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213 NORMANDY LN; ; CB012990; Permit (2)
City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 ,04-03-002 Residential Permit Permit No: CB012990 Building Inspection Request Line (760) 602-2725 Job Address: 213 NORMANDY LN CBAD ';Permit Type: RESDNTL Sub Type: RAD Status: ISSUED ParceI No: 2030232100 Lot #: 0 Applied: 09/17/2001 :Valuation: $127,920.00 Construction Type:.; NEW, Entered By: CB "'Occupancy Group: Reference #: Plan Approved: 12/21/2001 IT Dwelling Units: 0 Structure Type: ' 'Issued: 12/21/2001 Bedrooms: 0 Bathrooms: 0 'Inspect Area: RCB Project Title: MYERS RESIDENCE Orig PC#: DEMO EXISTING AND BUILD NEW 1,560 SF HOUSE Plan Check#: Applicant: Owner: JOHN KORELICH' MYERS JOHN P&CYNTHIA J ••.1556 FLAIR 5379 CAROLYN VISTA LN 4347 04/03/02 0002 01 02 ENCINITAS DR CA 92024 BONITA CA 91902 reP 267 7 944-0113 Total Fees: $1,261.41 Total Payments To Date: $993.69 Balance Due: $267.72 Building Permit $632.80 Meter Size AddI Building Permit Fee $0.00 AddI Red. Water Con. Fee $0.00 Plan Check $411.32 Meter Fee , $0.00 Add'l Plan Check Fee' $0.00 SDCWA Fee $0.00 z. Plan Check Discount $0.00 CFD Payoff Fee $0.00 Strong Motion Fee $1279 PFF $0.00 Park in Lieu Fee $0.00 PFF (CFD Fund) $0.00 Park Fee $0.00 License Tax , $0.00 ) LFM Fee $0.00 License Tax (CFD Fund) $0.00 Bridge Fee $0.00 Traffic Impact 'Fee $0.00 Other Bridge Fee $0.00 Traffic Impact (CFD Fund) $0.00 BTD #2 Fee $0.00 , Sidewalk Fee $0.00 BTD #3 Fee $0.00 PLUMBING TOTAL $91.00 Renewal Fee $0.00 ELECTRICAL TOTAL $70.00 AddI Renewal Fee $0.00 MECHANICAL TOTAL $43.50 Other Building Fee $0.00 Housing Impact Fee , $0.00 Pot. Water Con. Fee $0.00 Housing lnLieu Fee $0.00 Meter Size . Master Drainage Fee $0.00 Add'l Pot. Water Con. Fee $0.00 Sewer Fee $0.00 Red. Water Con. Fee $0.00 Additional Fees $0.00 TOTAL PERMIT FEES $1,261.41 OVAL lnspecto. Date: FINAKR 43 Clearance: NOTICE: Please take NOTICE that approval of your project includes the Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "feesIexactions. You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030: Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes nor planning zoning grading or other similar application processing or service fees in connection with this project NOR DOES IT APPLY to any PERMIT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave., Carlsbad, CA 92008 FOR OFFICE USE ONLY PLAN CHECK EST. VAL. Plan Ck. Deposit Validated By_ - j JNFORMA Ad (include Bldg/Suit ) B mess NI M.4 this address) 0031 09/1 /01 000 2 qi. L gal Description Lot No. Subdivision , Name/Number Unit No. Phase No. otal # 01F.—nits 72 Assessor's Parcel I/ Existing Uses Proposed Use y APZzt 11i 2— l5escription of Work # of Bedrooms # of Bathrooms IO S,f pories \ /(,' Li ir'J L'I - I'-I' I J J!4 ILf'l - I i'( I I • f..f\JL. l'Y"/ !._r? - 7 C..'L Nah Address City I State/Zip Telphone # Fax # ---15-56F 7 Name Address City / State/Zip Telephone it ,_ ) nv 7J Name V i Pidress 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 IS 5001). Name Address City State/Zip Telephone # State License # License Class City Business License # Designer Name Address City State/Zip Telephone State License it [6 QMf!iSAT10N Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations: - 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. 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 ($1001 OR LESS) CERTIFICATE OF EXEMPTION: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California. WARNING: Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars ($ 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 17OWNER BthLDERDECLARATIO (.Qwork): lhereby affirmtht'l amexempt 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 sale Sec. 7044, Business and Professions Code: The Contractor's License Lawdoes not apply to an owner of property who builds or improves thereon, and who does uch 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 old 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). I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The ontractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed ursuantto the Contractor's License Law). 0 I am exempt under Section Business and Professions Code for thisreason: I personally plan to provide the major labor and materials for construction of the proposed property improvement. f YES DNO . 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 / 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 I address / phone umber / contractors license number): .IwiIl provide some of th7Ie?1c6bç following persons to provide the work indicated (include name / address / phone number / type Is the applicant or future building p6pant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 233 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 TAE AIR POLLUTION CONTROL DISTRICT. I!i:cONSTRUCTlON LENDING AGENCY JJT 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_______________________________________________________ L IC!tT CERTIFICATIOW- I certify that I have read the application and state tha(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 Citc 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 excav tions over 5'O" deep and demolition or construction of structures over 3 stories in height. ,EXPIRATION: Every permit issued by the b il ing ifici I 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 commence wi hin 1 0 s from the date of such permit or if the building or work authorized by such permit is suspended or abandoned at anytime after the work is commenced f a erio f 8 days (Section 106.4.4 Uniform B . . e). - APPLICANT'S SIGNATURE - - Ao_/-L - DATE File YELLOW: Applicant PINK: Finance City of Carlsbad Bldg Inspection Request For: 10/06/2003 Permit# CB012990 Inspector Assignment: PD Title: MYERS RESIDENCE Description: DEMO EXISTING AND BUILD NEW 1,560 SF HOUSE W/CARPORT Type: RESDNTL Sub Type: RAD Job Address: 213 NORMANDY LN Suite: Lot 0 Location: APPLICANT JOHN KORELICH Owner: Remarks: Total Time: Requested By: JOHN Entered By: KAREN CD Description Act, Comment 19 Final Structural W/I"CiJ C tE7 P 29 Final Plumbing 39 Final Electrical 49 Final Mechanical Associated PCRs/CVs PCR02079 ISSUED MYERS - FOUNDATION FIX; PCR03020 ISSUED MYERS RES ADD ROOF DECK TO; TO PERMIT ABOVE MSTR BD RM PCR03061 ISSUED MYERS RESIDENCE; RAISE LOFT BEAM Inspection, History Date Description Act Insp Comments 10/02/2003 89 Final Combo CO PD 09/26/2003 89 Final Combo CO PD 06/25/2003 82 Drywall/Ext Lath/Gas Test AP PD 06/18/2003 16 Insulation AP JM 06/13/2003 24 Rough/Topout AP PD 06/12/2003 24 Rough/Topout CO PD 06/12/2003 24 Rough/Topout CO PD 06/12/2003 34 Rough Electric CO PD 06/12/2003 84 Rough Combo CO PD 06/02/2003 84 Rough Combo CO PD SEE NOTICE ATTACHED 05/09/2003 84 Rough Combo NR PD 03/12/2003 13 Shear Panels/HD's AP PD 03/10/2003 13 Shear Panels/HD's CO PD 03/10/2003 15 Roof/Reroof AP PD Phone: 6195184309 lnspecto(.' Inspection List Permit#: CB012990 Type: RESDNTL RAD MYERS RESIDENCE DEMO EXISTING AND BUILD NEW 1,560 S Date Inspection Item Inspector Act Comments 10/06/2003 89 Final Combo PD AP WHEN OTHER DEPTS CLEAR 10/06/2003 89 Final Combo - RI 10/02/2003 89 Final Combo - RI 10/02/2003 89 Final Combo PD CO 09/26/2003 89 Final Combo PD CO - 06/25/2003 82 Drywall/Ext Lath/Gas Test PD AP 06/18/2003 16 Insulation JM AP 06/13/2003 24 Rough/Topout PD AP 06/12/2003 24 Rough/Topout PD CO 06/12/2003 24 Rough/Topout PD CO 06/12/2003 34 Rough Electric PD CO 06/12/2003 84 Rough Combo PD CO 06/02/2003 84 Rough Combo PD CO SEE NOTICE ATTACHED 05/09/2003 84 Rough Combo PD NR 03/12/2003 13 Shear Panels/HD's PD AP 03/10/2003 13 Shear Panels/HD's PD CO 03/10/2003 15 Roof/Reroof PD AP 01/03/2003 14 Frame/Steel/Bolting/Weldin PD PA HEADROOM PROB. AT BEAM 11/01/2002 14 Frame/Steel/Bolting/Weldin PD PA 1ST FLOOR WALLS 10/11/2002 14 Frame/Steel/Bolting/Weldin PD PA FLR SHEATHING 05/21/2002 14 Frame/Steel/Bolting/Weldin RCB WC 05/21/2002 16 Insulation RCB PA UNDERFLOOR - OK 05/17/2002 14 Frame/Steel/Bolting/Weldin PK PA SUB FLOOR FRAMING 05/17/2002 24 Rough/Topout PK PA SUB FLOOR FRAMING 05/13/2002 14 Frame/Steel/Bolting/Weldin NF CO SEE CN 05/13/2002 24 Rough/Topout NF CO 05/02/2002.14 Frame/Steel/Bolting/Weldin NF CO 04/23/2002 11 Ftg/Foundation/Piers RCB AP OK TO POUR - SOILS REPORT FILED 02/20/2002 32 Const. Service/Agricultural RCB AP Tuesday, October 14, 2003 Page 1 of 1 4, [1 CITY OF CARLSBAD BUILDING DEPARTMENT DATE___________ LOCATION a VLO'VW' ICE , - - (760) 602-2700 1635 FARADAY AVENUE TIME I?OO PERMIT NO. C13 - O 1 - 0 T;i M 67 D I A-rE.L -r ci-roe AL'\4fK #4T 7-ti 13 \TE. FOR INSPECTION CALL (760) 602-2725. RE-INSPECTION FEE DUE? YES FOTH _INFORMATION,CONTACT ILDING IECTOR PHONE CODE ENFORCEMENT OFFICER . I NO ICE CITY OF CARLSBAD (760) 602-2700 BUILDING DEPARTMENT 1635 FARADAY AVENUE DATE 5-1 TIME_____________ LOCATION l' PERMIT NO. O1 -q'10 I , I II It. aZ t4 tS9L__i.0t Ld)?Z - J D.. .,*.. an4 U FE R ri I 4A4L a. •*I A A_98A11A..L,d,... * Wk.I..n!,ur 1k2 t44t or FOR INSPECTION CALL (76O6' -2725 -I DUE? Lit YES FOR FURT R INFORMATION, CONTACT PHONE BUIEJING CODE ENFORCEMENT OFFICER . . 'NO 1%0'rmm' CITY OF CARLSBAD (760) 602-2700 BUILDING DEPARTMENT lyaV 5 1635 FARADAY AVENUE DATE SSO' TIME_____________ LOCATION 'I -e'c,-,-144L1L. 1R4t -.- I F JL 4 •',. q p , • 4 Af- L1. )4'l RI Qwft0 L 1 __- LL I • • (c.4ti N~7 47) FOR INSPECTION CALL (760) 602-2725. RE-INSPECTION FEE DUE? 1:1 YES FOR FURTW..p INFORMATION, CONTACT PHONE BUILD INSP&4OR CODE ENFORCEMENT OFFICER I. I NOTICr. CITY OF CARLSBAD (760) 602-2700 BUILDING DEPARTMENT 5 1635 FARADAY AVENUE DATE TIME LOCATION PERMIT NO. 0 1-2 tqo 'I. U -'- '° 'fl o4 fr S* .IQ 89 18 II FOR INSPECTION CALL (760) 602-2725. I FEE DUE? U YES FOR FURTHER INFORMATION, CONTACT B DING IN CTOR CODE ENFORCEMENT OFFICER NG I I r 7. W CITY OF CARLSBAD (760) 602-2700 BUILDING DEPARTMENT 1635 FARADAY AVENUE DATE TIME 5 — b ' TIME_________________ LOCATION 2 PERMIT NO. 0 1— o rr _______ LIF cAp4k SW * :L) I MI IM4 ml, a- AdL1, 303 B d,,Ak 3 t 81 -f41J, 3 S. FOR INSPECTION CALL (760) 602-2725. RE-INSPECTION FEE DUE? LII YES FOR FURTHER INFORMATION, CONTACT NA PHONE UILOIN INSPECTOR CODE ENFORCEMENT OFFICER - Foe- ASK vflg P6Tr'si 7:_0A_ iére7"' rr (u v1H n4e1- - LI City of Carisipail RECEIVED Final Building Inspection Dept: Building- ing Planning CMWD St Lite Plan Check #: Da st N Permit #: CB012990 Permitlype: RESDNTL Project Name: MYERS RESIDENCE Sub Type: RAD DEMO EXISTING AND BUILD NEW 1,560 SF HOUSE W/ Address: A.213 NORMANDY LN Lot: 0 Contact Person: Phone: Sewer Dist: CA •' Water Dist: CA Inspected Date By: Inspected: ,'' 147 //?Approved: I- Disapproved: Inspected Date By: Inspected: Approved: Disapproved: Inspected Date By: - Inspected: Approved: Disapproved: Comments: I . G PINI GEOTECHNICAL EXPLORATION, INC. SOIL & FOUNDATION ENGINEERING GROUNDWATER • ENGINEERING GEOLOGY FIELD REPORT ON OBSERVATION OF FOUNDATIONS DATE: L(.) ç 0 2— TIME: CLIENT:— 1(cLtv- 1j—CS' JOBNO. PROJECT NAME: M v 0-5 5j ce PROJECT ADDRESS: '2.- 1 (L/ La, t Cv_f The footing excavations listed below were bottomed on material for which the bearing values recommended in the foundation report are applicable. The cast-iipIáèdrilled friction piles listed belô penetated material foi which the allowable supporting capacities recommended in the foundation report are applicable. The piles were excavated to diameters at least as large as specified and the excavations extended at least to the depths indicated on the Foundation Plans. The excavations for the cast-in-place belied piers listed below were bottomed on material for which the bearing values recommended in the foundation report are applicable. The excavations were at least as large as specified on the Foundation Plans. The driven piles listed below were observed to be driven to the specified lengths and/or driving resistances to obtain the supporting capacities recommended in the foundation report. re.vI5 C//!.ZV02 Based upon observations, it is our opinion that the foundation recommendations preseMed in the report of the foundation investigation, Job No. , dated 1-16 - 02— not) applicable to the conditions observed. Foundation Flans by lttir *ti./I/4T6"IçC- dated _ O& were used as a reference for our observations. V td ii i 94r i A d -v - I.Qk4ill L'-s 1 I J *LJO -h-s AC S /ij 1 I , MI 4 JIA c / 41Z iA &4 ç. NOTE: The observations reported above do not constitute an approval of foundation location, footing size or depth, reinforcement, or foundation design. Loose, soft, or disturbed soils must be removed prior to placement of reinforcement or concrete. The opinions and recommendations presented in this report were based upon our observa- tions and are presented in accordance, with generally accepted professional engineering practice. We make no other warranty, either express or implied. BY: (;~~ lotl~4.2.,L r 4 rF4 Dj 7420 Trade St. San Diego, Ca. 92121 • (858) 549-7222 • FAX: (858) 549-1604 W9 EsGil Corporation 2n Partnership with government for Building Safety DATE: November 14, 2001 JURISDICTION: Carlsbad PLAN CHECK NO.: 01-2990 PROJECT ADDRESS: 213 Normandy Lane SET: EEl O APPLICANT, EVI EWER O FILE PROJECT NAME: Convert Duplex to SFD and Add Loft The plans transmitted herewith have .been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: Esgil Corporation staff did not advise the applicant that the plan check has-been completed. Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: (by: ) Fax #: ai hone Fax In Person MARKS: CH sheet of the plans must be signed by the designer. By: ur Culver for A. Sadre Enclosures: Esgil Corporation 0 GA 0 MB 0 EJ 0 PC 11./7/01 trnsrnti dot 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 / • 2. i 2 A'~..p EsGil Cor.poration. In Partnership, with government for !Building Safety DATE: OCT. 30, 2001 0' CANT 0 JURIS. JURISDICTION: CARLSBAD 0 PLAN REVIEWER O FILE PLAN CHECK NO.: 01-2990 SET: II PROJECT ADDRE 2It3:NOMANDLANE - PROJECT NAME: SFR ADDITION FOR MYERS The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. J The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved.and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. PLEASE SEE BELOW 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: JOHN KORELICH 1556 FLAIR, ENCINITAS DRIVE, ENCINITAS, CA 92024 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: JOHN _- Telephone #: 760-944-0113 Date contacted: 1 O 1 1 (by: ) Fax #: -1 L-0 Mail TeIephone..- Fax --in Person REMARKS: Please see attached for remaining items from previous list. By: All Sadre Enclosures: Esgil Corporation 0 GA 0 MB 0 EJ IJ PC 10/23 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax(858)560-1576 CARLSBAD 01-2990 OCTi, 30, 2001 Please submit two sets of revised/ signed plans to the city building department. Please clearly specify on cover sheet of plans the floor area of living area, garage & deck! Datio separately. Please show a floor plan of the existing 2 level and loft on plans (similar to that for 7/T- I; this will be used to verify new versus existing areas as noted on plans). If the loft is new, please verify with the city that a soils report is not required for this project. Please specify the use of all areas on the loft plan, per Al. Include the bedroom, bath, closet, window designation on the right side, etc. Please demonstrate that the loft qualifies as a mezzanine (not 31 floor). Provide exact dimensions of each space and how each portion complies with the required provisions. If the building qualifies as a 3-story, then provide two separate exits form the loft level. The two stairs need to be separated by 1/2 the diagonal distance of the area they serve. This separation needs to be maintained until exiting is achieved from the building. Please show details of epoxy anchors into the existing footings with approval numbers on plans (this is for hold-downs). Detail 13/SI was missing on plans per response. Clarify the footing pad and post as indicated on 13/SI by stairs and door # 2. This does not match the floor plans. The closet should project 2' further in front of window # I, per foundation plans. Beam 21 on 2/S2 may have to be revised to span the full length depending on the response to the previous item, please coordinate. The entry door.Iocation and stair foundation plans do not match the floor plans, please clarify. 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 Ali Sadre at Esgil Corporation. Thank you. EsGil Corporation In Partnership iiiitli government for Bui(1ing Safety DATE: SEPT. 25, 2001 0 APP ICANT JURIS; JURISDICTION: CARLSBAD 0 PLAN REVIEWER 0 FILE PLAN CHECK NO.: 01-2990 SET: I PROJECT ADDRESS: 213 NORMANDY LANE PROJECT NAME: SFR ADDITION FOR MYERS 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. LI The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: JOHN KORELICH 1556 FLAIR ENCINITAS DRIVE, ENCINITAS, CA 92024 EIIII 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: JOHN Telephone #: 760-944-0113 Date contacted: q - X° (by: lu) Fax #: () Mail b Telephone v Faxoe In Person LII REMARKS: By: All Sadre Enclosures: Esgil Corporation 0 GA 0 MB EJ PC 9/18 tmsmtLdot 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 5604468 • Fax (858) 560-1576 CARLSBAD 01-2990 SEPT. 25, 2001 GENERAL PLAN CORRECTION LIST IJURISDICTION: CARLSBAD PLAN CHECK NO.: 01-2990 PROJECT ADDRESS: 213 NORMANDY LANE DATE PLAN RECEIVED BY DATE REVIEW COMPLETED: ESGIL CORPORATION: 9/18 SEPT. 25, 2001 REVIEWED BY: All Sadre 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. Please make all corrections on the original tracings and submit two new/ signed complete sets of prints to: The Building Department. . 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. 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? DYes 0 N Please clearly specify on cover sheet of plans the floor area of existing living area, garage & deck/ patio separately. Also state the area of additions including the living area, garage and decks on plans. Please provide a wall legend on Al for existing walls, walls to be removed and new walls to justify the existing and new floor areas per previous items. CARLSBAD 01-2990 SEPT. 25, 2001 3. Show locations of battery operated smoke detectors on plans for existing construction: Inside each of the existing bedrooms (ist floor). Centrally located in corridor or area giving access to existing bedrooms (I It floor). C) On each floor (2d floor living room). NOTE: Detectors shall sound an alarm audible in all sleeping areas of the unit. Section 310.9.1 &2. 4. Glazing in the following locations should be of safety glazing material in accordance with Section 2406.4 (see exceptions): Fixed and sliding panels of sliding door assemblies. Windows in bathrooms within 5' of tubs and shower floors. See window 2. C) Walls enclosing stairway landings or within 5' of the bottom and top of stairways where the bottom edge of the glass is less than 60" above a walking surface. See windows 3, 8 & 9. 5. Note on the plan the assumed soils classification and the allowable bearing value. Section 106.3.3. 6. Please specify the Ca, Cv, Na, Nv & Si values on plans for this project. 7. Please specify the use of all the areas on the loft plan and the limits of these areas on sheet Al. 8. Balconies and decks exposed to the weather and sealed underneath shall be sloped a minimum of 1/4 inch per foot for drainage. Section 1402.3. 9. Please complete all blank bubbles and references on plans. 10. When hold downs are required, note on plan that hold down anchors must be tied in place prior to foundation inspection. Section 108.5.2. 11. Please show W/H size, location and ventilation on plans. 12. Please show two seismic straps for the W/H as well as P & T valve and route of discharge to the exterior. This building is 3-stories and as such it requires two separate exits form the loft level. The two stairs need to be separated by ½ the diagonal distance of the area they serve. This separation needs to be maintained until exiting is achieved from the building. The window schedule shall clearly describe the required U-factor and solar heat gain coefficient (SHGC) values and demonstrate compliance with the Title 24 energy calculations. Show ducting to the new addition form the existing Fau. CARLSBAD 01-2990 SEPT. 25, 2001 Note on plans: "The manufactured windows shall have a label attached certified by the National Fenestration Rating Council (NFRC)". Show stud size and spacing. Maximum allowable stud heights: Bearing wall: 2 x4 and 2 x 6 max. 10'; Non-bearing: 2 x 4 max. 14', 2 x 6 max. 20'. Table 23-IV-B. Show framing around the stairs. All studs supporting two floors and roof need to be 3x4's. Show minimum underfloor access of 18" x 24". Section 2306.3. Show minimum underfloor ventilation equal to 1 sq. ft. for each 150 sq. ft. of underfloor area. Openings shall be as close to corners as practical and shall provide cross ventilation on at least two approximately opposite sides. Section 2306.7. This applies to the new extension over raised wood floor. On west elevation plans (sheet A2) at the top level the windows should be labeled as 12 instead of 13 (per floor plans). Guardrails (Section 509.1): a) Shall be detailed showing adequacy of connections to resist the horizontal force prescribed in Table 16-13. Show details & references on plans. Please show glass connections at the base are good for a safety factor of 4. Provide stairway and landing details. Sections 1003.3.3. a) Minimum headroom is 6'-8". 23. Handrails (Section 1003.3.3.6): a) The handgrip portion of all handrails shall be not less than 1-1/4 inches nor more than 2 inches in cross-sectional dimension. Handrails projecting from walls shall have at least 1-1/2 inches between the wall and the handrail. Show details on 2/A5. Please show the size and location of the existing electrical service panel on plans. Please show details of epoxy anchors into the existing footings with approval numbers on plans. Detail 10/Al as referenced on the right side of the foundation plans (sheet SI) is incorrect. Please note where details 3 & 10/SI are referenced on plans. Where is detail 2/S2 as referenced on note 41 per 4/S2? Please specify the size of stairwell side beam, per 2/S2. The beam per keynote 9 should be 4x14 per detail 9/S3. 1 CARLSBAD 01-2990 SEPT. 25, 2001 31. Please note the beam sizes on 2/S2, by the outside edge of the fireplace as well as the beam supporting beam 26 by stairs. Similarly, for the beam to the right side of sketch, where detail 1/A3 is referenced. Please specify 3x framing & staggered nailing for the shear walls with capacity over 350 plf. Table 23-I1-I-I, F.N.2. See 6/S2. Please show details & references for all vertical and horizontal straps at the ends of shear panels on plans. Please note on plans that Epoxy Anchors & Strong Walls require Special Inspections. Also complete the attached form and submit to EsGiI for review and approval. 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 Ali Sadre at Esgil Corporation. Thank you. CARLSBAD 01-2990 SEPT. 25, 2001 VALUATION AND PLAN CHECK FEE JURISDICTION: CARLSBAD PLAN CHECK NO.: 01-2990 PREPARED BY: All Sadre DATE: SEPT. 25, 2001 BUILDING ADDRESS: 213 NORMANDY LANE BUILDING OCCUPANCY: R3/U1 TYPE OF CONSTRUCTION: VN BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) area increase 450 remodeled area 1000 Air Conditioning Fire Sprinklers TOTAL VALUE 80,550 Jurisdiction Code 1cb IBY Ordinance 1994 UBC Building Permit Fee [vj I $720.00 1994 UBC Plan Check Fee I I I $301.871 Type of Review: I Complete Review 0 Structural Only 0 Other 0 Repetitive Fee Repeats El Hourly Hour * Esgil Plan Review Fee I $468.00 Comments: Sheet I of I macvalue.doc FU Cit of Carlsbad V BUILDING PLANCHECK CHECKLIST DATE: Th7o?/O ( BUILDING ADDRESS: PROJECT DESCRIPTION: T)c APPROVAL The item you have submitted for review has been approved. The approval is based on plans, information and/or specifications provided in your submittal; therefore any changes to these items after this date, including field modifications, must be reviewed by this office to insure continued conformance with applicable codes. Please review carefully all comments attached, as failure to comply with instructions in this report can result in suspension of permit to build. -. A Right-of-Way permit is required prior to construction of the following improvements: PLANCHECK NO.: CB 0 (9O EST VALUE: 105O AIIM'C /J tLT DENIAL 3cf Please s ttached report of deficiencies marked 0. Ma e necessary corrections to plans or sp cificatlo for compliance with applicable / codes a standards. Submit corrected plans and/or specifications to this office for review. ,51 ASSESSOR'S PARCEL NUMBER: 9v .-O - ENGINEERING DEPARTMENT By: Date: FOR OFFICIAL USE ONLY BUILDING PERM4T / By: / lG AUTHORIZATION TO ISSUE Date: / ''/2 f/" ' H ATTACHMENTS ENGINEERING DEPT. CONTACT PERSON Dedication Application Name: Casey A. Arndt Dedication Checklist City of Carlsbad Improvement Application Address: 1635 Faraday Avenue, Carlsbad, CA 92008 Improvement Checklist Phoé (760) 60 Future Improvement Agreement . CFD INFORMATION Grading Permit Application Parcel Map No: Grading Submittal Checklist Lots: Right-of-Way Permit Application Recordation: Right-of-Way Permit Submittal Checklist Carlsbad Tract: and Information Sheet Sewer Fee Information Sheet CA 92OO7314 • (760) 6O2272O • FAX (760) 60 I a p1 BUILDING PLANCHECK CHECKLIST SITE PLAN 1. Provide a fully dimensioned site plan drawn to scale. Show: ,XNorth Arrow Existing & Proposed Structures Existing Street Improvements ,D?perty Lines EE.sements Right-of-Way Width & Adjacent Streets Driveway widths — Existing or proposed sewer lateral xisting or proposed water service Existing or proposed irrigation service Show on site plan: age Patterné Building pad surface drainage must maintain a minimum slope of one ercent towards an adjoining street or an approved drainage course. "2. ADD THE FOLLOWING NOTE: "Finish grade will provide a minimum positive _drainage of 2% to swale 5' away from building." Cel-PICE-xisting & Proposed Slopes and Topography 95jize, type, location, alignment of existing or proposed sewer and water service (s) !Pat serves the project. Each unit requires a separate service, however, second dwelling units and apartment complexes are an exception. ewer and water laterals should not be located within proposed driveways, per standards. Include on title sheet: $1dress I'Legal sor's Parcel Number , I 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 H:Dev&apment ServicesWASTERSACHECKLISTSXBWfding Plancheck 0191 Fern, doe 2 Rev. 7114100 U FS 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 ProjectNo.________________________________________________________ / LI LI 4b. All conditions are in compliance. Date: DEDICATION REQUIREMENTS LtL- 0 0 5. Dedication for all Street Rights-of-Way adjacent to the building site and any storm 1' t\ drain or utility easements on the building site is required for all new buildings and for remodels with a value at or exceeding $_15J 000 _, pursuant to Carlsbad Municipal Code Section 18.40.030. Dedication required as follows: Dedication required. Please have a. registered Civil Engineer or Land Surveyor prepare the appropriate legal description together with an 8 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: (9VV) .\o( '0~ 6a. All needed public improvements upon and adjacent to the building site must be Public improvements required as follows: Attached please find an application form and submittal checklist for the public improvement requirements. A registered Civil Engineer must prepare the appropriate improvement plans and submit them together with the requirements on the attached checklist to the Engineering Department through a separate plan check process. The completed application form and the requirements on the H:DevelapmenI Se cesWASTERSCHECKIISTS\SuIIding Plantheck Cidet Fonn.doc 3 . Rev. 7114100 1ST 2N0 3RD BUILDING PLANCHECK CHECKLIST checklist must be submitted in person. Applications by mail or fax are, not accepted. Improvement plans must beapprov.ed, appropriate securities posted and fees paid prior to issuance of building permit. Improvement Plans signed by: Date: E E E 6b. Construction of the public improvements may be deferred pursuant to Carlsbad Municipal Code Section 18.40. Please submit a recent property title report or current grant deed on the property and processing fee of $310 so we may prepare the necessary Future Improvement Agreement. This agreement must be signed, notarized and approved by the City prior to issuance of a Building permit. SEEN Future public improvements required as follows: i1 6c. Enclosed please find your Future Improvement Agreement. Please return agreement signed and notarized to the Engineering Department. Future Improvement Agreement completed by: Date: 0 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. 0 7a. Inadequate information available on Site Plan to make a determination on grading requirements. Include accurate grading quantities (cut, fill import, export). El 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 gradingS 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.) HDevetopmenI SeivicaMASTERSICHECKLISTSXBuiWing PlancheckCklst Form.doc 4 Rev. 7114100 BUILDING PLANCHECK CHECKLIST ST ND is 3RD - ,ZJ 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 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 9. INDUSTRIAL WASTE PERMIT If your facility is located in the City of Carlsbad (V 1\ 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: El El 10. NPDES PERMIT Complies with the City's requirements of the National Pollutant Discharge Elimination System (NPDES) permit. The applicant shall provide best management practices to reduce surface pollutants to an acceptable level prior to discharge to sensitive areas. Plans for such improvements shall be approved by the City Engineer prior to issuance of grading or building permit, whichever occurs first. El El ii. U RIed fees are attached No fees required WATER METER REVIEW El El 12a. Domestic (potable) Use I Ensure that the meter proposed by the owner/developer is not oversized. Oversized meters are inaccurate during low-flow conditions. If it is oversized, for the life of the meter, the City will not accurately bill the owner for the water used. All single family dwelling units received "standard" 1" service with 5/8" service. H:DeveIopment SeMcesMASTEAScHECKLISTS%Building Plancheck dUst Fom,.doc 5 Rev. 7114100 BUILDING PLANCHECK CHECKLIST 1ST 2ND 3RD 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). II 0 12b. Irrigation Use (where recycled water is not available) fV I 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 I 7 -- 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 (wl a right of way permit of course), then the applicant must provide irrigation calculations for estimated worst-case irrigation demand (largest zone with the farthest reach). Typically, Larry Black has already reviewed this if landscape plans have been prepared, but the applicant must provide the calculations to you for your use. Once you have received a good example of irrigation calculations, keep a set for your reference. In general the calculations will include: Hydraulic grade line Elevation at point of connection (POC) Pressure at POC in pounds per square inch (PSI) Worse case zone (largest, farthest away from valve Total Sprinkler heads listed (with gpm use per head) Include a 10% residual pressure at point of connection 3. In general, all major sloped areas of a subdivision/project are to be irrigated via separate irrigation meters (unless the project is only SFD with no HOA). As long as the project is located within the City recycled water H:Devetopment Se,vicesMASTERS\CHECKUSTS8uiIding Pancheck cidsi Fam,.doc 6 Rev. 7114100 4. 