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Home My WebLink About1196 ABELIA AVE; ; CB050735; PermitJob Address: Permit Type: Parcel No: Valuation: Occupancy Group: # Dwelling Units: Bedrooms: Project Title: Applicant: KIRK MOELLER City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Residential Permit Permit No: CB050735 Building Inspection Request Line (760) 602-2725 1196ABELIAAVCBAD RESDNTL Sub Type: RAD Status: ISSUED 2145611600 Lot #: 0 Applied: 03/10/2005 $74,954.00 Construction Type: NEW Entered By: LSM Reference #: Plan Approved: 05/25/2005 0 Structure Type: Issued: 05/25/2005 0 Bathrooms: 0 Inspect Area: ERWIN RES-386 SF FAM ROOM, Orig PC#: 2ND FL 285 SF ADD BDRM,88SF DECK OFF BDRM Plan Check#: STE 100 5838 EDISON PL 92008 (760)431-7775 Owner: ERWIN FAMILY TRUST 08-14-03 1196ABELIAAVE CARLSBAD CA 92009 Building Permit Add'l Building Permit Fee Plan Check Add'l Plan Check Fee Plan Check Discount Strong Motion Fee Park in Lieu Fee Park Fee LFM Fee Bridge Fee Other Bridge Fee BTD #2 Fee BTD #3 Fee Renewal Fee Add'l Renewal Fee Other Building Fee Pot. Water Con. Fee Meter Size Add'l Pot. Water Con. Fee Reel. Water Con. Fee $450.31 Meter Size $0.00 Add'l Reel. Water Con. Fee $292.70 Meter Fee $0.00 SDCWA Fee $0.00 CFD Payoff Fee $7.50 PFF $0.00 PFF (CFD Fund) $0.00 License Tax $0.00 License Tax (CFD Fund) $0.00 Traffic Impact Fee $0.00 Traffic Impact (CFD Fund) $0.00 Sidewalk Fee $0.00 PLUMBING TOTAL $0.00 ELECTRICAL TOTAL $0.00 MECHANICAL TOTAL $0.00 Housing Impact Fee $0.00 Housing InLieu Fee Housing Credit Fee $0.00 Master Drainage Fee $0.00 Sewer Fee Additional Fees TOTAL PERMIT FEES $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $27.00 $20.00 $24.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $821.51 Total Fees:$821.51 Total Payments To Date:$751.00 Balance Due:$70.51 BUILDING PLANS V IN STORAGE ATTACHED 9074 05/25/05 0002 01 02 V FINA^PI^OVA Pstfa- ^ I | ^/ k ~ CloaranoR: 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 tor processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which vou have previously been given a NOTICE similar to this, or as to which the statute of limitations has previously otherwise expired. 70 = 51 V W-£«owiN fPERMIT APPLICATIONCITY OF CARLSBAD BUILDING DEPARTMENT1635 Faraday Ave., Carlsbad, CA 92008 FOR OFFICE USE ONLYPLAN CHECK NO.EST. VAL.Plan Ck. DeposiValidated ByDate _^Address (include Bldg/Suite #}Business Name (at this 03/10/05 GOLegal Description Lot No.Subdivision Name/Mum Unit No.Phase No.Total # of unitsAssessor's Parcel #Existing Use ProposedJJs AOODesof Wor SQ. FT.#of Stories # of Bedrooms # of Bathrooms-.. TV. Address City State/Zip Telephone #Fax # — \ Agent for Contractor fc- Address City tfati&A State/Zip Telephone # .•*fifo&*4fgt~/3f ' ' ' Address City State/Zip Telephone # {Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law (Chapter 9, commending with Section 7000 of Division 3 of the Business and 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 permrLsubjects the appjicarft to£ civij^penalty of not more than five hundred dollars [$500]). J^S i/l i I I ». >~ 1 /J ^ -it ^ _**^7 . - " ~ Any2: Name State License # Address License Class City State/Zip City Business License # p -. ^lep O ^*™ <^V/ hone # Designer Name State License # Address City State/Zip Telephone Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations: C] 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. H^n 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 issJed. My worker's compensation insurance carrier and policy number are: Insurance Company ^yCJ^jtf* (V"tJiSi(j: Policy No. Q? ' / -/ r £Je)L-s^ Expiration Date (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS [$100] OR LESS) n CERTIFICATE OF EXEMPTION: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California. WARNING: Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars ($^00,000), irf^ddMon to the.cost of compensation, damages as provided for in Section 3706 of the Labor code, interest and attorney's fees. SIGNATURE S\ /IA A/MnA/ A-"""^ DATE ,\/i/o£ I hereby affirm that I am exempt uarrithe Contractor's License Law for the following reason: Q 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). D 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). C] 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 I~)NO 2. I (have / have not) signed an application for a building permit for the proposed work. 3. I have contracted with the following person (firm) to provide the proposed construction (include name / address / phone number / contractors license number): 4. I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name / address / phone number / contractors license number): 5. I will provide some of the work, but I have contracted (hired) the following persons to provide tha work indicated (include name / address / phone number / type of work): _ PROPERTY OWNER SIGNATURE DATE Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley- Tanner Hazardous Substance Account Act? 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? d YES D NO IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 3097(i) Civil Code). LENDER'S NAME LENDER'S ADDRESS I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. I hereby authorize representatives of the CitV of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA permit is required for excavations over 5'0" deep and demolition or construction of structures over 3 stories in height. EXPIRATION: Every permit issued by the building Official under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from the date of such permit or if the building or work authorized by such permit is suspended or abandoned at any time after the work is commgnae/for a period of 180 days (Section 106.4.4 Uniform Building Code). APPLICANT'S SIGNATURE DATE 3 ~ WHITE: File YELLOW: Applicant PINK: Finance City of Carlsbad Bldg Inspection Request For: 03/14/2006 Permit* CB050735 Title: ERWIN RES-386 SF FAM ROOM, Description: 2ND FL 285 SF ADD BDRM.88SF DECK OFF BDRM Sub Type: RAD Inspector Assignment: PC 1196 ABELIAAV Lot Type: RESDNTL Job Address: Suite: Location: APPLICANT KIRKMOELLER Owner: ERWIN FAMILY TRUST 08-14-03 Remarks: Total Time: Phone: 7607293965 : w^_JInspector: Requested By: SHELLEY CD Description 19 Final Structural 29 Final Plumbing 39 Final Electrical 49 Final Mechanical Entered By: CHRISTINE Act Comment /K \ /V Comments/Notices/Hold X"\x- Associated PCRs/ Inspection History Date Description 01/17/2006 89 Final Combo 09/01/2005 17 InteriorLath/Drywall 09/01/2005 84 Rough Combo 08/25/2005 16 Insulation 08/25/2005 18 Exterior Lath/Drywall 08/25/2005 31 Underground/Conduit-Wiring 08/16/2005 16 Insulation 08/16/2005 84 Rough Combo 06/28/2005 83 Roof Sheathing/Ext Shear 06/06/2005 11 Ftg/Foundation/Piers 05/26/2005 11 Ftg/Foundation/Piers 3Vs Original PC# » Cfrft (f^f* Act Insp Comments - ( AP pc \ O.I/M V^- &Fs AP PC AP PC WC PC CO PC h2. 5 anchor girder truss to top PL. Check at insut. AP PC AP PC PA PC piers only EsGil Corporation In <PartnersHip witH government for (Building Safety DATE: May 16, 2005 <<Q JURIST^ JURISDICTION: Carlsbad a PLAN REVIEWER a FILE PLAN CHECK NO.: O5-0735 SET: III PROJECT ADDRESS: 1196 Abelia Avenue PROJECT NAME: SFD Addition for Erwin The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: X] Esgil Corporation staff did not advise the applicant that the plan check has been completed. Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: (by: ) #: Mail ) Telephone Fax In Person REMARKS: Please slip sheet enclosed sheets into owners set, Steve Sanders for Bert Domingo Enclosures: Esgil Corporation D GA D MB D EJ D PC 5/10/05 tmsimtLdot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 * (858)560-1468 + Fax (858) 560-1576 EsGil Corporation In (Partnership ivitR government for Quitting Safety DATE: May 2, 20O5 Q APPLICANT JURISDICTION: Carlsbad a PLAN REVIEWERa FILE PLAN CHECK NO.: 05-0735 SET: II PROJECT ADDRESS: 1196 Abelia Avenue PROJECT NAME: SFD Addition for Erwin 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. Xj The applicant's copy of the check list has been sent to: Kirk Moeller 5838 Edison Place, Ste. 100, 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: Kirk Telephone #: (760) 431-7775 Datecontacted:^)z/o-5 (by:fA>) Fax #: 7585 Mail """"telephone Fax —' In Person REMARKS: By: Bert Domingo Enclosures: Esgil Corporation D GA D MB D EJ D PC 4/25/05 tmsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858)560-1468 4 Fax (858) 560-1576 CarlsBad 05-O735 May 2, 2005 RECHECK PLAN CORRECTION LIST JURISDICTION: Carlsbad PLAN CHECK NO.: 05-0735 PROJECT ADDRESS: 1196 Abelia Avenue SET: II DATE PLAN RECEIVED BY DATE RECHECK COMPLETED: ESGIL CORPORATION: 4/25/05 May 2, 2005 REVIEWED BY: Bert Domingo FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 106.4.3, 1997 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law. A. Please make all corrections on the original tracings and submit two new complete sets of prints to: ESGIL CORPORATION. B. To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans. C. The following items have not been resolved from the previous plan reviews. The original correction number has been given for your reference. In case you did not keep a copy of the prior correction list, we have enclosed those pages containing the outstanding corrections. Please contact me if you have any questions regarding these items. D. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located on the plans. Have changes been made not resulting from this list? QYes QNo CarlSbad O5-0735 May 2, 2005 • PLANS 1. Please make all corrections on the original tracings, as requested in the correction list. Submit three sets of plans for commercial/industrial projects (two sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave,f Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. 2. Plans, specifications and calculations shall be signed and sealed by the California state licensed engineer or architect responsible for their preparation, for plans deviating from conventional wood frame construction. Specify expiration date of license. (California Business and Professions Code). THIS WILL BE CHECKED WHEN ALL THE ITEMS BELOW ARE MET. 3. On the cover sheet of the plans, specify any items requiring special inspection, in a format similar to that shown below. Section 106.3.2. PLEASE INCLUDE IN THE SPECIAL INSPECTION THE SOILS COMPLIANCE. REQUIRED SPECIAL INSPECTIONS In addition to the regular inspections, the following checked items will also require Special Inspection in accordance with Sec. 1701 of the Uniform Building Code. ITEM REQUIRED? REMARKS SOILS COMPLIANCE PRIOR TO FOUNDATION INSPECTION 5. On the cover sheet of the plans, specify any items that will have a deferred submittal (trusses, etc.). Additionally, provide the following note on the plans, per Sec. 106.3.4.2: "Submittal documents for deferred submittal items shall be submitted to the architect or engineer of record, who shall review them and forward them to the building official with a notation indicating that the deferred submittal documents have been reviewed and that they have been found to be in general conformance with the design of the building. The deferred submittal items shall NOT be installed until their design and submittal documents have been approved by the building official." PLEASE SHOW THE ITEMS TO BE DEFERRED FOR SUBMITTALS. OTHERWISE. REMOVE THE NOTE. Carlsbad 05-0735 May 2, 2005 • GENERAL RESIDENTIAL REQUIREMENTS 8. Glazihg in the following locations should be of safety glazing material in accordance with Section 2406.4 (see exceptions): 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. FOR CLARITY. PLEASE SHOW ON THE FLOOR PLAN THE AFFECTED MISCELLANEOUS 24. Please show the window and door schedule. The energy conservation analysis will be checked. IT SEEMS THAT THE WINDOW C WAS NOT INCLUDED IN THE ENERGY ANALYSIS. To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: Yes Q No Q The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Bert Domingo at Esgil Corporation. Thank you. EsGil Corporation In (Partnership witfi government for Quitting Safety DATE: March 24, 2005 Q APPLICANT JURISDICTION: Carlsbad a PLAN REVIEWER a FILE PLAN CHECK NO.: 05-0735 SET: I PROJECT ADDRESS: 1 196 Abelia Avenue PROJECT NAME: SFD Addition for Erwin The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. XI The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: Kirk Moeller 5838 Edison Place, Ste. 100, 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: Kirk Telephone #: (760)431-7775 £/x~(\ I Date contacted^2^c5(byf£/^ Fax #: 7585 Mail ^Telephone v^Fax Mn Person REMARKS: By: Bert Domingo Enclosures: Esgil Corporation D GA D MB D EJ D PC 3/14/05 tmsmtt.dot 9320 Chesapeake Drive, Suite 208 * San Diego, California 92123 4 (858)560-1468 + Fax (858) 560-1576 Carlsbad O5-0735 March 24, 20O5 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK NO.: 05-0735 JURISDICTION: Carlsbad PROJECT ADDRESS: 1196 Abelia Avenue FLOOR AREA: 671 SQ. FT. REMARKS: DATE PLANS RECEIVED BY JURISDICTION: DATE INITIAL PLAN REVIEW COMPLETED: March 24, 2005 STORIES: TWO HEIGHT: DATE PLANS RECEIVED BY ESGIL CORPORATION: 3/14/05 PLAN REVIEWER: Bert Domingo FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinance by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. Present California law mandates that residential construction comply with the 2001 edition of the California Building Code (Title 24), which adopts the following model codes: 1997 UBC, 2000 UPC, 2000 UMC and 1999 NEC (all effective 11/1/02). The above regulations apply to residential construction, regardless of the code editions adopted by ordinance. