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HomeMy WebLinkAbout2790 WILSON ST; ; CB050578; PermitCity of Carlsbad 1635 FaradayAv Carlsbad, CA 92008 07-30-2008 Residential Permit4 Permit No: CB050578 Building Inspection Request Line (70) 602-2725 Job Address: 2790 WILSON ST CBAD Permit Type: RESDNTL Sub Type: RAD Status: ISSUED Parcel No: 1561522100 Lot #: 0 Applied: 02/24/2005 Valuation: $307,704.00 construction Type: VN Entered By: RMA Occupancy Group: Reference #: Plan Approved: 08/15/2005 # Dwelling Units: 0 Structure Type: Issued: 08/15/2005 Bedrooms: 0 Bathrooms: 0 Inspect Area: PY Project Title: RUDDEN RES-DEMO 323 SF HABITAB Orig Pc#: NEW 2473 SF HABIT,REMOD 58 SF HABIT,527 SF GAR-NEW Plan check#: Applicant: Owner: RUDDEN THOMAS P&MARIE A _-RUDDEN THOMAS P&MARIE A 2 2790 WILSON ST 790 WILSON ST C CARLSBAD CA 92008 ARCSBAD CA 92008 '-1 Building Permit $1,1187.20 Meter Size Plan Check $77 1687, Meter Fe 'e Add] Building Permit Feet '$0T00 AddI Red. Water Con. Fee $0.00 Add] Plan Check Fee/ $0.oö PbWAEe - 0 $0.00 $0.00 $0.00 CFb Payoff Fee Plan Check Discount $0.00 N$0.00 30.77-_---PFF.(3105540) $0.00 Park in Lieu Fee $000PFF(430554O) Strong Motion Fee $0.00 Park Fee $0.O0 Licënse'Tx (3104 93) $0.00 LFM Fee iicense Tax (43O4193) Jfl $0.00 Bridge Fee $000 'clraffiè lmpaöt Fee (3105541) $0.00 Other Bridge Fee $0.60 4 BTD #3 Fee $0.00 PLUMBING TOTAL / $83.00 Renewal Fee $0.00 ELECTRICAL TL ) / . $45.00 Add'l Renewal Fee $0.0 0,r ffic impact Fee (43b 54 ) $0.00 MECHANICAL TOTALV $85.00 BTD #2 Fee $0.00 Sid ewaU Fee/ Other Building Fee $0.00 .ring,lrract Fe" $0.00 HMP Fee H6'6ing.lnLie Fee $0.00 Pot. Water Con. Fee $0.00 Hsing Credit Fee $0.00 Meter Size Red. Water Con. Fee INCORc5iinage Fee $0.00 Add 'I Pot. Water Con. Fee $0.00 Ser Fee .,.-" ç $0.00 - $0.00 -.1ditional Fees $0.00 TOTAL PERMIT FEES \) $2,202.65 Total Fees: $2,202.65 Total Payments To Date. $2,202 65 Due: $0.00 I 11 FINAL APPROVAL lnsøecton _____________ Date: 1 Clearance: NOTICE: Please take NqrlCEat approval of your project includes the Imposition" of feds, dedications reservations, or other exactions hereafter collectively referred to as iees/exactions. 'ou have 90 days from the date this permit was issued to protest imposition of these fees/exactions. It 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 tees in connection with this project. NOR DOES IT APPLY to any V io PERMIT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Avé, Carlsbad, CA 92008 FOR OFFICE USE ONLY PLAN CHECK NO.0-91) 57, EST. VAL. 307 Plan Ck. Deposit Validated By__________________ Date .c•+. ck 'ci.qô Thom u Address (include Bldg/Suite #) I.9 SO JIU 7S€JF $' 'J tBusiness Name (at this address) Tr '2-14 7 zi jpIS-SOJ - 2JA 2575 O2'2'/o Legal Description Lot No. Subdivision Name/Number Unit No. Pha' N9.002 Oltal #(units Assessor's Parcel # Existing Use Proposed Use LLiF" 771 ' 68 -, .. - -, I-tI 1 1 4 - - .' r.4_ 1 - J" A- Desription of Work ' SQ. FT. #of Stone - # of Bidrooiiis # of B rooms S 7JWEL rnQ/i tfl 4ff7T r1 fr24j17 14tE çL2P, 60 J'Iij Name f Address t t Z Telephone # F x # ,.n r EAge fcr n - - r 'Th as M _n,t'e. 1Q&IA4eV 2"t 'jo LX k, Lcôvi St C&r1ba,4 i (iii 4ohJ71-;&_ Name Address City State/Zip Telephone LPERTY Name Address . City, State/Zip Telephone # - - - - (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct,. alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law - [Chapter 9, commending,with Section 7000 of Division 3 of the Business and Professions Code) or that he is exempt therefrom, and the basis for the alleged exemption Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars 18500]) Name Address ' City State/Zip Telephone # State License # License Class City Business Lièense # Designer Name Address City State/Zip Telephone State License # %ERS Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations: 0 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. - 0 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 (8100) OR LESS) o CERTIFICATE OF EXEMPTION: I certify that in the performance of the work for which-this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California. WARNING: Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars ($100,000), in addition to the cost of compensation, damages as provided for in Section 3706 of the Labor code, interest and attorney's fees. SIGNATURE DATE '-'-'--'- '---- - . -'-"-' - I heby affirm that I am exempt from the Contractor's License Law for the following reason: 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.sa)e (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). 0 I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Liw 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). 0 I am exempt under Section Business and Professions Code for this reason: I personilly plan to provide the major labor and materials for construction of the proposed property improvement. /YESONO have not) signed an application for a building permit for the proposed work. I have contracted with the following person (firm) to provide the proposed construction (include name I address / phone number / contractors license number): 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): - - I will provide some of the work', but I have contracted (hired) the following parsons to provide the work indicated (include name / address / phone number / type of work): ' :- ' , PROPERTY OWNER SIGNATURE 774ytø ILUf (!Lj._.. 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? 0 YES 0 NO Is the applicant or future building occupant required to obtain -a permit from the air pollution control district or air quality management district? 0 YES 0 NO Is the facility to be' constructed within 1,000 feet of the outer boundary of a school site? 0 YES 0 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, 8CONSTRUCTION LENDINGAGENCY - _ 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 Cit' of Carlsbad to enter upOn the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF'CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING' OF THIS PERMIT. OSHA An OSHA permit is required for excavations over 5'0" deep and demolition or construction of structures over 3 stories in height EXPIRATION: Every permit issued by the building Official under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from the date of such permit or if the building or work authorized by such permit is suspended or abandoned at any time after the work is commenced for a period of AO da s(Section 106.4.4 Uniform Building Code). - APPLICANT 's SIGNATURE .,:7 k4"-L . (h4.Lfd.&.-. DATE 2.7/2_I (?S - WHITE: File YELLOW: Applic'ant' PINK: Finance -'fl: ;c,'w"- ..,c'.... V - -- - -- - . -- - --. - . ..--.-- - -' - -. -- - -. -- List 1- Permit-Type From the following list, determine the permit-type that best describes the work you propose to do. Please put the code of that permit-type in the blank at the top of the page on the front of this application. Residential permits (only) also require the identification of the structure-type to be associated with the permit. Choose a structure-type from "List 2 - Structure-Type? and put its code in the appropriate blank on the front of this application. Residential Permits Code Description APT Apartments - new construction. CONDO Condominiums - new construction. CVNNR Conversion. Convert all or a portion of a non-residential building to residential use, creating one or more new residential units. CVNRN Conversion. Convert one or more residences in a building to non-residential usage. CVNRR Conversion. Increase or reduce the number of dwelling units in a residential structure through interior modifications (i.e.: a four bedroom house converted to a duplex, with 2 bedrooms each). DEMO Demolition permit. (Also specify type of structure from List 2). DUP Duplex - new construction. MOHO Mobile home, renovation, repair, or addition of accessory structure not yielding a new living unit. MOHON Mobile home, pre-fabricated house, or trailer installed (plumbed, wired) in a mobile home park (see distinction from single-family residence, below). RAD Residential addition/alteration, creating no new dwelling unit(s). RRE!SSUE Residential permit re-issue. RREPAIR Residential building repair. Damage, fire, etc. RREPLACE Residential building replacement (no additional units). SFA Single-family, attached - new construction. A one-family house attached to one or more other houses, with one or more common walls extending from foundation to roof at, or forming, a lot line. Has own plumbing and heating system (e.g.: townhouse, row house, half-plex) SFD Single-family, detached - new construction: A one-family house with open area on all four sides. May have an attached or detached garage, or a business. May be a detached "granny flat". May be a mobile home or trailer on an individual lot, but not in a mobile home park. Non-Residential/Accessory Permits Code Description COM Commercial structure, new construction. CREISSUE Commercial permit re-issue. CREPAIR Commercial building - repair. Damage, fire, etc. CREPLACE Commercial building - replacement. Cli Commercial tenant improvement. DEMO Demolition permit. ELEC Electrical permit, for electrical work only. HOTEL Hotel or motel (including Managed Living Unit hotel) - new construction. HOTELR Hotel renovation. INDUST Industrial structure, new construction. Ill Industrial tenant improvement. MECH Mechanical permit, for mechanical work only. MISC Miscellaneous. Use only if proposed work doesn't fit another activity type. PATIO Patio and/or deck. PLUM Plumbing permit, for plumbing work only. POOL Gunite pools and spas. RETAIN Retaining wall permit. SIGN Sign construction/installation permit. SOLAR Solar energy system installation permit (specify structure type to be served). SPA Factory-made or Gunite. List 2 - Structure-Type (Use with Residential Permit Only) From the following list, determine the type of residential structure that best describes the structure on which you will be working. Please put the code of that structure-type in the appropriate blank at the top of the page on the front of this application. Code Description SFA Single-family, attached. A one-family house attached to one or more other houses, with one or more common walls extending from foundation to roof at, or forming, a lot line. Has own plumbing and heating system (e.g.: townhouse, row house, half-plex). SFD Single-family detached: A one-family house with open area on all four sides. May have an attached or detached garage, or a business. May be a detached 'granny flat'. May be a mobile home or trailer on an individual lot, but not in a mobile home park. MF2-4 Multi-family, 2 to 4 units. A residential structure on a single lot, containing two, three, or four dwelling units. Units may share master heating, plumbing, or electrical service (e.g.: duplex, triplex, quad-plex). MF5+ Multi-family, 5 or more units. Same as MF2-4, except the building has a t least five attached units on the same lot. IL_ MOHO Mobile home, pre-fabricated house, or trailer installed (plumbed, wired) in a mobile home park (see distinction from single-family residence, above). City of Carlsbad Bldg Inspection Request L%ad For: 07/29/2008 Permit# CB050578 Inspector Assignment: PY Title: RUDDEN RES-DEMO 323 SF HABITAB Description: NEW 2473 SF HABIT,REMOD 58 SF HABIT,527 SF OAR- NEW Type: RESDNTL Sub Type: RAD Job Address: 2790 WILSON ST Suite: Lot: 0 Location: OWNER RUDDEN THOMAS P&MARIE A Owner: RUDDEN THOMAS P&MARIE A Remarks: Total Time: Phone: 7605059824 Inspector: Requested By: TODD Entered By: JANEAN CD Description 19 Final Structural 29 Final Plumbing 39 Final Electrical 49 Final Mechanical Act Comments Comments/Notices/Holds Notice Side yard swap approved 3/16/05. Associated PCRs/CVs Original PC# • Inspection History Date Description Act Insp Comments 06/18/2008 66 Grout AP py 06/18/2008 92 Compliance Investigation P1 JM 03/04/2008 14 Frame/Steel/Bolting/Welding AP PY deck 09/19/2007 82 Drywall/Ext Lath/Gas Test AP PY 09/18/2007 17 Interior Lath/Drywall CA PY RESET INSPECTION FOR WEDNES. 09/18/2007 23 Gas/Test/Repairs CA PY 09/17/2007 17 Interior Lath/Drywall CA MC PER OWNER PHONE CALL 09/17/2007 . 23 Gas/Test/Repairs CA MC 09/06/2007 16 Insulation • AP PY 08/28/2007 84 Rough Combo AP PY 08/07/2007 24 Rough/Topout AP PC 08/07/2007 27 Shower Pan/Roman Tubs AP PC 06/13/2007 18 Exterior Lath/Drywall WC PY Inspection List Permit#: CB050578 Type: RESDNTL RAD RUDDEN RES-DEMO 323 SF HABITAB NEW 2473 SF HABIT,REMOD 58 SF HABIT Date Inspection Item Inspector Act Comments - 07/29/2008 89 Final Combo PY AP 07/29/2008 89 Final Combo - RI 06/18/2008 66 Grout py AP 06/18/2008 92 Compliance Investigation JM P1 03/04/2008 14 Frame/Steel/Bolting/Weldin PY AP deck 09/19/2007 82 Drywall/Ext Lath/Gas Test PY AP 09/18/2007 17 Interior Lath/Drywall PY CA RESET INSPECTION FOR WEDNES. 09/18/2007 23 Gas/Test/Repairs PY CA 09/17/2007 17 Interior Lath/Drywall MC CA PER OWNER PHONE CALL 09/17/2007 23 Gas/Test/Repairs MC CA 09/06/2007 16 Insulation PY AP 08/28/2007 84 Rough Combo PY AP 08/07/2007 24 Rough/Topout PC AP 08/07/2007 27 Shower Pan/Roman Tubs PC AP 06/13/2007 18 Exterior Lath/Drywall PY WC 06/12/2007 18 Exterior Lath/Drywall PY CA 05/31/2007 13 Shear Panels/HD's PY AP 05/31/2007 18 Exterior Lath/Drywall PY WC 05/24/2007 13 Shear Panels/HD's PY NR NO ONE THERE 05/24/2007 18 Exterior Lath/Drywall PY WC 04/10/2007 21 Underground/Under Floor PD AP 1 1/41N SERVICE 04/03/2007 39 Final Electrical PY WC 01/03/2007 15 Roof/Reroof PY PA TOWER 12/15/2006 15 Roof/Reroof PD AP 10/0612006 11 Ftg/Foundation/Piers PY AP 09/21/2006 22 Sewer/Water Service PY AP 09/13/2006 11 Ftg/Foundation/Piers PY AP radius ftg at front 09/12/2006 11 Ftg/Foundation/Piers PY AP POST FIGS & REAR ADDITION 09/05/2006 21 Underground/Under Floor PY AP 09/05/2006 61 Footing PY PA 09/05/2006 66 Grout PY AP 08/10/2006 11 Ftg/Foundation/Piers PY PA GARAGE FTG 08/01/2006 11 Ftg/Foundation/Piers PY PA 4 POST FTGS Wednesday, July 30, 2008 Page 1 of 1 c279 JLQc bNeme: TUC ,1ui A Z?O 'AhLN ST 1Job No. Page lot Date: Field Report 0 Notice to Comply 0 Soil Concrete 0 Structural Steel 0 waterproofing Type of Service Performed: 0 Asphalt Concrete n Pre-stress Concrete 0 Fireproofing 0 Roofing o Engr. Observation 0 masonry [1! OtherEçr, Inspection Check Ust 0 Soils Report Plans Building Permit i!52~ Plan File # )n-Site Equipment: MILWkIl attached) npe (es Performed (see tv1 tà)Lm —'VV&M433 U?LZ ) l4LU\Ic<- I M3ç%ctD O2.'UO ° 0 Specs. 0 RF1 E1 Codes QSA t. ______________ OSHPD#:_____________ 1' . -_ 1 01-1 LiEI.7 !si*1 _4rw, r__Vé1 / CERTIFICATION OF COMPLIANCE: All of the observed work, u less otherwise stated, is in conformancwith the approved plans and s p e c i f i c a t i o n s a n workmanship provisions o e app ic ode. n n-co ornting* items the contractor shall scheIe for re pection a rate ling.'T : M-Tz Cert. Inspector's Signature/Name Aolo Approval Signature/Name/Company O P (24ti 424.~(/.C1lP'UUI I Page lof! Date: IC- job Name: _______=hA __________________________________________________ Job No. Address: Z9c c,T. ) Client/Contractor: 1t')tr1 .LXD'4 1 Field Report U Notice to Comply U Soil S Coiicrolo U Structural Sleet U Waterproofing Type of Service Perlorrrred: U Asphalt Concrete U Pre-stress Concrete 0 Fireproofing 0 Roofing U Engr. Observation J Masonry 0 Other Inspection Check List: U Soils Report U Plans 0 Specs. U RFt Codes Building Permit Plan File #:___________________ DSA #: OSHPD #:_________________ qe ' //j/— 3/L' ) f ';c'\ .1 Lx-' On-Site Equipment: Wi ! cjiIJc, ' U Tests Performed (see attached) Bc () PtVi PE. ci- • fr ? 9 M = , Its c- .4g, 6' Ioz 2' ' OzVr IAoL-E 1LL\ O PTA QrIL CLc,,Ak' E i,144 Vi ) SAA AfOg"Mc..P Urel lP.-k- T'i 4ckiE - 3/ \I At I c/fl 7 V 9,57 /JL1 TO 3 i;- c'c';, \1 61\112, 7 y) 3WL T(N'E Time INOul 00, / CERTIFICATION OF COMPLIANCE: Allot the observed work, unless otherwise stated. siir conformance with the approVed plans and specifications and the workmanship provisions of the applicable code. For any 'norr•conlorrning" items thodbntractor shall schedule for reinspection and retesting. Lf In Inspectors Sigriature/Narrr ,.- - Cert. 84 Date: Approval Signature/Name/CompanypSignature/Name/Companyy . 