structures should be 2 percent away from the structure. A local area drain system should be installed around the perimeter of the structures to facilitate drainage. The discharge of downdrains from roof gutters should be plumbed directly into the area drain system. 4.3 FOUNDATIONS AND FLOOR SLABS It is anticipated that conventional shallow foundations and slab-on-grade floors will be constructed for the proposed structures. The lower levels of the structures will consist of slab- on-grade floors. 4.3.1 Shallow Foundations After near-surface soils are improved as discussed in Section 4.2.2, the proposed structures can be supported on conventional shallow foundations. Continuous or individual spread footings should have a minimum width of 15 inches and minimum embedment of 18 inches below the lowest adjacent grade. Continuous footings should TAYLOR GROUP, INC Page 13 1825 McCauley Lane, Carlsbad, CA - TGI Project G06.00418 June 13, 2006 be reinforced top and bottom with at least two No. 4 steel reinforcing bars. Shallow footings founded 18 inches below the lowest adjacent grade may be designed for allowable bearing pressures of 3,000 psf for dead and real live loads. If shallow spread footings and/or strip footings are placed at depths deeper than 18 inches below finished grade, allowable bearing pressures for dead plus live loads may be increased by 300 psf for each additional foot of depth. Footing depth should not exceed 36 inches. Allowable bearing pressures may be increased by 50 percent for short duration seismic and wind loads. We estimate that the long-term settlement for the above bearing pressures may be on the order of 1/2 inch, with differential settlements of less than 1/4 inch in 40 feet. Lateral load resistance may be developed by a combination of passive resistance acting on footing walls and sliding resistance at the base of foundations. For passive resistance, a lateral pressure coefficient (KP) of 3.0 or an equivalent fluid weight of 350 pcf may be used for design. The maximum passive resistance used for design should not exceed 3,000 psf. For sliding resistance, an allowable friction coefficient of 0.3 may be used for design. 4.3.2 Floor Slabs-on-Grade TGI recommends that slab-on-grade floors should be designed as 4-inch thick concrete slab reinforced with at least No. 3 reinforcing bars 18 inches on center in both directions. The reinforcing steel should be placed in the upper 1/3 of the slab with at least 1 inch of concrete cover. The slab sections should be designed by the project structural engineer. Slabs should have control joints extending at least 25% of the slab thickness spaced at intervals of no more than 10 feet. Control joints should be constructed using grooving tools (in fresh concrete) or by saw cutting as soon as the concrete is hard enough that the edges abutting the cut don't chip from the saw blade (generally 6-12 hours after finishing concrete). Exterior slabs for flatwork and walkways should be at least 4 inches thick with minimum reinforcement consisting of No. 3 reinforcing bars spaced 18 inches on center in both directions. The reinforcing steel should be placed in the upper 1/3 of the slab with at least 1 inch of concrete cover. Exterior slabs may be placed directly on a properly compacted subgrade consisting of on-site soils or approved imported fill compacted to at TAYLOR GROUP, INC. Page 14 1825 McCauley Lane, Carlsbad, CA - TGI Project G06.00418 June 13, 2006 least 90 percent relative compaction. 4.3.3 Vapor Transmission through Slabs It is normal for the soil moisture content beneath slabs-on-ground to increase over time. Concrete slabs are permeable and moisture beneath the slab will eventually penetrate through the slab unless protective measures are taken. Capillary break layers and vapor barriers are commonly placed below slabs to limit vapor transmission through floor slabs. Appropriate design considerations and construction methods can reduce the amount of moisture beneath the slab. Specification of these items is not a geotechnical issue and should be addressed on the foundation plans by the structural engineer or architect. We generally recommend that the structural engineer or architect should consider