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 106.4.3, 1997 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet number, specification section, etc. Be sure to enclose the marked up list when you submit the revised plans. Carlsbad 05-0735 March 24, 2005 • PLANS 1. Please make all corrections on the original tracings, as requested in the correction list. Submit three sets of plans for commercial/industrial projects (two sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments, 2. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. 2. Plans, specifications and calculations shall be signed and sealed by the California state licensed engineer or architect responsible for their preparation, for plans deviating from conventional wood frame construction. Specify expiration date of license. (California Business and Professions Code). 3. On the cover sheet of the plans, specify any items requiring special inspection, in a format similar to that shown below. Section 106.3.2. • REQUIRED SPECIAL INSPECTIONS In addition to the regular inspections, the following checked items will also require Special Inspection in accordance with Sec. 1701 of the Uniform Building Code. ITEM - REQUIRED? REMARKS • SOILS COMPLIANCE PRIOR TO FOUNDATION INSPECTION • STRUCTURAL CONCRETE OVER 2500 PSI • PILES/CAISSONS • DESIGNER-SPECIFIED • OTHER 4. When special inspection is required, the architect or engineer of record shall prepare an inspection program which shall be submitted to the building official for approval prior to issuance of the building permit. Please review Section 106.3.5. Please complete the attached form. Carlsbad 05-0735 March 24, 2005 5. On the cover sheet of the plans, specify any items that will have a deferred submittal (trusses, etc.). Additionally, provide the following note on the plans, per Sec. 106.3.4.2: "Submittal documents for deferred submittal items shall be submitted to the architect or engineer of record, who shall review them and forward them to the building official with a notation indicating that the deferred submittal documents have been reviewed and that they have been found to be in general conformance with the design of the building. The deferred submittal items shall NOT be installed until their design and submittal documents have been approved by the building official." • FIRE PROTECTION 6. Show locations of permanently wired smoke detectors with battery backup: Please see item 7 below. a) Centrally located in corridor or area giving access to sleeping rooms. • NOTE: Detectors shall sound an alarm audible in all sleeping areas of the unit. Section 310.9.1. 7. When the valuatioixof a room addition or repair exceeds $1,000, or when sleeping rooms are created, smoke detectors shall be provided per the above, except that smoke detectors added at existing construction need only be battery powered. Section 310.9.1.2. Please see item 6 above. • GENERAL RESIDENTIAL REQUIREMENTS 8. Glazing in the following locations should be of safety glazing material in accordance with Section 2406.4 (see exceptions): a) 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. • EXITS, STAIRWAYS, AND RAILINGS 9. Guardrails (Section 509.1): a) Shall have a height of 36". b) Shall be detailed showing adequacy of connections to resist the horizontal force prescribed in Table 16-B. Please submit calculations. Carlsbad O5-0735 March 24, 2O05 10. Provide spiral stairway details, per Section 1003.3.3.8.3: a) Minimum run is 7-1/2 inches measured at a point 12 inches from where the treads are the narrowest. b) Maximum rise is 9-1/2 inches. Maximum clear opening between risers is 4 inches. c) Minimum headroom is 6 feet 6 inches. d) The tread must provide a clear walking area measuring at least 26 inches from the outer edge of the supporting column to the inner edge of the handrail. 11. Provide I.C.B.O. Research Report and number for metal stairway, or submit plans and calculations and approved fabricator registered with the building department or note that the stairway fabrication plans shall be submitted to and approved by the building official prior to installation. • FOUNDATION REQUIREMENTS 12. Provide a copy of the project soil report prepared by a California licensed architect or civil engineer. The report shall include foundation design recommendations based on the engineer's findings and shall comply with UBC Section 1804. 13. In Seismic Zone 4, each site shall be assigned a near-source factor. Identify this value in the soils report and on the plans. Section 1629.4.2. 14. Investigate the potential for seismically induced soil liquefaction and soil instability in Seismic Zones 3 and 4. This does not apply to detached, single- story dwellings. Section 1804.5 15. Note on the plan the -soils classification, whether or not the soil is expansive and note the allowable bearing value. Section 106.3.3. 16. If the soils engineer would recommend that he/she review the foundation excavations, please 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." 17. Provide a letter from the soils engineer confirming that the foundation plan, grading plan and specifications have been reviewed and that it has been determined that the recommendations in the soils report are properly incorporated into the construction documents (when required by the soil report). Carlsbad 05-0735 March 24, 2005 • FRAMING 18. Provide truss details and truss calculations for this project. Specify truss identification numbers on the plans. Please see item 5 above. 19. 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. • ELECTRICAL (NATIONAL ELECTRICAL CODE) 20. All bedroom branch circuits now require arc fault protection. Note clearly on the plans that "Bedroom branch circuits will be arc fault circuit protected." NEC Art. 210-12(b). • ENERGY CONSERVATION 21. Cloth backed duct tape is no longer permitted to be used as the sole connection for mechanical ducting. Note on the plans that duct tape, as a minimum, meeting the requirements of-UL181,181A, or 181B, shall be used or additional duct attachment devices such as tie wraps or mastic will be required for installing mechanical ducting. 22. Detail or note on the plans: "The return air plenum serving the mechanical equipment must be fully ducted from the equipment to the conditioned space. Drop ceilings, wall cavities and equipment platforms may not be used as plenums." 23. Note on the plans: "The manufactured windows shall have a label attached certified by the National Fenestration Rating Council (NFRC) and showing compliance with the energy calculations." * MISCELLANEOUS 24. Please show the window and door schedule. The energy conservation analysis will be checked. 25. Please submit documentation for the NER 550 for the skylite. CARLSBAD SPECIAL CODE REQUIREMENTS 26. All new residential buildings, including additions, require a soils report. An update letter is required if the report is more than 3 years old. If a room addition is less than 1000 sq. ft. in area and only one story, then a soils report is not required. Under this condition, Esgil staff should advise the City (upon final transmittal) to place their "soils notice" stamp on the plans. Carlsbad has ruled that a stand- alone accessory dwelling unit, if under 1000 square feet, may also qualify for this exception. Carlsbad 05-O735 March 24, 2O05 To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: Yes Q No a The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite"208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Bert Domingo at Esgil Corporation. Thank you. Carlsbad O5-O735 March 24, 2005 City of Carlsbad Building Department BUILDING DEPARTMENT NOTICE OF REQUIREMENT FOR SPECIAL INSPECTION Do Not Remove From Plans Plan Check No. 05-0735 Job Address or Legal Description 1196 Abelia Avenue Owner . Address You are hereby notified that in addition to the inspection of construction provided by the Building Department, an approved Registered Special Inspector is required to provide continuous inspection during the performance of the phases of construction indicated on the reverse side of this sheet. The Registered Special Inspector shall be approved by the City of Carlsbad Building Department prior to the issuance of the building permit. Special Inspectors having a current certification from the City of San Diego, Los Angeles, or ICBO are approved as Special Inspectors for the type of construction for which they are certified. The inspections by a Special Inspector do not change the requirements for inspections by personnel of the City of Carlsbad building department. The inspections by a Special Inspector are in addition to the inspections normally required by the County Building Code. The Special Inspector is not authorized to inspect and approve any work other than that for which he/she is specifically assigned to inspect. The Special Inspector is not authorized to accept alternate materials, structural changes, or any requests for plan changes. The Special Inspector is required to submit written reports to the City of Carlsbad building department of all work that he/she inspected and approved. The final inspection approval will not be given until all Special Inspection reports have been received and approved by the City of Carlsbad building department. Please submit the names of the inspectors who will perform the special inspections on each of the items indicated on the reverse side of this sheet. (over) SPECIAL INSPECTION PROGRAM ADDRESS OR LEGAL DESCRIPTION: 9i PLAN CHECK NUMBER:OWNER'S NAME: I, as the owner, or agent of the owner (contractors may not employ the special inspector), certify that i, or the architect/engineer of record, will be responsible for employing the special inspector(s) as required by Uniform Building Code (UBC) Section 1701.1 for the construction project located at the site listed above. UpC Sectio/l 106.3.5. Signed _r I, as the engineer/architect of record, certify that I have prepared the follow] program as required by UBC Section 106.3,5 for the construction proje Signed 1. List of work requiring special inspection: Soils Compliance Prior to Foundation Inspection Structural Concrete Over 2500 PSI Prestressed Concrete Structural Masonry Designer Specified ove. Field High Strength Bong /. Expansion/Epoxy Anchors(Ay Sprayed-On Fireproofing Other 2. Name(s) of individual(s) or firm(s) responsible for the special Inspections listed above: A. B. C. of 3. Duties of the special inspectors for the work listed above: OpT c. Special Inspectors shall check in with the City and present their credentials for approval pn'orto beginning wonx on the jod site. Carlsbad 05-0735 March 24, 2005 VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK NO.: 05-0735 PREPARED BY: Bert Domingo DATE: March 24, 2005 BUILDING ADDRESS: 1196 Abelia Avenue BUILDING OCCUPANCY: R3 TYPE OF CONSTRUCTION: V N BUILDING PORTION Estimate Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code AREA ( Sq. Ft.) cb Valuation Multiplier ,_ By Ordinance Reg. Mod. VALUE ($) 74,954 74,954 $441.31 Plan Check Fee by Ordinance Type of Review: r~l Repetitive Fee Repeats Complete Review D Other i-i Hourly Structural Only Hour* Esgil Plan Review Fee $286.85 $247.13 Comments: Sheet 1 of 1 macvalue.doc BUILDING PLANCHECK CHECKLIST DATE: BUILDING ADDRESS _ PROJECT DESCRIPTION: ASSESSOR'S PARCEL NUMBER: PLANCHECK NO.: - £>EST. VALUE: ENGINEERING DEPARTMENT APPROVAL The item you have submitted for review has been approved. The approval is based on plans, information and/or specifications provided in your submtttal; therefore any changes to these items after this date, including field modifications, must be reviewed by this office to insure continued conformance with applicable codes. Please review carefully all comments attached, as failure to comply with instructions in this report can result in suspension of permit to build. A Right-of-Way permit is required prior to construction of the following improvements: DENIAL Please see the attached report of deficiencies marked with D. Make necessary corrections to plans or specifications for compliance with applicable codes and standards. Submit corrected plans and/or specifications to this office for review. By: By: By: Date: Date: Date: •••..:>^-;;^ ":'>-'':,*;-"^:;:.:.-:- '.:-'>:':.:—;:-'.-"-':":••:.' '•' FOR QFFiciALyjsE ENGINEERING AtlTHC)RiZAf iO^^Ol&SUE BUILDING PERMIT: i:-' ••''""':.'•. .',:;.: ""•"••" •'•""- "Date:.' Dedication Application Dedication Checklist Improvement Application Improvement Checklist Future Improvement Agreement Grading Permit Application Grading Submittal Checklist Right-of-Way Permit Application Right-of-Way Permit Submittal Checklist and Information Sheet Sewer Fee Information Sheet ENGINEERING DEPT. CONTACT PERSON Name: JOANNE JUCHNIEW1CZ City of Carlsbad Address: 1635 Faraday Avenue, Carlsbad. CA 92008 Phone: (760) 602-2775 CFD INFORMATION Parcel Map No: Lots: Recordation: Carlsbad Tract: A-4 HiWOREWOCStCHKLSTOuMing Plancheck Octet Form (Generic),** ^N BUILDING PLANCHECK CHECKLIST >RD SITE PLAN 1. Provide a fully dimensioned site plan drawn to scale. Show: A. North Arrow B. Existing & Proposed Structures C. Existing Street Improvements D. Property Lines E. Easements 2. Show on site plan: F. Right-of-Way Width & Adjacent Streets G. Driveway widths H. Existing or proposed sewer lateral I. Existing or proposed water service J. Existing or proposed irrigation service A. Drainage Patterns 1. Building pad surface drainage must maintain a minimum slope of one percent towards an adjoining street or an approved drainage course. 