24J I 6 EsGil Corporation In PartnersIiip with Government for (Bui(&ng Safety DATE: 08/11/05 JURISDICTION: Carlsbad PLAN CHECK NO.: 05-0578 PROJECT ADDRESS: 2790 Wilson Street SET: III U APPLICANT U PLAN REVIEWER U FILE PROJECT NAME: Room Addition/Deck/Garage/Remodel for Rudden Residence The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. LI The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. LI The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. LI The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. . LI The applicant's copy of the check list has been sent to:. Esgil Corporation staff did not advise the applicant that the plan check has been completed. LI 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 LI REMARKS: By: Ray Fuller Enclosures: Esgil Corporation [I GA F1 MB OEJ El PC (P) 08/04/05 trnsmti.dot 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 EsGil Corporation In Partnership wit/i government for Bui(&ng Safety DATE: 06/28/05 JURISDICTION: Carlsbad PLAN CHECK NO.: 05-0578' SET:!! PROJECT ADDRESS: 2790 Wilson Street IJ APPLICANT 0 PLAN REVIEWER 0 FILE PROJECT NAME: Room Addition/Deck/Garage/Remodel for Rudden Residence The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. LI 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. 1171 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. VN The applicant's copy of the check list has been sent to: Thomas Rudden 2790 Wilson Street Carlsbad, Ca. 92008 Esgil Corporation staff did not advise the applicant that the plan check has been completed. Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Thomas Rudden Telephone #: (760) 729-0493 Date contacted:G/3O/O4by4) ' Fax #: Mail V"Telephone V"Fax In Person REMARKS: C/M) By: Ray Fuller Enclosures: Esgil Corporation I GA D MB LI EJ El PC 06/21/05 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax(858)560-1576 Carlsbad 05-0578 06/28/05 RECHECK PLAN CORRECTION LIST JURISDICTION: Carlsbad PROJECT ADDRESS: 2790 Wilson Street DATE PLAN RECEIVED BY ESGIL CORPORATION: 06/21/05 REVIEWED BY: Ray Fuller PLAN CHECK NO.: 05-0578 SET: II DATE RECHECK COMPLETED: 06/28/05 FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 106.4.3, 1997 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law. To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans. The following items have not been resolved from the previous plan reviews. The original correction number has been given for your reference. In case you did not keep a copy of the prior correction list, we have enclosed those pages containing the outstanding corrections. Please contact.me if you have any questions regarding these items. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located on the plans. Have changes been made not resulting from this list? 1Yes QNo Carlsbad 05-0578 06/28/05 The items listed below are from the previous list. These remaining items have not been adequately addressed. The remarks in bold are to emphasize the remaining problem. 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: Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92009, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. 2. Final sets of plans and any new calculations to be stamped and signed by engineer of record also. 6. Provide details of winding stairway complying with Section 1003.3.3.8.2: Minimum tread is 6 inches at any point and minimum 9 inches at a point 12 inches from where the treads are narrowest The stairs leading from the bottom of garage are not legal. Minimum dimension at inside corner per UBC is 6" and plans are reflecting these treads coming to a point. Recheck plans for tempered window locations i.e. within 2 ft of interior/exterior doors, shower/tub areas and stairwells if applicable. See 3050's at entry,4050 at dining room, 3030 at master tub etc. Notes in ink and changes in ink to be on vellums or CAD drawings so as to be a permanent part of the plans. Beam sizes were changed on Section N8 at 1st floor. Response was not applicable. The beam sizes shown on section A do not match the calculations and floor framing. See for example where noting 6x 12 and to be a PLM and glue lam beam to be a 7x18 PLM. Recheck all locations. Detail and reference how adding additional anchor bolts at new shear wall locations where existing footings occur and detail and reference retro fit hold down bolts. Specify type, size and length of bolts using for shear and if special inspection is required. For retrofit hold down bolts note size of all thread, depth of embedment, lCBO/NER number for epoxy using and note special inspection required on cover sheet and reference details. Complete attached special inspection form if required? Response was see sheet 4. Please recheck details. For example see detail at the right upper corner. Appears girder would need to be pressure treated, and how is girder to be attached to stem wall for shear? Recheck all locations. Carlsbad 05-0578 06/28/05 Provide Strong Wall details and reference to the plans. Show deepen footings for minimum 25" embedment required for the SSTB28's with additional 3" clearance required below the bolts. No foundation details provided for front of garage. Still seems to apply. The plans need to be gone thru very carefully. For example no details provided for Strong Walls, foundation plan did not address existing footinglretro fit details etc. Sheet 2 is noting SW 16x 7x4 and no template number given on foundation plan. Sheet 5 is reflecting a 24x9x4 SW? The foundation, floor, sections, elevations and calculations must match. This occurs in various places. Show size, embedment and location of hold down anchors on foundation plan. Section 106.3.3. Could not locate where length of retro fit hold down bolts are noted to include Strong Walls. All truss to truss connections to be specified on either plans or truss calculations and verify adequate members shown at all point loads. No details provided for concrete stairs as noted from garage to dwelling. Provide retaining wall details and change design so narrowest point is 6" per UBC. Still seems to apply. Could not determine why footings are reflecting 12" deep when supporting 2 floors as UBC requires a minimum 18" depth? See for example the right side where detail A14 is referenced. Detail D14 is reflecting 24" minimum for height above grade? What is the maximum then if this is correct and where do the #4's at 24" oc apply? Why is the weep screed shown terminating at floor height and not below mud sill? No horizontal steel show for up to 4 ft high stem wall? 27. Detail C14 to reflect max height. The plans are reflecting 2 ft high retaining and calculations are for 4 ft. The wall was designed as restrained retaining wall. Note on plans that wall must be braced prior to backfilling and could not locate where plans reflected 60k steel for #4's and where upper bars for footing were shown. Detail should reflect D distance for the vertical bars per the calculations and minimum overlap. If wall designed as restrained then could not locate connections required at top plate to TJl's? 29. Are proposed footings are to be tied to existing footings? If so specify size, length and spacing of dowels, length of embedment and if epoxied the type and if special inspection is required. Section 106.3.3 No response. 35. Please recheck plans for accuracy. For example noting R 30 for 2 x 6 walls at entry tower on sheet 8. Recheck all locations. Still seems to apply. See where noting 7x8" on sheet 7, and could not determine why noting both 7x8 and 7x 11 7/8 PLM and why on sheet 2 it seems to be correctly note as 7 x 18" PLM. Recheck all locations. Carlsbad 05-0578 06/28/05 Detail and reference how half trusses are to be supported as shown on Section B18? The plans are reflecting joist hangers nailed to the studs. How will this work —what type of hanger nailed to a 2 x4 stud will give you adequate edge distance etc? If using ledger then this would need to be detailed with adequate ledger and connections and truss company would need to adjust trusses for this. Sections to reflect required insulation at floor levels. Could not locate in various places i.e. underfloor for section B? Provide mechanical ventilation capable of providing five air changes per hour in bathrooms and water closet compartments if required openable windows are not provided. Section 1203.3. See 1st floor new bath for example. Still seems to apply. Garage to be shown with outside combustion air as not large enough for both FAU and Water Heater. Not a correction as FAU was removed on sheet 2. Please verity that the I new FAU will be adequate for 4000 sq ft house? No design provided for the curved plates. Specified how radius's will be created i.e. material using for sill and top plates and if using plywood then specify number and thickness of ply's. Could not locate detail/notes. Verfiy truss calculations to be provided will reflect correct lengths, bearing points and slope. Section is reflecting 4/12 slope with scissor slope being 3/12? Still seems to apply as truss calculations are noting interior vaulted ceiling to be 2 in 12 and plans reflect 3 in 12? No floor framing support shown for stairs as shown on sheet 7. Please review stair framing as shown on sheet 7 and verity matches plans and that adequate members are shown for support i.e. at right of note where noting open to below? Please go thru plans very carefully to verity that plans are correct, match calculations, no conflicting information provided and that framer/building inspector will be able to clearly be able to understand scope of proposed work involved. To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: Yes U No U The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Ray Fuller at Esgil Corporation. Thank you. EsGil Corporation In Partnership with covernmentforBui(ding Safety DATE: 03/11/05 JURISDICTION: Carlsbad PLAN CHECK NO.: 05-0578 PROJECT ADDRESS: 2790 Wilson Street SET:I U APPLICANT 0 PLAN REVIEWER 0 FILE PROJECT NAME: Room Addition/Deck/Garage/Remodel for Rudden Residence The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. LII 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. LII The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: Thomas Rudden 2790 Wilson Street Carlsbad, Ca. 92008 Esgil Corporation staff did not advise the applicant that the plan check has been completed. Z Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Thomas Rudden Date contacted1Y/O5byd-M Mail V TelephoneV"Fax In Person LII REMARKS: By: Ray Fuller Esgil Corporation UGA fl MB Ej EJ F-1 PC Telephone #: (760) 729-0493 Fax #: Enclosures: 03/01/05 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 Carlsbad 05-0578 03/11/05 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK NO.: 05-0578 JURISDICTION: Carlsbad PROJECT ADDRESS: 2790 Wilson Street FLOOR AREA: Addition 2473 Garage 527 Remodel 588 Deck 220 REMARKS: DATE PLANS RECEIVED BY JURISDICTION: DATE INITIAL PLAN REVIEW COMPLETED: 03/11/05 STORIES: 2 HEIGHT: 24 ft per UBC DATE PLANS RECEIVED BY ESGIL CORPORATION: 03/01/05 PLAN REVIEWER: Ray Fuller FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinance by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. Present California law mandates that residential construction comply with the 2001 edition of the California Building Code (Title 24), which adopts the following model codes: 1997 UBC, 2000 UPC, 2000 UMC and 1999 NEC (all effective 11/1/02). The above regulations apply to residential construction, regardless of the code editions adopted by ordinance. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 106.4.3, 1997 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet number, specification section, etc. Be sure to enclose the marked up list when you submit the revised plans. Carlsbad 05-0578 03/11/05 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: Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92009, (760) 602- 2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. Final sets of plans and any new calculations to be stamped and signed by engineer of record also. 2. Garage requires one*hour fire protection on the garage side of walls in common with the dwelling to roof sheathing. When and if the lid of the garage is to be part of separation and roof framing at 24" oc occurs then show or note that either 2 layers of 5/8X or RC at 16" oc is required for the ceiling and show or note that all supporting walls have 5/8x protection also. Show route of discharge line to exterior for the water heater (s) T& P. UPC, Section 608.5. In the garage, provide an adequate barrier to protect water heater from vehicle damage. An 18" platform for the water heater does not satisfy this requirement. UPC, Section 510.3. Show dryer vent to the exterior.. Provide details of winding stairway complying with Section 1003.3.3.8.2: a) Minimum tread is 6 inches at any point and minimum 9 inches at a point 12 inches from where the treads are narrowest. Section B is reflect a FAU above the rear bedroom. Could not locate the required access for this. Access to the FAU cannot be from a bedroom or bathroom. Show location of attic access with a minimum size of 22"x30", unless the maximum vertical headroom height in the attic is less than 30". Access must be provided to each separated attic area, shall be located in a hallway or other readily accessible location and 30" headroom clearance is required above the opening. Section 1505.1. Carlsbad 050578 03/11/05 Recheck plans for tempered window locations i.e. within 2 ft of interior/exterior doors, shower/tub areas and stairwells if applicable. See 3050's at entry,4050 at dining room, 3030 at master tub etc. Notes in ink and changes in ink to be on vellums or CAD drawings so as to be a permanent part of the plans. Be4am sizes were changed on Section A/8 at 1st floor. Detail and reference how adding additional anchor bolts at new shear wall locations where existing footings occur and detail and reference retro fit hold down bolts. Specify type, size and length of bolts using for shear and if special inspection is required. For retro fit hold down bolts note size of all thread, depth of embedment, ICBO/NER number for epoxy using and note special inspection required on cover sheet and reference details. Complete attached special inspection form if required? On the cover sheet of the plans, specify any items requiring special inspection, in a format similar to that shown below. Section 106.3.2. REQUIRED SPECIAL INSPECTIONS In addition to the regular inspections, the following checked items will also require Special Inspection in accordance with Sec. 1701 of the Uniform Building Code. ITEM REMARKS . EPDXY ANCHORS STRUCTURAL CONCRETE OVER 2500 PSI 3000 psi Retaining wall footings When special inspection is required, the architect or engineer of record shall prepare an inspection program which shall be submitted to the building official for approval prior to issuance of the building permit. Please review Section 106.3.5. Please complete the attached form. Foundation bolt size and spacing for shear walls must be clearly shown on the foundation plan. Section 1806.6. Provide Strong Wall details and reference to the plans. Show deepen footings for minimum 25" embedment required for the SSTB28's with additional 3" clearance required below the bolts. No foundation details provided for front of garage. Show size, embedment and location of hold down anchors on foundation plan. Section 106.3.3. Provide truss details and truss calculations for this project. Specify truss identification numbers on the plans. Carlsbad 05-0578 03/11/05 Please provide evidence that the engineer-of-record (or architect) has reviewed the truss calculation package prepared by others (i.e., a "review" stamp on the truss calculations or letter). Section 106.3.4.1. No details provided for concrete stairs as noted from garage to dwelling. Provide retaining wall details and change design so narrowest point is 6" per UBC. Could not determine how detail A/4 will work as UBC requires a minimum 2" clearance from concrete to the weep screed. Detail and reference how this will work. Section 2506.5. Could not determine why footings are reflecting 12" deep when supporting 2 floors as UBC requires a minimum 18" depth? Detail D/4 is reflecting 24" minimum for height above grade? What is the maximum then if this is correct and where do the #4's at 24" oc apply? Why is the weep screed shown terminating at floor height and not below mud sill. Show minimum underfloor access of 18" x 24" to all areas. Section 2306.3. Show area required and area provided for underfloor vents and verify cross ventilation is provided. Section 1505.3. Note or show that any existing foundation vents/access hole will be replaced. Show how new under floor areas are accessed and required underfloor ventilation. Detail E14 appears to be reflecting slab on the wrong side of the retaining wall. Detail C/4 to reflect max height. The plans are reflecting 2 ft high retaining and calculations are for 4.ft. The wall was designed as restrained retaining wall. Note on plans that wall must be braced prior to backfihling and could not locate where plans reflected 60k steel for #4's and where upper bars for footing were shown. Detail should reflect D distance for the vertical bars per the calculations and minimum overlap. If wall designed as restrained then could not locate connections required at top plate to TJI's? Foundation