specifying slab underlayment that is consistent with current recommendations and guidelines published by the American Concrete Institute (ACI) and Post-Tensioning Institute (PTI). Items that should be considered include the following: • Placement of a capillary break layer consisting of compacted clean concrete sand or W crushed rock beneath slabs1. • Placement of a plastic vapor retarder below the slab. • Whether the slab will be poured directly on the vapor retarder or on a layer of sand will be placed above the vapor retarder. • Use of concrete admixtures, application of a curing compound and/or temporary covering of plastic sheeting to minimize the potential for differential drying and slab curl. 4.4 RETAINING WALLS It is not anticipated that retaining walls will be constructed at the site. If retaining walls are planned, however, we recommend that they be designed as cantilevered retaining walls with free drainage. Perforated drain pipes should be placed at the base of retaining walls. The zone extending 12 inches behind the wall should be backfilled with crushed rock, with filter fabric 1 We suggest that is slabs are poured directly on the vapor retarder, the slab designer should consider using a 15-mil plastic membrane meeting all criteria of Class A per ASTM E 1745. Example products meeting these requirements include Reef Industries "Griffblyn 15 Mil Green", Stego Industries "Stego Wrap", Raven Industries "Vapor Block 10, and W.R. Meadows "Perminator". The vapor retarder should be installed in accordance with the manufacturer's specifications, including overlapping and sealing of all penetrations and seams. TAYLOR GROUP, INC. Page 15 1825 McCauley Lane, Carlsbad, CA - TGI Project G06.00418 June 13, 2006 placed between the crushed rock and soil. Low retaining walls (less than 3 feet high) may be designed using weep holes or wall drain holes without perforated pipe and backfilled with crushed rock. Unrestrained rigid retaining walls with uniform backfill should be designed using an active earth pressure coefficient (KA) of 0.30 or an equivalent fluid pressure of 35 pcf. If sloping backfill is used, the maximum slope above retaining structures should be 2.5:1 (horizontal: vertical) and an active earth pressure coefficient of 0.40 or an equivalent pressure of 50 pcf should be used for design. Passive resistance should be calculated using a passive earth pressure coefficient (Kp) of 3.0 or an equivalent fluid pressure of 350 pcf. Calculation of passive resistance should ignore the upper 12 inches unless the surface is confined by pavement. 4.5 CONCRETE AND STEEL CORROSION A representative sample of near-surface terrace deposits from boring B-2 from 1 to 3 feet deep was tested to evaluate concentrations of soluble sulfates and soluble chlorides, the pH of the soil, and the minimum resistivity (Appendix B). Results are summarized below: *• The measured minimum resistivity value of 4,900 ohm-cm indicates that the site soil is mildly corrosive to steel. > The measured concentration of soluble chlorides was 30 parts per million (ppm). Water soluble chloride concentrations less than 500 ppm are typically below the threshold where they are considered corrosive to steel. * The measured concentration of soluble sulfates was ND (not detected). Sulfate concentrations in soil of less than 1,000 ppm typically exhibit negligible corrosion effects on concrete. The measured values are representative of corrosivity indices for on-site soil. We recommend that concrete to be used for footings, slabs, stem walls and other concrete on or below grade should have an average 28-day compressive strength of 3,500 psi. Due to varying site conditions, Type II/V alkali-resistant cement should be specified. The site soils are generally not expected to be corrosive to steel, iron pipe and reinforcing steel in concrete. However, we recommend that care should be taken to ensure adequate concrete placement (using vibratory methods, where approved) and embedment of all reinforcing steel to reduce the potential for corrosion. TAYLOR GROUP, INC. Page 16 1825 McCauley Lane, Carlsbad, CA - TGI Project G06.00418 June 13, 2006 4.5 PAVEMENT DESIGN AC pavements for private driveways intended