2. ADD THE FOLLOWING NOTE: "Finish grade will provide a minimum positive drainage of 2% to swale 5' away from building." B. Existing & Proposed Slopes and Topography C. Size, type, location, alignment of existing or proposed sewer and water service (s) that serves the project. Each unit requires a separate service, however, second dwelling units and apartment complexes are an exception. D. Sewer and water laterals should not be located within proposed driveways, per standards. 3. Include on title sheet: A. Site address B. Assessor's Parcel Number C. Legal Description For commercial/industrial buildings and tenant improvement projects, include: total building square footage with the square footage for each different use, existing sewer permits showing square footage of different uses (manufacturing, warehouse, office, etc.) previously approved. EXISTING PERMIT NUMBER DESCRIPTION HMVORDUXKSVCHKLSRBuidina PtenchKk Cklst Form (Genertc).doc BUILDING PLANCHECK CHECKLIST ND 3rd DISCRETIONARY APPROVAL COMPLIANCE D 4a. Project does not comply with the following Engineering Conditions of approval for Project No. [H 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 $15.000. pursuant to Carlsbad Municipal Code Section 18.40.030. Dedication required as follows: Dedication required. Please have a registered Civil Engineer or Land Surveyor prepare the appropriate legal description together with an 8 Yz x 11" plat map and submit with a title report. All easement documents must be approved and signed by owner(s) prior to issuance of Building Permit. Attached please find an application form and submittal checklist for the dedication process. Submit the completed application form with the required checklist items and fees to the Engineering Department in person. Applications will not be accept by mail or fax. Dedication completed by: Date: 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 $75.000. pursuant to Carlsbad Municipal Code Section 18.40.040. Public improvements required as follows: Attached please find an application form and submittal checklist for the public improvement requirements. A registered Civil Engineer must prepare the appropriate improvement plans and submit them together with the requirements on the attached checklist to the Engineering Department through a separate plan check process. The completed application form and the requirements on the H:\WORD\DOCS\CHKlSTlBulktlns Planctwdt Ckfel Form (RIDDLE - HARVEY 7-12-00).doc ST 2ND QRD BUILDING PLANCHECK CHECKLIST 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: D D D 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 $310 so we may prepare the necessary Future Improvement Agreement. This agreement must be signed, notarized and approved by the City prior to issuance of a Building permit. •-.( - Future public improvements required as follows: D D ' 6c. Enclosed please find your Future Improvement Agreement. Please return agreement signed and notarized to the Engineering Department. Future Improvement Agreement completed by: __ Date: D 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 11,06.030 of the Municipal Code. Q Q] n 7a. Inadequate information available on Site Plan to make a determination on grading requirements. Include accurate grading quantities (cut, fill import, export). 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. Grading Inspector sign off by: Date: 7c. Graded Pad Certification required. (Note: Pad certification may be required even if a grading permit is not required.) H:\WOHD\OOC9\CHKLST\ButWino Ptancheck CWil Fotm (GeiwC 7-14-OQ).doc 1ST 3RD D D D D D BUILDING PLANCHECK CHECKLIST 7d .No Grading Permit required. 7e. If grading is not required, write "No Grading" on plot plan. MISCELLANEOUS PERMITS 8. A RIGHT-OF-WAY PERMIT is required to do work in City Right-of-Way and/or private work adjacent to the public Right-of-Way. Types of work include, but are not limited to; street improvements, tree trimming, driveway construction, tying into public storm drain, sewer and water utilities. Right-of-Way permit required for: D D D D D 9. INDUSTRIAL WASTE PERMIT If your facility is located in the City of Carlsbad sewer service area, you need to contact the Carlsbad Municipal Water District, located at 5950 El Camino Real, Carlsbad, CA 92008. District personnel can provide forms and assistance, and will check to see if your business enterprise is on the EWA Exempt List. You may telephone (760) 438-2722, extension 7153, for assistance. Industrial Waste permit accepted by: Date: 10.NPDES PERMIT Complies with the City's requirements of the National Pollutant Discharge Elimination System (NPDES) permit. The applicant shall provide best management practices to reduce surface pollutants to an acceptable level prior to discharge to sensitive areas. Plans for such improvements shall be approved by the City Engineer prior to issuance of grading or building permit, whichever occurs first. 11. Q^Xequired fees are attached a 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. H:\WORDiDOCSVCHKLST\BuidinD Pbnchft* CMst Form (GsneriO.doc 1ST )ND >RD 12b. BUILDING PLANCHECK CHECKLIST • If owner/developer proposes a size other than the "standard", then owner/developer must provide potable water demand calculations, which include total fixture counts and maximum water demand in gallons per minute (gpm). A typical fixture count and water demand worksheet is attached. Once the gpm is provided, check against the "meter sizing schedule" to verify the anticipated meter size for the unit. • Maximum service and meter size is a 2" service with a 2" meter. • (fa developer is proposing a meter greater than 2", suggest the installation of multiple 2" services as needed to provide the anticipated demand, (manifolds are considered on case by case basis to limit multiple trenching into the street). Irrigation Use (where recycled water is not available) All irrigation meters must be sized via irrigation calculations (in gpm) prior to approval. The developer must provide these calculations. Please follow these guidelines: 1. If the project is a newer development (newer than 1998), check the recent improvement plans and observe if the new irrigation service is reflected on the improvement sheets. If so, at the water meter station, the demand in gpm may be listed there. Irrigation services are listed with a circled "I", and potable water is typically a circled "W". The irrigation service should look like: STA 1+00 Install 2" service and 2. 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 3. In general, all major sloped areas of a subdivision/project are to be irrigated via separate irrigation meters (unless the project is only SFD with no HOA). As long as the project is located within the City recycled water H:\VVORDlDOCSV>IKLSTiB4*)ing Plant*** Ckkt Form (Geoertc),doc BUILDING PLANCHECK CHECKLIST I sr 2ND 3RD service boundary, the City intends on switching these irrigation services/meters to a new recycled water line in the future. Q| O 12c. Irrigation Use (where recycled water is available) 1. Recycled water meters are sized the same as the irrigation meter above. 2. If a project fronts a street with recycled water, then they should be connecting to this line to irrigate slopes within the development. For subdivisions, this should have been identified, and implemented on the improvement plans. Installing recycled water meters is a benefit for the applicant since they are exempt from paying the San Diego County Water Capacity fees. However, if they front a street which the recycled water is there, but is not live (sometimes they are charged with potable water until recycled water is available), then the applicant must pay the San Diego Water Capacity Charge. If within three years, the recycled water line is charged with recycled water by CMWD, then the applicant can apply for a refund to the San Diego County Water Authority (SDCWA) for a refund. However, let the applicant know that we cannot guarantee the refund, and they must deal with the SDCWA for this. D D 13- Additional Comments: H:tWORD\DOCS\CHKLSrauMing Rtnchet* Cktat Form (Genefte).doc S SI 8 DD PLANNING DEPARTMENT BUILDING PLAN CHECK REVIEW CHECKLIST Plan Check No. CB O*~~ Planner //f£ APN: Address Phone (760) 602-2£ Type of Project & Use: General Plan: CFD (in/out) #_Date of participation: __ Net Project Density: N^ Facilities Management Zone: Remaining net dev acres:. Circle On* (For non-residential development: Type of land used created by this permit: — ) LeaendL_ G3 Item Complete D Item Incomplete - Needs your action Environmental Review Required: YES NO TYPE _ ; DATE OF COMPLETION: . '. _ Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval: . — Discretionary Action Required: APPROVAURESO, NO. PROJECT NO. YES NO DATE TYPE OTHER RELATED CASES: _ : Compliance with conditions or approval? If not, state conditions which require action. Conditions of Approval: .—: DD Coastal Zone Assessment/ComplianorN Project site located in Coastal Zone? ^5® _ — NO - CA Coastal Commission Authority? YES - NO — •__ . If California Coastal Commission Authority: Contact them at - 7575 Metropolitan Dnve, Suite 103, San Diego CA 92108-4402; (619) 767-2370 Determine status (Coastal Permit Required or Exwfipt): Coastal Permit Determination Form already completed? YES If NO, complete Coastal Permit Determination Form now. Coastal Permit Determination Log #: _ , - NO 'FollovMJp Actions: 1) Stamp Building Plans as "Exempt" or "Coastal Permit Required" (at minimum Floor Plans). 2) Complete Coastal Permit Determination Log as needed. Incluslonary Housing Fee required: YES - NO - (Effective date of Inclusionary Housing Ordinance - May 21 , 1 993.) Data Entry Completed? YES _ NO - . (A/P/Ds, Activity Maintenance, enter CB#, toolbar, Screens, Housing Fees, Construct Housing Y/N, Enter Fee, UPDATE!) Site Plan: FtovffOV D 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). Q D 2- Provide legal description of property and assessor's parcel number. HD i *p D Policy 44 - Neighborhood Architectural Design Guidelines NO 2 Project complies YES Zoning: 1. Setbacks: Front: . interior Side: Street Side: Rear: Top of slope: 2. Accessary structure setba Structure separation: 3. Lot Coverage: 4. Height: 5. Parking: Spaces NO Required Required Required Required Required icks: Required Required Required Required Required Required a Required Required ^-^ Shown 2 2~ Shown _£ Shown (G Shown Shown ,,,, Shown Shown Shown Shown Shown S& Shown ^ $® Shown *•"" Shown 3 (breakdown by uses for commercial and industrial projects required) Residential Guest Spaces Required . ; Shown Additional Comments OK.TO ISSUE AND ENTERED APPROVAL INTO COMPUTER H:\ADMINCOUNTER\BWgPlncrikRevChktet DAT, 3>~/l-6S Rev9/D1 TH&A, INC. 3628 Lynoak Drive Suite 104 Claremont, CA 91711 TEL./FAX: (909) 621-5008 STRUCTURAL CALCULATIONS PROJECT: ERWIN ADDITION 1196 ABELIA AVENUE CARLSBAD. CALIFORNIA DATE:FEBRUARY 16. 2005 PROJECT NO.: 05-03 JOB. TH&A, me. 3628 Lynoak Drive Suite 104 Claremont,CA917U TEL/FAX; (909) 621-5008 SHEET NO. CALCULATED BY, CHECKED BY SCALE DATE. DATE. THIS ANALYSIS VALID WET SEAL &S1GNAT TU Notes: . Structural calculations are for the analysis or design of primary structural systems '. and elements. Other connections and attachments of non-structural elements, or /* systems are the responsibilities of the architectural designer unless they are shown f otherwise by the Engineer. . This calculations and specifications are for this address only. Any other use is not allowed and Engineer shall not be responsible for the unauthorized use. . Architectural designer is responsible for all applicable sketching details on plans which should represent required framing conditions, details needed for construction purposes. ~~~~ TH&A,iNC. Engineering and Code Consultants 125 West Mission Ave. Suite 201 Escondido, CA. 92025 • JOB. SHEET NO. CALCULATED BY. CHECKED BY SCALE T-K OF. DATE. DATE. z-xio Me? (2&...itfAn/ P a v •" 1*10 Pff2- .0 p &'\ .0.1?.. r •>. I'C?X -0 ffc? ^ /aot?ip: 6 00 f 000 f A ^ 6X AMP Pui2ATioA;VK^AJ 41 TH&A, INC. 3628 Lynoak Drive Suite 104 Claremont,CA 91711 JOB. SHEET NO.. CALCULATED BY. CHECKED BY SCALE OF DATE. DATE. UU[tTlll|.l UIQ flOOUC;?OI i iSingf SUei;] ?061 (PWWJ) {yens/® \K . GiOitMi HaJsOHfl ToOiMi PHONE IOLL FBEEI-800-22S-6380 JOB TH&A, INC. 3628 Lynoak Drive Suite 104 Claremont, CA 91711 SHEET NO., CALCULATED BY. CHECKED BY SCALE OF DATE. DATE. ^OOuCl?OIHSinolc5lttHil?05-HP*Mcdl^Bgy«lnc..[irijlMU3iiCH7l loftMi PHONE TOIL WE 1-(Ofr!?S««) Alicroliam L\L & Parallam PSL Design Properties Design values shown are for 100% load duration I3/*" 1.8E WS MICROLLAM" LVL 1.8E WS MICROLLAIVr LVL ALLOWABLE DESIGN STRESSES GENERAL NOTES: • Lateral support of beam compression edge is required at intervals of 24" o.c. ot closer. • See NER-126 for additional design information. Shear modulus of elasticity Modulus of elasticity Flexural stress Compression perpendicular to grain parallel to glue line Compression parallel to grain Horizontal shear perpendicular to glue line (1) For 12-inch depth. For others, multiply by — (2) Fcl shall not be increased for duration of load G = 112,500 psi E = 1.8 x 10fc psi Fb = 2600 psi>" = 750 psi'Jl = 2460 psi Fv = 285 psi 0.136 13/4" 2.0E WS PARALLAM' PSL 21Vie" 2.0E WS PARALLAM® PSL Moment (ft. Ibs.) Shear (Ibs.) Moment of Inertia {in') Weight {lbs./lin. ft.) 9Vi" 6.530 3,215 !25 52 11 W 9.950 4 ,020 245 6.5 DEPTH 1 4" 13.580 4 735 400 7 7 16" 17,475 5,4 15 595 8.8 -' ;. ' V '• '''18" 21,830 S.Q9Q 850 9.8 3'/2" 2.0E WS PARALLAM- PSL 51/4" 2.0E WS PARALLAM® PSL DESIGN PROPERTY Moment (ft. Ibs.) /'Shear {Ibs.) „ Moment of Inertia (in1) Weight (lbs./lln. ft.) , DEPTH':. ";. 9Vt" 13 055 6,430 250 104 11%" 19.900 8,035 490 130 14" 27,160 9,475 800 15.3 16" 34.955 10.825 1,195 175 18" 43.665 12,180 1.700 19,7 7" 2.0E WS PARALLAM* PSL DESIGN PROPERTY Moment (ft. Ibs.) Shear.