15T 2ND 3RD BUILDING PLANCHECK CHECKLIST Mr, ri 12c service boundary, the City intends on switching these irrigation services/meters to a new recycled water line in the future. 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 which the recycled water is there, but is not live (sometimes they are charged with potable water until recycled water is available), then the applicant must pay the San Diego Water Capacity Charge. If within three years, the recycled water line is charged with recycled water by CMWD, then the applicant can apply for a refund to the San Diego County Water Authority (SDCWA) for a refund. However, let the applicant know that we cannot guarantee the refund, and they must deal with the SDCWA for this. El 13. Additional Comments: r1A H:DeveTopment SoivicosMASTERSCHECKLISTSSuiIding Plancheck Cklst Fo,m.doc 7 Rev. 7114100 12 CEO PLANNING DEPARTMENT BUILDING PLAN CHECK REVIEW CHECKLIST Plan Check No. CB 0 10A 9 0 Address 913 NortznJ.j Ln, Planner Paul Godwin Phone 760-602-4625 APN: Type of Project & Use: -S tR Net Project Density: DU/AC Zoning:R-_3 General Plan: RfY\ ti Facilities, Management Zone: I CFD (in/out) # Date of participation: Remaining net dev acres:_______ Circle One (For non-residential development: Type of land used created by, this permit: ) -. . S . Legend: Item Complete Ite Incomplete -Needs your action Environmental Review Rèqiired: YES NO TYPE 'DATE OF COMPLETION: Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval: Discretionary Action Required: YES NO ____ TYPE APPROVAL/RESO. 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 located in Coastal Zone? •YES X NO____ CA Coastal Commission Authority? YES NO•)( If California Coastal Commission Authority: Contact them at - 7575 Metropolitan Dr, 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 #: •__• - - • . . -. . --5 5 5._. -. . S ...........5., ' • '' . . '- FollOw-Up Actions: Stamp Building Plans as tempt" or "Coastal Permit Required" (at minimum Floor Plans). Complete Coastal Permit Determination Log as needed. H:\ADMIN\COUNTER\BldgPlnchkRevChklst Inclusionary Housing Fee required: YES ____ NO X- (Effective date of Inclusionary Housing Ordinance - May 21, 1993.) Data Entry Completed? YES ____ NO (NP/Os, Activity Maintenance, enter CB#, toolbar, Screens, Housing Fees, Construct Housing Y/N, Enter Fee, UPDATE!) Site Plan: U 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. Provide legal description of property and assessor's parcel number. Sc'r Zoning f'di'J Cc7r)G(4fLJY/1€() ' U U 1. Setbacks: Front: . Required 'P O / Shown 15.9-9 / Interior Side: Required S Of Shown Street Side: Required to' Shown I Rear: Required: i(i( Shown Li _____________ Shown structure setbacks: Front: red Street nterior Side: * Required Shown Shown Required Rear: Required Show Structure separation: Required Shown U Shown Lot Coverage: Required U U 4. Height: Required 3O Shown. .30 Spaces Required Shown U U 5. Parking: quest Spaces Required Shown Additional Comments_____________________________________________________ 1d41 A410 11;&A_4 _6d +o vniA OK TO ISSUE AND APPROVAL ENTERED INTO COMPUTER Qua DATE I 11661 H:"AOMINCOUNTER\BldgPlnchkRevChklst STRUCTURAL CALCULATION (ALTERNATIVE OF HOLD-DOWNS AND STRONG-WALLS) FOR 213-215 NORMANDY LANE CARLSBAD, CA cc I \cM/ "<iOF CM" SL CONSULTING ENGINEERS 12521 Carmel Canyon Road San Diego, CA 92130 (858) 259-3776 4a mi, 4Ø . pt - in IT ;of' - ® i 6 A A- Ol Msh d Ml Nu I ZED ROOM #2 IF — t\ 2-CAR CARPORT Wa = BKD 2 ROOM#3 V ME _ HjTjç_J*_ 1: :.jZ - _ I*t1::.:_ !.:..! T. 73 _1 de - - N ~'.P L- A Niw 33 S.L. CONSULTING ENGINEERS 12521 CARMEL CANYON ROAD SAN DIEGO, CALIFORNIA 91230 (858) 259-3776 JOB SHEET NO. I OF_____________________ CALCULATED BY_______________________ DATE____________________ CHECKEDBY__________________________ DATE____________________ (SiSh!,1s)2U.I S.L. CONSULTING ENGINEERS 12521 CARMEL CANYON ROAD SAN DIEGO, CALIFORNIA 91230 (858) 259-3776 JOB SHEETNO.___________________________ OF_______________________ CALCULATED BY_______________________ DATE____________________ CHECKED BY________________________ DATE___________________ CO.. N, D FLOOR PLAN 60 vk. .ThcAi A..bLk E-'MP.. t1 i!! k, SIALAT!L .2 t4J c 5@LriJ 3/~ ('leil 3 "o 41 A39f5il . -,,.Uy,tM.... • 1S4EAALL SQ.EULE NOTES O oth.loN SILL FLME TO EEPES5URE TREATb g I LARCH 2 OR ErrER ANCHOR DOLTS MN 10" IN LENGTH 2) $LL PLATES ANPJ2", IN ,LENGTf4 3X SILL P%LATaS EtE2.) 7 •)_ ' I ç '( r 2 E)<PANW METZL OR ON4I LAtNp POR7LAN' CEMENT PLASTER PER U S C TAME,`-I - 3 NO 11 GAUGE 1 1/2" LONC, 1/Ia" SEAP G 6" 0 C OR NO 1 GAUGE STAPLES 1/6" LEGS 6" 0 C APPLIES TO NAILING AT AL STUDS TOP ANt) 8OTOM PLATES AMP ELOCKING -DRUL NAIL WOLE 5I-4EA1 AMEIS .6 S 2408 IT D v Fro '5tlC-4P\ L At(c-tøR boLr I1ECTIOI4.. FOR \ m ' - 01 . / ,a •r•-"- -'. 5/8"X1O' J-BOLTS.@ 32"OiC _I REBAR PER o. I 1TRuCTLJI ENGINEER .CARPORT.FOUNDATION DETAIL STHD: ST 4" INSUL-KOR WALL PANEL 1/4" BEAD OF STRUCTURAL ADHESIVE AND DOUBLE 16d @8" Q-' THROUGH FLOOR SHEETING Il •/ . AND INTO RIM JOIST FLOOR SYSTEM .-- MIN 314' T & o FLOORING \ 1 3/4"X Ii 7/8" 'I .TIMBERSTRAWD LSLRIM JOIST 0. i .-. • ; --. I ---.2".X 2" X 3/16" WASHER SMIN ' ILL PLATE 1W MIN t'4-. cti'tt1-& El I El II 8" 36' MAX. PROVIDE CRAWL ML1 ---CONCRETE SPACE DRAIN IF !STEM-WALL ---NEE1EDSEESOILS 0 -.------: REPORT) UPJffillJ! 20"MIN o .00. in0Uill, : v \NL 4 4OFC&10 NON EXPANSIVE COMPACTED, NORMAL SITE AND SOIL CONDItION SIDING PER. MFG. INSTRUCTIONS CHECK PECIALREQ. FOR HIGH HUMIDITY -----..-.. CONDITIONS AND PROXYMITY TO BEACH 518"X 10 LONG ANCHOR: BOLT @ 32'01C. WITH 2' SQ X 3/16" WASHERS. 2 EA 94 REBAR TOP AND BOTtOM 30 DIAMETERS © SPLICES FINISH GRADE 2% SLOPE AWAY FRC HOUSE .4.REBAR.@.32".O/C VERTICAL NATURAL OR COMPACTED GRADE MONO POUR OUN'DATION ---.-. - PROVIDE ADEQUATE ORAINAGEAS PER SOILS- REPORT. 2 EA#4 REBAR TOP AND BOTTOM 30 DIAMETERS © SPLICES PROPERTY INFORMATION .:.JOHN..AND: CJ MEYERS 213-215 :NORMAND.Y WANE CARLSBAD, CA REV NO.- DATE -REVISION-DIN' . 5f4/O. . . I. ICBO Evaluation Service, Inc.. 5360 WORKMAN MILL ROAD • WHITTIER, CALIFORNIA 90601-2299 A subsidiary corporation of the International Conference of Building Officials EVALUATION REPORT ER-497 Copyright © 2000 ICBO Evaluation Service, Inc. Reissued April 1, 2006 Filing Category: DESIGN—Wood (038) STRUCTURAL COMPOSITE LUMBER ITIMBERSTRAND® LAMINATED STRAND LUMBER (LSL), PARALLAM® PARALLEL STRAND LUMBER (PSL), AND MICROLLAM® LAMINATED VENEER LUMBER (LVL)J; TJ-STRAND" RIM BOARD; AND SPACEMAKER' TRUSSES TRUS JOIST, A WEYERHAEUSER BUSINESS 200 EAST MALLARD DRIVE BOISE, IDAHO 83706 1.0 SUBJECT Structural Composite Lumber [TimberStrand® Laminated Strand Lumber (LSLj, Parallam® Parallel Strand Lumber (PSL), and MicrolIam Laminated Veneer Lumber (LVL)]; TJ- Strandtm Rim Board; and SpaceMakerT Trusses. 2.0 DESCRIPTION General: The structural composite lumber (SCL) material de- scribed in this report is an alternative material to that de- scribed in Chapter 23 of the 1997 Uniform Building Code'" (UBC) and complies with the requirements noted in Section 2303.1.9 of the 2000 International Building Code® (IBC) for allowable stress design (Section 2301.2.1). Chapters 5.6 and 8 of the 2000 InternationalResidential Code" (IRC) are appli-cable to the structural composite lumber (SCL),.TJ-Strand Rim Board and SpaceMaker Trusses described in this report. 2.1 TimberStrand LSL: 2.1.1 General: TimberStrand LSL is manufactured from strands of a single wood species or a combination of wood species, blended with an isocyanate-based adhesive. The wood species, species combinations, and adhesive used to manufacture TimberStrand LSL are specified in the approved quality control manual and manufacturing standards pre- pared by Trus Joist. TimberStrand LSL is produced with the wood strands oriented in a parallel direction and has finished lengths of up to 48 feet (14630mm), thicknesses of up to 51/2 inches (140 mm), and depths of up to 48 inches (1219 mm). 2.1.2 Design and Allowable Stresses: The design provi- sions for wood construction noted in the applicable code, Chapter 23 of the UBC, Section 2301.2.1 of the IBC (for allow- able stress design) and Section R301 of the IRC, are applica- ble to TimberStrand LSL unless otherwise noted in this report. Allowable unit stresses for dry conditions of use, and details of edge loading (joist/beam) and face loading (plank), are noted in Table 1. Unless otherwise noted, adjustment to the design stresses for duration of load is permitted in accor- dance with the applicable code. Allowable withdrawal and lateral loads for nails installed perpendicular or parallel to the wide face of the TimberStrand LSL product are the same as those provided in the applicable code for sawn lumber having a minimum specific gravity of 0.50, such as for Douglas fir-larch, as noted in Table 2 of this report. Nail spacing for nails installed parallel to the wide face of strands (installed in the edge of the TimberStrand LSL product) is limited as noted in Table 2. Nail spacing for nails installed perpendicular to the wide face of strands (installed in the face of the TimberStrand LSL product) is the same as that permitted in the applicable code for sawn lumber. Allowable lateral loads for machine bolts and lag bolts installed perpendicular to the wide face of the TimberStrand LSL product, with loads applied parallel or perpendicular to the grain of the wood strands, are the same as those provided in the applicable codeforsawn lumber having a specific gravi- ty specified in Table 2. 2.1.3 TimberStrand LSL Rim Board Applications: The 1.3E TimberStrand LSL product is permitted to be used in rim- board applications. For the purpose of this evaluation report, rim boards are defined as continuously supported structural members, located at the joist elevation in an end bearing wall or located parallel to the joist framing, that are the full depth of the joist space andthat are used forany ofthefollowing pur- poses: Transfer, from above to below, of all vertical loads at e rim board location. Allowable vertical loads are noted i Table 3. Provide diaphragm attachment (sheathing to top edg rim board). Transfer in-plane lateral loads from the diaphragm to the wall plate below. Provide lateral support to the joist or rafter (resistance against rotation) through attachment to the joist or rafter. Provide closure for ends of joists or rafters. Provide attachment base for siding or exterior deck led- ger. Toenailed connections are not limited bythe 150 pIt (2189.1 N/rn) lateral load capacity noted for Seismic Zones 3 and 4 in Section 2318.3.1 of the UBC, or Seismic Design Categories D, E and F in Section 2305.1.4 of the IBC. The ability of Tim- berStrand LSL rim board to transfer shear is described in Footnote 1 to Table 3 of this report. 2.1.4 Fire Resistance: The fire resistance of TimberStrand LSL is equivalent to similar sizes of sawn lumber when used in fire-resistive assemblies specified in Tables 7-B and 7-C of the UBC, and Tables 719.1(2) and 719.1(3) of the IBC. Tim- berStrand LSL is permitted to be substituted for sawn lumber in code-recognized fire-resistive floor-ceiling, roof-ceiling, and wall assemblies. 2.1.5 Fire Blocking: TimberStrand LSL is permitted to be used as fire blocking as noted in Section 708.2 of the UBC, Section 716.2.1 of the IBC and Section 602.8.1 of the IRC. Evaluation reports oflCBOEvaluation Service, Inc., are issued solely to provide information to ClassA members oflCilO, utiizingihe code upon which the report isbo.sed.Evolu.o.tion reports are not to be constru ed asrepresentingaestheticsorany otherattributesnot spec:ficallyaddresse4 nor axon endorsement orrecommen. dalion for use of the subject report This report is based upon independent tests orothertechnicaldata submitted by the applicant. The1CBO Evaluation Service, InC., technical ataff has reviewed the test resu Its and/orotherdata, but does notpossesstesifaciitiesto make an independent verification. There isno warranty byIC80Eva1uofionSer4ce,Inc., express orimplied, asto any "Finding"oroshermauerin the report orastoanyproducs covered bythe report. This disclaimcrinclu d e s , b u t i s n o t l i m i t e d t o , m e r c h a n t a b i l i t y . Page 1 of 13 C* 2A UI 1.7 ER-4979 TABLE I -TimberStrand5 LSL STRUCTURAL. FRAMING LUMBER DESIGN STR E S S E S 1.2.3 (pounds oer sauare inch) Grade Axial MOE (x 10') Joist/Beam Plank Ft' Pc Fb'•T Fv Fc.L' Fb' Fv Pci' 1.3 1075. 1400 1700 400 680 1900 150 435 1.5 1500 1950 2250 400 775 2525 150 475 1.7 1925 2500 2825 400 880 3150 150 510 1.9 2150 2850 3075 400 880 3450 150 510 2.1 2500 3275 3500 400 880 3925 150 510 For SI: 1 psi = 0.00689 MPa See figure below for description of strand orientation. Allowable stresses are based on covered, dry conditions of use, define d a s t h o s e e n v i r o n m e n t a l c o n d i t i o n s r e p r e s e n t e d by sawn lumber with an equilibrium moisture content less than 16% . For uniformly loaded simple span beams, deflection is calculate d a s f o l l o w s : 270WL4 28.8 WL2 Ebd3 + Ebd Where: = Dellection, inches W = Uniform load, pif L = Span, feet b '= Beam width, inches d c Beam depth. inches E = Modulus of Elasticity, psi EDGE LOADING. parallel to wide face at etIan (WFS) FACE LOADING. peipend,ctMr to wide fece of etMads (WFS) Values shown are for thicknesses up to 3.5 inches. The Ft values in the table are reduced to reflect the volume ef f e c t s o f l e n g t h , w i d t h a n d t h i c k n e s s f o r a r a n g e o f c o m m o n application conditions. The Ft values for TimberStrand LSL may highe r w h e n a p p r o v e d b y T r u s J o i s t for use as a component of engineered products, which are manufactured under a recognized qualit y c o n t r o l p r o g r a m . 8: For depths other than 12 inches regardless of thickness, table values m u s t b e m u l t i p l i e d b y ( 1 2 1 d ) °. Adjustments for common depths are shown below. For depths less than 3.5 inches, the factor for t h e 3 . 5 i n c h d e p t h m u s t b e u s e d . Depth (inches) 3.5 5.5 7.25 1 9.25 1 12.0 16.0 20.0 1 24.0 Multiplier 1.12 1.07 1.05 1.02 1.00 0.97 0.95 0.94 When structural members qualify as repetitive members in accor d a n c e w i t h t h e b u i l d i n g c o d e , a f o u r p e r c e n t i n c r e a s e i s permitted for Fb, in addition to the increases permitted in Footnote 6. ab o v e . Compression perpendicular to grain values (Fc.L) may not be incr e a s e d f o r d u r a t i o n o f l o a d . Page 6.f 13 ER-4979 TABLE 2- TlmberStrand° LSL FASTENER DETAILS Fastener Description Comments Lateral Nail and Wood Screw Capacity Edge: Parallel and Perpendicular to grain For all grades 1.3E and higher Face: Parallel and Perpendicular to grain use specific gravity. SG = 0.50 (Douglas-fir-larch). Nail withdrawal capacity is determined on the basis of a specific gravity. SG = 0.50 (Douglas-fir-larch) Bolt Capacity - Bolt parallel to WFS: Not evaluated Load parallel to grain For all grades 1.3E and higher use specific gravity, SG = 0.50 (Douglas-fir-larch). Bolt capacity - Bolt perpendicular to WFS' Load perpendicular to grain For all grades 1.3E and higher use a specific gravity, SG = 0.58 (Red Maple). Lag bolt capacity-Y2 inch diameter-bolt perpendicular to WFS Load: Parallel and Perpendicular to grain 400 lbs.2 Note: Nail and bolt design values are developed using the specific gravity shown, inaccordance with the applicable code. Closest On Center Nail Spacing Parallel To WFS Orientation ' Member Thickness (Inches) Common Nail Size 1114 1112 and 13/4 2112 3112 1 row I row 2 rows 1 row 2 rows I row j 2 rows 3 rows 8d 4 3 3 3 31/2 3 3 3 lOd 4 4 4 3 31/2 3 3 3 16d 6 6 6 31/2 31/2 3112 3112 — WI 1. I IIll — Cd 111111 I WI. — •0910 fl 1. When loading at an angle to grain, the lateral capacity is calculated using the Hankinson formula using an equivalent SG 0.50 for load parallel to grain and equivalent SG = 0.55 for load perpendicular to grain. 2.400 pounds is the lateral load permitted for 112 inch diameter lag bolt in 1112 Inch thick main and side members with full penetration into the main member. Lateral load capacities for other lag bolt sizes and conditions to be evaluated in accordance with the 1997 Uniform Building Code, using an equivalent SG =0.50 for load parallel to grain and equivalent SG = 0.55 for load perpendicular to grain. For capacities at an angle to grain refer to Footnote 1, above. Capacities in withdrawal have not been evaluated. The closest on center spacing for nails perpendicular to WFS is the same as permitted by the code for solid sawn lumber. Multiple rows to be staggered and the minimum spacing between rows must be 1/2 inch. Multiple rows to be equally spaced from the centerline of the narrow face axis. - 12P TmharSh.ain I 01 DIM nr%&or% 1. 2.3 Thickness (Inches) Allowable Vertical Load (PLF)4 Depth Range (inches) 1.25 5 4250 16 and less 1.25'3450 over 16upto20 4140 upto24 , -.....— . uu,,u i p.. — MQU .win The allowable shear values in pounds per foot for horizontal wood structural panel diaphragms with framing of nominal 2 inch thick Douglas fir-larch or southern pine are applicable to: (1)1.25 inch thick TimberStrand LSL Rim Board, unblocked diaphragms only, and (2)1.50 inch thick TimberStrand LSL Rim Board, unblocked and blocked diaphragms. TimberStrand LSL Rim Board must be laterally supported at the top and continuously supported at the bottom, and the gravity loads must be uniformly applied along the top, in lieu of design by a design professional for other conditions. Fastener capacities for TimberStrand LSL Rim Board are as given in Table 2. except as provided in Footnote 5, below. Compression perpendicular-to-grain capacities of the sill plate and floor sheathing must be checked. Decrease 1/2 inch diameter lag screw allowable to 325 lbs. Page 7of 13 ER4976 TABLE 4 - Parallame PSL ALLOWABLE FRAMING LUMBER DESIGN STRESSES " 23 (pounds per square inch) Species I Grade Axial Load II To WFS (Joist) (X10) Load I To WFS (Plank) _____ MOE Fe Fc Fb Fv F cl7 - Fb Fv F cf OF 1.8E 1755 2500 2500 230 600 2400 190 425 1.80 1.9E 1890 2700 2700 260 675 2600 200 450 1.90 2.OE 2025 2900 2900 290 750 2800 210 475 2.00 2.1E 2160 3100 3100 320 775 3000 220 500 2.10 SP 1.8E 1755 2500 2500 230 600 2400 190 425 1.80 1.9E 1890 2700 2700 260 675 2600 200 475 1.90 2.OE 2025 2900 2900 290 750 2800 210 525 2.00 2.11E 2160 3100 3100 320 825 3000 220 575 2.10 WH 1.8E 1755 2500 2500 230 500 2400 190 380 1.80 1.9E 1890 2700 2700 260 575 2600 200 415 1.90 2.OE 2025 I 2900 2900 290 650 2800 210 450 2.00 2.1E 2160 3100 3100 320 700 3000 220 475 2.10 VP 1.BE 1755 2500 2500 230 600 2400 190 525 1.60 or 1.9E 1890 2700 2700 260 675 2600 200 600 1.90 VPIRM 2.OE 2025 2900 2900 290 750 2600 210 675 2.00 2.1E 2160 3100 3100 320 825 3000 220 750 2.10 For Si: 1 psi = 0.00689 MPa WFS. Wide face of strand. See figure below for details on strand ori e n t a t i o n . D F = D o u g l a s f i r - l a r c h , SP = southern pine. WI'I = western hemlock. VP = yellow poplar, RM = red maple. DF and WH a r e p e r m i t t e d t o b e c o m b i n e d a s W e s t e r n Species (WS). SP, VP and YP/RM are permitted to be combined as Easter n S p e c i e s ( E S ) . W h e n u s i n g t h e s p e c i e s group designations WS or ES, the allowable stresses must be the lower v a l u e s f o r t h e s p e c i e s i n t h e g r o u p . Allowable stresses are based on covered, dry conditions of use. Dry condit i o n s -of use are those environmental conditions represented by sawn lumber at which the moisture content is less than 16 % . For uniformly loaded simple span beams, the deflection is calculated as f o l l o w s : 270W1! 28.8WL2 = Ebd3 + Ebd PARALLEL Where = Deflection, inches TO WIDE W = Uniform load, pIt FACE OF L = Span. feet STRAND b = Beam width, inches h = Beam depth. inches E = Modulus of Elasticity, psi PERPENDICULAR TO WIDE FACE OF STRAND The Ft values in the table are reduced to reflect the volume effects of l e n g t h , w i d t h a n d t h i c k n e s s f o r a r a n g e o f common application conditions. 0.111 For 12 inch depth; for other depths, table value must be multiplied by (121d ) . Adjustments for common depths are shown below. For depths less than 3.5 inches, the factor for the 3.5 i n c h d e o t h m u s t b e u s e d Depth (Inches) 3.5 5.5 J 725 1 9.25 1 12.0 16.0 1 20.0 1 24.0 Multiplier 1.15 1.09 1 1.06 1.03 1.00 0.97 1 0.96 0.93 When members qualify as repetitive members in accordance with the buildi n g c o d e , a 4 p e r c e n t i n c r e a s e i s p e r m i t t e d , for Fb, in addition to the increases permitted in Footnote 4. above. Compression perpendicular to grain values (Fc.L) may not be Increased for d u r a t i o n o f l o a d . .,Page,of 13 ER-4979 TABLE 5- Mlcrollam LVL ALLOWABLE FRAMING LUMBER DESIGN STRESSES 1.2.3 Inounth nor ann2m Inh1 BILLET GRADE AXIAL - JOISTIBEAM PLANK MATERIAL SPECIES' MOE THICKNESS Ft's Fc 1 FbM Fv' (x10-6) Fc.L' Pb' Fv Pc.L' 3/4 Inch 1.6 DFILPIWH 1240 2100 2140 285 1.6 750 2530 190 480 to 1.8DF/LPIWH 1450 2375 2445 285 1.8 750 2890 190 480 1-314 inch 1.9DF1LP1WH 1555 2510 2600 285 1.9 750 3075 190 480 2.0DFILPfWH 1660 2635 2750 285 2.0 750 3255 190 480 2.2 DFILPIWH 1865 2870 3080 285 2.2 750 3615 190 480 2.4 DF/LP!WH 2075 3080 3365 285 2.4 750 3980 190 480 2.6 DFILPIWH 2285 3270 3675 285 2.6 750 4345 190 480 1-718 inch 1.6 DF/LPIWH 1240 2100 1930 285 1.6 ThO 2285 190 480. to 1.8 DF/LP(WH 1450 2375 2210 285 1.8 750 2610 190 480 3 V2 Inch 1.9 DFILPJWK 1555 2510 2345 285 1.9 750 2775 190 480 2.0 DF/LPIWH 1660 2635 2485 285 2.0 750 2940 190 480 2.2 DF/LPJWK 1865 2870 2765 285 2.2 750 3265 190 480 2.4 DFILP/WH 2075 3080 3040 285 2.4 750 3595 190 480 2.6 DF/LPMH 2285 3270 3315 285 2.6 750 3920 190 480 3/4 Inch 1.8 SP 1575 2375 2445 285 1.8 880 2890 190 525 to 1.9 SP 1690 2510 2600 285 1.9 880 3075 190 525 3-1/2 Inch 2.0 SP 1805 2635 2750 285 2.0 880 3255 190 525 2.2 SP 2030 2870 3060 285 2.2 880 3615 190 525 2.4 SP 2260 3080 3365 285 2.4 880 3980 190 525 2.6 SP 2485 3270 3675 285 2.6 880 .4345 190 525 3/4 inch 1.6 VP 1350 2100 2140 • 1.6 880 2530 190 670 to 1.8 VP 1575 2375 2445 285 1.8 880 2890 190 670 3-1/2 inch 1.9 VP 1690 2510 2600 285 1.9 880 3075 190 670 2.0 VP 1805 2635 2750 285 2.0 880 3255 190 670 2.2 VP 2030 2870 3060 285 2.2 880 3815 190 670 3/4 inch 2.0E-2925Fb SP Th' 3030 2925 -ir 2.0 880 3455 -r 525 to 1-3/4 inch For SI: I psi = 000689 MPa Allowable stresses are based on covered, dry conditions of use. Dry conditions of use are those environmental conditions represented by sawn lumber at which the moisture content is less than 16%. For uniformly loaded simple span beams, deflection is calculated as follows: 270WL4 28.8 Wi3 = + where: W = Uniform load, pit b = Beam width, inches Ebd3 Ebd = Deflection, inches d = Beam depth, inches L = Span. feet E = Modulus of Elasticity, psi OF = Douglas fir-larch; LP = lodgepole pine; WH = western hemlock; SP = southern pine: VP = yellow poplar. DF, LP and WH are permitted to be combined as Western Species (WS). SP and VP are permitted to be combined as Eastern Species (ES). When using the species group designations WS or ES. the allowable stresses must be the lower values for the species in the group The F, values in the table are reduced to reflect the volume effects of length, width and thickness for a range of common application conditions. Therefore the F, values in the Table do not, apply to Microllarn LVI. when used as a component of engineered products manufactured by Trus Joist which are listed in other evaluation reports. S. Fb includes allowances for variations in span to depth ratio and method of loading and must be used without further adjustment except as noted below. For depths other than 12 inches, regardless of thickness, table values must be multiplied by (12/d)°''. Adjustments for common depths are shown below. For depths less than 3.5 inches, the factor for the 3.5 inch depth must be permitted, in addition to the increases permitted in Footnote 5. above. This increase does not apply to field assembled multi-member beams. For simplicity, use 285 psi for depths up to 24 inches and 260 psi for depths greater than 24 inches. When a more accurate analysis is desired, the allowable horizontal shear for all depths greater than 12 inches is Fv = 285 (12/d)°°'. Compression perpendicular to grain values (FcJ.) may not be increased for duration of load. Values shown are for thicknesses up to 3.5 inches. ER-4979 tagëV 01 1) TABLE 6. TJ.Strandm RIM BOARD CAPACITIES Thickness (inches) Design Stresses (pounds per square In Allowable Vertical Load (p Q"' Depth Range (inches) Grade MOE (x lOb) Fb' Fv Fc.L2 1.25 0.80 1200 400 1 680 1 4250 1 16 and less For SI: 1 inch = 25.4 mm I psi = 0.00559 Mpa 1 pIt = 14.59 N1m No depth modification applies for depths of 16 inches and less. Compression perpendicular to grain value may not be increased for duration of load. TJ-Strand Rim Board must be laterally supported at the top and continuously suppo r t e d a t the bottom, and the gravity loads must be uniformly applied along the top, In lieu of design by a design professional fbr other conditions. Compression perpendicular-to-grain capacities of the sill plate and floor sheathing must be checked. TABLE 7. TJ-StrandThl RIM BOARD FASTENER DETAILS' Fastener Description Comments Lateral nail and screw capacity Edge: Parallel and perpendicular SG = 0.50 (Douglas fir-larch) Face: Parallel and perpendicular Bolt Capacity - perpendicular Load perpendicular to grain SG = 0.50 (Douglas fir-larch) to WFS 2 ________________ Lag Bolt Capacity - 1/2" diameter Load perpendicular to grain 325 lbs. bolt perpendicular to WFS SG = 0.50 (Douglas fir-larch) Note: Nail bolt design values are developed using the specific gravity shown, in accordance with the applicable code. For SI: libi = 4.448 N The allowable shear values in pounds per foot for unblocked horizontal wood structural panel diaphragms with framing of nominal 2 inch thick Douglas fir-larch or southern pine are applicable to TJ-Stra n d R i m B o a r d When loading at an angle to grain, the lateral capacity is calculated using the Ha n k i n s o n f o r m u l a a n d a n e q u i v a l e n t S G = 0.50 for load parallel to grain and equivalent SG = 0.55 for load perpendicular to grain. 325 lbs. Is the lateral load permitted for 1/2 inch diameter lag bolt in 1 1/4 inch thick main and 11/2 inch thick side members with full penetration into the main member. Lateral load capacities for other lag bolt sizes and conditions to b e e v a l u a t e d i n accordance with the 1997 Uniform Building Code, using an equivalent SG = 0.50 for load parallel to grain and equivalent SG = 0.55 for load perpendicular to grain. For capacities at an angle to grain refer to Footn o t e : 2 , a b o v e . C a p a c i t i e s i n withdrawal have not been evaluated. TABLE 8. TJ.Strandm( RIM BOARD CLOSEST ON CENTER NAIL SPACING PARALLEL TO WFS ORIENTAT I O N ' finchesli Nail Size Box Common 8d(2W) 4 4 1Od(3") 4 4 12d 2 (3114) 4 4 16d(31/21 4 6 For 51: 1 inch 25.4mm The closest on center spacing for nails perpendicular to WFS is the same as p e r m i t t e d b y t h e c o d e f o r solid sawn lumber. Also referred to as a 16d Sinker. When nailing through the wall sill plate and floor sheathing, the closest on center na i l s p a c i n g i s 4 i n c h e s ( 1 3 / 8 inch maximum penetration). 2- Fie depth tlnteeSuvid LSL blocking by others between Uusses 1 Simpson SuongTle 1425 anchor (orequal) byotiws Per bearvig an Outdde face or wall Ubiinwn oweImag- (from Table ID) Floor load Outside Kneewon 1W • OW.t 27-0. ad 24'.O .pano Bottemc teed • • ,ld opens idlabtun Span (from table ID) ntllevOf 3W irinkeun bearing (see note 12).....- osorleang U-0•. 14-CT. lb-if or Table 9— SpaceMakeP Truss Nailing Criteria chord sest icing A 31 2d33YBb. i2 . 