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HomeMy WebLinkAbout2740 ARGONAUTA ST; ; CB062234; Permit12-14-2006 Job Address: Permit Type: Parcel No: Valuation: Occupancy Group: # Dwelling Units: Bedrooms: Project Title: City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Residential Permit Permit No: CB062234 Building Inspection Request Line (760) 602-2725 2740 ARGONAUTA ST CBAD RESDNTL Sub Type: 2154001800 Lot#: $96,736.00 Construction Type: Reference #: 0 ^ Structure Type: 0 Bathrooms: BAIRD RES 788 SF ADDITION,1 ST FLOOR.40SF BALCONIES RAD 0 VN Applicant: ORTUNA CARLOS 1517 BLACK WALNUT DR SAN MARCOS CA 92078 760-889-4326 Status: Applied: Entered By: Plan Approved: Issued: Inspect Area: Orig PC#: Plan Check*: ISSUED 08/04/2006 KG 12/14/2006 12/14/2006 Owner: BAIRD THOMAS W&VANCLOOSTER CARINE C 2740 ARGONAUTA ST 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 HMP Fee Pot. Water Con. Fee Meter Size Add'l Pot. Water Con. Fee Reel. Water Con. Fee $535.01 Meter Size $0.00 Add'l Reel. Water .Con. Fee $347.76 Meter Fee $0.00 SDCWA Fee : $0.00 CFD Payoff Fee $9.67 PFF (3105540) $0.00 PFF (4305540) $0.00 License Tax (3104193) $0.00 License Tax (4304193) $0.00 Traffic Impact Fee (3105541) $0.00 Traffic Impact Fee (4305541) $0.00 Sidewalk Fee $0.00 PLUMBING TOTAL $0.00 ELECTRICAL TOTAL $0.00 MECHANICAL TOTAL $0.00 Housing Impact Fee $0.00 Housing InLieu Fee $0.00 Housing Credit Fee Master Drainage Fee $0.00 Sewer Fee $0.00 Additional Fees TOTAL PERMIT FEES $0.00 $0.00 $0.00 $0.00$O.OI'D $0.00 $0.00 $0.00: $0.00 $0.00 $0.00 $62.00 ; $20.00 ; $41.50 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $1,015.94 Total Fees:$1,015.94 Total Payments To Date:$1,015.94 Balance Due:$0.00 BUILDING PLANS -IN STORAGE -ATTACHED Inspect FINAL Date: PROVALo 7 Clearance: NOTICE: Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exactions." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning,'grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitations has previously otherwise expired. PERMIT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave., Carlsbad, CA 92008 EST. Plan Ck. Deposit Validated By__ Date Address (include Bldg/Suite #) Legal Description Lot No.Subdivision Name/Number Unit No.Phase No.Total # of units Assessor's Parcel i Proposed Use ^. __ Ascription of Work \ 2>CW ** *"* # of Bedrooms # of Bathrooms CONTACT PERSON (if different applicant) fa ) I / x» Name Address APPLICANT O Contractor Q AgerjHor Contractor - Qfr-TVASn Owner City ,gent for Owner State/Zip Telephone *•Fax* Name Address City State/Zip Telephone # PROPERTY OWNER ST. Name Address City Telephone #State/Zip ,v~~~-,- --- v.™™,. . ~.H --- ~~.,,,,,,,.,..,~~,<f,,,..«<~^ -- : - f~v, , ,, -- ?.«,, ,„-, - , ,,.,,x — ;.„ , — .. «vj.^~. . ,_v~~— -v^ j • J - » .-9-~ •» - XV-" "" - ^^^^1"' CONTRACTOR - COMiSNyifNAME * ? ^ l/ £>&£> '"''' C/T /(Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its / issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law / [Chapter 9, commending, with Section 7000 of Division 3 of the Business and Professions Code! or that he is exempt therefrom, and the basis for the alleged / exemption. Any violation of Section 7031 .5 by any applicant for a permit subjects the applicant to a civilpenalty of not wore than five hundred dollars [$500]). Name State License ff Address License Class City State/Zip City Business License # _£ Telephone # Designer Name Address City State/Zip Telephone State License # 6. .WORKERS'COMPENSATION ..:„? 'orkers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations: l~l I have and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. Q I have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My worker's compensation insurance carrier and policy number are: Insurance Company . Policy No. Expiration Date - (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS [$100] OR LESS) 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 Xftr'become subject to the Workers' Compensation Laws of California. I WARNING: Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred I thousand dollarsJjJ.OQiOOQJ, in addition to the cost of compensation, damages as provided for in Section 3706 of the Labor code, interest and attorney's fees. rJ SIGNATURE •'^--TT^^^fj^S^^jf DATE / ^ > /*/ O Cr T. .OWNER-B^6ER~DECLARATION . - -_^ „ ... . -J . , '„ . _ I hereby affirm that I am exempt from the Contractor's License Law for the following reason: l~l 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). n I/ as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). O I am exempt under Section Business and Professions Code for this reason: 1. I personally plan to provide the major labor and materials for construction of the proposed property improvement. [~1 YES flNO 2. I (have / have not) signed an application for a building permit for the proposed work. 3. . I have contracted with the following person (firm) to provide the proposed construction (include name / address / phone number / contractors license number): 4. I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name / address / phone number / contractors license number): ; ' 5. I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name / address / phone number / type of work): PROPERTY OWNER SIGNATURE DATE 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? l~l YES O NO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? O YES l~l NO Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? l~l YES O 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. 8~/7cONSfRUCfldNLENblNG"AGENCY , *" "" , "' ~ I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 3097(i) Civil Code). LENDER'S NAME LENDER'S ADDRESS I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. I hereby authorize representatives of the City of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA permit is required for excavations over 5'0" deep and demolition or construction of structures over 3 stories in height. EXPIRATION: Every permit issued by the building Official under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced wiUpr-tflQi^afrg'frpm the date of such permit or if the building or work authorized by such permit is suspe/ided or abandoned at any time after the work is CQmmencerifor^TWtoi 1^ I frirfausjflSstipn 106 4 4 Uniform Rnilrlinn f.nrieV j if I -^APPLICANT'S SIGNATURE V *TJ ^(/U\flf mji J DATE CJ Q f O / / @j ^ WHITE: File YELLOW: Applicant PINK: Finance City of Carlsbad Bldg Inspection Request For: 09/27/2007 Permit* CB062234 Title: BAIRDRES788SFADDITION,1ST Description: FLOOR.40 SF BALCONIES Inspector Assignment: JM 2740 ARGONAUTA ST Lot: 0 Type:RESDNTL Sub Type: RAD Job Address: Suite: Location: APPLICANT ORTUNA CARLOS Owner: BAIRD-VANCLOOSTER LIVING TRUST 12-12-06 Remarks: A M PLEASE Phone: 7608054329 Total Time: CD Description 19 Final Structural 29 Final Plumbing 39 Final Electrical 49 Final Mechanical Requested By: JOE MOORE Entered By: CHRISTINE Comments Comments/Notices/Holds Associated PCRs/CVs Original PC# Inspection History Date 08/30/2007 08/20/2007 06/28/2007 06/28/2007 06/05/2007 06/05/2007 05/31/2007 05/30/2007 05/22/2007 05/22/2007 05/22/2007 05/22/2007 05/17/2007 Description 89 Final Combo 92 Compliance Investigation 1 1 Ftg/Foundation/Piers 61 Footing 17 Interior Lath/Drywall 18 Exterior Lath/Drywall 16 Insulation 16 Insulation 14 Frame/Steel/Bolting/Welding • 24 Rough/Topout 34 Rough Electric 44 Rough/Ducts/Dampers 63 Walls Act CO AP we AP AP AP AP CO CO AP PA AP AP Insp JM JM JM JM JM JM JM JM PC PC PC PC JM Comments LIST ON SITE perimeter pool/spa fencing ENTRY RET WALL FOOTING COMPLETE INSTALL FIRE STOP @ CHIMNEY. OK TO INSULATE INSTALL J BOXES @ OLD PANEL LOCATION OK TO GROUT EsGil Corporation In Partnership with government for (Buibfing Safety DATE: September 20, 2006 a APPbQANT "JURIST JURISDICTION: Carlsbad a>DtfTREVlEWER a FILE PLAN CHECK NO.: 06-2234 SET: II PROJECT ADDRESS: 274O Argonauta Street PROJECT NAME: Baird/Vanclooster Residence Addition/Remodel The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. XI 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. * '.i'? The applicant's copy of the check list has been sent to: AJ Esgil Corporation staff did not advise the applicant that the plan check has been completed. Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: (by: ) Fax#: Mail Telephone Fax In Person XI REMARKS: OK to issue with the structural consultant providing a letter of review for the truss plans and calculations. By: Bryan Zuppiger Enclosures: Esgil Corporation D GA D MB D EJ D PC 09/12/06 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 * San Diego, California 92123 + (858)560-1468 *• Fax (858) 560-1576 EsGil Corporation In (PartnersKip wit A government j 'or Quitting Safety DATE: August 17, 2006 , a APPLICANT JURISDICTION: Carlsbad a PLAN REVIEWED a FILE PLAN CHECK NO.: 06-2234 SET: I PROJECT ADDRESS: 2740 Argonauta Street PROJECT NAME: Baird/Vanclooster Residence Addition/ Remodel The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. ["I 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. |/<g The applicant's copy of the check list has been sent to: Carlos Ortuno 1517 Black Walnut Drive San Marcos, CA 92078 I I 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: Carlos Ortuno Telephone #: 760 889 4326 f/i &/ / A 0 £? I I /I o "2 I / Ct *) /ODate contacted:^(l'/Ow$yxy-?~lP ) Fax #: (0 I *? — «* o I - / ~ *-t-' / /Mail Telephony- y Fax y' In Person D REMARKS: By: Bryan Zuppiger Enclosures: Esgil Corporation D GA D MB D EJ D PC 08/05/06 tmsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858)560-1468 * Fax (858) 560-1576 Carlsbad 06-2234 August 17, 2006 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK NO.: 06-2234 JURISDICTION: Carlsbad PROJECT ADDRESS: 2740 Argonauta Street FLOOR AREA: See Below STORIES:! Dwelling addition 788 ft2 Proposed balcony 40 ft2 HEIGHT: 18' @ north elev. sheet A-O9. DATE PLANS RECEIVED BY DATE PLANS RECEIVED BY JURISDICTION: ESGIL CORPORATION: 08/05/06 DATE INITIAL PLAN REVIEW PLAN REVIEWER: Bryan Zuppiger COMPLETED: August 17, 2006 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), that adopts the following model codes: 1997 UBC, 2000 UPC, 2000 UMC and 2002 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 06-2234 August 17, 2O06 • PLANS 1. Please make all corrections on the original tracings, as requested in the correction list. Submit three sets of plans for commercial/industrial projects (two sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: a) Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, and (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. b) Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, and (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. On the cover sheet of the plans, specify any items that will have a deferred subrnittal (trusses, etc.). Additionally, provide the following note on the plans, per UBC Sec. 106.3.4.2: "Subrnittal documents for deferred subrnittal 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 subrnittal documents have been reviewed and that they have been found to be in general conformance with the design of the building. The deferred subrnittal items shall NOT be installed until their design and subrnittal documents have been approved by the building official." 