plan does not reflect how existing girders are to be supported at existing kitchen as stairs are encroaching into room 18+"? Are proposed footings are to be tied to existing footings? If so specify size, length and spacing of dowels, length of embedment and if epoxied the type and if special inspection is required. Section 106.3.3 Reference foundation detail for new entry and bedroom extension on sheet 4. Carlsbad 05-0578 03/11/05 Verfiy elevation match the plans. For example could not locate 2020 window at master bath on the south elevation on sheet 6. Recheck all locations. All bedroom branch circuits now require arc fault protection. Note clearly on the plans that "Bedroom branch circuits will be arc fault circuit protected." NEC Art. 210-12(b). Show on the plans a wall receptacle adjacent to each lavatory sink in the bathroom which is GFCI protected. NEC Art. 210-52(d). See master bath for example. Show or note on plans that all rake walls are to be ballooned framed. Please recheck plans for accuracy. For example noting R-30 for 2 x 6 walls at entry tower on sheet 8. Recheck all locations. Detail and reference how half trusses are to be supported as shown on Section B/8? Sections to reflect required insulation at floor levels. Owner/designer to sign the CFI-R forms. All sheets of the CF-1 R form must be imprinted onto the plans. Specify on the building plans all of the mandatory energy conservation requirements as listed on the "Mandatory Measures Checklist". Openable window area in habitable rooms must be 1/20 of the floor area and a minimum of 5 square feet. See existing bedroom where room is 182 sq ft and requires 9.1 of opena.ble and a elevation seems to reflect a 6026 which provides 6.1 sq ft of openable. Provide mechanical ventilation capable of providing five air changes per hour in bathrooms and water closet compartments if required openable windows are not provided. Section 1203.3. See 1st floor new bath for example. Verfiy all bathrooms shown with florescent lighting. Garage to be shown with outside combustion air as not large enough for both FAU and Water Heater. Columns and posts located on concrete exposed to the weather shall be supported by concrete piers or metal pedestals projecting 1" minimum above floors, unless approved wood of natural resistance to decay or treated wood is used. Individual concrete or masonry piers shall project at least 8 inches above exposed ground unless the columns or posts which they support are of approved Carlsbad 05-0578 03/11/05 wood of natural resistance to decay or treated wood is used. Section 2306.5. See details F/I 3 for example. Reference all details to all applicable places on the plans and cross out or delete those that do not apply. For example reference N13 to framing plan. Please review framing plan for the decks. The sections, foundation plans, details etc do not match. For example noting 2 x6 floor joist where 2 x 8's are to occur. Foundation plan is referencing interior footing for support of M's that is not reflected on Section. Could not determine how upper deck/stairs are to be laterally braced. Could not determine if 6x post are form be continuous from footing to upper beam and HUC's required for lower girders and where lower floor girder sizes were noted etc. Stern wall width generally required to be 8" when supporting 2 floors and detail B/4 states 6"? Detail and reference how proposed floor joist are to be supported at existing foundation at all locations. No floor framing shown for new entry, under access, vents and how supported at existing foundation. No design provided for the curved plates. Specified how radius's will be created i.e. material using for sill and top plates and if using plywood then specify number and thickness of ply's. Verfiy truss calculations to be provided will reflect correct lengths, bearing points and slope. Section is reflecting 4/12 slope with scissor slope being 3/12? Detail and reference how maximum aspect ratio of 2 to Ifor shear panels is meant i.e. size and number of blocks, strap type and size at window/door openings. See line 3 where noting 4 ft panels and this wall is a rake wall due to scissor trusses. Plans to detail reference how hips are supported where they intersect. For example post to reflect positive connections from hip to ridge/ king post below, king post to beam with beam sized to be adequate of carry point load from above. Plans to note if beams are to be dropped or flush. If dropped then note minimum 7' head clearance and show required straps if held flush to top plates. If beams are flush then calculations and plans to reflect any required taper cuts to support this intersection. If king post to beam/wall not provided then provide design calculations for tension and compression members. See entry tower for example. Carlsbad 05-0578 03/11/05 55. Could not determine how the west side of the master bedroom/loft is being laterally restrained as shown on sheet 3. The roof diaphragm is at a different level as shown on sheet 5? 56. Specify slope of required cricket (minimum 1/4" per ft) and approved type of roofing material i.e. GI flashing, hop mop or torch down. 57. Overturning load path to continue to foundation or show in calculations that dead loads from floor framing can resist these loads. 58. Reference all shear locations with a detail showing shear extending to floor/roof sheathing. 59. RB I is noted as both a 3 1/2 Glue lam on shear 12 and a 5 %" PLM on sheet 3? 60. Roof framing plan does not address the 6040 skylight. Verfiy large opening in the roof diaphragm is addressed. 61. Provide skylight details to show compliance with Sections 2409 and 2603, or specify on the plans the following information for the skylight(s), per Section 106.3.3: Manufacturer's name. Model name/number. ICBO approval number, or equal. 62. Specify minimum required head height for all dropped beams i.e. FBi and F133 on sheet 8. 63. No floor framing support shown for stairs as shown on sheet 7. 64. Plans need to be gone thru carefully to verify a complete vertical and lateral load path is clearly reflected on the plans . CITY OF CARLSBAD REQUIREMENTS 65. Nails for shear transfer connection (using A35's, etc.) may not be driven parallel to the flanges of TJI's (i.e., along the sides), per city policy, unless specific written approval from Trus-Joist Macmillan is first obtained. Details or notes on the plans should make this clear. Nails may be driven perpendicular to TJI flanges. To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. Carlsbad 05-0578 03/11/05 Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: Yes E3 No The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Ray Fuller at Esgil Corporation. Thank you. Carlsbad 05-0578 03/11/05 VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK NO.: 05-0578 PREPARED BY: Ray Fuller DATE: 03/11/05 BUILDING ADDRESS: 2790 Wilson Street BUILDING OCCUPANCY: R3 Ui TYPE OF CONSTRUCTION: VN BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) Addition 2473 Per City Est 307,704 Garage 527 Deck 220 Rem pdel 588 Air Conditioning Fire Sprinklers TOTAL VALUE 307,704 Jurisdiction Code 1cb IBY Ordinance Bldg. Permit Fee by Ordinance I $1,187.201 Plan Check Fee by Ordinance I $771.68 Type of Review: Complete Review Structural Only. Li Repetitive Fee [1 Other 1 Repeats . Hourly Hour * Esgil Plan Review Fee I $664.83 Comments: Sheet 1 of 1 macvalue.doc Ii City of Carlsbad BUILDING PLANCHECK CHECKLIST DATE: /O BUILDING ADDRESS: PROJECT DESCRIPTION: PLAN.CHECK NO.: CB ASSESSOR'S PARCEL NUMBER:. I EST. VALUE: ENGINEERING DEPARTMENT APPROVAL DENIAL The item you have submitted for review has been Please se th )attached . report of deficiencies approved. The approval is based on plans, marked w h 0. ake necessary corrections to plans information and/or specifications provided in your or sped cal s for compliance with applicable submittal; therefore any changes to these items after codes and standards. Submit corrected plans and/or this date, including field modifications, must be specifications to this office for review. 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. El A Right-of-Way permit is required prior to construction of the following improvements: By: . Date: E INEERING AUTHORIZATION TO ISSUE BUILDING PERMIT: By4', (_ _Date:' Wc/oc ATTAC'1TS ' ENGINEERING DEPT. CONTACT PERSON El Dedication Application Name: TANIYA BARROWS El Dedication Checklist City of Carlsbad LI Improvement Application Address: 1635 Faraday Avenue, Carlsbad, CA 92008 El Improvement Checklist Phone: (760) 602-2773 El Future Improvement Agreement CFD INFORMATION El Grading Permit Application Parcel Map No: El Grading Submittal Checklist Lots: El Right-of-Way Permit Application Recordation: El Right-of-Way Permit Submittal Checklist Carlsbad Tract: and Information Sheet El Sewer Fee Information Sheet 1635 Faraday Avenue • Carlsbad, CA 92008-7314 • (760) 602-2720 • FAX (760) 602-8562 F:\BUILDING PLANC}IEC/( CKLST FORM.doc 1 Rev. 7/14100 By: By: Date: BUILDING PLANCHECK CHECKLIST SITE PLAN 3RD 1. Provide a fully dimensioned site plan drawn to scale. Show: A. North Arrow F. Right-of-Way Width & Adjacent Streets B. Existing & Proposed Structures G. Driveway widths C. Existing Street Improvements H. Existing or proposed sewer lateral D. Property Lines I. Existing or proposed water. service E. Easements J. Existing or proposed irrigation service D 2. Show on site plan: /1 A. Drainage Patterns Building pad surface drainage must maintain a minimum slope of one percent towards an adjoining street or an approved drainage course.- ADD THE FOLLOWING NOTE: "Finish grade will provide a minimum positive drainage of 2% to swale 5' away from building." B. Existing & Proposed Slopes and Topography C. Size, type, location, alignment of existing or proposed sewer and water service (s) that serves the project. Each unit requires a separate service, however, second dwelling units and apartment complexes are an exception. D. Sewer and water, laterals should not be located within proposed driveways, per standards. D 3. Include on title sheet: Site address Assessor's Parcel Number 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:SUILDING PLANCHECK CKLST FCRM.doc 2 Rev. 7/14/00 BUILDING PLANCHECK CHECKLIST 1ST 2ND 3RD DISCRETIONARY APPROVAL COMPLIANCE Li Li Li 4a. Project does not comply with the following Engineering Conditions of approval for Project No._________________________________________________________ Li Li Li 4b. All conditions are in compliance. Date: DEDICATION REQUIREMENTS Li 5. Dedication for all street Rights-of-Way adjacent to the building site and any storm drain or utility easements on the building site is required for all new buildings and for remodels with a value at or exceeding $_15,000 , pursuant to Carlsbad Municipal Code Section 18.40.030. Dedication required as follows: /0' dQdc&x4sc'1 rj c'ed Dedication required. Please have a registered Civil Engineer or Land Surveyor prepare the appropriate legal description together with an 8 1/2" x 11" plat map and submit with a title report. All easement documents must be approved and signed by owner(s) prior to issuance of Building Permit. Attached please find an application form and submittal checklist for the dedication process. Submit the completed application form with the required checklist items and fees to the Engineering Department in person. Applications will not be accept by mail or fax. Dedication completed by: Date: IMPROVEMENT REQUIREMENTS Li Li Li 6a. All needed public improvements upon and adjacent to the building site must be constructed at time of building construction whenever the value of the construction exceeds $_75,000 , pursuant to Carlsbad Municipal Code Section 18.40.040. Public improvements required as follows: Attached please find an application form and submittal checklist for the public improvement requirements. A registered Civil Engineer must prepare the appropriate improvement plans and submit them together with the requirements on the attached checklist to the Engineering Department through a'separate plan check process. The-completed application form and the requirements on the F:BUILDING PLANCHECX MST FORMdoc 3 Rev. 7/14/00 BUILDING PLANCHECK CHECKLIST 1ST 2ND 3RD 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: 0 /0 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 rant deed on the property and processing ee of $310 so we may prepare the necessary Neig or ood Improvemen greement. This agreement must be signed, notarized and approved by the City prior to issuance •of a Building permit. Future public improvements required as follows: 0 0 0 6c. Enclosed please find your Neighborhood Improvement Agreement. Please return agreement signed and notarized to the Engineering Department. Neighborhood Improvement Agreement completed by: Date: 6d. No Public Improvements required. SPECIAL NOTE: Damaged or defective improvements found adiacent to building site must be repaired to the satisfaction of the. City Inspector prior to occupancy. GRADING PERMIT REQUIREMENTS . The conditions that invoke the need for a grading permit are found in Section 11.06.030 of the Municipal Code. 7a. Inadequate information available on Site Plan to make a determination on grading requirements. Include accurate grading quantities (cut, fill, import, export). 0 0 0 7b. Grading Permit required. A separate grading plan prepared by a registered Civil Engineer must be submitted together with the completed application form attached. NOTE: The Grading Permit must be issued and rough grading approval obtained prior to issuance of a Building Permit. Grading Inspector sign off by: Date: 0 0 0 7c. Graded Pad Certification required. (Note: Pad certification may be required even if a grading permit is not required.) . F:BUILOING PLANCHECK CXL$T FORMA= 4 Rev. 7/14100 BUILDING PLANCHECK CHECKLIST 1ST 2ND 3RD El El El 7d .No Grading Permit required. El El El 7e. If grading is not required, write "No Grading" on plot plan. MISCELLANEOUS PERMITS El El El 8. A RIGHT-OF-WAY PERMIT is required to do work in City Right-of-Way and/or private work adjacent to the public Right-of-Way. Types of work include, but are not limited to: street improvements, tree trimming, driveway construction, tying into public storm drain, sewer and water utilities. Right-of-Way permit required for: El El El 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: NPDES PERMIT El El El 10a. Storm Water Requirements Applicability Checklist Completed El El El lOb. Priority Determination and Compliance: Priority Project Subject to Standard Permanent Storm Water BMPs ci Exempt ,. VEl El 11. FEES ci équired fees are attached VNo fees required /' F:BUILDING PLANC1ECK CKLST FORM - NPOES ChangM.doc 5 Rev. 7114100 BUILDING PLANCHECK CHECKLIST 1ST 2ND 3RD DOD 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. 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). 0 D 0 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: If the project is a newer development (newer than 1998), check the recent improvement plans and observe if the new irrigation service is reflected on the improvement sheets. If so, at the water meter station, the demand in gpm may be listed there. Irrigation services are listed with a circled "I", and potable water is typically a circled "W'. The irrigation service should look like: STA 1+00 Install 2" service and 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 F:8UlLDING PLANCHECK CKLST FORM - NPDES Changes.doc 6 Rev. 7/14/00 .1 / BUILDING PLANCHECK CHECKLIST 1ST 2N9 3RD 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 service boundary, the City intends on switching these irrigation services/meters to a new recycled water line in the future. 0 0 0 12c. Irrigation Use (where recycled water is available) Recycled water meters are sized the same as the irrigation meter above. 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 whiph the recycled water is there, but is not live (sometimes they are charged with potable water until recycled water is available), then the applicant must pay the San Diego Water Capacity Charge. If within three years, the recycled water line is charged with recycled water by CMWD, then the applicant can apply for a refund to the San Diego County Water Authority (SDCWA) for a refund. However, let the applicant know that we cannot guarantee the refund, and they must deal with the SDCWA for this. 0 0. 