4. iap4)nti ti4e11i 4 'ttwe. et twsL For SI: linch = 25.4 mm 14 gauge staples may be a direct substitute for 8d (2W) nails when having a minimum penetration oil Inch Into the main member. If more than one row of nails Is used the rows must be offset at least W. Connections shall meet local code requirements. NAILING PATTERN TO BE PER PLANS AND SPECIFICATIONS. IN ADDITION. NAIL SPACING SHALL COMPLY WITH THE CRITERIA LISTED IN TABLE-9. WARNING rt NAILING CLOSER THAN SPECIFIED MAY RESULT IN SPLITTING. Figure 1 - SpaceMaker Truss Configuration Top Beard I'h as Wet 2T•0 and24-O spans IWo 6 Wit 26-0 old 28'-(r opens 2 pieces n4 it 3561 I . a Store Pros Wool ama Floor Lead Outskle / Blacking by Others tv— Top chord tell est000lon may be 26 (see Flgiz B . • % '% ismosed p to edges of bottom alternate Figere C) mesbeun ij '% dud (do oat ait bottom did) ' Minnoweteneg 3Wtn?nlnunbeoilng(seerotel2 '..' (riuniTsklelO) For SL 1 bell 25.4 rem Floor Load Between Kneewols Notes: Indicates part number - See table at right for material descriptions. Ensure presence of factory Installed sleeves at collar tie and heel connections. Nuts should be lightened snugly, but not so tightly as to cause crushing of the wood under the washer. TWo washers required at each connection (see detail above). Recommended Assemblv Sequence: Verify that all sleeves have been factory installed as shown at Details 2 and 3. Place support blocks under top and bottom chord members only. Space support blocks at eight to ten feet on-center or as required to prevent excessive lateral bending and lessen moisture gain. Attach top chords at ridge (see Detail 1). Attach top chords to bottom chord at heel connection (see Detail 2). Attach collar ties to top chords (see Detail 3). Nail collar tie members together with I row lOd (3") nails at 12" on-center. Attach vertical ties to top and bottom chords (see Details 4 and 5). Figure 2 - Single SpaceMaker Truss Assembly Diagram S r-- i Soft (at cotter fie and heals) — Zinc Coated SAE Grade 2Y.'z 4W (w 10 UNC) 3-Iffiffill u: - ,Page l2of13 ER-4979 Figure 3— Allowable Hole Location In SpaceMaker Truss Members Top Chord Collar Tie No cutting, notching or holes allowed in Top Chords or Collar Tie. 12 Allowed Hole Zone Bottom Allowed Hose Zone 1 maximum hole in vertical /3 Width (Allowed Hole Zone = middle 2x diameter of largest hole D ep th (No Holes) ulaDepth (Mowed Hole Zor %Depth (No Holes) 12 .4 \ Allowed Hole Zone 1/e maximum hole in bottom chord For SI: 1 inch = 25.4 mm GENERAL NOTES: The Mowed Hole Zone in this chart is suitable for uniformly loaded trusses only. If more than one hole is to be cut in a truss member, the length of the uncut member between holes must be a minimum of twice the diameter of the largest hole. Rectangular holes are not permitted. Holes in cantilevers are not permitted. S. Three holes maximum per Allowed Hole Zone. DO NOT Cut, notch or drill holes In SpaceMakerTM trusses except as indicated in chart and on truss Illustration ER-4979 TABLE 10. SpaceMaker' Truss PRODUCT SPECIFICATION TABLE 10:12 PITCH ______ _____________ Rated Span 22' 0" 24--099 26" .0" 281-011 Minimum Span 17' -0" (With 2 cantilevers) 19' -0" 21' -0" 230 .0" Room Width, feet' 12 12 13, 14 Storage Area Width 3 -8" 4'-8- 4 - 111/8" 5'- 5 118" Ceiling Height' 6'--6" 7 0" 7' - 111/2" 8 6 1/2" Knee Wall Height 3'-51I8" 4'-31I8 4 .53/4 4'-103/4" Heel Height 8 114" 8 1/4" 9 1/16" 9 1/16" Minimum Overhang 73-j-16-- 6" 43/16- 3 3/4" 33/4" Truss Weight (lbs.) 235 260 310 335 12:12 PITCH Rated Span 22' i (1" 24' .0" 26" -0" 28' -0" Minimum Span 1710 (with 2 cantilevers) 191-0" 21'-O" 23'-O" Room Width. feet ' il 12 13 14 Storage Area Width 4'. 4- 4'- 10" 5' -1 5/8" 5'- 75/8" Ceiling Height s 8'11" B'-5 1/2" 8'-10" 9'-9112" Knee Wall Height 4'- 9:1/4" So- 3 1/4" 5'- 6 7/8" 6' -0 7/8" Heel Height 9 1/8" 9 1/8" 10' 10" Minimum Overhang 4318- 4 3/8" 4 1/16" 4 1/16" Truss Weight (lbs.) 20 270 330 355 For SI:l inch z5.4mm l foot =304.8mm llbf.4.448N 1. Room widths, ceiling heights and kneewalfheights shown in this Table refer to rough inside framed dimensions. Habitable space must have a ceiling height of not less than 7.5 feet (2286 mm) except where permitted by section 310.6.1 of the UBC. Section 12072 of the lBCor Section R304.4 of the IRC. TABLE 11. SpaceMaker114 Truss DESIGN LOAD TABLE DESIGN Lfb.DS. psi Live Load Dead Load' Floor full length of bottom chord 40 13 Roof (125%) 24" o.c. 20 15 Roof (115%) 24" o.c. 302 15 Roof (115%) 19.2" o.c. 37 15 Roof (115%) 16" o.c. 452 15 For SI: I osf = 0.0479 kPa Includes 3 pst truss weight A reduction of the-basic roof snow load (30. 37 and 45 psi) has been taken for truss design due t o r o o f s l o p e , i n a c c o r d a n c e with Section 2.52 of this report. Jul 26 02 07:41a INSUL-KOR Of California 1-909-885-7008 P Thermal Conductivity — R.VlC Factor D £ • Thermal resistance is an Index of matoriaI realstaiwe to epnition rmu.as the flow of heat. It Is the recipreeslof the K or C-value. K-value Factor Thermal conducUvity the qeanilty of hear (BTUs) which Will flew through a one-font section of a one-inch thick. fleas of a homogeneous ntbrerlal, during a one how. period when that is a 1F difference in the ho; to cold side temperature. Thus. K BTU x 1.. hr. z sq. ft. In. Where IVPU (British thermal Unit) is the amount of heat required to raise the -temperature of 11p. of water Y l K-values are determined by either of two testy ASTM C177 and MTh( C618. C-value Facto, !Thennel conductivity of IC-value when the materiel being tested is either non-homogeneous or lea than 1 inch. but a specified thicknens. Thus. C = KfthicIacss in inches. C-values are determined in the sane fashJon as IC-valuer. Thun. It 4-. Or The higher the It-value, the better the resistance to the flow of heat (BTUs) and the better the Insulation. R-values ore usually reported for I-Inch of thiCkneSs and are not n,ceaaarlly per Inch of thicknean. U-value Factor Overall coe1clenL of hcat'D'anem'ssion. or the quantity which will flow through a specuflcbuuding section corn- posed of a number of materials, one square foot In area during one hour when there is lirt or cold side tempera cure difference 1 P. 'thus, If Ri Where R1 w Sum of all the R-vehie Si the section litelud- ing air space and lilxn (ft +R.RsRRI) 4 Falcon FoamS Physical Propsrte. (spseaoeauoa lsfersncs*StI6-CS7S-6281 Propsiy - -. DaisiW. !s,aInsT Thimisi flopducOvlty K Factor at 26F * 60'F at_fPllui.)- Vales BTUflh,.l (sq. fr.I C303 ov1B22 C177 or C516 TMI tOO 0.23 0.24 020 7#pavW reps a t 160 - 0.22 0.21 0.235 0.22 0.24 0.23 1up. IX _O0 0.20 0.21 _023 -- flunnal RsuIver at F Øer inch 3 /, /j 425 [:,5 S 4m.76 5.00 V11555 at 40'F ihiu*ness 6— C 8 4.17 / .2 4.68 4.76 - at 75 3.90_ 4.40 _4.40 - Sen - Compressive 10% Deformation osi 01621 10.14 1348 15-21 25.35 Flexural psi C203 25-30 324M 40-50 05-76 Tonl3e p.' C1622 16-20 17-21 1022 23-2? Shear 0732 18-22 23-25 2632 3347 Sheaf Moikis psi - 260 180 370 480 250 320 46000 000 Modulus ot 11113 MOWING, PASWUM WilT Perm. in E90 1.2-3.0 11-2.0 0.5-25 0.0.1.5 Absorption luaU lb C212 2.5 2$ 2.0 10 CepilWily _-none none none none - caataiiant Thmt. injlni1F)0666 _0.00o35 for ON densities Lone-Term 'F - 1671 1619F . 167'F 167F 180, 504 1005 Then I00'F 180. 2510' at deilsidriS -- - ams Sprued up to 6.. thldtna.0 _________ _________- Smelts psvihoon E84 Lea) 010n 450 for Otdollsities up TO 6' thickness . Build With Confidec Specify Falcon FoaiW c INSULPANEL° FALCON FOAM Tapered Roof Insulation Jul 26 02 07:41a INSULKOR of California 1_909_8857008 p.2 Falcon Foam® Physical Properties (Specification Reference: ASTM-0578-92a) Property - Units ASThITest Type I Type VIII Type II Type IX Thermal Conductivity at 25°F BTU/(hrj C177 or 0.23 0.22 0.21 0.20 IC Factor at 40°F (sq. ft.) C518 0.24 0.235 0.22 0.21 at 75°F (F/in.) 0.26 0.2 0.23 0.23 Thermal Resistance at 2 °F per inch 3 4.35 4.54 4.76 5.00 Values at 40°F thickness 8 - 8 4.17 4.25 4.68 4.76 at 75°F :Rn d An Compressive 10% Deformation psi D1621 10-14 13-18 15.21 25-33 Flexural psi C203 25-30 32-38 40-50 55-75 Tensile psi C1623 16-20 17-21 18-22 23-27 Shear psi 0732 18-22 23-25 26-32 33-37 Shear Modulus psi - 280 370 460 . 600 Modulus of Elasticity Psi - 180 250 320 480-500 Moisture Resistance WVT perm. in E96 1.2-3.0 1.1-2.8 0.9-2.5 0.6-1.5 Absorption (vol.) - % C272 2.5 2.5 2.0 1.0 Capillarity - - none none none none Coefficient offlenn. Expansion in./(inJ(F) 0696 0.000035 for all densities Maximum ServicsTempuratum Long-term OF - 167°F 167°F 167°F 167°F Intermittent - 180°F 180°F 180°F 180°F Flame Spread up to 6' thickness E84 Less than 25 for all densities Smoke Development up to 6" thickness E84 Less than 450 for all densities /4-C O( ,, t 055 +4Q Q) 7,1/6/1 I) Q) J&II1, X /# o & P4/C FALCON FOAM Insulation Products R-value and Cost Comparison - Wood Stud Walls Size A-value V FALCON-FOAM Plywood or OSB FALCON insulation Sheathing III BAG STATE OF CL1FCWUA FACTORY-BUILT HOUSIN APPLICATICII FOR PLAN APPROVAL / MIflUII*CtuuSf T.I.pb•ns 4) 'lDiol /AJSut-1- .. I ms'_7oob Mali sngdress' or pmuwacuww Mf 1 o. Lligo v4 Cit), stswe zip Cods 5AiJ MtzMIo dk qvos Location OV Pwwracurlso PlUlt 1 Tslipll001 I tItS ZIP two Additional PlIft Location TsIIona 1i1p Cods 0 0 tYPE OF MtUFAC1 ci. Folly .s111ip Owe11nq unit in a1t1p1. 0CClpS1 0 Ssrsts 00111196101111.9 kltd.,, Ut11i' 10110111 C(mIisat or Wilding iIfl1r . JU P1a!!sf Loch 1w Nsds . asal!,ss to App,'asd P1 . . . . . . • . 0 • • • $ 40.00 fla m..ti.. Loch Id . • . • . • . . • . . . . $ o.o0____________________ p1anDI.ckiima?..OIOSItt(PSrNIWdS1) 1••SS •$SOO.00 . I S S ••• • •.••S •S S S • S S S S S S I S S S S S _____________________ 80D.-g88-606-1 etuJo4i1e3 JO ?JOx-1nSw d0c:cD 20 R tots 306 it IlIwiL.KOR OFCAWORN1A WALL to FLOOR CONNECTION DETAIL at RAISED FLOOR It? GYPBD fastened with Ed Cooler jJjllj Nails 0 24o.c. or equivalent LISTED THERMAL BARRIER I / 4 1W orE V2' SANDWICH PANEL 2x4or2x6 BOTTOM PLATE Latex Caulk Fasten-Panel to Bottom Plate with Fasten per Code .11 . 7116' X 112 xli an Staples 56' cc. 11 l , / Typ both sides. FLOOR RIM WOOD or METAL FRAMED FLOOR Fasten TREATED MUD ANCHOR BOLT. Countersink flush Will top O1tdiJD SILL. CONCRETE FOUNDATION WALL to FLOOR CONNECTION DETAIL at CONCRETE FLOOR 11r OYPBD fastened with Ed Cooler Nails 5 240.c. or equivalent r— LISTED THERMAL BARRIER - if tri4c4 41!? or 112' SANDWICH PANEL !:4. ; ANCHOR BOLT. Countersink flush ,I with top of Bottom Plate. 2 x4 cr2 x 6 BOTTOM PLATE Fasten Panel to Bottom Plate with 7116'x1 112"xliGa Staples 56'o.o. Typ both sides. TREATED MUD SILl. (Full thickness of tasll) CONCRETE FLOOR SLAB dliii APPROVED FACTORYBUILT HOUSING. T,heseians..ha beqn approved pursuant to the provisions of the Static? CaIIomltHiafth Safety. Code Division 13, Part 8 and the regulations edoPtepurnuant thereto. Approv.J IIOrekI don .not authorize orapproveany omission or devIation *om StIaelaw or valid laqal ordinances. This plan I. upprovedasa b.didjng component end(or building system. and I. applicable only 16 the Design Cotwiltions as shonnon the plans. r Expiration Date: FEB-1 2 took PLANAPPROVALNO. RAD-0144 Note: Anchor Both In Sebmia Zones Send 4 shall be designed by others or most USC 1606. Figure 1 - CONSTRUCTION DETAILS @ FOUNDATION Latex Caulk Alienist. Faster.,. 510 Panel Wood WALL PANEL shown In plan view sector Screw IF Concealed Featoneris not used. ROOF PANID. to WALl. connection shelter. (Shown upside down In elevation mention) 2 P Figure 2 - CONSTRUCTION DETAILS @ EXTERIOR WALLS Fasten per Code L C,) o Cu 0 II1VL4COR OPCAUPOAIñI ALTERNATE CORNER DETAIL APPROVED PACTORY.8UA..T HOUSING These piety have been approvoill pweuanl to the provisions dth. $it• of Califomi. Health and Safety Code, OMelon It. Patti andthi rejulatlona adopted pursuant thereto. AprovaI herein don not authorize or approve eny omission ortsliii from Slate laws or valid local ordinances. This plan is approved an a building corwpon.nd andior building system, and Is epplineble only to the Design Condffione as shown on Ike pies. Expinellon Date: FEB 12 1-0o4 PLAN.APPROVAL NO. RAD - WALL to WALL CONNECTION DETAIL CORNER DETAIL SIDING Concealed Fuldener Fasten per Code. AfternateFastone,. #1OPanol — 'LatexCaulk Wood Shrew I? Concealed Foutoncr IS net Used. 112' OYPSD fasted with Sd Cooler Nab 24" oc. or equlealert LISTED THERMAL BARRIER WALL PANEL 2X4 a,2x 0 END STUD Fasten Panel to End Stud With 710"x1 112"x180a Staples @0'oo. Typ both sides. WALL PANEL 112' GYPBD fastened ybilfi Sd CadeT Nab G 24 c. or eqtdvaletit LISTED THERMAL BARRIER WALL PANEL 2x4ar2x8B'IDSTUD Conga Faster Fasten Panel to End Skid with 7I1Px1 1lTc1eGaS?apIoePoo. i'p bath eMas. WALL PANEL DN.BEARING JTEBIOR PARTITION ETAL or WOOD END SlUG 1mm RoofPenel B-. ;PJ \ 1l2"GYPBDfesodwihd Coder NaI!s24"o.c. Wood Wedge filer or equivalent LISTED ThERMAl. BARRIER !\ZC TOP PLATE. Locete WALL PANEL Figure 3 - CONSTRUCTION DETAILS @ ROOF RS$1L.kOIOP cALmM ROOF to WALL CONNECTION DETAIL Latex Caulk — k1.I Panel hWood 1Screw —0012 PANEL Latex Caulk Festen per Code - SlO Panel Wood Screw - RIDGE CONNECTION DETAIL BOARD - ROOFiNG 2m TOP PU 12" OYPBD fastened with 5d ooler Nails is 24o.o. or qulvalent LISTED ThERMAl. BARRIER VALL PANEL ROOF PANEL 112" GYPBD fastened with 5d Costar Nods S24"o.o. or equivalent LISTED TNERMAI. BARRIER Wood Wedge Filler Intedor Boning Padlllon or WALL PANEL or Boom and Poet $IçpO,ts APPROVED FACTORY4UILT HOUSIPJG These plans have been ipprOVsd piasuani teSte provisions ettheS*et. 0 CiStern!. N.sllh .ndSslkty Cod. Olvlklon 13 Pan S and the misistlOns adopted pw.usnt thereto. Approval herein doss not milkodm or upprov. any omission of deviation from State hess or valid local ordinances. This plan is approved as a bclldklg ocinpcnei*ajd1or buildIng slopm. and Is applicable only 10th. Design Ccndltlans as shown on lbs pl,$ Approval Oft: FEIJ 2 2001 By: Expiration Oat.: PLAN APPROVAL N RAD - 0 1c4 Ii E r VJSUL4COR OF CALIFORNIA FOAM SPLINE SPLICE DETAIL WOOD SPLINE I STUD SPLICE DETAIL Latex Caulk Latex Caulk Sandwich Panel to be fastened Sandwich Panel to be fastened to Foam 8pUnO to Wood Spline Foam Splino Wood SpllneorStud 7/19 Crown x 1112"x 16 04 7/10 Crown x 1112x 180a Staples @ r e.c., Typ stepiaroc.. Typ Sandwich Panel fastened Sandwich Panel fastened to Foam Spline to Wood Spllne Figure 4 - TYPICAL SPLICE DETAILS APPROVED FACTORY-BUILT HOUSING These plAns have been appNov0d pursuant to the provisions of the State 01 Cal Wa nil Health and Safely Cod.. DivisIon 13, Part 8 and the regulations ad.'., pursuant thereto. Approval hoWn does not authorize or approve any omission or deviation front State lAws or valid local-ordinances. This, plan Is approved as.a building component and/or building system. and Ii applicable oniti to the Design C nsfsh71i'i the plans. Approval Date, By: %iZ -A,, Expiretlon Dale FEB 12 '2oo 'f PLAN APPROVAL NO. RAD- 0f S4 Anchor Bolt Style Tie-Downs U Single or Double WOOD SPLINE. WALL PANEL splice Continuous to wall be Embedded Strap Style Tie-Downs INSULKOR OF CAUFORNIA Figure 5 - WALL PANEL ANCHORAGE DETAILS APPROVED FACTQRY4UILT HOUSING These plans lume been approved pursuant t.the previsions of the &d' of California Health and Safety Code, Olvlslon 13 Pad 6 and the rgulations adopted pursilanl thereto. Approval herein does not adhotau or approve any ointulon or deviation from State laws or valid local ordinances This plan Is approved as building component sndlorbuudlng syatom and Is applicable only to the Design Conditions es shown on the itians. AWroval FEB 12 2001 B Expiration oat.: FEB 12 PLAN APPROVAL APPROVAL NO. RAD - oiç4. o U X 0 X FM -J UI UI 9 U. uiI - S I MaU 29 02 03:31p INSUL-KOR Of California* 1-909-885-7008 P.3 %) First Floor TJI's T am'. aINumber: 70D1130 11.875 4r40 4 " TJI®/ProTM-15O JOIST @ 16.0" 0/c BEMUSA 1001 217102 7:52:08 AM Page I of I • Build Code: 146 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS F O R T H E A P P L I C A T I O N A N D L O A D S L I S T E D ()vrII flImneInn = fl iJ: 12J 13 17' Product Diagram Is Conceptual. LOADS: Analysis for Joist Member Supporting FLOOR - RES. Application. Loads(psf): 40 Live at 100% duration; 12 Dead; 0 Partition SUPPORTS: INPUT BEARING REACTIONS(lbs.) WIDTH LENGTH LIVE/DEAD/TOT. PLY DEPTH DETAIL OTHER I 2x4 Plate 3.50" 2.25' 315/70/385 1 11.9" Detail A3 1.25" LSL Rim 2 2x4 Plate 3.50" 3.5" 1001 /30011301 1 11.9" Detail B3 3 2x4 Plate 3.50" 2.25" 395/110/506 1 11.9" Detail A3 1.25' LSL Rim - See TJ SPECIFIER'S / BUILDER'S GUIDES for detail(s): A3, B3. DESIGN CONTROLS: MAXIMUM DESIGN CONTROL CONTROL Shear(lb) 701 658 1562 Passed(42%) Reaction(lb) 1301 1301 1895 Passed(69%) Mornent(ft-lb) 2000 2000 3765 Passed(53%) Live Defl.(in) 0.214 0.420 Passed(11941) Total Defl.(in) 0.265 0.840 Passed(U761) TJ-Pro Rating 42 40 Passed LOCATION Lt. end Span 2 under Floor loading Bearing 2 under Floor loading Rt end Span 1 under Floor-loading MID Span 2 under Floor ALTERNATE span loading MID Span 2 under Floor ALTERNATE span loading Span 2 - Allowable moment was increased for repetitive member usage. - Deflection Criteria: STANDARD(LL: 1/480, TL11240). - Deflection analysis is based on composite action with single layer of the appropriate sp a n - r a t e d , G L U E D & N A I L E D w o o d d e c k i n g - Bracing(Lu): All compression edges (top and bottom) must be braced at 2' 8" 0/c unless det a i l e d o t h e r w i s e . P r o p e r a t t a c h m e n t a n d positioning of lateral bracing is required to achieve member stability. - The load conditions considered in this design include Alternate member loading. TJ-Pro RATING SYSTEM The TJ-Pro (USA) Rating System value provides additional floor performance inform a t i o n a n d I s b a s e d o n a G l u e d & N a i l e d 2 3 1 3 2 O S B decking. The controlling span is supported by walls. Additional considerations for thi s r a t i n g i n c l u d e : C e i l i n g - None. A structural analysis of the deck has not been performed by the program. ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from software developed by Trus Joist ( T J ) . T J w a r r a n t s t h e s i z i n g o f i t s p r o d u c t s b y t h i s software will be accomplished in accordance with TJ product design criteria and code acce p t e d d e s i g n v a l u e s . T h e s p e c i f i c p r o d u c t application, input design loads, and stated dimensions have been provided by the sof t w a r e u s e r . T h i s o u t p u t h a s n o t b e e n r e v i e w e d b y a TJ Assoèiate. - Not all products are readily available. Check with your supplier or TJ technical representati v e f o r p r o d u c t a v a i l a b i l i t y . - THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOI D S T H 1 S : A N A L Y S I S . - Allowable Stress Design methodology was used for Code UBC analyzing the TJ Residential p r o d u c t l i s t e d a b o v e . PROJECT INFORMATION Myers Residence Kore Architecture (John Korelich OPERATOR INFORMATION: Weyerhaeuser Martin Lizardi 17400 Slover Ave., P.O. Box 487 Fontana, CA 92334 (909)879-2550 (909)877-3808 Copyright © 2000 by Trus Joist, a Weyemaeuser Business. Prow, TJ-Pro" and TJ-Beam"' are trademarks cf Trus Joist. TJI® is a registered trademark of Trus Joist. First Floor TJI's T.J-Beamv5.55 Serial Number 700113033 11.875" TJI®/ProTM_150 JOIST @ 16.0" o/c BEMUSA 1001 2/7/02 7:52:08AM Pege I of I 'Build Code: 146 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE A P P L I C A T I O N A N D L O A D S L I S T E D Ii [2j 13' 17 Product Diagram Is Conceptual. LOADS: Analysis for Joist Member Supporting FLOOR - RES. Application. Loads(psf): 40 Live at 100% duration; 12 Dead; 0 Partition SUPPORTS: l'JJT BEARING REACTIONS (lbs.) WIDTH LENGTH LIVE/DEAD/TOT. PLY DEPTH DETAIL OTHER I 2x4 Plate 3.50" 2.25" 315/70/385 1 11.9" Detail A3 1.25" LSL Rim 2 2x4 Plate 3.50" 3.5" 1001 / 300/1301 1 11.9" Detail 83 3 2x4 Plate 3.50" 2.25" 395 /110/506 1 11.9" Detail A3 1.25" LSL Rim - See TJ SPECIFIER'S I BUILDER'S GUIDES for detail(s): A3, B3. DESIGN CONTROLS: MAXIMUM DESIGN CONTROL CONTROL LOCATION Shear(lb) 701 658 1562 Passed(42%) Lt end Span 2 under Floor loading Reaction(lb) 1301 1301 1895 Passed(69%) Bearing 2 under Floor loading Moment(ft-lb) 2000 2000 3765 Passed(53%) Rt. end Span I under Floor loading Live Dell. (in) 0.214 0.420 Pèssed(U941) MID Span 2 under Floor ALTERNATE span loading Total DeIL(in) 0.265 0.840 Passed(L/761) MID Span 2 under Floor ALTERNATE span loading TJ-Pro Rating 42 40 Passed Span 2 - Allowable moment was increased for repetitive member usage. - Deflection Criteria: STANDARD(LL: U480, TL:L/240). - Deflection analysis is based on composite action with single layer of the appropriate span-rated, GL U E D & N A I L E D w o o d d e c k i n g . - 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. - The load conditions considered in this design include Alternate member loading. TJ-ProTr4 RATING SYSTEM The TJ-Pro (USA) Rating System value provides additional floor performance information and is base d o n a G l u e d & N a i l e d 2 3 / 3 2 O S B decking. The controlling span is supported by walls. Additional considerations for this rating i n c l u d e : C e i l i n g - None. A structural analysis of the deck has not been performed by the program. ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ w a r r a n t s t h e s i z i n g o f i t s p r o d u c t s b y t h i s software will be accomplished in accordance with TJ product design criteria and code accepted d e s i g n v a l u e s . T h e s p e c i f i c p r o d u c t application, input design loads, and stated dimensions have been provided by the software user. T h i s o u t p u t h a s n o t b e e n r e v i e w e d b y a TJ Associate. - Not all products are readily available. Check with your supplier or TJ technical representative f o r p r o d u c t a v a i l a b i l i t y . - THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS T H I S A N A L Y S I S . - Allowable Stress Design methodology was used for Code UBC analyzing the TJ Residential prod u c t l i s t e d a b o v e . PROJECT INFORMATION Myers Residence Kore Architecture (John Korelich OPERATOR INFORMATION: Weyerhaeuser Martin Lizardi 17400 Slover Ave., P.O.Box 487 Fontana, CA 92334 (909)879-2560 (909)877-3808 Copyright © 2000 by Trus Joist, a Weyerhaeuser Business. Pro", TJ-Pro" and TJBeamTh are trademarks of T r u s J o i s t . TJI® is a registered trademark ollrus Joist. j !r4.61- First Floor U's (Load Check) AL,fTII,U TJ-Beam'. v5.55 Serial Number: 700113033 BEAMUSA 1001 217/02 7:52:59AM 11.875" TJI®IProTM_150 JOIST @ 16.0" 0/c Page 1 of 1 • Build Code: 146 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS F O R T H E A P P L I C A T I O N A N D L O A D S L I S T E D F_ ng 17' Product Diagram is Conceptual. LOADS: Analysis for Joist Member Supporting FLOOR - RES. Application. Loads(psf): 40 Live at 100% duration; 12 Dead; 0 Partition SUPPORTS: INPUT BEARING REACTIONS(lbs.) WIDTH LENGTH LIVE/DEAD/TOT. PLY DEPTH DETAIL OTHER I 2x4 Plate 3.50" 2.25" 453 /136 /589 1 11.9" Detail A3 1.25" LSL Rim 2 2x4 Plate 3.50" 2.25" 453/136/589 1 11.9" Detail A3 1.25" LSL Rim - See TJ SPECIFIERS / BUILDER'S GUIDES for detail(s): A3. DESIGN CONTROLS: MAXIMUM DESIGN CONTROL CONTROL LOCATION Shear(lb) 575 569 1420 Passed(40%) Lt. end Span I under Floor;loading Reaction(lb) 575 575 1081 Passed(53%) Bearing 1 under Floor loading Moment(ft-Ib) 2383 2383 3765 Passed(63%) MID Span I under Floor loading Live Defl.(in) 0.305 0.415 Passed(U653) MID Span 1 under Floor loading Total Defl.(in) 0.396 0.829 Passed(11502) MID Span I under Floor loading TJ-Pro Rating 41 40 Passed Span I -Allowable moment was increased for repetitive member usage. - Deflection Criteria: STANDARD(LL: U480, TL:L/240). - Deflection analysis is based on composite action with single layer of the appropriate span-rate d , G L U E D & N A I L E D w o o d d e c k i n g - - 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.ProTM RATING SYSTEM The TJ-Pro (USA) Rating System value provides additional floor performance information a n d i s b a s e d o n a G l u e d & N a i l e d 2 3 / 3 2 O S B 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. ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). T J w a r r a n t s t h e s i z i n g o f i t s p r o d u c t s b y t h i s software will be accomplished in accordance with TJ product design criteria and co d e a c c e p t e d d e s i g n v a l u e s . T h e s p e c i f i c p r o d u c t application, input design loads, and stated dimensions have been provided by the sof tware 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 f o r p r o d u c t a v a i l a b i l i t y . - THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY' PRODUCT SUBSTITUTION VOID S T H I S A N A L Y S I S . - Allowable Stress Design methodology was used for Code USC analyzing the TJ Residential p r o d u c t l i s t e d a b o v e . PROJECT INFORMATION OPERATOR INFORMATION: I Myers Residence Weyerhaeuser Kore Architecture Martin Lizardi '9 (John Korelich 17400 Slover Ave., P.O. Box 487 Fontana, CA 92334 (909)879-2560 (909)877-3808 pynght @2000 by Trus Joist, a Weyerhaeuser Business. Prol?I. TJ-Pro and TJ-Beam' are trademarks of Trus Joist. J116 is a registered trademark of Trus Joist. First Floor TJI's (Load Check) TJ-Beam" v555 Serial Number 700113033 BEAMUSA 1001 217102 7:52:50 AM 11.875" TJ I®/Pro TM..1 50 JOIST @ 16.0" 0/c P&ge 1 of 1 Build Code: 146 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS F O R T H E A P P L I C A T I O N A N D L O A D S L I S T E D 17' Product Diagram is Conceptual. LOADS: Ad-vAysin f, dolsk Member Supporting rLUOf - I(ES. sApplicatián. Loads(psf): 40 Live at 100% duration; 12 Dead; 0 Partition SUPPORTS: INPUT BEARING RE.ACTIONS(lbs.) WIDTH LENGTH LIVE/DEAD/TOT. PLY DEPTH DETAIL OTHER I 2x4 Plate 3.50" 2.25" 453/136/589 1 11.9" Detail A3 1.25" LSL Rim 2 2x4 Plate. 3.50" 2.25" 453 / 136 /589 1 11.9" Detail A3 1.25" LSL Rim - See TJ SPECIFIER'S / BUILDER'S GUIDES for detail(s): A3. DESIGN CONTROLS: MAXIMUM DESIGN CONTROL CONTROL LOCATION Shear(lb) 575 569 1420 Passed(40%) Lt. end Span 1 under Floor loading Reaction(lb) 575 575 1081 Passed(53%) Bearing 1 under Floor loading Momentft-lb) 2383 2383 3765 Passed(63%) MID Span I under Floor loading Live Defl.(in) 0.305 0.415 Passed(U653) MID Span 1 under Floor loading Total Defl.(in) 0.396 0.829 Passed(U502) MID Span I under Floor loading TJ-Pro Rating 41 40 Passed Span I - Allowable moment was increased for repetitive member usage. - Deflection Criteria: STANDARD(LL: U480, TL1/240). - Deflection analysis is based on composite action with single layer of the appropriate s p a n - r a t e d , G L U E D & N A I L E D w o o d d e c k i n g . - Bracing(Lu): All compression edges (top and bottom) must be braced at 2'8" o/c unless d e t a i l e d o t h e r w i s e . P r o p e r a t t a c h m e n t a n d positioning of lateral bracing is required to achieve member stability. TJ.ProTM RATING SYSTEM The TJ-Pro (USA) Rating System value provides additional floor performance informatio n a n d i s b a s e d o n a G l u e d & N a i l e d 2 3 / 3 2 O S B decking. The controlling span is supported by walls. Additional considerations for this r a t i n g i n c l u d e : C e i l i n g - None. A structural analysis of the deck has not been performed by the program. ADDmoMAL NOTES: - IMPORTANT' The analysis presented is output from software developed by Trus Joist (TJ). T J w a r r a n t s t h e s i z i n g o f i t s p r o d u c t s b y t h i s software will be accomplished in accordance with TJ product design criteria and code accept e d d e s i g n v a l u e s . T h e s p e c i f i c p r o d u c t application, input design loads, and stated dimensions have been provided by the software u s e r . T h i s o u t p u t h a s n o t b e e n r e v i e w e d b y a TJ Associate. - Not all products are readily available. Check with your supplier or TJ technical representative f o r p r o d u c t a v a i l a b i l i t y . - THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY' PRODUCT SUBSTITUTION V O I D S T H I S A N A L Y S I S . - Allowable Stress Design methodology was used for Code USC analyzing the TJ Reside n t i a l p r o d u c t l i s t e d a b o v e . PROJECT INFORMATION OPERATOR INFORMATION: Myers Residence Weyerhaeuser Kore Architecture Martin Lizardi 19 (John Korelich 17400 Slover Ave., P.O.Box 487 l' Fontana, CA 92334 (909)879-2560 I' (909)877-3808 opy,1ght 0 2000 by Trus Joist, a Weyerhaeuser Business. Pro", TJ-Pro" and TJ-Beam" are trademarks of Trus Joist. Jl® Is a registered trademark of mis Joist. First Floor Flush Beam AusrIInd.c 'T,f.BeamlM '5.55 Serial Number 700113033 BEAMUSA 1111 217/02 8:27:54AM 3.5" x 11875" 1.7E TmberStrand€) LSL Page lofi Build Code: 146 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Dimension = 20' Product Diagram is Conceptual. LOADS: Analysis for-Beam Member Supporting FLOOR - RES. Application. Tributary Load Width: 15' Loads(psf): 40 Live at 100% duration; 12 Dead; 0 Partition SUPPORTS: INPUT BEARING REACTIONS(lbs.) WIDTH LENGTH LIVE/DEAD/TOT. PLY DEPTH DETAIL OTHER 1 Column 3.50" 2.25" 3116195414070 1 11.9" Detail A3 1.25" LSL Rim 2 Column 3.50" 3.5" 7630 / 2458 / 10087 1 11.9" Detail 83 3 Column 3.50" 2.25" 2216/454/2670 1 11.9" Detail A3 1.25" LSL Rim - See TJ SPECIFIER'S F BUILDER'S GUIDES for detail(s): A3, 83. DESIGN CONTROLS: MAXIMUM DESIGN CONTROL CONTROL LOCATION Shear(lb) 5604 4704 11083 Passed(42%) Rt end Span I under Floor loading Moment(ft-lb) 10778 10778 17840 Passed(60%) Rt. end Span 1 under Floor loading Live Defi.(in) 0.230 0.394 Passed(U618) MID Span 1 under Floor ALTERNATE span loading Total DefL(in) 0.292 0.592 Passed(U486) MID Span 1 under Floor ALTERNATE span loading - Deflection Criteria: STANDARD(LL: L/360, IL: U240). - Bracing(Lu): All compression edges (top and bottom) must be braced at 2' 8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. - The load conditions considered in this design include Alternate member loading. 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 Code UBC analyzing the TJ Residential product listed above. PROJECT INFORMATION Myers Residence Kore Architecture (John Korelich OPERATOR INFORMATION: Weyerhaeuser Martin Lizardi 17400 Slover Ave., P.O.Box 487 Fontana, CA 92334 (909)879-2560 (909)877-3808 Copyright @2000 by Trus Joist, a Weyerhaeuser Business. TJ-Pro"4 and TJ-Beam1" are trademarks of Trus Joist. limberStmnd@ is a registered trademark of Trus Joist. First Floor Flush Beam ., TJBeamTh v5.55 Serial Number 700113033 BEAMUSA liii 2/7/02 8:27:54AM 3.5" x 11.875" 1.7E TimberStrand® LSL Paãelof 1 Build Code: 146 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Overall Dimension = 20 2 Product Diagram Is Conceptual. LOADS: Analysis for Beam Member Supporting FLOOR - RES. Application. Tributary Load Width: 15 Loads(psf): 40 Live at 100% duration; 12 Dead; 0 Partition SUPPORTS: INPUT BEARING REACTIONS(lbs.) WIDTH LENGTH LIVE/DEAD/TOT. PLY DEPTH DETAIL OTHER 1 Column 3.50" 2.25" 3116/954/4070 1 11.91, Detail A3 1.25" LSL Rim 2 Column 3.50" 3.5" 7630/2458110087 1 11.91, Detail 83 3 Column 3.50" 2.25" 2.216/454/2670 1 11.9" Detail A3 1.25" LSL Rim - See TJ SpECIFIER'S / BUILDER'S GUIDES for detail(s): A3, B3. DESIGN CONTROLS: MAXIMUM DESIGN CONTROL CONTROL LOCATION Shear(lb) 5604 4704 11083 Passed(42%) Rt. end Span 1 under Floor loading Moment(ft-lb) 10778 10778 . 17840 Passed(60%) Rt end Span I under Floor loading Live Defl.(in) 0.230 0.394 Passed(11618) MID Span I under Floor ALTERNATE span loading Total DelL (in) 0.292 0.592 Passed(U486) MID Span 1 under Floor ALTERNATE span loading - Deflection Criteria: STANDARD(LL: 11360, TL:LJ240). - Bracing(Lu): Al compression edges (top and bottom) must be braced at 2'8" a/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. - The load conditions considered in this design include Alternate member loading. 