3. Show on the title sheet all structures, pools, walls, etc. included under this application. Any portion of the project shown on the site plan that is not included with the building permit application filed should be clearly identified as "not included "or provide details for these structures. UBC Section 106.3.3.3. • FIRE PROTECTION 4. Show permanently wired smoke detectors with battery backup in the new and existing construction, when the valuation of a room addition exceeds $1,000, except that smoke detectors added at existing construction need only be battery powered. UBC Section 310.9.1.2: a) Inside each bedroom. b) Centrally located in corridor or area giving access to sleeping rooms. c) On each story. d) When sleeping rooms are upstairs, at the upper level in close proximity to the stair. e) In rooms adjacent to hallways serving bedrooms, when such rooms have a ceiling height 24 inches or more above the ceiling height in the hallway. NOTE: Detectors shall sound an alarm audible in all sleeping areas of the unit. UBC Section 310.9.1. Carlsbad O6-2234 August 17, 2006 • EXITS, STAIRWAYS, AND RAILINGS 5. Provide guardrail details that are referenced to the floor plan. UBC Section 509.1: a) Shall be installed at balconies more than 30" above grade or floor below. b) Shall have connection details adequate to resist the horizontal force prescribed in UBC Table 16-B. c) Openings between railings shall be less than 4". • ROOFING 6. Specify on the plans the following information for the roof materials, per UBC Section 106.3.3: a) Manufacturer's name. Product name/number. b) Material weight. c) ICBO approval number, or equal. 7. Show the required ventilation for attics. The minimum vent area is 1/150 of attic area (or 1/300 of attic area if at least 50% of the required vent is at least 3 feet above eave vents or cornice vents). Show area required and area provided. UBC Section 1505.3. • CONCRETE AND MASONRY 8. Provide ICBO report # or equivalent or show anchored veneer support and connections attached to wood at the chimney, comply with UBC Section H03. Show #9 wire ties in horizontal joints, etc. For "Adhered Veneer" applications show compliance with UBC Section 1403.5.3. • FOUNDATION & FRAMING REQUIREMENTS 9. Provide truss details and truss calculations for this project. Specify truss identification numbers on the plans. Or submit a deferral. 10. Note on the plan that the structural consultant shall provide a letter of review for the truss plans and calculations with their submittal. 11. Check all headers for reactions from the Girder trusses. 12. If existing trusses are being modified please analyze and submit design. • MECHANICAL (UNIFORM MECHANICAL CODE) 13. Specify on the plans the following information for the fireplace(s), UBC Section 106.3.3: a) Manufacturer's name. b) Model name/number. c) ICBO approval number, or equal. d) Show height of chimney above roof per I.C.B.O. approval or UBC Table 31-B. e) Note on the plans that approved spark arresters shall be installed on all chimneys. UBC Section 3102.3.8. f) Listing for the outdoor unit. Carlsbad 06-2234 August 17, 2006 The person responsible for their preparation must sign all final sheets of plans. (California Business and Professions Code). Final structural plans, specifications and calculations must be signed and sealed by the engineer or architect licensed by the State of California who is responsible for their preparation. Please specify the expiration date of license. (California Business and Professions Code). 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. The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 20 San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for yc project. If you have any questions regarding these plan review items, please contact Bryan Zuppi at Esgil Corporation. Thank you. Carlsbad O6-2234 August 17, 2006 JURISDICTION: Carlsbad VALUATION AND PLAN CHECK FEE PLAN CHECK NO.: O6-2234 PREPARED BY: Bryan Zuppiger DATE: August 17, 2O06 BUILDING ADDRESS: 2740 Argonauta Street BUILDING OCCUPANCY: R3/U TYPE OF CONSTRUCTION: VN BUILDING PORTION dwell addition prop balcony Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code AREA ( Sq. Ft.) 788 40 cb . Valuation Multiplier 121.94 14.41 By Ordinance Reg. Mod. VALUE ($) 96,089 576 96,665 Bldg. Permit Fee by Ordinance Plan O/ieck Fee by Ordinance Type of Review: EH Repetitive Fee Repeats Complete Review D Other ,—I Hourly Structural Only Hour Esgil Plan Review Fee $526.01 $341.91 $294.57 Comments: macvalue.doc City of Carlsbad •Pjii b I i c • W o r-;k s IE n g i n e e r i n g BUILDING PLANCHECK CHECKLIST DATE: BUILDING/DDRESS: PROJECT DESCRIPTION: ASSESSOR'S PARCEL NUMBER: PLANCHECK NO.: • 5J- CB ENGINEERING DEPARTMENT APPROVAL The item you have submitted for review has been approved. The approval is based on plans, information and/or specifications provided in your submittal; therefore any changes to these items after this date, including field modifications, must be reviewed by this office to insure continued conformance with applicable codes. Please review carefully all comments attached, as failure to comply with instructions in this report can result in suspension of permit to build. D A Right-of-Way permit is required prior to construction of the following improvements: EST. VALUE: DENIAL Please sefevthe attached report of deficiencies marked with^"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. FOR OFFICIAL USE ONLY ENGINEERING AUTHORIZATION TO ISSUE BUILDING PERMIT: Date: _ATffACHM ENGINEERING DEPT. CONTACT PERSON D Dedication Application D Dedication Checklist D Improvement Application D Improvement Checklist D Future Improvement Agreement D Grading Permit Application D Grading Submittal Checklist D Right-of-Way Permit Application [] Right-of-Way Permit Submittal Checklist and Information Sheet HI Sewer Fee Information Sheet Name:JOANNE JUCHNIEWICZ Address: Phone: City of Carlsbad 1635 Faraday Avenue, Carlsbad, CA 92008 (760) 602-2775 CFD INFORMATION Parcel Map No: Lots: Recordation: Carlsbad Tract: Carlsbad, CA 9200817314 - (760) 6O2-2720 • FAX (760) 602-8^6!? BUILDING PLANCHECK CHECKLIST SITE PLAN Provide a fully dimensioned site plan drawn to scale. Show: D D North Arrow Existing & Proposed Structures Existing Street Improvements (tx) Property Lines -fr? Easements \<fr*. _ ^ $2u& o$- F. G. H. 2. Show on site plan: A. B. C. D. Right-of-Way Width & Adjacent Streets Driveway widths Existing or proposed sewer lateral Existing or proposed water service Existing or proposed irrigation service Drainage Patterns 1. Building pad surface drainage must maintain a minimum slope of one percent towards an adjoining street or an approved drainage course. 2. ADD THE FOLLOWING NOTE: "Finish grade will provide a minimum positive drainage of 2% to swale 5' away from building." Existing & Proposed Slopes and Topography Size, type, location, alignment of existing or proposed sewer and water service (s) that serves the project. Each unit requires a separate service, however, second dwelling units and apartment complexes are an exception. Sewer and water laterals should not be located within proposed driveways, per standards. 3. Include on title sheet: A. Site address . B. Assessor's Parcel Number C. Legal Description For commercial/industrial buildings and tenant improvement projects, include: total building square footage with the square footage for each different use, existing sewer permits showing square footage of different uses (manufacturing, warehouse, office, etc.) previously approved. EXISTING PERMIT NUMBER DESCRIPTION F:\BUILDING PLANCHECK CKLST FORM.doc BUILDING PLANCHECK CHECKLIST ST oND oRD2NU 3KLJ DISCRETIONARY APPROVAL COMPLIANCE 4a. Project does not comply with the following Engineering Conditions of approval for Project No. • - • CD D D 4b. All conditions are in compliance. Date: DEDICATION REQUIREMENTS 5. Dedication for all street Rights-of-Way adjacent to the building site and any storm drain or utility easements on the building site is required for all new buildings and for remodels with a value at or exceeding $ 17,000 . pursuant to Carlsbad Municipal Code Section 18.40.030. Dedication required as follows: ' \ Dedication required. Please have a registered Civil Engineer or Land Surveyor prepare the appropriate legal description together with an 8 Yz x 11" plat map and submit with a title report. All easement documents must be approved arid signed by pwner(s) prior to issuance of Building Permit. Attached please find an application form and submittal checklist for the dedication process. Submit the completed application form with the required checklist items and fees to the Engineering Department in person. Applications will not be accept by mail or fax. Dedication completed by: - Date: IMPROVEMENT REQUIREMENTS C3 ' D 6a. All needed public improvements upon and adjacent to the building site must be constructed at time of building construction whenever the value of the construction exceeds $ 82,000 . pursuant to Carlsbad Municipal Code Section 18.40.040. Public improvements required as follows: • Attached please find an application form and submittal checklist for the public improvement requirements. A registered Civil Engineer must prepare the appropriate improvement plans and submit them together with the requirements on the attached checklist to the Engineering Department through a separate plan check process. The completed application form and the requirements on the F:\BUILDING PLANCHECK CKLST FORM.doc .ST 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: .CD CD L~H ' 6b. Construction of the public improvements may be deferred pursuant to Carlsbad Municipal Code Section 18.40. Please submit a recent property title report or current grant deed on the property and processing fee of $400 so we may prepare the necessary Neighborhood Improvement Agreement. This agreement must be signed, notarized and approved by the City prior to issuance of a Building permit. Future public improvements required as follows: "•-• ..'. . "• :. • '.