0 13. Additional Comments: F:BUlLOINO PLANCHECK CKLST FORM - NPDES Change3.doc 7 Rev. 7114100 PLANNING DEPARTMENT S BUILDING PLAN CHECK REVIEW CHECKLIST Plan Check No. CB Oc 76 Address 27'9 o Lvtuaw Planner Phone (760) 602- APN: Type of ,Pgject & Use:SFfrPp NetProject Density: 4/'4 DU/AC Zoning:_ I General Plan:_,tIY) Facilities Management Zone: • CFD (in/out) #_Date of participation: Remaining net dev acres:______ J (For non-residential development: Type of land used created by this Circle One permit:_0 .0 S CL CL Legend:_ Item Complete 0 Item Incomplete - Needs your action 0 Environmental Review Required: YES NO TYPE DATE OF COMPLETION:_________________ Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval: 0 0 Discretionary Action Required: YES ____ NO TYPE APPROVALJRESO. NO. DATE_____ PROJECT NO. OTHER RELATED CASES:__________________________________________ Compliance with conditions or approval? If not, state conditions which require action. Conditions of Approval: Coastal Zone Assessment/Compliance Project site locatedin Coastal Zone? YES_. NO____ CA Coastal Commission Authority? YES____ NO____ If California Coastal Commission Authority: Contact them at —.7575 Metropolitan Drive, Suite 103, San Diego CA 92108-4402; (619) 767-2370 Determine status (Coastal Permit Required or Exempt): Coastal Permit Determination Form already completed? •YES____ NO____ If NO, complete Coastal Permit Determination Form now. Coastal Permit Determination Log #: Follow-Up Actions: Stamp Building Plans as "Exempt" or "Coastal Permit Required" (at minimum Floor Plans). Complete Coastal Permit Determination Log as needed. 0 0 lnclusionary Housing Fee required: YES _ NO _ (Effectivedate of Inclusionary Housing Ordinance - May 21, 1 993) Data Entry Completed? YES____ NO (A/P/Ds, Activity Maintenance, enter CB#, toolbar, Screens, Housing Fees, Construct Housing YIN, Enter Fee, UPDATE!) Site Plan: H:\ADMIN\COUNTER\Bld9PlnchkRevChkIst . Rev 9/01 0 0 1. Provide a fully dimensional site plan drawn to scale. Show:. North arrow, property lines, easements, existing and proposed structures, streets, existing street improvements, right-of-way width, dimensional setbacks and existing topographical lines (including all side and rear yard slopes). . 0 2. Provide legal description of property and assessor's parcel number. Policy 44- Neighborhood Architectural Design Guidelines 0 0 . 1. Applicability: YES NO_______ 0 0 0 2. Project complies YES NO________ AAA Zoning: 0 1. Setbacks: Front:. . Required 21 is Interior Side: Required Shown Street Side:. Required 07. T Shown Rear: . Required 1<"• Shown Top of slope: Required Shown re setbacks: Required Shown Required Shown Required . Shown Required Shown Required Shown Required "7O 1 Shown / 7 Required 30 Shown 5. Parking: Spaces Required 2 Shown (breakdown by uses for comrriercial and industrial projects required) Residential Guest Spaces Required Shown Additional Comments . 0 00 144 (o(2 . W P (1ilfrt 1 4 ke ft Sm: AFIfrP Se co &,' z. qoc -/D OK;TO ISSUE AND ENTERED APPROVAL INTO COMPUTER H:ADMIN\COUNTER\BIdgPInchkRevChkIst Rev 9I1 lntedbjSide: Stre,Side: Rep: \. S/ructus'p separation: Lot Coverage: Height: To Mr. Neu, Due to our non-conforming side yard set back on the Northeast side of our property (2790 Wilson St.). We would like to apply for a side yard swap to offset the difference. Attached is a drawing of the site plan showing the amount that exist, and the amount we want to offset (swap), and the difference of the offset. We appreciate your approval on this matter so that we can continue through the plan check process. Any question on this matter call 760-505-9824. Permit # CB050578 Thank You, Thomas and Marie Rudden 3-15-05 DEPARTMENT APPROVAL /DAW~) It 902 RECOMMENDED BV___________________ \\ ILI _ The width of our lot is 75'(-10% =) 7' ½ on each side. We have 5' on the North side and 15 'on the South side we w o u l d l i k e t o s w a p t h e difference of 2' ½ to the 5' side, which would equal 7' Y2 on the North side and 12 V2 on he south side. - JUN-20-2005 MON 04:04 PM CITY OF CARSLBAD FAX NO, 760 602 8558 P. 02 JUN-ZO-2005 QIQi'M FROM- 4 05 -057 & T-736 P.001/001 H3? Juic 20, 2005 City of Carlsbad Building DepThient SUBJECT: Ruddcn Re,ideece 2790 Wilson Street Carlsbad. CA 92007 ATTENTION: Ray Fuller Dcar RAY- In order to comply with your plan check corrections on the subject residence. I rcvid the structural calculations (sheets 41, 42, 43, 48, 51 & 52). 'These revised sheets were given to the property owners with instruction to give them to you so that they may be replacement sheets r the original caJculaziona Hopefully this Letter addresses any concerns you may have in connection with this project. Sincerely ; Robert Morin Registered Civil Engineer U 46758 Retained Height = 4.00 ft Wall height above soil = 4.00 ft Total Wall Height 8.00 ft Top Support Height = 10.00 ft Slope Behind Wall 0.00 -.1 Height of Soil over Toe 0.00 in Soil Density = 110.00 pcf 4(4 55 Robert Morin P.E. Title: Job # Morin Design Concepts Dsgnn Date: 7:35PM. 2 MAY 05 41190 Camino Norte Deasnption: Temecula, Ca 92592 (909) 899-3700 Restrained Retaining Wall Design Page 1 i Description Rudden Retaining Wall Soil Data_____________ Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 58.0 Toe Active Pressure = 0.0 Passive Pressure = 0.0 Water height over heel = 0.0 ft FoothglSoll Friction = 0.350 Soil height to ignore for passive pressure = 0.00 in footing Strengths & Dimensions fc = 2,000 psi Fy = 40,000 psi Min. As% = 0.0014 Toe Width = 0.50 ft Heel Width = 2.00 Total Footing Width Footing Thickness = 12.00 in Key Width = 0.00 In Key Depth = 0.00 in Key DIstance from Toe = 0.00 ft Cover @ Top 3.00 In @ Btm. 3.00 in v.vH.Iu ull Most - w. Surcharge Loads Uniform Lateral Load Applied to Stein [Adjacent Footing Load - -Surcharge Over Heel 0.0 psf Lateral Load 00 #/ft Adjacent Footing Load = 0.0 lbs >>>NOT Used To Resist Sliding & Overturn ...Heicht to Top 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in NOT Used for Sliding & Overturning Wall to Ftg CL Dist 0.00 ft Axial Load Applied to Stern Footing Type Line Load Base Above/Below Soil - 0.0 ft Axial Dead Load = 250.0 lbs at Back of Wall Axial Live Load = 250.0 lbs Axial Load Eccentricity = 0.0 In Desgn Summary jI Masonrg Stem Construction - , j Total Bearing Load = 2,073 lbs Thickness = 8.00 in fm 1,500 psi Short Term Factor = 1.000 resultant ecc. 3.32 in Wall Weight = 78.0 pcf Es = 24,000 psi Equiv. Solid Thick. 7.600 in ivrt 4... + ..I n Ofi, 77R III ID UI#L IV IV# VI - Block Type = Medium Weight No SpecIal-lnspectlon Solid Groóted Soil Pressure © Toe = 1,380 psf OK Soil Pressure @ Heel = 278 psf OK Allowable = 2,000 psf Soil Pressure Less Than. Allowable ACI Factored i Toe = 1,982 psf ACl Factored @ Heel = 400 psf Footing Shear @ Toe = 7.9 psi OK Footing Shear @ Heel = 10.8 psi OK Allowable = 76.0 psi Reaction at Top -. = 17.1 lbs Reaction at Bottom = 707.9 lbs Sliding Calcs Slab Resists All Sildlnj! Lateral Sliding Force 707.9 Lbs LnDesinResults oe eel Factored Pressure = 1,982 400 psf Mu': Upward 235 0 ft-# Mu': Downward = 26 734 ft4 Mu: Design 208 734 ft-# Actual 1-Way Shear = 7.91 10.80 psi Allow 1-Way Shear = 76.03 76.03 psi @ TOP Support Iuhlj. Top & Base @ Base of Wall Stem OK RatIo > 1.0 Stem OK Design height = 10.00 ft 3.25 ft 0.00 ft Reber Size = # 5 # 5 # 5 Rebar Spacing = 16.00 in 16.00 in 16.00 in Rebar Placed at = Center Center Center Rebar Depth 'd' 3.81 In 3.81 in 3.81 in Design Data tb/PB + fa/Fe = 0.000 1.229 0.723 Moment...Actua = 0.0 ff4 111.2 ff4 447.9 ft4 Moment .... Allowable = 619.4ft4 619.4ft4 619.4ft4 Shear Force @ this height = 0.0 lbs 446.9 lbs Shear .... Actual = 0.00 psi 11.17psi Shear .... .Allowable = 19.36 psi 19.36 psi Rebar Lap Required = 25.00 in 25.00 in Rebar embedment into footing = 6.00 in Other Acceptable Sizes & Spacings: Toe: None Spec'd -or- Not req'd, Mu < S * Fr Heel:None Spec'd -or- Not recd, Mu < S • Fr Key: No key defined -or- No key defluied (~60s o j-7y Robert Morin P.E. Title: Job # Mann Design Concepts Dsgnr. Date: 7:35PM 2 MAY 05 41190 Camino Norte Description: Temecula, Ca 92592 Scope: (909)599-3700 Rev: 51O3O I Ucr:O8O32SB,V1..19.VL32 Restrained Retaining Na1I Design Page 2 I () I9S39 NgPM.0 Description Rudden Retaining Wail I Summary of __________________________sliding, stem is FIXED at footing 7;;9'a cting on footing for soil pressure >>> Sliding Forces are restrained by the adjacent slab Load .& Moment Summary For Footing : For Soil Pressure Caics Moment @ Top of Footing Applied from Stem = -447.9 ft4 Surcharge Over Heel = lbs ft ft4 Axial Dead Load on Stem = 500.0 lbs 0.83 it. 416.7 ft-# Soil Over Toe = IN ft ft4 Surcharge Over Toe = lbs ft ft4 Stem Weight = . 824.0 lbs 0.83 ft 520.0 ft4 Soil Over f-lee) = 586.7 lbs 1.83 ft 1,075.6 ft4 Footing Weight = 362.5 lbs 1.25 it 453.1 ft4 Total Vertical Force = 2,073.2 IN Base Moment = 2,017.4 ft4 Soil Pressure Resulting Moment a 674.04 Morin Design Concepts 30378 Red River Circle Temecula, Ca 92591 Calculation Sheet Sheet 4~ j . L Z j _, .........................................--------------------------------------------------------------................................... at V - - -_- -- -_- 27S). , , r r r :frr -L...LL .......... r , , r ------------- - rrt I 4 U - • \: • • • • • • •• • tr - --------------- __ U& 1-12 /17iij///i>I/Th2i7/ -------------------------.-.$ ..... ------L : : ....................... ..... . 9 L1O17 43 ; Morin Design Concepts 31131 Dog Leg Circle UNIT SHEAR CALCULATION SHEET Sheet I of_________ Temecula, Ca 92591 - XMIR VI = 242.00 PLF x 19.50 LF I 2 = 2,359.50 LBS I 22.50 LF 105 PLF V2 = 242.00 PLF x 56.00 LF I 2 = 6776.00 LBS 1 27.00 LF = 251 PLF '/3 = 242.00 PLF x 36.50 LF / 2 = 4,416.50 LBS / zz.o LF = Z( PLF L.\ V4= 298.00 PLF x 27.00 LF / 2 = 4,023.00 LBS / 11.00 LF = 366 PLF L\ V5= 298.00. PLF x 49.00 LF I 2 = 7,301.00 LBS I 16.00 LF = 456 PLF V6= 298.00 PLF x 22.00 LF / 2 = 3,2.78.00 LBS / 27.50 LF = 119 PLF L1 VT = 389.00 PLF x 19.50 LF I 2 3,792.75 LBS I 32.00 LF = 119 PLF V8 = 389.00 PLF x 56.00 LF I 2 = 10,892.00 LBS I 27.00 LF = 403 PLF V9 = 389.00 PLF x 36.50 LF / 2 = 7,099.25 LBS I 26.00 LF =' 273 PLF V10= 394.00 PLF x 27.00 LF / 2 = 5,319.00 LBS I 20.00 LF = 266 PLF Vii = 394.00 PLF x 49.00 LF 1 2 = 9,653.00 LBS / 14.00 LF = 690 PLF V12= 394.00 PLF x 22.00 LF I 2 4,33.4.00 LBS I 27.00 LF = 161 PLF V13 389.00 PLF x 19.50 LF I 2 = 3,792.75 LBS / 27.00 LF = 140 PLF Reinforced Masonry Wall V14= 389.00 PLF x 19.50 LF / 2 = 3,792.75 LBS I 22.00 LF = 172 PLF ,t\ Reinforced Masonry Wall V15= 394.00 PLF x 27.00 LF / 2 = 5,319.00 LBS I 2.67 LF = 1,992 PLF Li\ (2) SW16x7x4 Garg. Port V= PLF x LF / 2 - LBS I 1.00 LF = - PLF PLF x LF I 2 = - LBS I 1.00 LF = - PLF V= PLF x LF / 2 - LBS I 1.00 LF = - PLF /\ Morin Design Concepts 31131 Dog Leg Circle OVERTURNING MOMENT & HOLODOWN REQUREMENTS 7 Sheet of_________ Temecula, Ca 92591 - A-A IM WIN VI = 105 PLF x 8 FT = 839 LBS - - LBS = 839 LBS MST37 on 4x4 Post V2 = 251 PLF x 8 FT = 2,008 LBS - - LBS = 2,008 LBS MST37 on 4x4 Post V3 = 1.e1 PLF x 8 FT = LBS - LBS &06 LBS MST37 on 4x4 Post V4 = 366 PLF x 8 FT = 2,926 LBS LBS = 2,926 LBS MST48 on 4x4 Post V5 = 456 PLF x 8 FT = 3,651 LBS LBS = 3,651 LBS MST60 on 4x4 Post V6 = 119 PLF x 8 FT = 954 LBS - LBS = 954 LBS MST37 on 4x4 Post W = 119 PLF x 10 FT = 1,185 LBS - LBS = 1,185 LBS HD2A on 44 psot WI SSTB16. V8 = 403 PLF x 10 FT = 4,034 LBS - LBS = 4,034 LBS HD5A on 44 post WI SSTB16 V9 = 273 PLF x 10 FT = 2,730 LBS - LOS = 2,730 LBS HD2A on 4x4 psot WI SSTB16 V10= 266 PLF x 10 FT 2,660 LBS - LBS - 2,660 LBS MST48 on 44 Post Vii = 690 PLF x 10 FT = 6,895 LBS LBS 6,895 LBS HD8A on 4x4 post W/ SSTB28 V12 = 161 PLF x 10 FT = 1,605 LBS - LBS = 1,605 LBS HD2A on 4x4 psot WI SSTB16 V1.3 = 140 PLF x 8 FT = 1,124 LBS LBS = 1,124 LBS Reinforced Masonry Wal V14 = 172 PLF x 8 FT = 1,379 LBS LBS = 1,379 LBS Reinforced Masonry Wal V15= 1992 PLF x 8 FT = 15,937 LBS LBS 15,937 LBS (2) SW16x7x4 Garage Portals V= 0 PLF x 1 FT = - LBS - LBS = - LBS - V = 0 PLF x FT • = LBS - LBS = - LBS V= 0 PLF x FT = - LBS - LBS - LBS (Note* The Righting Moment was calculated using 67% of the tributary dead load acting on the shear wall.) STRUCTURAL AND SEISMIC ANALYSIS FOR: RUDDEN RESIDENCE 2790 WILSON STREET CARLSBAD, CA COMPLETED FOR: TOM RUDDEN 2790 WILSON STREET CARLSBAD, CA F:" ROBERT MORIN P.E. 31131 DOG LEG CIRCLE TEMECULA, CA JANUARY 16, 2005 Q}3o5o5 7f Morin Design Concepts 31131 Dog Leg Circle Temecula, Ca 92591 Roof Loads (1997 UBC 1607.4) Roofing Dead Load 10.0 psf Roof Sheathing 2.50 psf RaftersiTrusses 3.00 psf Ceiling Joist 2.00 psf Ceiling Drywall 2.50 psf Miscellaneous 0.00 psf Roof Dead Load 20.0 psf Roof Live Load 20.0 psf Total Roof Load 40.0 psf Exterior Wall Dead Load Stucco 116.0 1 psf I Seismic Factor (UBC 1630.2.1) Ca = .44Na =.44(1.3) .572 max 1= 1.00 R= 5.50 max V = (2.5 Ca x l)/R W .260 W Seismic Factor = .260 W Sheet of 6 Floor Loads (1997 UBC 1607.3) FlooringDeadLoad 2.00 psf FloorSheathing 2.50 psf FloorJoist/TJl's 3.00 psf CeilingDrywall 2.50 psf PartitionLoad psf Gypereet psf Miscellaneous psf FloorDeadLoad 10.0 psf FloorLiveLoad 40.0 psf TotalFloorLoad 50.0 psf Interior Wall Dead Load (1611.5) [Studs with Drywall 18.00 _psf J Wind Pressure (UBC 1620) ExposureCCe= 1.13 Method2Cq= 1.30 Qs= 12.6 psf = 1.00 CexCgxQsxl= 18.5 psf WindPressure = 18.5 psf Soils Data Soils Report Prepared by: East County Soil Consultation Dated: 11-4-2004 Allowable Soil Bearing Value: 1,500 Soil profiletype:SDNearsourcefactorNa:1.0 Concrete Data All concrete shall be 2,000 psi minimum at 28 days All reinforcement shall be grade 40 (40,000 psi) minimum. Morin Design Concepts 31131 Dog Leg Circle, Temecula, Ca 92591 Sheet of Rudden Residence Roof Rafters RR-1 Prepared by: RM Date: 1/16/05 BeamChek 2.2 Choice [6 DF-L #1 @ 16 in. oc BASE Fb = 1000 ADJ Fb = 1495 Conditions Repetitive Use, '91 NDS Min Bearing Area R1 0.2 in R2= 0.2 in DL Defi 0.02 in Data Attributes Actual Critical Status Ratio Values Adjustments Loads Beam Span 5.5 ft Reaction 1 147 # Reaction 1 LL 73 # Beam WI per ft 0 # Reaction 2 147 # Reaction 2 LL 73 # Beam Weight 0 # Maximum V 147 # Max Moment 202'# Max V (Reduced) 122 # TL Max Defl L/240 TL Actual Defi L / >1000 LL Max Defi L / 360 LL Actual Defl L / >1000 Section (in 3) Shear (in 2) TL Defi (in) LL Defi 7.56 8.25 0.03 0.02 1.62 1.93 0.28 0.18 OK OK 0K OK 21% 23% 11% 8% Fb (psi) Fv (psi) E (psi x mil) Fci. (psi) Base Values 1000 95 1.7 625 Base Adjusted 1495 95 1.7 625 CF Size Factor 1.300 Cd Duration 1.00 1.00 Cr Repetitive 1.15 Ch Shear Stress Cm Wet Use The beam self-weight was not automatically added to the loads by BeamChek. Uniform TL: 53 =A Uniform LL: 27 ) Uniform Load A R1=147 R2=147 SPAN = 5.5 FT Uniform and partial uniform loads are lbs per lineal ft. Morin Design Concepts 31131 Dog Leg Circle, Temecula, Ca 92591 Sheet " of Rudden Residence Roof Beams RB-i Prepared by: RM Date: 1/16/05 BeamChek 2.2 Choice 3-1/2x 11-1/4 2.0E TJM Parallam® W.S. PSL Conditions Min Bearing Area R1= 4.8 in2 R2= 4.8 in2 DL Deft 0.30 in Beam Span 14.5 ft Reaction 1 3569 # Reaction 1 LL 1740 # Beam WI per ft 12.3 # Reaction 2 3569 # Reaction 2 LL 1740 # Beam Weight 178 # Maximum V 3569 # Max Moment 12938'# Max V (Reduced) 3108 # TL Max Deft L/240 TL Actual Deft L/296 LL Max Deft L / 360 LL Actual Deft L / 606 Data Attributes Critical Status Ratio Values Adjustments Loads Section (in3) Shear (in2) TL Deft (in) LL Defi 73.83 39.38 0.59 0.29 57.09 18.65 0.73 0.48 OK OK OK OK 77% 47% 81% 59% Eb (psi) Fv (psi) E (psi x mil) Fci. (psi) Base Values 2700 250 2.0 750 Base Adjusted 2719 250 2.0 750 CF Size Factor 1.007 Cd Duration 1.00 1.00 Cr Repetitive Ch Shear Stress Cm Wet Use BeamChek has automatically added the beam self-weight into the calculations. Uniform TL: 480 =A Uniform LL: .. 