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 Code UBC analyzing the TJ Residential product listed above. PROJECT INFORMATION Myers Residence Kore Architecture (John Korelich OPERATOR INFORMATION: Weyerhaeuser Martin Lizardi 17400 Slaver Ave., P.O. Box 487 Fontana, CA 92334 (909)879-2560 (909)877-3808 Copyright @2000 by Tnls Joist, a Weyerhaeuser Business. TJ-Pro' and TJ-Beam1" are trademarks of Trus Joist. T.mberStrand@ is a registered trademark of Trus Joist. '7e4t Second Floor TJI's TJ-Beam'M v5.55 Serial Number: 700113033 .875's TJI®/Pro TM.55O JOIST @ 16.0" 0/c BEAMUSA 1001 2tI/02 10:18:04 AM Page 1 of I Build code: 146 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LIST E D 20'6" Product Diagram is Conceptual. LOADS: Analysis for Joist Member Supporting FLOOR - RES. Application. Loads(psf): 40 Live at 100% duration; 12 Dead; 0 Partition SUPPORTS: INPUT BEARING REACTIONS(lbs.) WIDTH LENGTH LIVE/DEAD/TOT. PLY DEPTH DETAIL OTHER I 2x4 Stud Wall 3.50" 2.25" 547/164/711 1 11.9" Detail A3 1.25' LSL Rim 2 2x4 Stud Wall 3.50" 2.25" 547 /164/711 1 11.9" Detail A3 1.25" LSL Rim - See TJ SPECIFIERS I BUILDER'S GUIDES for detail(s): A3. DESIGN CONTROLS: MAXIMUM DESIGN CONTROL CONTROL LOCATION Shear(lb) 696 690 1925 Passed(36%) Lt end Span I under Floor loading Reaction(lb) 696 696 1539 Passed(45%) Bearing 1 under Floor loading Moment(ft-lb) 3496 3496 7982 Passed(44%) MID Span 1 under Floor loading Live Defl.(in) 0.332 0.502 Passed(U727) MID Span I under Floor loading Total Defi(in) 0.431 1.004 Passed(U559) MID Span 1 under Floor loading TJ-Pro Rating 43 40 Passed Span I - Allowable moment was increased for repetitive member usage. - Deflection Criteria: STANDARD(LL: L1480, TL:1J240). - Deflection analysis is based on composite action with single layer of the appropriate span-rated, GLUED & NAILED wood decking. - Bracing(Lu): All compression edges (top and bottom) must be braced at 2' 8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. TJPr&M RATING SYSTEM The TJ-Pro (USA) Rating System value provides additional floor performance information and is based on a Glued & Nailed 23/32 058 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. 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 Code UBC analyzing the TJ Residential product listed above. PROJECT INFORMATION Myers Residence Kore Architecture (John Korelich OPERATOR INFORMATION: Weyerhaeuser Martin Lizardi 17400 Slover Ave., P.O. Box 487 Fontana, CA 92334 (909)879-2560 (909)877-3808 Copyright © 2000 by Trus Joist, a Weyerhaeuser Business. Prom4, TJ-ProTm and TJ-Beam are trademarks of True Joist. TJI® is a registered trademark of This Joist. Second Floor TJI's M TJ.Beam'M v555 Serial Number 700113033 11.875 TJI®/Pr0TM550 JOIST @ 16.0" 0/c BFAMUSA• 1001 217102 10:18:04AM ?age 1 of 1 Build Code: 146 " THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LIST E D 20' Product Diagram is Conceptual. LOADS: Analysis for Joist Member Supporting FLOOR - RES. Application. Loads(psf): 40 Live at 100% duration; 12 Dead; 0 Partition SUPPORTS: INPUT BEARING REACTIONS(Ibs.) WIDTH LENGTH LIVE/DEAD/TOT. PLY DEPTH DETAIL OTHER I 2x4 Stud Wall 3.50" 2.25" 547 /164 /711 1 11.9" Detail A3 1.25" LSL Rim 2 2x4 Stud Wall 3.50" 2.25" 547/164/711 1 11.9' Detail A3 1.25" LSL Rim - See TJ SPECIFIER'S / BUILDER'S GUIDES for detail(s): A3. DESIGN CONTROLS: MAXIMUM DESIGN CONTROL CONTROL LOCATION ShearQb) 696 690 1925 Passed(36%) Lt end Span 1 under Floor loading Reaction(Ib) 696 696 1539 Passed(45%) Bearing 1 under Floor loading Moment(ft-lb) 3496 3496 7982 Passed(44%) MID Span 1 under Floor loading Live Defl.(in) 0.332 0.502 Passed(L1727) MID Span I under Floor loading Total Defl.(in) 0.431 1.004 Passed(L1559) MID Span I under Floor loading TJ-Pro Rating 43 40 Passed Span 1 - Allowable moment was increased for repetitive member usage. - Deflection Criteria: STANDARD(LL: [.1480, TL1/240). - Deflection analysis is based on composite action with single layer of the appropriate span-rated, GLUED & NAILED wood decking. - Bracing(Lu): All compression edges (top and bottom) must be braced at 2'8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. TJ-ProTm RATING SYSTEM The TJ-Pro (USA) Rating System value provides additional floor performance information and is based on a Glued & Nailed 23/ 3 2 O S B 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. 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 produ c t application, input design loads, and stated dimensions have been provided by the software user. This output has not been revi e w e d b y aTJ 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 Code UBC analyzing the TJ Residential product listed above. PROJECT INFORMATION Myers Residence Kore Architecture (John Korelich OPERATOR INFORMATION: Weyerhaeuser Martin Lizardi 17400 Slover Ave., P.O.Box 487 Fontana, CA 92334 (909)879-2580 (909)877-3808 Copyright @ 2000 by Trus Joist, a Weyerhaeuser Business. Pro", TJ-Pro" and TJ.BeamA are trademarks of Trus Joist. TJI® is a registered trademark of Trus Joist. 4 Second Floor TJI's TJ-Beam v5.55 SerialNurnber 700113033 11.875" TJI®/Pr0TM250 JOIST @ 16.0" o/c 8EMUSA 1001 2/7/02 10:03:51 AM Page 1 of I Build Code: 146 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED 18' Product Diagram is Conceptual. LOADS: Analysis for Joist Member Supporting FLOOR - RES. Application. Loads(psf): 40 Live at 100% duration; 12 Dead; 0 Partition SUPPORTS: INPUT BEARING REACTIONS(lbs.) WIDTH LENGTH LIVE/DEAD/TOT. PLY DEPTH DETAIL OTHER 1 2x4 Stud Wall 3.50" 2.25" 480/144/624 1 11.9' Detail A3 1.25" LSL Rim 2 2x4 Stud Wall 3.50" 2.25" 480/144 / 624 1 11.9" Detail A3 1.25' LSL Rim - See TJ SPECIFIER'S / BUILDER'S GUIDES for detail(s): A3. DESIGN CONTROLS: MAXIMUM DESIGN CONTROL CONTROL LOCATION Shear(lb) 610 604 1420 Passed(43%) Lt. end Span I under Floor loading Reaction(lb) 610 610 1131 Passed(54%) Bearing I under Floor loading Moment(ft.-Ib) 2680 2680 44$0 Passed(60%) MID Span I under Floor loading Live Defl.(in) 0.338 0.440 Passed(11624) MID Span I under Floor loading Total DefL(iri) 0.440 0.879 Passed(U480) MID Span 1 under Floor loading TJ-Pro Rating 40 40 Passed Span 1 - Allowable moment was increased for repetitive member usage. - Deflection Criteria: STANDARD(LL: L/480, TL:L/240). - Deflection analysis is based on composite action with single layer of the appropriate span-rated, 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-ProIT4 RATING SYSTEM The TJ-Pro (USA) Rating System value provides additional floor performance information and is based on a Glued & Nailed 23/32 OSB 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. 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 ONLYI PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Code UBC analyzing the TJ Residential product listed above. PROJECT INFORMATION Myers Residence Kore Architecture (John Korelich I OPERATOR INFORMATION: Weyerhaeuser Martin Lizardi 17400 Slover Ave., P.O. Box 487 Fontana, CA 92334 (909)879-2560 (909)877-3808 Copyright® 2000 by Trus Joist, a Weyerhaeuser Business. Pr&", TJ.ProT and TJ.BeamTM are trademarks of Ts Joist. TJI® is a registered trademark of Trus Joist. . 0 0 eo—w9.'i$t Second Floor 1.11's TJ-Beam'' v555 Serial Number 700113033 11.875" TJI®/Pr0TM -250 JOIST @ 16.0" 0/c I3EAMUS?/ 1001 2/7/02 10:03:51 AM Page 1 of 1 Build Code: 146 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE AP P L I C A T I O N A N D L O A D S L I S T E D P i): -k —18' Product Diagram Is Conceptual. LOADS: Analysis for Joist Member Supporting FLOOR - RES. Application. Loads(psf): 40 Live at 100% duration; 12 Dead; 0 Partition SUPPORTS: INPUT BEARING REACTIONS(lbs.) WIDTH LENGTH LIVE/DEAD/TOT. PLY DEPTH DETAIL OTHER 1 2x4 Stud Waif 3.50" 2.25" 480 /144 1624 1 11.9" Detail A3 1.25" LSL Rim 2 2x4 Stud Wall 3.50" 2.25" 480/144/624 1 11.9" Detail A3 1.25" LSL Rim - See TJ SPECIFiER'S / BUILDERS GUIDES for detail(s): A3. DESIGN CONTROLS: MAXiMUM DESIGN CONTROL CONTROL LOCATION Shear(lb) 610 604 1420 Passed(43%) Lt end Span I under Floor loading Reaction(lb) 610 610 1131 Passed(54%) Bearing 1 under Floor loading Moment(ft-Ib) 2680 2680 4430 Passed(60%) MID Span I under Floor loading Live Defl.(in) 0.338 0.440 Passed(U624) MID Span 1 under Floor loading Total Defl.(in) 0.440 0.879 Passed(U480) MID Span 1 under Floor loading TJ-Pro Rating 40 40 Passed Span 1 - Allowable moment was increased for repetitive member usage. - Deflection Criteria: STANDARD(LL: 1/480, TL:U240). - Deflection analysis is based on composite action with single layer of the appropriate span-rat e d , G L U E D & N A I L E D w o o d d e c k i n g . - Bracing(Lu): All compression edges (top and bottom) must be braced at 2' 8" o/c unless detailed o t h e r w i s e . P r o p e r a t t a c h m e n t a n d positioning of lateral bracing is required to achieve member stability. TJPr&N RATING SYSTEM The TJ-Pro (USA) Rating System value provides additional floor performance information an d i s b a s e d o n G l u e d & N a i l e d 2 3 / 3 2 O S B . decking. The controlling span is supported by walls. Additional considerations for this rati n g i n c l u d e : C e i l i n g - None. A stiuctural analysis of the deck has not been performed by the program. ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist (Ti). T J w a r r a n t s t h e s i z i n g o f i t s p r o d u c t s b y t h i s software will be accomplished in accordance with TJ product design criteria and code ac c e p t e d d e s i g n v a l u e s . T h e s p e c i f i c p r o d u c t application, input design loads, and stated dimensions have been provided by the software user. T h i s o u t p u t h a s n o t b e e n r e v i e w e d b y a TJ Associate. - Not all products are readily available. Check with your supplier or TJ technical representative f o r p r o d u c t a v a i l a b i l i t y . - THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOI D S T H I S A N A L Y S I S . - Allowable Stress Design methodology was used for Code UBC analyzing the TJ Residential pro d u c t l i s t e d a b o v e . PROJECT INFORMATION Myers Residence Kore Architecture (John Korelich OPERATOR INFORMATION: Weyerhaeuser Martin Lizardi 17400 Slover Ave., P.O. Box 487 Fontana, CA 92334 (909)879-2560 (909)877-3808 Copyright @ 2000 by This Joist, a Weyerhaeuser Business. PrO'TM, TJ-Pro" and TJ.Beamm l a r e t r a d e m a r k s o f T r u s J o i s t . TJI® is a registered trademark of Trus Joist. Panel with fowi SPIU15S 'Panel 3.825 EPS Core Thickness with 52 SPF wood splines 3AW EPS Core Thickness 8 L/180 50 61 L/240 50 59 L1380 35 41 10 L!180 40 46 Lt240 35 39 L/360 23 26 12 L/180 31 35 1./240 23 26 14 W80 24 1-1240 1.1360 18 L1180 - - L1240 - - 360 —. - 18 lJ180 - - L!240 - - U360 - - 20 L/180 I - - 1/240 I - - '<1 3.92r PANEL Allowable Axial Loads for Panels, PLF 3.62r EPS ORM-11111dMillp- 9 2500 /1 Allowable Uniform Header Loads for openings cut out from a solid panel , PLF 3.626 EPS Core Thickness 4 900 5 570 6 400 7 lii 8 300 Headers nave a minimum depth or lz incnes. 2Headers require minimum 12 wide stçport walls at each end. INSUL.I(OR OF CALIFORNIA Allowable Shearwall Loads for Panels, PLF with wood splines MMOMI Panels 3826 EPS Core Thickness Minimirni he1ght4ow1dth 260 iedois21 Allowable Uniform Header Loads for openings framed with strip of panel, PLF 9~ r3—&W EPS Core Thickness - 5 260 6 260 7 M 8 4 260 260 Headers have a maTimum aepm or iz lncnes. 2Headern require minimum IT wide supports at each end. Allowable Transverse Loads for Panels with foam or wood splines, pet APPROVED FACTORY-BUILT HOUSING Theee plans have been approved pursuant toh. providomoftlie siatsof California Hh reid Safety Caft Division 13 part and the reuadons adopted puniestitherelo. Approval herein does not autltorlae or approve any omission or deviation from State laws or valid local otdhiance. This plan is approved as building component and/or bielding syalem.aiid: is applicable only to the Design Conditions as ehavmco the plans. FEB 1. 2 ZOO Approvaate: B Eon Ode: FEB 1 2 tU0, PLAN APPROVAL W. RAD - o/ç4 O(2t 800L-988-606-I etua041te3 rn rn)l-inswi dt:o 20 62 Rew GEOTECHNICAL EXPLORATION, INC. SOIL & FOUNDATION ENGINEERING • GROUNDWATER HAZARDOUS MATERIALS MANAGEMENT • ENGINEERING GEOLOGY 24 January 2002 Mr. John Myers do VARIGON SAN DIEGO, INC. 4725 Mercury Street San Diego, CA 92111 Job No. 01-8119 Subject: Addendum to Reøort of Preliminary Geotechnical Investigation Proposed Myers Residence 213 and 215 Normandy Lane Carlsbad, California Dear Mr. Myers: Per your request, we herein addend our referenced preliminary report regarding your proposed residential project. We understand that you have requested we provide underpinning/sIster footing recommendations in addition to the new foundation recommendations we have previously provided. Further, you have asked usto clarify our recommendations for recompaction of loose site soils. We understand that most of the existing structure on the site will be demolished, however, the original south and west stem walls and foundations may remain. We have recommended that new foundations be a minimum of 18 inches deep, 12 inches in width, and be founded in medium dense to dense material (formation) or properly compacted soils. Should it be desired to keep the south and west foundations, they would require modification to meet the required depth and width requirements. Currently, both of these foundations bear on medium dense to dense natural terrace soils. The south wall foundation would require deepening to meet the required minimum depth of 18 inches (based on the dimensions of the existing foundation, as exposed in, our exploratory excavation t pit.. HP:-1 in our referenced report). The western foundation would require both, underpinning, and a sister footing to meet the minimum depth and width requirements. I 7420 TRADE STREET • SAN DIEGO, CA 92121 • (858) 549-7222 • FAX: (858) 549-1604 • E-MAIL: geotech@ixpres.com -4 Myers Residence Job No. 01-8119 Carlsbad, California Page 2 We have reviewed a foundation detail prepared by John Korelitch, the project architect (Change to Plan/Construction Documents, City of Carlsbad Permit #CB012990, Foundation Detail 1/Si). We recommend this detail be modified such that the proposed sister footing is a minimum of 12 inches wide and 18 inches deep. Further, the sister footing shall be reinforced per the recommendations for new foundations (see Section VII of our report, page 12, item 10. 1), i.e., four No. 5 bars, two near the top and two near the bottom. 11 With respect to required soil removal and recompaction, we refer to our original report, Section VII, Conclusions and Recommendations, page 8, item 2. Removal and recompaction is required only in proposed new building and improvement areas (extending for a distance of at least 5 feet beyond the perimeter where possible) or as per the indications of our field representative. This depth is expected to be approximately 1 to 2 feet in the proposed building and improvement areas. Note that removal and recompaction of loose soils is not required across the entire site; only in proposed new improvement areas. With respect to the referenced project plans, those areas are only those where new footings and/or slabs will be. We anticipate that removal and recompaction can be achieved by use of equipment such as a backhoe excavator with sheepsfoot extension, gas-powered hand tampers/wackers, walk-behind vibratory sheepsfoot compactors, etc. Note that our field representative can identify those areas requiring removal and recompaction following demolition activities. These will be documented and tested for minimum compaction requirements during recompaction activities as part of required special' inspection for the project. -, Myers Resdence Job No. 01-8119 Carlsbad, California Page 3 This opportunity to be of service is sincerely appreciated. Should you have any. questions regarding this matter, please feel free to contact our office. Reference to our Job No. 01-8119 will help to expedite a response to your inquiries.. Respectfully submitted, GOTCHNICAL EXPLORATQN, INC. DonJC. Vaughn, P(ojecCdprdinator I Jaime A. Cerros, P.E. R.C.E. 34422/G.E. 2007 Senior Geotéchnical Engineer DCV/JAC/pj 0F ESsi0 d. -' c II &.0 cc:(j No. 002007 ii K Exp. 9/,g)J REPORT OF PRELIMINARY GEOTECHNICAL INVESTIGATION Proposed Myers Residence 213 & 215 Normandy Lane Carlsbad, California JOB NO. 01-8119 16 January 2002 Prepared for: Mr. John Myers GEOTECHNICAL EXPLORATION, INC. SOIL & FOUNDATION ENGINEERING • GROUNDWATER HAZARDOUS MATERIALS MANAGEMENT • ENGINEERING GEOLOGY 16 January 2002 Mr. John Myers. c/o VARIGON SAN DIEGO, INC. 4725 Mercury Street San Diego, CA 92111 Job No. 01-8119 Subject: Renort of Preliminary Geotechnical Investigation Proposed Myers Residence 213 & 215 Normandy Lane Carlsbad, California Dear Mr. Myers: In accordance with your request and per our proposal dated November 9, 2001, Geotechnical Exploration, Inc. has prepared this report of preliminary geotechnical investigation for the subject site. The field work was performed on November 16, 2001. It is our understanding that the existing residence and improvements on the site are to be demolished and the site is being developed to receive a new single-family residence with an attached deck over carport and associated improvements. The new residential structure is to be a maximum of two stories in height and will be constructed of standard-type building materials utilizing raised-wood floors and a concrete slab-on-grade foundation system. The purpose of our investigation was to evaluate the soil conditions in the proposed building areas, recommend any necessary site preparation procedures, assess the allowable bearing value of the on-site soils, and to provide design recommendations for foundations and improvements. Our investigation revealed that the site is underlain by medium dense to dense formational materials with a surficial covering of approximately 1 to 2 feet of residual terrace materials in the proposed building areas. The loose to medium dense, low expansive, slightly silty, fine to medium sand surface soils will not provide a stable soil base for the proposed improvements. Also, foundation demolition activities will disturb the upper 1 to 2 feet of the site soils. As such, we recommend that these surficial soils be removed and recompacted as part of site preparation prior to the addition of any new fill or structural improvements. The underlying medium dense to dense formational materials have good load-bearing 7420 TRADE STREET • SAN DIEGO, CA 92121 • (858) 549-7222 • FAX: (858) 549-1604 • E-MAIL: geotech@ixpres.com 2 properties and will provide a stable soil base for the proposed recompacted fill soils, foundations and improvements. In our opinion, if the conclusions and recommendations presented in this report are implemented during site preparation, the site will be suited for the proposed structure and improvements.. This opportunity to be of service is sincerely appreciated. Should you have any questions, concerning the following report, please do not hesitate to contact us. Reference to our Job No. 01-8119 will expedite ai response to your inquiries. Respectfully submitted, GEOTECHNICAL EXPLORATION, INC. grn OFE A. Cerros, P.E R.C.E. 34422/G.E. 2007 Senior Geotechnical Engineer 52 DCV/JAC/pj t\ O 91301,03 L~ O27 TABLE OF CONTENTS PAGE I. SCOPE OF WORK 1 II. SITE DESCRIPTION 2 III. FIELD INVESTIGATION 2 IV. DESCRIPTION OF SOILS , 3 V GROUNDWATER 4 VI. LABORATORY TESTS AND SOIL INFORMATION 5 VII. CONCLUSION AND RECOMMENDATIONS 7 VIII. GRADING NOTES 18 IX. LIMITATIONS 19 FIGURES Ia. Vicinity Map lb. Plot Plan IIa-d. Exploratory Excavation Logs III. Laboratory Test Results APPENDICES. Unified Soil Classification System General Earthwork Specifications REPORT OF PRELIMINARY GEOTECHNICAL INVESTIGATION Proposed Myers Residence 213 & 215 Normandy Lane Carlsbad, California Job No. 01-8119 The following report presents the findings and recommendations of Geotechnical Exploration, Inc. for the subject project. I. SCOPE OF WORK It is our understanding, based on communications with Mr. John Korelich, Architect, that the existing two-story, two-unit building and improvements on the site are to be demolished and the site is being developed to receive a new single-family residence with an attached deck over carport and associated improvements. The residential structure is to be a maximum of two stories in height and will be constructed of standard-type building materials utilizing a perimeter foundation system with raised-wood floors and concrete slab on-grade (in the garage). With the above in mind, the Scope of Work is briefly outlined as follows: Identify and classify the surface and subsurface soils in the area of the proposed construction, in conformance with the Unified Soil Classification System (refer to Appendix A). Recommend site preparation procedures. Recommend the allowable bearing capacities for the on-site medium dense to dense natural soils and recompacted surficial natural soils. Evaluate the settlement potential of the bearing soils under the proposed structural loads. Proposed Myers Residence Carlsbad, California Job No. 01-8119 Page 2 5. Recommend preliminary foundation design information and provide active and passive earth pressures to be utilized in design of any proposed foundation structures. II. SITE DESCRIPTION The property is known as Assessors Parcel No. 203-023-21, Lot 34 of Granville Park, according to Recorded Map 1782, in the City of Carlsbad, County. of San Diego, State of California (see Figure 'No. la for Vicinity Map). The site, consisting of approximately 2500 square feet, is located on the southeast corner of the intersection of Garfield Street and Normandy La.ne. The property is bordered on the northwest by Normandy Lane; on the southeast by an existing single-family residence; on the southwest by Garfield Street; and on the northeast by a multi- family residential building. Access to the property is provided by an asphaltic- concrete driveway from Normandy Lane (see Figure No. lb for Plot Plan). The existing structure on the site at the time of our investigation is a 1929-era, two-story, two-unit residential building with a perimeter concrete foundation and raised wood floors. Current plans include demolishing the existing building. Vegetation on the site consists primarily of scattered shrubbery, lawn grass and hedges along the north, west and east property lines. The property and general area are relatively level. Survey information concerning actual elevations across the site was not available. III. FIELD INVESTIGATION Four exploratory excavations were placed on the site, specifically in areas where the new structure and improvements are to be located, and where access permitted. Proposed Myers Residence Carlsbad, California Job No. 01-8119 Page 3 The soil in the exploratory excavations was logged by our field representative, and samples were taken of the predominant soils throughout the field operation. Excavation logs have been prepared on the basis of our observations and the results have been summarized on Figure No. II. The predominant soils have been classified in conformance with the Unified Soil Classification System (refer to Appendix A). I IV. DESCRIPTION OF SOILS Our investigation and review of pertinent geologic maps and reports indicates that dense Quaternary-age MarineTerrace (Qt) formational material underlies the entire site. The encountered soil profile consists of approximately 1 to 2 feet of loose to medium dense residual terrace material on the surface of the site. The surficial materials consist of dark brown, slightly silty fine to medium sand with some roots in the upper 10 inches. These surficial soils are considered to be of variable density, of low expansion potential, and not suitable in their current condition for bearing support. Refer to Figure Nos. II and III for details. The surficial soils are underlain by medium dense to dense marine terrace formational material consisting of orange-brown to dark brown, medium dense to dense, slightly silty, fine to medium sand. They are, in general, of very low expansion potential and have good bearing strength characteristics. Refer to Figure Nos. II and III for details. The existing structure's foundation was exposed in three exploratory excavations (refer to Figure No. II). It was found to range from 15 to 23 inches in depth and 7 to 12 inches in width. In two locations it was measured to be only 7 to 8 inches wide. This width is considered too narrow to support the proposed new residential structure. Proposed Myers Residence Carlsbad, California Job No. 01-8119 Page 4 V. GROUNDWATER No groundwater was encountered during our field investigation and we do not expect significant problems to develop in the future -- if the property is developed as recommended herein and proper drainage is maintained. However, the potential does exist for a perched water condition to develop if rainwater and irrigation waters are allowed to infiltrate through loose surface soils and encounter the less permeable formation, or flow beneath the structure along utility laterals if not properly sealed at footing penetrations. If such a perched water condition develops, remedial action such as placement of subdrains may have to be taken. Attempts must be made to prevent a perched water condition by providing proper surface drainage. We recommend that subsurface drainage with a properly designed and constructed french drain system be utilized along with continuous waterproofing and back drainage behind any perimeter stem walls for. raised-wood floor areas where the outside grades are higher than the crawl space grades. Furthermore, crawl spaces shall be provided with the proper cross-ventilation to help reduce the potential for moisture-related problems to develop. It should also be kept in mind that any required grading on the site may change surface drainage patterns and/or reduce permeabilities due to the densification of compacted soils. Such changes of surface and subsurface hydrologic conditions, plus irrigation of landscaping or significant increases in rainfall, may result in the appearance of surface or near-surface water at locations where none existed previously. The damage from such water is expected to be localized and cosmetic in nature, if good positive drainage is implemented, as recommended in this report, during and at the completion of construction. Proposed Myers Residence Job No. 01-8119 Carlsbad, California Page It must be understood, however, that unless discovered during initial site exploration or encountered during site grading operations, it is extremely difficult to predict if or where perched or true groundwater conditions may appear in the future. When site fill or formational soils are fine-grained and of low permeability, water problems may not become apparent for extended periods of time. Water conditions encountered during construction should 'be evaluated and remedied by the project civil and geotechnical consultants. The project builder and homeowner, however, must realize that post-construction appearances of groundwater may have to be dealt with on a site-specific basis. The alternative to the possible post-construction, site-specific appearance and resolution of subsurface water problems is the design and construction of extensive subdrain dewatering systems during the initial site development process. This option is usually selected when there is sufficient evidence duringi initial exploration or site grading to indicate such efforts are warranted. VI. LABORATORY TESTS AND SOIL INFORMATION Laboratory tests were performed on disturbed and relatively undisturbed soil samples in order to evaluate their physical and mechanical properties and their ability to support the proposed structure and improvements. The following tests were conducted on the sampled soils: Moisture/Density Relations (ASTM D1557-98, Method A) Density Measurements (ASTM D1188-90 and D1556-98) Expansion Test (UBC Test. Method 29-2) Mechanical Analysis (ASTM D422-98) Proposed Myers Residence Job No. 01-8119 Carlsbad, California Page 6 The relationship between the moisture and density of remolded soil samples gives qualitative information regarding the soil strength characteristics and compaction soil conditions. to be anticipated during any future grading operation. The expansion potential of the on-site soils was determined utilizing the Uniform Building Code Test Method for Expansive Soils (UBC Standard No. 29-2). In accordance with the UBC (Table 18-1-B), expansive soils are classified as follows: EXPANSION INDEX POTENTIAL EXPANSION 0 to 20 Very low 21 to 50 Low 51 to 90 Medium 91 to 130 High Above 130 Very high According to the UBC Test Method for Expansive Soils, the tested on-site silty sand soils can be classified as low expansive, with an expansion index of less than 20. The Mechanical Analysis Test was used to aid in the classification of the soils according to the Unified Soil Classification System. Based on laboratory test data, our observations of the primary soil types on the project, and our previous experience with laboratory testing of similar soils, our Geotechnical Engineer had assigned conservative values for friction angle, coefficient of friction, and cohesion to those soils which will have significant lateral support or bearing functions on the project. The assigned values are presented in Figure No. III and have been utilized in recommending the allowable bearing capacity as well as active and passive earth pressures fOr foundation designs. Proposed Myers Residence Job No. 01-8119 Carlsbad, California Page 7 VII. CONCLUSIONS AND RECOMMENDATIONS The following conclusions and recommendations are based upon the practical field investigation conducted by our firm, and resulting laboratory tests, in conjunction with our knowledge and experience with the soils in the Carlsbad area of the County of San Diego. Our investigation revealed the site is underlain by medium dense to dense formational materials with some loose to medium dense residual soil in the upper 1 to 2 feet of the proposed improvement areas. In their present condition, the loose surficial residual soils will not provide a stable base for the proposed structure and improvements. Additionally, proposed demolition activities will disturb the surface soils to depths between 1 and 2 feet. As such, we recommend that these surficial soils be removed and recompacted as part of site preparation prior to the addition of any new fill or structural improvements. Further, in our opinion, the existing foundations are too narrow to economically retrofit (such as by tieing into a new sister footing). Therefore, we recommend the existing foundation be demolished and replaced with a new foundation. We recommend that new foundations rely on the properly recompacted soils for support. The underlying dense formational materials have good load-bearing properties and will provide a stable soil base for the proposed structure and associated improvements. A. PreDaration of Soils for Site DeveloDment 1. Construction debris from the building demolition, and vegetation observed on the site, must be removed prior to the preparation of the building pad and/or Proposed Myers Residence Job No. 01-8119 Carlsbad, California Page 8 areas to receive new structural improvements. This includes any roots from shrubbery and trees that could cause damage to new foundations and slabs. 