• • . CD CD n 6c. Enclosed please find your Neighborhood Improvement Agreement. Please return agreement signed and notarized to the Engineering Department. Neighborhood Improvement Agreement completed by: " ' •. : ".;•..,.' ; . • Date: ; 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 15.16.010 of the Municipal Code. CD CD CD 7a. Inadequate information available on Site Plan to make a determination on grading requirements. Include accurate grading quantities in cubic yards (cut, fill, import, export and remedial). This information must be included on the plans. CD . CD CD 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: ^^_ CD CD CD 7c. Graded Pad Certification required. (Note: Pad certification may be required even if a grading permit is not required.) F:\BUILDING PLANCHECK CKLST FORM.doc BUILDING PLANCHECK CHECKLIST iST ND 7d .No Grading Permit required. 7e. If grading is not required, write "No Grading" on plot plan. MISCELLANEOUS PERMITS D 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 -ti " it required for:V D D D D a a an 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. QRequired fees are attached I/T No fees required WATER METER REVIEW 12a. Domestic (potable) Use Ensure that the meter proposed by the owner/developer is not oversized. Oversized meters are inaccurate during low-flow conditions. If it is oversized, for the life of the meter, the City will not accurately bill the owner for the water used. • All single family dwelling units received "standard" 1" service with 5/8" service. F:\BUILDING PLANCHECK CKLST FORM.doc BUILDING PLANCHECK CHECKLIST <ST • If owner/developer proposes a size other than the "standard", then owner/developer must provide potable water demand calculations, which include total fixture counts and maximum water demand in gallons per minute (gpm). A typical fixture count and water demand worksheet is attached. Once the gpm is provided, check against the, "meter sizing schedule" to verify the anticipated meter size for the unit. • Maximum service and meter size is a 2" service with a 2" meter. • If a developer is proposing a meter greater than 2", suggest the installation of multiple 2" services as needed to provide the anticipated demand, (manifolds are considered on case by case basis to limit multiple trenching into the street). Q [H 12b. Irrigation Use (where recycled water is not available) All irrigation meters must be sized via irrigation calculations (in gpm) prior to approval. The developer must provide these calculations. Please follow these guidelines: 1. If the project is a newer development (newer than 1998), check the recent improvement plans and observe if the new irrigation service is reflected on the improvement sheets. If so, at the water meter station, the demand in gpm may be listed there. Irrigation services are listed with a circled "I", and potable water is typically a circled "W". The irrigation service should look like: STA1+00 Install 2" service and 2. 3. 1.5: meter (estimated 100 gpm) If the improvement plans do not list the irrigation meter and the service/meter will be installed via another instrument such as the building plans or grading plans (w/ a right of way permit of course), then the applicant must provide irrigation calculations for estimated worst-case irrigation demand (largest zone with the farthest reach). Typically, Larry Black has already reviewed this if landscape plans have been prepared, but the applicant must provide the calculations to you for your use. Once you have received a good example of irrigation calculations, keep a set for your reference. In general the calculations will include: • Hydraulic grade line • Elevation at point of connection (POC) • Pressure at POC in pounds per square inch (PSI) • Worse case zone (largest, farthest away from valve • Total Sprinkler heads listed (with gpm use per head) • Include a 10% residual pressure at point of connection In general, all major sloped areas of a subdivision/project are to be irrigated via separate irrigation meters (unless the project is only SFD with no HOA). As long as the project is located within the City recycled water F:\BUILDING PLANCHECK CKLST FORM.doc BUILDING PLANCHECK CHECKLIST iST -.NO •jRD service boundary, the City intends on switching services/meters to a new recycled water line in the future. 12c. Irrigation Use (where recycled water is available) these irrigation 1. Recycled water meters are sized the same as the irrigation meter above. 2. If a project fronts a street with recycled water, then they should be connecting to this line to irrigate slopes within the development. For subdivisions, this should have been identified, and implemented on the improvement plans. Installing recycled water meters is a benefit for the applicant since they are exempt from paying the San Diego County Water Capacity fees. However, if they front a street which the recycled water is there, but is not live (sometimes they are charged with potable water until recycled water is available), then the applicant must pay the San Diego Water Capacity Charge. If within three years, the recycled water line is charged with recycled water by CMWD, then the applicant can apply for a refund to the San Diego County Water Authority (SDCWA) for a refund. However, let the applicant know that we cannot guarantee the re1[urui_and_ they must deal with the SDCWA for this. 13. Additional Comments: F:\BUILDING PLANCHECK CKLST FORM.doc -qnn PLANNING DEPARTMENT BUILDING PLAN CHECK REVIEW CHECKLIST Plan Check No. CB Planner Address ZTffiP A^ Erin Endres Phone (760) 602-2 3 4625 APN:-/**- PO Type of Project & Use:SF «.«kkrHS^\ Net Project Density: Zoning:BlL-_ General Plan:_£-L^___ Facilities Management Zone: CFD (In/mjy #_Date of participation: _ __ Remaining net dev acres: DU/AC Circle One (For non-residential development: Type of land used created by this permit: ___) Legerjd: £3 ItemComple^ VD Item Incomplete -Needs your action Ertvjrpn&erital Review Required^: ' YES __ NO V TYPE ______ DATE'OF COMPLETION: Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval: • ; Discretionary Action Required: APPROVAL/RESO. NO. _____ PROJECT NO. YES; NOX TYPE. DATE OTHER RELATED CASES: Compliance with conditions or approval? If not, state conditions which require action. Conditions of Approval: r CoastalZone^Assessment/(?pmpliance Project site located in Coastal Zone? YES NO_ CA Coastal Commission Authority? YES NO If California Coastal Commission Authority: Contact them at - 7575 Metropolitan Drive, Suite 103, San Diego CA 92108-4402; (619) 767-2370 Determine status (Coastal Permit Required or Exempt): • Coastal Permit Determination Form already completed? YES_ If NO, complete Coastal Permit Determination Form now. ! .„- .... \ k r"*v a* -'. _ .' t f \ ** .•** -«« NO • ' •- • ' rv I Follow-Up Actions: 1) Stamp Building Plans as "Exempt" or "Coastal Permit Required" (at minimum Floor Plans). 2) Complete Coastal Permit Determination Log as needed. Incluslonary Housing Fee required: YES NO (Effective date of Inclusionary Housing Ordinance - May 21, 1993.) Data Entry Completed? YES NO (A/P/Ds, Activity Maintenance, enter CB#, toolbar, Screens, Housing Fees, Construct Housing Y/N, Enter Fee, UPDATE!) H:\ADMIN\COUNTER\BldgPlnchkRevChklst Rev 9/01 Site Plan: n 1- Provide a fully dimensional site plan drawn to scale. Show: North arrow, property lines, easements,^existing and proposed structucess streets/existing street improvements, right-of-way, i (, i r. C -wid^Hr dimensional setbacks and existing^bpbgraphitarlines (including all side and rear yard •islopes). - " 13 D D 2. Provide legal description of property and assessor's parcel number*-, r • w O ' <*T > " •••-)i-J ; c- •' '••'* -<~ •"''• ^>i»n''-X> ' Policy 44 -Neighborhood Architectural Design 'guidelines sra°«*' /•-> v '-."%' . S. • - ^ N n n 1- Applicability: YES NO > Sl\l D D 2- Project complies YES NO N^ Zoning: "pHD 1- Setbacks: , '' ^_f -"' N Front: Required •^-tx Shown -s^-° / Interior Side: Required Street Side: Required Rear Required Top of slope: Required n B-Q-- .^.^^^ Interior Side: Required~~~~~~— ' Street Side: Required Rear: Required Structure separation: Required T\l n PI 3. Lot Coverage: Required |^7{ fTI D PI 4. Height: Required OC fs] (~~l l~l 5. Parking: Spaces Required sT±r Shown I (y Shown Z^O ' Shown 2^5 4 Shown Shown — -~_ Shown ^Shewn Shown ^~^~^- ^_ Shown *^^^ Jv^ Shown^tO% I t "> WV.*X Shown 2*0 S? 0 . *— Shown f . (breakdown by uses for commercial and industrial projects required) Residential Guest Spaces Required Shown CW,Mj rH. M Additional Comments v\ r • *. . . ^-^ N <$jL&£e^ ^XJUB*} <ix^<!jli~/^/bv\ *~j& ^\ ^C.^ E>[&^\/\, -i*D ^AA.^V^ -^.S t'JL^ lA^V\ <3^ ^p . V 1 L; y / OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER DATE H:\ADMIN\COUNTER\BldgPlnchkRevChklst Rev 9/01 CIVIL ENGINEERING DESIGN GROUP CIVIL & STRUCTURAL ENGINEERS 1057 SYCAMORE AVENUE VISTA, CA 92081 WWW.CDGENGINEERING.COM H (760) 599 8585 HJ (76015998901 STRUCTURAL CALCULATIONS FOR PROJECT: One, PROJECT NUMBER: CUENT: DATE: St. REVISION DATES: APPROVED BY: DATE SIGNED: 07/21/06 THIS SET OF CALCULATIONS HAS A TOTAL OF PAGES. CIVIL ENGINEERING DESIGN GROUP CIVIL & STRUCTURAL ENGINEERS 1057 SYCAMORE AVENUE VISTA, CA 92081 WWW.CDGENGINEERING.COM U (760) 599 8585 H {760)5998901 BASIS FOR DESIGN: BUILDING CODE: UBC 1 997, CBC 2001 LOADS: ROOFDL ROOFLL FLOOR DL FLOOR LL SEISMIC ZONE: WIND EXPOSURE: WIND LOAD: 4 C 19PSF (Z=4) MATERIAL: CONCRETE: REINFORCING: MASONRY: Mortar Grout Reinforcing F'c = 2,500 psi (A-615, Grade 60) (Type N-l) (TypeS) (A-615, Grade 60) Fy = 60 ksi F'm=l,500 psi F'c=1,800 psi F'c=2,000 psi Fy=60 ksi STRUCTURAL STEEL' Rolled Sections & Plates (ASTM A-36) Fy=36 ksi Pipes (ASTM A-53, Grade B) Fy=35 ksi Structural Tubing (ASTM A-500) Fy=46 ksi Bolts & Anchors For Steel Base Plates (ASTM A-307,Grade B) Fy=60 ksi GLUE-LAMINATED BEAMS: (Combination 24F-V8, DF/DF) STRUCTURAL LUMBER: • Roof Rafters and Floor Joists: Fb=900 psi Fv=95 psl Fb-2,400 psi Fv=U5 psi E=1.8xlO(4) psi Douglas Fir Larch No. 2 E=1.6xlO«) psi CIVIL ENGINEERING DESIGN GROUP CIVIL i STRUCTURAL ENGINEERS 1057 SYCAMORE AVENUE VISTA, CA 92031 WWW.CDGENGINEERING.COM JQ (760) 59? 8585 H (760) 599 8901 BASIS FOR DESIGN: (continued) MATERIAL (continued) • Beams, Stringers, And Headers: Douglas Fir Larch No. 2 4x6 and smaller: Douglas Fir Larch No.2 Fb=900 psl, Fv=95psi, E=1.6xlOW psi 6x6 and Wider Fb=1,350 psl. Douglas Fir Larch No 1 Fv=85 psi.psi • Wood Posts and Timbers: Fc= 1,000 psl, Fv»8Spsi, Douglas Fir Larch No 1 psl • Structural Studs: Fb=700 psf, • Ledger; 4x6 and Widen Fc»l,000 psl. Sfud Grade Fc=850psi, Fv=9Spsi, E=1.4x10«) psi Fv=95 psi. Douglas Fir Larch Const.Grade E= 1.5x10(0 psi Bolts and Anchor Botts: (ASTM A-307),Fy=33.0 ksl FRAMING CONNECTORS: Use approved framing connectors, SIMPSON, or equal. NAIL SCHEDULE: Use TABLE NO. 23-IJ-B-I, 1997/2001, Page 2-282 CIVIL ENGINEERING DESIGN GROUP ClViL.