(lbs-) ; . Moment of Inertia (In4) Weight (lbs./lin. ft.) DEPTH ; 9W 26,115 12,855 500 11%" 39.805 16.070 975 20 8 | 26 0 14" 54.325 18,945 1 600 30.6 16" 69.905 21.655 2,390 35.0 18" 87,325 24,360 3,400 39.4 2.0E WS PARALLAM* PSL ALLOWABLE DESIGN STRESSES GENERAL NOTES: • Ls'.era! suppo'i -( Oeam compression edge is f - See NEri-292 tor additiona: design information a( intervals of 24" o.c. ot closer. Shear modulus o) elasticity Modulus of elasticity Flexural stress Compression perpendicular to grain parallel to wide face of strands Compression parallel to gram Horizontal shear perpendicular to wide (ace o! strands G E Fb Fc± Fy = 125, 000 psi = 2,0xloepsi = 2900 psi': = 650 psi- = 2900 psi = 290 psi WS indicates Western Species. Western Species may include Douglas fir, lodgepole pine, western hemlock or white fir. (1) For 1 2-inch depth. For others, multiply by (2) Fci shall nol be increased for duration of load. Microllam LVL & ParaNam* PSL - Allowable Holes 2 i. Diameter ol the largest hole (minimum) GENERAL NOTES: Tr.fe A,\,o.\sc ridle Zor.s in ihis chan is sutiabte 'or uniioimly loaded beams using rvj> :-.un icac= lor a"y labies listed m this guide For other load conditions or hole ;crnrigJrjnor's piease comae: /our TIL.S Joist MacMillan Representative •' '~-i-~ :!._-,- cr.e ro;e .s to 05 cut in oea^i. the length 01 the jncut beam between •••olcs T j;r ot ,j nini'-i'jiTi cl iwice the diameter ol me largest hole "; •i-icr^f,.gj'a.' -.clt1; are not a'lcwed - "ic-itr? n :ar,;i cv-"s 'equirs acci.'. cnai analysis 00 NOT cut, nolch or drill holes in Parallam' PSL excepi as indicated in chart and illustration ROUND HOLE CHART ''through^ 8" MAXIMUM ROUND. JOB. TH&A, me. 3628 Lynoak Drive Suite 104 Claremont, CA 91711 SHEET NO.. CALCULATED BY_ CHECKED BY SCALE „ OF __ DATE. __ DATE. t, Irn Grolw Miss 01471 ToOfcrlWIE IDLLFflEE r-«00-!!S-63M 11 7/8"16" o/cr Business TJ-Beam® 6.16 Serial Number: 7002015808 Se! EngTvUi^i™ THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED 14' Product Diagram Is Conceptual. LOADS: Analysis is for a Joist Member. Primary Load Group - Residential - Living Areas (psf): 40.0 Live at 100 % duration, 12.0 Dead SUPPORTS: 1 Stud wall 2 Stud wall Input Bearing Vertical Reactions (Ibs) Width Length Live/Dead/Uplift/Total 3.50" 2.25" 373/112/0/485 3.50" 2.25" 373/112/0/485 Detail Other A3: Rim Board 1 Ply 1 1/4" x 11 7/8" 0.8E TJ-Strand Rim Board® A3: Rim Board 1 Ply 1 1/4" x 11 7/8" 0.8E TJ-Strand Rim Board® -See TJ SPECIFIER'S / BUILDERS GUIDE for detail(s): A3: Rim Board DESIGN CONTROLS: Shear (Ibs) Vertical Reaction (Ibs) Moment (Ft-Lbs) Live Load Defl (in) Total Load Defl (in) TJPro Maximum Design Control Control 471 471 1599 -465 471 1599 0.129 0.168 51 1655 1157 4015 0.340 0.679 30 Passed (28%) Passed (41%) Passed (40%) Passed (L/999+) Passed (U969) Passed Location Rt. end Span 1 under Floor loading Bearing 2 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor loading Span 1 -Deflection Criteria; STANDARD(LL:U480,TL:L/240). -Deflection analysis is based on composite action with single layer of 19/32" Panels (20" Span Rating) GLUED & NAILED wood decking. -Bracing(Lu): All compression edges (top and bottom) must be braced at 5' 6" o/c unless detailed otherwise. Proper attachment and positioning of. lateral bracing is required to achieve member stability. TJ-Pro RATING SYSTEM -The TJ-Pro Rating System value provides additional floor performance information and is based on a GLUED & NAILED 19/32" Panels (20" Span Rating) decking. The controlling span is supported by walls. Additional considerations for this rating include: Ceiling - None. A structural analysis of the deck has not been performed by the program. Comparison Value: 1.45 ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not al! products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Distribution product listed above. PROJECT INFORMATION:OPERATOR INFORMATION: TH&A, Inc 3628 Lynoak Drive Suite 104 Claremont, CA 91711 Phone: 909-621-5008 Fax : 909-621-5008 Copyright © 2004 by Trus Joist, a Weyerhaeuser Business TJ!® and TJ-Beam® are registered trademarks of Trus Joist. e-I Joist", Pro" and TJ-Pro*" are trademarks of Trus Joist. TJ-Beam® 6 16 Serial Number: 7002015808 User 1 2/19/2005 4 25:08 PM Page 1 Engine Version 1 16.5 FB-1 Beam 5 1/4" x 11 7/8>r2^Parallam® PSL THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED 141 Product Diagram is Conceptual. LOADS: Analysis is for a Header (Flush Beam) Member. Tributary Load Width: 1' 4" Primary Load Group - Residential - Living Areas (psf): 0.0 Live at 100 % duration, 0.0 Dead Vertical Loads: Type Point(lbs) Point(lbs) Uniform (plf) SUPPORTS: 1 Stud wall 2 Stud wall Class Floor(1 . Floor(1 . Floor(1 . Input Width 3.50" 3.50" Live 00) 650 00) 1078 00) 157.0 Bearing Length 2.00" 2.31" Dead 1156 1666 185.0 Location 2' 12' OTo14' Application Comment Adds To Vertical Reactions {Ibs} Live/Dead/Uplift/Total 1806/2656/0/4462 2120/3029/0/5149 Detail Other A3: Rim Board 1 Ply 1 1/4" x 11 7/8" 0.8E TJ-Strand Rim Board® A1: Blocking 1 Ply 1 1/4" x 11 7/8" 1.3E TimberStrand® LSL -SeeTJ SPECIFIER'S/BUILDERS GUIDE for detail(s): A3: Rim Board,A1: Blocking Control Control Location 12053 Passed (39%) Rt. end Span 1 under Floor loading 29854 Passed (42%) MID Span 1 under Floor loading 0.342 Passed (L/999+) MID Span 1 under Floor loading 0.683> Passed (L/498)*/MID Span 1 under Floor loading \ DESIGN CONTROLS: Maximum Design Shear (Ibs) -5088 -4685 Moment (Ft-Lbs) 12633 12633 Live Load Defl (in) 0.136 Total Load Defl (in) 0.329 -Deflection Criteria: STANDARD(LL:L/480,TL:L/240). -Bracing(Lu): All compression edges (top and bottom) must be braced at 14' o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Distribution product listed above. PROJECT INFORMATION:OPERATOR INFORMATION: TH&A, Inc 3628 Lynoak Drive Suite 104 Claremont, CA 91711 Phone:909-621-5008 Fax : 909-621-5008 Copyright © 2001 by Trus Joist, a Weyerhaeuser Business Parallam® is a registered trademark of trus Joist. 41 TH&A, me. 3628 Lynoak Drive Suite 104 ClaremDnt, CA 91711 JOB.. Jgh/ SHEET NO. CALCULATED BY. CHECKED BY SCALE DATE. DATE. PRCOUCI Ml 1 (Single Shttls) 2051 (Pjdhili ^^H/» Inc. Grolw. Mi« 01171. ToOrdei fHONf TOIL FREE 1-MO-!IS-63» FB-2 Beam 5 1/4" x 11 7/8'r^0erParallam® PSL[BusinessTJ-Beam® 6.16 Serial Number 7002015808 P^l ™v^s!™5 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED II! 10' Product Diagram is Conceptual. LOADS: Analysis is for a Header (Flush Beam) Member. Tributary Load Width: 1 ' Primary Load Group - Residential - Living Areas (psf): 0.0 Live at 100 % duration, 0.0 Dead Vertical Loads: Class Roor(1 .00) Floor(1 .00) Floor(I.OO) Type Point(lbs) Unrform(plf) Uniform(plf) Live 1806 69.0 360.0 Dead 2656 87.0 336.0 Location 4' 0 To 4' 4' To 10' Application Comment Adds To Adds To SUPPORTS: 1 Stud wall 2 Stud wail Input Bearing Vertical Reactions (Ibs) Width Length Llve/Dead/Uplltt/Total 3.50" 2.03" 1947 / 2573 / 0 / 4520 3.50" 2.21" 2295/2641 /0/4936 Detail Other A3: Rim Board 1 Piy 1 1/4" x 11 7/8" 0.8E TJ-Strand Rim Board® A3: Rim Board 1 Ply 1 1/4" x 11 7/8" 0.8E TJ-Strand Rim Board® -See TJ SPECIFIER'S / BUILDERS GUIDE for detail(s): A3: Rim Board DESIGN CONTROLS: Maximum Design Control Control Shear (Ibs) -4817 4296 12053 Passed (36%) Moment (Ft-Lbs) 15927 15927 29854 Passed (53%) Live Load Defl (in) 0.085 0.242 Passed (L/999+) Total Load Defl (in) 0.192 0.483 Passed (L/603) Location Lt. end Span 1 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor loading -Deflection Criteria: STANDARD(LL:U480,TL:L/240). -Bracing(Lu): All compression edges (top and bottom) must be braced at 10' o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Distribution product listed above. PROJECT INFORMATION:OPERATOR INFORMATION: TH&A, Inc 3628 Lynoak Drive Suite 104 Claremont, CA 91711 Phone:909-621-5008 Fax : 909-621-5008 Copyright © 2004 by Trus Joist, a Weyerhaeuser Business JarallamiS is a registered trademark of Trus Joist. JOB.AT/ TH&A, me. 3628 Lynoak Drive Suite 104 Ciarcmont,CA 91711 SHEET NO,,11 CALCULATED BY.— CHECKED BY SCALE OF DATE. DATE. PRODUCT !«l|SinjkSPiMls|2ffi-L(Piii<tedl,^^§?(»lit Grolw Miss 01471 ToOritu PHONE IOIL FRf[ 1-WH25-SMO Rev; 506001 Description Timber Member Timber Section Beam Width Beam Depth Le; Unbraced Length Timber Grade Fb - Basic Allow Fv - Basic Allow Elastic Modulus Load Duration Factor Member Type Repetitive Status Title : Job # Dsgnr: Date: Description : Scope : / . i -o i Timber Beam & Joist 1 \J 0 ' Page i \\ m (<ft't ^) Information | FB-3 Beam /"* — "v y( 8.75x24.0) \S^~^V_^x_/ in 8.750 in 24.000 ft 1,33 psi 2,400.0 psi 165.0 ksi 1 ,800.0 1.000 GluLam No Center Span Data | Span Dead Load Live Load Dead Load Live Load Start End Point #1 DL LL @x Results Mmax @ Center @x = fb : Actual Fb : Allowable fv : Actual Fv : Allowable Reactions @ Left End DL LL Max. DL+LL @ Right End DL LL Max. OL+LL Deflections Center DL Defl L/Defl Ratio Center LL Defl L/Defl Ratio Center Total Den Location L/Oefl Ratio ft 26.00 #m 351 .00 #/ft 451 .00 #/ft 83.00 #/ft 285.00 ft 6.500 ft 26.000 Ibs 3,029.00 Ibs 2,120.00 ft 6.500 Ratio = 0.7729 1 in-k 1,345.55 ft 12.17 psi 1 ,601 .8 psi 2,072.4 Bending OK \s psi 110.0 psi 1 65.0 / Shear OK I/ 1 Ibs 7,441 .69 Ibs 9,537.06 Ibs 16978.74 Ibs 6,331.81 Ibs 9,866.43 Ibs 16198.24 M-, il ,, I 1,000.0 AJ, S v / -*-^ | _f^fz^~ in -0.445 ^ ~+x£&!^~~ 701 6 CjUwft^^ in -0.757 ft 12.792 412.4 S (c) 1983-98 ENERCALC KW-0603393, Ver 5.0.6, 15-Jul-1998, Win32 Rev: 506001 Description FB-3 Beam General Information J^_— ^ Steel Section/: Wf^X61 ) ^~-^\ ^~**^ Center Span 26.00 ft Left Cant 0.00 ft Right Cant 0.00 ft Lu : Unbraced Length 1.33 ft Distributed Loads #1 #2 DL 0.351 0.434 LL 0.451 0.736 ST Start Location 6.500 End Location 6.500 26.000 Point Loads #1 #2 Dead Load 3.029 Live Load 2.120 Short Term Location 6.500 Summary | Title : Dsgnr: Description : Scope : Steel Beam Design Dinned-Pinned Bm Wt. Added to Loads LL & ST Act Together #3 #4 # #3 #4 # Job* Date: p^tnft- H $ Page 1 I 1 Fy 36. 00 ksi Load Duration Factor 1.00 Elastic Modulus 29,000.0ksi I 5 #6 #7 k/ft k/ft k/ft ft ft 1 5 #6 #7 k k k ft Beam OK ! Using: W14X61 section, Span = 26.00ft, Fy = 36.0ksi End Fixity = Pinned-Pinned, Lu = 1 ,33ft, LDF = 1 .000 Actual Moment 1 17.246 k-ft fb : Bending Stress 15.268 ksi fb / Fb 0.643 : 1 Shear 17.769 k fv : Shear Stress 3.41 -] ksi fv / Fv 0.237 : 1 Allowable 182.462 k-ft 23.760 ksi 75.006 k 14.400 ksi Max. Deflection -0.773 in Length/DL Defl 921.2 : 1 Length/(DL+LL Defl) 403.4 ; 1 Force & Stress Summary «-- These columns are Dead + Live Load placed as noted -» DL Maximum Only Max. M+ 11 7.25 k-ft 51.26 Max. M - -0.00 Max. M @ Left Max. M @ Right Shear® Left 17.77k 8.23 Shear ©Right 16.99k 7.12 Center Defl. -0.773 in -0.339 Left Cant Defl 0.000 in 0.000 Right Cant Def 0.000 in 0.000 ...Query Defl @ 0.000ft 0.000 Reaction @ Left 17.77 8.23 Reaction© Rt 16.99 7.12 Fa calc'd per 1.5-1, K*Ur < Cc LL LL+ST © Center © Center 117.25 -0.00 17.77 16.99 / -0.773 -0.773 0.000 0.000 0.000 0.000 0.000 0.000 17.77 17.77 16.99 16.99 LL LL+ST 0J Cants © Cants k-ft k-ft k-ft k-ft k k 0.000 0.000 in 0.000 0.000 in 0.000 0.000 in 0.000 0.000 in k k (c)1983-98 ENERCALC KW-0603393, Ver 5.0.6, 15-Jul-1998, Win32 Title: Job # Dsgnr: Date: Description: Scope: Steel Beam Design U ° p**e 2 Description FB-3 Beam Section Properties Depth Width Web Thick Flange Thickness Area W14X61 13.890 in 9.995 in 0.375 in 0.645 in 17.90in2 Weight l-xx l-yy S-xx S-yy 60.80 #/ft 640.00 in4 107.00 in4 92.153 in3 21,411 in3 r-xx r-yy Rt 1 5.979 in 2.445 in 2.700 in lcjl983-98 ENERCALC " " —— • - : KW-0603393, Ver 5.0.6,15-Jul-1998, Win32 JOB. TH&A, me. 3628 Lynoak Drive Suite 104 Clarcraont, CA 91711 SHEET NO. CALCULATED BY. CHECKED BY SCALE OF DATE. DATE. PflOOUCIW I |Sing*Srwl!]?<]5HC)**01^vi|j^»l«.(>ral».Miss OHM.ToOrflef PHONETOLLFBEE1-800-225-6380 TH&A, INC. 3628 Lynoak Drive Suite 104 Claremont,CA 91711 TEL/FAX; (909) 621-5008 JOS,ii^a -SHEET NO.. CALCULATED BY. CHECKED BY SCALE OF DATE. DATE. JOB. TH&A, INC. 3628 Lynoak Drive Suite 104 Clarenwnt, CA 91711 /MajJia. Alt- SHEET NO.. CALCULATED BY. CHECKED BY SCALE OF DATE. DATE. feag-TCE«?/Wlg L&JCrW op # JOB. TH&A, INC. 3628 Lynoak Drive Suite 104 Cla«mcnt,CA 91711 utv fa)- SHEET NO.. CALCULATED BY. CHECKED BY SCALE. OF_ DATE. DATE. glt SMsl Mil If M«0] ^S« Int. Grow Kiss 01«l Toftdti PHONE IML FREE I 800225-6380 41 TH&A, me. 3628 Lynoak Drive Suite 104 Claremont, CA 91711 JOB.flWA'a, fa. SHEET NO. CALCULATED BY- CHECKED BY SCALE OF DATE. DATE. PROOUCIKH1 [SingleSr*ds|?Hi4 (Pittdl 4TH&A,iNC. Engineering and Code Consultants 125 West Mission Ave. Suite 201 Escondido, CA. 92025 JOB. SHEET NO.. CALCULATED BY. IIQfr ^UfcCAx fry- fls^Kftv^ / ./.«,£" OF n.TC Z.'ll'Og' JOB. TH&A, me. 3628 Lynoak Drive Suite 104 Claremont, CA 91711 SHEET NO..Of CALCULATED BY. CHECKED BY SCALE DATE. DATE. 2-12-0 PRCIWCI ?0i 1 ISinglt Srt«li| MS-1 [Ca*W| /A^ra7«lnc. Giolon. MJIS OH?! loftitH PHONE TOLL FWE l-WO-HS-GMtl JOB. TH&A, me. 3628 Lynoak Drive Suite 104 Claremonl, CA 91711 SHEET NO.. CALCULATED BY. CHECKED BY SCALE OF DATE. DATE. -.