for light vehicles should be a minimum 2.5 inches of hot-mix AC over 4 inches of Class II aggregate base. Portland cement concrete (PCC) driveway slabs should have a minimum thickness of 4 inches with minimum reinforcement consisting of No. 3 rebars 18 inches on center in both directions. The reinforcing steel should be placed in the upper Vz of the slab with a minimum of 1 inch of concrete cover. PCC driveway slabs or PCC pavers should be underlain by at least 4 inches of Class II aggregate base. Subgrade soils beneath driveway pavements, including AC and PCC, should be scarified to a depth of 6 inches, moisture conditioned and compacted per the recommendations in Section 4.1.3. Aggregate base should be compacted to a relative compaction of 95 percent or greater per ASTM D1557. 4.6 SEISMIC DESIGN The proposed structure should be designed to resist seismic loads in accordance with the minimum standards of the 1997 Uniform Building Code (UBC) and 1998 California Building Code (CBC). Seismic design parameters related to site conditions are summarized below. > Seismic Zone: 4 > Soil Profile Type: Sc (dense soil/soft rock site with estimated Vs=2,000 ft/sec) > Near-Source Factor N«: 1.0 » Near-Source Factor NK: 1.14 > Near-Source Seismic Coefficient G: 0.40 > Near-Source Seismic Coefficient G>: 0.64 TAYLOR GROUP, INC. Page 17 1825 McCautey Lane, Carlsbad, CA - TGI Project G06.00418 June 13, 2006 PLAN REVIEW AND FIVE CONSTRUCTION OBSERVATION 5.1 PLAN REVIEW TGI should review the project plans and specifications to evaluate conformance with the recommendations presented in this report and to assess whether additional analyses or recommendations are necessary based on the final design of planned improvements. 5.2 CONSTRUCTION OBSERVATION AND TESTING All earthwork associated with this project should be performed under the observation of a qualified geotechnical engineer from our office to assure that the recommendations presented in this report are followed. Observation and testing of the following items are of particular importance: > Removal and recompaction of the near-surface fill; * Preparation of the subgrade beneath slabs-on-ground; > Excavation bottoms for footings and utilities; * Fill placement in utility trenches and behind basement walls and retaining walls. TAYLOR GROUP, INC. Page 18 1825 McCauley Lane, Carlsbad, CA - TGI Project G06.00418 June 13, 2006 Six LIMITATIONS The findings, conclusions and recommendations presented in this report are based on the current assumed site improvements and estimated loads, which may be subject to change. TGI has been provided with only a conceptual plan for the proposed improvements at the time this report was prepared. If the improvements vary significantly from those described or conditions change from the stated assumptions presented herein, TGI should be consulted to update and modify, as needed, the conclusions and recommendations presented in this report. The subsurface conditions and engineering evaluation presented in this report were based on the results of a limited field exploration and laboratory testing program. Subsurface conditions are, by their nature, uncertain and may vary from those encountered at specific exploratory boring or test pit locations, tested in the laboratory, or documented in published documents. The investigation described in this report is limited. A more complete investigation performed at greater cost would provide more accurate and reliable information regarding subsurface conditions and geotechnical characteristics of the site. TGI's investigation was performed using the degree of care and skill ordinarily exercised, under similar circumstances, by reputable geotechnical engineering firms practicing in this or similar localities. The findings, recommendations and professional opinions presented in this report were developed in general accordance with generally accepted principles and practices of the geotechnical engineering profession at the time of the report preparation. TGI makes no other warranty, either expressed or implied, in fact or by law. The findings of this report are valid at the time the report was prepared. Changes in the condition of a property can and do occur