& STRUCTURAL ENGINEERING j 0517 SYCAMORE AVENUE VISTA. CA 92081 WWW.CDGENGINEERING.COM Q (760) 599 8585 H (760) 599 8901 PROJECT NO. SHEET NO.OF CIVIL ENGINEERING DESIGN GROUP GJyiL-;& STRUCTURAL ENGINEERING 1057 SYCAMORE AVENUE VISTA. CA 92081 WWW.CDGENGINEERING.COM Q (760) 599 8585 •Q (760)5998901 It ..... r \'*lb - Ik ...... i PROJECTNO. SHEETNO. CIVIL ENGINEERING DESIGN GROUP GiviLi STRUCTURAL ENGINEERING 1057 SYCAMORE AVENUE VISTA. CA 92081 WWW.CDGENGINEERING.COM H (760) 599 8585 II (760) 599 8901 ^ PROJECT NO. SHEET NO. *~~ OF CIVIL ENGINEERING DESIGN GROUP CIVIL & STRUCTURAL ENGINEERING 1057 SYCAMORE AVENUE VISTA, CA 92081 WWW.CDGENGINEERING.COM H (760) 599 8585 0(760)5998901 .nf^t... J§ -••*-• AlJ :D.L,js:..,..<fe •*:.. PROJECT NO. SHEET NO. OF CIVIL ENGINEERING DESIGN GROUP iivLi STRUaURAL ENGINEERING 1057 SYCAMORE AVENUE VISTA. CA 92081 WWW.CDGENGINEERING.COM H (760J 599 8585 •Q (760) 599 8901 T//f 4.4.. LL ! A PROJECT NO. SHEET NO. "- OF CIVIL ENGINEERING DESIGN GROUP Civil .& STRUCTURAL ENGINEERING 1057 SYCAMORE AVENUE VISTA. CA 92081 WWW.CDGENGINEERING.COM :Q (760) 599 8585 O (760| 599 8901 !£TJ "\ ;it"« i" ..-Hi. r /T PROJECT NO. ,. SHEET NO. ^ OF /^-f @ LOADS: (ibs Load Type Loadl Dead Load2 Live Load3 Dead Load4 Live ) Woodworks8 somvMf fas WOOD oeacN COMPANY PROJEC July 7, 2006 1 0:20:52 RB_1 T Design Check Calculation Sheet Sizer 2004 , psf, or plf ) Distribution Magnitude Start End Full UDL 276.0 Full ODL 184.0 Point 3146 Point 2015 Location [ft] Pattern Start End Load? No No 18.50 No 18.50 No MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : Dead Live Total Bearing: LC number Length A 0' 3997 2428 6425 2 1.6 A 22'-6" 6024 3727 9751 2 2.5 PSL, 2.0E, 2900Fb, 5-1/4x18" Self Weight of 29.53 plf automatically included in loads; Lateral support: top= full, -bottom3 at supports; Load combinations: ICC-IBC; SECTION vs. Criterion Shear Bending (+) Live Defl' Total Defl' DESIGN CODE NDS-2001: ( Ibs, Ibs-ft, or in ) Analysis Value Design Value fv = 143 Fv1 = 285 fb = 1784 Fb' = 2772 n 0.29 = L/928 0.75 = L/360 n 1.00 = L/269 1.13 = L/240 Analysis /Design fv/Fv1 = 0.50 fb/Fb1 = 0.64 0.39 0.89 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC# Fb'+ 2900 1.00 - 1.00 1.000 0.96 - 1.00 1.00 - - 2 Fv1 285 1.00 - 1.00 - - ' 1.00 - 1.00 2 Fcp' 750 - - 1.00 - - 1.00 - - - E1 2.0 million -1.00- - - -1.00- - 2 Bending (+) tC# 2 = D+L, M = 42153 Ibs-ft Shear LC# 2 = D+L, V = 9751, V design = 9016 Ibs Deflection LC# 2 = D+L EI=5102 . 92e06 Ib-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1 . Please verify that the default deflection limits are appropriate for your application. 2. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 3. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor. / Woodworks' soerwMUfOg WOODDKIGN COMPANY July6, 200613:23:08 PROJECT RB 2 Design Check Calculation Sheet Sizer 2004 LOADS: (Ibs.psf.orplf) Load Loadl Load2 Type Dead Live Distribution Full UDL Full UDL Magnitude Start End 218.0 232.0 Location [ft] Start End Pattern Load? No No MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in): Dead Live Total Bearing: LC number Length 1497 1508 3005 2 1.1 1497 1508 3005 2 1.1 PSL, 2.0E, 2900Fb, 3-1/2x11-1/4" Self Weight of 12.3 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICC-IBC; SECTION VS. DESIGN CODE NDS-2001: (Ibs, Ibs-ft, or in ) Criterion Shear Bending (+) Live Defl'n Total Defl'n Analysis Value fv = 98 fb = 1587 0.18 = L/869 0.45 = L/349 Design Value FV = 285 Fb' = 2920 0.43 = L/360 0.65 = L/240 Analysis /Design fv/Fv1 = 0.34 fb/Fb1 = 0.54 0.41 0.69 ADDITIONAL DATA: FACTORS: F CD Fb'+ 2900 1.00 Fv' 285 1.00 Fcp' 750 E' 2.0 million CM Ct 1.00 1.00 1.00 1.00 CL 1.000 CV 1.01 Cfu Cr 1.00 Cfrt 1.00 1.00 1.00 1.00 Ci .Cn 1.00 LC# 2 2 Bending(+) LC# 2 = D+L, M = 9766 Ibs-ft Shear LC# 2 = D+L, V = 3005, V design = 2572 Ibs Deflection LC# 2 = D+L EI= 830.55e06 Ib-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 3. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor. Woodworks' SOfTWAXf fQH WOOD D£SIGN COMPANY July?, 200610:28:25 PROJECT HDR 1 Design Check Calculation Sheet Sizer 2004 LOADS: (lbs,psf,orplf) Load Loadl Load2 Type Dead Live Distribution Full UDL Full ODL Magnitude Start End 48 .0 32.0 Location [ft] Start End Pattern Load? No No MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in): Dead Live Total Bearing: LC number Length 221 128 349 1.0 221 128 349 1.0 Timber-sort, D.Fir-L, No.2, 6x6" Self Weight of 7.19 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICC-IBC; SECTION vs. DESIGN CODE NDS-2001: {stress=psi, and in ) Criterion Shear Bending ( + ) Live Defl'n Total Defl'n Analysis Value fv = 15 fb = 302 0.03 = <L/999 0.11 = L/899 Design Value Fv1 = 170 Fb' = 750 0.27 = L/360 0.40 = L/240 Analysis /Design fv/Fv' = 0.09 fb/Fb' = 0.40 0.11 0.27 ADDITIONAL DATA: FACTORS: F Fb'+ 750 Fv1 170 Fcp' 625 CD 1.00 1.00 CM 1.00 1.00 1.00 1.3 million 1.00 Ct 1.00 1.00 1.00 1.00 CL 1.000 CF 1.000 Cfu 1.00 Cr 1.00 Cfrt 1.00 1.00 1.00 1.00 Ci 1.00 1.00 1.00 1.00 Cn LC# 2 1.00 2 Bending(+): LC# 2 = D+L, M = 697 Ibs-ft Shear : LC# 2 = D+L, V = 349, V design = 309 Ibs Deflection: LC# 2 = D+L EI= 99.13e06 Ib-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Woodworks'sorrv/jutf ros WOOODBHGN COMPANY July?, 200610:27:57 PROJECT HDR 2 Design Check Calculation Sheet Sizer 2004 LOADS: (Ibs, psf.orplf) Load Loadl Load2 Type Dead Live Distribution Full ODL Full UDL Magnitude Start End 36.0 24.0 Location [ft] Start End Pattern Load? No No MAXIMUM REACTIONS (Ibs) and, BEARING LENGTHS (in): Dead Live Total Bearing: LC number Length 227 126 353 1.0 227 126 353 1.0 Timber-soft, D.Fir-L, No.2, 6x6" Self Weight of 7.19 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICC-IBC; SECTION VS. DESIGN CODE NDS-2001: (stress=psi, and in ) Criterion Shear Bending (+) Live Defl'n Total Defl'n Analysis Value fv = 16 fb = 401 . 0.07 = <L/999 0.24 = L/514 Design Value Fv1 = 170 Fb' = 750 0.35 = L/360 0.52 = L/240 Analysis /Design fv/Fv1 = 0.09 fb/Fb' = 0.53 0.19 0.47 ADDITIONAL DATA: FACTORS: F Fb' + 750 Fv' 170 Fcp1 625 CD 1.00 1.00 CM 1.00 1.00 1.00 1.3 million 1.00 Ct 1.00 1.00 1.00 1.00 CL 1.000 CF 1.000 Cfu 1.00 Cr 1.00 Cfrt 1.00 1.00 1.00 1.00 Ci 1.00 1.00 1.00 1.00 Cn 1.00 Bending(+): LC# 2 = D+L, M » 926 Ibs-ft Shear . : LC# 2 = D+L, V = 353, V design = 322 Ibs Deflection: LC# 2 = D+L EI= 99.13e06 Ib-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. *-» .jgffl*^ COMPANY PROJEC 2) Woodworks® ^•HP*"" SOfTWMC fOt WOOD DfSlCN July/, 200610:22:29 HDR_3 T Design Check Calculation Sheet Sizer 2004 LOADS: (lbs,psf,orplf) Load Loadl Load2 Load3 Load4 Loads Load6 Type Distribution Magnitude Location [ft] Pattern Start End Start End Load? Dead Partial ODL 167.0 167.0 0.00 7.50 No Live Partial ODL 160.0 160.0 7.50 10.50 No Live Partial UDL 107.0 107.0 0.00 7.50 No Dead Partial UDL 250.0 250.0 7.50 10.50 No Dead Point 2250 7.50 No Live Point 1440 7.50 No MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : Deac Live Tote Bearir LC m. Lengt A 0' 1 1634 996 1 2630 g. mber 2 h 1.0 A 10'-6" 2776 1727 4503 2 1.3 Timber-sort, D.Fir-L, No. 1, 6x12" Self Weght of 15.02 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICC-IBC; SECTION vs. DESIGN CODE NDS-2001: ( stress=psi, and in Criterion Analysis Value Design Value Analysis/Design Shear fv = 97 FV = 170 fv/Fv1 = 0.57 Bending(+) fb = 1148 Fb ' = 1350 fb/Fb1 = 0.85 Live Defl'n 0.07 = <L/999 0.35 = L/360 0.20 Total Defl'n 0.24 = L/527 0.52 = L/240 0.45 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 1350 1.00 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 2 Fv1 170 1.00 1.00 1.00 - - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - 1.00 1.00 E' 1.6 million 1.00 1.00 - - 1.00 1.00 - 2 Bending(+): LC# 2 = D+L, M.= 11594 Ibs-ft Shear : LC# 2 = D+L, V = 4503, V design = 4101 Ibs Deflection: LC# 2 = D+L EI=1115 .29e06 Ib-in2 Total Deflection = 1.50 (Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1 . Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Woodworks' iOFTWJUtl ton WOOD DISKN COMPANY July 7, 200610:25:38 PROJECT HDR 4 Design Check Calculation Sheet Sizer 2004 LOADS: (lbs,psf,orplf) Load Loadl Load2 Type Dead Live Distribution Full UDL Full DDL Magnitude Start End 225.0 144.0 Location [ft] Start End Pattern Load? No No MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in): Dead Live Total Bearing: LC number Length 1500 900 2400 2 1.0 1500 900 2400 2 1.0 Timber-soft, D.Fir-L, No. 1, 6x12" Self Weight of 15.02 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICC-IBC; SECTION vs. DESIGN CODE NDS-2001: (stress=psi, and in ) Criterion Shear Bending (+) Live Defl'n Total Defl'n Analysis Value fv = 48 fb - 742 0.07 = «L/999 0.25 = L/604 Design Value Fv' = 170 Fb' = 1350 0.42 = L/360 0.63 = L/240 Analysis /Design fv/Fv1 = 0.28 fb/Fb1 = 0.55 0.17 0.40 ADDITIONAL DATA: FACTORS: F Fb' + 1350 Fv1 170 Fcp' 625 CD 1.00 1.00 CM 1.00 1.00 1.00 1.6 million 1.00 Ct 1.00 1.00 1.00 1.00 CL 1.000 CF 1.000 Cfu 1.00 Cr 1.00 Cfrt 1.00 1.00 1.00 1.00 Ci 1.00 1.00 1.00 1.00 Cn 1.00 LC# 2 2 Bending(+): LC# 2 = D+L, M = 7500 Ibs-ft Shear : LC# 2 = D+L, V =. 2400, V design = 2032 Ibs Deflection: LC# 2 = D+L EI=1115.29e06 Ib-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Woodworks4 SOFTWMtf FOB WOOD OCSICN COMPANY July 14, 200616:51:29 PROJECT HDR 5 Design Check Calculation Sheet Sizer 2004 LOADS: (Ibs, psf, orplf) Load Loadl Load2 Load3. Type Dead Live Dead Distribution Full ODL Full UDL Point Magnitude Start End 242.0 155.0 500 Location [ft] Start End 10.50 Pattern Load? No No No MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : ^~r^^:.^*^!^r^?j^j,"^±fr>^ifjt&si;-*r.-.'<lw Dead . Live Total Bearing: LC number Length 3067 1627 4694 2 1.2 3067 1627 4694 2 1.2 PSL, 2.0E, 2900Fb, 5-1/4x16" Self Weight of 26.25 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICC-IBC; SECTION vs. DESIGN CODE NDS-2001: (Ibs, ibs-ft, or in ) Criterion Shear Bending'(-n) Live Defl'n Total Defl'n Analysis Value fv = 74 fb = 1391 0.19 = <L/999 0.75 = L/335 Design Value Fv' = 285 Fb1 = 2810 0.70 = L/360 1.05 = L/240 Analysis /Design fv/FV = 0.26 fb/Fb' = 0.49 0.27 0.71 ADDITIONAL DATA: FACTORS: F CD Fb'+ 2900 1.00 Fv' 285 1.00 Fcp' 750 E1 2.0 million CM Ct 1.00 1.00 1.00 1.00 CL 1.000 CV 0.97 Cfu Cr 1.00 Cfrt 1.00 1.00 1.00 1.00 Ci Cn 1.00 LCf 2 2 Bending(+): LC# 2 = D+L, M = 25957 Ibs-ft Shear : LC# 2 = D+L, V = 4694, V design = 4130 Ibs Deflection: LCf 2 = D+L EI=3583.94e06 Ib-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 3. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor. CIVIL ENGINEERING DESIGN GROUP CIVIL.& STRUCTURAL ENGINEERING 1057 SYCAMORE AVENUE VISTA, CA 92081 WWW.CDGENGINEERING.COM H (760) 599 8585 |f (760) 599 8901 it ..... PROJECT NO. SHEET NO. jj OF { M-_. \jJU LOADS ( Ibs, Load Loadl Load2 Load3 Load4 COMPANY PROJECT (Woodworks'sonwMtt ran waoa IHSKM July 19, 2006 15:28 Beaml Design Check Calculation Sheet Sizer6.4 psf, or plf ) : Type Distribution Magnitude Location [ft] Units Start End Start End Dead Full ODL 80.0 plf Live Full UDL 64.0 plf Live Point 793 0.75 Ibs Live Point 760 . 