2. In order to provide a uniform, firm soils base for the proposed structure and major improvements, the existing variable density residual soil materials located in the proposed building and improvement areas (and the soils disturbed during demolition) and extending for a distance of at least 5 feet beyond the perimeter thereof (where possible), shall be excavated to expose firm, native soil, or as per the indications of our field representative. This depth is expected to be approximately 1 to 2 feet in, the building and improvement areas (see Figure Nos. lb and IIa-d). The excavated loose soils shall be cleaned of any debris and deleterious materials, watered to the approximate optimum moisture content, placed where needed to reach planned grades, and compacted to at least 90 percent of Maximum Dry Density, in accordance with ASTM D1557-98 standards. Any areas, that are to support proposed improvements or retaining structures should be prepared in a like manner. In proposed slab-on-grade areas (e.g., the garage), pads with transition cut/fill lines shall be overexcavated in the cut portion to a depth of at least 2 feet and be properly moisture conditioned and recompacted. Foundation bottoms shall consist entirely of properly recompacted fill soils or entirely of dense formational material. Another option may consist of providing the fill soils (of low expansion potential) with a relative compaction not less than 95 percent of Maximum Dry Density. We do not anticipate that medium or highly expansive clay soils will be encountered during grading. Should such soils be encountered and used as fill, however, they shall be scarified, moisture conditioned to at least 5 percent above optimum moisture content, and be compacted to between 88 Proposed Myers Residence Job No. 01-8119 Carlsbad, California Page 9 and 92 percent. These soils shall preferably be placed in exterior yard area fills rather than in structural areas. All foundations shall be either all on fill or all in formational soils. If on fills, the recompacted fill under 18-inch-deep foundations shall be not less than 1 foot. No uncontrolled fill soils shall remain on the site after completion of any future site work. In the event that temporary ramps or pads are constructed of uncontrolled fill soils, the loose fill soils shall be removed and/or recompacted prior to completion of the grading operation. Any buried objects or abandoned utility lines, etc., which might be discovered in the construction areas, shall be removed and the excavation properly backfilled with approved on-site or imported fill soils and compacted to at least 90 percent of Maximum Dry Density. Any backfill soils placed in utility trenches or behind retaining walls that support structures and other improvements (such as patios, sidewalks, driveways, pavements, etc.) shall be compacted to at. least 90 percent of Maximum Dry Density. Backfill soils placed behind retaining walls and/or crawl space retaining walls shall be installed as early as the retaining walls are capable of supporting lateral loads. B. Design Parameters for Pronosed Foundations For foundation design of new footings, based on the assumption that new footings will be placed at least 18 inches into medium dense to dense natural (formational) soils or properly compacted fill soils, we provide a preliminary Proposed Myers Residence Job No. 01-8119 Carlsbad, California Page 10 allowable soil bearing capacity equal to 2,000 pounds per square foot (psf). This applies to footings at least 18 inches into the bearing soils and at least 12 inches in width. The depth of embedment shall be measured from the lowest adjacent grade and from the upper surface of properly compacted fill or dense natural soil. For wider and/or deeper footings, the allowable soil bearing capacity may be calculated based on the following equation: Qa = 1000D+500W where "Qa" is the allowable soil bearing capacity (in psf); "D" is the depth of the footing (in feet) as measured from the •lowest adjacent grade; and "W" is the width of the footing (in feet). The allowable soil bearing capacity may be increased one-third for analysis including wind or earthquake loads. Up to 6,000 psf may be allowed for vertical bearing capacity for foundations in dense, sound rock or properly compacted fill. 7. The passive earth pressure of the encountered dense, natural-ground soils and properly recompacted fill soils (to be used for design of shallow foundations and footings to resist the lateral forces) shall be based on an Equivalent Fluid Weight of 275 pounds per cubic foot. This passive earth pressure shall only be considered valid for design if the ground adjacent to Proposed Myers Residence Carlsbad, California Job No. 01-8119 Page 11 the foundation structure is medium dense to dense and essentially level for a distance of at least three times the total depth of the foundation. A Coefficient of Friction of 0.40 times the dead load may be used to calculate friction force between the bearing soils and concrete wall foundations or structure foundations and floor slabs. The following table summarizes site-specific seismic design criteria to calculate the base shear needed for the design of the residential structure. The design criteria was obtained from the Uniform Building Code (1997 edition) and is also based on the soil profile type and conditions, and the distance to the closest active fault (the Newport-Inglewood Fault is approximately 4 miles to the. west of the site). Parameter Value Reference Seismic Zone Factor, Z 0.40 Table 16-I Soil Profile Type Sc Table 16-3 Seismic Coefficient, Ca 0.40Na Table 16-Q Seismic, Coefficient, C, 0.56N Table 16-R Near-Source Factor, Na 1.0 Table 16-S Near-Source Factor, N 1.0 Table 16-T Seismic Source Type B Table 16-U Our experience indicates that, for various resons, footings and slabs occasionally crack, causing brittle surfaces to become damaged. Therefore, we recommend that all conventional shallow footings and slabs-on-grade contain at least a minimum amount of reinforcing steel to reduce the separation of cracks, should they occur. Proposed Myers Residence Job No. 01-8119 Carlsbad, California Page 12 10.1 A minimum of steel for continuous footings should include at least four No. 5 steel bars continuous, with two bars near the bottom of the footing and two bars near the top. 10.2 Isolated square footings should contain, as a minimum, a grid of three No. 4 steel bars on 12-inch centers, both ways, with no less than three bars each way. 10.3 The carport area slab should be a minimum of 4 inches actual thickness and be reinforced with No. 3 bars on 18-inch centers, both ways, placed at midheight in the slab. The garage slab area may be built on properly compacted on-site soils or on a 4-inch-thick gravel layer (consisting of crushed rock 3/4-inch in maximum diameter). Slab subgrade soil shall be verified by a Geotechnical Exploration, Inc. representative to have the proper moisture content within 48 hours prior to placement of the vapor barrier and pouring of concrete. We recommend the project Civil/Structural Engineer incorporate isolation joints and sawcuts to at least one-fourth the thickness of the slab in any floor designs. The joints and cuts, if properly placed, should reduce the potential for and help control floor slab cracking. It is recommended that concrete shrinkage joints be placed no farther than approximately 20 feet, and also at re-entrant corners. However, due to a number of reasons (such as base preparation, construction techniques, curing procedures, and normal shrinkage of concrete), some cracking of slabs can be expected. Steel reinforcing shall have every other steel bar interrupted 2 inches before it crosses the control joint. Proposed Myers Residence Job No. 01-8119 Carlsbad, California Page 13 NOTE: The project Civil/Structural Engineer shall review all reinforcing schedules. The reinforcing minimums recommended herein are not to be construed as structural designs, but merely as minimum safeguards to reduce possible crack separations. Based on our laboratory test results and our experience with the soil types on the subject site, the medium dense to dense natural' soils and properly compacted fill soils should experience differential angular rotation of less than 1/240 under the allowable loads. The maximum differential settlement across the structure and footings when founded on properly compacted fill or medium dense to dense natural formation shall be on the order of 1 inch. 11. As a minimum for protection of exterior improvements, it is recommended that all nonstructural concrete slabs (such as patios, sidewalks, etc.), be founded on properly compacted and tested fill or dense native formation, be underlain by up to 3 inches of leveling clean sand (if necessary) and with 6x6-6/6 welded wire mesh at the center of the slab. The slab shall contain adequate isolation and control joints. The performance of on-site improvements can be greatly affected by soil base preparation and the quality of construction. It is therefore important that all improvements are properly designed and constructed for the existing soil conditions. The improvements should not be built on loose soils or fills placed without our observations and testing. Any rigid improvements founded on the existing loose surface soils can be expected to undergo movement and possible damage and is therefore not recommended. Geotechnical Exploration, Inc. takes no responsibility for the performance of the improvements. Any exterior area to receive concrete improvements shall be verified for compaction and moisture within 48 hours prior to concrete placement. Proposed Myers Residence Carlsbad, California Job No. 01-8119 Page 14 For exterior slabs with the minimum shrinkage reinforcement, control joints shall be placed at spaces no farther than 15 feet apart or the width of the slab, whichever is less, and also at re-entrant corners. Control joints in exterior slabs shall be sealed with elastomeric joint sealant. The sealant shall be inspected every 6 months and be properly maintained. Driveway pavement, consisting of Portland cement concrete at least 51/2 inches in thickness, may be placed on properly compacted subgrade soils. The concrete shall be at least 3,500 psi compressive strength, with control joints no farther than 15 feet apart. Control joints shall penetrate at least 11/2 inches into the slab. Pavement joints shall be properly sealed with the permanent joint sealant, as required in sections 201.3.6 through 201.3.8 of the Standard Specifications for Public Work Construction, 2000 Edition. C. Retaining Walls It is our understanding that retaining walls are not currently proposed for the site. Should plans change and/or retaining walls be utilized in the future, we provide the following recommendations. (Note: If the interior elevation of the crawl space is lower than the existing grade, the perimeter footings will technically become a retaining wall.) The active earth pressure (to be utilized in the design of any cantilever retaining walls, utilizing very low expansive to low expansive soils [El less than 50] as backfill) shall be based on an Equivalent Fluid Weight of 38 pounds per cubic foot (for level backfill only). For 2.0:1.0 sloping backfill, the equivalent fluid weight shall be not less than 52 pcf utilizing low expansive backfill. Clayey soils shall not be used as wall backfill material, except as capping material in the upper 1 foot. Proposed Myers Residence Carlsbad, California Job No. 01-8119 Page 15 In the event that a retaining wall Is to be designed for a restrained, condition, a uniform pressure equalto 8xH (eight times the total height of retained soil, considered in pounds per square foot) shall be considered as. acting everywhere on the back of the wall in addition to the design Equivalent Fluid Weight. The soil pressure produced by any footings, improvements, or any other surcharge placed within a horizontal distance equal to the height of the retaining portion of the wall shall be included in the wall design pressure. Any loads placed on the active wedge behind a cantilever retaining wall shall be included in the design by multiplying the load weight by a factor of 0.32. For restrained retaining walls, the load conversion factor shall be 0.52. The retaining wall and/or building retaining wall plans shall indicate that the walls shall be backfilled with very low to low expansive soils (EI=less than 50). All retaining walls shall be provided with continuous backdrain, waterproofing, and a perforated subdrain system. Surface areas of the back and front sides of the retaining walls shall be properly drained. D. Site Drainage Considerations Adequate measures shall be taken to properly finish-grade the site after the structure and other improvements are in place. Drainage waters from this site and adjacent properties are to be directed away from the foundations, floor slabs, and footings, and onto the natural drainage direction for this area, or into properly designed and approved drainage facilities. Roof gutters and downspouts should be installed on the structure, with the runoff directed away from the foundations via closed drainage lines. Proper subsurface and Proposed Myers Residence Carlsbad, California Job No. 01-8119 Page 16 surface drainage will help reduce the potential for waters to seek the level of the bearing soils under the foundations, footings and floor slabs (as well as the crawl space). Failure to observe this recommendation could result in differential settlement of the structure or other improvements on the site. In addition, appropriate erosion control measures shall be taken at all times during construction to prevent surface runoff waters from entering footing excavations and ponding on finished building pad areas. Due to possible buildup of groundwater (derived primarily from rainfall and irrigation), excess moisture is a common problem in below-grade structures, crawl spaces, or behind retaining walls. These problems are generally in the form of water seepage through walls, mineral staining, mold growth and high humidity. Even without the presence of free water, the capillary draw characteristics, especially of fine grained soils, can result in excessive transmission of water vapor through walls and floor slabs. In order to reduce the potential for moisture-related problems to develop at the site, proper ventilation and waterproofing shall be provided for below-ground areas and the backfill side of all structure retaining walls (crawl space perimeter stem walls acting as retaining walls) should be properly -waterproofed and drained. Proper subdrains and free-draining backwall material or geocomposite drainage shall be installed behind all lower-level retaining walls (in addition to proper waterproofing) on the subject project. Geotechnical Exploration, Inc. will assume no liability for damage to structures or improvements that is attributable to poor drainage. The subdrains for any lower-level walls shall be placed at the appropriate elevation to maintain at least 0.5-percent Proposed Myers Residence Job No. 01-8119 Carlsbad, California Page 17 gradient to: the discharge point. The subdrain shall be placed in an envelope of crushed rock gravel up to 1 inch in maximum diameter, and be wrapped with Mirafi 140N filter or equivalent. Planter areas, flower beds and planter boxes shall be sloped to drain away from the perimeter foundations:, footings, and floor slabs at a gradient of at least 5 percent within 5 feet from the perimeter walls. Planter boxes shall be constructed with a closed bottom and a subsurface drain, installed in gravel, with the direction of subsurface and surface flow away from the slopes, foundations, footings, and floor slabs, to an adequate drainage facility. Sufficient area drains and proper surface gradient shall be provided throughout the project. Roof gutter and downspouts shall be tied to storm drain lines. E. General Recommendations Following placement of any concrete floor slabs, sufficient drying time must be allowed prior to placement of floor coverings. Premature placement of floor coverings may result in degration of adhesive materials and loosening of the finish floor materials. Where not superseded by specific recommendations presented in this report, trenches, excavations and temporary stopes at the subject site shall be constructed in accordance with Title 8, Construction Safety Orders, issued by OSHA. In order to reduce any work delays at the subject site during site development, this firm shou'ld be contacted 24 hours prior to any need for observation of footing excavations or field density testing of compacted fill Proposed Myers Residence Carlsbad, California Job No. 01-8119 Page 18 soils. If possible, placement of formwork and steel reinforcement, in footing excavations should not occur prior to observing the excavations; in the event that our observations reveal the need for deepening or redesigning foundation structures at any locations, any:formwork or steel reinforcement in the affected footing excavation areas would have to be removed prior to correction of the observed problem (i.e., deepening the footing excavation, recompacting soil in the bottom of the excavation, etc.) VIII. GRADING NOTES Any required grading operations shall be performed in accordance with the General Earthwork Specifications (Appendix B) and the requirements of the City of Carlsbad Grading Ordinance. Geotechnical Exploration, Inc. recommends that we be asked to verify the actual soil conditions revealed during site grading work and footing excavation to be as anticipated in the "Report of Preliminary Geotechnical Investigation" for the project. In addition, the compaction of any fill soils placed during site grading work must be tested by the soil engineer. It is the responsibility of the grading contractor to comply with the requirements on the grading plans and the local grading ordinance. All retaining wall and trench backfill that will support structures or rigid improvements shall be properly compacted. Geotechnical Exploration, Inc. will assume no liability for damage occurring due to improperly or uncompacted backfill placed without our observations and testing. It is the responsibility of the owner and/or developer to ensure that the recommendations summarized in this report are carried out in the field operations and that our recommendations for design of this project are Proposed Myers Residence Job No. 01-8119 Carlsbad, California Page 19 incorporated in the structural plans. We shall be provided with the opportunity to review the project plans once they are available, to see that our recommendations are adequately incorporated in the plans. 24. This firm does not practice or consult in the field of safety engineering. We do not direct the contractor's operations, and we cannot be responsible for the safety of personnel other than our own on the site; the safety of others is the responsibility of the contractor. The contractor should notify the owner if he considered any of the recommended actions presented herein to be unsafe. IX. LIMITATIONS Our conclusions and recommendations have been based on all available data obtained from our field investigation and laboratory analysis, as well as our experience with the soils and formational materials located in the Carlsbad area of the County of San Diego. Of necessity, we must assume a certain degree of continuity between exploratory excavations and/or natural exposures. It is, therefore, necessary that all observations, conclusions, and recommendations be verified at the time grading operations begin or when footing excavations are placed. In the event discrepancies are noted, additional recommendations may be issued, if required. The work performed and recommendations presented herein are the result of an investigation and analysis that meet the contemporary standard of care in our profession within the County of San Diego. No warranty is provided. This report should be considered valid for a period of two (2) years, and is subject to review by our firm following that time. If significant modifications are made to Proposed Myers Residence Carlsbad, California Job No. 01-8119 Page 20 the building plans,. especially with respect to the height and location of any proposed structures, this report must be presented to us for immediate review and possible revision. The firm of Geotechnical Exploration, Inc. shall not be held responsible for changes to the physical condition of the property, such as addition of fill soils or changing drainage patterns, which occur subsequent to issuance of this report and— the changes are made without our observations, testing, and approval. Once again, should any questions arise concerning this report, please feel free to contact the undersigned. Reference to our )ob No. 01-8119 will expedite a reply to your inquiries. Respectfully submitted, TECHNICAL EXP ORATION, INC. Donald C. Vaughn i: D. \ Senior Project Geo,41t(~ REED CERTIFIED ENGINEERING GE LOGiST C.E.G. 999IEexp. 3-31-033/R.G. 3391 OF C- JaiACrros, P.E. " . Ce R.C.E. 34422/G.E. 2007 CM Senior Geotechnical Engineer ( No. 002007 M k Exp.9/30,y3 DCV/ LD R/JAC/pj OF C'4• S iTE MAP: Myers Property Remodel :213 & 215 Normandy Lane Carlsbad, CA. Figure No. la Job No. 01-8119 tiC! F.IEFEI;ENCE; This 1iot plan was prepared From en- site field reconnaissance performed by GEL 7 Log Wbod J NOW Fence Stop VA Ulm 6' High Featending MU Wall Bds 213 (wer) 215 (upper) Rental Units 2-Sto)y HP-1 I SCALE: I"= 20' NOTE This Plot Plan is not to be used for legal YW purposes. Locations and dimensions are approxi- mate. Actual property dimensions and locations of utilities may be obtained from the Approved Building Plans or the "As—Built" Grading Plans. Hedge PLOT PLAN Myers Property Remodel 213 & 215 Normandy Lane Cwlsbad, CA Figure No. lb Job No. 01-8119 4rp4 Geotechnicai - Exploration, Inc. GARFIELD STREET Legend II I EXISTING STRUCTURE V/77/7) PROPOSED NEW ZØ2 FOOTPRINT HP4 APPROXIMATE LOCATION OF H EXPLORATORYHANDPIT 01-8119-a December2001 EQUIPMENT DIMENSION & TYPE OF EXCAVATION DATE LOGGED Hand Tools 3' X 2' X 2' * Handpit 11-16-01 SURFACE ELEVATION GROUNDWATER DEPTH LOGGED BY Pad Grade Not Encountered DCV FIELD DESCRIPTION • AND CLASSIFICATION . 0 CL 0 Uj CL W ca FA LU CL DESCRIPTIONAND REMARKS Uj (Grain size, Density, Moisture, Color)Zz LE o 02 8 § • : SLIGHTLY SILTY FINE TO MEDIUM SAND, WI SP micropores to < 112 mm. Loose (upper I" to 2 ") to - . - medium dense. Dry (upper Into?) to : I damp-moist. Dark brown. 4.2 112.6 85 • X 8.7 132.0 - RESIDUAL TERRACE (Qt) - - roots to 1/W diameter in the upper 10 inches. SIR - lc 157- grades into:. I SLIGHTLY SILTY FINE TO MEDIUM SAND. : Medium dense to dense. Damp. Orange-brown 2 :.; to dark brown. 3.5 107.9 89 - TERRACE DEPOSITS (Qt) - Bottom @ 3' FOOTING - WALL (no weepscreed) 5 ,- GROUND • SURFACE 6 ..'beIow ground surface - 12' * Handpit excavated 5'3" west of the southeast building corner. 0 Y WATER TABLE JOB NAME Myers Property Remodel LOOSE BAG SAMPLE SrTELOCArlON 10 [] IN-PLACE SAMPLE 213 & 215 Normandy Lane, Carlsbad, California JOB NUMBER REVIEWED BY LDRIJAC LOG No. 9 • DRIVE SAMPLE [] SAND CONE/F.D.T. 1 01-8119 H P-I Geodmico I IaaUoi __ NUMBER STANDARD PENETRATION TEST lIa 'UIPMENT DIMENSION &1YPE OF EXCAVATION DATE LOGGED Hand Tools 3' X 2"X 2' Handpit 1146-01 SURFACE ELEVATION GROUNDWATER DEPTH LOGGED BY Pad Grade Not Encountered DCV FIELD DESCRIPTION • AND CLASSIFICATION LU CL LU o , o lu co J CL DESCRIPTION (Grain sDensity.Moisbzre,Color) - SUGHTLY SILTY FINE TO MEDIUM SAND, wl - - - - micropores to < 1/2 mm. Loose (upper 1" to 2 ") to -: medium dense. Dry (upper 1" to 2") to damp-moist. Dark brown. RESIDUAL TERRACE (Qt) - - roots to 1/8" diameter in the upper 10 inches. - \( 17"- grades into:. I SIR SLIGHTLY SILTY FINE TO MEDIUM SAND. Medium dense to dense. Damp. Orange-brown 2— to dark brown. TERRACE DEPOSITS (Qt) - Bottom @ 3' 4 - FOOTING GROUND /"SURFACE I1J 0 Y. WATER TABLE JOB NAME Myers Property Remodel W. LOOSE BAG SAMPLE SITE LOCATION [] IN-PLACE 213 & 215 Normandy Lane, Carlsbad, California JOB NUMBER LDRIJAC LOG No. S • DRIVE SAMPLE [] SAND CONE/F.D.T. - 01-8119 HP=2 Irpi GeotedmJc FIGURE NUMBER - STANDARD PENETRATION TEST lib EQUIPMENT DIMENSION TYPE OF EXCAVATION DATE LOGGED Hand Tools 3' X 2' X 2' Handpit 1146-01 SURFACE ELEVATION GROUNDWATER DEPTH LOGGED BY Pad Grade Not Encountered DCV FIELD DESCRIPTION AND CLASSIFICATION LU . . . c AND REMARKS CL DESCRIPJ1ON m J (Grain &Densty.Moishzre,Color) • . SLIGHTLY SILTY FINE TO MEDIUM SAND, WI SP - micropores to < 1/2 mm. to medium dense. to J.1 damp. Dark brown. 4.0 112.7 85 :- RESIDUAL TERRACE (Qt) I SIR :. 12.0 21 SLIGHTLY SILTY FINE TO MEDIUM SAND. Medium dense to dense. Damp. Orange-brown to dark brown. • . TERRACE DEPOSITS (Qt) 2 :. — roots to 1/8k diameter in the upper 10 inches. - . 2 4.0 109.1 90 3- - Bottom 3! 4- FOOTING - GROUND SURFACE 0 U. 0 Y WATER TABLE JOB NAME Myers Property Remodel LOOSE BAG SAMPLE LOCATION Ii] IN-PLACE SAMPLE 213 & 215 Normandy Lane, Carlsbad, California JOB NUMBER REVIEWED BY LDRIJAC LOG No. 9 • DRIVE SAMPLE z [] SAND CONE/F.D.T. 01-8119 AS HPm3 64" Geledmlta EzparaGen, Inc.l STANDARD PENETRATION TEST FIGURE NUMBER Ilc mot EQthPMENT DIMENSION &1YPE OF EXCAVATION DATELOGGED Hand Tools 3' X 2' X 2' Handpit 1146-01 SURFACE ELEVATION GROUNDWATER DEPTH LOGGED BY Pad Grade Not Encountered DCV FIELD DESCRIPTION • AND CLASSIFICATION A, LU 0 .9 o + • g th 10 %Z rs i J CL DESCRIPTION AND REMARKS (Grarn size, Density, Moisture, Color)5 05 • .