with the passage of time as a result of natural processes or the work of man on the subject property or adjacent properties. Changes in applicable regulations, guidelines and standards of practice may also occur as a result of government action, legislation, and the broadening of knowledge. Consequently, the findings, conclusions and recommendations contained herein might be invalidated in whole or part by changes outside the control of TGI. Therefore, this report is subject to review and should not be relied on after a period of three (3) years. This report has been prepared for the exclusive use of the current owner and its consultants for this project. Any reliance by other parties upon the data, conclusions, opinions and recommendations presented herein is at such party's sole risk. It is the responsibility of the TAYLOR GROUP, INC. Page 19 1825 McCauley Lane, Carlsbad, CA - TGI Project G06.00418 June 13, 2006 owners or their representative to ensure that the information and recommendations contained in this report are provided to the necessary design consultants for the project and are incorporated into the project plans. It is also the responsibility of the owners or their representative to ensure that contractors carry out the recommendations during construction. .__§§§.__OJJ TAYLOR GROUP, INC Page 20 1825 McCauley Lane, Carlsbad, CA - TGI Project G06.00418 June 13, 2006 SEVEN REFERENCES Bartlett, S.F. and Youd, L.T., 1995. "Empirical Prediction of Liquefaction-Induced Lateral Spread" J. Geotechnical Engineering, ASCE, Vol. 121 No. 4, pp. 316-329 California Department of Water Resources, 1967. "Ground Water Occurrence and Quality: San Diego Region, Volume I; Text", June 1967. California Division of Mines and Geology, 1992. "Geologic Map of California, Santa Ana Sheet", Scale 1:250,000. California Division of Mines and Geology, 1993. "The Rose Canyon Fault Zone Southern California", DMG Open-File Report 93-02. California Division of Mines and Geology, 1982. "Recent Slope Failures, Ancient Landslides, and Related Geology of the North-Central Coastal Area, San Diego County, California", DMG Open-File Report 82-12. Joyner, W.B. and Boore, D.M., 1988. "Measurement, Characterization and Prediction of Strong Ground Motion", Earthquake Engineering and Soil Dynamics II - Recent Advances in Ground Motion Evaluation. Geotechnical Special Publication 20, ASCE, New York, N.Y., pp. 43-102 NCEER, 1996. "Proceedings of the NCEER Workshop on Evaluation of Liquefaction Resistance of Soils", Salt Lake City, Jan. 5-6,1996 Petersen, M.D. et. al., 1996. "Probabilistic Seismic Hazard Assessment for the State of California". DMG Open-File Report 96-08, USGS Open-File Report 96-706. Rivero, C, Shaw, J.H. and Mueller, K., 2000. "Oceanside and Thirtymile Bank blind thrusts: Implications for earthquake hazards in coastal southern California", Geology, Vol. 8, No. 10, October 2000 Seed, H.B. and Idriss, I.M., 1971. "Simplified Procedure for Evaluating Soil Liquefaction Potential", Journal of Soil Mechanics and Foundation Division, ASCE, Vol. 97, No. 9 Seed, H.B., et.al., 1983. "Evaluation of Liquefaction Potential Using Field Performance Data", Journal of Geotechnical Engineering, ASCE, Vol. 109, No. 3 Tokimatsu, K. and Seed, H.B., 1987. "Evaluation of Settlements in Sand Due to Earthquake Shaking", Journal of Geotechnical Engineering, ASCE, Vol. 113, No. 8. TAYLOR GROUP, INC. Page 21 1825 McCauley Lane, Carlsbad, CA - TGI Project G06.00418 June 13, 2006 FIGURES PROPOSED SINGLE FAMILY RESIDENCE 1825 McCauley Lane, Carlsbad, California 0 50 100 Appro* Scale (ft.) Source: Google Earth FIGURE 2. AERIAL PHOTO OF SITE & IMMEDIATE VICINITY Montijo Residence, Carlsbad,California TGI Project No. G06.00418 Date; May 2006 TAYLOR GROUP, IN't. LEGEND McCAULEY LANE NEW DECOMPOSED GRAMTErtSRAVEL 9 DRIVEWAV O NEW GARAGE ONE STORY/WOOD FRAME FT.F.F 1«SO- EXISTSJGSHEDTOBEREMOVED. -96 SO. FT, Approximate Location Or of Exploratory Boring 1'=30'(approx. FIGURE 3. BORING LOCATION MAP Montijo Residence, Carlsbad, CA TGI Project No.G065.00418 Date: May 2006 TAYLOR GROUP, INC. GEOSCIENCE i ENGINEERING CONSULTANTS o 10 20 Scale (mi.) Source: Scripp's Institute of Oceanography FIGURE 4. MAP OF ACTIVE