2.75 Ibs MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : Dead Live Total Bearing: Load Comb Length + ~ t , * fL '/ f '' -*. i f u, , *$>/'• •Jit* f ('P/Tj. , ', v / .y*>t. ; ,;%u'«-r- /*• . 1 < < «*' ^«5, gCtn* rf >*<£*#?; ,,- -J?'V , > -U \ ^^i $ t**,*i ** "" ^^-\ /-^-* , %,,4 ,4 ;£/';vt-H*j>* p«*ve /<* "^ * , — *f f^u *kID- 153 898 1051 #2 0.50* fr- *f~**i , ;^!t r > ^ b ^T.41 ' If - 3--6H 153 879 1032 #2 0.50* *Min. bearing length for beams is 1/2" for exterior supports Timber-soft, D.Fir-L, No.2, 6x6" Self-weight of 7.19 plf included in loads; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2001 : Criterion Shear Bending ( + ) Live Defl Total Defl Analysis Value Design Value Analysis/Design fv = 49 FV = 170 fv/FV = 0.29 fb = 352 Fb1 = 750 fb/Fb1 = 0.47 n 0.02 = <L/999 0.12 = L/360 0.14 n 0.02 = <L/999 0.18 = L/240 0.12 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 170 1.00 1.00 1.00 - - 1.00 1.00 1.00 2 Fb' + 750 1.00 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 - 2 Shear : LC #2 = D+L, V = 1051, v' design = 981 Ibs Bending (+): LC #2 = D+L, M = 814 Ibs-ft Deflection: LC #2 = D+L EI= 99e06 Ib-in2 Total Deflection = 1.50 (Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC-IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4. 1 . CIVIL ENGINEERING DESIGN GROUP CIVIL .& STRUCTURAL ENGINEERING 1057 SYCAMORE AVENUE VISTA, CA 92081 WWW.CDGENGINEERING.COM H (760) 599 8585 O (760) 599 8901 PROJECT NO. SHEET NO.OF 9 Ki •to *t b v - b I ., '•a 1 N>0t T H- (T)Ii / IL— < — in, — . ;' :, '; """"" t •* i -; ) """~ — - ,....! s. V. • U • -~ > I \ - CiVll ENGINEERING DESIGN GROUP CIVIL & STRUCTURAL ENGINEERS 1057 SYCAMORE AVENUE; VISTA. CA 92081 (760) 599 8585 (760/5998901 Lateral Analysis Wind Loading: P = Ce*Cq*qs*Iw Wind Speed = 70 MPH P = 19 psf Plan Dimensions in "N-S" Direction = Plan Dimensions in "N-S" Direction = 24.25 ft Plan Dimensions in "E-W" Direction = 48.25 ft Plan Dimensions in "N-S" Direction = Plan Dimensions in "E-W Direction = Roof Rise (Plate to Ridge) = 6.00 ft Sill to Top Plate Height =| 12.00ft Plan Dimensions in "E-W" Direction = SiII to Top Plate Height = Sill to Top Plate Height = Average Roof Height = 12.00 ft Average Floor Height = 12.00 ft Exposure = \C Roof Loading "N-S" Dir. = 5529 Ibs Roof Loading "E-W" Dir. = 11001 Ibs Floor Loading "N-S" Dir. = 0 Ibs Floor Loading "E-W" Dir. = 0 Ibs Floor Loading "N-S" Dir. = 0 Ibs Floor Loading "E-W" Dir. = 0 Ibs Total Wind "N_S" Dir. = 5529 Ibs Total Wind "E_W" Dir. = 11001 Ibs to CJV!L ENGINEERING DESIGN GROUP CIVIL & STRUCTURAL ENGINEERS :057 SYCAMORE AVSNUE VISTA. CA ?2031 WWVy.CDG2NGIN55RIWG.COM HI (760; 599 8585 fl (760)5998901 Seismic Analysis Design Base Shear Force: Structure Period, Method "A" T= Ct*HrT(3/4) Ct=|0.020 Hn = 15.00 ft T= 0.152 sec Soil Profile Type: Sd Seismic Zone = 4 Z= 0.4 Seismic Source Type: B Ca = 0.44 Na= 1 Closest Distance to Known Seismic Source 5 km J Cv = 0.768 Importance Factor, 1=1 Nv= 1.2 R(n-s) (Structural System) = 5.5 R(e-w) (Structural System) = N-S E-W but need not exceed: and shall not be less than: V r ((Cv*I)/(R*T))*W = V = ((2.5*Ca*I)/R)*W = V = 0.11*Ca*I*W = and, in Seismic Zone 4, shall not be less than: V = ((0.8*Nv*I)/R)*W = 0.92 *W 0.92 *W 0.20 *W 0.20 *W 0.05 *W 0.05 *W- 0.07 *W 0.07 *W At Srength level, /ASD method: At Srength level, ASD method: V = ( 0.20 /1.4)*W = V = ( 0.20 /1.4)*W = 0.14*W 0.14*W 3 \6 CiVIL £NG!HEgR!NG DESIGN GROUP CIVIL & STRUCTURAL ENGINEERS 1057 SYCAMORE AVENUE ViSTA, CA V208i WWW.CDG-5NOINEHRINO COM JH {760} 599 3585 m {760)5998901 Seismic Analysis Weight Calculations: Roof Interior walls Exterior walls Floor Interior walls Exterior walls Floor Interior walls Exterior walls Length Height na na 45.0ft 100.0ft X 12.0 ft= X 8.0 ft= na na X 8.0 ft= X 8.0 ft= na na Area Dead Load 1476 sf 540 sf 800 sf Osf Osf Osf Osf X 15 psf= X 8 psf = X 15 psfr X 10 psf = X 8 psf = X 15 psf= Total D.L 22140 Ibs 4320 Ibs 12000 Ibs Olbs Olbs Olbs 0 Ibs Olbs Olbs Roof: 30300 Ibs Floor: 0 Ibs Floor: 0 Ibs Total: 30300 Ibs Vn-s= 4329 Ibs Ve-w= 4329 Ibs CIVIL ENGINEERING DESIGN GROUP CIVIL & STRUCTURAL ENGINEERS •057 SYCAMORE AVENUE ViSrA, CA 920S- WWW.CDGENGINEERING.COM U (760) 599 8565 O (760) 599 8901 Seismic Analysis Load Distribution: Level Roof Floor Floor I Hx (ft) 12.0 0.0 0.0 Wx (Ibs) 30300 0 0 30300 WxHx (ft-lbs) 363600 0 0 363600 WxHx ZWxHx (percent) 100% 0% 0% 100% Fpx(n-s) (Ibs) 4329 0 0 4329 Fpx(n-s) IWx (percent) 14% 0% 0% 14% Fpx(e-w) Fpx(e-w) IWx (Ibs) (percent) 4329 14% 0 0 4329 0% 0% 14% Conclusions: Roof N-S E-W Total wind = Total seismic = Total wind = Total seismic = Floor N-S E-W Total wind = Total seismic = Total wind = Total seismic = Floor N-S E-W Total wind = Total seismic = Total wind = Total seismic = 5529 Ibs governs 4329 Ibs 11001 Ibs governs 4329 Ibs Olbs Olbs Olbs Olbs Olbs Olbs Olbs Olbs G!V!L 2NGWEEJUNG DESIGN GROUP CiVH 8. STRUCTURAL ENGINEERS •057 SYCAMORE AVENUE ViSTA. CA 92061 WWW.CDGENGINESRiNG.COM H {760] 599 6585 |I {760} 59? 8901 Seismic Analysis Reliability/Redundancy Factor: Level Direction Grid V Vtotal Roof N-S Floorl N-S Floor2 N-S Roflf_ ...E-W Floorl E-W Floor2 E-W Ab= 1' A 2765 5529 v3 5Jb i 1 160 1"~ ~ " " / ~ r — 476 sf f{ /rtva*.*-!'! Iw ri 9.0 0.500 fO 0-5)0 ro — =? "fe,^4 p 0.9588 0.1 j$8 p x\*Q QIC CIVIL ENGINEERING DESIGN GROUP CIVIL & STRUCTURAL ENGINEERS 1057 SYCAMORE AVENUE VISTA, CA 92081 WWW.CDGENGINEERING.COM H (760) 599 8585 O (760) 5998901 Seismic Analysis Shear Wall Design: Level: [Roof Tributary Width = 12.25 ft Shear Wall Length: 9.00 ft Shear Force: Use: Capacity: Total Length: 307 plf 350 plf 9.00 ft Overturning Moment: 33175 ft-lbs Uplift:3686 Ibs Grid: Use Vertical Strap: HOLDOWNS : PHD5-SDS3 Drag: CIVIL ENGINEERING DESIGN GROUP CIVIL & STRUCTURAL ENGINEERS 1057 SYCAMORE AVENUE VISTA, CA 92081 WWW.CDGENGINEERING.COM H (760) 599 8585 O (760) 5998901 Seismic Analysis Shear Wall Design: Level: | Roof | Direction: |N-5 | £rid:[E_ Tributary Width = 12.25 ft| Shear Wall Length: 8.00 ft Use: Capacity: Total Length: 350 plf 8.00 ft| Overturning Moment: 33175 ft-lbs Uplift:4147 Ibs Use Vertical Strap: HOLDOWNS : PHD5-SDS3 Drag: CIVIL ENGINEERING DESIGN GROUP CIVIL & STRUCTURAL ENGINEERS 1057 SYCAMORE AVENUE VISTA, CA 92081 WWW.CDGENG1NEERING.COM H (760) 599 8585 H (760) 599 8901 Seismic Analysis Shear Wall Design: Level: I Roof | Direction: E-W Tributary Width = | 24.25 ft| £rid: Load = Shear Wall Length: Shear Force: Use: 5501 Ibs J CSC 5' a Capacity: P-X 3 200 ^ > Total Length: | Overturning Moment: Uplift: Use Vertical Strap: Drag: \ CIVIL ENGINEERING DESIGN GROUP CIVIL & STRUCTURAL ENGINEERS 1057 SYCAMORE AVENUE VISTA, CA 92081 WWW.CDGENGINEERING.COM H (760) 599 8585 |fj (760) 5998901 Seismic Analysis Shear Wall Design: Level: Roof Direction: [E-W Tributary Width = 24.25 ft Shear Wall Length: Shear Force: Use: Capacity: Total Length: Overturning Moment: Uplift: Use Vertical Strap: $<• Drag: Oi \0 CIVIL ENGINEERING DESIGN GROUP CiyiL& STRUCTURAL ENGINEERING j 057 SYCAMORE AVENUE VISTA, CA 92081 WWW.CDGENGINEER1NG.COM H (760) 599 8585 H (760) 599 8901 PROJECT NO. SHEET NO. OF Company ViDesignef Job Number Sketch Private Eye Engineers CDG CDG f£ j Baird Res. July 7, 2006 Checked By: 1.333 ftAX B 3 ft Details D B ^. ,-rt— ^- i ^1 C #4@7.25 in Z ' 4J *< a *:*=in — *— n D #4@7.25 in •V Footina Elevation — ( c •rl in rH •^ 3 ft Bottom Rebar Plan Geometry, Materials and Criteria Length Width Thickness Height :3ft :3ft :15in :0in eX eZ PX PZ : 0 in :0 in :4 in : 4 in Gross Allow. Bearing Concrete Weight Concrete fc Design Code :1500psf : 145 pcf :2.5ksi :ACI318-02 Steel fy Minimum Steel Maximum Steel 60ksi .0018 .0075 Footing Top Bar Cover : 3.5 in Footing Bottom Bar Cover : 3.5 in Pedestal Longitudinal Bar Cover : 1.5 in Loads Overturning Safety Factor : 1.5 Coefficient of Friction : 0.25 Passive Resistance of Soil : 0 k Phi for Flexure : 0.9 Phi for Shear : 0.75 Phi for Bearing : O.B5 DL LL P(k) 5.6 4 L^> Vx(k) xix A D Vz(k) +Vz D C MX (k-ft) D C Mz (k-ft) Overburden (psf) J^z A D 100 +0ver RISAFoot Version 2.0 [z:\CDG\PROJECTS\CALCS\2006\06165BAI-Carlos\F_2.rft]Pagel Company 'Designed Job Number « Private Eye Engineers CDG CDG Baird Res. July 7; 2006 Checked By: So/7 Bearing Description Categories and Factors Gross Allow.(psf) Max Bearing (psf) Max/Allowable Ratio ASCE 2.4.1-1 ASCE2.4.1-2 ASCE 2.4.1-33 ASCE 2.4.1 -3b ASCE 2.4.1 -3c ASCE 2.4.1 -3d ASCE 2.4.1 -4 ASCE 2.4.1 -5 1DL 1DL+1LL 1DL+1WL 1DL+.7EL 1DL+.75LL+.75WL 1DL+.75LL+.7EL .6DL+1WL .6DL+.7EL 1500 1500 1500 1500 1500 1500 1500 1500 902.238 (A) 1346.68 (A) 902.238 (A) 902.238JAJ 1235.57 (A) 1235.57 (A) 541 .343 (A) 541. 343 (A) .601 .898 .601 .601 .824 .824 .361 .361 1DL QA: 902.238 psf QB: 902.238 psf QC: 902.238 psf QD: 902.238 psf NAZ: -1 in NAX:-1 in 1DL+.75LL+.7EL QA: 1235.57 psf QB: 1235.57 psf QC: 1235.57 psf QD: 1235.57 psf NAZ:-1 in NAX:-1 in 1DL+1LL QA: 1346.68 psf QB: 1346.68 psf QC: 1346.68 psf QD: 1346.68 psf NAZ:-1 in NAX:-1 in .6DL+1WL QA: 541.343 psf QB: 541.343 psf QC: 541.343 psf QD: 541.343 psf NAZ:-1 in NAX:-1 in Footing Flexure Design (Bottom Bars) D 1DL+1WL QA: 902.238 psf QB: 902.238 psf QC: 902.238 psf QD: 902.238 psf NAZ:-1 in NAX:-1 in .6DL+.7EL QA: 541.343 psf QB: 541.343 psf QC: 541.343 psf QD: 541.343 psf NAZ:-1 in NAX:-1 in 1DL+.7EL QA: 902.238 psf QB: 902.238 psf QC: 902.238 psf QD: 902.238 psf NAZ:-1 in NAX:-1 in 1DL+.75LL+.75WL QA: 1235.57 psf QB: 1235.57 psf QC: 1235.57 psf QD: 1235.57 psf NAZ:-1 in NAX:-1 in Description Categories and Factors Mu-XX(k-ft) ZDirAs(in2) Mu-ZZ (k-ft) XDirAsQn2) ACI 9-1 ACI 9-2 ACI 9-3 IBC 16-5 IBC 16-6 1.4DL+1.7LL 1 .05DL+1 .275LL+1 .275WL .9DL+1.3WL 1.2DL+1LL+1EL .9DL+1EL 5.383 4.037 2.165 4.072 2.165 .107 .08 .043 .081 .043 5.383 4.037 2.165 4.072 2.165 .107 .08 .043 .081 .0!43 Note: Overburden and footing self weight are included in the DL load case. RISAFoot Version 2.0 [z:\CDG\PROJECTS\CALCS\2006\06165BAI-Carlos\F_2.rft]Page 2 , Company Designed Job Number Private Eye Engineers CDG CDG Baird Res. July 7, 2006 Checked By: Footing Shear Check Two Way (Punching) Vc: 137.25k One Way (X Dir. Cut) Vc 40.5k One Way (Z Dir. Cut) Vc: 40.5 k Punching X Dir. Cut Z Dir. Cut Description Categories and Factors Vu(k) Vu/0Vc Vu(k) Vu/0Vc Vu(k) Vu/jzA/c ACI 9-1 ACI 9-2 ACI 9-3 IBC 16-5 IBC16-6 1.4DL+1.7LL 1 .05DL+1 .275LL+1 .275WL .9DL+1.3WL 1.2DL+1LL+1EL .9DL+1EL 14.908 11.181 5.997 11.278 5.997 .145 .109 .058 .11 .058 2.397 1.798 .964 1.813 .964 .079 .059 .032 .06 .032 2.397 1.798 .964 1.813 .964 .079 .059 .032 .06 .032 Note: Overburden and footing self weight are included in the DL load case. Concrete Bearing Check (Vertical Loads Only) Bearing Be : 68 k Description Categories and Factors Bearing Bu (k) Bearing Bu/^Bc ACI 9-1 ACI 9-2 ACI 9-3 IBC 16-5 IBC 16-6 1.4DL+1.7LL 1 .05DL+1 .275LL+1 .275WL .9DL+1.3WL 1.2DL+1LL+1EL .9DL+1EL 18.168 13.626 7.308 13.744 7.308 .411 .308 .165 .311 .165 Note: Overburden and footing