•y \i f 6 tap -ft 1 J Y tv/ T ?041 iSin;t Steal KB-1 [PMiMdl /HEB3]* \nc.CiOan M3» OH71 lod*' PHONE TOLL fftEE IWJZM380 JOB. TH&A, me. 3628LynoakDrive Suite 104 Ciaremont, CA 91711 SHEET NO.. , OF. CALCULATED BY. CHECKED BY £.DATE 2-1-2- DATE — SCALE . SHEAR WALL SCHEDULE SYM MATERIAL NAILING 1/2" Gyp Bd 5d Cooler Nails Unblocked F.N. & E.N. 10 7"OC 5/8' Gyp Bd 6d Cooler Nails @ 7" OC Unblocked F.N. & E.N. 1/2" Gyp Bd 5d Cooler Nails @ 4" OC Unblocked F.N. & E.N. 5/8" Gyp Bd 6d Cooler Nails @ 4" OC Unblocked F.N. & E.N. 7/8" Stucco w/ 16 GA Staples 6" OC Paper Backed Top & Bottom Plates, Edges Wire Lath & Field of Shear Panel 3/8" Struct II 8d @ 6" OC E.N. & B.N. C-D or C-C 12" OC F.N. Plywood 3/8" Struct II 8d @ 4" OC E.N. & B.N. C-D or C-C 12" OC F.N. (3) Plywood 3/8" Struct II 8d @ 3" OC EN. & B.N. C-D or C-C 12" OC F.N. (3) Plywood 3/8" Struct II 8d @ 2" OC EN. & B.N. C-D or C-C 12" OC F.N. (2) (3) Plywood 1/2" Struct II lOd @ 3" OC E.N. & B.N. C-D or C-C 12"OCRN. (2) (3) Plywood 1/2" Struct I C-D or C-C Plywood lOd @ 2" OC EN. & B.N. 12" OC F.N. (2) (3) SHEAR VALUE 50#/FT 50#/FT 75#/FT 75#/FT 180#/FT TRANSFER NAILING 16d @ 12" OC or A35 @ 32" OC 16d @ 12" OC or A35 @ 32" OC 16d @ 8" OC or A35 @ 32" OC 16d @ 8" OC or A35 @ 32" OC 16d @ 8" OC or ANCHOR BOLTS 5/8"xlO" @ 5/8"xlO" @ 5/8"xlO" @ 5/8"xlO" @ 5/8"xlO" @ 48" OC (1) 4S" OC (1) 48" OC (1) 48" OC (1) 48" OC (1) 260#/FT 490#/FT 640#/FT 600#/FT 770#/FT A35 @ 32" OC 16d @ 6" OC or A35 @ 24" OC 16d @ 4" OC or A35 @ 16" OC 16d @ 3" OC or A35 @ 12" OC 16d @ 2" OC or A35 @ 9" OC 16d @ 3" OC or A35 @ 12" OC 16d @ 2" OC or A35 @ 8" OC 5/8"xlO" @ 24" OC (1) 5/8"xlO"@24"OC(l) 5/8"xlO" @ 16"OC(1) 12"OC(1) 5/8"xIO"@ 12"OC(1) 5/8"xu"@8"OC(l) NOTE (1) Spacing of anchor bolts and shear transfer nailing shall be reduced by half if shear wall materials are required on both faces of wall. (2) Framing at adjoining panel edges shall be 3-inch nomimal or wider and nails staggered (3) Where plywood is on both sides of wall, framing member for panel joints shall be 3-inch nomimal or wider and nail on each side is staggered EDGE NAIL (E.N.) 16d NAJIS SPACED —* PER SCHEDULE PLYWOOD SHEATHING 2x RIM JST. OR BLK'G. E.N. 16d NAILS PER SCHEDULE DBL TOP PLATE A33 FRAMING ANCHOR SPACED PER SCHEDULE SHEAR TRANSFER W/ 2x4 BLOCKING SHEAR TRANSFER W/ METAL CUPS EXCERPTS FROM CHAPTER 23 2001 CALIFORNIA BUILDING CODE TABLE 23-II-B-1— NAILING SCHEDULE CONNECTION KAJUNQ1 1. Joist to sill or girder, loenail 3-8d 2. Bridging to joist, loenail each end 2-8d 3. 1" x 6" (25 mm X 152 mm) subfloor or less to each joist, face nail 2-8d 4. Wider than 1" X 6" (25 mm x 152 mm) subfloor lo each joist, face nail 5. 2" {51 mm) subfloor to joist or girder, blind and face nail 2-16d 6. Sole plate to joist or blocking, typical face nail Sole plate to joist or blocking, at braced wall panels 16dai 16"(406mm)o.c. 3-16dperl6"{406mm) 7. Top plate to stud, end nail 2-16d 8. Stud 10 sole plate 4-8d, loenail or 2-16d, end naii 9. Double studs, face nail 16dat24"(610mm)o.c- 10. Doubled top plates, typical face nail Double lop plates, lap splice 16datl6"(406mm)o.c. 8-16d 11. Blocking between joists or rafters to top plate, toenail 12. Rim joist to top plate, toenail 8dat 6" (152mm)o.c. 13. Top plates, laps and intersections, face nail 2-16d 14. Continuous header, two pieces 16d at 16" (406 mm) o.c, along each edge 15. Ceiling joists to plate, toenail 3-E 16, Continuous header to stud, toenail 4-1 17. Ceiling joists, laps over partitions, face nai|3-16d 18. Ceiling joists to parallel rafters, face nail 3-16d 19. Rafter to plate, toenail 3-6 20. 1" (25 mm) brace 10 each stud and plate, face nail 21. 1" x 8" (25 mm x 203 mm) sheathing or less to each bearing, face nail 22. Wider than 1" X 8" (25 mm x 203 mm) sheathing to each bearing, face nail 3-S 23. Built-up corner studs 16d at 24" (610 mm) o.c. 24. Built-up girder and beams 20d at 32" (813 mm) o.c. at top and bottom and staggered 2-20d at ends and at each splice 25. 2" (51 mm) planks 26. Wood structural panels and particleboard2: Subfloor and wall sheathing (to framing):l/2" (12.7 mm) and less 'V32"-V(15mm-19mm)7/g"-I"(22 mm-25 mm) I1/g"-l1/4"(29mm-32mm) Combination subfloor-underlayment (lo framing):3/4" (19 mm) and less V-l" (22 mm-25 mm) l1/8"-l1/4"(29mm-32mm) 2-16d at each bearing 6d3 8d4 or 6d5 6d5 Sd* 10d4or8d5 27. Panel siding (to framing):2 Vj" (12.7 mm) or less5/s" (16 mm) 28, Fiberboard sheathing. 6d6 l/2" (12.7 mm)No. 11 ga.s 6d4 No. 16 ga.9 No. llga.8 8d4 No. 16 ga.9 29.Interior paneliag '/41' (6>4 mm)3/8" (9.5 mm) 4d10 'Common or box nails may be used except where otherwise stated. 2Naiis spaced at 6 inches (152 mm) on center at edges, 12 inches (305 mm) at intermediate supports except 6 inches (152 mm) at all supports where spans are 48 inches (1219 mm) or more. For nailing of wood structural panel and particleboard diaphragms and shear walls, refer to Sections 2315.3.3 and 2315.4. Nails for wall sheathing may be common, box or casing.3Common or deformed shank.4Common.5Deformed shank.6Corrosion-resistant siding or casing nails conforming to the requirements of Section 2304.3. 'Fasteners spaced 3 inches {76 mm) on center at exterior edges and 6 inches (152 mm) on center at intermediate supports. 'Corrosion-resistant roofing nails with 7/i6-inch-diameier (11 mm) head and l^-inch (38 mm) length for Vj-inch (12.7 mm) sheathing and l3/4-inch (44 mm) length for ^fo-inch (20 mm) shealhine conforming to the requirements of Section 2304.3.9Corro£iion- resist ant staples with nominal7/i6-inch (11 mm) crown and iVg-inch (29 mm) length for '/2-inch (12.7 mm) sheathing and iVi-inch (38 mm) length for "/32-inch (20 mm) sheathing conforming to the requirements of Section 2304.3.10Panel supports at 16 inches (406 mm) [20 inches (508 mm) if strength axis in the long direction of the panel, unless otherwise marked]. Casing or finish nails spaced 6 inches (152 mm) on panel edges, 12 inches (305 mm) at intermediate supports. "Panel supports at 24 inches (610 mm). Casing or finish nails spaced 6 inches (152 mm) on panel edges, 12 inches (305 mm) at intermediate supports. 1-212 JOI.TH&A, INC. Engineering and Code Consultants j*- .p 125 West Mission Ave. Suite 201 Ctteuuirttf - |_itf - o«l. Escondido, CA. 92025 f""" T" " O*TI, Tel.: (760) 746-5112, Fax: (760) 741-0480 te*«_ _ - SPECIFICATIONS/NOTES: GENERAL I 1 ALL DETAILS. SECTIONS AND NOTES SHOWN ON STRUCTURAL DRAWINGSARE; INTENDED TO BE TYPICAL AND SHALL APPLY TO SIMILAR SITUATIONSELSEWHERE U.N.O.2 ALL DESIGN AND CONSTRUCTION SHALL BE IN ACCORDANCE WtTH THELATEST ADOPTED EDITION OF THE UNIFORM BUILDING CODE.3 ALL OMISSIONS OR CONFLICTS BETWEEN THE VARIOUS ELEMENTS OF THEWORKING DRAWINGS AND/OR SPECIFICATIONS SHALL BE BROUGHT TO THEATTENTION OF THE ARCHITECT AND THE STRUCTURAL ENGINEER BEFOREPROCEEDING 'WITH ANY WORK INVOLVED.A CONTRACTOR TO PROVIDE ADEQUATE SHORING AND BRACING TO SUPPORTALL LOADS DURING CONSTRUCTION.3 DURING CONSTRUCTION AND PRIOR TO THE INCORPORATION OFi ALL CHAN- GES* REVISIONS* MODIFICATIONS AND/OR DEVIATIONS FROM THE STRUCTURAL DRAWINGS SHALL BE BROUGHT TO THE ATTENTION OFi AND OBTAIN APPROVAL FROM THE ARCHITECT* STRUCTURAL ENGINEER AND THE GOVERNING BUILDING DEPARTMENT. • LUMBER/FRAMINGl * 1 ALL 2X HORIZONTAL RF/CLG LUMBER TO BE MIN DF»2 U.N.O. 2 ALL 2X HORIZONTAL FUR LUMBER TO BE MIN DFW. U.N.O. 3 ALL *X 4 LARGER HORIZONTAL LUMBER TO BE MIN DF *1 U.N.O. A ALL GLULAMS TO BE DF/DF COMB 2*F-V4 DRY USE U.N.O. 3 ALL 2X VERTICAL LUMBER TO BE MIN DF »2 U.N.O. 6 ALL *X b LARGER VERTICAL LUMBER TO BE MIN DF»1 U.N.O. 7 ALL PLYUD TO BE MIN CD-CC STRUCT II OR CDX. 8 TYPICAL NAILING SCHEDULE AS PER UBC 23-P. ' 9 BUILT-UP BEAMS! DBL 2X MEMBRS TO BE FACE NAILED W/ MIN lid S 121 n OC STAGGERED TOP/BOT. 3 OR MORE 2X LAMINATIONS TO BE CONN W/ l/2in DIA MB & WASHER MIN fi 24in OC STAGGERED TOP/BOT * 2 EA END. 10 CARRY .ALL POSTS £i DBL STUDS DOWN TO FOUNDATIONS. BLOCK SOLID AS RE'J'D FOR FULL BRG 3 FLR LINES. ^ CONCRETE! 1 PROVIDE MINIMUM BAR COVERAGE OF 3in FOR CONCRETE CAST AGAINST EARTH.OR MINIMUM 21n FOR ALL FORMED CONCRETE. 2 £°«S,RETE AS PER AS™ C"130 'AGGREGATES PER ASTM C-33)» TYPICALPORTLAND CEMENT TYPE"3T USE GRADE 'C' MIX 1:2-l/2i3-l/2 W/ MAX 7-1/2 GAL WATER PER SACK OF CEMENT. TH&A,iNC.. Engineering and Code Consultants "fix 125 West Mission Ave. Suite 201 c*tcuuT»»y ili± DATE. Escondido, CA. 92025 gm^m •* DATE, Tel.: (760) 746-5112, Fax: (760) 741-0480 ,CALf CONCRETE: •1* ALL CONCRETE TO REACH MIN ULT COMPRESSIVE STRESS OF 2^00 PSI 3 28 DAYS U.N.O. MASONRY: - CONCRETE MASONRY UNITS TO BE NORMAL WEIGHT HOLLOW LOAD BEARING TYPE CONFORMING TO ASTM C-90. MASONRY UNITS SHALL BE CLEAN AND FREE OF ALL SUBSTANCE THAT MIGHT IMPAIR BOND AND SHALL BE STORED UNDER COVER ON THE JOB. ALL CONCRETE MASONRY UNITS TO BE GRADE N-II U.N.O. MIN COMPRESSIVE STRENGTH OF ALL MASONRY UNITS SHALL BE 1500 PSI. TYPICAL TYPE 'M' MORTAR: 1 PART CEMENT i 3-1/2 PARTS SAND, 1/4 PART LIME PUTTYi CONFORM W/ ASTM C-270. WATER CONTENT SHALL EE MIN RE&'D FOR WORKING CONSISTENCY. MIN 2000 PSI. GROUT MIX SHALL BE 1 PART CEMENT. i 3 PARTS SAND AND (OPTIONAL) 1/10 PART LIME PUTTY. ADD UP TO 2 PARTS PEA GRAVEL WHERE SPACES EXCEED 2in MIN. 28 DAY ULT STRENGTH OF GROUT SHALL BE 2000 PSI. USE SUFFICIENT WATER TO PRODUCE POURING CONSISTENCE W/0 SEGREGATION, RE INF STL: ALL REINF STL TO EE MIN ASTM-A615 GRADE 40 U.N.O. HELPED HinC I'lESM. ASTtl A1SS i UOC MIN 4X4 lllO/iilD U.N.O, nuLjii nir« ALL REINF BARS SHALL BE ACCURATELY & SECURELY PLACED BEFORE POURING CONG OR APPLYING MORTAR OR GROUT. STRUCT STL: 1 ALL STEEL TO CONFORM TO ASTM-A36 U.N.O. 2 DETAILING & FABRICATION PER AISC - LATEST EDITION. 3 ALL STEEL PIPES TO CONFORM TO ASTM A53 GRADE B U.N.O. A- FASTENERS : 1 ALL CONNECTORS NOTED TO BE SIMPSON OR EQUIVALENT. 2 ALL BOLTS TO BE MIN ASTM-A307. • 3 BOLT HOLES: MAX l/16in LARGER 'THAN BOLT DIA. A ALL BOLTS ERG ON WOOD TO USE M.I. WASHER UNDER HEAD & NUT. 5 LAG BOLTS: LEAD HOLES FOR SHANK TO BE SAME AS SHANK; THREADED PORTION TO BE 60-707. OF SHANK DIA. 6 ALL NAILS TO BE COMMON U.N.O. TH&A, INC. Engineering and Code Consultants OF. -r- \f 125 West Mission Ave, Suite 201 CALCULATE .Y \LjL DATE. Escondido, CA. 92025 CHICKEDBY OATE. Tel.: (760) 746-5112, Fax: (760) 741-0480 SCALE FASTENERS; 7 USE FULL NAILING/BOLTING a ALL CONNECTORS U.N.O. FOUNDATIONS: 1 PROVIDE MIN CODE REQUIREMENTS FOR ALL FOUNDATIONS U.N.O.2 ALL CONT/ISOLATED FTG3 TO BE PLACED MIN 12. in INTO COMPETENTERG SOIL OR BEDROCK.3 ACQUISITION OF A SOILS REPORT IS RECOMMENDED FOR ALL JOBS.IF NO SOILS REPORT IS AVAILABLE* ASSUM'D SOIL TYPE L ERG VALUEUSED IN CALCULATIONS ARE SUBJECT TO BUILDING DEPT APPROVAL.ENGR WILL NOT BE H^LD RESPONSIBLE FOR BLDG DEPT APPROVED VALUES.4 SEE FOUNDATION PLAN FOR ALLOWABLE SOIL BRG PRESSURE. RETAINING WALLS: 1 CONTRACTOR SHALL VERIFY ALL DIMENSIONS fc CONDITIONS ON THE JOB.2' RESPONSIBILITY FOR ACCURATELY DESCRIBING THE SITE CONDITIONSRESTS ON THE CLIENT. REVIEW CALCULATIONS IMMEDIATELY TO DETERMINEWHETHER CONSIDERATION WAS GIVEN IN WALL DESIGN FOR ADJACENT FTGiVEHICLE OR BACKSLOPE SURCHARGES. CONTACT THIS OFFICE IMMEDIATELYIF THESE IS ANY QUESTION REGARDING THIS MATTER.3 IF NO SOILS REPORT IS AVAILABLE* ASSUM'D SOIL TYPE t BRG VALUEUSED IN CALCULATIONS ARE SUBJECT TO BUILDING DEPT APPROVAL.4 VERIFY INSPECTION REQUIREMENTS W/ BLDG DEPT PRIOR TO CONSTR.5 SEE RETAINING WALL SCHEDULE FOR BLOCK INSPECTION REQUIREMENTS.6 ALL RETAINING WALL FTGS TO EXTEND MIN in INTO COMPETENT BRGSOIL AS DEFINED BY SOILS REPORT OR APPROVED STANDARD PRACTICE.RECOMMENDATIONS. OF SOILS REPORT TO SUPERCEDE THIS MIN REQUIREMENT7 BOTTOM OF PAD TO B-E MIN 5' FROM DAYLIGHT* MEASURED IN A HORI2DIRECTION FROM THE NEAREST BOTTOM EDGE OF PAD. 8 PROVIDE EITHER A MIN 12in x 12in GRAVEL POCKET 3 BASE OF WL WITH 4in DIA PVC PERFORATED DRAIN PIPE TO DAYLIGHT* OR MIN 2 SG> IN WEE? HOLES 3 BASE OF WALL STEM TO ADJACENT GRADE a 4Bin OC. 9 BACKFILLING SHALL NOT BE STARTED FOR AT LEAST2I DAYS AFTER THE FILLING OF THE CELLS WITH GROUT. 12 DO NOT BACKFILL UNTIL ALL WORK HAS PASSED REfc'D INSPECTIONS. BACKFILLING MUST BE THOROUGHLY TAMPED TO PREVENT FURTHER SETTLING. 11 IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO PROVIDE ALL SHORING DURING CONSTRUCTION AS RES'D. 12 ALL BACKFILL MATERIALS TO BE GRANULAR* i.e. SAND* GRAVELi OR . SOIL APPROVED BY PROJECT SOILS ENGINEER. OCEANSIDE TRUSS, INC, Specializing in Roof and Floor Trusses * COMMERCIAL * RESIDENTIAL * ROOM ADDITIONS * * COMPETITIVE PRICING * FREE AND PROMPT ESTIMATES 2847 Industry Street 760/722-7696 Oceanside, CA 92054 Fax 760/722-0438 DCEANSIDE TRUSS PAGE 82 3 3 •^- in -»-Ns s e=>w II CO O CM 3o3 oj a:CM nj CM CM <\l <y •*-« •»-« <j ~» in 9i-^ ^t -g: ^ C3 CU <V r^"2 .5/1 5-.OI ? Onj 50 ' 'S' «•- «* g' ffl fl B * S--S CampuTrus.inc. Manufacturing • Engineering * Computer Systems WARNINGS: 1, Read all General Notes and Warnings before construction of trusses. 2, Builder and erection contractor should be advised of all Genera! Nctes and Warnings before construction commences. 3. 1x3 compression web bracing must be installed where shown +. 4. Ail lateral force resisting elements such as temporary and permanent bracing, must be designed and provided by designer of complete structure. CompuTrus assumes no responsibil- ity for such bracing. '5. No lead should be applied to any component until after all bracing .and fasteners are complete, and at no time should any loads greater than design loads be applied to any component. 6. CompuTrus has no control ever and assumes no responsibility for the fabrication, handling, shipment and installation of components. 7. This design is furnished subject to the limitations en truss designs set forth by the Truss Plate Institute in "Bracing Wood Trusses, HIB-91", a copy of which will be furnished by CcmpuTrus upon request GENERAL NOTES, unless otherwise noted: I. Design to support loads as shown. ^2) Design assumes the top and bottom chords to be laterally braced at 2'-0" o.c. snd at 12'-Q" c.c. respectively. 3. 2x4 Impact bridging or lateral bracing required where shown + -K 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non-corrosive environment and are for "dry condition" of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. a. Plates shall be located an bath facss of truss, and placed so their canter lines coincide with icin; canter lines. 