240 I Uniform Load A I Ri = 3569 R2 = 3569 SPAN = 14.5 FT Uniform and partial uniform loads are lbs per lineal ft. Attributes Actual Critical Status Ratio Values Adjustments Loads Morin Design Concepts #4 31131 Dog Leg Circle, Temecula, Ca 92591 Sheet I of Beam Span 6.5 ft Reaction 1 1580 # Reaction 1 LL ' 780 # Beam Wt per ft 6.17 # Reaction 2 1580 # Reaction 2 LL 780 # Beam Weight 40 # Maximum V 1580 # Max Moment 25684 Max V (Reduced) 1286 # TL Max Defi L/240 TL Actual Deft L/756 LL Max Defi L / 360 LL Actual Defi L / >1000 Section (in-3) Shear (in 2) TL Deft (in) LL Defi 30.66 25.38 0.10 0.05 23.70 , 20.31 0.32 0.22 OK OK OK OK 77% 80% 32% 24% Fb (psi) Fv (psi) E (psi x mil) FcI (psi) Base Values 1000 95 1.7 625 Base Adjusted 1300 95 1.7 625 CF Size Factor 1.300 Cd Duration 1.00 1.00 Cr Repetitive Ch Shear Stress Cm Wet Use BeamChek has automatically added the beam self-weight into the calculations Uniform TL: 480 =A Uniform LL: 240 Rudden Residence Roof Beams RB-2 - Prepared by: RM Date: 1/16/05 BeamChek 2.2 Choice 4x 8 DF-L #1 BASE Fb = 1000 ADJ Fb = 1300 Conditions 91 NDS Min Bearing Area Rl= 2.5 in R2= 2.5 in DL Deft 0.05 in Data Uniform Load A Fl R1=1580 R2=1580 SPAN = 6.5 FT Uniform and partial uniform loads are lbs per lineal ft. Morin Design Concepts If 31131 Dog Leg Circle, Temecula, Ca 92591 Sheet of S 2 Rudden Residence Roof Beams RB-3 Prepared by: RM Date: 1/16/05 BeamChek 2.2 Choice 3-112x 9-1/4 2.OE TJM Parallam® W.S. PSL BASE Fb = 2700 ADJ Fb = 2779 Conditions Min Bearing Area R1= 5.8 in R2= 5.8 in DL Defi 0.16 in Data Beam Span 9.0 ft Reaction I -- 4366 # Reaction 1 LL 2160 # Beam Wt per ft 10.12 # Reaction 2 4366 # Reaction 2 LL 2160 # Beam Weight 91 # Maximum V 4366 # Max Moment 9822'# Max V (Reduced) 3618 # TL Max Defi L/240 TL Actual Defi L I 349 LL Max Defi L I 360 LL Actual Defi L/705 Attributes Actual Critical Status Ratio Values Adjustments Loads Section (in-) Shear (in 2) TL Defi (in) LL Defi 49.91 32.38 0.31 0.15 42.41 21.71 0.45 0.30 OK OK OK OK 85% 67% 69% 51% Fb (psi) Fv (psi) E (psi x mil) Fci. (psi) Base Values 2700 250 2.0 750 Base Adjusted 2779 250 2.0 750 CF Size Factor 1.029 Cd Duration 1.00 1.00 Cr Repetitive Ch Shear Stress - Cm Wet Use BeamChek has automatically added the beam self-weight into the calculations. Uniform TL: 960 =A Uniform LL: 480 Uniform Load A Ri = 4366 R2 = 4366 SPAN = 9.0 FT Uniform and partial uniform loads are lbs per lineal ft. / Morin Design Concepts / 31131 Dog Leg Circle, Temecula, Ca 92591 Sheet U of Rudden Residence Window Headers WH-1 Prepared by: RM Date: 1/16/05 BeamChek'2.2 Choice 3-1/2x 9-1/4 2.OE TJM Parallam® W.S. PSL BASE Fb = 2700 ADJ Fb = 2779 Conditions Min Bearing Area R1= 4.3 in2 R2= 4.3 in2 ' DL Defi 0.03 in Data Attributes Actual Critical Status Ratio Values Adjustments Loads Beam Span 6.0 ft Reaction 1 3210# Reaction 1 LL 1590# Beam Wt per ft 10.12 # Reaction 2 3210# Reaction 2 LL 1590 # Beam Weight 61 11 Maximum V ' 3210 # Max Moment 4816'# Max V (Reduced) 2385 # TL Max Defi L/240 TL Actual Defi L/ >1000 LL Max Defi L/ 360 LL Actual Defi L/>1000 Section (in3) Shear (in 2) TL Defi (in) LL Defl 49.91 32.38 0.07 0.03 20.79 14.31 0.30 0.20 OK OK OK . OK 42% 44% 22% ' 17% Fb (psi) Fv (psi) E (psi x mu) FcJ.. (psi) Base Values 2700 250 2.0 750 Base Adjusted 2779 250 2.0 750 CF Size Factor 1.029 Cd Duration 1.00 1.00 Cr Repetitive Ch Shear Stress - Cm Wet Use BeamChek has automatically added the beam self-weight into the calculations. Uniform TL: 1060 =A Uniform LL: 530 ' I Uniform Load A , R1=3210 . ' R2=3210 SPAN = 6.0 FT Uniform and partial uniform loads are lbs per lineal ft. Morin Design Concepts 31131 Dog Leg Circle, Temecula, Ca 92591 Sheet 7 of Rudden Residence Window Headers WH-2 Prepared by: RM Date: 1/16/05 BeamChek 2.2 Choice 4x 4 DF-L #1 BASE Fb = 1000 ADJ Fb = 1500 Conditions 91 NDS Min Bearing Area R1= 0.8 in R2=0.8 in DL Dell 0.11 in Beam Span 6.0 ft Reaction 1 -- 469 # Reaction 1 LL 240 # Beam Wt per ft 2.98 # Reaction 2 489 # Reaction 2 LL 240 # Beam Weight 18 # Maximum V 489 # Max Moment 733'# Max V (Reduced) 441 # TL Max Defi L/240 TL Actual Defi L I 323° LL Max Defi L / 360 LL Actual Defi L / 657 Data Attributes Actual Critical Status Ratio Section (in 3) Shear (in2) TL Defi (in) LL Dell 7.15 12.25 0.22 011 5.87 6.97 0.30 0.20 OK OK OK OK 82% 57% 74% 55% Loads Fb (psi) Fv (psi) E (psi x mu) Fc± (psi) Base Values 1000 95 1.7 625 Base Adjusted 1500 95 1.7 625 CF Size Factor 1.500 Cd Duration 1.00 1.00 Cr Repetitive Ch Shear Stress Cm Wet Use BeamChek has automatically added the beam self-weight into the calculations. UniforrnTL: 160 =A Uniform LL: 80 I Uniform Load A R1=489 R2=489 SPAN = 6.0 FT Uniform and partial uniform loads are lbs per lineal ft. Values Adjustments Morin Design Concepts 111 I o - Dog øn Circle Tcrnv.,uI (' Q99;41. Rudder, Residence Window Headers WH-3 Prepared by: RM Date: 1/16/05 BeamChek 2.2 Choice 4x 6 DF-L #1 BASE Fb = 1000 ADJ Fb = 1300 Conditions 91 NDS i%hin Bearing Area RI= 2.6 in-' R2= 2.6 in DL Defl 0.01 in Beam Span 3.0 ft Reaction 1 1597# Reaction 1 LL 795# Beam Wt per ft 4.66 # Reaction 2 1597 # Reaction 2 LL 795 # Beam Weight 14 if Maximum 'v' 1597 # R4..., IVIQA IVOJIIICIIL 14fl0 4. I I C.0 ,r FL-.. '/ ID.-..-1......-..\ IVIQA V IC¼au¼.Cta/ 1iro 41 I ILJ.J ,r TL Max Defl L1240 TL Actual Defl L/>1000 LL Max Deft L!360 LL Actual Deft L/>1000 Attributes Section (in 3) Shear (in 21 TL Defl (in) LL Deft Actual 17.65 19.25 0.02 0.01 Critical 11.06 17.51 0.15 0.10 Status OK OK OK OK Ratio 63% 91% 16% 12% w Data Adiustments Fb I., ,\ F " ., (,.\ I._ c,- ,,, 0.-..... '.I.-.l...... LIC VQiU $JIJJ .1 7 nnr .J LI Base Adjusted 1300 95 1.7 625 CF .Siz Factor 1.300 Cd Duration 1.00 1.00 Cr Repetitive ICh Shear Stress Cm Wet Use BeamChek has automatically added the beam self-weight into the calculations. Loads Uniform TL: 1060 =A Uniform LL: 530 Uniform Load A R1=1597 R2=1597 SPAN = 3.0 FT Uniform and partial uniform loads are lbs per lineal ft. Morin Design Concepts ç 31131 Dog Leg Circle, Temecula, Ca 92591 ' Sheet / of Rudden Residence Window Headers WH-4 Prepared by: RM / Date: 1/16/05 BeamChek 2.2 Choice [6 DF-L #1 BASE Fb = 1000 ADJ Fb = 1300 Conditions 91 NDS Min Bearing Area R1= 1.1 in R2= 1.1 in2 DL Defi 0.09 in Beam Span 8.0 ft Reaction 1 659 # Reaction 1 LL 320 # Beam Wt per ft 4.68 # Reaction 2 659 # Reaction 2 LL 320 # Beam Weight 37 # Maximum V 659 # Max Moment 1317'# Max V (Reduced) 583 # TL Max Defi L/240 TL Actual Defi L / 523 LL Max Defi L / 360 LL Actual Defi L / >1000 Data Section (in3) Shear (in 2) TL Defi (in) LL Defi 17.65 19.25 0.18 0.09 12.16 9.21 0.40 0.27 OK OK OK OK 69% 48% 46% 33% Fb (psi) Fv (psi) E (psi x mil) Fci. (psi) Base Values 1000 95 1.7 625 Base Adjusted 1300 95 1.7 625 CF Size Factor 1.300 Cd Duration 1.00 1.00 Cr Repetitive Ch Shear Stress Cm Wet Use BeamChek has automatically added the beam self-weight into the calculations. Attributes Actual Critical Status Ratio Values Adjustments Loads Uniform TL: 160 =A Uniform LL: 80 I Uniform Load A R1=659 R2=659 SPAN = 8.0 FT Uniform and partial uniform loads are lbs per lineal ft. Morin Design Concepts 31131 Dog Leg Circle, Temecula, Ca 92591 Sheet Of 7 Rudden Residence Floor Beams FB-1 Prepared by: RM Date: 1/16/05 BeamChek 2.2 Choice [18 2.OE TJM Parallam® W.S. PSL BASE Fb = 2700 ADJ Fb = 2581 Conditions Min Bearing Area R1= 16.3 in R2= 16.3 in DL Defi 0.18 in Beam Span 21.5 ft Reaction 1 12248# Reaction 1 LL 9460# Beam Wt per ft 39.38 # Reaction 2 12248# Reaction 2 LL 9460 # Beam Weight 847 # Maximum V 12248 # Max Moment 65835'# Max V (Reduced) 10539 # TL Max Defi L I 240 TL Actual Defi L I 321 LL Max Defi L/ 360 LL Actual Defi L/ 416 ) Data Attributes Actual Critical Status Ratio Values Adjustments Loads Section (in3) Shear (in 2) IL Defi (in) LL Defl 378.00 126.00 0.80 0.62 306.08 63.24 1.08 0.72 OK OK OK OK 81% 50% 75% 87% Fb (psi) Fv (psi) E (psi x mil) FcI (psi) Base Values 2700 250 2.0 750 Base Adjusted 2581 250 2.0 750 CF Size Factor 0.956 Cd Duration 1.00 1.00 Cr Repetitive Ch Shear Stress Cm Wet Use BeamChek has automatically added the beam self-weight into the calculations. Uniform TL: 1100 = A'..: Uniform LL: 880 I Uniform Load A Ri = 12248 R2 = 12248 SPAN = 21.5 FT Uniform and partial uniform loads are lbs per lineal ft. Morin Design Concepts 31131 Dog Leg Circle, Temecula, Ca 92591 Sheet of Ruden Residence Floor Beams FB-2 Prepared by: RM Date: 1/17/05 BeamChek 2.2 Choice 7x 11-7/8 2.OE TJM Parallam®W.S. PSL Conditions Min Bearing Area R1= 10.9 in R2= 10.9 in DL Defi 0.13 in Data Attributes Actual Critical Status Ratio Values Adjustments Loads Beam Span 14.5 ft Reaction 1 8163 # Reaction 1 LL 6380 # Beam Wt per ft 25.98 # Reaction 2 8163 # Reaction 2 LL 6380 # Beam Weight 377 # Maximum V 8163 # Max Moment 29592'# Max V (Reduced) 7049 # TL Max Defi L /240 TL Actual Defi L / 304 LL Max Defi L / 360 LL Actual Defi L / 389 Section (in 3) Shear (in2) IL Defi (in) LL Defi 164.52 83.13 0.57 0.45 131.37 42.29 0.73 0.48 OK OK OK OK 80% 51% 79% 93% Ft (psi) Fv (psi) E (psi x mil) FcJ.. (psi) Base Values 2700 250 2.0 750 Base Adjusted 2703 250 2.0 750 CF Size Factor 1.001 Cd Duration 1.00 1.00 Cr Repetitive Ch Shear Stress Cm Wet Use BeamChek has automatically added the beam self-weight into the calculations. Uniform TL: 1100 =A Uniform LL: 880 Uniform Load A R1=8163 R2=8163 SPAN = 14.5 FT Uniform and partial uniform loads are lbs per lineal ft. Morin Design Concepts 31131 Dog Leg Circle, Temecula, Ca 92591 Sheet I Rudden Residence Floor Beams FB-3 Prepared by: RM Date: 1/16/05 BeamChek 2.2 Choice LI2x 9-1/4 2.OE TJM Parallam® W.S. PSL BASE Fb = 2700 ADJ Fb = 2779 Conditions Min Bearing Area R1= 3.6 in R2= 3.6 in2 DL Defi 0.04 in Data ( Beam Span 9.0 ft Reaction 1 - 2692 # Reaction 1 LL 2115 # Beam Wt per ft 10.12# Reaction 2692# Reaction 2LL 2115# Beam Weight 91 # Maximum V 2692# Max Moment 6056'# Max V (Reduced) 2230 # TL Max Defi L/240 IL Actual Dell L I 566 LL Max Dell L / 360 LL Actual Defi L / 720 Attributes Actual Critical Status Ratio Values Adjustments Section (in-) Shear (in 2) TL Dell (in) LL Defi 49.91 32.38 0.19 0.15 26.15 13.38 0.45 0.30 OK OK OK OK 52% 41% 42% 50% Fb (psi) Fv (psi) E (psi x mu) Fc± (psi) Base Values 2700 250 2.0 750 Base Adjusted 2779 250 2.0 750 CF Size Factor 1.029 Cd Duration 1.00 1.00 Cr Repetitive Ch Shear Stress Cm Wet Use BeamChek has automatically added the beam self-weight into the calculations. Loads Uniform IL: 588 =A Uniform LL: 470 Uniform Load A I Ri = 2692 R2 = 2692 SPAN = 9.0 FT Uniform and partial uniform loads are lbs per lineal ft. Morin Design Concepts t 31131 Dog Leg Circle, Temecula, Ca 92591 Sheet /f Rudden Residence Floor Beams FB-4 Prepared by: RM Date: 1/16/05 BeamChek 2.2 Choice 3-112x 11-7/8 2.OE TJM Parallam®W.S. PSL BASE Fb = 2700 ADJ Fb = 2703 Conditions Min Bearing Area R1= 5.8 in R2= 5.8 in DL Defi 0.13 in Data Beam Span 14.5 ft Reaction 1 - 4357 # Reaction 1 LL 3408 # Beam Wt per ft 12.99 # Reaction 2 4357 # Reaction 2 LL 3408 # Beam Weight 188 # Maximum V 4357# Max Moment .15795'# Max V (Reduced) 3762 # TL Max Defi L / 240 TL Actual Defi L/285 LL Max Defi L / 360 LL Actual Defi L / 364 Attributes Actual Critical Status Ratio Values Adjustments Loads Section (in3) Shear (in 2) TL Defi (in) LL Defi 82.26 41.56 0.61 0.48 70.12 22.57 0.73 0.48 OK OK OK OK 85% 54% 84% 99% Fb (psi) Fv (psi) E (psi x mu) FcJ.. (psi) Base Values 2700 250 2.0 750 Base Adjusted 2703 250 2.0 750 CF Size Factor 1.001 Cd Duration 1.00 1.00 Cr Repetitive Ch Shear Stress Cm Wet Use BeamChek has automatically added the beam self-weight into the calculations. Uniform TL: 588 =A Uniform LL: 470 Uniform Load A Ri =4357 R2 =4357 SPAN =14.5FT Uniform and partial uniform loads are lbs per lineal ft. Morin Design Concepts 14 31131 Dog Leg Circle, Temecula, Ca 92591 Sheet I L of Rudden Residence Floor Beams FBA.F Prepared by: RM Date: 1/16/05 BeamChek 2.2 Choice 4x12 DF-L#1 BASE Fb= 1000 ADJFb=1100 Conditions '91 NDS Min Bearing Area R1= 6.3 in R2= 6.3 in DL Defi <0.01 in. Data Attributes Actual Critical Status Ratio Values Adjustments Beam Span 4.0 ft Reaction 1 3939 # Reaction 1 LL 2560 # Beam Wt per ft 9.57 # Reaction 2 3939 # Reaction 2 LL 2560 # Beam Weight 38 # Maximum V 3939 # Max Moment 3939'# Max V (Reduced) 2093# TL Max Defi L/ 240 TL Actual Defi L/ >1000 LL Max Defi L / 360 LL Actual Defi L / >1000 Section (in-3) Shear (in 2) TL Defi (in) LL Defi 73.83 . 39.38 0.02 0.01 42.97 33.04 0.20 0.13 OK OK OK OK 58% 84% 8% 8% Fb (psi) Fv (psi) E (psi x mil) Fci. (psi) Base Values 1000 95 1.7 625 Base Adjusted 1100 95 1.7 625 CF Size Factor 1.100 Cd Duration 1.00 - 1.00 Cr Repetitive Ch Shear Stress Cm Wet Use BeamChek has automatically added the beam self-weight into the calculatiOns. Loads Uniform TL: 1960 =A Uniform LL: 1280 I Uniform Load A I Ri = 3939 R2 = 3939 SPAN = 4.0 FT Uniform and partial uniform loads are lbs per lineal ft. Morin Design Concepts 31131 Dog Leg Circle, Temecula, Ca 92591 Sheet of '? Rudden Residence Floor Beams FB-6 Prepared by: RM Date: 1/16/05 BeamChek 2.2 Choice 3-112x 11-1/4 2.OE TJM Parallam®W.S. PSL BASE Fb = 2700 ADJ Fb = 2719 Conditions Min Bearing Area R1= 10.5 in R2= 10.5 in DL Defi 0.06 in I Data Attributes Actual Critical Status Ratio Values Adjustments Loads Beam Span 8.0 ft Reaction 1 7889 # Reaction 1 LL 5120 # Beam Wt per ft 12.3 # Reaction 2 7889 # Reaction 2 LL 5120 # Beam Weight 98 # Maximum V 7889 # Max Moment 15778'# Max V (Reduced) 6040 # TL Max Defi L / 240 TL Actual Defl L / 439 LL Max Defi L / 360 LL Actual Defi L/677 Section (in2) Shear (in 2) TL Dell (in) LL Defi 73.83 39.38 0.22 0.14 69.63 36.24 0.40 0.27 OK OK OK OK 92% 55% 53% Fb (psi) Fv (psi) E (psi x mil) Fci.. (psi) Base Values 2700 250 2.0 750 Base Adjusted 2719 250 2.0 750 CF Size Factor 1.007 Cd Duration 1.00 1.00 Cr Repetitive Ch Shear Stress Cm Wet Use BeamChek has automatically added the beam self-weight into the calculations. Uniform TL: 1960 =A Uniform LL: 1280 Uniform Load A Ri = 7889 R2 = 7889 SPAN = 8.0 FT Uniform and partial uniform loads are lbs per lineal ft. Morin Design Concepts 'A 31131 Dog Leg Circle, Temecula, Ca 92591 Sheet $of 3 / Rudden Residence Floor Beams FB-7 Prepared by: RM Date: 1/16/05 BeamChek 2.2 Choice 3-1/2x 9-1/4 2.OE TJM Parallam® W.S. PSL BASE Fb = 2700 ADJ Fb = 2779 Conditions Min Bearing Area R1= 7.9 in R2= 7.9 in DL Defi 0.04 in Data Beam Span 6.0 ft Reaction 1 5910 # Reaction 1 LL 3840 # Beam Wt per ft 10.12 # Reaction 2 5910# Reaction 2 LL 3840 # Beam Weight 61 # Maximum V 5910 # Max Moment 8866'# Max V (Reduced) 4392 # TL Max Defi L /240 TL Actual Defl L / 580 LL Max Defi L / 360 LL Actual Defi L I 892 Attributes Actual Critical Status Ratio Values Adjustments Loads Section (in3) Shear (in 2) TL Defi (in) LL Defi 49.91 32.38 0.12 0.08 38.28 26.35 0.30 0.20 OK OK OK OK 77% 81% 41% 40% Fb (psi) Fv (psi) E (psi x mu) FcI (psi) Base Values 2700 250 2.0 750 Base Adjusted 2779 250 2.0 750 CF Size Factor 1.029 Cd Duration 1.00 1.00 Cr Repetitive Ch Shear Stress Cm Wet Use BeamChek has automatically added the beam self-weight into the calculations. Uniform TL: 1960 =A Uniform LL: 1280 Uniform Load A I R1=5910 R2=5910 SPAN = 6.0 FT Uniform and partial uniform loads are lbs per lineal ft. Morin Design Concepts 31131 Dog Leg Circle, Temecula, Ca 92591 Sheet 17 of 5 Rudden Residence Floor Beams FB-8 Prepared by: RM Date: 1/16/05 BeamChek 2.2 Choice 4x 6 DF-L #1 BASE Fb = 1000 ADJ Fb = 1300 Conditions 91 NDS Min Bearing Area RI= 1.0 in R2 1.0 in DL Defi 0.06 in Beam Span 6.0 ft Reaction 1 638 # Reaction 1 LL 120 # Beam Wt per ft 4.68 # Reaction 2 638 # Reaction 2 LL 120 # Beam Weight 28 # Maximum V 638# Max Moment 957'# Max V (Reduced) 541 # TL Max Defi L / 240 TL Actual Defi L / 959 LL Max Defi L / 360 LL Actual Defi L / >1000 Data Section (in-3) Shear (in 2) TL Defi (in) LL Defi 17.65 19.25 0.08 0.01 8.83 8.54 0.30 0.20 OK OK OK OK 50% 44% 25% 7% Fb (psi) Fv (psi) E (psi x mil) FcJ.. (psi) Base Values 1000 95 1.7 625 Base Adjusted 1300 95 1.7 625 CF Size Factor 1.300 Cd Duration 1.00 1.00 Cr Repetitive Ch Shear Stress Cm Wet Use BeamChek has automatically added the beam self-weight into the calculations. Attributes Actual Critical Status Ratio Values Adjustments Loads Uniform TL: 208 =A Uniform LL: 40 I Uniform Load A I R1=638 R2=638 SPAN = 6.0 FT Uniform and partial uniform loads are lbs per lineal ft. Morin Design Concepts 31131 Dog Leg Circle, Temecula, Ca 92591 Sheet/ 5 of Rudden Residence Floor Beams FB-9 Prepared by: RM Date: 1/16/05 BeamChek 2.2 Choice 4x 4 DF-L #1 BASE Fb = 1000 ADJ Fb = 1500 Conditions '91 NDS Min Bearing Area R1= 0.5 in R2= 0.5 in DL Defi 0.01 in Beam Span 3.0 ft Reaction 1 316# Reaction 1 LL 60# Beam Wt per ft 2.98 # Reaction 2 316 # Reaction 2 LL 60 # Beam Weight 9# Maximum 316# Max Moment 237'# Max V (Reduced) 255 # TL Max Defi L/240 TL Actual Defi L/ >1000 LL Max Dell L / 360 LL Actual Defl L / >1000 Data Attributes Actual Critical Status Ratio Section (in 3) Shear (in 2) IL Dell (in) LL Dell 7.15 12.25 0.02 <0.01 1.90 4.03 0.15 0.10 OK OK OK OK 27% 33% 12% 3% Loads Fb (psi) Fv (psi) E (psi x mil) Fc..L (psi) Base Values 1000 95 1.7 625 Base Adjusted 1500 95 1.7 625 CF Size Factor 1.500 Cd Duration 1.00 1.00 Cr Repetitive Ch Shear Stress Cm Wet Use BeamChek has automatically added the beam self-weight into the calculations. Uniform TL: 208 =A Uniform LL: 40 Uniform Load A R1=316 R2=316 SPAN = 3.0 FT Uniform and partial uniform loads are lbs per lineal ft. Values Adjustments Morin Design Concepts 31131 Dog Leg Circle, Temecula, Ca 92591 Sheet 1 of Rudden Residence Floor Beams FE-la Prepared by: RM Date: 1/16/05 BeamChek2.2 Choice 4x 6 DF-L #1 BASE Fb = 1000 ADJ Fb = 1300 Conditions 91 NDS Min Bearing Area R1= 1.0 in R2= 1.0 in DL Defi 0.06 in Data Attributes Actual Critical Status Ratio Values Adjustments Loads Beam Span 6.0 ft Reaction 1 638 # Reaction 1 LL 120 # Beam Wt per ft 4.68 # Reaction 2 638 # Reaction 2 LL 120 # Beam Weight 28 # Maximum V 638 # Max Moment 957'# Max V (Reduced) 541 # TL Max Defi L/240 TL Actual Defi L I 959 LL Max Defi L / 360 LL Actual Defi L / >1000 Section (in 3) Shear (in 2) IL Defi (in) LL Defi 17.65 19.25 0.08 0.01 8.83 8.54 0.30 0.20 OK OK OK OK 50% 44% 25% 7% Fb (psi) Fv (psi) E (psi x mu) Ed (psi) Base Values 1000 95 1.7 