self weight are included in the DL load case. Overturning Check (Service) Description Categories and Factors Mo-XX (k-ft) Ms-XX (k-ft) Mo-ZZ (k-ft) Ms-ZZ (k-ft) OSF-XX OSF-ZZ ASCE 2.4.1-1 ASCE2.4.1-2 ASCE 2.4.1 -3a ASCE 2.4.1 -3b ASCE 2.4.1 -3c ASCE 2.4.1 -3d ASCE 2.4.1 -4 ASCE 2.4.1 -5 1DL 1DL+1LL 1DL+1WL 1DL+.7EL 1DL+.75LL+.75WL 1DL+.75LL+.7EL .6DL+1WL .6DL+.7EL .017 .017 .017 .017 .017 .017 .01 .01 12.197 18.197 12.197 12.197 16.697 16.697 7.318 7.318 .017 .017 .017 .017 .017 .017 .01 .01 12.197 18.197 12.197 12.197 16.697 16.697 7.318 7.318 731.813 !731.813 NA 731.813 731.813 NA NA 731.813 NA 731.813 731.813 NA NA 731.813 731.813 1731.813 Mo-XX: Governing Overturning Moment about AD or BC Ms-XX: Governing Stablizing Moment about AD or BC OSF-XX: Ratio of Ms-XX to Mo-XX Sliding Check (Service) Description Categories and Factors Va-XX (k) Vr-XX (k) Va-ZZ (k) Vr-ZZ (k) SR-XX SR-ZZ ASCE 2.4.1-1 ASCE 2.4.1-2 ASCE 2.4.1 -3a ASCE 2.4.1 -3b ASCE 2.4.1 -3c ASCE 2.4.1 -3d ASCE 2.4.1-4 ASCE 2.4.1 -5 1DL 1DL+1LL 1DL+1WL 1DL+.7EL 1DL+.75LL+.75WL 1DL+.75LL+.7EL .6DL+1WL .6DL+.7EL 0 0 0 0 0 0 0 0 2.03 3.03 2.03 2.03 2.78 2.78 1.218 1.218 0 0 0 0 0 0 0 0 2.03 3.03 2.03 2.03 2.78 2.78 1.218 1.218 NA NA j NA NA NA NA NA NA NA NA NA NA NA NA NA NA Va-XX: Applied Lateral Force to Cause Sliding Along XX Axis Vr-XX: Resisting Lateral Force Against Sliding Along XX Axis SR-XX: Ratio of Vr-XX to Va-XX RISAFoot Version 2.0 [z:\CDG\PROJECTS\CALCS\2006\06165BAI-Carlos\F_2.rft] Page 3 Company 'Designer Job Number Private Eye Engineers CDG CDG F^ \ & Baird Res.f « fteifrfl July 7, 2006 Checked By:_ Sketch 1.333 ftAX B in 3 ft Details D "^ tTZj_ iI 3''ft Bottom Rebar i Geometry, Mate B AX #4@7.25 in Z c •rl *> Sli j ^n . G * . „ . i — .m —^~ ' '— »— m D C #4@7.25 in Q Footing Elevation Plan rials and Criteria Length :3ft eX:Oin Gross Allow. Bearing : 1500 psf Steel fy 60 ksi Width :3ft eZ:Oin Concrete Weight :145pcf Minimum Steel .0018 Thickness :15in pX:4in Concrete fc : 2. 5 ksi Maximum Steel .0075 Height :0in pZ:4in Design Code :ACI318-02 Footing Top Bar Cover : 3.5 in Overturning Safety Factor :1.5 Phi for Flexure :0.9 Footing Bottom Bar Cover : 3.5 in Coefficient of Friction : 0.25 Phi for Shear : 0.75 Pedestal Longitudinal Bar Cover : 1.5 in Passive Resistance of Soil :0k Phi for Bearing :0.65 Loads DL LL P(k) 6.2 3.8 [ i p Vx(k) Vz(k) MX (k-ft) Mz(k-ft) Overburden (psf) 100 +Vx +Vz /~* +Mx f^s^"Mz "^"Ovsr AD DC DC AD RISAFoot Version 2.0 [z:\CDG\PROJECTS\CALCS\2006\06165BAI-Carlos\F_2.a.rft]Page 1 ^ Company * Designer Job Number Private Eye Engineers CDG COG BairdRes. July 7, 2006 Checked By: So/7 Bearing Description Categories and Factors Gross Allow.(psf) Max Bearing (psf) Max/Allowable Ratio ASCE 2.4.1-1 ASCE2.4.1-2 ASCE 2.4.1 -3a ASCE 2.4.1 -3b ASCE 2.4. 1-3c ASCE 2.4.1 -3d ASCE 2.4.1 -4 ASCE 2.4.1 -5 1DL 1DL+1LL 1DL-MWL 1DL+.7EL 1DL+.75LL+.75WL 1DL+.75LL+.7EL .6DL+1WL .6DL+.7EL 1500 1500 1500 1500 1500 1500 1500 1500 968.904 (A) 1391. 13 (A) 968.904 (A) 968.904 (A) 1285.57 (A) 1285.57 (A) 581 .343 (A) 581 .343 (A) .646 .927 .646 .646 .857 .857 .388 .388 1DL QA: 968.904 psf QB: 968.904 psf QC: 968.904 psf QD: 968.904 psf NA2:-1 in NAX:-1 in 1DL+.75LL+.7EL QA: 1285.57 psf QB: 1285.57 psf QC: 1285.57 psf QD: 1285.57 psf NAZ: -1 in NAX:-1 in 1DL+1LL QA: 1391.13 psf QB: 1391.13 psf QC: 1391.13 psf QD: 1391.13 psf NAZ:-1 in NAX:-1 in .6DL+1WL QA: 581.343 psf QB: 581.343 psf QC: 581.343 psf QD: 581.343 psf NAZ:-1 in NAX:-1 in Footing Flexure Design (Bottom Bars) 1DL+1WL QA: 968.904 psf QB: 968.904 psf QC: 968.904 psf QD: 968.904 psf NAZ:-1 in NAX:-1 in .6DL+.7EL QA: 581.343 psf QB: 581.343 psf QC: 581.343 psf QD: 581.343 psf NAZ:-1 in NAX:-1 in 1DL+.7EL QA: 968.904 psf QB: 968.904 psf QC: 968.904 psf QD: 968.904 psf NAZ:-1 in NAX:-1 in 1DL+.75LL+.75WL QA: 1285.57 psf QB: 1285.57 psf QC: 1285.57 psf QD: 1285.57 psf NAZ:-1 in NAX:-1 in Description Categories and Factors Mu-XX(k-ft) ZDirAsQn2) Mu-ZZ (k-ft) XDirAsQn2) ACI 9-1 ACI 9-2 ACI 9-3 IBC16-5 IBC 16-6 1.4DL+1.7LL 1 .05DL+1 .275LL+1 .275WL .9DL+1.3WL 1.2DL+1LL+1EL .9DL+1EL 5.531 4.148 2.325 4.226 2.325 .11 .082 .046 .084 .046 5.531 4.148 2.325 4.226 2.325 .11 .082 .046 .084 .046 Note: Overburden and footing self weight are included in the DL load case. RISAFoot Version 2.0 [z:\CDG\PROJECTS\CALCS\2006\06165BAI-Carlos\F_2.a.rft]Page 2 f Company Designs? Job Number Private Eye Engineers CDG CDG Baird Res. July 7, 2006 Checked By:_ Footing Shear Check Two Way (Punching) Vc: 137.25k One Way (X Dir. Cut) Vc 40.5 k One Way (Z Dir. Cut) Vc: 40.5k Punching X Dir. Cut Z Dir. Cut Description Categories and Factors Vu(k) Vu/0Vc Vu(k) Vu/^Vc Vu(k) Vu/,0Vc ACI 9-1 ACI 9-2 ACI 9-3 IBC16-5 IBC16-6 1.4DL+1.7LL 1 .05DL+1 .275LL+1 .275WL .9DL+1.3WL 1.2DL+1LL+1EL .9DL+1EL 15.318 11.489 6.44 11.705 6.44 .149 .112 .063 .114 .063 2.463 1.847 1.036 1.882 1.036 .081 .061 .034 .062 .034 2.463 1.847 1.036 1.882 1.036 .081 .061 .034 .062 .034 Note: Overburden and footing self weight are included in the DL load case. Concrete Bearing Check (Vertical Loads Only) Bearing Be : 68 k Description Categories and Factors Bearing Bu (k) Bearing Bu/0Bc ACI 9-1 ACI 9-2 ACI 9-3 IBC 16-5 IBC 16-6 1.4DL+1.7LL 1 .05DL+1 .275LL+1 .275WL .9DL+1.3WL 1.2DL+1LL+1EL .9DL+1EL 18.668 14.001 7.848 14.264 7.848 .422 .317 .178 .323 .178 Note: Overburden and footing self weight are included in the DL load case. Overturning Check (Service) Description Categories and Factors Mo-XX (k-ft) Ms-XX (k-ft) Mo-ZZ (k-ft) Ms-ZZ (k-ft) OSF-XX OSF-ZZ ASCE 2.4.1-1 ASCE 2.4.1 -2 ASCE 2.4.1 -3a ASCE 2.4.1 -3b ASCE 2.4.1 -3c ASCE 2.4.1 -3d ASCE 2.4.1 -4 ASCE 2.4.1 -5 1DL 1DL+1LL 1DL+1WL 1DL+.7EL 1DL+.75LL+.75WL 1DL+.75LL+.7EL .6DL+1WL .6DL+.7EL .017 .017 .017 .017 .017 .017 .01 .01 13.097 18.797 13.097 13.097 17.372 17.372 7.858 7.858 .017 .017 .017 .017 .017 .017 .01 .01 13.097 18.797 13.097 13.097 17.372 17.372 7.858 7.858 785.813 NA 785.813 785.813 NA NA 785.813 f 85.81 3 NA h5.813 785.813 NA NA 785.813 785.813 (785.813 Mo-XX: Governing Overturning Moment about AD or BC Ms-XX: Governing Stablizing Moment about AD or BC OSF-XX: Ratio of Ms-XX to Mo-XX Sliding Check (Service) Description Categories and Factors Va-XX (k) Vr-XX (k) Va-ZZ (k) Vr-ZZ (k) SR-XX SR-ZZ ASCE 2.4.1-1 ASCE 2.4. 1-2 ASCE 2.4.1-3a ASCE 2.4. 1 -3 b ASCE 2.4.1 -3c ASCE 2.4.1 -3d ASCE 2.4.1 -4 ASCE 2.4.1 -5 1DL 1DL+1LL 1DL+1WL 1DL+.7EL 1DL+.75LL+.75WL 1DL+.75LL+.7EL .6DL+1WL .6DL+.7EL 0 0 0 0 0 0 0 0 2.18 3.13 2.18 2.18 2.893 2.893 1.308 1.308 0 0 0 0 0 0 0 0 2.18 3.13 2.18 2.18 2.893 2.893 1.308 1.308 NA | NA NA I NA NA NA NA NA NA NA NA NA NA NA NA NA Va-XX: Applied Lateral Force to Cause Sliding Along XX Axis Vr-XX: Resisting Lateral Force Against Sliding Along XX Axis SR-XX: Ratio of Vr-XX to Va-XX RISAFoot Version 2.0 [z:\CDG\PROJECTS\CALCS\2006\06165BAI-Carlos\F_2.a.rft]Page 3 .Company Designer* Job Number Private Eye Engineers CDG CDG Baird Res. July 5, 2006 Checked By: . Sketch .708 ft AX A B 1.75 ft Details D B t 1.75 ft Bottom Rebar Geometry, Mat /\X . #4@7 in Z -P cii [ t-i P « rH C #4S)7in 'H .. . t c . •Plan erials « Length : 1.75 ft Width : 1.75 ft Thickness :15in Height :0in Footing Top Bar Cover Footing Bottom Bar Cover Pedestal Longitudinal Bar Loads DL LL • P(k) 1.5 1.5 RISAFoot Version 2.0 m ~~- ' '— •— n D C Footing Elevation and Criteria eX:Oin Gross Allow. Bearing :1500psf Steel fy 60 ksi eZ:Oin Concrete Weight :145pcf Minimum Steel .0018 pX:4in Concrete fc : 2.5 ksi Maximum Steel .0075 pZ :4in Design Code :ACI318-02 : 3.5 in Overturning Safety Factor :1.5 Phi for Flexure :0.9 ; 3.5 in Coefficient of Friction :0.25 Phi for Shear :0.7'5 Cover : 1 .5 in Passive Resistance of Soil : 0 k Phi for Bearing : 0.6:5 Vx(k) Vz(k) Mx(k-ft) Mz (k-ft) Overburden (psf) 100 AD DC DC AD 7/z [z:\CDG\PROJECTS\CALCS\2006\06165BAI-Carlos\F_3.rft] Page 1 ^Company Designed Job Number Private Eye Engineers CDG CDG Baird Res. July 6, 2006 Checked By: So/7 Bearing Description Categories and Factors Gross Allow.(psf) Max Bearing (psf) Max/Allowable Ratio ASCE 2.4.1-1 ASCE2.4.1-2 ASCE 2.4.1 -3a ASCE 2.4.1 -3b ASCE 2.4.1 -3c ASCE 2.4.1 -3d ASCE 2.4.1 -4 ASCE 2.4.1 -5 1DL 1DL+1LL 1DL+1WL 1DL+.7EL 1DL+.75LL+.75WL 1DL+.75LL+.7EL .6DL+1WL .6DL+.7EL 1500 1500 1500 1500 1500 1500 1500 1500 767.41 8 {A) 1257.21 (A) 767.41 8 (A) 767.41 8 (A) 11 34.76 (A) 11 34.76 (A) 460.451 (A) 460.451 (A) .512 .838 .512 .512 .757 .757 .307 .307 1DL QA: 767.418 psf QB: 767.418 psf QC: 767.418 psf QD: 767.418 psf NAZ: -1 in NAX:-1 in 1DL+1LL QA: 1257.21 psf QB: 1257.21 psf QC: 1257.21 psf QD: 1257.21 psf NAZ:-1 in NAX:-1 in 1DLHWL QA: 767.418 psf QB: 767.418 psf QC: 767.418 psf QD: 767.418 psf NAZ:-1 in NAX:-1 in 1DL+.7EL QA: 767.418 psf QB: 767.418 psf QC: 767.418 psf QD: 767.418 psf NAZ:-1 in NAX:-1 in 1DL+.75LL+.75WL QA: 1134.76 psf QB: 1134.7(5 psf QC: 1134.76 psf QD: 1134.76 psf NAZ:-1 in NAX:-1 in D 1DL+.75LL+.7EL QA: 1134.76 psf QB: 1134.76 psf QC: 1134.76 psf QD: 1134.76 psf NAZ: -1 in NAX:-1 in .6DL+1WL QA: 460.451 psf QB: 460.451 psf QC: 460.451 psf QD: 460.451 psf NAZ:-1 in NAX:-1 in Footing Flexure Design (Bottom Bars) .6DL+.7EL QA: 460.451 psf QB: 460.451 psf QC: 460.451 psf QD: 460.451 psf NAZ:-1 in NAX:-1 in Description Categories and Factors Mu-XX(k-ft) ZDirAsQnr) Mu-ZZ (k-ft) XDirAs(iri ) ACI 9-1 ACI 9-2 ACI 9-3 IBC 16-5 IBC16-6 1.4DL+1.7LL 1 .05DL+1 .275LL+1 .275WL .9DL+1.3WL 1.2DL+1LL+1EL .9DL+1EL .837 .628 .303 .619 .303 .017 .012 .006 .012 .006 .837 .628 .303 .619 .303 .017 .Oil 2 .006 .0112 .006 Note: Overburden and footing self weight are included in the DL load case. RISAFoot Version 2.0 [z:\CDG\PROJECTS\CALCS\2006\06165BAI-Carlos\F_3.rft]Page 2 x. Company Designer Job .Number Private Eye Engineers CDG CDG BairdRes. July 6, 2006 Checked By: Footing Shear Check Two Way (Punching) Vc: NA One Way (X Dir. Cut) Vc 23.625 k One Way (Z Dir. Cut) Vc: 23.625 k Punching X Dir. Cut Z Dir. Cut Description Categories and Factors Vu(k) Vu/^5Vc Vu(k) Vu/^A/c Vu(k) Vu/0Vc AC1 9-1 ACI 9-2 ACI 9-3 IBC16-5 IBC 16-6 1.4DL+1.7LL 1 .05DL+1 .275LL+1 .275WL .9DL+1.3WL 1.2DL+1LL+1EL .9DL+1EL NA NA NA NA NA NA NA NA NA NA .003 .002 .001 .002 .001 L o 0 0 0 0 .003 .002 .001 .002 .001 0 0 0 0 0 Note: Overburden and footing self weight are included in the DL load case. Concrete Bearing Check (Vertical Loads Only) Bearing Be : 68 k Description Categories and Factors Bearing Bu (k) Bearing Bu/j25Bc ACI 9-1 ACI 9-2 ACI 9-3 IBC 16-5 IBC 16-6 1.4DL+1.7LL 1 .05DL+1 .275LL+1 .275WL .9DL+1.3WL 1.2DL+1LL+1EL .9DL+1EL 5.84 4.38 2.115 4.32 2.115 .132 .099 .048 .098 .048 Note: Overburden and footing self weight are included in the DL load case. Overturning Check (Service) Description Categories and Factors Mo-XX (k-ft) Ms-XX (k-ft) Mo-ZZ (k-ft) Ms-ZZ (k-ft) OSF-XX OSF-ZZ ASCE 2.4.1-1 ASCE 2.4.1-2 ASCE 2.4.1 -3a ASCE 2.4.1 -3b ASCE 2.4.1 -3c ASCE 2.4.1 -3d ASCE 2.4.1 -4 ASCE 2.4. 