9. Digits indicate size of plate in inches. 10. For basic design values of the CompuTrus Plate, indicated by trie prefix "C", see I.C.S.O. R.R. 4211 II. Tne CompuTrus Net Section Plate is indicated by the'prefix "CN", the designator (18) indicated 16 ga. material is used. All ethers are 20 ga. General Notes: Bracing to top and bottom chords not required, provided the chord members are braced throughout their length by continuous sheathing. tfa DhOi Oiui en a* nBH £-• +OQ-TO-Z ii n ii DQ co en en ^ 1-1 r-E- r- CN (N"«- vo r- iP- ro (N - - (43 \O CO CDin 1/1o o a a o o » • r4 <-> H II * •* J J• • Cu Cbo o ca u II II -3 iJJ E- ^£ . . W W N IS!O Q M — IN C-» in m Ea K-EO-O llpim -H'iP|3;i32JJ33i££ ti ri-j » • K a01W Cu O. ft o o II II o a•*• oor* i-t w a * * o o 900 O O J J- • (*. ho o oa w' ' Q Q II II J J O O« OSm ai II CJ O r»> M ir 313 —. Q B 3 80-10-2 ST-EO-0 **H i1 ssl * kr!*! a &* a _O'— aW 01 r— r- r- r- o o o in -4 -Jhi b-, 64 W SI-EO-0n n » " o O, •*•?*• ii »-«e s s 2 £*" 6- P j- >c 33 Ea ££a* a. S <asw w u ST-EO-0 e n)<Uo «: - § lia 111<4? .al illliliis^iliSio ~ ™ u Q.-S „ o „ a_ • os s $ a S aCrt m 3 Dn ST-EO-0 S «r p» (N •»ffl in r- t-- inZ C* <N (N CVO* <B CD OO CD II II H II<-t e* m v ^t o O 4< r* io m r-co co co <c i [i•H <N m •» E- fn EH EH a 9 o o CD rH II (I II H .J d. BL. .ca ca Na Q i-. J-l (J O O — O O O ST-EO-0 *3iKfi3h3JR«B«5S~ 5'TEfi'gl g|S ?3;Si,-g 1iNcJ^Q BO cOfl-SQU-PiT-oi1 (}"-<M' H-»iri to pjn uiii ~ mc\ COvoo aa CO OCEANSIDE TRUSS PAGE 83 \ 8 5 >& •!» •- 1^* M *4 1,8 ii S * a s 3 — ^ ^. 33 o _ N K •< 00 ? 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IU LL LL ILL LU LU IL,™ a o a o >a e• '' ui in a ia o c"^ -T- to las 01 •»IT c c C OCHI ~ UJ " C ^L VI ri VI za otu_l LUUJa c\ r- «o10 O\ r^«n (-; >0 vi O r-'r* -rii n it IU 1-1 m — i i .^ V u «UI M X XV) r*i « n r(D aicn£ u> O x' a UJ -4• LU Uw toua <DOI i 5 UJ .. < UJa a CERTIFICATE OF COMPLIANCE: RESIDENTIAL Page 1 CF-1R ******* *v6.01******** Date. .02/20/05 10:13:10Project Title Erwin Addition Project Address 1196 Abelia Avenue Carlsbad, CA. Documentation Author... Michelle Hoang TH & A, Inc. 125 West Mission Ave, Ste 201 Escondido, CA 92025 760-746-5112 Climate Zone 07 Compliance Method MICROPAS6 v6.01 for 2001 Standards by Enercomp, Inc. Building Permit # Plan Check / Date Field Check/ Date MICROPAS6 V6.01 File-ERWIN Wth-CTZ07S92 Program-FORM CF-1R User#-MP2l29 User-TH & A, Inc. Run-Erwin GENERAL INFORMATION Conditioned Floor Area 671 sf Building Type Single Family Detached Construction Type New Building Front Orientation. Front Facing 180 deg (S Number of Dwelling Units... 0.2 Number of Stories 2 Floor Construction Type.... Slab On Grade Glazing Percentage 39.8 % of floor area Average Glazing U-factor... 0.42 Btu/hr-sf-F Average Glazing SHGC 0.54 Average Ceiling Height 9 ft BUILDING SHELL INSULATION Component Frame Cavity Sheathing Total Assembly Type Type R-value R-value R-value U-factor Location/Comments Wall Roof Wood R-13 R-0 R-13 Wood R-30 R-0 R-30 FENESTRATION 0.088 0.036 Attic Orientation Window Window Window Window Window Window Door Door Window Window Door Skylight Back Back Back Back Right Right Right Left Left Left Left Horz (N) (N) (N) (N) (E) (E) (E) (W) CW) (W) <W) Area (sf) 10 30 24 36 40 15 20 20 8 31 16 16 .0 .0 .0 .0 .5 .0 .0 .0 .0 .5 .0 .0 u- Factor SHGC 0 0 0 0 0 0 0 0 0 0 0 0 .400 .400 .400 .400 .400 .400 .400 .400 .400 .400 .400 .680 0 0 0 0 0 0 0 0 0 0 0 0 .550 .530 .530 .530 .530 .530 .530 .530 .550 .530 .530 .670 Interior Shading Standard Standard Standard Standard Standard Standard Standard Standard Standard Standard Standard None Exterior Shading Standard Standard Standard Standard Standard Standard Standard Standard Standard Standard Standard None Over- hang/ Fins None None None None None None None None None None None None r r r ! r r r ri r Geotechnical Update, Foundation Plan Review, and Response to the City of Carlsbad Plan Review Comments, 1196 Abelia Avenue, Lot 104 of Sea Breeze, Carlsbad Tract No. 91-12, Carlsbad, California r Prepared for:r Ms. Sabrina Erwin 1196 Abelia Avenue Carlsbad, California 92009 r t Project No. 871045-014 April 18, 2005 *•* I *•« M * *•* IM *» W« *>* A*»**rf**kl**ll^^ Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY April 18,2005 Project No. 871045-014 To: Ms. Sabrina Erwin 1196 Abelia Avenue Carlsbad, California 92009 Subject: Geotechnical Update, Foundation Plan Review, and Response to the City of Carlsbad Plan Review Comments, 1196 Abelia Avenue, Lot 104 of Sea Breeze, Carlsbad Tract No. 91-12, Carlsbad, California Introduction In accordance with your request and authorization, this report has been prepared to provide an updated summary of the geotechnical conditions and to provide foundation design recommendations relative to Lot 104 of the Sea Breeze Subdivision, located at 1196 Abelia Avenue in Carlsbad, California. The purpose of our geotechnical update evaluation is to review the existing site conditions and the project geotechnical report (Leighton, 1997) applicable to the geotechnical conditions on the lot, and to provide additional geotechnical recommendations (including foundation design considerations) for the proposed addition to the existing residential structure on the lot. As part of our update evaluation, we have also reviewed the structural foundation plans prepared by McArdle Associates Architects, dated February 3, 2005 (McArdle, 2005) and provided our response to the City of Carlsbad review comments (EsGil, 2005) concerning the geotechnical aspects of the foundation plans in this report. Proposed Development Based on our understanding, the proposed improvement to the residential structure on Lot 104 will consist of a two-story addition to the rear of the structure. We also understand that while the foundation of the existing residence consists of a post-tension foundation, the addition will be constructed with a conventionally reinforced foundation. 3934 Murphy Canyon Road, Suite B205 • San Diego, CA 92123-4425 858.292.8030 » Fax 858.292.0771 « www.leightongeo.com 871045-014 Faulting/Seismicitv Our discussion of faults on the site is prefaced with a discussion of California legislation and policies concerning the classification and land-use criteria associated with faults. By definition of the California Mining and Geology Board, an active fault is a fault that has had surface displacement within Holocene time (about the last 11,000 years). The state geologist has defined a potentially active fault as any fault considered to have been active during Quaternary time (last 1,600,000 years). This definition is used in delineating Earthquake Fault Zones as mandated by the Alquist-Priolo Earthquake Fault Zones Act of 1972 and as most recently revised in 1997 (Hart, 1997). The intent of this act is to assure that unwise urban development and certain habitable structures do not occur across the traces of active faults. The subject site is not included within any Earthquake Fault Zones as created by the Alquist-Priolo Act. Our review of available geologic literature indicates that there are no known major active faults on or in the immediate vicinity of the site (Appendix A). The nearest known active regional fault is the Rose Canyon Fault Zone located approximately 4.3 miles (6.9 kilometers) west of the site (Blake, 2000). The site can be considered to lie within a seismically active region, as can all of Southern California. Table 1 identifies potential seismic events that could be produced by the maximum moment magnitude earthquake. A maximum moment magnitude earthquake is the maximum expectable earthquake given the known tectonic framework. Site-specific seismic parameters included in Table 1 are the distances to the causative faults, earthquake magnitudes, and expected ground accelerations as generated by the deterministic fault modeling software EQFault. The peak ground accelerations reported in Table 1 were obtained by averaging the results from the Boore (1997) attenuation equations for rock and soil sites. Summary printouts of the deterministic analyses are provided in Appendix B of this report. The principal seismic considerations for most structures in southern California are surface rupturing of fault traces and damage caused by ground shaking or seismically induced ground settlement. Because of the lack of known active faults on the site, the potential for surface rupture at the site is considered low. The seismic hazard most likely to impact the site is ground-shaking resulting from an earthquake on one of the major regional faults. The effects of seismic shaking can be reduced by adhering to the most recent edition of the California Building Code and design parameters of the Structural Engineers Association of California. -2- Leighton 871045-014 Table 1 Deterministic Seismic Hazard Analysis Potential Causative Fault/Fault Zone Rose Canyon Newport - Inglewood Coronado Bank Elsinore-Julian Distance from Fault to Site(!) (miles) 4.3 7.8 20.1 25.2 Slip Rate(2) (mm/yr) 1.5 1.5 3.0 5.0 Maximum Moment Magnitude (1) (Mw) 7.2 7.2 7.6 7.1 Horizontal Ground Acceleration at Mean Confidence ' (g) 0.40 0.27 0.18 0.12 Standard Deviation (g) 0.27 0.18 0.12 0.08 (l) Blake, 2000 (2)CDMG, 1996 Secondary effects that can be associated with severe ground shaking following a relatively large earthquake include shallow ground rupture, soil liquefaction, and dynamic settlement. Liquefaction of cohesionless soils can be caused by strong vibratory motion due to earthquakes. Research and historical data indicate that loose granular soils underlain by a near-surface ground water table are most susceptible to liquefaction, while the stability of most silty clays and clays is not adversely affected by vibratory motion. Because of the relatively dense nature of the underlying fill and formational material and lack of a shallow permanent groundwater table, it is our opinion that the potential for liquefaction or seismically induced dynamic settlement at the site due to the design earthquake is very low. Hazards from seiches and tsunamis are not present as the site is located away from the immediate coastal area and there are no large standing bodies of water near the site. Findings and Conclusions On April 13, 2005, a representative of Leighton and Associates performed a site visit to observe the existing geotechnical conditions of the site. Based on our site visit and review of the project geotechnical report (Leighton, 1997), the subject lot has not significantly changed since the completion of the rough and fine grading. The following items were noted: • The building pad of the lot was graded at an approximate elevation of 211.2 feet mean sea level (msl). Minor fill slopes (up to approximately 2 feet in height) are present on the north, east, and west sides of the lot. Existing improvements on the lot where the proposed addition will be constructed consist of a concrete patio and grass lawn. -3- Leighton 871045-014 • Lot 104 was graded as a fill lot. Up to approximately 15 feet of fill is present on the lot. The estimated fill thickness differential on the lot is less than 1 to 2 feet (Leighton, 1997). Quaternary terrace deposits are present beneath the fill soils. • The lot has been graded in accordance with the recommendations of the project geotechnical reports, field recommendations made during the course of grading, and the City of Carlsbad requirements (Leighton, 1997). • No groundwater was not encountered or observed during the fine and rough grading operations (Leighton, 1997) nor was any observed during our current update evaluation. • Based on the laboratory testing of the representative finish grade soils on the lot (Leighton, 1997), the expansion potential of Lot 104 is considered very low (an expansion index less than 20 per Uniform Building Code [UBC] Test 18-2). In addition, the soluble sulfate content of the finish grade soils on the lot is considered negligible (based on UBC Section 19-A-3). • The closest active fault to the site is the Rose Canyon Fault Zone located 4.3 miles to the west. • Based on our previous observation during site grading (Leighton, 1997), the liquefaction or seismically induced dynamic settlement potential at the site is considered very low. In conclusion, it is our opinion that Lot 104 of the Sea Breeze Subdivision (1196 Abelia Avenue) is suitable for the intended residential use provided the appropriate recommendations of the As- graded Report of Rough and Fine Grading (Leighton, 1997) and the recommendations presented herein are incorporated into the design and construction of the proposed addition. Recommendations Based on our update evaluation, it is our opinion that the conclusions and recommendations presented in the project as-graded geotechnical report (Leighton, 1997) are still considered applicable and along with the addendum recommendations presented herein should be followed during the design and construction of the proposed addition. 