•. SLIGHTLY SILTY FINE TO MEDIUM SAND, wl SP micropores to < 1/2 mm. Loose (upper 10") to -: medium dense. Dry (upper 10") to damp. Dark brown. H RESIDUAL TERRACE (Qt) 2- SLIGHTLY SILTY FINE TO MEDIUM SAND. SIR Medium dense to dense. Damp. Orange-brown to dark brown. TERRACE DEPOSITS (Qt) 3". - - Bottorn@3' 4- 5 6- 7- Yl WATER TABLE LOOSE BAG SAMPLE (] IN-PLACE SAMPLE DRIVE SAMPLE SAND CONE/F.D.T. 12 STANDARD PENETRATION TEST JOB NAME Remodel SITE LOCATION 213 & 215 Normandy Lane, Carlsbad, California JOB NUMBER REVIEWED BY LDRIJAC I LOG No- 01-8119. FIGURE NUMBER lid -a END T1t,IiI4' Ultilk NOON i••ii .ir LVAI uII,jI'iMENIALIM - .......' •••UUUUL , u•uu•u•uiii - - 'lw MAXIMUM DRY DENSITY 1 - hi MOI STURE EIY I I IiIuI 'A MENEM DIRECT SHEAR TEST DATA 1 2 3 APPARENT COHESION (psf) 150 APPARENT FRICTION ANGLE 320 flfl'11,4 F nIH IIIUIIIIII1IIlDiIflhINftIIIIIIIIIIHhIIIIIIII IllIllIllIlIlIft III 1111110 HIIIIIIIIIIIIU 11111 IIIIIIIIIIIIIIftIII1II110lIIIIIIIIIIHIIIIIIIII IIIIII1IIIIIIIIIlIIII1'II1IIFlIIIIIUIIIIIIIIIIIIII IIIIIIIIIIIlIIIIiIItiAII1IIIIIIIIIIIIIIIIIIIII IIIIIIIIIiIIIII1IEIIIOlIIIIUIIIIIIIIIIIIII IIIIIIIIIlIlII11IIII1IINI1IIIIIlIIIIIIIIIIIIII IIIIIIIIIlIIIIILIIIItIIIIIIIIIIIIIIIIIIIIIIIIIIIII IIU!g0hIIIIjOftIIIuIuIjIUuui[I I I SOIL TYPE I SOIL CLASSIFICATION I BORING No. I TRENCH No. I DEPTH I I 1 1 Red fine to medium sand. HP-1 2.5' 2 1 I I I I SWELL TEST DATA 1 2 INITIAL DRY DENSITY (pcf) INITIAL WATER CONTENT (X) LOAD (psf) PERCENT SWELL LABORATORY SOIL DATA SUMMARY APPENDIX A UNIFIED SOIL CLASSIFICATION CHART SOIL DESCRIPTION Coarse-grained (More than half of material is larger than a No. 200 sieve) GRAVELS, CLEAN GRAVELS GW Well-graded gravels, gravel and sand mixtures, little (More than half of coarse fraction or no fines. is larger than No. 4 sieve size, but smaller than 3") GP Poorly graded aravels, cravel and sand mixtures. little GRAVELS WITH FINES (Appreciable amount) SANDS, CLEAN SANDS (More than half of coarse fraction is smaller than a No. 4 sieve) SANDS WITH FINES (Appreciable amount) or no fines. GC Clay gravels, poorly graded gravel-sand-silt mixtures SW Well-graded sand, gravelly sands, little or no fines SP Poorly graded sands, gravelly sands, little or no fines. SM Silty sands, poorly graded sand and silty mixtures. Sc Clayey sands, poorly graded sand and clay mixtures. FINE-GRAINED (More than half of material is smaller than a No. 200 sieve) SILTS AND CLAYS ML Inorganic silts and very fine sands, rock flour, sandy silt and clayey-silt sand mixtures with a slight plasticity. Liquid Limit Less than 50 CL Inorganic clays of low to medium plasticity, gravelly clays, silty clays, clean clays. OL Organic silts and organic silty clays of low plasticity. MH Inorganic silts, micaceous or diatomaceous fine sandy or silty soils, elastic silts. Liquid Limit Greater than 50 CH Inorganic clays of high plasticity,, fat clays. OH Organic clays of medium to high-plasticity. HIGHLY ORGANIC SOILS PT Peat and other highlyorganic soils U APPENDIX B GENERAL EARTHWORK SPECIFICATIONS General The objective of these specifications is to properly establish procedures for the clearing and preparation of the existing natural ground or properly compacted fill to receive new fill; for the selection of the fill material; and for the fill compaction and testing methods to be used. Scone of Work The earthwork includes all the activities and resources provided by the contractor to construct in a good workmanlike manner all the grades of the filled areas shown in the plans. The major items of work covered in this section include all clearing and grubbing, removing and disposing of materials, preparing, areas to be filled, compacting of fill, compacting of backfills, subdrain installations, and all other work necessary to complete the grading of the filled areas. Site Visit and Site Investigation The contractor shall visit the site and carefully study it, and make all inspections necessary in order to determine the full extent of the work required to complete all grading in conformance with the drawings and specifications. The contractor shall satisfy himself as to the nature, location, and extent of the work conditions, the conformation and condition of the existing ground surface; and the type of equipment, labor, and facilities needed prior to and during prosecution of the work. The contractor shall satisfy himself as to the character, quality, and quantity of surface and subsurface materials or obstacles to be encountered. Any inaccuracies or discrepancies between the actual field conditions and the drawings, or between the drawings and specifications, must be brought to the engineer's attention in order to clarify the exact nature of the work to be performed. A soils investigation report has been prepared for this project by GEl. It is available for review and should be used as a reference to the surface and subsurface soil and bedrock conditions on this project. Any recommendations made in the report of the soil investigation or subsequent reports shall become an addendum to these specifications. Authority of the Soils Engineer and Engineering Geologist The soils engineer shall be the owner's representative to observe and test the construction of fills. Excavation and the placing of fill shall be under the observation of the soils engineer and his/her representative, and he/she shall give a written opinion regarding conformance with the specifications upon completion of grading. The soils engineer shall have the authority to cause the removal and replacement of porous topsoils, uncompacted or improperly compacted fills, disturbed bedrock materials, and soft alluvium, and shall have the authority to approve or reject materials proposed for use in the compacted fill areas. The soils engineer shall have, in conjunction with the engineering geologist, the authority to approve the preparation of natural ground and toe-of-fill benches to receive fill material. The engineering geologist shall have the authority to evaluate the stability of the existing or proposed slopes, and to evaluate the necessity of remedial measures. If any unstable condition is being created by cutting or filling, the engineering geologist and/or soils engineer shall advise the contractor and owner immediately, and prohibit grading in the affected area until such time as corrective measures are taken. The owner shall decide all questions regarding: (1) the interpretation of the drawings and specifications, (2) the acceptable fulfillment of the contract on the part of the contractor, and (3) the matter of compensation. Appendix B Page 2 Clearing and Grubbing Clearing and grubbing shall consist of the removal from all areas to be graded of all surface trash, abandoned improvements, paving, culverts, pipe, and vegetation (including -- but not limited to -- heavy weed growth, trees, stumps, logs and roots larger than 1-inch in diameter). All organic and inorganic materials resulting from the clearing and grubbing operations shall be collected, piled, and disposed of by the contractor to give the cleared areas a neat and finished appearance. Burning of combustible materials on-site shall not be permitted unless allowed by local regulations, and at such times and in such a manner to prevent the fire from spreading to areas adjoining the property or cleared area. It is understood that minor amounts of organic materials may remain in the fill soils due to the near impossibility of complete removal. The amount remaining, however, must be considered negligible, and in no case can be allowed to occur in concentrations or total quantities sufficient to contribute to settlement upon decomposition. PreDaration of Areas to be Filled After clearing and grubbing, all uncompacted or improperly compacted fills, soft or loose soils, or unsuitable materials, shall be removed to expose competent natural ground, undisturbed bedrock, or properly compacted fill as indicated in the soils investigation report or by. our field representative. Where the unsuitable materials are exposed in final graded areas, they shall be removed and replaced as compacted fill. The ground surface exposed after removal of unsuitable soils shall be scarified to a depth of at least 6 inches, brought to the specified moisture content, and then the scarified ground compacted to at least the specified density. Where undisturbed bedrock is exposed at the surface, scarification and recompaction shall not be required. All areas to receive compacted fill, including all removal areas and toe-of-fill benches, shall be observed and approved by the soils engineer and/or engineering geologist prior to placing compacted fill. Where fills are made on hillsides or exposed slope areas with gradients greater than 20 percent, horizontal benches shall be cut into firm, undisturbed, natural ground in order to provide both lateral and vertical stability. This is to provide a horizontal base so that each layer is placed and compacted on a horizontal plane. The initial bench at the toe of the fill shall be at least 10 feet in width on firm, undisturbed, natural ground at the elevation of the toe stake placed at the bottom of the design slope. The engineer shall determine the width and frequency of all succeeding benches, which will vary with the soil conditions and the steepness of the slope. Ground slopes flatter than 20 percent (5.0:1.0) shall be benched when considered necessary by the soils engineer. Fill and Backfill Material Unless otherwise specified, the on-site material obtained from the project excavations may be used as fill or backfill, provided that all organic material, rubbish, debris, and other objectionable material contained therein is first removed. In the event that expansive materials are encountered during foundation excavations within 3 feet of finished grade and they have not been properly processed, they shall be entirely removed or thoroughly mixed with good, granular material before incorporating them in fills. No footing shall be allowed to bear on soils which, in the opinion of the soils engineer, are detrimentally expansive -- unless designed for this, clayey condition. However, rocks, boulders, broken Portland cement concrete, and bituminous-type pavement obtained from the project excavations may be permitted in the backfill or fill with the following limitations: Appendix B Page 3 The maximum dimension of any piece used in the top 10 feet shall be no larger than 6 inches. 2 Clods or hard lumps of earth of 6 inches in greatest dimension shall be broken up before compacting the material in fill. If the fill material originating from the project excavation contains large rocks, boulders, or hard lumps that cannot be broken readily, pieces ranging from 6 inches in diameter to 2 feet in maximum dimension may be used in fills below final subgrade if all pieces are placed in such a manner (such as windrows) as to eliminate nesting or voids between them. No rocks over 4 feet will be allowed in the fill. Pieces larger than 6 inches shall not be placed within 12 inches of any structure. Pieces larger than 3 inches shall not be placed within 12 inches of the subgrade for paving. Rockfills containing less than 40 percent of soil passing 3/4-inch sieve may be permitted in designated areas. Specific recommendations shall be made by the soils engineer and be subject to approval by the city engineer. Continuous observation by the soils engineer is required during rock placement. Special and/or additional recommendations may be provided in writing by the soils engineer to modify, clarify, or amplify these specifications. During grading operations, soil types other than those analyzed in the soil investigation report may be encountered by the contractor. The soils engineer shall be consulted to evaluate the suitability of these soils as fill materials. Placing and Compacting Fill Material After preparing the areas to be filled, the approved fill material shall be placed in approximatelyhorizontal layers, with lift thickness compatible to the material being placed and the type of equipment being used. Unless otherwise approved by the soils engineer, each layer spread for compaction shall not exceed 8 inches of loose thickness. Adequate drainage of the fill shall be provided at all times during the construction period. 2. When the moisture content of the fill material is below that specified by the engineer, water shall be added to it until the moisture content is as specified. 3; When the moisture content of the fill material is above that specified by the engineer, resulting in inadequate compaction or unstable fill, the fill material shall be aerated by blading and scarifying or other satisfactory methods until the moisture content is as specified. 4. After each layer has been placed, mixed, and spread evenly, it shall be thoroughly compacted to not less than the density set forth in the specifications. Compaction shall be accomplished with sheepsfoot rollers, multiple-wheel pneumatic-tired rollers, or other approved types of acceptable compaction equipment. Equipment shall be of such design that it will be able to compact the fill to the specified relative compaction. Compaction shall cover the entire fill area, and the equipment shall make sufficient trips to ensure that the desired density has been obtained throughout the entire fill. At locations where it would be impractical due to inaccessibility of rolling compacting equipment, fill layers shall be compacted; to the specified requirements by hand-directed compaction equipment. 4ri Appendix B Page 4 When soil types or combination of soil types are encountered which tend to develop densely packed surfaces as a result of spreading or compacting operations, the surface of each layer of fill shall be sufficiently roughened after compaction to ensure bond to the succeeding layer. Unless otherwise specified, fill slopes shall not be steeper than 2.0 horizontal to 1.0 vertical. In general, fill slopes shall be finished in conformance with the lines and grades shown on the plans. The surface of fill slopes shall be overfilled to a distance from finished slopes such that it will allow compaction equipment to operate freely within the zone of the finished slope, and then cut back to the finished grade to expose the compacted core. Alternate compaction procedures include the backrolling of slopes with sheepsfoot rollers in increments of 3 to 5 feet in elevation gain. Alternate methods may be used by the contractor, but they shall be evaluated for approval by the soils engineer. Unless otherwise specified, all allowed expansive fill material shall be compacted to a moisture content of approximately 2 to 4 percent above the optimum moisture content. Nonexpansive fill shall be compacted at near-optimum moisture content. All fill shall be compacted, unless otherwise specified, to a relative compaction not less than 95 percent for fill in the upper 12 inches of subgrades under areas to be paved with asphalt concrete or Portland concrete, and not less than 90 percent for other fill. The relative compaction is the ratio of the dry unit weight of the compacted fill to the laboratory maximum dry unit weight of a sample of the same soil, obtained in accordance with A.S.T.M. D-1557 test method. The observation and periodic testing by the soils engineer are intended to provide the contractor with an ongoing measure of the quality of the fill compaction operation. It is the responsibility of the grading contractor to utilize this information to establish the degrees of compactive effort required on the project. More importantly, it is the responsibility of the grading contractor to ensure that proper compactive effort is applied at all times during the grading operation, including during the absence of soils engineering representatives. Trench Backfill Trench excavations which extend under graded lots, paved areas, areas under the influence of structural loading, in slopes or close to.slope areas, shall be backfilled under the observations and testing of the soils engineer. All trenches not falling within the aforementioned locations shall be backfilled in accordance with the City or County regulating agency specifications. Unless otherwise specified, the minimum degree of compaction shall be 90 percent of the laboratory maximum dry density. Any soft, spongy, unstable, or other similar material encountered in the trench excavation upon which the bedding material or pipe is to be placed, shall be removed to a depth recommended by the soils engineer and replaced with bedding materials suitably densified. Bedding material shall first be placed so that the pipe is supported .for the full length of the barrel with full bearing on the bottom segment. After the needed testing of the pipe is accomplished, the bedding shall be completed to at least 1 foot on top of the pipe. The bedding shall be properly densified before backfill is placed. Bedding shall consist of granular material with a sand equivalent not less than 30, or other material approved by the engineer. No rocks greater than 6 inches in diameter will be allowed in the backfill placed between 1 foot above the pipe and 1 foot below finished subgrade. Rocks greater than 2.5 inches in any dimension will not be allowed in the backfill placed within 1 foot of pavement subgrade. Appendix B Page 5 Material for mechanically compacted backfill shall be placed in lifts of horizontal layers and properly moistened prior to compaction. In addition, the layers shall have a thickness compatible with the material being placed and the type of equipment being used. Each layer shall be evenly spread, moistened or dried, and then tamped or rolled until the specified relative compaction has been attained. Backfill shall be mechanically compacted by means of tamping rollers, sheepsfoot rollers, pneumatic tire rollers, vibratory rollers, or other mechanical tampers. Impact-type pavement breakers (stompers) will not be permitted over clay, asbestos cement, plastic, cast iron, or nonreinforced concrete pipe. Permission to use specific compaction equipment shall not be construed as guaranteeing or implying that the use of such equipment will not result in damage to adjacent ground, existing improvements, or improvements installed under the contract. The contractor shall make his/her own determination in this regard. Jetting shall not be permitted as a compaction method unless the soils engineer allows it in writing. Clean granular material shall not be used as backfill or bedding in trenches located in slope areas or within a distance of 10 feet of the top of slopes unless provisions are made for a drainage system to mitigate the potential buildup of seepage forces into the slope mass. Observations and Testing The soils engineers or their representatives shall sufficiently observe and test the grading operations so that they can state their opinion as to whether or not the fill was constructed in accordance with the specifications. The soils engineers or their representatives shall take sufficient density tests during the placement of compacted fill. The contractor should assist the soils engineer and/or his/her representative by digging test pits for removal determinations and/or for testing compacted fill. In addition, the contractor should cooperate with the soils engineer by removing or shutting down equipment from the area being tested. Fill shall be tested for compliance with the recommended relative compaction and moisture conditions. Field density testing should be performed by using approved methods by A.S.T.M., such as A.S.T.M. D1556, D2922, and/or D2937. Tests to evaluate density of compacted fill should be provided on the basis of not less than one test for each 2-foot vertical lift of the fill, but not less than one test for each 1,000 cubic yards of fill placed. Actual test intervals may vary as field conditions dictate. In fill slopes, approximately half of the tests shall be made at the fill slope, except that not more than one test needs to be made for each 50 horizontal feet of slope in each 2-foot vertical lift. Actual test intervals may vary, as field conditions dictate. Fill found not to be in conformance with the grading recommendations should be removed or otherwise handled as recommended by the soils engineer. Site Protection It shall be the grading contractor's obligation to take all measures deemed necessary during grading to maintain adequate safety measures and .working conditions, and to provide erosion-control devices for the protection of excavated areas, slope areas, finished work on the site and adjoining properties, from storm damage and flood hazard originating on the project. It shall be the contractor's responsibility to maintain slopes in their as-graded form until all slopes are in satisfactory compliance with the job specifications, all berms and benches have been properly constructed, and all associated drainage devices have been installed and meet the requirements of the specifications. Appendix B Page 6 All observations, testing services, and approvals given by the soils engineer and/or geologist shall not relieve the contractor of his/her responsibilities of performing the work in accordance with these specifications. After grading is completed and the soils engineer has finished his/her observations and/or testing of the work, no further excavation or filling shall be done except under his/her observations. Adverse Weather Conditions Precautions shall be taken by the contractor during the performance of site clearing, excavations, and grading to protect the worksite from flooding, ponding, or inundation by poor or improper surface drainage. Temporary provisions shall be made during the rainy season to adequately direct surface drainage away from and off the worksite. Where low areas cannot be avoided, pumps should be kept on hand to continually remove water during periods of rainfall. During periods of rainfall, plastic sheeting shall be kept reasonably accessible to prevent unprotected slopes from becoming saturated. Where necessary during periods of rainfall, the contractor shall install checkdams, desilting basins, rip-rap, sandbags, or other devices or methods necessary to control erosion and provide safe conditions. During periods of rainfall, the soils engineer should be kept informed by the contractor as to the nature of remedial or preventative work being performed (e.g. pumping, placement of sandbags or plastic sheeting, other labor, dozing, etc.). Following periods of rainfall, the contractor shall contact the soils engineer and arrange a walk-over of the site in order to visually assess rain-related damage. The soils engineer may also recommend excavations and testing in order to aid in his/her assessments. At the' request of the soils engineer, the contractor shall make excavations in order to evaluate the extent of rain-related damage. Rain-related damage shall be considered to include, but may not be limited to, erosion, silting, saturation, swelling, structural distress, and other adverse conditions identified by the soils engineer. Soil adversely affected shall be classified as Unsuitable Materials, and shall be subject to overexcavation and replacement with compacted fill or other remedial grading, as recommended by the soils engineer. Relatively level areas, where saturated soils and/or erosion gullies exist to depths of greater than 1.0 foot, shall be overexcavated to unaffected, competent material. Where less than. 1.0 foot in depth, unsuitable materials may be processed in place to achieve near-optimum moisture conditions, then thoroughly recompacted in accordance with the applicable specifications. If the desired results ,are not achieved, the affected materials shall be over-excavated, then replaced in accordance with the applicable specifications. In slope areas, where saturated soils and/or erosion gullies exist to depths of greater than 1.0 foot, they shall be overexcavated and replaced as compacted fill in accordance with the applicable specifications. Where affected materials exist to depths of 1.0 foot or less below proposed, finished grade, remedial grading by moisture-conditioning in place, followed by thorough recompaction in 'accordance with the applicable grading guidelines herein presented may be attempted. If materials shall be overexcavated and replaced as compacted fill, it shall be done in accordance with the slope-repair recommendations, herein. As field conditions dictate, other slope-repair procedures may be recommended by the soils engineer. C8012990 213 NORMANDY LN CBAO MYERS RESIDENCE DEMO EXISTING AND BUILD NEW 1.560 SF HOt. RESDNTL RAD Lot#: JOHN KORELICH -/k/ / I C L;,. -b 1'H t CaJô si-ecc. Ck ' 49 16 L CL/ li(I(6l 'i r-L ' S CZ) 9 - J4J ,L,rj/t7 ôeUZLl 6&ILZ Je C4J- 7A-e-, 6-cAi /eu . c I I b-lO3 filá,L /U te tt r ( ;i~-G Do~~ I24 71 ENGINEERING ARE APPWFORM HEAEIH 0T HAZ MAT FAIR QUAL OTHER SEWER 018Th BLDG GRADING LEfER TO FROM APPLICANT APPUCANT M/A!41 PLAN CORR ENG CORR SCHOOL FORM CFO FORM PE&MWORKSHEET BLDG FEES COMPLETE 4 53 N City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 04-03-2002 Plan Check Revision Permit No: PCR02079 Building Inspection Request Line (760) 602-2725 Job Address: 213 NORMANDY LN CBAD Permit Type: PCR Status: ISSUED Parcel No: 2030232100 Lot #: 0 Applied: 03/15/2002 Valuation: $0.00 Construction Type: NEW Entered By: JM Reference #: CBO 12990 Plan Approved: 04/03/2002 Issued: 04/03/2002 Project Title: MYERS - FOUNDATION FIX Inspect Area: Applicant: Owner: MYERS JOHN P&CYNTHIA J MYERS JOHN P&CYNTHIA J 5379 CAROLYN VISTA LN 5379 CAROLYN VISTA LN BONITA CA 91902 BONITA CA 91902 619-518-4770 619-518-4770 F Total Fees: $0.00 Total Payments To Date: $0.00 Balance Due: $0.00 Plan Check Revision Fee $0.00 Additional Fes $0.00 I FINAL APPROVAL Date: Clearance: NOTICE: Please take NOTICE that approval of your project includes the imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as lees/exactions." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any PERMIT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave., Carlsbad, CA 92008 PR FOR OFFICE USE ONLY PLAN tHEcKNo./''412V'7 EST. VAL. Plan Ck. I Validated Address (inchlde. Bldg/Suite #) Business Name (at this address) Legal Description Lot No. Subdivision Name/Number Unit No. Phase No. Total #'of units Assessor's Parcel # Existing Use Proposed Use - - - --- . : Description of Work SQ. FT. #of Stories #of Bedrooms # of Bathrooms UPrz.bu,4L. F Fnnq7MJ..'tV It72'L DI, P44,..-MJF r LL9 c-7øW'-LL Name __ Address .,, City • State/Zip Telphone # - Fax # Name Address City State/Zip Telephone # F P. WHO 4 PROPERTY QWNEL Name . • Address City State/Zip Telephofle# (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 aplicant 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 penalttiof not more than five hundred dollars ($5001)., Name Address . City State/Zip Telephone # State License # - License Class City Business License # Designer Name Address City State/Zip Telephone State License # _ ••• ....' ' LG L QRKES M?ELSTI0I' Workers',Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations: , 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. O 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 ($1001 OR LESS)'. - CERTIFICATE OF EXEMPTION: (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 coat of compensation, damages as provided for in Section 3706 of the Labor code, interest and attorney's fees. SIGNATURE. . . DATE I haieby 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 sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own, employees, provides 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). I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and PrOfessions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). o I am exempt-under Section Business and Professions Code for this reason: I personally plan to provide the major labor and materials for construction of the proposed property improvement. 0 YES ONO I (have / have not) signed an application for a building permit for the proposed work. I have contractd with the following person (firm) to provide the proposed construction (include name / address I phone number I 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 persons to provide the work indicated (include name / address I phone.number / type of work): • . • . PROPERTY OWNER SIGNATURE - • ' • DATE Is the applicant or future building occupant required to submit 9, 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. Th OWN I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 30970) Civil Code). LENDER'S NAME LENDER'S ADDRESS • . -. "CERTIFICATION ®r. 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 Cite' 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. I ' • - 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 b the buil • 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 no mme ad wi in 180 days 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 mmence for eriod of 1 0 ion, 1064.4 Uniform Building Code). • • - kAPPLICANT'S SIGNATUR •- - DATE WHIT . lie YELLOW: Applicant PINK: Finance - • _c • . • - . ' - EsGil Corporation In Partnership with Government for Building Safety DATE: SEPT. 13, 2002 0 APPLICANT JURISDICTION: CARLSBAD 0 PLAN REVIEWER 0 FILE PLAN CHECK NO.: 01-2990 (REV. # 2) SET: III PROJECT ADDRESS: 213 NORMANDY LANE PROJECT NAME: SFR ADDITION FOR MYERS . The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. O 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. El The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. - O 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: JOHN KORELICH, AlA 1556 FLAIR, ENCINITAS DRIVE, ENCIMTAS, CA 92024 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: JOHN Telephone #: 760-944-0113 Date contacted:j j 0101 (by: ) Fax #: Mail Telephone ' Fax In Person LI REMARKS: By: All Sadre Enclosures: Esgil Corporation 0 GA 0 MB 0 EJ 0 PC 8/30 tmsmtl.dot 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 1 J) EsGil Corporation In Partnership with Government for Building Safety DATE: AUG. 2, 2002 D APPLICANT JURISDICTION: CARLSBAD 0 PLAN REVIEWER U FILE PLAN CHECK NO.: 01-2990 (REV. # 2) SET: II PROJECT ADDRESS: 213 NORMANDY LANE PROJECT NAME: SFR ADDITION FOR MYERS i:i:i The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. PLEASE SEE BELOW• El 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: JOHN KORELJCH, AlA 1556 FLAIR, ENCINITAS DRIVE, ENCINITAS, CA 92024 El 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: JOHN im Telephone #: 760-944-0113 Date contacted: //C(by: tM-) Fax #: Mail /Telephone '.-' Fax In Person REMARKS: Please see attached for remaining items from previous list. Some items are new due to revisions on plans. Alternate insulated panels per INSUL-KOR plans under this review. By: All Sadie Enclosures: Esgil Corporation 0 GA 0 MB 0 EJ 0 PC 7/26 tmsmtl.dot 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 f, / CARLSBAD 01-2990 (REV. # 2) AUG. 29 2002 Submit 2-sets of revised/signed plans to the Building Department for review & approval. Revise the shear wall designations on A2 to match those on S1. 1 A. Reflect all the MST straps and HD's per calculations on SI .IA. Too many to itemize. Panel 8 on grid line 0 on first floor has a shear demand of 458 per calculations and can not be an Insul Kor Panel, revise the plans accordingly. Label all the posts and beams on plans (SI.IA), see grid line C, C.5, and beam in the living room on the second floor plans. Label all the spaces on S1 .1A on second floor plans. Show a more legible copy of SI.IA. Many MST's, HD's, etc. are very lightly printed. Specify the span of 4x1 2 on second floor plans over the fireplace. Label the details on S1. 1 B and cross reference them on plans. Show foundation under stairs and HD's at entry on SI.IB. II. Delete the wing walls outside the garage on SI.IB. Note the depth of the footing pads for stairs on the side. Show 24" between openings on panel 28, Sheet 54.1A. Label posts in the center of panel 14, 20, 30, etc. on 54.IA. Show a post for the HD location on panel #5 behind the garage on S4.IA. Provide roof panel layout information for Insul Kor panels, if they are being used for the roof also (as stated). Sheets 54.1A & B appear identical, no? if so, delete one. Justify the use of Insul Kor panels with shear demand over 230 plf., per ICBO report. Specify on INSUL-KOR plans exactly the thickness of panels and the type of splices used for this project. E.g., circle on lCBO charts the conditions that apply to this project. [Reference to S4.I A & B is inadequate, per response]. Revise the T-24 to match the floor area of this building (2116sf versus 1590sf). Also submit a revised set of T-24 for the insulated panel plan alternative. Provide documentation for wall and roof panels indicating the new alternate meets the original criteria. [1 do not think it is necessary" is not adequate response]. Revise details 3 & 4/A2 to delete the skylights at the ridge. . Please call ALl SADRE with EsGil Corporation @ (858) 560-1468 with any questions. EsGil Corporation 1n !Partners/lip with government for fBui(ding Safety DATE: JUNE 39 2002 JURISDICTION: CARLSBAD PLAN CHECK NO.: 01-2990 (REV. # 2) SET: I PROJECT ADDRESS: 213 NORMANDY LANE PROJECT NAME: SFR ADDITION FOR MYERS U NT JURIS. U PLAN REVIEWER U FILE The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is, enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: JOHN KORELICH, AlA 1556 FLAIR, ENCINITAS DRIVE, ENCINITAS, CA 92024 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: JOHN Telephone #: 760-944-0113 Date contacted: LQ,tt_. (by:5) Fax #: 1 '_4OJ3 . Ck,L&LJ Ok ( Telephone Fax In Person Alternate insulated panels per INSUL-KOR plans under this review. cuzc ( . CcA -r' V Lc. By: Au Sadre Enclosures: , ci. Esgil Corporation '—ac=-J2~. 