1-5 1DL 1DL+1LL 1DL-MWL 1DL+.7EL 1DL+.75LL+.75WL 1DL+.75LL+.7EL .6DL+1WL .6DL+.7EL .01 .01 .01 .01 .01 .01 .006 .006 2.066 3.379 2.066 2.066 3.051 3.051 1.24 1.24 .01 .01 .01 .01 .01 .01 .006 .006 2.066 3.379 2.066 2.066 3.051 3.051 1.24 1.24 212.52 347.52 212.52 212.52 313.77 313.77 212.52 212.52 £12.52 347.52 212.52 212.52 313.77 313.77 212.52 212.52 Mo-XX: Governing Overturning Moment about AD or BC Ms-XX: Governing Stablizing Moment about AD or BC OSF-XX: Ratio of Ms-XX to Mo-XX Sliding Check (Service) ' Description Categories and Factors Va-XX (k) Vr-XX (k)Va-ZZ (k)Vr-ZZ (k) SR-XX SR-ZZ ASCE 2.4.1-1 ASCE 2.4.1 -2 ASCE 2.4.1 -3a ASCE 2.4.1 -3b ASCE 2.4. 1-3c ASCE 2.4.1 -3d ASCE 2.4.1-4 ASCE 2.4.1 -5 1DL 1DL+1LL 1DL+1WL 1DL+.7EL 1DL+.75LL+.75WL 1DL+.75LL+.7EL .6DL+1WL .6DL+.7EL 0 0 0 0 0 0 0 0 .588 .963 .588 .588 .869 .869 .353 .353 0 0 0 0 0 0 0 0 .588 .963 .588 .588 .869 .869 .353 .353 NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA Va-XX: Applied Lateral Force to Cause Sliding Along XX Axis Vr-XX: Resisting Lateral Force Against Sliding Along XX Axis SR-XX: Ratio of Vr-XX to Va-XX RISAFoot Version 2.0 [z:\CDG\PROJECTS\CALCS\2006\06165BAI-Carlos\F_3.rft]PageS Comparw : Private Eye Engineers Designer : CDG Job. Number : CDG Baird Res. July 14, 2006 Checked By: _ Sketch .75 ft AX D 2 ft B .c •H If) rH D Details /N F3 ' #4@5.67 in Z f #4@5.67 in \X c •rl ID — *— en D ! i jI in i H i * " n • n ' -. 2 ft Bottom Rebar Plan Footing Elevation Geometry, Materials and Criteria Length Width Thickness Height :2ft :2ft :15in :0 in eX eZ pX PZ :0 :0 :6 :6 in in in in Gross Allow. Bearing : 1500 psf Concrete Concrete Weight fc Design Code :145 :2.5 :ACI pcf ksi 318-02 Steel fy Minimum Maximum 60 ksi Steel Steel .0018 .0075 Footing Top Bar Cover :3.5in Foot ng Bottom Bar Cover :3.5in Pedestal Longitudinal Bar Cover : 1.5 in Loads Overturning Safety Factor :1.5 Coefficient of Friction :0.25 Passjve Resistance of Soil :0 k Phi for Flexure :0.9 PhiforShear :0.75 Phi for Bearing :0.65 DL LL P(k)Vx(k)Vz (k)MX (k-ft)Mz (k-ft) Overburden (psf) 3.1 1 1.7 100 J D DC RISAFoot Version 2.0 [z:\CDG\PROJECTS\CALCS\2006\06165BAI-Carlos\Copy of F_3.rft]Page 1 ^Compan^ Private Eye Engineers Designer CDG JobJMumber CDG Baird Res. July 14, 2006 Checked By: Soil Bearing Description Categories and Factors Gross Allow.(psf) Max Bearing (psf) Max/Allowable Ratio ASCE 2.4.1-1 ASCE2.4.1-2 ASCE 2.4.1 -3a ASCE 2.4.1 -3b ASCE 2.4.1 -3c ASCE 2.4,1 -3d ASCE 2.4.1 -4 ASCE 2.4.1 -5 1DL 1DL+1LL 1DL+1WL 1DL+.7EL 1DL+.75LL+.75WL 1DL+.75LL+.7EL .6DL+1WL .6DL+.7EL 1500 1500 1500 1500 1500 1500 1500 1500 1050 (A) 1475 (A) 1050 (A) 1050 (A) 1368.75 (A) 1368.75 (A) 630 (A) 630 (A) .7 .983 .7 .7 .912 .912 .42 .42 1DL QA: 1050 psf QB: 1050 psf QC: 1050 psf QD: 1050 psf NAZ:-1 in NAX:-1 in 1DL+.75LL-K7EL QA: 1368.75 psf 1368.75 psf 1368.75 psf 1368.75 psf QB: QC: QD: NAZ:-1 in NAX:-1 in 1DL+1LL QA: 1475 psf QB: 1475 psf QC: 1475 psf QD: 1475 psf NAZ:-1 in NAX:-1 in .6DL+1WL QA: 630 psf QB: 630 psf QC: 630 psf QD: 630 psf NAZ:-1 in NAX:-1 in Footing Flexure Design (Bottom Bars) 1DL+1WL QA: 1050 psf QB: 1050 psf QC: 1050 psf QD: 1050 psf NAZ:-1 in NAX:-1 in .6DL+.7EL QA: 630 psf QB: 630 psf QC: 630 psf QD: 630 psf NAZ:-1 in NAX:-1 in 1DL+.7EL QA: 1050 psf QB: 1050 psf QC: 1050 psf QD: 1050 psf NAZ:-1 in NAX:-1 in 1DL+.75LL-K75WL QA: 1368.715 psf QB: 1368.715 psf QC: 1368.75 psf QD: 1368.7!5psf NAZ:-1 in NAX:-1 in Description Categories and Factors Mu-XX(k-ft') ZDirAsQn2) Mu-ZZ (k-ft) XDirAsQn2) ACI 9-1 ACI 9-2 ACI 9-3 IBC16-5 IBC 16-6 1.4DL+1.7LL 1 .05DL+1 .275LL+1 .275WL .9DL+1.3WL 1.2DL+1LL+1EL .9DL+1EL 1.233 .925 .532 .948 .532 .024 .018 .011 .019 .011 1.233 .925 .532 .948 .532 .024 .018 .0,11 .019 .011 Note: Overburden and footing self weight are included in the DL load case. RISAFoot Version 2.0 [z:\CDG\PROJECTS\CALCS\2006\06165BAI-Carlos\Copy of F_3.rft]Page 2 \»'Company Designer Jo&Number Private Eye Engineers CDG CDG Baird Res. July 14, 2006 Checked By: Footing Shear Check Two Way (Punching) Vc: NA One Way (X Dir. Cut) Vc 27 k One Way (Z Dir. Cut) Vc: 27 k Punching X Dir. Cut Z Dir. Cut Description Categories and Factors Vu(k) Vu/ 0Vc Vu(k) Vu/jzA/c Vu(k) Vu/ 0Vc ACI 9-1 ACI 9-2 ACI 9-3 IBC16-5 IBC16-6 1.4DL+1.7LL 1.05DL+1.275LL+1.275WL .9DL+1.3WL 1.2DL+1LL+1EL .9DL+1EL NA NA NA NA NA NA NA NA NA NA ,004 .003 .002 .003 .002 0 0 0 0 0 .004 .003 .002 .003 .002 0 0 0 0 o • Note: Overburden and footing self weight are included in the DL load case. Concrete Bearing Check (Vertical Loads Only) Bearing Be : 153 k Description Categories and Factors Bearing Bu (k) Bearing Bu/0Bc ACI 9-1 1.4DL+1.7LL ACI 9-2 1.05DL+1.275LL+1 275WL ACI 9-3 .9DL+1.3WL IBC 16-5 IBC 16-6 1.2DL+1LL+1EL 8.77 .088 6.577 | .066 3.78 i 6.74 .9DL+1EL 3.78 .038 .068 .038 Note: Overburden and footing self weight are included in the DL load case. Overturning Check (Service) Description Categories and Factors Mo-XX (k-ft) Ms-XX (k-ft) Mo-ZZ (k-ft) Ms-ZZ (k-ft) OSF-XX OSF-ZZ ASCE 2.4.1-1 ! 1DL ASCE2.4.1-2 ASCE 2.4.1 -3a ASCE 2.4.1 -3b ASCE 2.4.1 -3c ASCE 2.4.1 -3d ASCE 2.4.1 -4 ASCE 2.4.1 -5 .025 1DL+1LL I .025 1DL+1WL | .025 1DL+.7EL ! .025 1DL+.75LL+.75WL 1DL+.75LL+.7EL .6DL+1WL .6DL+.7EL .025 .025 .015 .015 4.225 5.925 J 4.225 4.225 5.5 5.5 2.535 2.535 .025 .025 .025 .025 .025 .025 .015 .015 4.225 5.925 4.225 4.225 5.5 5.5 2.535 2.535 169 237 169 169 220 220 169 169 169 237 169 169 220 220 169 169 Mo-XX: Governing Overturning Moment about AD or BC Ms-XX: Governing Stablizing Moment about AD or BC OSF-XX: Ratio of Ms-XX to Mo-XX Sliding Check (Service) Description Categories and Factors Va-XX (k) Vr-XX (k) Va-ZZ (k) Vr-ZZ (k) SR-XX SR-ZZ ASCE 2.4.1-1 ASCE 2.4.1 -2 ASCE 2.4.1 -3a 1DL 1DL+1LL 1DL+1WL ASCE 2.4.1 -3b | 1DL+.7EL ASCE 2.4.1 -3c ASCE 2.4.1 -3d ASCE 2.4.1-4 ASCE 2.4.1 -5 1DL+.75LL+.75WL 1DL+.75LL+.7EL .6DL+1WL .6DL+.7EL 0 0 0 0 0 0 0 0 1.05 j 1.475 1.05 1.05 1.369 1.369 .63 .63 0 0 0 0 0 , 0 0 0 1.05 1.475 1.05 1.05 1.369 1.369 .63 .63 NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA 1 Va-XX: Applied Lateral Force to Cause Sliding Along XX Axis Vr-XX: Resisting Lateral Force Against Sliding Along XX Axis SR-XX: Ratio of Vr-XX to Va-XX 2/(2. RISAFoot Version 2.0 [z:\CDG\PROJECTS\CALCS\2006\06165BAI-Carlos\Copy of F_3.rft]Page 3 CIVIL ENGINEERING DESIGN GROUP CIVIL & STRUCTURAL ENGINEERS 1057 SYCAMORE AVENUE VISTA. CA 92081 WWW.CDGENGINEERING.COM Qj (760) 599 8585 Q (760)5998901 STRUCTURAL CALCULATIONS FOR PROJECT:- PROJECT NUMBER: CLIENT: 2140 DATE: CA ISSUE DATE: REVISION DATES: THIS SET OF CALCULATIONS HAS A TOTAL OF CIVIL ENGINEERING DESIGN GROUP CIVIL & STRUCTURAL ENGINEERS 1057 SYCAMORE AVENUE VISTA. CA 92081 WWW.CDGENGINEERING.COM : Q (760) 599 8585 Q| (760)5998901 BASIS FOR DESIGN; BUILDING CODE: UBC 1 997, CBC 2001 LOADS: ROOFDL - \5* ROOFLL - (b FLOOR DL = - FLOOR LL ». — SEISMIC ZONE: 4 WIND EXPOSURE: C WIND LOAD: 19PSF (Z=4) MATERIAL: CONCRETE: REINFORCING: MASONRY: Mortar Grout Reinforcing (A-615, Grade 60) (TypeN-1) (TypeS) (A-615, Grade 60) F'c = 2,500 psi Fy»60 ksi F'm=1,500 psi F'c=1,800 psi F'c=2,000 psi Fy=60 ksi STRUCTURAL STEEL Rolled Sections & Plates (ASTM A-36) Fy-36 ksi Pipes (ASTM A-53, Grade B) Fy=35 ksi Structural Tubing (ASTM A-500) Fy=46 ksi Bolts & Anchors For Steel Base Plates (ASTM A-307,Grade B) Fy=60 ksi GLUE-LAMINATED BEAMS: (Combination 24F-V8, DF/DF) STRUCTURAL LUMBER: • Roof Rafters and Floor Joists: Fb=900 psi Fv=95 psi Fb-2,400 psi Fv=165 psi E=1.8xlOW psi Douglas Fir Larch No. 2 E=1.6x10C«) psi CIVIL ENGINEERING DESIGN GROUP CIVIL & STRUCTURAL ENGINEERS 1057 SYCAMORE AVENUE VTSTA, CA 92081 WWW.CDGENOINEERING.COM |3 (760} 59? 8585 BASIS FOR DESIGN: (continued) MATERIAL: (continued) • Beams, Stringers, And Headers: Douglas Fir Larch No. 2 4x6 and smaller Douglas Fir Larch No.2 Fb=?00 psl, Fvs?5psl, E=1.6x10W ps| 6x6 and Widen Fb=1,350 psf. Douglas Fir Larch No 1 Fv»85 psl.psl • Wood Posts and Timbers: Fc» 1,000 psl, FvaSSpsI, Douglas Fir larch No 1 E»1.6xlOC<) psl • Structural Studs: Fbs/00 psl, • Ledger 4x6 and Widen Fc»1,000 psl. Stud Grade Fc«850psl, Fv=95psl, E»1.4x10W psl psl, Douglas Fir Larch Const.Grade E=1.5xlO«) psl • Bolts and Anchor Bolts: (ASIM A-307),Fy«33.0 ksl FRAMING CONNECTORS: / • • Use approved framing connectors, SIMPSON, or equal. NAIL SCHEDULE Use TABLE NO. 23-ll-B-l, 19?7/2001, Page 2-282 CIVIL ENGINEERING DESIGN GROUP CIVIL & STRUCTURAL ENGINEERING 1057 SYCAMORE AVENUE VISTA. CA 92081 WWW.CDGENGINEERING.COM H (760) 599 8585 Q (760) 599 8901 oft ...... L.U.: .kjut •r-f y ft t PROJECT NO. SHEET NO.J^f* OF 5T ®COMPANY PROJECT Woodworks6 SOFfWjllK'KMWOOeOEHGN Vu)?.— "i+ Aug. 28, 200610:37 4MB LOADS ( Ibs, Load Loadl Load3 Load4 Design Check Calculation Sheet Sizer6.4 psf.orplf) = Type Distribution Magnitude Location [ft] Units • , Start End Start End Dead Full UDL 45.0 plf Live Point 970 1.25 Ibs Dead Point 1213 1.25 Ibs MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : Dead Live Total Bearing: Load Comb Length t 672 485 . 1157 #2 0.50* 2'-6"l 672 485 1157 #2 0.50* *Min. bearing length for beams is 1/2" for exterior supports Timber-soft, D.Fir-L, No.2, 6x6" Self-weight of 7.19 plf included in loads; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2001 : Criterion Shear Bending {+) Live Defl1 Total Defl' Analysis Value Design Value Analysis/Design fv = 56 Fv' = 170 fv/Fv' .= 0.33 fb = 608 Fb' = 750 fb/Fb' = 0.81 n 0.01 = <L/999 0.08 = L/360 0.07 : n 0.02 = <L/999 0.13 = L/240 0.13 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv1 170 1.00 1.00 1.00 - - ,1.00 1.00 1.00 . 2 Fb' + 750 1.00 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 2 Fcp1 625 - 1.00 1.00 - - r - 1.00 1.00 E1 1.3 million 1.00 1.00 - - - - 1.00 1.00 - 2 Shear : LC #2 = D+L, V = 1157, V design = 1133 Ibs Bending(+): LC 12 = D+L, M = 1405 Ibs-ft Deflection: LC #2 = D+L EI= 99e06 Ib-in2 Total Deflection = 1.50 (Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) : Load combinations: ICC-IBC : DESIGN NOTES: 1 . Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported 'according to the provisions of NDS Clause 4.4.1 . 4 5" CIVIL ENGINEERING DESIGN GROUP CIVIL & STRUCTURAL ENGINEERS 1057 SYCAMORE AVENUE . VISTA, CA 92081 WWW.COGENGINEERING.COM Q (760) 599 8585 Q (760) 599 8901 August 23, 2006 >, CITY OF CARLSBAD - BUILDING DEPARTMENT COPY: Subject: REVIEW OF THE STRUCTURAL DESIGN OF THE ROOF TRUSS - 2740 Argonauta St., Carlsbad, CA 92009 (BAIRD Residence Addition/Remodel) Mr. Carlos Ortuno Client/Designer This is to certify that this office has reviewed the structural calculation package for this project. This package was prepared by East County Roof Truss under Trans ID 31654. If you have any questions, please feel free to call. Sincerely, Massood Gaskari, P.E. CDG Engineering Civil & Structural Engineers 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 24'-3" V- '••.•:.--..