1) Conventionally-Reinforced Foundation Design Based on our review of the existing as-graded geotechnical conditions of the site, the finish grade soils of the lot are in the very low expansive range. Therefore, the proposed addition may be constructed with a conventional foundation assuming very low expansive soils. Please note that our recommendations are considered minimum criteria for the structural integrity of the foundation. That is, in utilizing these recommendations, foundation deflections should be within tolerable structural limits. The structural engineer/architect should review these recommendations to ensure that the foundation is designed for the Leighton 871045-014 acceptable deflection of the structure. The conventionally reinforced foundation should be designed and constructed in accordance with the recommendations contained in Table 2 based on a very low expansion potential. Table 2 Minimum Foundation And Slab Design Recommendations For A Conventionally Reinforced Foundation UBC Expansion Index less than 20 Very Low Expansion 2-Story Footings (See Hotel) All footings 18 inches deep. Reinforcement for continuous footings: two No. 5 bar top and bottom. Minimum Footing Width Continuous: 12 inches for 1-story. Continuous: 15 inches for 2-story. Isolated column: 24 inches (18 inches deep minimum). Living Area Floor Slabs (See Notes 3,4 and 6) Minimum 4 inch thick slab with No. 3 bars @ 18 inches on center, each way (at midheight) on 2 inches clean sand over 6-mil plastic sheeting moisture barrier over 2 inches clean sand. Presoaking of Living Area (see note) Optimum moisture content to a depth of 6 inches. Allowable Bearing Capacity 2,000 pounds per square foot {one-third increase for short term loading). Expected Foundation Deflection:1/2 inch in 50 feet. Notes: (I) (2) (3) (4) (5) (6) Depth of interior or exterior footing to be measured from lowest adjacent finish grade or drainage swale flow line elevation. The base of the grade beam should be at the same elevation as that of the adjoining footings. Living area slabs should be tied to the footings as directed by the structural engineer. 6-mil plastic sheeting is acceptable. Equivalents are acceptable. All laps and penetrations should be sealed. Sand base should have a Sand Equivalent of 30 or greater (e.g. washed concrete sand) The recommendations presented above assume that proper maintenance irrigation and drainage are maintained around the structure. The vapor barrier recommended in Table 2 should be sealed at all penetrations and laps. Moisture vapor transmission may be additionally reduced by use of concrete additives. Moisture barriers can retard but not eliminate moisture vapor movement from the underlying soils up through the slabs. We recommend that the floor covering installer test the moisture vapor flux rate prior to attempting applications of the flooring. "Breathable" floor coverings should be -5- Leighton 871045-014 considered if the vapor flux rates are high. A slip-sheet or equivalent should be utilized above the concrete slab if crack-sensitive floor coverings (such as ceramic tiles, etc.) are to be placed directly on the concrete slab. Our experience indicates that use of reinforcement in slabs and foundations will generally reduce the potential for drying and shrinkage cracking. However, some cracking should be expected as the concrete cures. Minor cracking is considered normal; however, it is often aggravated by a high water content, high concrete temperature at the time of placement, small nominal aggregate size, and rapid moisture loss due to hot, dry and/or windy weather conditions during placement and curing. Cracking due to temperature and moisture fluctuations can also be expected. The use of low water content concrete can reduce the potential for shrinkage cracking. The slab subgrade soils underlying the conventional foundation systems should be presoaked, as indicated in Section 2 below, prior to placement of the moisture barrier and slab concrete. 2) Slab Subqrade Moisture Conditioning The slab subgrade soils underlying the conventional foundation system should be presoaked in accordance with the recommendations presented in Table 3 prior to placement of the moisture barrier and slab concrete. The subgrade soil moisture content should be checked by a representative of Leighton and Associates prior to slab construction. Table 3 Presoaking Recommendations Based on Finish Grade Soil Expansion Potential Expansion Potential (UBC18-I-B) Very Low Presoaking Recommendations Optimum moisture content to a depth of at least 6 inches 3) Seismic Design Parameters The site lies within Seismic Zone 4, as defined in the CBSC, 2001 edition. The nearest known active fault is the Rose Canyon Fault Zone, which is considered a Type B seismic source and is located approximately 4 miles (approximately 6.5 kilometers) west of the site. The following data should be considered for the seismic analysis of the proposed structures: -6- Leighton 871045-014 Soil Profile Type (Table 16A-J) - SD Seismic Zone (Figure 16A-2), Z = 0.4 Slip Rate, SR, (Table 16A-U) - 1.5 mm per year (CDMG, 1996), based on the Rose Canyon Fault Zone Maximum Magnitude: 7.2 Seismic Source Type (Table 16A-U) = B Near Source Factor Na = 1.0 (Table 16A-S) Near Source Factor Nv = 1.1 (Table 16A-T) 4) Cement Type for Construction Tests performed on a representative sample of the finish grade soils on the lot (Leighton, 1997), indicate the soluble sulfate content of the finish grade soils are considered negligible based on California Building Code criteria. Therefore, concrete in contact with the onsite soil should comply with 2001 CBSC Table 19A-A-4 and maintain concrete/water cement ratio of less than 0.5. 5) Control of Surface Water and Drainage Control Surface drainage should be carefully taken into consideration during precise grading, landscaping, and construction. Positive drainage (e.g., roof gutters, downspouts, area drain, etc.) should be provided to direct surface water away from the structure and towards the street or suitable drainage devices. Ponding of water adjacent to the structure should be avoided; roof gutters, downspouts, and area drains should be aligned so as to transport surface water to a minimum distance of 5 feet away from the structure. The performance of structural foundation is dependent upon maintaining adequate surface drainage away from the structure. Water should be transported off the site in approved drainage devices or unobstructed swales. We recommend that the minimum flow gradient for the drainage be 1 percent for area drains and paved drainage swales and 2 percent for unpaved drainage swales and within 5 feet of structures (sloping away). Unpaved swales may have a minimum flow gradient of 1 percent if used in conjunction with area drains; however, swales with only 1 percent gradient should not be constructed within 5 feet of buildings. In places where the prospect of maintaining the minimum recommended gradient for the drainage swales and the construction of additional area drains is not feasible, provisions for specific recommendations to the homeowners may be necessary, outlining the importance of maintaining positive drainage to streets. The impact of heavy irrigation or inadequate runoff gradient can create perched water conditions, resulting in seepage or shallow groundwater conditions where previously none existed. Maintaining adequate surface drainage and controlled irrigation will significantly reduce the potential for nuisance-type moisture problems. To reduce differential earth movements such as heaving and shrinkage due to the change in moisture content of foundation soils, which may cause distress to a residential structure and improvements, moisture content of -7- Leighton 871045-014 the soils surrounding the structure should be kept as relatively constant as possible. 6) Construction Observation and Testing Construction observation and/or testing should be performed by the geotechnical consultant during excavation of the foundation at the site. Additionally, the footing excavations should be observed and moisture determination tests of the subgrade soils should be performed by the geotechnical consultant prior to the pouring of the concrete. Foundation Plan Review As part of our update evaluation we have reviewed the preliminary foundation plans for the project prepared by McArdle Associates Architects, dated February 3, 2005 (McArdle, 2005). Based on our review of the foundation plans and project geotechnical report (Appendix A), the foundation plans appear to have been prepared in accordance with the project geotechnical recommendations. Response to the City of Carlsbad Plan Review Comments As part of our update evaluation for the project, the following addresses the City of Carlsbad foundation plan check review comments relative to the project. Our response to the plan check review comment item numbers 12 through 17 of Plan Check No. 05-0735, dated March 24, 2005 (relative to geotechnical aspects of the proposed foundations at the site) are provided below: Item No. 12; Provide a copy of the project soil report prepared by a California licensed architect or civil engineer. The report shall include foundation design recommendations based on the engineer's findings and shall comply -with UBC Section 1804. Our foundation design recommendations are presented in this report on Pages 4 through 7. Item No. 13; In Seismic Zone 4, each site shall be assigned a near-source factor. Identify this value in the soils report and on the plans. Section 1629.4.2 The near-source factors, as well as, other UBC/CBC seismic criteria are presented in this report on Page 7. The near source factors should be indicated on the foundation plans. Item No. 14; Investigate the potential for seismically induced soil liquefaction and soil instability in Seismic Zones 3 and 4. This does not apply to detached, single-story dwellings. Section 1804.5 -8- Leighton 871045-014 Due to the lack of a permanent shallow ground water table within the site and the relatively dense nature of the existing compacted fill soils, it is our opinion that the liquefaction potential of these soils is considered very low provided the recommendations presented in the project soils report (Leighton, 1997) and herein are followed. Item No. 15; Note on the plan the soil classification, whether or not the soil is expansive and note the allowable bearing value. Section 1804.3. Based on laboratory testing of the finish grade soils on the lot during the rough and fine grading operations, the on-site soils have a very low expansion potential. The allowable bearing value utilized for the project should be a maximum of 2,000 pounds per square foot (psf). Item No. 16; If the soils engineer would recommend that he/she review the foundation excavations, please 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 backfill and compacted; and c) The foundation excavations, the soils expansive characteristics and bearing capacity conform to the soils report. " Findings, conclusions and recommendations (if necessary) concerning the above mentioned items will be documented by a representative of Leighton prior to the placement of the foundation concrete and will be provided to the building official. 4 Item No. 17; Provide a letter from the soils engineer confirming that the foundation plan, grading plan and specifications have been reviewed and that it has been determined that the recommendations in the soils report are properly incorporated into the construction documents (when required by the soil report). The comments concerning our geotechnical review of the foundation plans for the project (McArdle, 2005) are provided on Page 8 of this report. Limitations The conclusions and recommendations in this report are based in part upon data that were obtained from a limited number of observations, site visits, excavations, samples, and/or tests. Such information is by necessity incomplete. The nature of many sites is such that differing geotechnical or geological conditions can occur within small distances and under varying climatic conditions. Changes in subsurface conditions can and do occur over time. Therefore, -9- Leighton 871045-014 the findings, conclusions, and recommendations presented in this report can be relied upon only if Leighton has the opportunity to observe the subsurface conditions during grading and construction of the project, in order to confirm that our preliminary findings are representative for the site. If you have any questions regarding our report, please contact this office. We appreciate this opportunity to be of service. Respectfully submitted, LEIGHTON AND ASSOCIATES, INC. William D. Olson, RCE 45283 Senior Project Engineer Randall K. Wagner, CEG 1612 Senior Associate Attachments: Appendix A - References Appendix B - Seismic Analysis Distribution: (2) Addressee (3) McArdle Associates Architects, Attention: Mr. Kirk Moeller (1) TH&A, Inc., Attention: Mr. Trang Huynh -10- Leighton 871045-014 APPENDIX A References Blake, 2000, EQFAULT, Version 3.00. California Building Standards Commission (CBSC), 2001, California Building Code, Volumes 1 and 2. California Division of Mines and Geology (CDMG), 1996, Probabilistic Seismic Hazard Assessment for the State of California, Open File Report 96-08. — —, 1997, Guidelines for Evaluating and Mitigating Seismic Hazards in California, Special Publication 117, March 13, 1997. , 1998, Maps of Known Active Faults Near-Surface Zones in California and Adjacent Portions of Nevada, February 1998. EsGil Corporation, 2005, Foundation Plan Review, 1196 Abelia Avenue, Carlsbad, Plan Check No. 05-0735, dated March 24, 2005. Hart, E.W., 1997, Fault-Rupture Hazard Zones in California, Alquist-Priolo Special Studies Zones Act of 1972 with Index to Special Studies Zones Maps: Department of Conservation, Division of Mines and Geology, Special Publication 42. International Conference of Building Officials (ICBO), 1997, Uniform Building Code, Volume I - Administrative, Fire- and Life-Safety, and Field Inspection Provisions, Volume II - Structural Engineering Design Provisions, and Volume III - Material, Testing and Installation Provision, ICBO. Jennings, C.W., 1994, Fault Activity Map of California and Adjacent Areas; California Division of Mines and Geology, Geologic Data Map 6, Scale 1:750,000. Leighton and Associates, Inc., 