0 GA 0 MB 0 EJ 171 PC 5/20 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 Mail REMARKS: S I) CARLSBAD 01-2990 (REV. #2) JUNE 3, 2002 Background: These plans was initially reviewed by the undersigned in Sept. of 2001. However, during the subsequent reviews, I was on vacation and changes may have been incorporated into the plans that were not discovered during the back-checks. Nonetheless the "approved" plans have deficiencies that should be addressed and resubmitted for review. Submit 2-sets of revised/signed plans to the Building Department for review & approval. The revised foundation plans dated 5/14/02 are not acceptable as they are missing many of the hardware on the original conventional foundation plans (Si). The revised foundation plans can only be used for the TJI layout; otherwise, references should be made to the original foundation plans for all the hardware. The width of shear panel # 2 is shown on Schedule (6/S2) as 4' wide; however, on Sheet Al, the width of panel 2 is noted as 2'-O", 2'-9", 2'-101/2", 3'-0", 3'-3", etc. Revise the shear panel # 2 on 6/S2 to provide an assortment of Strong Walls with the required width to match each condition as noted here. Observe that Strong Walls only come in certain width such as 16", 18", 24", 32", etc. (depending on the application on raised floor, or slab). [The conventional shear walls require a 2:1 aspect ratio. I.e., 4' mm. width for 8' plate height]. Please provide a Simpson Strong Wall construction sheets in this package for the relevant construction details and references. Also note that Strong Walls should only be installed on top of other Strong Walls at upper levels (i.e., 2 d & 31 levels). Revise the plans accordingly. Provide calculations for the INSUL-KOR plans to substitute the wall panels as well as shear panel Type 1, or any posts, headers, beams, etc. per original framing plans. All structural elements to be eliminated should be clearly identified on plans. Also show the layout of the horizontal panels (i.e., add the roof to panel plan) if insulated panels are used for this purpose. [The use of all elements for 3- story condition should be justified with calculations]. Note on insulated panel plans to see conventional plans sheets SI through S4 for all the shear walls, straps, HD's. & other hardware. Note that only shear panel Type I is replaced by the insulated panels whose shear capacity is ~! 230 plf. On S6 of INSUL-KOR plans, clarify 413flu1 reinforcement both sides per detail 14/S6. Also detail 12/S6 does not apply, since there are no one story conditions; nor does detail 10, as the Simpson Strong Wall Standard Drawing replaces it. Specify on INSUL-KOR plans exactly the thickness of panels and the type of splices used for this project. E.g., circle on ICBO charts the conditions that apply to this project. Revise the T-24 to match the floor area of this building (2116sf versus 1590sf). Also submit a revised set of T-24 for the insulated panel plan alternative. I CARLSBAD 01-2990 (REV. #2) JUNE 3, 2002 10. Provide a detail for the skylight crossing the ridge-beam, per Sheet A4. Detail I 1/A5 Sim as noted on A4 is not sufficient. Please call ALl SADRE with EsGil Corporation @ (858) 560-1468 with any questions. EsGilCorporation 2n !Partners/lip with government for Building Safety DATE: MARCH 26, 2002 El AP LICANT JURIS. JURISDICTION: CARLSBAD . 0 PLAN REVIEWER 0 FILE PLAN CHECK NO.: 01-2990 (REV. # 1) PCR # 2-79 SET: I PROJECT ADDRESS: 213 NORMANDY LANE PROJECT-NAME: SFR ADDITION FOR MYERS The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. 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. fl 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 REMARKS: Revision to the footing under this plan change only. By: All Sadie Enclosures: Esgil Corporation 0 GA El MB EJ J PC 3/15 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax(858)560-1576 CARLSBAD 01-2990 (REV # 1) PCR # 2-79 MARCH 26, 2002 VALUATION AND PLAN CHECK FEE JURISDICTION: CARLSBAD PLAN CHECK NO.: 01-2990 (REV. # 1) PCR # 2-79 PREPARED BY: Ali Sadre DATE: MARCH 26, 2002 BUILDING ADDRESS: 213 NORMANDY LANE BUILDING OCCUPANCY: R3/U1 TYPE OF CONSTRUCTION: VN BUILDING PORTION AREA (Sq. Ft.) Valuationi Multiplier Reg. Mod. VALUE ($) PLAN REV. #VALUE! #VALUE! Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code 1cb By Ordinance 1994 UBC Budding Permit Fee v 1994 UBC Plan Check Fee r $120.001 Type of Review: 0 Complete Review Structural Only 0 Other 0 Repetitive Fee Repeats Hourly 11 Hour ' Esgil Plan Review Fee * Based on hourly rate Comments: I $96.00j Sheet I of I macvalue.doc I PLAN CHECK CORRECTION FOR 213-215 NORMANDY LANE CARLSBAD, CA SL CONSULTING ENGINEERS 12521 Carmel Canyon Road San Diego, CA 92130 (858) 259-3776 n ~- Z-~,qo Si CONSULTING ENGINEERS 12521 CARMEL CANYON -ROAD SAN DIEGO, CALIFORNIA 91230 (858) 259-3776 SHEET NO. OF_ CALCULATED BY_________________________ DATE CHECKED BY DATE ..... ........... .............. ............. .............. .............. .................. . ..... ........... . . ... . . ... ........................ ........... ..... . ......... ... ........... . .......... I................................/...................... L ri I e)2.I(Padd) S.L. CONSULTING ENGINEERS 12521 CARMEL CANYON ROAD SAN DIEGO, CALIFORNIA 91230 (858) 259-3776 JOB SHEET NO. OF_____________________ CALCULATED BY_________________________ DATE_____________________ CHECKED BY DATE___________________ .I..e ............... Lb.6t .ij..... FL-toz 3F $P : S.L. CONSULTING ENGINEERS 12521 CARMEL CANYON ROAD SAN DIEGO, CALIFORNIA 91230 (858) 259-3776 JOB SHEETNO. ___________________________ OF______________________ CALCULATED BY______________________ DATE CHECKED BY__________________________ DATE p Inaoucnol.l (Pddd) ca • r-- i .1 I•'• —'.4. /1 Is - - -----.-. • At 4 H Ct4t • • ' \1 ___ft •. ' 'OFT • 1 • MI:®tPI lefl • © -'7. ____________________ IWL ______ ...- a-- . --- - ----. ci_ ak i4F KITCHEN ____ _ — __ .!•.. fl15 LIVING AREA MAdtEit 1_. •- I IF1 .......... J _ iL4i*: I - fI 1:$=_ LAL +H - __- -------- Ott— ma utUfl. 111 I n.nnwurT&.. *1.I1!i tTQfl 4 1_ ill tJ__. FROM : Si.., CONSULTING EN6INEERS FAX NO. : 8582593776 Aug. 27 202 04:37PM P1 S.L. CONSULTING ENGINEERS 12521 CARMEL CANYON ROAD SAN DIEGO, CALIFORNIA 91230 (858) 259-3776 JOB SHEET NO. OF____________________ CALCULATED BY________________________ DATE CHECKED BY DATE AI PRODLICT 204I PO SIeRs) 205.1 Ø'addd) ) I ' m > r I rn 0 w - C) C) rn rn 0_I P D Ti FROM : a ca1suLT ING ENGINEERS FAX NO. : 8582593776 Aug. 27 2002 04: 3BPM P2 S.L.CONSULTING ENGINEERS __________ 12521 CARMEL CANYON ROAD SAN DIEGO, CALIFORNIA 91230 CALCULAI ED RV_-________________DATE - . - (858) 259-3776 C1rC.CEDBY . - DATE Is L...4-1. .................. :__ ITEI T --. -------.. -----. .-------....---p 6- ... ......... ...........---............b---- .._ . . --.------.- - .......... .-.. - - - .- - -- - --4-- '- - - - - .- -- - -I d Z -..-., .................. ---. ----.-----J----- . ---- --.-- ----- o so .............-------.-----. - :. --- sz .... :g T$ i r_ _ IN -- - J - - - -4 I-- - 4-- - - -i - - - - - -- - - - - .-..- --- - . . _ - ---.. - . ...¼P, ... - - --(c'- .......... L __ __ __------ ----, -Ti 1' 4jJ_C_C_foL pS14EAR WAL ANALYSIS & DESIGN i ..Sh.ar.WII LA .ThbLthrYAI0Ø., 4 •HoIddoWn•- .-•.•. tjïT ft). ..' (Ib) (bitt) (JbL - u'-. Ln X 73 (ISP; FX5 ' -VI 17 J j71e0/i j4pA ................,i-...... ......I . ..............I $rn .....L. .........................J... ........ H r17h? mt? (S5Fthk,2 Ali.... IIII CD L.I11.I:r:.rI. {II1tI!i1 I1IIIIIIfTIII.I1IIIIIIII I1I.I!.E1.I 1.11lllil.IIJIIIItI. I!IIt.IiIII IIIIIIIZI.II1IJi1Ij1 iiiiiiIiolloo iI I ' •. 1'q '- - m CIN - - + 0 'SF ' - - I f IR '3L I 4i ?o4 - TT x 33 I cn ...... '4 e rn - : - - .. .... I. 4-tô - - - - I -- JOB ffiODVCT2O41 S IeSlied}2O51 tPadd4) I90Sit5)2O54(Padd) . S.L. CONSULTING ENGINEERS -, 12521 CARMEL CANYON ROAD SAN DIEGO, CALIFORNIA 91230 (858) 259-3776 JOB SHEET NO. OF______ CALCULATED BY_________________________ DATE - CHECKED BY DATE..... CfAI I I A.-re1Le1tTE rfl4or p4Th.' -iS--o2- ____ 4 p7) / COAJ I7Ie cT/O'J . iry op: cAge-se*o d2yviiT .# P. 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CMA..JGe ATTAC14# O TH APPROVED -•. 13v__________ APR Q3Z City of CARLSBAD RI ni utPT. / 10 State of California Business, Transportation and Housing Agency Department of Housing and Community Development Division of Codes and Standards )SING p • FACTORY-BUILT HOUSING What Local Government Needs To Know About Factory-Built Housing April 2000 Visit our Web Site at www.hcd.ca.gov/codes Factory-Built Housing Gray Davis, Governor Maria Contreras-Sweet, Agency Secretary Business, Transportation and Housing Agency Julie Bornstein, Director Department of Housing and Community Development George Macias, CSA II Manufactured Housing Programs Manager April 2000 What Local Government Needs To Know About Factory-Built Housing Table of Contents Table of Contents i Preface ii What is "Factory-Built Housing"? 1 The Law and Regulations 2 Construction Standards, Inspections and Installation 3 Who May Sell Factory-Built Homes? 5 Responsibilities of Local Governments 5 Factory-Built Housing Insignia of Approval and Panels 7 Other Related HCD Information Preface This publication, "Factory-Built Housing, What Local Government Needs To Know About Factory-Built Housing," was prepared and is distributed by the California Department of Housing and Community Development (HCD), Division of Codes and Standards. This publication is intended to ensure that local building officials understand their responsibilities relative to the manufacture, installation and post-installation alterations of factory- built homes (FBH) and components. Other information covered at the end of this publication alerts the reader of HCD's other functions. HCD does not advocate factory-built housing over any other type of housing. Information provided about state laws and regulations that mandate specific requirements for the design, manufacture, in-plant• inspection, installation and post-installation alterations of FBH is intended to assist local building officials by explaining the various laws and requirements. Should any of the information stated herein become superseded by changes to the laws or regulations, the information in this publication is superseded. This publication is available upon request from the: California Department of Housing and Community Development Division of Codes and Standards Manufactured Housing Program 1800-3d Street, Room 260 Post Office Box 31 Sacramento, CA 95812-0031 (916) 445-3338 or Via The Factory-Built Housing Home Page at: http://www.housing.hcd.ca.gov HCD expresses its appreciation to ADVANCE FOAM PLASTICS, INC. of Sparks Nevada for the authorized usage of the illustrations that are found throughout this publication. 11 What Is Factory-Built Housing? A Factory-Built Home California Health and Safety Code (HSC) Section 19971 reads, "Factory- built housing means a residential building, dwelling unit, or an individual dwelling room or combination of rooms thereof, or building component, assembly, or system manufactured in such a manner that all concealed parts or processes of manufacture cannot be inspected before installation at the building site without disassembly, damage, or destruction of the part, including units designed for use as part of an institution for resident or patient care, which is either wholly manufactured or is in substantial part manufactured at an offsite location to be wholly or partially assembled onsite in accordance with building standards published in the State Building Standards Code and other regulations adopted by the commission pursuant to Section 19990. Factory-built housing does not include a mobilehome, as defined in Section 18008, mobile accessory building or structure, as defined in Section 18010, a recreational vehicle, as defined in Section 18010.5, or a commercial coach, as defined in Section 18012." Also, it does not include a multi-unit manufactured home as defined in HSC Section 18008.7. Typically, a FBH is manufactured in sections or components, which are assembled at the installation site to form a part of, or a complete home. A component can be a wall, floor or roof panel that has the plumbing, electrical, etc. systems in the panel. It does not include open framed prefabricated type construction because the open framed construction allows inspection at the building site without disassembly. A picture of a FBH wall panel is provided on page 7. The Law and Regulations The Law: Health and Safety Code, Division 13, Part 6, commencing with Section 19960, entitled the "California Factory-Built Housing Law." The Regulations: HCD's regulations adopted to carry out the law are contained in the California Code of Regulations, Title 25, Division 1, Chapter 3, Subchapter 1, commencing with Section 3000. These regulations address such issues as: Requirements for HCD insignia, plan check, inspections. Fees for HCD insignia and services. Design and fabrication requirements for factory-built housing. Installation plan requirements. Application requirements, qualification criteria and monitoring of approved city, county and third-party agencies providing inspection and design approval services. Full text copies of the law and regulations (Title 25 only) may be obtained from: West Group Post Office Box 95767 Chicago, Illinois 60694-5767 Tel.: 1-800-888-3600 or Via our Factory-Built Housing Home Page at: http://www.housing.ca.gov OA Construction Standards, Inspections and Installation Manufacturers are subject to specific FBH construction standards adopted by HCD. There are plan approval, in-plant inspection and insignia of approval provisions that the manufacturers must follow. There are also mandated installation provisions for the local enforcement agency to follow. The essentials of those standards and processes are as follows: Panels Ready For Installation Construction Standards: The manufacture of a FBH is subject to the California Building Standards Code (CBSC) in the California Code of Regulations (CCR), Title 24, which is based on the model building codes, the same as site-built residential homes. The statutory requiiement for this standard is found in HSC 19990. FBH that are constructed in other states for sale, rent or lease in California may be approved (HSC 19985) by HCD. Approval is based on their FBH construction standards being substantially similar to those of the CBSC. Plan Approvals: Plan approvals are required for every model type of FBH and component that is proposed for production (Title 25, CCR 3020). A Quality Control Manual (QCM) also is required. A QCM describes the quality control procedures that will produce a complying unit or component. HSC 19991.3 directs that plan approval be secured from an HCD approved Factory-Built Housing Design Approval Agency (DAA), who subjects the plan and supporting calculations and analysis to the CBSC and Title 25 Chapter 3, Subchapter 1. If plan approval includes a foundation, the plan must provide for site-specific conditions. If a FBH constitutes a complete building system, including the foundation, then HCD will evaluate and approve all systems, i.e; wall, floor, foundation, roof (truss), plumbing, electrical, mechanical, as submitted for the proposed design etc. 3 If the FBH is only a portion of the entire dwelling, then the contractor must submit plans for the missing element(s) to the local building department for plan approval. In-Plant Inspection: HCD utilizes an HCD approved FBH Quality Assurance Agency (QAA) to conduct in-plant inspections to verify compliance with the approved plans and the QCM procedures. However, HSC 19983 and 19991.1 permit in-plant inspections to be conducted by a Local Inspection Agency that is certified by HCD. A Local Inspection Agency is the Building Department of any city, county or city/county having political jurisdiction over the installation site. Insignia Provisions: All factory built homes and component systems that are offered for sale within the state to first users (meaning a person, firm or corporation who initially installs a factory-built home or component) shall bear an insignia of approval issued by HCD (HSC 19980). The insignia shall be placed on the FBH unit, or component prior to shipment (Title 25, CCR 3039). This insignia lets the local building official know that the FBH conforms to California and FBH requirements and no additional inspection is required or permitted. It is permissible to remove the insignia after installation. A picture of this insignia is shown on page 7. Err,; n'; - I. -- - . . - . •. . , t- .- _... i. . • ;fr2 /j;_ A FBH Panel Assembly Installation Provisions: FBH must be installed to the provisions of the California Building Standards Code (Title 24) applicable to the Occupancy Group, and any other applicable requirements in the HSC, Part 1.5, know as the State Housing Law. HSC 19992 requires the Local EnfOrcement Agency to inspect the installation of FBH and permits the enactment of an ordinance 4 requiring fees to cover the cost of such inspection. Title 25 of the CCR requires the installer to provide the Local Enforcement Agency with one complete set of plans by the manufacturer, approved by HCD or the HCD Design Approval Agency, for use during the issuance of the permit and installation inspection. Who May Sell Factory-Built Homes? There is no HCD licensing requirement for a business entity or an individual to manufacture, distribute or sell a new FBH. Anyone who is licensed by the California Department of Real Estate may sell FBH's. Anyone who is licensed by the State Contractors Licensing Board to construct conventional housing may install (erect and assemble) a FBH. Responsibilities of Local Governments The "California Factory-Built Housing Law" (CFBHL), in Health and Safety Code, Division 13, Part 6, commencing with section 19960, establishes two roles for local government. One is to perform as a Local Enforcement Agency, which is mandatory, and the other is to act as a Local Inspection Agency which is optional. The CFBHL requires the city, county, or city and county having jurisdiction for proposed construction on a parcel of land, to act as the Local Enforcement Agency. The CFBHL requires the Local Enforcement Agency to enforce the provisions and intent of the CFBHL by accepting FBH approved by HCD in the construction of Group R Occupancies. The Local Enforcement Agency, pursuant to HSC 19975 and 19975. 1, must: Verify the presence of HCD Insignia of Approval on each FBH 5 unit or component. The existence of approvals issued by other entities, do not eliminate the need for HCD Insignia of Approval required by the CFBHL. Inspect the installation of FBH units, and components for compliance with any installation instructions issued by the manufacturer, which accompany the FBH. Inspect the installation of FBH units and components for compliance with the California Building Standards Code, Title 24 as applicable to Group R Occupancies. Inspect the alteration to any FBH units, including component systems, made after the installation of such FBH or component system, for compliance with the California Building Standards Code in Title 24. The Local Enforcement Agency, pursuant to HSC 1998 1, must not: Require review of plans and fees where plans have already been approved by HCD or an HCD approved Design Approval Agency, except that approved plans may be required for filing and inspection use. In the case of a proposed Group R Occupancy building to include FBH component systems where there is no plan for the complete building, plans and fees for such complete building may be required by the Local Enforcement Agency. Require the alteration of any FBH unit, including component systems, in order to meet any local code requirement. Additional Activities for Local Government A city, county, city and county, may assume the role of the Local Inspection Agency. A Local Inspection Agency enforces the CFBHL and Title 25 by performing in-plant inspections of the FBH production at manufacturing facilities located within the local agency's political jurisdiction. The FBH units and component systems approved by the Local Inspection Agency may be used throughout the state. The process for becoming approved by HCD to act as a Local Inspection agency is provided in Title 25 CCR 3037. Factory Built Housing Unit Insignia of Approval STATE OF CALIFORNIA 4 DEPARTMENT OF HOUSING AND COMMUNITY DEVELOPMENT DIVISION OF CODES AND STANDARDS INSIGNA NO. A 015474 MANUFACTURER MODEL: UNIT SERIAL NO.: DATE OF MANUFACTURE. PLAN APDROVAL NO. DESIGN LIVE LOADS: ROOF __________PSF. SEISMIC ZONE: - - DESIGN WIND LOAD: ______________ MPH. THIS UNIT COMLIES WITH THE CALIFORNIA FACTORY-BUILT HOU3NG LAW ITATE Or eft"" .1 L :6130 i5 -. '- Factory Built Housing Factory Built Housing Panels Component Insignia of Approval Other Related HCD Information . HCD HOME PAGE—HCD's home page may be accessed at: http://www.housing.hcd.ca.gov The home page contains information on the function of each of our divisions. Manufacturing, sales and registration information may be found under the screen entitled "Division of Codes and Standards." In turn, that screen offers: Factory-Built Housing— This segment covers all of the code and building standards requirements for FBH. Manufactured Housing—This segment covers all of the code and building standards requirements for manufactured homes, multi-unit manufactured homes, commercial coaches and special purpose commercial coaches. Occupational Licensing—This segment covers all of the licensing requirements for manufacturing and selling manufactured homes, multi-unit manufactured homes, and commercial coaches. It also includes information on complaint processing by* the Office of the Mobilehome Ombudsman. Mobilehome Parks—This segment covers HCD's multiple responsibilities to approve and monitor the administration of the law and regulations for mobilehome parks. Registration and Titling—This segment covers HCD's responsibilities for registering new and used manufactured homes, multi-unit manufactured homes, commercial coaches as well as other statutory responsibilities. Employee Housing—This segment covers HCD's regulation of employer provided housing for five or more employees to assure their health, safety and general welfare. State Housing Law—This segment covers model code compliance in the construction of hotels, motels, apartments and single-family residents. I HCD BOOKLETS—The following booklets are available: Insignia of Approval Information Pamphlet—A summary on the various insignias of approval that are issued by HCD. Manufactured Housing Industry Guide To California Codes and Standards—A compendium on the various laws, regulations and building standards for manufacturing manufactured homes, multi-unit manufactured homes, factory built housing and components, commercial coaches and special purpose commercial coaches. HCD Rules and Regulations--An order form for the various law and regulations that HCD administers. Occupational Licensing Information Booklet—A compendium of the requirements for securing any of the manufacturing or sales licenses that are issued by HCD. A Consumer Guide To Manufactured Housing—A comprehensive guide for manufactured home purchasers. Manufactured Homes-Information for Local Government Officials—Information for local governments on how to meet their state and federal law responsibilities relative to their manufactured home policies and procedures. The foregoing publications may be ordered by writing: HCD-Division of Codes and Standards Post Office Box 31 Sacramento, CA 95812-0031 Additional Help and Clarifications Questions regarding the activities of Local Enforcement Agencies and Local Inspection Agencies may be directed to our FBH staff at 916 445-3338 I PCR02079 213 NORMANDY LN CBAD MYERS - FOUNDATION FIX PCR Lot#: MYERS JOHN P&CYNTHIA J SyC CLM City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 03-07-2003 Plan Check Revision Permit No: PCR03020 Building Inspection Request Line (760) 602-2725 Job Address: 213 NORMANDY LN CBAD Permit Type: PCR Status: ISSUED Parcel No: 2030232100 Lot #: 0 Applied: 01/28/2003 Valuation: $0.00 Construction Type: NEW Entered By:: SB Reference #: Plan Approved:: 03/07/2003 Issued:: 03/07/2003 Project Title: MYERS RES ADD ROOF DECK TO Inspect Area:: TO PERMIT ABOVE MSTR BD RM Applicant: . Owner: MYERS JOHN P&CYNTHIA J MYERS JOHN P&CYNTHIA J 9889 03/07/03 0002 01 01 5379 CAROLYN VISTA LN 5379 CAROLYN VISTA LN CGF 120-00 BONITA CA 91902 BONITA CA 91902 Plan Check Revision Fee $120.00 Additional Fees $0.00 Total Fees: $120.00 Total Payments To Date: $0.00 Balance Due: $120.00 PERMIT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave., Carlsbad, CA 92008 ) 2.I "Cl A .Address (include Bldg/Suite #) FOR OFFICE USE ONLY PLAN CHECK NO.___________ EST. VAL. Plan Ck. Deposit Validated By_________________________ Date 1' # of #of Stories Description of V' IiCONTA lo1, f4 - - L'''r" . -.------.. -.-.-. •--- r------'—'— co rrIct) izgi.' Legal Description Lot No. Subdivision Name/Number - Unit No. Phase No. . Total # of units Assessor's Parcel #• Existing Use Proposed Use Name ' Address City State/Zip Telephone # [4PROPERTY OWNER "'"" - TT T . Namer 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 ($5001). Name Address City State/Zip Telephone # State License # License ClasC City Business License 1/ Designer Name Address City State/Zip Telephone State License # Workers' Compensation Declaration: I! hereby affirm under penalty of perjury one of the following declarations: 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. 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 [$1001 OR LESS) CERTIFICATE OF EXEMPTION: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as 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 ,...........-- .•-- -. -. --r -...- .r-.-•---•-'- r-:':--• ' 17 OWNERBUjLDERDEClARATlON ___________________ • ____ 14 I hereby 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 sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for. the purpose of sale). 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 Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). 0 I am exempt under Section ____ Business and Professions Code for this reason: I personally plan to provide the major labor and materials for construction of the proposed property improvement. 0 YES ONO I (have / 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 numbs I will provide some of t work ye ntrac,t d (hired) the following persons to provide the work indicated (include name I address / phone number I type of work): J PROPERTY OWNER SIGAUR - DATE LA HLS SECTIt PERMITSONLV •• = 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 controldistrict 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. j f'fflIcTDI Ia'r.nRI-..cMr1.If . -"r--'-r----- - ----....•••.. - . •J;- ..• . . ---•--." -. -.-.--.-.-.... .:. I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 30970) Civil Code). LENDER'S NAME . LENDER'S ADDRESS_______________________________________________________ I9APPucERTIELcAI!ONLj ..T _____ 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 require - r excavations over 0" deep and demolition or construction of structures over 3 stories in height. EXPIRATION: Every perm sued by t d e provisions of this Code shall expire by limitation and become null, and void if the building or work authorized by such pe is not co e ad it i - e ate of such permit or if the building or work authorized by such permit is suspended or abandoned 0/ any time after the rk is cc men e t (p •od f y 106. Uniform Building Code). APPLICANT'S SIG TUR DATE f" WHITE: File YELLOW: Applicant PINK: Finance EsGil Corporation In Partnership with Government for Building Safety DATE: MARCH 04, 2003 Q..ARRIjçANT JURIS) JURISDICTION: CARLSBAD DPtA?cREVIEWER U FILE PLAN CHECK NO.: 01-2990 (REV. # 3) - PCR 03-020 SET: III PROJECT ADDRESS: 213 NORMANDY LANE PROJECT NAME: SFR ADDITION FOR MYERS El The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. LI 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: JOHN KORELICH, AlA 1556 FLAIR, ENCINITAS DRIVE, ENCINITAS, CA 92024 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: JOHN Telephone #: 760-944-0113 Date contacted: (by: ) Fax #: 760-944-0901 Mail Telephone Fax In Person REMARKS: The revised T-24, CF-1 R, Pages 1, 2 & 3 need to be imprinted on Sheet EN-1 of plans. By: Ali Sadre Comments: Deck Addition to the Third Level Loft. Esgil Corporation 0 GA 0 MB 0 EJ 0 PC 2/25 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 EsGil Corporation In Partnership with Government for Building Safety DATE: FEB. 19, 2003 0_LICANT JURISTh JURISDICTION: CARLSBAD 0 PLAN REVIEWER 0 FILE PLAN CHECK NO.: 01-2990 (REV. # 3) - PCR 03-020 SET: II PROJECT ADDRESS: 213 NORMANDY LANE PROJECT NAME: SFR ADDITION FOR MYERS El 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. 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. PLEASE SEE BELOW El 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: JOHN KORELICH, AlA 1556 FLAIR, ENCINITAS DRIVE, ENCINITAS, CA 92024 El 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: JOHN Telephone #: 760-944-0113 Date contacted: (by: ) Fax #: Mail Telephone Fax In Person REMARKS: Please see attached for corrections due to revisions to approved plans. By: Ali Sadre Comments: Deck Addition to the Third Level Loft. Esgil Corporation U GA U MB 0 EJ 0 PC 2/12 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 CARLSBAD 01-2990 (REV. # 3) - PCR 03-020 FEB. 19, 2003 Submit 2-sets of revised/signed plans to the Building Department for review & approval. Please revise the data on Sheet Al to note the floor area of living area on loft level is 380 s.f. + 64 s.f. (deck) = 444 s.f. <500 s.f.; thus, one stair is O.K. Please specify the decking material on plans. Remove the 4x12's on revised Sl.IA near gridlines 13.7 & C.7, which are no longer used. [Cantilever W's to support the loft 2' projection]. Please revise the electrical plans, elevation plans, T-24 (energy caic's.) & INSUL-KOR plans to reflect the new changes on plans accordingly. Reflect the winding stairs on 2 nd floor plans (per loft plans) - Sheet A-I. Relabel the closets (adjacent to new deck) as attic spaces or add to floor area, per Sheet A-I. Note 6" tread width at narrowest point and 9" at 12" from the center point for winding stairs on Al. Revise Section 4/A3, as referenced on A-I, to reflect the new deck addition. On Sheet A-I, revise note #26 at exterior edge of the deck to delete bay window notation. . Please call ALl SAME with EsGil Corporation @ (858) 560-1468 with any questions. EsGil Corporation In Partnership with Government for Building Safety DATE: FEB. 49 2003 o nCCANT JURISDICTION: CARLSBAD 0 PLAN REVIEWER 0 FILE PLAN CHECK NO.: 01-2990 (REV. # 3) - PCR 03-020 SET: I PROJECT ADDRESS: 213 NORMANDY LANE PROJECT NAME: SFR ADDITION FOR MYERS i The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. F1 The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: JOHN KORELICH, AlA 1556 FLAIR, ENCINITAS DRIVE, ENCINITAS, CA 92024 LI 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: JOHN Telephone #: 760-944-0113 Date contacted: •1 5103 (by: ) Fax #: (7(_N)99L.070I Mail Telephone ' Fax - In Person REMARKS: Deck addition to the third floor level under this plan. By: All Sadre Enclosures: Esgil Corporation OGA 0MB EJEJ [:1 PC 1/30 tmsmtl.dot 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576. CARLSBAD 01-2990 (REV. # 3) - PCR 03-020 FEB. 4, 2003 1. Submit 2-sets of revised/signed plans to the Building Department for review & approval. The roof framing as shown on the 81/2" x 11' package do not match the approved. framing plans. Revise the size of the ridge and other beam members to. match the approved plans. . Note on plans that the deck addition is 64 s.f. Revise the floor plans to provide a second set of permanent stairs from the third floor. The floor area on the third level is (486 + 64 = 550 s.f. over 500 s.f.). 