625 Base Adjusted 1300 95 1.7 625 CF Size Factor 1.300 Cd Duration 1.00 1.00 Cr Repetitive Ch Shear Stress Cm Wet Use BeamChek has automatically added the beam self-weight into the calculations. Uniform TL: 208 =A Uniform LL: 40 I Uniform Load A R1=638 R2=638 SPAN =6.OFT Uniform and partial uniform loads are lbs per lineal ft. Mann Design Concepts 31131 Dog Leg Circle, Temecula, Ca 92591 Sheet ' of Rudden Residence Floor Beams FB-1 1 Prepared by: RM Date: 1/16/05 BeamChek 2.2 Choice 4x 10 DF-L #1 BASE Fb = 1000 ADJ Fb = 1200 Conditions 91 NDS Min Bearing Area R1= 4.7 in R2= 4.7 in DL Defi <0.01 in'. Beam Span 3.0 ft Reaction 1 2952 # Reaction 1 LL 1920 # Beam Wt per ft 7.87 # Reaction 2 2952 # Reaction 2 LL 1920 # Beam Weight 24 # Maximum V 2952 # Max Moment 2214'# Max V (Reduced) 1435 # TL Max Defl L /240 TL Actual Defl L / >1000 LL Max Defl L I 360 LL Actual Defi L/ >1000 Data Attributes Actual Critical Status Ratio Section (in3) Shear (in 2) TL Defi (in) LL Defi 49.91 32.38 0.01 <0.01 22.14 22.66 0.15 0.10 OK OK OK OK 44% 70% 6% 6% Fb (psi) Fv (psi) E (psi x mil) Fc..L (psi) Base Values 1000 95 1.7 625 Base Adjusted 1200 95 , 1.7 625 CF Size Factor 1.200 Cd Duration 1.00 1.00 Cr Repetitive Ch Shear Stress Cm Wet Use BeamChek has automatically added the beam self-weight into the calculations. Loads Uniform TL: 1960 =A Uniform LL: 1280 Uniform Load A Ri = 2952 R2 = 2952 SPAN = 3.0 FT Uniform and partial uniform loads are lbs per lineal ft. Values Adjustments 4en Floor Joist FJ-1 A \Xyethaeuser Business TJ.Beam(TM) 6.10Serial Number: 7003022311 11 7/8" TJI® 230, 2 plies 12" 0/c User: 2 111612005 11:41:36 AM Pagel Engine Version: 1.10.3 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED c 32 21 23-6" 01 Product Diagram is Conceptual. LOADS: Analysis is for a Joist Member. Primary Load Group - Residential - Living Areas (ps: 40.0 Live at 100 % duration, 12.0 Dead SUPPORTS: Input Bearing Vertical Reactions (Ibs) Width Length LivelDeadflJpliftlTotal 1 Stud wall 3.50 2.25" 470/141 /0/611 2 Stud wall 3.50" 2.25" 470/141 /0/611 Detail Other A3: Rim Board 1 Ply 1 1/4" x 11 7/8" 0.8E TJ-Strand Rim Board® A3: Rim Board 1 Ply 1 1/4" x 11 7/8" 0.8E TJ-Strand Rim Board® -See TJ SPECIFIER'S I BUILDERS GUIDE for detail(s): A3: Rim Board DESIGN CONTROLS: Maximum Design Control Control Location Shear (Ibs) 600 -596 3310 Passed (18%) Rt. end Span 1 under Floor loading Vertical Reaction (lbs) 600 600 2313 Passed (26%) Bearing 2 under Floor loading Moment (Ft-Lbs) 3463 3463 8030 Passed (43%) MID Span 1 under Floor loading Live Load Defi (in) 0.396 0.577 Passed (L/699) MID Span 1 under Floor loading Total Load Defi (in) 0.515 1.154 Passed (L1538) MID Span 1 under Floor loading TJPro 37 30 Passed Span 1 -Deflection Criteria: STANDARD(LL:L/480,TL:L1240). -Deflection analysis is based on composite action with single layer of 19/32" Panels (20" Span Rating) GLUED & NAILED wood decking. -Bracing(Lu): All compression edges (top and bottom) must be braced at 2'8" 0/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. TJ-Pro RATING SYSTEM -The TJ-Pro Rating System value provides additional floor performance information and is based on a GLUED & NAILED 19/32" Panels (20" Span Rating) decking. The controlling span is supported by walls. Additional considerations for this rating include: Ceiling - None. A structural analysis of the deck has not been performed by the program. Comparison Value: 3.04 ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Distribution product listed above. -Note: See TJ SPECIFIERS / BUILDER'S GUIDES for multiple ply connection. PROJECT INFORMATION: Rudden Residence OPERATOR INFORMATION: Robert Morin P.E. Morin Design Concepts 31131 Dog Leg Circle Temecula, Ca 92591 Phone: (909) 699-3700- robertm@ci.corona.ca.us Copyright 0 2003 by Trus Joist, a Weyerhaeuser Business TJI® and TJ-Besnn0 are registered Trus of Trs Joist. e-T .Thist'".Pro and ti-Pro" are trademarks of Pr,,, .ini St. Floor Joist FJ-2 AWyerheuser Business TJ-Beam 7003022311 User: 2 1/16/2005 11:45:09 AM 11 7/8" TJI® 230 c% 16" 0/c Pagel Engine Version: 11O.3 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED 19' Product Diagram is Conceptual. LOADS: Analysis is for a Joist Member. Primary Load Group - Residential - Living Areas (psf): 40.0 Live at 100% duration, 12.0 Dead SUPPORTS: Input Bearing Vertical Reactions (Ibs) Width Length Live(Dead/UpliftlTotal 1 Stud wall 3.50' 2.25' 507 / 152 / 0 / 659 2 Stud wall 3.50" 2.25" 507 / 152 /0/659 Detail Other A3: Rim Board 1 Ply 1 1/4" x 11 7/8' 0.8E TJ-Strand Rim Board® A3: Rim Board 1 Ply 1 1/4' x 11 7/8" 0.8E TJ-Strand Rim Board® -See TJ SPECIFIER'S / BUILDERS GUIDE for detail(s): A3: Rim Board DESIGN CONTROLS: Maximum Design Control Control Location Shear (Ibs) 644 -638 1655 Passed (39%) Rt. end Span 1 under Floor loading Vertical Reaction (Ibs) 644 644 1157 Passed (56%) Bearing 2 under Floor loading Moment (Ft-Lbs) 2993 2993 4015 Passed (75%) MID Span 1 under Floor loading Live Load Defi (in) 0.417 0.465 Passed (LJ534) MID Span 1 under Floor loading Total Load Defi (in) 0.543 0.929 Passed (U411) MID Span 1 under Floor loading TJPro 32 30 Passed Span 1 -Deflection Criteria: STANDARD(LL:1J480,TL:L/240). -Deflection analysis is based on composite action with single layer of 19/32" Panels (20" Span Rating) GLUED & NAILED wood decking. -Bracing(Lu): All compression edges (top and bottom) must be braced at 2'8" 0/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. TJ-Pro RATING SYSTEM -The TJ-Pro Rating System value provides additional floor performance information and is based on a GLUED & NAILED 19/32" Panels (20" Span Rating) decking. The controlling span is supported by walls. Additional considerations for this rating include: Ceiling - None. A structural analysis of the deck has not been performed by the program. Comparison Value: 1.45 ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Distribution product listed above. PROJECT INFORMATION: Rudden Residence OPERATOR INFORMATION: Robert Morin P.E. Morin Design Concepts 31131 Dog Leg Circle Temecula, Ca 92591 Phone : (909) 699-3700 robertm@ci.corona.ca.us Copyright © 2003 by Trus Joist, a Weyerhaeuser Business TJ10 and TJ-Beam® are regrstered t:ndemnrts of Trot Joist. a-i mist". Pro"' and Ti-Pm"' are trademarks of Tr,is mist. Morin Design Concepts q 7 31131 Dog Leg Circle, Temecula, Ca 92591 Sheet '/of ?' Rudden Residence Garage Header GH-1 Prepared by: RM Date: 1/16/05 BeamChek 2.2 Choice 3-112x 11-718 2.OE TJM Parallam®W.S. PSL BASE Fb = 2700 ADJ Fb = 2703 Conditions Min Bearing Area R1= 4.6 in R2 4.6 in DL Defi 0.53 in Beam Span 16.0 ft Reaction 1 3465 # Reaction 1 LL 960 # Beam Wt per ft 12.99 # Reaction 2 3460 # Reaction 2 LL 960 # Beam Weight 208 # Maximum V 3465 # Max Moment 13850'# Max V (Reduced) 3117 # TL Max Defi L / 240 TL Actual Defi L /269 LL Max Defi L / 360 LL Actual Defi L / >1000 Data Section (in,,) Shear (in 2) TL Defi (in) LL Defi 82.26 41.56 0.71 0.18 61.48 18.70 0.80 0.53 OK OK OK OK 75% 45% 89% 34% Attributes Actual Critical Status Ratio Values Adjustments Fb (psi) Fv (psi) E (psi x mu) Fc..L. (psi) Base Values 2700 250 2.0 750 Base Adjusted 2703 250 2.0 750 CF Size Factor 1.001 Cd Duration 1.00 1.00 Cr Repetitive Ch Shear Stress Cm Wet Use BeamChek has automatically added the beam self-weight into the calculations. Loads Uniform IL: 338 =A Uniform LL: 120 Point TL Distance B=659 4.0 C=650 12.0 I Uniform Load A Pt loads: Ei E1 Ri =3465 R2 =3460 SPAN = 16.0 FT Uniform and partial uniform loads are lbs per lineal ft. Morin Design Concepts 31131 Dog Leg Circle, Temecula, Ca 92591 Sheet) of •?' Rudden Residence Column For RB-I C-i Prepared by: RM Date: 1/16/05 BeamChek 2.2 Choice 4x 4 DF-L #1 Wood Column Conditions Using values for 2x and 4x solid sawn, Dimension Lumber. NDS& In Grade Values Reaction 3569# Column Area 12.25 in Kf 1.00 Actual Height 8.0 ft le dl Effective Ht 96 in c 0.80 Unbraced dl 8.0 ft le d2 Effective Ht 96 in KcE 0.30 Unbraced d2 8.0 ft Ke Buckling Mode 1.0 FcE 678 Alttrih,,tc, nnri r+rr,Ilir,r, d c ir,r'hc, II I tl le/d psi Area (in 2) Actual 27 291 12.25 Critical 50 608 5.87 Status OK OK OK Ratio 54% 48% 48% Note: A wood plate under this column must have an Fc value, perpendicular to the grain, greater than 291 psi. Data Morin Design Concepts .. ( 31131 Dog Leg Circle, Temecula, Ca 92591 Sheet 7of 27 Rudden Residence Column For RB-2 0-2 Prepared by: RM Date: 1/16/05 BeamChek 2.2 Choice 4x 4 DF-L #1 Wood Column Conditions Using values for 2x and 4x solid sawn, Dimension Lumber. NDS® In Grade Values Reaction 1580# Column Area 12.25 in2 Kf 1.00 Actual Height 8.0 ft le dl Effective Ht 96 in c 0.80 Unbraced dl 8.0 ft le d2 Effective Ht 96 in KeE 0.30 Unbraced d2 8.0 ft Ke Buckling Mode 1.0 FcE 678 .Attributes and Values (nfrrIIir,,, rf i ' ç nr'h ' II 'J''1 P' ' '"1 le/d psi Area (in 2) Actual 27 129 12.25 Critical 50 608 2.6 Status OK OK OK Ratio 54% 21% 21% Note: A wood plate under this column must have an Fc value, perpendicular to the grain, greater than 129 psi. Data Morin Design Concepts 31131 Dog Leg Circle, Temecula, Ca 92591 Sheet ?Lof Rudden Residence Column For RB-3 C-3 Prepared by: RM Date: 1/16/05 BeamChek 2.2 Choice 4x 4 DF-L #1 Wood Column Conditions Using values for 2x and 4x solid sawn, Dimension Lumber. NDS® In Grade Values Reaction 4366# Column Area 12.25in2 Kf 1.00 Actual Height 8.0 ft le dl Effective Ht 96 in c 0.80 Unbraced dl 8.0 ft le d2 Effective Ht 96 in KcE 0.30 Unbraced d2 8.0 ft Ke Buckling Mode 1.0 FcE 678 Attributes and Values Cr,ntrr,I!ine, ri ic ' c inrhc J' "'-'.] tj le/d psi Area (in 2) Actual 27 356 12.25 Critical 50 608 7.18 Status OK OK OK Ratio 54% 59% 59% Note: A wood plate under this column must have an Fc value, perpendicular to the grain, greater than 356 psi. Data Morin Design Concepts c 31131 Dog Leg Circle, Temecula, Ca 92591 Sheet ' of Rudden Residence Column For all Window Headers C-4 Prepared by: RM Date: 1/16/05 BeamChek 2.2 Choice 4x 4 DF-L #1 Wood Column Conditions Using values for 2x and 4x solid sawn, Dimension Lumber. NDS® In Grade Values Reaction 3210# Column Area 12.25 in Kf 1.00 Actual Height 8.0 ft le dl Effective Ht 96 in c 0.80 Unbraced dl 8.0 ft le d2 Effective Ht 96 in KcE 0.30 Unbraced d2 8.0 ft Ke Buckling Mode 1.0 FcE 678 n,l ,4 k c II '/'-W . ".1 ntt:Ik#L4&¼II,.a VWt4Q '_flJIILl'JlIuII3 'A a ,J.,J Iul'..1IC le/d psi Area (in 2) Actual 27 262 12.25 Critical 50 608 5.28 Status OK OK OK Ratio 54% 43% 43% Note: A wood plate under this column must have an Fc value, perpendicular to the grain, greater than 262 psi. Data Morin Design Concepts 31131 Dog Leg Circle, Temecula, Ca 92591 Sheet of Rudden Residence Column For FB-1 & 2 (center) C-5 Prepared by: RM Date: 1/16/05 BeamChek 2.2 Choice 8x 6 DF-L #1 Wood Column Conditions Using values for 5x + solid sawn, Posts and Timbers. Reaction '20500# Column Area 41.25in2 Kf 1.00 Actual Height 8.0 ft le dl Effective Ht 96 in c 0.80 Unbraced dl 8.0 ft le d2 Effective Ht 96 in KcE 0.30 Unbracedd2 8.0 ft Ke Buckling Mode 1.0 FcE 1576 ltMh,,t Unlyme C'r,r,trr.IIinr, d ic c c in,.h . II ..... IJ ¼4 0 IIII0 leld psi Area (in 2) Actual 17 497 41.25 Critical 50 821 24.96 Status OK OK OK Ratio 34% 61% 61% Note: A wood plate under this column must have an Fc value, perpendicular to the grain, greater than 497 psi. Data Morin Design Concepts 31131 Dog Leg Circle, Temecula, Ca 92591 Sheet,,, I. of Rudden Residence Column For FB-1 & 2 (ends) C-6 Prepared by: RM Date: 1/16/05 BeamChek 2.2 Choice 4x 8 DF-L #1 Wood Column Conditions Using values for 2x and 4x solid sawn, Dimension Lumber. NDS® In Grade Values Reaction 12248# Column Area 25.38in2 Kf 1.00 Actual Height 8.0 ft le dl Effective HI 96 in c 0.80 Unbraced dl 8.0 ft le d2 Effective Ht 96 in KcE 0.30 Unbraced d2 8.0 ft Ke Buckling Mode 1.0 FcE 678 Attributes and (rrfrrIIinn d ic I ç irh A 11111/ to le/d psi Area (in 2) Actual 27 483 25.38 Critical 50 608 20.14 Status OK OK OK Ratio 54% 79% 79% Note: A wood plate under this column must have an Fc value, perpendicular to the grain, greater than 483 psi Data Mann Design Concepts r9 r'3 31131 Dog Leg Circle, Temecula, Ca 92591 Sheet " of Rudden Residence Column For FB-4, 5, 7, 11 C-7 Prepared by: RM Date: 1/16/05 BeamChek 2.2 Choice 4x 4 DF-L #1 Wood Column Conditions Using values for 2x and 4x solid sawn, Dimension Lumber. NDS® In Grade Values Reaction 5910# Column Area 12.25 in2 Kf 1.00 Actual Height 8.0 ft le dl Effective Ht 96 in c 0.80 Unbraced dl 8.0 ft le d2 Effective Ht 96 in . KcE 0.30 Unbraced d2 8.0 ft Ke Buckling Mode 1.0 FcE 678 (',,n+,,, Ili r., A 12 t .,.ki-.t, , If \it"" •fl) i-itt: ,iijt.j a: k4 V O'C-iCO ,..#tJt IU ¼JlIII IJ J I .J.,J II 11,1 ca le/d psi Area (in2) Actual 27 482 12.25 Critical 50 608 9.72 Status OK OK OK Ratio 54% 79% . 79% Note: A wood plate under this column must have an Fc value, perpendicular to the grain, greater than 482 psi. Data Morin Design Concepts 31131 Dog Leg Circle, Temecula, Ca 92591 Sheet 3 of Rudden Residence Column For FB-6 0-8 Prepared by: RM Date: 1/16105 BeamChek 2.2 Choice 4x 6 DF-L #1 Wood Column Conditions Using values for 2x and 4x solid sawn, Dimension Lumber. NDS® In Grade Values Reaction 7889# Column Area 19.25 in Kf 1.00 Actual Height 8.0 ft le dl Effective Ht 96 in c 0.80 Uribraced dl 8.0 ft le d2 Effective Ht 96 in KcE 0.30 Unbraced d2 8.0 ft Ke Buckling Mode 1.0 FcE 678 ,,,,-I ,1 i If '/F'-, - ---"/ nit, iMMi a,,,. V O!i-JO •_.flji ti ijuill , ,.4 a U ii 1C3 Ie/d psi Area (in 2) Actual 27 410 19.25 Critical 50 608 12.97 Status OK OK OK Ratio 54% 67% 67% Note: A wood plate under this column must have an Fe value, perpendicular to the grain, greater than 410 psi. Data Morin Design Concepts 31131 Dog Leg Circle, Temecula, Ca 92591 Sheet Rudden Residence Column For GH-1 C-9 Prepared by: RM Date: 1/16/05 BeamChek 2.2 Choice 4x 4 DF-L #1 Wood Column Conditions Using values for 2x and 4x solid sawn, Dimension Lumber. NDS@ In Grade Values Reaction 3461 # Column Area 12.25 in Kf 1.00 Actual Height 8.0 ft le dl Effective Ht 96 in c 0.80 Unbraced dl 8.0 ft le d2 Effective Ht 96 in KcE 0.30 Unbraced d2 8.0 ft Ke Buckling Mode 1.0 FcE 678 t#rih,,tc anri nfrr,II,nr, ri ic ' c II 'J') t_ J.t A I lilt) SI I.J ,J.%# lIfl&tt le/d psi Area (in 2) Actual 27 283 12.25 Critical 50 608 5.69 Status OK OK OK Ratio 54% 46% 46% Note: A wood plate under this column must have an Fc value, perpendicular to the grain, greater than 283 psi. Data Mann Design Concepts 31131 Dog Leg Circle, Temecula, Ca 92591 Sheet 7 'of ' 2 Rudden Residence Deck Joist DJ-1 Prepared by: RM Date: 1/16/05 BeamChek 2.2 Choice 2x 8 DF-L #1 @ 16 in. oc BASE Fb = 1000 ADJ Fb = 1380 Conditions 'Repetitive Use, 91 NDS Min Bearing Area R1= 0.7 in R2= 0.7 in DL Defi 0.04 in Beam Span 10.0 ft Reaction 1 467 # Reaction 1 LL 400 # Beam Wt per ft 0 # Reaction 2 467 # Reaction 2 LL 400 # Beam Weight 0 # Maximum V 467 # Max Moment 1167'# Max V (Reduced) 410 # TL Max Defi L I 240 TL Actual Defi L I 463 LL Max Defi L / 360 LL Actual Defi L / 541 Data Section (in-,) Shear (in 2) TL Defi (in) LL Defi 13.14 10.88 0.26 0.22 10.14 6.48 0.50 0.33 OK OK OK OK 77% 60% 52% ' 67% Attributes Actual Critical Status Ratio Values Adjustments Fb (psi) Fv (psi) E (psi x mu) FcJ.. (psi) Base Values 1000 95 1.7 625 Base Adjusted 1380 95 1.7 625 CF Size Factor 1.200 Cd Duration 1.00 1.00 Cr Repetitive 1.15 Ch Shear Stress Cm Wet Use rhe beam self-weight was not automatically added to the loads by BeamChek. 