1997, As-Graded Report of Rough- and Fine-Grading, Lots 97 through 159 and 164 through 188, Sea Breeze, Carlsbad Tract No. 91-12, Carlsbad, California, Project No. 4871045-008, dated January 6, 1997. McArdle Associates Architects, 2005, Structural Foundation Plans, Erwin Residence, 1196 Abelia Avenue, Carlsbad, California, Sheets S-l through S-4, SD-1, GN-1, and GN-2, dated February 3, 2005. A-l CALIFORNIA FAULT MAP Erwin Residence -5 -15 — -20 230 235 240 245 250 255 260 265 270 275 280 ************************+ * * EQFAULT * * * * Version 3.00 * * * ****-*•******•*•*•*•******** + DETERMINISTIC ESTIMATION OF PEAK ACCELERATION FROM DIGITIZED FAULTS JOB NUMBER: DATE: 04-15-2005 JOB NAME: Erwin Residence CALCULATION NAME: Erwinl FAULT-DATA-FILE NAME: C:\Program Files\EQ_FAULTl\CGSFLTE.DAT SITE COORDINATES: SITE LATITUDE: 33.1083 SITE LONGITUDE: 117.3060 SEARCH RADIUS: 100 mi ATTENUATION RELATION: 6) Boore et al. (1997) Horiz. - Vs = 400 m/s UNCERTAINTY (M=Median, S=Sigma): M Number of Sigmas: 0.0 DISTANCE MEASURE: cd_2drp SCOND: 0 Basement Depth: 5.00 km Campbell SSR: Campbell SHR: COMPUTE PEAK HORIZONTAL ACCELERATION FAULT-DATA FILE USED: C:\Program Files\EQFAULTl\CGSFLTE.DAT MINIMUM DEPTH VALUE (km): 0.0 EQFAULT SUMMARY DETERMINISTIC SITE PARAMETERS Page 1 ABBREVIATED FAULT NAME ROSE CANYON NEWPORT-INGLEWOOD (Offshore) CORONADO BANK ELSINORE (JULIAN) ELSINORE (TEMECULA) ELSINORE (GLEN IVY) PALOS VERDES SAN JOAQUIN HILLS EARTHQUAKE VALLEY SAN JACINTO-ANZA SAN JACINTO-SAN JACINTO VALLEY NEWPORT-INGLEWOOD (L. A. Basin) CHINO-CENTRAL AVE . (Elsinore) SAN JACINTO-COYOTE CREEK WHITTIER ELSINORE (COYOTE MOUNTAIN) SAN JACINTO-SAN BERNARDINO SAN JACINTO - BORREGO PUENTE HILLS BLIND THRUST SAN ANDREAS - San Bernardino M-l SAN ANDREAS - Whole M-la SAN ANDREAS - SB-Coach. M-lb-2 SAN ANDREAS - SB-Coach. M-2b SAN JOSE PINTO MOUNTAIN CUCAMONGA SAN ANDREAS - Coachella M-lc-5 SIERRA MADRE NORTH FRONTAL FAULT ZONE (West) BURNT MTN. SUPERSTITION MTN. (San Jacintoj CLEGHORN UPPER ELYSIAN PARK BLIND THRUST EUREKA PEAK NORTH FRONTAL FAULT ZONE (East) SAN ANDREAS - Cho-Moj M-lb-1 SAN ANDREAS - 1857 Rupture M-2a SAN ANDREAS - Mojave M-lc-3 RAYMOND CLAMSHELL-SAWPIT rtr rr\UA J_ivjrti t, DISTANCE MAXIMUM PEAK mi (km) EARTHQUAKE SITE MAG. (Mw) | ACCEL, g 4.3( 1 Q '' i G \ 20. 1( 25.2 ( 25. 2( 37. 0( 38. 6( 38. 8( 42.31 48. 0( 49. 1( 49. 6( 50. 7( 52. 1( 55. 0( 55. 6 ( 62. 9 ( 64. 7( 65. 2( 68. 0( 68. 0( 68. 0( 68. 0( 71. 8( 73. 7( 73. 8( 74. 2( 74. 5( 77. 5( 77. 9( 80. 5( 80. 7( 80. 7( 81. 2( 82. 0( 82. 4 ( 82. 4{ 82. 4( 83. 0( 83.9! 6. 12. 32. 40. 40. 59. 62. 62. 68. 77. 79. 79. 81. 83. 88. 89. 101. 104. 105. 109. 109. 109. 109. 115. 118. 118. 119. 119. 124. 125. 129. 129. 129. 130. 132. 132. 132. 132. 133. 135. 9) 6) 3) ! 5) 5) 6) 1) 4) 0) 2) 0) 9) 6) 8) 5) 4) 1 2) 1) 0) 4) 4) 4) 4) 5) 6) 8) 4) 9) 7) 4) 5) 8) 9) 1 6) 0) 6) 6) 6) 5) 0) 7. 7. 7. 7. 6. 6. 7. 6. 6. 7. 6. 7. 6. 6. 6. 6. 6. 6. 7. 7. a. 7. 7. 6. 7. 6. 7. 7. 7. 6. 6. 6. 6. 6. 6. 7. 7. 7. 6. 6. 2 1 6 1 8 8 3 6 5 2 9 1 7 6 8 8 7 6 1 5 0 7 7 4 2 9 2 2 2 5 6 5 4 4 7 8 8 4 5 5 1 0. 1 0. 0. I 0. 0. 0. 1 0. 0. ! 0- 0. 0. 0. 0. 1 0. 0. 0. 0. 0. 1 0. 0. 1 0. 1 0. 0. 1 0. 1 0. ! 0. 0. 1 0. 0. 1 0. 1 0. 1 0. 1 0. 1 0- 1 0. 1 0. 0. 1 0. 1 0. 1 0. 401 270 179 116 099 073 093 078 057 074 062 069 066 051 054 054 046 043 068 066 086 074 074 043 053 055 053 064 062 035 036 034 040 032 046 067 067 054 041 040 EST, SITE INTENSITY MO D.MERC. X IX VIII VII VII VII VII VII VI VII VI VI VI VI VI VI VI VI VI VI VII VII VII VI VI VI VI VI VI V V V V V VI VI VI VI V V DETERMINISTIC SITE PARAMETERS 1 7\ T-TiT>f~\^J Tf-/\f\ rpTi ABBREVIATED f\ c r r,i_i A J. i'if\ l il, DISTANCE FAULT NAME I mi ELMORE RANCH SUPERSTITION HILLS (San Jacinto) VERDUGO LACUNA SALADA HOLLYWOOD LANDERS 84.2 1 85 .2 ( 86. 1( 86.61 88. 0( 88.7 ( HELENDALE - S. LOCKHARDT I 90.81 SANTA MONICA BRAWLEY SEISMIC ZONE LENWOOD-LOCKHART-OLD WOMAN SPRGS MALIBU COAST JOHNSON VALLEY (Northern) 92. If 94. 0( 94.4 ( 95.4 ( 96. 6( EMERSON So. - COPPER MTN. ) 97. 2 ( SIERRA MADRE (San Fernando) I 99. 0( NORTHRIDGE (E. Oak Ridge)99.1 ( 1km) 135. 137. 138. 139. 141. 142. 146. 148. 151. 151. 153. 155. 156. 159. 159. ESTIMATED MAX. EARTHQUAKE EVENT MAXIMUM I EARTHQUAKE 5) 1) 5) MAG. (Mw) 6.6 6.6 6.9 3)1 7.0 6) 8) 1) 2) 3) 9) 5) 5) 5) 3) 5) •if * -j 6.4 7.3 7.3 6.6 6.4 7.5 6.7 6.7 7.0 6.7 7.0 PEAK SITE EST. SITE INTENSITY ACCEL, g | MOD. MERC. 0.035 0.035 0.049 0.042 0.037 0.049 0.048 0.040 0.029 0.051 0.041 0.033 0.039 0.040 0.046 V V VI VI V VI VI V V VI V V V V VI -END OF SEARCH- THE ROSE CANYON 55 FAULTS FOUND WITHIN THE SPECIFIED SEARCH RADIUS. FAULT IS CLOSEST TO THE SITE. IT IS ABOUT 4.3 MILES (6.9 km) AWAY. LARGEST MAXIMUM-EARTHQUAKE SITE ACCELERATION: 0.4006 g ***************-*•**** + ** * * * EQFAULT * * * * Version 3.00 * * * **** + •*•-*********-*•*****•** DETERMINISTIC ESTIMATION OF PEAK ACCELERATION FROM DIGITIZED FAULTS JOB NUMBER: DATE: 04-15-2005 JOB NAME: Erwin Residence CALCULATION NAME: Erwin2 FAULT-DATA-FILE NAME: C:\Program Files\EQFAULTl\CGSFLTE.DAT SITE COORDINATES: SITE LATITUDE: 33.1083 SITE LONGITUDE: 117.3060 SEARCH RADIUS: 100 mi ATTENUATION RELATION: 6) Boore et al. (1997) Horiz. - Vs = 400 m/s UNCERTAINTY (M=Median, S=Sigma): S Number of Sigmas: 1.0 DISTANCE MEASURE: cd__2drp SCOND: 0 Basement Depth: 5.00 km Campbell SSR: Campbell SHR: COMPUTE PEAK HORIZONTAL ACCELERATION FAULT-DATA FILE USED: C:\Program Files\EQFAULTl\CGSFLTE.DAT MINIMUM DEPTH VALUE (km): 0.0 EQFAULT SUMMARY DETERMINISTIC SITE PARAMETERS Page 1 ESTIMATED MAX. EARTHQUAKE EVENT ABBREVIATED I FAULT NAME j ROSE CANYON I NEWPORT- INGLEWOOD (Offshore) CORONADO BANK ELSINORE (JULIAN) | ELSINORE (TEMECULA) ] ELSINORE (GLEN IVY) PALOS VERDES SAN JOAQUIN HILLS I EARTHQUAKE VALLEY | SAN JACINTO-ANZA SAN JACINTO-SAN JACINTO VALLEY NEWPORT-INGLEWOOD (L. A. Basin) | CHINO-CENTRAL AVE . (Elsinore) SAN JACINTO-COYOTE CREEK WHITTIER I ELSINORE (COYOTE MOUNTAIN) I SAN JACINTO-SAN BERNARDINO SAN JACINTO - BORREGO PUENTE HILLS BLIND THRUST I SAN ANDREAS - San Bernardino M-l SAN ANDREAS - Whole M-la SAN ANDREAS - SB-Coach. M-lb-2 I SAN ANDREAS - SB-Coach. M-2b | SAN JOSE PINTO MOUNTAIN I CUCAMONGA I SAN ANDREAS - Coachella M-lc-5 SIERRA MADRE NORTH FRONTAL FAULT ZONE (West) | BURNT MTN. SUPERSTITION MTN. (San Jacinto) CLEGHORN I UPPER ELYSIAN PARK BLIND THRUST I EUREKA PEAK NORTH FRONTAL FAULT ZONE (East) SAN ANDREAS - Cho-Moj M-lb-1 1 SAN ANDREAS - 1857 Rupture M-2a SAN ANDREAS - Mojave M-lc-3 RAYMOND 1 CLAMSHELL-SAWPIT I rtr ri^A-Li-mic. DISTANCE mi (km) 4. 7. 20. 25. 25. 37. 38. 38. 42. 48. 49. 49. 50. 52. 55. 55. 62. 64. 65. 68. 68. 68. 68. 71. 73. 73. 74. 74. 77. 77. 80. 80. 80. 81. 82. 82. 82. 82. 83. 83. 3( 8( 1 ( 2( 2( 0{ 6( 8( 3( 0( K 6( 7( K 0( 6( 9( 7( 2( 0( 0( 0( Of 8( 7( 8( 2( 5( 5( 9( 5( 7( 7( 2( 0( 4( 4( 4( 0( 9( 6. 12. 32. 40. 40. 59. 62. 62. 68. 77. 79. 79. 81. 83. 88. 89. 101. 104. 105. 109. 109. 109. 109. 115. 118. 118. 119. 119. 124. 125. 129. 129. 129. 130. 132. 132. 132. 132. 133. 135. MAXIMUM PEAK EARTHQUAKE SITE MAG. (Mw) ACCEL, g 9) 7. 6) 7. 3) 7. 5) 5) 6) 1) 4) 0) 2) 0) 9) 6) 8} 5) 4) 2) 1) 0) 4) 4) 4) 4) 5) 6) 8) 4) 9) 7) 4) 5) 8) 9) 6) 0) 6) 6) 6) 5) 0) 7. 6. 6. 7. 6. 6. 7. 6. 7. 6. 6. 6. 6. 6. 6. 7. 7. 8. 7. 7. 6. 7. 6. 7. 7. 7. 6. 6. 6. 6. 6. 6. 7. 7. 7. 6 . 6. 2 0 1 0 6 0 1 8 8 3 6 5 2 9 1 7 6 8 8 7 6 1 5 0 7 7 4 2 9 2 2 2 5 6 5 4 4 7 8 8 A 5 5 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .674 .454 .301 .195 .166 .124 .156 .131 .095 .125 .105 .115 .112 .085 .091 .090 .078 .072 .114 .112 .145 .124 .124 .073 .090 .093 .089 .108 .105 .059 .061 .058 .067 .054 .077 .113 .113 .091 .069 .068 EST. SITE ! INTENSITY | MOD. MERC. XI ! X IX VIII I VIII I VII VIII VIII I VII ] VII VII [ VII 1 VII VII VII I VII 1 VII VII VII I VII VIII VII I VII 1 VII VII VII I VII I VII VII VI 1 VI I VI VI 1 VI I VII VII VII I VII VI VI DETERMINISTIC SITE PARAMETERS Page 2 ABBREVIATED FAULT NAME ELMORE RANCH SUPERSTITION HILLS (San Jacinto) VERDUGO LACUNA SALADA HOLLYWOOD LANDERS HELENDALE - S. LOCKHARDT SANTA MONICA BRAWLEY SEISMIC ZONE LENWOOD-LOCKHART-OLD WOMAN SPRGS MALIBU COAST JOHNSON VALLEY (Northern) EMERSON So. - COPPER MTN . SIERRA MADRE (San Fernando) NORTHRIDGE (E. Oak Ridge) a "D D D n v T M ?i T i?t\ Jr r tvJ A i 1 Irt 1 1L DISTANCE mi (km) 84. 2( 135.5) 85. 2( 137.1) 86. 1( 138.5) 86. 6( 139.3) 88. 0( 141.6) 88. 7{ 142.8) 90. 8( 146.1) 92. 1( 148.2) 94. 0( 151.3) 94. 4{ 151.9) 95. 4( 153.5) 96. 6( 155.5) 97. 2< 156.5) 99. 0( 159.3) 99. 1( 159.5) ESTIMATED MAXIMUM EARTHQUAKE MAG. (Mw) 6.6 6.6 6.9 7.0 6.4 7.3 7.3 6.6 6.4 7.5 6.7 6.7 7.0 6.7 7.0 MAX. EARTHQUAKE EVENT I PEAK IEST. SITE I SITE I ACCEL, g [ ._ _ I ~" 1 0.059 1 0.058 1 0.082 1 0.071 1 0.062 1 0.082 1 0.080 1 0.067 1 0.049 1 0.087 1 0.068 1 0.056 1 0.065 I 0.067 1 0.078 INTENSITY MOD. MERC. VI VI VII VI VI VII VII VI VI VII VI VI VI VI VII "END OF SEARCH- 55 FAULTS FOUND WITHIN THE SPECIFIED SEARCH RADIUS. THE ROSE CANYON FAULT IS CLOSEST TO THE SITE. IT IS ABOUT 4.3 MILES (6.9 km) AWAY. LARGEST MAXIMUM-EARTHQUAKE SITE ACCELERATION: 0.6738 g HAY-19-2005 THU 08:21 AH CARLSBAD ENGINEERING FAX NO, 760 602 1052 P. 04 City of Carlsbad Bu ildi fAg 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 Crty 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: A v/. -Sb! - Number of New Dwelling Upjfq Square Feet of Living Area in New Dwelling Second Dwelling Unit: Square Feet of living Area in SOU Residential Additions: Commercial/Industrial: City Certification of Applicant Information: Net Square Feet New Area 67/ Square Feet Floor Area Date: SCHOOL DISTRICTS WITHIN THE CITY OF CARLSBAD Cwlsb:id_Umfo^SchocI District HCaminoReal Carlibu San Marcos Unified School District 21SMataWay San Marcos, CA 92069 (290-2649) Contact: Nancy Dolce (By Appt. Only) Encinitas Union School District 101 South Rancho. Santa Fe Rd Enciniias, 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 thl& 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 payimfnTTtnd piy~1hBadditional fee if Owner requests an increase in the number of dwelling units or square footage alter pteM^Wtn^permit^ is>i<ed or if the initial determination of units or square footage is foupd to be/incorrect, and that (2) the authorized er of the above described project^), or that the person excepting th« declaration is Signature:______^__w-_^__ Dale: Carlsbad, CA 92008-7314 • (76O) 603-27O MAY-19-2005 THU 08:21 AM CARLSBAD ENGINEERING FAX NO. 760 602 1052 P. 05 SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school districts)) *****<**********«*******++********•*************** THIS FORM INDICATES THAT THE SCHOOL DISTRICT REQUIREMENTS FOR THE PROJECT HAVE BEEN OR WILL BE SATISFIED. SCHOOL DISTRICT: The undersigned, being duly authorized by the applicable School District, certifies that the developer, builder, or owner has satisfied the obligation for school facilities. This is to certify that the applicant listed on page 1 has paid all amounts or completed other applicable school mitigation determined by the School District. The City may issue building permits for this project. SIGNATURE OF AUTHORIZED SCHOOL DISTRICT OFFICIAL TITLE NAME OF SCHOOL DISTRICT DATE PHONE NUMBER 0x4) ^YLEN FR MAN DEPUTY SUPERINTENDENT UNIFIED SCHOOL DISTRICT 6225 EL CAMINO REAL MICHAEL D ERWIN SABRINA Y LANE-ERWIN 1196 ABELIA AV CARLSBAD, CA 216 •: 12 eoooEE, inn a IE,- 2^7 LEH» i KARLSBAfi UNIFIED SCHOOL DISTRICT [ J ./FFFFPgQA/ ELEMENTARY ["^| AVIARA OAKS ELEMENTARY \CARLSBADHIGHSCHOOL [ \MAGNOLIA ELEMENTARY 'T'~\AVIARA OAKS MIDDLE SCHOOL R6C6lpt NO. ("'""] CARLSBAD VlLt.^GE ACADEMY [^] CAt.AVERA HILLS SCHOOL Q^l PACIF)C R'M "1 Q Pi 0 *3 WLieV M/DDfF SCHOOL BUFWy\ WSM SCHOOL *^F" EY SCHOOL HOPF SCHOOI. CM WERA HILLS MIDDLE SCHOOL [ I RECEIVED FROM: (l( Applicable) PARENJ OF ll^llg H lof 1 \ CL PAYMENT FOR;ACCOUNT AMOUNT 3EsEl {oiIMEC RECEIVED BY:CASH __„ CHECK so fCYHOLDER COPY COMPENSATION I N SURAN CE FUND P.O. BOX 807, SAN FRANCISCO.CA 94142-0807 CERTIFICATE OF WORKERS' COMPENSATION INSURANCE ISSUE DATE: 01-O1-2005 CITY OF VISTA ATTN: BUILDING DEPARTMENT P.O. BOX 1988 VISTA CA 92083 SO GROUP: 000046 POLICY NUMBER: OO08775-2005 CERTIFICATE ID: 4 CERTIFICATE EXPIRES: 01-01-2008 01-01-2OOB/O1-01-20O6 JOB: ALL OPERATIONS This is to certify that we have issued a valid Workers' Compensation insurance policy in a form approved by the California Insurance Commissioner to the employer named below for the policy period indicated. This policy is not subject to cancellation by the Fund except upon 30 days' advance written notice to the employer. We will also give you 30 days' advance notice should this policy be cancelled prior to its normal expiration. This certificate of insurance is not an insurance policy and does not amend, extend or alter the coverage afforded by the policies listed herein. Notwithstanding any requirement, term, or condition of any contract or other document with respect to which this certificate of insurance may be issued or may pertain, the insurance afforded by the policies described herein is subject to all the terms, exclusions and conditions of such policies. AUTHORIZED REPRESENTATIVE PRESIDENT EMPLOYER'S LIABILITY LIMIT INCLUDING DEFENSE COSTS: $1,OOO,OOO.OO PER OCCURRENCE. ENDORSEMENT #2065 ENTITLED CERTIFICATE HOLDERS' NOTICE EFFECTIVE 01-01-2005 IS ATTACHED TO AND FORMS A PART OF THIS POLICY. EMPLOYER LEGAL NAME B.A. WORTHING INC PO BOX 1041 CARLSBAD CA 92018 B.A. WORTHING, INC. 3-03> THIS DOCUMENT HAS A BLUE PATTERNED BACKGROUND PRINTED: *2/17/20O4 P04, Q 1 cc§ LLU. O *uLU O Q CO>0<°.< 01 2 .f? coco m UJ CO S o: z UJ oO UJ CM IK -I 0<y ^11<- V%. -a),^Q-Otf V :r~ ? V- </T VJ do A °j; o -^ O d3 O 0 0 "o PsJ 0 0 4 •J\J "^tf\S)r vV\i 3-\dpi»-i»^i^fQ^ -T* -4 VI (A 4, 4 ^0 ^>$J -X ^ 1 ~»- V\ >! ^7^1^- ^ ^^i "C^ -\vo