REGIONAL FAULTS Montijo Residence, Carlsbad, California TGI Project No. G06.00418 Date: May 2006 | TAYLOR GROUP, INC. I GEOSCIENCE & ENGiNBEDIfJG CONSULTANT APPENDIX A BORING LOGS PROPOSED SINGLE FAMILY RESIDENCE 1825 McCauley Lane, Carlsbad, California UNIFIED SOm CLASSIFICATION (ASTM D-2487-98) MATERIAL TYPES CRITERIA FOR ASSIGNING SOIL GROUP NAMES GROUP SYMBOL SOIL GROUP NAMES & LEGEND co GRAVELS >5Q% OF COARSE FRACTION RETAINED ON NO 4. SIEVE o SANDS >50% OF COARSE FRACTION PASSES ON NO 4. SIEVE CLEAN GRAVELS <5% FINES GRAVELS WITH FINES >12% FINES CLEAN SANDS <5% FINES SANDS AND FINES >12% FINES Cu>4ANDKCc<3 GW WELL-GRADED GRAVEL Cu>4AND1>Cc>3 GP POORLY-GRADED GRAVEL HNES OASSFY AS M. OR CL GM SILTY GRAVEL FNESCLASSFYASaCRCH GC CLAYEY GRAVEL Cu>6ANDKCc<3 SW WELL-GRADED SAND Cu>6AND1>CO3 SP POORLY-GRADED SAND FNES CLASSFY AS M. OR CL SM SILTY SAND sw&W5?1 UrtA RNESCLASSFYASa.CRCH sc CLAYEY SAND to O W LUW 111 > 980 W A Z SILTS AND CLAYS LIQUID LIMIT<50 PWAMDPLOTSVA-LUE CL LEAN CLAY INORGANIC PW AND PLOTS-WINE ML SILT ORGANIC LL (man «M)U. (net (Had)O.7S OL ORGANIC CLAY OR SILT SILTS AND CLAYS LIQUID LIMIT>50 PI PLOTS >"A-Lie CH FAT CLAY INORGANIC PI PLOTS «VLf«MH ELASTIC SILT ORGANIC LL (oven <*M)U (not dtad)«.75 OH ORGANIC CLAY OR SILT ^-A-OO-v#fcfcfc#fp^rH•1 i * .1;. oHIGHLY ORGANIC SOILS PHMWLY CRQANC WMTER, CW« M COLOR. AM) ORGWIC CCOR PT PEAT OTHER MATERIAL SYMBOLS Ptwly Graded Smd wttiOay Clayey Sand StftiySIt Low to High Rasfcfty Ctey Poody Graded Gravely Sand TopsoU Wei Graded Gravel with Clay W«l Graded Grave) wtthSM Sand Silt Wel Graded Gravely Sand Gravely SI IfephaN Boulders and Cobble SAMPLE TYPES ADDITIONAL TESTS CA - CO - CONSOLI»1H3DRAte)TW*XW- CN - CONSOUWnON CU . CONSCUCAlHlLICRArBlTFWXM. DS - cwEcraeAR PP - POOCTPEfdRCMETERfrSF) (30) - f«TH S^CW STRENGTH N KSF) RW - R-VALUE S* - SEVE UNALVSG: WPASSWG (WTTH % PASSNG NO 200SEUE CYOJCTRWXW. SW TC TV UC (U) WKSF) UU - UNCCWSOLCMTED UTCRAVED TRHX1AL WA - WASHANM.Y9S (203%) - (MTH%PASSMGNO. 200 9EJEI FBCTRATCN FESBWCE (RECORDED *S BLOWS /OS FT) SW04GRWEL RELATW DBCTFY VEW LOOSE LOOSE hGUMDe«E CENSE VERVDBgSE BUMSFOOT 0-4 4-1Q 10-30 30-SO OV&9D SLTJOAY coNsermcr VBWSOFT 3CFT FRM STFF VERYSTFF HAR3 BLOABroOT- 0-2 2-4 4-B 8-15 15-30 OVER so CCMPRESSVE STRBCTHfTSF) 0-02S 02S-OSO OJO-1D 10 -ZO 20-4.0 CWER40 0 10 20 33 40 50 80 70 Id BO 100 110 1» UOJOLMT(%) NUMBER OF BLOWS OF 140 LB HtAER FfilMS 30 IOCS TO OWE A2 «CH OD. (1-38 WCH ID.) SPUT-BARFEL SAMPLS4 T>C LAST 12 NOES OF AN 1MCH DRNE (ASTM-15BB STANOWD . PBtTRATGNTEST} TAYLOR GROUP. INC. GEOSCIENCE L ENGINEERING CONSULTANTS C* 93>5< id 760.721.9990 jiff. 760.721.9991 www.visifTGI.com PROJECT: Montijo Residence LOCATION: Carlsbad, CA NUMBER: G06 00418 Figure Number A-1 BORING NUMBER B-1 PAGE 1 OF 1 DATE STARTED 5/23/06 COMPLETED 5/23/06 GROUND ELEVATION 196ft(msl) HOLE SEE 4" DRILLING CONTRACTOR TGI GROUND WATER LEVELS: DRILLING METHOD LOGGED BY NBH NOTE! XSeQ 0 5 10 15 20 25 30 35 if! Handauoer AT TME OF DRILLING na CHECKED BY LRT AT END OF DRILLING — 5 AFTER DRILLING —SAMPLE TYPENUMBER4 MC ~\MC RECOVERY %60 (1 BLOWCOUNTS50 30/1" TESTS A TAYLOR GROUP. INC PF II wxuLBim JIljIIJJIlU n<routJ*Ni> (j£ V 719 Pier V** Wat Ocaaat CA 92054 ^ W. 760.721.9990 Fat.TeO.72I.y99l mw.wnrTGioJm p| w CJen D J>M_ SM GRAPHICLOG?s§» ,*. *s ».' ;; .' ;•; ^; k ' *' *( MATERIAL DESCRIPTION fli-i IOPSO«-=\ Dark brown silty sand (SM), loose, moist, fine-grained, with organic \ materiaj, large roots and rootlets jTERRACE DEPOsrrs: Light reddtsh-orown silty sand (SM), fine-grained, medium dense to 1 Bulk sampte collected from r to 3' \ Becomes difficult to hand auoer at 3'. increased density and oxidation Bottom of hole at 3.5 feet. rOS& 19ZJ tOJECTNAME Montijo Residence PROJECT NUMBER G06 00418 JENT Mr Dannv Montiio .OJECT LOCATION Carlsbad. CA BORING NUMBER B-2 PAGE 1 OF 1 DATE STARTED 5/23/06 COMPLETED 5/23/06 GROUND ELEVATION 194 ft (msl) HOLE SIZE 4" DRILLING CONTRACTOR TGf GROUND WATER LEVELS: DRILLING METHOD Handauoer AT TIME OF DRILLING na LOGGED BY NBH CHECKED BY LRT AT END OF DRILLING — NOTES AFTER DRILLING — £ELU~ Q 0 SAMPLE TYPENUMBER. .,HMC 5 10 15 20 25 30 35 £ •4 MC || AU •4 MC 1 AU RECOVERY % 155 25 43 BLOWCOUNTS50 50 60 TESTS MC=12% DD=111pcf Fines = 28% MC = 12% DD = 111pcf Rnes = 25% LL = 25 PL = 18 MC = 12% DO = 107 ocf A TAYLOR GROUP, INC. PF ^J <»l*»fc*mA — ——————— ^_,4]• 7;9Pto- Hew (F* CktaHti C( 9#W •^ Tei 760721.9990 Fftt.760.72 1.9991 wmt.