•.: = ^ \ \ ^H2>2 \ ~\ <lHT>2 \ <5>4 ^TTI4 ' ' . / ~3T' / / /m. Fl I >1 ^H | fel <$>3 ' :- ' / *®fl / / / •' /en \ \ 'ROE -<r\j /X ^ ? / / / / . X / 7 - / / A //\ / / \ \ / x N / ccT k N \ \ cu r/^i / '1 \ \ X \ X \ \ \ ^ \ \ \ \\ ' i \ V1 \ s\ 1 \ \ 9 . 1 •\ CD i — i CO 1 — 1 X ^ 1 I. i I' 1 1 •f. 1 1' 1 1 1 fa; BAIRD 2740 ARGONAUTA CARLSBAD INVOICE 7240 6/12 PITCH SI 2x6 TOP CHORD 30" OVERHANG TILE ROOF BEVELED END BLOCK x OCEANSIDE TRUSS INC. ASSUMES NO * RESPONSIBILITY FOR TRUSSES CUT OR INSTALLED IMPROPERLY. * BACKCHARGES ARE NOT ACCEPTED * TYPE QTY Description JK 33 RAFTER/END JACK 12 '0" PLATE ACF 1 CALIF FILL AG 1 3315139 AH 1 3311108 AT . 3 3311109 BH 2 3311110 BH2 2 3311110 BHA . 1 3313135 BHT 2 3313136 BT 4 3311113 BTA 1 3311114 CCF 1 CALIF FILL OCEANSIDE TRUSS INC. CERTIFIED INSPECTION CLIS ^ IN STRICT ACCORDANCE WITH UBC 2321.3 PREFABRICATED 12 MARCH, 2007 Scale: 1/B"/ 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 General Notes and Warnings before construction commences. 3. 2x4 compression web bracing must be installed where shown+. 4. All lateral force resisting elements such as temporary and permanent bracing, must be designed and provided by designer of complete, structure. CompuTrus assumes no responsibility for such bracing. 5. No load 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 over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 7. This design is furnished subject to the limitations on truss designs set forth by TPI in HIB-91 or TPI/WTCA in BCSI 1-03, copies of which will be furnished by CompuTrus upon request. GENERAL NOTES, unless otherwise noted: 1. Design to support loads as shown. 2. Design assumes the top and bottom chords to be laterally braced, at 2'-0" o.c. and at 10-0" o.c. respectively, unless braced throughout their length by continuous sheathing. 3. 2x Impact bridging or lateral bracing required where shown+ +. 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. 8. Plates shall be located on both faces of truss, and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. For basic design values of the CompuTrus Plate, indicated by the prefix "C", see I.C.B.O. R.Fl. 4211 . 11. The CompuTrus Net Section Plate is indicated by the prefix "CN", the designator (18) indicated 18 ga. material is used. All others are 20 ga.. . 4 0 a " O 8 1S i?1 co cot- 10 < **" 1 :* 3CO "J LU §2 2 i fc 1 ^ 2 ' 3 '-i i d v\I / Campulrus1 / r^/^/^ s<CM !M^ U UJ 3in M 1n A 3 10 M 5u§n X.u J_ £ 1c I Manufacturinq . Enaineerina . 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IU F U- =! < UJLL Q a: ..-wv;.";.,!,.'«;• '-0,:, .,• , ,r;1V.^V~/iiir----^-A-*'>^™vv*V^'^^ SAN MARCOS UNIFIED SCHOOL DISTRICT FACILITIES DEPARTMENT 215 Mate Way, Bldg 5 (2nd Floor) San Marcos CA 92069 760-290-2649 CERTIFICATE OF COMPLIANCE Project Description: •M^Tract No.: Assessor's Parcel No: Received From: The Sum of: Numbei; of Squ^re7 0 a «5> / ./Rate: Ed. Code 17620 and Gov. Code 65995, et seq. Q Not subject to fee requirements Q CFDNo!: -. • ' ' .'.- '-'. '•'•.'•.•' •"• •:. • Q Existing Mitigation Agreement: Certification of Applicant/Owners: The person executing thjs declaration ("Owner") certifies under penalty of perjury that: (1) the information provided is correct and true to the best of Owner's knowledge; (2) Owner will file an amended certification of payment and pay the additional fee if Owner requests an increase in the number of dwelling units/square footage after the building permit is issued, or if the initial determination of units/square footage is found to be incorrect, and any and all costs of collection thereof including actual attorneys' fees and legal costs; and (3) Owner is the owner/developer of the above described project(s) or that the person executing this declaration is authorized to sign on behalf of the Owner. Signature:Dated: This is to certify that the applicant listed has paid all amounts determined by the information presented and due to the San Marcos Unified School District ("District"). The payment of these amounts is a prerequisite to the issuance of a building permit. District Representative: San Marcos Unified School District - Facilities Department NOTICE OF 90-DAY PERIOD FOR PROTEST OF FEES AND STATEMENT OF FEES Government Code Section 66020 requires that a district provide: (1) written notice to the project applicant, at the time of payment of school fees, mitigation payment or other exactions ("Fees"), of the ninety (90) day period to protest the imposition of these Fees and (2) the amount of the Fees. Therefore, this Notice shall serve to advise you that the ninety (90) day protest period in regard to such Fees or the validity thereof, commences with the payment of the Fees or performance of any other requirement as described in Government Code Section 66020. Additionally, the amount of the Fees imposed is as stated here, whether payable at this time in whole or in part, prior to the issuance of a Certificate of Occupancy. As in the latter instance, the ninety (90) day protest period starts on the Date of Issuance. EXPIRATION OF CERTIFICATE This Certificate of Compliance is valid for one hundred eighty (180) days from the Date of Issuance. Extensions will be granted only for good cause, as determined by the Facilities Department of the District and one (1) sixty (60) day extension may be granted. At such time as this Certificate of Compliance expires, if a building permit has not been issued for the project that is the subject of this Certificate of Compliance, the owner will be reimbursed all Fees that were paid to obtain this Certificate of Compliance without interest Applicant/Owner must submit a request for reimbursement in writing to the District Facilities Department. .• ' •".••• ' - ' •.'.••• '". . • -i / " THIS CERTIFICATE OF COMPLIANCE EXPIRES: THE ABOVE EXPIRATION DATE IS EXTENDED TO: SIGNATURE VERIFYING AUTHORIZED EXTENSION:Dated: Distribution: Facilities - Whjte Agency - Canary Customer-Green Accounting%• Pink Audit -Goldehrod City of Carlsbad Building Department CERTIFICATE OF COMPLIANCE PAYMENT OF SCHOOL FEES OR OTHER MITIGATION This form must be completed by the City, the applicant, and the appropriate school districts and returned to the City prior to issuing a building permit. The City will not issue any building permit without a completed school fee form. Project Name: Building Permit Plan Check Number: Project Address: A.P.N.: Project Applicant (Owner Name): Project Description: Building Type: Residential: Second Dwelling Unit: BAIRD/VANCLOOSTER RESIDENCE CB062234 2740 ARGONAUTA STREET 215-400-18-00 TOM BAIRD&CARINE VANCLOOSTER RESIDENTIAL ADDITION V-N ''•"•'• '• New Dwelling Units •-' '.".'".' Square Feet of Living Area in New Dwelling Square Feet of Living Area in SOU Residential Additions: 788 Net Square Feet New Area Commercial/Industrial: City Certification of Applicant Information: •y Square Feet Floor Area Date: ISTRICTS WITHIN THE CITY OF CARLSBAQ Carlsbad Unified School District 6225 El Camino Real Carlsbad CA 92009 (331-5000) Vista Unified School District 1234 Arcadia Drive Vista CA 92083 (726-2170) SanMarcos Unified School District rSMataWay San Marcos, CA 92069 (290-2649) Contact: Nancy Dolce (By Appt. Only, Encinitas Union School District 101 South Rancho Santa Fe Rd Encinitas, CA 92024 (944-4300 ext 166)' San Dieguito Union High School District 710 Encinitas Blvd. Encinitas, CA 92024 (753-6491) ~"" Certification of Applicant/Owners. The person executing this declaration ("Owner1-) certifies-under penalty of perjury that (1) the !-information provided above is correct and true to the best oOhe Owner's knowledge, and that the Owner will file an amended certification of payment and pay the additional fee if Owner requests an increase in the number of dwelling units or square , footage, after the building permit is issued or if the initial determination of units or square footage is found to be incorrect, and that (2) the Owner is the owner/developer of the above described project(s), or that the person executing this declaration is authorized to sign on behalf of the Owner. Signature Revised 3/3' Date: SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school district(s))********************************************************************************** THIS FORM INDICATES THAT THE SCHOOL DISTRICT REQUIREMENTS FOR THE PROJECT HAVE BEEN OR WILL BE SATISFIED. SCHOOL DISTRICT: The undersigned, being duly authorized by the applicable School District, certifies that the developer, builder, or owner has satisfied the obligation for school facilities. This is to certify that the applicant listed on page 1 has paid all amounts or completed other applicable school mitigation determined by the School District. The City may issue building permits for this project. SIGNATURE OF AUTHORIZED SCHOOL DISTRICT OFFICIAL TITLE NAME OF SCHOOL DISTRICT DATE PHONE NUMBER 9///A Revised 3/30/2006 License Detail Page 1 of. 2 California Home Thursday, Decem License Detail Contractor License # 387345 CALIFORNIA CONTRACTORS STATE LICEN DISCLAIMER A license status check provides information taken from the CSLB license data base. Before on this information, you should be aware of the following limitations: • CSLB complaint disclosure is restricted by law (B&P7124.6). If this entity is subject tc complaint disclosure, a link for complaint disclosure will appear below. Click on the I'm button to obtain complaint and/or legal action information. • Per B&PJ707|,17, only construction related civil judgments reported to the CSLB are disclosed. • Arbitrations are not listed unless the contractor fails to comply with the terms of the arbitration. • Due to workload, there may be relevant information that has not yet been entered ont Board's license data base. * * * Extract Date: 12/14/2006 Business Information * * * JOE MOORE CONSTRUCTION 3612 VALLEY ST CARLSBAD, CA 92008 Business Phone Number: (760) 434-1203 Entity: Sole Ownership Issue Date: 02/27/1980 Expire Date: 02/29/2008 * * *License Status *** This license is current and active. All information below should be reviewed. * * * Classifications * * * Class B Description GENERAL BUILDING CONTRACTOR ' * * *Bonding Information CONTRACTOR'S BOND: This license filed Contractor's Bond number 565216C in the anr ; $10,000 with the bonding company http://www2.cslb.ca.gov/CSLB_LIBRARY/License+Detail.asp 12/14/2006 License Detail Page 2 of 2 INDEMNITY COMPANY OF CALIFORNIA. Effective Date: 01/01/2004 Contractor's Bonding History ***Vvorkers Compensation Information ^* * This license is exempt from having workers compensation insurance; they certified that employees at this time. Personnel List I IContractor Name Request IPersonnel Name Request [ISalesperson Request [salesperson Name Request © 2006 State of California. CondytjonsjOfJJse Pnvacy_Po|jcy http://www2.cslb.ca.gov/CSLB_LIBRARY/License+Detail.asp 12/14/2006 O