'Loads Uniform TL: 93 =A Uniform LL: 80 I Uniform Load A z2\ R1=467 R2=467 SPAN = 10.0 FT Uniform and partial uniform loads are lbs per lineal ft. Morin Design Concepts A 31131 Dog Leg Circle, Temecula, Ca 92591 Sheet of Rudden Residence Deck Header DH-1 Prepared by: RM Date: 1/16/05 BeamChek 2.2 Choice 6x 6 DF-L #1 BASE Fb = 1200 ADJ Fb = 1200 Conditions 91 NDS Min Bearing Area R1= 2.2 in R2= 2.2 in DL Defi 0.04 in Beam Span 7.6 ft Reaction 1 1358 # Reaction 1 LL 1140 # Beam WI per ft 7.35 # Reaction 2 1358 # Reaction 2 LL 1140 # Beam Weight 56 # Maximum V 1358# Max Moment 2580'# Max V (Reduced) 1194 # TL Max Defi L/240 TL Actual Defi L / 415 LL Max Defi L / 360 LL Actual Defi L / 495 Data Section (in 3) Shear (in 2) TL Defi (in) LL Defl 27.73 30.25 0.22 0.18 25.80 21.07 0.38 0.25 OK OK OK OK 93% 70% 58% 73% Fb (psi) Fv (psi) E (psi x mu) Fc± (psi) Base Values 1200 85 1.6 625 Base Adjusted 1200 85 1.6 625 CF Size Factor 1.000 Cd Duration 1.00 1.00 Cr Repetitive Ch Shear Stress Cm Wet Use BeamChek has automatically added the beam self-weight into the calculations. Attributes Actual Critical Status Ratio Values Adjustments Loads Uniform TL: 350 =A Uniform LL: 300 Uniform Load A R1=1358 R2=1358 SPAN = 7.6 FT Uniform and partial uniform loads are lbs per lineal ft. Morin Design Concepts , t- 31131 p Dog Leg Circle, Temecula, Ca 92591 Sheet J of Rudden Residence Deck Ledger DL-1 Prepared by: RM Date: 1/16/05 BeamChek 2.2 Choice 2x10 DF-L#1 BASE Fb1000 ADJFb = 1100 Conditions '91 NDS Min Bearing Area R1 0.4 in R2= 1.0 in DL Defl <0.01 in. Data 3 Spans, each at 1.67 ft Reaction 1 236 # Reaction 1 LL 200 # Beam Wt per ft 3.37 # Reaction 2 649 # Reaction 2 LL 551 # Beam Weight 17 # Maximum V 354 # Max Moment 99 '# Max V (Reduced) 82 # Total Beam Length 5.01 ft TL Max Defl L / 240 TL Actual Defl L / >1000 LL Max Defl L/ 360 LL Actual Defl L / >1000 Attributes Actual Critical Status Ratio Values Adjustments Loads Section (in3) Shear (in 2) TL Defl (in) LL Defl 21.39 13.88 0.00 <0.01 1.08 1.29 0.08 0.06 OK OK OK OK 5% 9% 0% 0% Fb (psi) Fv (psi) E (psi x mu) Fc.i. (psi) Base Values 1000 95 1.7 625 Base Adjusted 1100 95 1.7 625 CF Size Factor 1.100 Cd Duration 1.00 1.00 Cr Repetitive Ch Shear Stress Cm Wet Use BeamChek has automatically added the beam self-weight into the calculations. Uniform TL: 350 = A Uniform LL: 300 Uniform Load A Ri = 236 R2 = 649 R3 R4 EACH SPAN = 1.67 FT Uniform load is lbs per lineal ft. Notes Attach to house using 3/4" x 6" lag bolts at 16" o/c into each stud and hang deck joist to ledger using Simpson Joist hangers NOTE: R1R4 and R2=R3 Morin Design Concepts 31131 Dog Leg Circle, Temecula, Ca 92591 Sheet '7 of Rudden Residence Deck Header Columns - DC-1 Prepared by: RM Date: 1/16/05 BeamChek 2.2 Choice 6x 6 DF-L #1 Wood Column Conditions Using values for 5x + solid sawn, Posts and Timbers. Reaction 2716# Column Area 30.25in2 Kf 1.00 Actual Height 8.0 ft le dl Effective Ht 96 in c 0.80 Unbraced di 8.0 ft le d2 Effective Ht 96 in KcE 0.30 Unbraced d2 8.0 ft Ke Buckling Mode 1.0 FcE 1576 i.1ttnh,,tc and rr,ntrnllinri r4 ic c c '""" '-' le/d psi Area (in 2) Actual 17 90 30.25 Critical 50 821 3.31 Status OK . OK OK Ratio 34% 11% 11% Note: A wood plate under this column must have an Fc value, perpendicular to the grain, greater than 90 psi. Data Morin Design Concepts 31131 Dog Leg Circle Temecula, Ca 92591 Two Story Continuous Footing Design Sheet 31 o ' L I L = Uniform Load on Continuous Footing + W = Required Footing Width D = Required Footing Depth (Below Grade) :4d j d = Depth to bottom reinforcement D As = Required area of reinforcement Qe = Allowable soil bearing Uniform Loads Roof Load = 40.0 PSF x 48.0 LF / 2 960.0 PLF Wall Load = 16.0 PSF x 9.0 FT x 2 = 288.0 PLF Floor Load = 50.0 PSF x 20.0 LF I 2 = 500.0 PLF Total Uniform Load L = 1748.0 IPLF Qe = Allowable soil bearing (assumed or from soil report) = I 1500 IPSF 0 = 12" (therefore d= 9" unless noted otherwise) W= Required Footing Width = LIQe = 1748 / 1500 = 1.16533 FT I 13.984 IINCHES USE 15" WIDE X 12" DEEP CONTINUOUS TWO STORY FOOTING As = Required area of reinforcement for continuous footing As = p*W*d p = 200/Fy = 200/60,000 = 0.003 As = 0.003 x 15.0 x 9.0 = 0.4461sq-in Use (2) #5's Continuous As = .610 sq-in > 0.4455 sq-in USE 15" X 12" CONTINUOUS FOOTINGS WITH (2) #5'S ONE TOP & ONE BOTTOM 0 P = Allowable Point Load on Continuous Footings P = (W1*W/144)Qe = 3.00 x 1500 PSF Wi = I 45001 LBS 27 çc? Robert Morin P.E. . Title: Job # Morin Design Concepts Dsgnr: - Date: 3:14PM, 16 JAN 05 : 31131 Dog Leg Circle Description Temecula, Ca 92591 Scope (909) 699-3700 Rv SIOXI P Square Footing Design age ------------_ Description Rudenc Residence Spread Footings for Floor Beam FB-1 at Center LGeneral Information Calculations are designed to ACI 318-95 and 1997 UBC Requirements Dead Load 10.050 k Footing Dimension 4.000 ft Live Load 10.050 k Thickness 18.00 in Short Term Load 0.000 k # of Bars 5 Seismic Zone 4 Bar Size 5 Overburden Weight 0.000 psf Rebar cover . 3.250 concrete Weight 145.00 pcI fc 2,000.0 psi LL & ST Loads Combine Fy 40,000.0 psi Load Duration Factor 1.330 Column Dimension 0.00 in Allowable Soil Bearing 1,500.00 psf L forcing Rebar Requirement Actual Rebar "d" depth used 14.438 in As to USE per foot of Width 0.243 in2 200/Fy . . 0.0050 Total As Req'd 0.970 in2 As Req'd by Analysis 0.0006 in2 Min Allow % Reinf 0.0014 Min. Reinf%toReq'd 0.0014% S 4.00ft square x 18.Oin thick with 5-. #5 bars Max. Static Soil Pressure 1,473.75 psf Vu : Actual One-Way Allow Static Soil Pressure 1,500.00 psf Vn*Phi : Allow One-Way Max. Short Term Soil Pressure 1,473.75 psf Vu : Actual Two-Way Allow Short Term Soil Pressure 1,995.00 psf Vn*Phi : Allow Two-Way Alternate Rebar Selections... Mu :Actual 4.50 k-ft Mn * Phi : Capacity 16.34 k-ft 5 #4's 4 #5's 2 #7's 2 #8's Footing OK 10.36 psi 76.03 psi 39.30 psi 152.05 psi 3 #6's 1 #9's 1 #10's Robert Morin P.E. Mann Design Concepts 31131 Dog Leg Circle Temecula, Ca 92591 (909) 699-3700 Title: Dsgnr: Description: Scope: 2Lc % Job# Date: 3:15PM, 16 JAN 05 Page I I (C) 1963-99 ENEPICi'LC Description Rudenc Residence Spread Footings for Floor Beam FB-1 at End General information Calculations are designed to ACI 318-95 and 1997 UBC Requirements Dead Load 6.200 k Footing Dimension 3.250 It Live Load 6.200 k Thickness 18.00 in Short Term Load 0.000 k # of Bars 4 Seismic Zone 4 Bar Size 5 Overburden Weight 0.000 psf Rebar cover 3.250 Concrete Weight 145.00 pcf fc 2,000.0 psi LL & ST Loads Combine Fy 40,000.0 psi Load Duration Factor 1.330 Column Dimension 0.00 in Allowable Soil Bearing 1,500.00 psf Reinforcing Rebar Requirement Actual Rebar "d" depth used 14.438 in As to USE per foot of Width 0.243 in2 200/Fy 0.0050 Total As Req'd 0.788 in2 As Req'd by Analysis 0.0004 in2 Min Allow % Reinf 0.0014 Min. Reinf%to Req'd 0.0014 % 3.25ft square x 18.Oin thick with 4- #5 bars Max. Static Soil Pressure 1,391 .46 psf Allow Static Soil Pressure 1,500.00 psf Max. Short Term Soil Pressure 1,391.46 psf Allow Short Term Soil Pressure 1,995.00 psf Mu :Actual 2.80 k-ft Mn * Phi : Capacity . 16.10 k-ft Vu : Actual One-Way Vn*Phi : Allow One-Way Vu: Actual Two-Way Vn*Phi : Allow Two-Way Alternate Rebar Selections... 4 #4's 3 #5's 2 #7's 1 #8's Footing OK 5.17 psi 76.03 psi 23.22 psi 152.05 psi 2 #6's 1 #9's 1 #10's ' Robert Morin P.E. Morin Design Concepts 31131 Dog Leg Circle Temecula, Ca 92591 (909) 699-3700 SIOOi U.,: K,'•0.0256. Vr 5.1.. 1983- NRCALC Title: Dsgnr: Description: Scope: Square Footing Design Job # Date: 3:16PM, 16 JAN 05 Page 1 Description . Rudenc Residence Spread Footings for floor Beam FB-2 at End General Information Calculations are designed to ACI 318-95 and 1997 UBC Requirements Dead Load 4.200 k Footing Dimension 2.750 ft Live Load 4.200 k Thickness 18.00 in Short Term Load 0.000 k . # of Bars 4 Seismic Zone 4 Bar Size 4 Overburden Weight 0.000 psf Rebar Cover 3.250 Concrete Weight 145.00 pcf fc 2,000.0 psi LL & ST Loads Combine Fy 40,000.0 psi Load Duration Factor 1.330 Column Dimension 0.00 in Allowable Soil Bearing 1500.00 psf -, *,fljS S*frb4J*AJEW Rebar Requirement . Actual Rebar d" depth used 14.500 in As to USE per foot of Width 0.244 in2 200/Fy 0.0050 Total As Req'd 0.670 62 As Req'd by Analysis 0.0003 in2 Min Allow % Reinf 0.0014 Min. Reinf % to Req'd 0.0014% 2.75ft square x 18.0in thick with 4 #4 bars Max. Static Soil Pressure 1,328.24 psf Vu: Actual One-Way Allow Static Soil Pressure 1,500.00 psf Vn*Phi : Allow One-Way Max. Short Term Soil Pressure 1,328.24 psf Vu : Actual Two-Way Allow Short Term Soil Pressure 1,995.00 psf VnPhi : Allow Two-Way Alternate Rebar Selections... Mu :Actual 1.92 k-ft 4 #4's 3 # S's Mn * Phi : Capacity 12.40 k-ft 2 # 7's 1 #8's Footing OK 1.94 psi 76.03 psi 14.70 psi 152.05 psi 2 #6's 1 #9's 1 #10's nhluvvoui= - _,___ IJ=I Soil Pressure Less Than Allowable ACI Factored © Toe = 1,897 psf ACI Factored @ Heel = 417 psf Footing Shear @ Toe = 7.6 psi OK Footing Shear @ Heel = 12.8 psi OK Allowable = 93.1 psi Reaction at Top 17.1 lbs Reaction at Bottom = 707.9 lbs Sliding Caics Slab Resists All Sliding' Lateral Sliding Force = 707.9 lbs Robert Morin P.E. Morin Design Concepts 31131 Dog Leg Circle Temecula, Ca 92591 (909) 699-3700 Rev: 51030 U-r. KV-C&4k5t. Vr 24' iW& 1i I g6-9 ENERCAIC Title: Dsgnr: Description: Scope: Restrained Retaining Wall Design LFt c'7 Job # Date: 4:27PM, 16 JAN 05. Page 1 Description Rudden Retaining Wall For Garage Criteria Soil Data Footing Strengths & Dimensions Retained Height = 4.00 It Allow Soil Bearing = 2,000.0 psf fc = 3,000 psi Fy = 60,000 psi Wall height above soil = 4.00 ft Equivalent Fluid Pressure Method Mm. As % = 0.0014 Total Wall Height = 8.00 It Heel Active Pressure = 58.0 Toe Width = 0.50 ft Toe Active Pressure = 58.0 Heel Width = 225 Top Support Height = 10.00 ft Passive Pressure 0.0 Water height over heel 00 Total Footing Width 2.75 = It Slope Behind Wall - 0.00 :1 FootingJSoiI Friction = 0.300 - Footing Thickness = 12.00 in Height of Soil over Toe = 0.00 in Soil height to ignore Key Width = 0.00 in Soil Density = 110.00 pcf for passive pressure = 0.00 in Key Depth = 0.00 in r Key Distance from Toe = 0.00 ft Wind on Stem = 0.0 psf Cover @ Top = 3.00 in @ Btm.= 3.00 in Surcharge Loads Uniform Lateral Load Applied to Stemj Adjacent Footing Load .. ii Surcharge Over Heel = 0.0 psf Lateral Load = 0.0 #/ft Adjacent Footing Load = 0.0 lbs -NOT Used To Resist Sliding & Overturn ...Height to Top 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in NOT Used for Sliding & Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem Footing Type Line Load . Base Above/Below Soil Axial Dead Load = 250.0 lbs at Back of Wall = 0.0 ft Axial Live Load = 250.0 lbs Axial Load Eccentricity = 0.0 in Design Summary [Masonry Stem Construction Total Bearing-Load = 2,219 lbs Thickness = 8.00 in fm = 1,500 psi Short Term Factor = 1.000 resultant ecc. = 3.52 in Wall Weight = 78.0 pcf Fs = 24,000 psi Equiv. Solid Thick. = 7.600 in Soil Pressure @ Toe = 1,323 psf OK Stem is FIXED to top of footing n Ratio (Es/Em) = 25.778 Soil Pressure @ Heel = 291 psf OK Block Type = Medium Weight No Special Inspection All ki - iinn Solid Grouted @ Top Support Top & Base lviii IdA DLWIl Stem O( Ratio > 1.0 Design height = 10.00 ft 3.25 It Rebar Size = # 5 # 5 Rebar Spacing = 16.00 in 16.00 in Rebar Placed at = Center Center Rebar Depth 'd = 3.81 in 3.81 in Design Data fb/FB + fa/Fa = 0.000 1.229 Moment .... Actua . = 0.0ft-# 111.2ft-# Moment.....Allowable = 619.4 ft-# 619.4 ft-# Shear Force @ this height = 0.0 lbs Shear.....Actual = 0.00 psi Shear.....Allowable = 19.36 psi @ Base of Wall Stem OK 0.00 ft #5 16.00 in Center 3.81 in 0.723 447.9 ft-# 619.4 ft4 446.9 lbs 11.17 psi 19.36 psi Footing Design Result eel Factored Pressure = 1,897 417 psf Mu: Upward = 226 0 ft-# Mu': Downward = 26 1,035 ft-# Mu: Design = 200 1,035 ft-# Actual 1-Way Shear = 7.61 12.82 psi Allow 1-Way Shear = 93.11 93.11 psi Rebar Lap Required = 25.00 in 25.00 in Rebar embedment into footing = 6.00 in Other Acceptable Sizes & Spacings: Toe: #4 @18.00 in -or- Notreqd, Mu< 5 Fr Heel:# 4 @ 18.00 in -or- Not reqd, Mu < S * Fr Key: No key defined -or- No key defined rr o Robert Mann P.E. Title: Morin Design Concepts Dsgnr: : 31131 Dog Leg Circle Description Temecula, Ca 92591 Scope (909) 699-3700 - Restrained Retnnc Wafi De&wi Description Rudden Retaining Wall For Garage - c* Job # Date: 4:27PM, 16 JAN 05 Page 2 Summaf_Forces on Footing: Slab RESISTS sliding, stem is FIXED-at footing ________ - Forces acting on footing for soilpressure >>> Sliding Forces are restrained by the adjacent slab Load & Moment Summary For Footing: For Soil Pressure Calcs -- Moment @ lop of Footing Applied from Stem = . -447.9 ft-# Surcharge Over Heel = lbs ft ft-# Axial Dead Load on Stem = 500.0 lbs 0.83 ft 416.7 ft-# Soil Over Toe = lbs ft ft-# Surcharge Over Toe = lbs ft ft-ft Stem Weight = 624.0 lbs 0.83 ft 520.0 ft4 Soil Over Heel = 696.7 lbs 1.96 ft 1,364.3 ft-# Footing Weight = 398.8 lbs 1.38 ft 548.3 ft-# Total Vertical Force = 2,219.4 lbs Base Moment = 2,401.3 ft-# Soil Pressure Resulting Moment = 650.4t-# 8.0( 8.00 Morin Design Concepts 31131 Dog Leg Circle Temecula, Ca 92591 Sheet 0 of____ VVulI'.1 ui'i JlIIt. JU RJI L .tUI V F-1UUbU H1=l 8.00 WIND PRESSURE ANALYSIS (EXPOSURE C, METHOD 2) ______ P = Ce*Cq*Qs*I (UBC Chapt 16) H2 8.00 Ce= 1.13 Cq= 1.30 + ______ Qs= 12.6 H310.00I 1= 1.00 S p =18.51 JPSF WIND LOAD AT TOP PLATE LINE = Px(HI + H212) = I 222 IPLF WIND LOAD AT FLOOR LINE ='P x (H2 + H3) = I 389 IPLF North-South Dead loads used for Seismic Story Distribution Roof Dead Load 20.0 x 44.0 = 880 PLF Ext, Wall D.L. 16.0 x 8.0 = 128 PLF mt Wall D.L. 0.0 x 8.0 = 0 PLF Total Second Story Load 1008 IPLF (See Seis. Dist. Caic) Floor Dead Load 10.0 x 44.0 = 440 PLF Ext Wall D.L. 16.0 x 10.0 = 160 PLF Int. Wall D.L. 0.0 x 10.0 = 0 PLF Total First Story Load 600]PLF (See Seis. Dist. Calc) East - West Dead loads used for Seismic Story Distribution Roof Dead Load 20.0 x 56.0 = 1120 PLF Ext, Wall D.L. 16.0 x 8.0 = 128 PLF mt Wall D.L. 0.0 x 8.0 = 0 PLF Total Second Story Load I 1248 IPLF (See Seis Dist Caic) 720 IPLF (See Seis. Dist Caic Floor Dead Load 10.0 x 56.0 = Ext, Wall D.L. 16.0 x 10.0 = mt Wall D.L. 0.0 x 10.0 = Total First Story Load 560 PLF 160 PLF 0 PLF C.). Robert Morin P.E. Morin Design Concepts 31131 Dog Leg Circle Temecula, Ca 92591 (909) 699-3700 510301 I U'r 1d060305&. '' 5.1.3. 22-Jm,- I, 1081 OERC-ALC Title: Dsgnr: Description: Scope: Mu!ti-Story Seismic Forces Job # Date: 3:27PM, 16 JAN 05 Page 1 Description Rudden Residence North-South Seismic Fooces General Information Calculations are designed to 1997 UBC Requirements Seismic Zone 4 Building period 0.391 sec UBC 1630.2.3 Simplified Static Force Procedure Hn to Top Level 25.00 ft Ground Floor Area 2,100.0 ff2 Ct: Construction Type Factor 0.035 Occupancy Category Standard Occupancy Max Element Story Shear Rz rmax 0.67 Seismic Importance Factor I = 1.00 p : Reliability Factor = 2 - 20/(r:max sqrt(Ab)) 1.3486 Determine Na & Nv... Site Distance From Known Source 5km Calculated Values: UBC 1630.2.1 Seismic Source Type. Seismic Dead Load (Calculated From Story B : All Faults other than Type A or C Table on 'Building Forces" Tab W = 1.6 k Seismic Coefficients Na = 1.00 Nv = 1.20 Calculated Base Shear V=Cv I Wi (RT)= 0.6 k Soil Profile Type SD Seismic Coefficients Ca = 0.44 Cv = 0.77 Structural System... Bearing Wall System : la:Light Framed Walls w la:Light Framed Walls with Shear Panels, Wood structural pane Overstrength & Global Ductility Coefficient R = 5.500 Seismic Force Amplification Factor Omega = 2.800 Structure Height Limit 65.0 ft 1r.nnm]4. imin Min.Base Shear V= 0.11 Cal W= 0.1 k Zone 4: Min.Base Shear V=0.8 Z Nv I Al W= 0.1 k Base Shear Max Lima V= Z5Cal WiA= 0.3k Final Calculated Values Horiz Seismic Factor Eh/W= 0.200 Vertical Seismic Factor Ev I D = 0.220 V :Design Base Shear 0.3 k Ft: Top Force 0.000 k Eh*P 0.4k Em = Omega * Eh 0.9 k Weight Height Wi * Hi Ft Fx Lateral Story Shear Story Moment Level Wi Hi Force @ Level Force k ft k-ft k k k k k-ft 2 1.01 18.00 18 0.242 1 0.242 IA1 •W IA'lill 'AJIl' IV Total Base Shear RIR1U Base Overturning Moment ir!!1I 1JLJ.tnI e]1.* Weight Lateral Force Summation of Summation of Max Req'd Diaphragm Level Wpx @ this Level Lateral Forces Above Level Weights Force @ Level Force: Fpx k k k-ft k k k 2 1.01 0.24 0.24 1.008 0.444 0.242 1 0.60 0.08 0.32 1.608 0.264 0.132 Robert Morin P.E. Title: Job # Morin Design Concepts Dsgnr: Date: 3:28PM, 16 JAN 05 Description: 31131 Dog Leg Circle Temecula, Ca 92591 Scope: (909) 699-3700 !Sto!y Seisc Forces Mt(.1 Page 1963-S9 ENERCALC Description Rudden Residence East-West Seismic Fooces General Information Calculations are designed to 1997 UBC ReuirementsJ Seismic Zone 4 Building period 0.391 sec UBC 1630.2.3 Simplified Static Force Procedure Hn to Top Level 25.00 ft Ground Floor Area 2,100.0 f2 Ct : Construction Type Factor 0.035 Occupancy Category Standard Occupancy Max Element Story Shear R rmax 0.67 Seismic Importance Factor I = 1.00 p : Reliability Factor = 2 - 201(r:max *sqrt(Ab)) 1.3496 Determine Na & Nv... Site Distance From Known Source 5km Calculated Values : UBC 1630.2.1 Seismic Source Type. Seismic Dead Load (Calculated From Story B : All Faults other than Type A or C Table on "Building Forces" Tab W = 2.0 k Seismic Coefficients Na= 1.00 Nv= 1.20 Calculated Base Shear V=Cv I Wi (RTJ= 0.7 k Soil Profile Type SD Seismic Coefficients Ca = 0.44 Cv = 0.77 Min.Base Shear V = 0.11 Cal W = 0.1 k Structural System... Zone 4: Min.Base Shear V=0.8 Z Nv I R W= 0.1 k Bearing Wall System: la:Light Framed Wallsw Base Shear Max Limit V = 2.5 Cal Wi A = 0.4 k 1 a:Llgnt Framed vvaiis with Shear Panels, vvoocl structural pane Overstrength & Global Ductility Coefficient R = 5.500 Seismic Force Amplification Factor Omega = 2.800 Structure Height Limit 65.0 ft Final Calculated Values Honz Seismic Factor Eh 1W = 0.200 Vertical Seismic Factor Ev I 0 = 0.220 V :Design Base Shear 0.4 k Ft: Top Force 0.000 k Eh*P 0.5k Em= Omega *Eh 1.1 k Weight Height Wi * Hi Ft Fx Lateral Story Shear Story Moment Level Wi Hi Force @ Level Force k ft k-ft k k k k k-ft 2 1.25 18.00 22.5 0.298 0.298J 1 0.72 10.00 7.2 0.096 0.096 0.298 2.385 Total Base Shear 0.394 k ------------- Base Overturning Moment 6.321 k-ft Diaphragm Forces Weight Lateral Force Summation of Summation of Max Req'd Diaphragm Level Wpx @ this Level Lateral Forces Above Level Weights Force @ Level Force: Fpx k k k-ft k k k 2 1.25 0.30 0.30 1.248 0.549 0.298 1 0.72 0.10 0.39 1.968 0.317 0.158 Morin Design Concepts 31131 Dog Leg Circle Temecula, Ca 92591 4.1 Sheet I of ?) vviiiu auiuIMI.V1111%, i.iøu uIIIIIIa NORTH-SOUTH WIND LOADS (From Wind load Calculations) Level Upper = 222 PLF Lower = 389 PLF NORTH-SOUTH SEISMIC LOADS (From Seismic Distribution Calcs) 242 PLF Seismic Governs > 322 PLF Wind Governs EAST-WEST WIND LOADS (From Wind load Calculations) Level Upper = 222 PLF Lower = 389 PLF EAST-WEST SEISMIC LOADS (From Seismic Distribution Calcs) 298 PLF Seismic Governs 394 PLF Seismic Governs ' Morin Design Concepts• 30378 Red River Circle Temecula, Ca 92591 Sheet 4% _of ) Calculation Sheet : : : : : : : : I --------------------------------------- fc -' r t 1 r --_ ------- --------------------------------------------------------.