*afIGI.com pv CO CJ COd SM GRAPHIC 1LOG |*' * . Ji;* % ^ M•• '< *.^ i*; t;.> ;-> v; M.' 1*1 *l^ i"; y v ^ J: • ' .'• *! MATERIAL DESCRIPTION TERRACE DEPOSITS: Reddish-brown silty sand (SM), moist, fine-grained, medium dense to dense Bufc sample V to 3' with some day <10%, increasing moisture content at 2' wet, increasing oxidation at 3' very dense 0 , becomes difficult to hand auger at 7 feet .„ ,j.u loo.i Bottom of hole at 8.0 feet. IQJECTNAME Monttio Residence PROJECT NUMBER G0600418 JENT Mr. Dannv Montiio .OJECT LOCATION Carlsbad, CA DATE STARTED 5/23/06 BORING NUMBER B-3 PAGE 1 OF 1 COMPLETED 5/23/06 GROUND ELEVATION 196fHmsl) HOLE SIZE 4" DRILLING CONTRACTOR TGI DRILLING METHOD GROUND WATER LEVELS: Handauoer AT TIME OF DRILLING na LOGGED BY NBH NOTE! jE fcso 0 5 10 15 20 25 30 b « • • 35 Pmm 3 CHECKED BY LRT AT END OF DRILLING ~ AFTER DRILLING —SAMPLE TYPENUMBERI AJJ = M£RECOVERY %60 BLOWCOUNTS50/5" CO O COd SM SM GRAPHICLOGs »'; ;•'• ..n. *• i*; ii' %! !•: i' L*; f, • • ••< », 9 TAYLOR GROUP. EN filUSUMU L HIU««XMIV CONSUUANI5 7/!>fflrHBvlR»' OaaeOi CA 92054 Tel. 760,7219990 F&.m.71imi wfK.-aafm.com MATERIAL DESCRIPTION TOPSOmnLL: - — -\_ Dari( brown sil5£ sand .[SM^jnotst Jpose, fine-grained jiumerous animal burrows jpofiets / — — • TERRACE DEPOSFTS: Reddish-brown smy Mind (SM), dry to moist, fine-grained, dense increasing oxidation and moisture content @ 3' 5Q with some day <10%, increasing density at 4' igi( Bottom of hole at 5.0 feet. ^ PROJECT NAME Montiio Residence PROJECT NUMBER G06 00418\^t CLIENT Mr. Dannv Montiio PROJECT LOCATION Carlsbad. CA BORING NUMBER B^ PAGE 1 OF 1 DATE STARTED 5/23/06 COMPLETED 5/23/06 GROUND ELEVATION 194ftfmsrt HOLE SEE 4" DRILLING CONTRACTOR TGI DRILLING METHOD Handauoer GROUND WATER LEVELS: AT TIME OF DRILLING na LOGGED BY NBH CHECKED BY NOTE teLiJ —Q 0 - 5 1Q_- 15 20 25 _3Q_ 35 5 LRT AT END OF DRILLING — AFTER DRILLING —SAMPLE TYPENUMBER»4 MC ~\ AU RECOVERY %56 BLOWCOUNTS50 TESTS MC = 3% DD = 114pcf Fines = 23% f mft TAYLOR .GROUP. INC.1 %3LI| Sco!cBK^^^*3t^HffB?cDTBHjAfni mfSm 719 P^ f** w<» Ocanide CA 92054m,^^ Td. 7fO.72l.9990 Fat.76B.721. 9991 www.«nr7tSa*n I t/i 6w zi §y SM GRAPHICLOG^i ^ MATERIAL DESCRIPTION Q.&. -, TOPSOUFILL:. loose, moist, fine-grained, with some concrete n-i&Z \ fragments j TERRACE&EPpSfTS: , R Brown sitty sand (SM), dry, medium dense to dense, fine-grained .Q, , \ increasina density at 2.2". becomes difficult to hand auoer / Bottom of hole at 2.8 feet PROJECT NAME Montito Residence PROJECT NUMBER G06 00418 CLIENT Mr. Dannv Montiio PROJECT LOCATION Carlsbad. CA DATE STARTED 5/23/06 BORING NUMBER B-5 PAGE 1 OF 1 COMPLETED 5/23/06 GROUND ELEVATION 194 ft Aral) HOLE SEE 4" DRILLING CONTRACTOR TGI DRILLING METHOD GROUND WATER LEVELS: Handauoer AT TIME OF DRILLING na LOGGED BY NBH NOTE, isQ 0 5 10 15 20 25 30 — 35 &mm 5 CHECKED BY LRT AT END OF DRILLING — AFTER DRILLING —SAMPLE TYPENUMBER^MU ~\MC RECOVERY %bU V ,BLOWCOUNTS40 20/1" W 6 wd QMSM SM GRAPHICLOG-£ ^t R *3• t ' f • * S ?!! • i*i 1 % **i £"!$>; ' iv *^' >' :• A TAYLOR GROUP, EN 11 719 Pier V*» Ww Ocfoaadf CA 9X64 ^ Ttt 7tO.721.9990 Fat.760.72l.999I w»w.wBr7G/J»n MATERIAL DESCRIPTION 25_« AGGREGATE BASE: .O53J nin Qrav to dart: qrav qravel with sand (GMi, dry to moist, fine-orained, medium dense Jp_!^< bark reddish brown brown siltv sand (SM). moist, medium dense, fine-arained / TERRACE DEPOSITS: Reddish brown silty sand {SM), moist, medium dense, fine-grained 45 Increasing density and oxidation at 21 189_. Bottom of hole at 4.5 feet. r* PROJECT NAME Montib Resictenoe PROJECT NUMBER G06 00418C. ' CLIENT Mr. Dannv Montiio PROJECT LOCATION Carlsbad. CA APPENDIX B LABORATORY TESTING DATA PROPOSED SINGLE FAMILY RESIDENCE 1825 McCauley Lane, Carlsbad, California Sheet 1 of 1 Borehole Depth Liquid Limit Plastic Limit Plasticity Index Maximum Size (mm) %<#200 Sieve Class- ification Water Content Dry Density (pen Satur- ation Void Ratio B-1 1.0 21 17 3.6 102.1 B-2 1.0 6.35 28 11.8 110.5 B-2 3.0 6.35 25 12.2 111.4 B-2 4.0 25 18 B-2 5.0 11.6 106.9 B-4 1.0 6.35 23 2.7 113.9 TAYLOR GROUP. INC. GEOSCIENCE & ENGINEERING CONSULTANTS 719PierViewW<#, Oceaaitk. CA 92054 teL 760.721.9990 jot- 760.721.999t www.visiiTGI.com Summary of Laboratory Results PROJECT: Montijo Residence LOCATION: Carlsbad, CA NUMBER: G06 00418 1-Io HI >- QQ £U Zu.1-zLJJ Osr UJQ. • B A » I) A. 00 95 90 85 80 75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 U.S. SIEVE OPENING IN INCHES 6 4 3 2 1.5 1 3/4 1/23/8 1 1 I I I 3 Tf hfa 6 ¥ U.S. SIEVE NUMBERS | 810141620 3° 40 5° 60 10° 140 *° "fl ^^:i1 \ I i \ \ i i \\ \k\ K' : 1p \ HYDROMETER ^d 100 10 1 0.1 GRAIN SIZE IN MILLIMETERS COBBLES GRAVEL coarse fine SAND coarse medium fine -*^-IB^! 0.01 SILT OR CLAY Specimen Identification B-2 1.0 B-2 3.0 &4 1.0 Specimen Identification B-2 1.0 B-2 3.0 B-4 1.0 Classification D100 6.35 6.35 6.35 D60 0.294 0.292 0.282 D30 0.085 0.139 0.124 D10 0.056 LL PL %Gravel 0.7 0.3 0.2 %Sand 70.8 75.1 76.4 PI Cc 1.18 %Sitt 0.001 Cu 5.22 %Clay 28.4 23.2 1.5 23.4 GRAIN SIZE DISTRIBUTION M| TAYLOR GROUP, INC. 1 GEOSCIENCE & ENGINEERING CONSULTANTS I JWPierVmWav. Otxrafe CA 92054 1 KL 760.721.9990 jo*. 760.721-9991 ww.visifmi.cam PROJECT: Montijo Residence LOCATION: Carlsbad, CA NUMBER: G06 00418 60 "" P L * .in T 1 C Y 1 D E X CL-ML n ,. m /// © S/ © (CH) ^r .7 /S / @) 0 20 40 60 80 100 LIQUID LIMIT Specimen Identification » B B-1 1.0 B-2 4.0 LL 21 25 PL 17 18 PI 4 7 f 9rt TAYLOR GROUP. INC. I LiLl 1 GEOSCIENCE ft ENGINEERING CONSULTANTS •fe^^i 7 19 Pier View Way, Oceatade, C4 9X54VKPSJP uL76Q.72i.mO fax. 760. 721. 9991 wtvw.visilTGI.com Fines Classification ATTERBERG LIMITS' RESULTS PROJECT: Montijo Residence LOCATION: Carlsbad, CA NUMBER: G06 00418 140 135 130 125 120 115 a. -w 2 110LLJ Q o: O 105 100 95 90 85 80 ( \ \ 1 \ \V / 1 \ V\ \ ^™ V\ \\ \\ I \ fc1\1 y \\ \A \\> V\-A . \* \ \ Source of Material Description of Material \ \ \ \ V\ \\ \\ \\ ^\ i\ L \ Test Metha i s \ V \ \i >i \ V\ \ s\ V\ k \ \11 vNs \ \ d M \ s ^ \s \ axi \ \^ TES mum Dry De Optimum W AT L B-1 1.0 ASTMD1 557 Method A 5T RESULTS nsity 132.2 PCF TERBERG LIMITS L PL PI 21 17 4 Curves of 100% Saturation for Specific Gravity Equal to: \j. V \ ^ ^ ^^v^«. \ ^X N,— i VS-S\ vs; N^\ 2.80 2.70 2.60 vs\v!v SAv^ \ XV \\. V. \\^_\.x^_^~. v ^ v^.s^ >~_ v \ IX.v NPv \ N r^ } 5 10 15 20 25 30 35 40 WATER CONTENT, % MOISTURE-DENSITY RELATIONSHIP 0-TAYLOR GROUP, INC. GEOSCIENCE & ENGINEERING CONSULTANTS 7 19 Pier View Way. O&aaide, CA 92054 lei 760.721.9990 fax. 760.721.9991 www.visifrGl.com PROJECT: Montijo Residence LOCATION: Carlsbad, CA NUMBER: G06 00418 NORTH EAST: SURFA 0.0 0.5 1.0 1.5 2.0 -i. Q 3.0 3.5 4.0 4.5 5.0 5.5( CE ELEVATION: 196.0 BORING D-1 ) 20 LEGEND • Water Content IE Plastic Limit A Liquid Limit * Fines 40 60 80 100 Property Value, % INDEX PROPERTIES VERSUS DEPTH rprt TAYLOR GROUP, INC.LCOI GEOSCIENCE t ENGINEERING CONSULTANTS 719 Pier Vie* Way, Qxaiside, CA 92054 Id 760,721.9990 fa. 760.721.9991 www.visifIUI.cam PROJECT: Montijo Residence LOCATION: Carlsbad, CA NUMBER: G06 00418 NORTH EAST: SURFA 0.0 0.5 1.0 1.5 2.0 f 2.5J> 0.in0 3.0 3.5 4.0 4.5 5.0 5.5 ( ® CE ELEVATION: 194.0 "friiIiii j i }i i T .'_iiJ. ) 20 LEGEND • Water Content IB Plastic Limit A Liquid Limit * Fines BORING B-2 40 60 80 100 Property Value, % TAYLOR GROUP, INC GEOSCIENCE & ENGINEERING CONSULTANTS 719 Pier flew Way, Oareife CA 92054 M 760.721.9990 fa. 760.721.9991 www.vtafTGl.com INDEX PROPERTIES VERSUS DEPTH PROJECT: Montijo Residence LOCATION: Carlsbad, CA NUMBER: G06 00418 NORTH EAST: SURFA 0.0 0.5 1.0 1.5 2.0 1 25 i LHID 3.0 3,5 4.0 4.5 5.0 5.5 ( CE ELEVATION: 194.0 BORING B4 ) 20 LEGEND • Water Content OD Plastic Limit A Liquid Limit * Fines 40 60 80 100 Property Value, % INDEX PROPERTIES VERSUS DEPTH fmf\ TAYLOR GROUP. INC. PROJECT: Montijo Residence ICSJJ GEOSCIENCE S. ENGINEERING CONSULTANTS Trv-A-rt/-»xi r-n~^aA r^A•2£^| 719 P& new &<y. &&*«&,& 92054 LOCATION: Carlsbad, CA VLPUP let. 760.721.9990 fax. 760.721.999) www.vtaffd.cam NUMBER: G06 00418 CORROSIVITY TEST RESULTS LOCATION B-2 DEPTH (feet) 1-3' pH 7.1 SOLUBLE SULFATES (ppm) non-detected SOLUBLE CHLORIDES (ppm) 30 MINIMUM RESISTIVITY (ohm-cm) 4,900 TESTS PERFORMED IN ACCORDANCE WITH CALTRANS TEST METHODS 417,422 & 643 r«Bft TAYLOR GROUP, INC