- --------------- S:; -------------------------------------- - L___.;------------ - ----------------------------------- --------------------------------------------------------------------------------------------------- /Th 4 1' 1\ :- --------------------------------------------------- :. t 347(c /;4 ........................................... .J ) ----------------------------------------------------------------- ------------ /0 : /44J L7 I Morin Design Concepts 30378 Red River Circle Temecula, Ca 92591 Sheet 4q Of Calculation Sheet r ------------------ --------- ----- ---------------------------------------------___.;---------------- ----------------------------- r J ,-\ ---------- ---------- - - - - - - - - - - - - - -- - - - - - - - - - -- - - - - - - - - - - - - - - - - - - - - - - - - --- - - - - _________________________ ___________________________(----------------- __ _ [-I \ ---------------- ----------------------- ___________________ ------------------------------.- ---- --------------- .- --------------------------- -- - - - ---------------------------- - - - -- - - - - --------- 77 I --------------------------- 1 ,2e 44/ C 1O c4 97 ..... -----------27) I : I ----.;--t\-;- \---------------------- _L : I I ------------------- 4- Morin Design Concepts 30378 Red River Circle Temecula, Ca 92591 Sheet off3 Calculation Sheet ------------ I ..... 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L --------------- L L S S Morin Design Concepts 31131 Dog Leg Circle UNIT SHEAR CALCULATION SHEET Sheet 'i of_________ Temecula, Ca 92591 Nit 171 m Vi = 242.00 PLF x 19.50 LF I 2 = 2359.50 LBS I 22.50 LF = 105 PLF V2 = 242.00 PLF x 56.00 LF / 2 = 6776.00 LBS I 27.00 LF = 251 PLF V3= 242.00 PLF x 36.50 LF I 2 = 4,416.50 LBS / 30.00 LF = 147 PLF V4 = 298.00 PLF x 27.00 LF I 2 = 4,023.00 LBS I 11.00 LF = 366 PLF V5= 298.00 PLF x 49.00 LF / 2 = 7,301.00 LBS / 16.00 LF = 456 PLF V6= 298.00 PLF x 22.00 LF I 2 = 3,278.00 LBS / 27.50 LF = 119 PLF V7= . 389.00 PLF x 19.50 LF / 2 = 3,792.75 LBS / 32.00 LF = 119 PLF V8 = 389.00 PLF x 56.00 LF / 2 = 10,892.00 LBS I 27.00 LF = 403 PLF V9 = 389.00 PLF x 36.50 LF / 2 = 7,099.25 LBS .1 26.00 LF = 273 PLF V10 = 394.00 PLF x 27.00 LF I 2 = 5,319.00 LBS I 20.00 LF = 266 PLF Vii = 394.00 PLF x 49.00 LF I 2 = 9,653.00 LBS I 14.00 .LF = 690 PLF ,/\ V12 = 394.00 PLF x 22.00 LF / 2 = 4,334.00 LBS / 27.00 LF = 161 PLF V13.= 389.00 PLF x 19.50 LF / 2 = 3,792.75 LBS I 27.00 LF = 140 PLF Reinforced Masonry Wall V14 = 389.00 PLF x 19.50 LF I 2 = 3,792.75 LBS / 22:00 LF = 172 PLF ,t\ Reinforced Masonry Wall V15 = 394.00 PLF x 27.00 LF I 2 = 5,319.00 LBS / 2.67 LF = 1,992 PLF (2) SW16x7x4 Garg. Port V= PLF x LF. / 2 = - LBS / 1.00 LF = - PLF /\ PLF x LF I 2 = - LBS / 1.00 LF = - PLF PLF x LF / 2 = - LBS / 1.00 LF = - PLF /\ Li Morin Design Concepts 31131 Dog Leg Circle OVERTURNING MOMENT & FIOLDDOWN REQUIREMENTS Sheet of_________ Temecula, Ca 92591 L Vi = 105 PLF x 8 FT = 839 LBS - - LBS = 839 LBS MST37 on 4x4 Post V2 = 251 PLF x 8 FT = 2,008 LBS - - LBS = 2,008 LBS MST37 on 44 Post V3= 147 PLF x 8 FT 1,178 LBS - LBS = 1,178 LBS MST37 on 4x4 Post V4 = 366 PLF x 8 FT = 2,926 LBS - LBS = 2,926 LBS MST48 on 44 Post V5 = 456 PLF x 8 FT = 3,651 LBS LBS = 3,651 'LBS MST60 on 44 Post V6= 119 PLF x 8 FT = 954 LBS - LBS = 954 LBS MST37on4x4 Post V7= 119 PLF x 10 FT = 1,185 LBS - LBS = 1,185 LBS HD2A on 4x4 psot W/ SSTB16 V8 = 403 PLF x 10 FT = 4,034 LBS - LBS 4,034 LBS HDSA on 4x4 post WI SSTB16 V9= 273 PLF x 10 FT = 2,730 LBS - LBS = 2,730 LBS HD2Aon4x4psotWISSTB16 V10 = 266 PLF x 10 FT = 2,660 LBS LBS 2,660 LBS MST48 on 4x4 Post Vii = 690 PLF x 10 FT = 6,895 LBS - LBS = 6,895 LBS HD8A on 4x4 post W/ SSTB28 V12 = 161 PLF x 10 FT = 1,605 LBS - LBS = 1,605 LBS HD2A on 4x4 psot WI SSTB16 V13 = 140 PLF x 8 FT = 1,124 LBS - LBS . 1,124 LBS Reinforced Masonry Wal V14 = 172 PLF x 8 FT = 1,379 LBS LBS = 1,379 LBS Reinforced Masonry Wal V15 = 1992 PLF x 8 FT = 15,937 LBS - LBS = 15,937, LBS (2) SW16x7x4 Garage Portals V= 0 PLF x 1 FT = - LBS - LBS = - LBS V = 0 PLF x FT = - LBS - LBS = - LBS V= 0 PLF x FT = - LBS - LBS = - LBS (Note* The Righting Moment was calculated using 67% of the tributary dead load acting on the shear wall.) Base Shear a 'Top Ptate Application SHEAR PANEL SCHEDULE Bottom Sill Use: to Joist, Rafter or Block Maximum 5/8 Die. (1997 UBC Table 23-11-I-I and Table 23-11-B-I) Anchor Soft 16d nails Shear 1.0. spacing In in PL.F. * PANEL DESCRIPTiON Concrete subiloor A35F A35 /\\ 7/8" Stucco over paper backed wire lath with 18-gage 60" 0/c 8" o/c 30" 0/c 24" 0/c 180 P.L.F. staples 6" 0/c top, bottom and field. 3/8" Structural 1 plywood with 8d @ 6" a/c edges and 48" 0/c 8" 0/c 24" 0/c 16" o/c *280 P.L.F. 12" 0/c field. 3/8" Structural 1 plywood with 8d @ 4" o/c edges and 36" o/c 2 - 8" 0/c 16" ó/c 12" o/c * 430 P.L.F. 12" 0/c field. 3/8" Structural 1 plywood with 3d Q 3" 0/c edges and 28" 0/c 3 - 8" 0/c 12" 0/c 8" o/c * 550 P.L.F. 12" 0/c field. 3/8" Structural 1 plywood with 8d @ 2" 0/c edges and A35's 12" o/c field. Use 3x bottom sill and stagger nailing 21" 0/c 6" 0/c 8" o/c 6" o/c * 730 P.L.F. dbl 2x top plates. Use 3x studs Q panel joints. 15/32" Structrual 1 plywood with lOd Q 2" 0/c edges S. A35's 6 and 12" 0/c field. Ues 3x bottom sill and stagger nails 16" 0/c 6" a/c 8" o/c 6" 0/c 870 P.L.F. dbl 2x top plate. Use 3x studs Q panel joints. * Where plywood is applied to both sides of the wall ****Where plywood is applied to both sides of wall and nailing is less than 6" 0/c, use min 3x bottom maximum spacing noted to be cut in half. sill and 3x studs at panel joints. Nails (g dbl top p1 to be staggered. Max shear values for dbl sided Anchor bolts to be maximum 12" from ends of panels is 2x values noted. Increase from 3/8 to 15/32 shear panel sill and spaced as noted above. Use values allowed per UBC. Sill plates and edge 5/8" dla. X 10" tong A.B. embedded 7" Into concrete framing receiving nailing to be min 3x single member with minimum 2" edge distance. 07/13/2006 16:30 FAX 7804331351 FEDEX-KINKOS-OCEANSIDE- IJ002/005 r' AO W/N5S (Y-L-JTE T. NO. 46758' E. 6/30/07 jxt -'-------•--- aA/SWILL ST /2"x -2L,n4g1 1. -•- t'\) N '1 0 7 /13 /2006 16:30 FAX 7604331351 FEOEX-KIHKOS-OCEANSIOE- ri 003/005 L\ r\pSOF4cw i.7 -I 'x4' (o? \2 \t %Q- m NO. 46758 Exp.6/30/07 •* .OFCP,' ,177/l / /<72 4A,;4g PciR 5X flA WALL*M IV Ej 004/005 I Yaw "I L1 _ 4'CNCIA$ w/' e le WAY -. -- 05C F51 4T28 A~ ) I 07/13/2006 18:30 FAX 7604331351 FEDEX—KINKOS—OCEANSIDE— i ' -----/ --.'----.. __________ -• — — L 07/13/2006 18:30 FAX 7604331351 2 g7IL(I I' w/z",KZ"xf "' FEOEX-KINKOS-OCEANSIOE- -T.JJ 16 005/005 - —1-- 1 II I Z-'4 c' I•i 0-1MPL1 LI ':1 •43&5c LE I .. llfl C, - x I •, '1 MOM L __ . . ,/ .IJS ___ ...• '4 / - -, VWX iS 6,00 \ssø • (p I .... TI •••• r p / /lLX- '?JI4P!ps - 411 4 .. co lit 5- ,___,_y_•____• cwr _lf( ' /a EAST COUNTY SOIL CONSULTATION AND ENGINEERING, INC. 10925 HARTLEY ROAD, SUITE I SANTEE, CALIFORNIA 92071 (619)258-7901 Fax (619) 258-7902 Mr. Thomas Rudden December 22, 2004 2790 Wilson Street Project No. 04-1106F4(A) Carlsbad, California 92008 Subject: Addendum to Soil Bearing Value Recommendation Proposed Basement Wall 2790 Wilson Street, City of Carlsbad, California Reference: "Soil Bearing Value Recommendation, Proposed Second Story Addition, 2790 Wilson Street, City of Carlsbad, California", Project No. 04-1106F4, Prepared by East County Soil Consultation and Engineering, Inc., Dated November 4, 2004. Dear Mr. Rudden: In accordance with your request, we have reviewed the above referenced report to provide soil parameters for the design of the approximately 4-foot high basement wall at the subject site. The basement wall, which is not free to rotate, should be designed to resist an "at-rest" equivalent fluid pressure of 58 pounds per cubic foot for approved granular and level backfill. If the basement wall is subject to a uniform surcharge load, an additional uniform lateral pressure equal to one-half (1/2) the anticipated surcharge should be applied. Lateral resistance to horizontal movement may be provided by the soil passive pressure and the friction of concrete to soil. An allowable passive pressure of 250 pounds per square foot per foot of depth may be used. A coefficient of friction of 0.35 is recommended. The soil passive pressure may be increased by 1/3 for wind and seismic loading. If we can be of any further assistance, please do not hesitate to contact our office. Respectfully submitted, 0 sJ<' Na. C054071 Mamadou Saliou Diallo, P RCE 54071 MSD/md CA3i7S057p- EAST COUNTY SOIL CONSULTATION AND ENGINEERING, INC. 10925 HARTLEY ROAD, SUITE "I" SANTEE, CALIFORNIA 92071 (619)258-7901 Fax (619).258-7902 Mr. Thomas Rudden November 4, 2004 2790 Wilson Street Project No. 04-1106F4 Carlsbad, California 92008 Subject: Soil Bearing Value Recommendation Proposed Second Story Addition 2790 Wilson Street City of Carlsbad, California Dear Mr. Rudden: In accordance with your request, we have performed laboratory testing on representative samples of the foundation soils to provide a soil bearing value for the design of a second story addition to the existing single-family residence located at 2790 Wilson Street, in the City of Carlsbad, California. The foundation soils associated with the Terrace Deposits Formation consist of tan brown, silty fine-grained sand (SM) exhibiting a very low potential for expansion (El = zero) SOIL BEARING VALUE An allowable soils bearing value of 1,500 pounds per square foot may be used for the design of comtinuous and spread footings at least 12 inches wide and founded a minimum of 12 inches into the dense native soils. This value may be increased by 20 percent for each additional foot of depth or width to a maximum value of 4,500 lb/ft2, as set forth in the 1997 Edition of the Uniform Building Code, Table No. 18-I-A. CJ375L757 RUDDEN PROJECT NO 04-1106F4 GEOLOGIC HAZARDS A review of the available geological literature pertaining to the site indicates the existence of the Rose Canyon Fault Zone approximately 9.0 Km to the west. Ground shaking from this fault or one of the major active faults in the region is the most likely happening to affect the site. With respect to this hazard, the site is comparable to others in the general area. The proposed second story addition should be designed in accordance with seismic design requirements of the 1997 Uniform Building Code or the Structural Engineers Association of California using the following seismic design parameters: PARAMETER VALUE UBC REFERENCE Seismic Zone Factor, Z 0.40 Table 16-I Seismic Source B Table 16-U Soil Profile Type SD Table 16-J Near-Source Factor, Na 1.0 Table 16-S Near-Source Factor, Nv 1.1 Table 16-T Seismic Coefficient, Ca 0.44 Table 16-Q Seismic Coefficient, Cv 0.70 Table 16-R Based on the absence of shallow groundwater and consistency of the Terrace Deposits Formation, it is our opinion that the potential for liquefaction is very low. If we can be of any further assistance, please do not hesitate to contact our office. Laboratory test results and references are parts of this report. Respectfully submitted, /O'SIQfl/ OU S. No. C054071 Mt Exp.2''r J \ Mamadou Saliou Diallo, P.E. RCE 54071 MSD/md RUDDEN PROJECT NO 04-1106F4 PAGE L-i' LABORATORY TEST RESULTS RESULTS OF EXPANSION INDEX TEST. An expansion test in conformance with ASTM D4829 was performed on a representative sample of on-site soils to determine volumetric change characteristics with change in moisture content. The recorded -expansion of the sample is presented as follows: INITIAL .. SATURATED . 'INITIAL DRY MOISTURE . MOISTURE. 'DENSITY 'EXPANSION. CONTENT% . CONTENT% . LB./CU.. FT. ''. INDEX' LOCATION 74 167 1187 0 RESULTS OF PARTICLE SIZE ANALYSIS US; StanJrJ , , . . ' crnt P iin' - , 'ie SILL I LU ILL I )LpIt SFrPLir 422 2" - 1/2" 3/8" 100 #4 . 99 -#8 . ' 98 #16 ' ' 98 #30 ' 94 #40- - 89 #60 - 60 #100 - 34 #200 USCS -SM 3 RUDDEN PROJECT NO 04-1106F4 REFERENCES "1997 Edition, Uniform Building Code, Volume 2, Structural Engineering and Design Provisions" Published by International Conference of Building Officials. "Maps of Known Active Fault Near-Source Zones in California and Adjacent Portions of Nevada", Page 0-36, used with the 1997 Edition of the Uniform Building Code, Published by International Conference of Building Officials. "Geologic Maps of the Northwestern Part of San Diego County, California. Plate No. 1, Geologic Maps of the Oceanside, San Luis Rey and San Marcos 7.5' Quadrangles", by Siang S. Tan and Michael P. Kennedy, 1996. 4 AUG-12-2005 FRI 03:02 Pfl CITY OF CARSLBAD FAX NO, 760 602 8558 P. 02 Carlsbad CERTIFICATE OF COMPLIANCE PAYMENT OF SCHOL 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 permiThe City will not iue any building permit without a completed school fee form. Project Name: Building Permit C i305os-79' Plan Check Number: a-)qo C'Jjsori S/', I5(162-.zioo -lio'n&iswfllar,e &/den iadd o4 j&i4iJ'Ie V At Project Address: A.P.N.: Project Applicant (Owner Name): Project Description: Building Type: Residential: Square Feet of Living Area in New Dwelling Second Dwelling Unit: Square Feet of Living Area in SDU Residential Additions: Net Square Feet New Area L!l 3 Commercial/Industrial: City Certification of Applicant Information: Square Feet Floor Area 44 Date: Carlsbad Unified School District '\ San Marcos Unified School District 6225 El Camino Real } 215 Math Way Carlsbad CA 92009 (331.5000) .-' San Marcos, CA 92069 (290-2649) Encinitas Union School District San Dieguito Union High School District 101 South Rancho Santa Fe Rd 710 Encinitas Blvd. Encinitas, CA 92024 (9444300 ext 166) Encinitas, CA 92024 (753-6491) Certification of Applicant/Owners. The person executing this declaration ('Owner) certifies under penalty of peijury that (1) the information provided above is correct and true to the beat of the Owner's knowledge, and that the Owner will file an amended certification of payment and pay the additional fee if Owner requests an increase in the number of dwelling units or square footage alter 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: - 121t_dL'' Date: - /57 - 05 1635 Faraday Avenue • Carlsbad. CA 92008-7314 • (760) 602-2700 Revised 4/20/00 Building Counter 9 (760) 602-2719 • FAX (760) 602-14SR AUG-12-2005 FRI 03:03 PM CITY OF CARSLBAD FAX NO, 760 802 8558 P. 03 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 YLEN FEMAN DEPUTY SUPERINTENDENT CARLSBAD UNIFIED.SCHOOL DISTRICT 6225 EL CAMINO REAL DATE PHONE NUMBER Revised 4/20/00 13 City. of Carlsbad Plumbing. - Electrical - Mechanical Worksheet Project Address ).7qO W I o ii 4- V Permit No. Cp5V5,7 V V Questions below refer to work being done for this permit only. Plumbing Number of new or relocated fixtures, traps, or floor drains? -New building sewer line? V V Yes No , Number of roof drains? V V Install/alter water line? V Yes 'X No Number of water heaters? I Number of hose bibs? - 2 .a-v s V ...:.........3 Gas piping system - 3 V Install Repair V Number of new or relocated gas 0ut1ets. Lo-v 4. ___13 ______ V V V Vt t.4 V New water meter - V V No. of I V Size /' V :potable V Irrigation Electrical Number of new panels or subpanels? : V a V V Size .of New Service 2coA V ,00 A LA V V Single Phase 11311, V Size _____ Number of amperes Three Phase 0 V V Number of amperes V Three Phase - 480 V V V V Number of amperes Remodel (relocate existing outlets/switches or add outiets/switches Yes $ V No Mechanical Number of furnaces, A/C, or heat pumps? Number of fireplaces? • V VV t Number of exhaust fans? Number of exhaust hoods? V • Number of boilers or compressors? V Numberof HP? New or relocated duct work? Yes )C No BEFORE THE PERMIT CAN BE FEE'D OUT THIS FORM NEEDS TO BE RETU R N E D T O T H E B U I L D I N G DEPARTMENT - FAX NUMBER (760) 602-8558 V V , '' .1