ICSjII GEOSC!ENCE&ENGINEEWNG CONSULTANTSWf^^M 719 Her View Way, Ooomlde. CA 92054 •S^P Mffi0.72f.MW fajt.76tt77I.999I mm.mrtrW.com CORROSIVITY TEST RESULTS PROJECT: 1825 McCauley Lane LOCATION: Carlsbad, California NUMBER: G06.00418 EXPANSION INDEX TEST RESULTS LOCATION B-2 DEPTH (feet) 3-3.5 MEASURED El VALUE 0.4 El CORRECTED FORS% 1 El CORRECTED FOR % FINES 1 CORRECTED El 1 TESTS PERFORMED IN ACCORDANCE WITH ASTM D4829-95 CLASSIFICATION OF EXPANSION POTENTIAL El VALUE POTENTIAL EXPANSION 0-20 Very low 21-50 Low 51-90 Medium 91-130 High >130 Very high fm& TAYLOR GROUP, INC. fefOJ GEOSCIENCE& ENGINEERS CONSULTANTS •K^^U 719PterVfewWay, Ottanside. CA 92054 ^KfiJV tel.760.f2t.9990 fax. 760.72 1.9991 mnKviMtRftcorn EXPANSION INDEX TEST RESULTS PROJECT: 1825 McCauley Lane LOCATION: Carlsbad, California NUMBER: G06.00418 City of Carlsbad Building Department CERTIFICATE OF COMPLIANCE PAYMENT OF SCHOOL FEES OR OTHER MITIGATION This form must be completed by the City, the applicant, and the appropriate school districts and returned to the City prior to issuing a building permit. The City will not issue any building permit without a completed school fee form. Project Name: Building Permit Plan Check Number: Project Address: A.P.N.: Project Applicant (Owner Name): Project Description: Building Type: Residential: Second Dwelling Unit: Residential Additions: Commercial/Industrial: City Certification of Applicant Information: Montijo Residence CB061891 1825MCCAULEYLN. 156-220-33-00 Diane Montijo Demo 800 sf / Build new 2260 sf residence SFD 1 New Dwelling Units 2260 Square Feet of Living Area in New Dwelling Square Feet of Living Area in SDU Net Square Feet New Area Square Feet Floor Area Carlsbad Unified School District 6225 El Camino Real ad CA 92009 (331-5000) Date: OL DISTRICTS WITHIN THE CITY OF CARLSBAD Vista Unified School District 1234 Arcadia Drive Vista CA 92083 (726-2170) San Marcos Unified School District 215MataWay San Marcos, CA 92069 (290-2649) Contact: Nancy Dolce (By Appt. Only) Encinitas Union School District 101 South Rancho Santa Fe Rd Encinitas, CA 92024 (944-4300 ext 166) San Dieguito Union High School District 710 Encinitas Blvd. Encinitas, CA 92024 (753-6491) Certification of Applicant/Owners. The person executing this declaration ("Owner") certifies under penalty of perjury that (1) the information provided above is correct and true to the best of the Owner's knowledge, and that the Owner will file an amended certification of payment and pay the additional fee if Owner requests an increase in the number of dwelling units or square footage after the building permit is issued or if the initial determination of units or square footage is found to be incorrect, and that (2) the Owner is the owner/developer of the above described project(s), or that the person executing this declaration is authorized to sign on behalf of the Owner. Signature:Date: Revised 3/30/2006 SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school district(s))************************************************* THIS FORM INDICATES THAT THE SCHOOL DISTRICT REQUIREMENTS FOR THE PROJECT HAVE BEEN OR WILL BE SATISFIED, SCHOOL DISTRICT: The undersigned, being duly authorized by the applicable School District, certifies that the developer, builder, or owner has satisfied the obligation for school facilities. This is to certify that the applicant listed on page 1 has paid all amounts or completed other applicable school mitigation determined by the School District. The City may issue building permits for this project. SIGNATURE OF AUTHORIZED SCHOOL DISTRICT OFFICIAL CALSBAD UNIFIED SCHOOL DISTRICT NAME OF SCHOOL DISTRICT 6225 EL CAMINO REAL CARLSBAD. CA<pnoQ PHONENUMBER 33 I" S OO O Revised 3/30/2006 {£j CARLSBAD UNIFIED SCHOOL DISTRICT [__] JEFFERSON ELEMENTARY | | CARLSBAD HIGH SCHOOL [""^| MAGNOLIA ELEMENTARY \ [ CARLSBAD VILLAGE ACADEMY ["""] WUVPRA HH.LS SCHOOL [~J W4LLEV WIDDtE SCHOOL -| "] KCLLEV SCHOOL [~~] 8UFW WSM SCHOOL QJ HOPE SCHOOL RECEIVED FROM; AVlARA OAKS ELEMENTARY AVlARA OAKS MIDDLE SCHOOL PACIFIC RIU WLAV£BA H/LLS MIDDtp SCHOOL [~~| OTHER _ DATE: Receipt No. 21014 (If AppJIcabte) PARENT OF PAYMENT FOR:ACCOUNT NUMBER AMOUNT RECEIVED BY:tlOCASH _____ CHECK # TOTAL J_