5. Please specify the decking material on plans. Please call ALl SADRE with EsGil Corporation @ (858) 560-1468 with any questions. . . . CARLSBAD 01-2990 (REV. # 3) - PCR 03-020 FEB. 4, 2003 VALUATION AND PLAN CHECK FEE JURISDICTION: CARLSBAD PLAN CHECK NO.: 01-2990 (REV. # 3) - PCR 03-020 PREPARED BY: All Sadre DATE: FEB. 4, 2003 BUILDING ADDRESS: 213 NORMANDY LANE BUILDING OCCUPANCY: R3 TYPE OF CONSTRUCTION: VN BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) DECK REV. Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code 1CB 113y Ordinance 1994 UBC Building Permit Fee [j 1994 UBC Plan check Fee V Type of Review: 0 Complete Review J Structural Only Repetitive Fee 0 Other 0 Repeats El Hourly I Hour * Esgil Plan Review Fee * Based on hourly rate Comments: I I I $120.001 I $96.00 Sheet I of I macvalue.doc I I PLANNING/ENGINEERING APPROVALS PERMIT NUMBER CB R42- 03 -2,0 DATE/-7-f'-o 3 ADDRESS 2 (NTIAL . RESIDENTIAL ADDITION MINOR (<$10,000.00) TENANT IMPROVEMENT PLAZA CAMINO REAL CARLSBAD COMPANY STORES VILLAGE FAIRE COMPLETE OFFICE BUILDING OTHER PLANNER L2 fr'4/CL "DATE /- z J ENGIN DATE gomWP1annIng Etq1neevInAppvovaIc Qj)' •( ji*C 9+1k1% rt Q 9.C&V/ 110~1- 'A 0 u/I1_P"V '4yL2.. ' 4uc- &x (b AtJAf( bi ac-k,5 fcLr ef ol e1-ef 11icr) 6ajA tc.ck. wf( (apprDf) ( CVO r(IJ C,-51,6 Dv3 CI6 5)v-k5 .9torl? d< V4 C- )2 H1r5. $Ufio f 7! t Mor :L : :4-- /'?h I - - - - - - -1 - - - 1' 1 1 I fCio'i I. . I •.. k. ij• \ ç v .. rj 9T (oC4i'ø) (A( OJra'P/c,tt1 Or FROM : EL CONSULTING ENGINEERS FAX NO. : 8582593776 Jan. 28 2003 09:27AM P1 SL Consulting Engineers 252 Pjd Syi C 2LsO Phone immb.r (SS' 259-776 Fax nuwbtr: (85) -776' FAX TRANSMITTAL Send to - VERJGON Froth: Sue Liao Mention. - C.LMyrs . Date: ___________________ Fax No: (760) 798-2962 Project M)ers Residence Total No. of pages including this page: 1 Fax copies of: (The Originals will not be transmitted) NME \ 4 of n. 5T \ i Jot 5T. NEU L7t 'T1 ci I 4L VoAlz (t'fF-V)J .6F-V+) p - OFT If items fiicixi are not noted or legible, please notify us at once. Urgent 0 ReplyASAP U Please comment q Please review For your infOfl736Cfl JAN-28-2003 TUE 08:56RM ID: RON : EL CONSULTING ENGINEERS FAX NO. : 8582593776 Jan. 24 2003 11:37PM P1 1• SL Consulting Engineers 12; Cuic( Caw.n Sa Die%). ('iba 921 "0 Phone iumber: (5S) 25-3776 Fi;x i1taUer: !,858)259-3776 I FAX TRANSMITTAL Send to: VERIGON Attention: Ci, Myar Paz No: (760) 798-2962 Total No. of pages including this page: Fax copies of: (The oriinIg will not be ta,1si From: Sue Liao Date: I/t/o3 Project: Myers Raidence II ill -Iii \ / Nk)TTh \ I fl I1jI !II 1k \*ua.4) E-W fX(a Qcf •. I r \- (Z4-F -V) 5T If items faxed are riot noted or legible, please notify us at once. U Urgent U Reply ASAP U Please comment U Please review For your information JAN-24-2003 FRI 11:07PM ID: PGE:1 STRUCTURAL CALCULATIONS FOR MYERS RESIDENCE DECK ADDITION 213-215 NORMANDY LANE CARLSBAD, CA 92008 co (V fl REth '%ej SL CONSULTING ENGINEERS 12521 Carmel Canyon Road San Diego, CA 92130 (858) 259-3776 PROJECT NO: 03006 JANUARY 2003 U AA 0 3o-zo S.L. CONSULTING ENGINEERS 12521 CAR:MEL CANYON ROAD SAN DIEGO, CALIFORNIA 91230 (858) 259-3776 JOB SHEET NO. OF______________________ CALCULATED BY DATE CHECKED BY_________________________ DATE SCALE au.] F F . F F F IrUt!dIIu ruvul Cl - 2CT 294 !I)5.I fFaddeQ Al oP. — POOUCTC14 (Sehe1s)2C5-I (PaddJI S.L. CONSULTING ENGINEERS -- 12521 CARMEL CANYON ROAD SAN DIEGO, CALIFORNIA 91230 (858) 259-3776 JOB_________ SHEET NO. CALCULATED BY_ CHECKED BY_ SCALE OF DATE DATE I PRODUCT 201.1 sçR sleeu$ 205.1 1PaddI JOB SHEET NO. OF CALCULATED BY_________________________ DATE CHECKED BY__________________________ DATE SCALE Elp PfiCOUCT24.I Single Sheelsi 205•1 Wadded) SL Consulting Engineers 12521 Carmel Canyon Road San Diego, CA 92130 (858)259-3776 E-mail: sueliaosan.rr.com Title: Dsgnr: Description: Scope: Date: User. KW.O6O4855yer 5.6.1, 25-Oct-2002 ae General Timber Beam .. Description Vallely Beam 2x8 General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 2x8 Center Span 7.00 ft .....Lu 2.00 it Beam Width 1.500 in Left Cantilever it .....Lu 0.00 it Beam Depth 7.250 in Right Cantilever it .....Lu 0.00 it Member Type Sawn Douglas Fir - Larch (North), No. 1/No. 2 Fb Base Allow 825.0 psi Load Our. Factor 1.250 Fv Allow 95.0 psi Beam End FIXILY Pin-Pin Fc Allow 625.0 psi E 1,600.0 ksi I Trapezoidal Loads #1 DL @Left 42.00 #/ft LL @ Left 32.00 #Ift Start bc 0.000 It DL @ Right 90.00 #Ift LL @ Right 80.00 #Ift End Loc 7.000 ft Beam Design OK Span= 7.aoft, Beam Width = 1.500in x Depth = 7.251n, Ends are Pin-Pin Max Stress Ratio 0.564 :1 Maximum Moment 0.8 k-ft Maximum Shear * 1.5 0.6 k Allowable 1.3 k-ft Allowable 1.3 k Max. Positive Moment 075k-ft at 3.724 it Shear Left 0.37 k Max. Negative Moment .0.00k-ft at 7.000 it @ Right 0.48k Max @ Left Support 0.00 k-ft Camber @ Left 0.000 in Max @ Right Support 0.00 k-ft C Center 0.070 in Max Mallow 1 Reactions... Right 0.000 In fb 685.29 psi fv 53.16 psi Left DL 0.20 k Max 0.37k Fb 1,214.35 psi Fv 118.75 psi Right DL 0.26k Max 0.48k Deflections Center Span... Dead Load Total Lead Left Cantilever... Dead Load Total Load Deflection -0047 in -0.066 in Deflection 0.000 in 0.000 in ...Location 3.55611 3.566 it ...LengthlDefl 0.0 0.0 ...LengthlDefl 1,795.2 971.14 Right Cantilever... Camber (using 1.5 • D.L Deft) ... Deflection 0.000 in 0.000 in Center 0.070 in ...LengthlDefl 0.0 0.0 Left 0.000 in Right 0.000 in Stress Caics Bending Analysis Ck 31.945 Le 4.118 it Soc 13.141 in3 Area 10.875 in2 Cf 1.200 Rb 12.622 Cl 0.981 Max Moment Sxx Redd Allowable fb Center 0.75 k-ft 7.42 1n3 1,214.35 psi Left Support 0.00 k-ft 0.00 in3 1,237.50 psi Right Support 0.00 k-ft 0.00 in3 1,237.50 psi Shear Analysis Left Support Right Support Design Shear 0.49 k 0.58 k Area Required 4.107 in2 4.868 in2 Fv: Allowable 118.75 psi 118.75 psi Bearing @ Supports Max. Left Reaction 0.37 k Bearing Length Reqd 0.396 in Max. Right Reaction 0.46 k Bearing Length Req'd 0.515 in S.L. CONSULTING ENGINEERS 12521 CARMEL CANYON ROAD SAN DIEGO, CALIFORNIA 91230 (858) 259-3776 JOB SHEET NO.__________________________ OF____________________ CALCULATED BY_________________________ DATE CHECKED BY__________________________ DATE i...1. 1.6 ri 2 up R00UCU4-1 Sãnç Sh !V5l IP1_d1 SL Consulting Engineers 12521 Carmel Canyon Road San Diego, CA 92130 (858)259-3776 E-mail: sueliaosanr.com Title: Dsgnr: Description: Scope: Date: UerKW*O4855,Ver5.6.1,25.Oct•2OO? General Timber Beam .. -- Description Ridge Beam 2x8 General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 2x8 Center Span 5.00 ft .....Lu 200 It Beam Width 1.500 in Left Cantilever It .....Lu 0.00 ft Beam Depth 7.250 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Douglas Fir - Larch (North), No. 1!No. 2 Fb Base Allow 825.0 psi Load Our. Factor 1.250 Fv Allow 98.0 psi Beam End Fixity Pin-Pin Fc Allow 625.0 psi E 1,800.0 ksi I Trapezoidal Loads #1 DL @ Left #/ft LL @ Left #Ift Start Loc 0.000 ft DL @ Right 90.00 #Ift LL @ Right 80.00 #Ift End Loc 5.000 ft Point Loads Dead Load 400.0 lbs lbs lbs lbs lbs lbs lbs Live Load 340.0 lbs lbs lbs lbs lbs lbs lbs ...distance 1.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft ummary I Beam Design OK Span= 5.00ft, Beam Width = 1.500m x Depth = 7.251n, Ends are Pin-Pin Max Stress Ratio 0.845 : 1 Maximum Moment 0.7 k-ft Allowable 1.3 k-ft Max. Positive Moment 0.73k-ft at 1.000 ft Max Negative Moment -0.00 k-ft at 5.000 ft Max @ Left Support 0.00 k-ft Max @ Right Support 0.00 k-ft Max. M allow 1.33 Reactions... fb 664.81 psi Iv 100.35 psi Left DL 0.39 k Fb 1,214.35 psi Fv 118.15 psi Right DL 0.23k Deflections Right Left Center Right Max Max 1.1 k 1.3 k 0.73k 0.43k 0.000 in 0.033 in 0.000 in 0.73k 0.43k Maximum Shear * 1.5 Allowable Shear: Left Camber: Deflection -0.022, in -0.041 in Deflection 0.000 in 0.000 in ...Location 2.340 ft 2.340 It ...LengthlDefl 0.0 0.0 ...LengthlDefl 2.749.6 1,474.59 Right Cantilever... Camber ( using 1.5 * D.L Deft) ... Deflection 0.000 in 0.000 in @ Center n.033 in ...LengthlDefl 0.0 0.0 Left 0.000 in Right 0.000 in Stress Calcs Bending Analysis Ck 31.945 Le 4.118 It S,oc 13.141 in3 Area 10.875 in2 Cf 1.200 Rb 12.622 Cl 0.981 Max Moment Sxx Req'd Allowable lb Center 0.73 k-ft 7.19 in3 1214.35 psi Left Support 0.00 k-ft 0.00 in3 1,237.50 psi Right Support 0.00 k-ft 0.00 in3 1,237.50 psi Shear Analysis @ Left Support © Right Support Design Shear 1.00 k 0.50 k Area Required 9.190 in2 4.237 in2 Fv: Allowable 118.15 psi 118.15 psi Bearing @ Supports Max. Left Reaction 0.73 k Bearing Length Req'd 0.783 in Max. Right Reaction 0.43 k Bearing Length Req'd 0.460 in SL Consulting Engineers 12521 Carmel Canyon Road San Diego, CA 92130 (858)259-3776 E-mail: sueliaocsan.rr.com 5.6.1, 25-Oct-2002 Title: Dsgnr: Description: Scope: Timber Beam & Joist Job# Date: Page 1 d:eneineering\oroiect$\myer5\63006.ecwCaIcu Description Header 4X6 Timber Member Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Header Timber Section 4x6 Beam Width in 3.500 Beam Depth in 5.500 Le: Unbraced Length ft 0.00 Timber Grade ouglas Fir. Larch Fb - Basic Allow psi 825.0 Fv - Basic Allow psi 95.0 Elastic Modulus ksi 1,600.0 Load Duration Factor 1.250 Member Type Sawn Repetitive Status No [enter Span Data Span it 5.00 Dead Load #!ft 42.00 Live Load #/ft 32.00 Point #1 DL lbs 230.00 IL lbs 200.00 Ill 2.500 I Results Ratio = 0.3900 - -.----- Mmax @ Center in-k 9.22 it 2.50 lb : Actual psi 522.8 Fb : Allowable psi 1.340.6 Bending OK Iv Actual psi 28.6 Fv: Allowable psi 118.8 Shear OK eactions @ Left End DL lbs 220.00 LL lbs 180.00 Max. DL+LL lbs 400.00 Right End DL lbs 220.00 IL lbs 180.00 Max. DI+LL lbs 400.00 Deflections Ratio OK Center DL Del) in -0.021 I/Del) Ratio 2,865.7 Center IL Del) in -0.017 I/Del) Ratio 3,450.8 Center Total Dell in .0.008 Location it 2.500 I/Dell Ratio 1,565.6 S.L. CONSULTING ENGINEERS 12521 CARMEL CANYON ROAD SAN DIEGO, CALIFORNIA 91230 (858) 259-3776 + S 'ROW 1A1 ;Si*55ets) 205.1 P3d1l SL Consulting Engineers 12521 Carmel Canyon Road San Diego, CA 92130 (858)259-3776 E-mail: sueliaotsan.rr.com Title: Dsgnr: Description: Scope: General Timber Beam Job # Date: Page 1 Description BM-1 GLB 3 118"X13 1/2" General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 3.126z13.5 Center Span 18.50 it .....Lu 2.00 it Beam Width 3.125 in Left Cantilever it .....Lu 0.00 it Beam Depth 13.500 in Right Cantilever it .....Lu 0.00 it Member Type GluLam Douglas Fir, 16F - E6 Fb Base Allow 1,600.0 psi Load Our. Factor 1.260 Fv Allow 190.0 psi Beam End Fixity Pin-Pin Fc Allow 560.0 psi E 1,500.0 ksi Full Length Uniform Loads Center DL 1136.00#111t LL 124.00 #!ft Left Cantilever DL #Ift LL #flt Right Cantilever DL #Jft LL Xft I Trapezoidal Loads #1 DL @ Left 46.00 #/ft LL Left 48.00 #/ft Start Loc 0.000 It DL Right 48.00 #/ft LL Right 48.00 #!ft End Loc 5.000 It #2 DL Left 48.00 #!ft LL @ Left 46.00 #/ft Start Loc 14.000 it DL @ Right 48.00 #!ft LL @ Right 46.00 #Ift End Loc 17.000 it Point Loads Dead Load 390.0 lbs lbs lbs lbs lbs lbs lbs Live Load 340.0 lbs lbs lbs lbs lbs lbs lbs ...distance 9.500 it 0.000 ft 0.000 ft 0.000 ft 0.000 it 0.000 it 0.000 ft Summary Beam Design OK Span= 18.50ft, Beam Width = 3.1251n x Depth = 13.5n, Ends are Pin-Pin Max Stress Ratio 0.969 : I Maximum Moment 15.5 k-ft Maximum Shear * 1.5 4.2 K Allowable 15.7 k-ft Allowable 10.0 k Max. Positive Moment 15.51 k-ft at 9.472 ft Shear @ Left 3.22 k Max. Negative Moment 0.00k-ft at 0.000 it @ Right 3.09k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.755 in Right 0.000 in IA iA i uvuax. a,iow Reactions... tb 1,960.59 psi fv 100.51 psi Left DL 1.68 k Max 3.22k Fb 1,982.73 psi Fv 237.50 psi Right DL 1.61 K Max 3.09k - [Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.500 in -0.962 in Deflection 0.000 in 0.000 in ...Location 9.250 it 9.250 It ...Length/Defl 0.0 0.0 ...LengthlDefl 441.2 230.87 Right Cantilever... Camber ( using 1.5 D.L Deft ) ... Deflection 0.000 in 0.000 in Center 0.755 in ...Length/Defl 0.0 . 0.0 @ Left 0.000 in Right 0.000 in Page 2 SL Consulting Engineers Title: Job # 12521 Carmel Canyon Road Dsgnr: Date: : San Diego, CA 92130 Description (858)259-3776 Scope: E-mail: sueliao@san.rr.com L Rev: 560100 User KW.0604855. Ver 5.6.1 25-Oct-2002 General Timber Beam 83-2002 NRCALC Enri Software d:\engr\projects\rters\03t Description BM-1 GLB 3 1/8"X13 1/2" Stress Calcs Bending Analysis Ck 22.210 Le 4.118 It Soi 94.9221n3 Area 42.188 in2 Cv 1.000 Rb 8.267 Cl 0.991 Max Moment Sxx Reci'd Allowable lb @ Center 15.51 k-ft 98.86 1n3 1,98273 psi Left Support 0.00 k-ft 0.00 in3 2,00000 psi @ Right Support 0.00 k-ft 0.00 in3 2,000:00 psi Shear Analysis @ Left Support @ Right Support Design Shear 4.24 k 4.20 k Area Required 17.854 1n2 17.668 1n2 Fv: Allowable 237.0 psi 237.0 psi Bearing @ Supports Max. Left Reaction 322 k Bearing Length Reqd 1.841 in Max. Right Reaction 3.09 k Bearing Length Req'd 1.798 in SL Consulting Engineers 12521 Carmel Canyon Road San Diego, CA 92130 (858)259-3776 E-mail: sueliao(san.rr.com User KW.0604855, Ver 5.6.1, 25-Oct-2002 çl9a3.2OO2 ENERCALC Engineering Software Description BM-2 4X12 OF #1) Title: Osgnr: Description: Scope: Timber Beam & Joist Job Date: Page 1 Timber Member Information Calculations are designed to 1997 NDS and 1997 UBC Requirements J BM-2 Timber Section 4x12 Beam Width in 3.500 Beam Depth in 11.250 Le: Unbraced Length ft 0.00 Timber Grade Hem Fir, No.1 Fb - Basic Allow psi 1,050.0 Fv - Basic Allow psi 70.0 Elastic Modulus ksi 1,300.0 Load Duration Factor 1.250 Member Type Sawn Repetitive Status No Center Span Data Span ft 4.50 Dead Load #/ft 94.00 Live Load #/ft 24.00 Point #1 DL lbs 1,610.00 LL lbs 1,480.00 ft 2.250 Results Ratio= 0.7402 ------ Mmax @ Center in-k 45.30 ft 2.25 lb Actual psi 613.6 Fb : Allowable psi 1,4.8 Bending OK lv Actual psi 64.8 Fv : Allowable psi 87.5 Shear OK Reactions O Left End DI lbs 1,016.50 II lbs 794.00 Max. DL+IL lbs 1,810.50 O Right End DL lbs 1,016.50 LL lbs 794.00 Max. DL+LI lbs 1,810.50 I Deflections Ratio OK Center DI Dell in -0.011 LJDefl Ratio 4,741.2 Center IL Dell in -0.009 UDefl Ratio 5,742.7 Center Total Dell in -0.021 Location it 2.250 L/Defl Ratio 2,7.1 S.L. CONSULTING ENGINEERS 12521 CARMEL CANYON ROAD SAN DIEGO, CALIFORNIA 91230 (858) 259-3776 JOB SHEET NO. OF___________________ CALCULATED BY DATE____________________ CHECKED BY__________________________ DATE SCALE I'IE1..Il.I..E' I.I PROOUCI 204.1 IWle Shecsi 22.1 Paddd S.L. CONSULTING ENGINEERS 12521 CARMEL CANYON ROAD SAN DIEGO, CALIFORNIA 91230 (858) 259-3776 JOB SHEET NO. OF CALCULATED BY DATE CHECKED BY •' DATE SCALE / ii -2 :.2 'I If PicDuc; Z4-1 Isko S11j 205.1 tftftl SL Consulting Engineers Title: Job # L ,, 12521 Carmel Canyon Road Dsgnr: Date: : San Diego, CA 92130 Description (858)259-3776 Scope: E-mail: sueliao@san.rr.com Rev: 560100 User IcW.0604855 Ver5.6.1, 25-Oct-2002 Timber Beam & Joist Page 1 I (c)1983-2002 ENERCAIC Engineering Software d:\engineeringprojectsmyers03006.ecw.Calcu Description Deck Joist 2x10 @16" O.C. I Timber Member Information Calculations are designed to 1997 NDS and 1997 UBC Requirementsjj Deck Joist Timber Section 2z10 Beam Width in 1.500 Beam Depth in 9.250 Le: Unbraced Length it 1.38 Timber Grade Jouglas Fir. Larch Fb - Basic Allow psi 825.0 Fv - Basic Allow psi 95.0 Elastic Modulus ksi 1,600.0 Load Duration Factor 1.250 Member Type Sawn Repetitive Status Repetitive Center Span Data Span it 5.83 Dead Load #Ift 16.00 Live Load #/ft 80.00 Cantilever Span Span it 1.50 Uniform Dead Load #/ft 16.00 Uniform Live Load #/ft 80.00 Point #1 DL lbs 47.00 IL lbs ftl 1.500 Results Ratio = 0.2154 Mmax @ Center in-k 438 it 2.75 Mmax @ Cantilever in-k -2.14 fb:Actual psi 204.7 Fb : Allowable psi 1,283.4 Bending OK Iv : Actual psi 25.6 Fv: Allowable psi 118.8 Shear OK I Reactions @ Left End DL lbs 31.46 IL lbs 238.20 Max. 01+11 lbs 264.66 Right End DL lbs 132.82 IL lbs 368.64 Max. DL+LL lbs 501.46 Deflections - Ratio OK Center DI Deft in . -0.001 1/Deft Ratio 104,669.0 Center LL Deft in .0.013 1/Deft Ratio 5,325.6 Center Total Deft in -0.014 Location it 2.845 1/Deft Ratio 5,099.8 Cantilever DL Deft ml -0.001 Cantilever LL Deft ml 0.007 Total Cant. Deft in! 0.006 I/Deft Ratio 1 5,918.3 SL Consulting Engineers 12521 Carmel Canyon Road San Diego, CA 92130 (858)259-3776 E-mail: sueliao(san.rr.com Ver 5.6.1, 25-Oct-2002 Title: Dsgnr: Description: Scope: Timber Beam & Joist Job L- Date: Page 1 Description BM-3 4X12 Timber Member Information Calculations are designed to 1997 NDS and 1997 USC Requirements j BM-3 Timber Section 4x3.2 Beam Width in 3.500 Beam Depth in 11.250 Le: Unbraced Length ft 0.00 Timber Grade IougIas Fir. Larch Fb - Basic Allow psi 1,300.0 Fv - Basic Allow psi 85.0 Elastic Modulus ksi 1,600.0 Load Duration Factor 1.000 Member Type Sawn Repetitive Status No Center Span Data Span It 9.50 Dead Load #/ft 115.00 Live Load #lft 277.00 I Results Ratio = 0.6743 Mmax @ Center in-k 53.07 It 475 fb : Actual psi 718.8 Fb : Allowable psi 1,430.0 Bending OK fv : Actual psi 57.3 Fv: Allowable psi 85.0 Shear OK Reactions Left End DL lbs 546.25 LL lbs 1,315.75 Max. DL+LL lbs 1,862.00 Right End DL lbs 545.25 IL lbs 1,315.75 Max. DL+LL lbs 1,862.00 Deflections Ratio OK Center DL Dell in -0082 LIDefi Ratio 3,4.2 Center IL Dell in -0.076 LlDefl Ratio 1,492.2 Center Total Dell in -0.108 Location ft 4.750 1./Dell Ratio 1,054.4 JOB S.L. CONSULTING ENGINEERS 12521 CARMEL CANYON ROAD SAN DIEGO, CALIFORNIA 91230 (858) 259-3776 SCALE IK P ROOUCT 204.1 ISingle Sheets) 205l P44) SL Consulting Engineers 12521 Carmel Canyon Road San Diego, CA 92130 (858)259-3776 E-mail: sueIiao(san.rr.com Ver 5.6.1, 25-Oct-2002 Timber Beam & Joist Title: Dsgnr: Description: Scope: Job 1— "- Date: Page 1 Description BM-4 4X12 [Timber Member Information Calculations are designed to 1997 NOS and 1997 UBC Requirements , j BM4 Timber Section 4x12 Beam Width in 3.500 Beam Depth in 11.260 Le: Unbraced Length it 0.00 Timber Grade ougIas Fir. Larch Fb - Basic Allow psi 1,300.0 Fv - Basic Allow psi 85.0 Elastic Modulus ksi 1,600.0 Load Duration Factor 1.000 Member Type Sawn Repetitive Status No Center Span Span It 5.83 Dead Load #/ft 113.00 Live Load #!ft 80.00 I Results Ratio = 0.1715 Mmax @ Center in-k 9.84 It 2.91 fb : Actual psi 13.3 Fb Allowable psi 1,430.0 Bending OK fv:Actual psi 146 Fv : Allowable psi 85.0 Shear OK I § Left End DL lbs 329.39 LL lbs 23.20 Max. DL+LL lbs 562.59 Right End DL lbs 329.39 IL lbs 2.20 Max. DL+LL lbs 5627.59 Deflections Ratio OK Center DL Defi in -0.004 LlDefl Ratio 15,826.7 Center LL Dell in -0.003 LlDefl Ratio 22,366.2 Canter Total Defi in -0.008 Location ft 2.915 L/Defl Ratio 9,266.4 SL Consulting Engineers 12521 Carmel Canyon Road San Diego, CA 92130 (858)2594776 E-mail: sueliao@san.rr.com Title: Dsgnr: Description: Scope: Timber Beam & Joist Job 9 Date: Page 1 Description BM-5 4X12 (Timber Member Information Calculations are designed to 1997 NDS and 1997 USC Requirennt ,J BM-5 Timber Section 4x12 Beam Width in 3.500 Beam Depth in 11.250 Le: Unbraced Length it 0.00 Timber Grade ouglas Fir. Larch, Fb - Basic Allow psi 1,350.0 Fv - Basic Allow psi 85.0 Elastic Modulus ksi 1,500.0 Load Duration Factor 1.250 Member Type Sawn Repetitive Status No I Center Span Data Span it 9.75 Dead Load #Jft 132.00 Live Load #11t 40.00 Point #1 DL lbs 1,017.00 IL lbs 794.00 it 2.500 Point #2 DL lbs 1,017.00 LL lbs 794.00 it 7.130 I Results Ratio= 0.8929 Center in-k 81.57 it 4.87 fb: Actual psi 1,104.9 Fb : Allowable psi 1,856.3 Bending OK Iv: Actual psi 94.9 Fv : Allowable psi 106.3 Shear OK I - @ Left End DL lbs 1,6.46 IL lbs 968.19 Max. DL+LL lbs 2,647.64 @ Right End DL lbs 1,661.54 IL lbs 989.81 Max. DL+LL lbs 2,891.36 Deflections Ratio OK Center DL Deft in .0.115 UDefl Ratio 1,018.1 Center IL Deft in -0.070 LJDefl Ratio 1,661.4 Center Total Dell in -0.185 Location ft 4.875 UDefl Ratio 501.3 S.L. CONSULTING ENGINEERS 12521 CARMEL CANYON ROAD SAN DIEGO, CALIFORNIA 91230 (858) 259-3776 I I rI (yzv7 Iii I.. 1.0; POUCT1I4.; (SM Shcs) 2051 Pad) SL Consulting Engineers 12521 Carmel Canyon Road San Diego, CA 92130 (858)259-3776 E-mail: sueliaosan.rr.com Title: Dsgnr: Description: Scope: Date: Job # I e I .?!eS Oct General Timber Beam AAflE_L. I Description BM-6 GLB 5 118"X12" General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 5.125x12.0 Center Span 15.00 ft .....Lu 133 it Beam Width 5.125 in Left Cantilever ft .....Lu 0.00 it Beam Depth 12.000 in Right Cantilever 1.50ft .....Lu 1.33 ft Member Type GluLam Douglas Fir, 24F - V8 Fb Base Allow 2,400.0 psi Load Dur. Factor 1.000 Fv Allow 190.0 psi Beam End Fbdty Pin-Pin Fc Allow 560.0 psi E 1,800.Oksi I Full Length Uniform Loads Center DL 16).00#!ft LL 312.00 #/ft Left Cantilever DL Mt IL #Ift Right Cantilever DL 143.00 #/ft LL 200.00 #/ft I Trapezoidal Loads #1 DL @Left #/ft IL @ Left 59.00 #/ft Start Loc 2.750 ft DL @ Right #/ft LL @ Right 59.00 #111 End Loc 12.250 ft Point Loads Dead Load 329.0 lbs 220.0 lbs 220.0 lbs 329.0 lbs lbs lbs lbs Uve Load 233.0 lbs 180.0 lbs 180.0 lbs 233.0 lbs lbs lbs lbs ...distance 2.750 ft 5.000 ft 10.000 ft 12.250 ft 0.000 ft 0.000 ft 0.000 ft L Summary I Beam Design OK Span= 15.00ft, Right Cant= 1.50ft, Beam Width = 5.1251n x Depth = 12.in, Ends are Pin-Pin Max Stress Ratio 0.740 :1 Maximum Moment 18.2 k-ft Maximum Shear * 1.5 6.5 k Allowable 24.6 k-ft Allowable 11.7 k Max Positive Moment 18.18k-ft at 7.500 it Shear Left 4.77k Max. Negative Moment .0.16k-ft at 15.000 ft @ Right 481 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support -0.39 k-ft @ Center 0.300 in Max M allow 2456 Reactions... Right 0.091 in lb 1,773.30 psi Iv 105.91 psi Left DL 1.74 k Max 4.77k Fb 2,395.93 psi Fv 190.00 psi Right DL 1.97k Max 5.32k [Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.200 in .0.561 in Deflection 0.000 in 0.000 in ...Location 7.500 it 7.500 ft ..iength/Defl 0.0 0.0 ...Length!Defl 899.3 321.02 Right Cantilever... Camber ( using 1.5 * D.L. Den ) ... Deflection 0.061 in 0.171 in Center 0.300 in ...Length/Defl 593.3 210.8 @ Left 0.000 in Right 0.091 in SL Consulting Engineers Title: Job 12521 Carmel Canyon Road Dsgnr: Date: San Diego, CA 92130 Description: (858)259-3776 Scope: E-mail: sueliao@san.rr.com Rev: 560100 Page User KW604855. Ver5.6.1, 25-0ct-2002 General Timber Beam .0 2 (c)1983.2002 ENERCALC Engineering Software d:\engineering\projects\myers\03006.ecw:Calcu • Description BM-6 GLB 5 1/8"X1 2" Stress Caics Bending Analysis Ck 22.210 Le 2.739 ft Sioc 123.000.1n3 Area 61.500 in2 Cv 1.000 Rb 3.876 Cl 0.998 Max Moment S,oc Redd AlI,able lb Center 18.18 k-ft 91.04 in3 2,393 psi Left Support 0.00 k-ft 0.00 in3 2,400.00 psi @ Right Support 0.39 k-ft 1.98 in3' 2.3.93 psi Shear Analysis @ Left Support @ Right Support Design Shear 6.46 k 6.51 k Area Required 33.993 in2 34.280 in2 Fv Allowable 190.00 psi 190.00 psi Bearing @ Supports Max. Left Reaction 4.77 k Bearing Length Req'd 1.63 in Max. Right Reaction 532 k Bearing Length Req'd 1.855 in S.L. CONSULTING ENGINEERS 12521 CARMEL CANYON ROAD SAN DIEGO, CALIFORNIA 91230 (858) 259-3776 JOB SHEET NO. CALCULATED BY DATE___________________ CHECKED BY___________________________ DATE SCALE . ............ ...... . .... .. ........ pqoaucr Z04.1 lSü,Ie !Mts) 205.1 Pal1d S.L. CONSULTING ENGINEERS 12521 CARMEL CANYON ROAD SAN DIEGO, CALIFORNIA 91230 (858) 259-3776 SCALE rr..i............. _.riI L! I; OUCT 204•I EIe 1sts)2.l Pa) -I.-.. P JobS Date: / Page 1 SL Consulting Engineers 12521 Carmel Canyon Road San Diego, CA 92130 (858)259-3776 E-mail: sueliaocsan.ff.com Rev: 560100 2ec KW•0604855Ver5.6.1,25.Oct-2002 Timber Beam & Joist 83.2002 ENERIALC Engineering Software Description BM-7 GLM 3 1/8" X19 1/2" Title: Dsgnr: Description: Scope: [Timber Member Information Calculations are designed to 1997 NDS and 1997 UBC Requirements ] BM-7 Timber Section 3.125x19.5 Beam Width in 3.125 Beam Depth in 19.500 Le: Unbraced Length it 1.33 Timber Grade m4as Fir, 24F . V Fb - Basic Allow psi 2,400.0 Fv - Basic Allow psi 190.0 Elastic Modulus ksi 1,800.0 Load Duration Factor 1.000 Member Type Glulam Repetitive Status No Center Span Data - Span it 17.00 Dead Load S/ft 109.00 Live Load #/ft 312.00 Point #1 DL lbs 1,740.00 LL lbs 3,030.00 ftj 2.000 Cantilever Span Span it 1.50 Uniform Dead Load S/ft 194.00 Uniform Live Load S/ft 196.00 Point #1 DL lbs 6.00 IL lbs ftl 1.500 [lts Ratio = 0.9127 Mmax @ Center in-k 23820 it 7.00 Mmax @ Cantilever in-k -17.11 fb : Actual psi 1,202.7 Fb : Allowable psi 2,380.2 Bending OK fv : Actual psi 173.4 Fv: Allowable psi 190.0 Shear OK Reactions- © Left End DL lbs 2,380.81 LL lbs 5,325.53 Max. DL+LL lbs 7,716.34 @ Right End DL lbs 2,152.19 LL lbs 3,313.87 Max. 0I+IL lbs 5,466.06 Deflections Ratio OK - Center DL Dell in -0.079 IJDefl Ratio 2,573.8 1 Center IL Dell in -0.222 L/Defi Ratio 917.3 Center Total Dell in -0.302 Location ft 8.160 LJDef1 Ratio 676.5 SL Consulting Engineers 12521 Carmel Canyon Road San Diego, CA 92130 (858)259-3776 E-mail: sueIiao(sanrr.com rifle: Dsgnr: Description: Scope: Timber Beam & Joist Job F - Date: Page 2 Description BM-7 GLM 3 1/8" X19 1/2" Cantilever DL Defi in 0.018 Cantilever LL Defi in 0.060 Total Cant. Dell in 0.078 IJDefl Ratio 461.4 SL Consulting Engineers Title: Job 12521 Carmel Canyon Road Dsgnr: Date: San Diego, CA 92130 DescriptIon: (858)259-3776 Scope: E-mail: sueliao@san.rr.com I General Timber Beam .. ---------- I Description BM-8 GLB 3 118"X19 1/2" [General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 3.125x19.5 Center Span 17.00 ft .....Lu 1.33 It Beam Width 3125in Left Cantilever it .....Lu 0.00 it Beam Depth 19.500 in Right Cantilever It .....Lu 0.00 ft Member Type GluLam Douglas Fir, 24F - V8 Fb Base Allow 2,400.0 psi Load Our. Factor 1.000 Fv Allow 190.0 psi Beam End Fbcfty Pin-Pin Fe Allow 590.0 psi E 1800.0ks1 [Full Length Uniform Loads Center DL 50.00#11t LL 117.00 SIft Left Cantilever DL S/ft IL S/ft Right Cantilever DL #/ft IL Sift l Trapezoidal Loads #1 DL @ Left 176.00 S/ft LL @ Left 185.00 #lft Start Loc 4.750 it DL @ Right 176.00 #/ft LL Right 185.00 SIft End Loc 14.250 ft #2 DL @ Left 165.00 S/ft LL Left #/ft Start bc 0.000 it DL @ Right 165.00 SIft LL Right Sift End Loc 4.750 ft #3 DL @ Left 165.00 S/ft IL @ Left S/ft Start Loc 14280 ft DL @ Right 165.00 S/ft LL @ Right #/ft End Loc 17.000 ft Point Loads Live Load 1,549.0 lbs 1,549.0 lbs lbs lbs lbs lbs lbs ...diance 4.750 ft 14.280 It 0.000 ft 0. ft 0.000 ft 0.000 it 0.000ft Beam Design OK Span= 17.00ft, Beam Width = 3.12n x Depth = 19.5n, Ends are Pin-Pin Max Stress Ratio 0.784 :1 Maximum Moment 26.7 k-ft Maximum Shear * 1.5 9.1 k Allowable 39.3 k-ft Allowable 11.6 k Max. Positive Moment 26.72 k-ft at 8.092 It Shear Left 5.78 k Max. Negative Moment 0.00k-ft at 0.000 it Right 6.57k Max @ Left Support 0.00 k-ft Camber: Left 0.000 in Max @ Right Support 0.00 k-ft g Center 0.263 in Max. Mallow 39.28 Reactions... Right 0.000 in fb 1,619.31 psi fv 148.96 psi Left DL 2.65 k Max 578k Fb 2,380.21 psi Fv 190.00 psi Right DL 186 k Max 6.57k [flections Center Span... Dead Load Total Load Len canuiever... ueaa Loaa u oral Loaa Deflection -0.175 in -0.411 in Deflection 0.000 in 0.000 in ...Location 8.432 it 8.500 ft ...LengthlDefl 0.0 0.0 ...LengthlDefl 1,165.3 496.95 Right Cantilever... Camber ( using, 1.5 * D.L. Deft ) ... Deflection 0.000 in 0.000 in Center 0.263 in ...LengthlDefl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in II SL Consulting Engineers 12521 Carmel Canyon Road San Diego, CA 92130 (858)259-3776 E-mail: sueliaocsan.rr.com Key: 3bU1UU User KW-0604855, Ver 5.6.1,25-Oct-2002 General Timber Beam (c)1983.2002 ENERLC Engineering Software Description BM-8 GLB 3 1/8"X19 1/2" Title: Dsgnr: Description: Scope: Job# F_ Date: Page 2 stress CaIcs Bending Analysis Ck 22.210 Le 2.739 ft S,oc 198.047 1n3 Area 60.938 1n2 Cv 1.000 Rb 8.102 Cl 0.982 Max Moment Sxx Read Allowable tb Center 26.72 k-ft 134.74 in3 2380.21 psi Left Support 0.00 k-ft 0.00 in3 2,400.00 psi @ Right Support 0.00 k-ft 0.00 ire 2,400.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 7.89 k 9.08 k Area Required 41.0 1n2 47.73 1n2 Fv Allowable 190.00 psi 190.00 psi Bearing @ Supports Max. Left Reaction 5.78 k Bearing Length Req'd &304 in Max. Right Reaction 6.57 k Bearing Length Req'd 3.755 in S.L. CONSULTING ENGINEERS 12521 CARMEL CANYON ROAD SAN DIEGO, CALIFORNIA 91230 (858) 259-3776 W11AiioN 4t4 * PRODUCT 204.1 (DUgle 04Us) 205-I (Pawed) U p • I S.L.CONSULTING ENGINEERS 12521 CARMEL CANYON ROAD SAN DIEGO, CALIFORNIA 91230 (858) 259-3776 JOB SHEET NO....... CALCULATED BY, CHECKED BY_ OF_ DATE DATE 31I (Skqle Shma) 205-1 lPadd) •1 S.L. CONSULTING ENGINEERS 12521 CARMEL CANYON ROAD SAN DIEGO, CALIFORNIA 91230 (858) 259-3776 JOB SHEET NO. 'Z. OF______________ CALCULATED BY DATE CHECKED BY DATE PROOUCT 204; (041g400e1s) 206l jPaddMj SL Consulting Engineers 12521 Carmel Canyon Road San Diego, CA 92130 (858)259-3776 E-mail: sueliaotsan.rr.com Title: Dsgnr: Description: Scope: Timber Column Design Job # Date: Page 1 Description POST 4X4 General Information Calculations are designed to 1997 NOS and 1997 UBC Requirements Wood Section 4x4 Total Column Height 9.00 ft Le XX for Axial 9.00 It Rectangular Column Load Duration Factor 1.00 LeVY for Axial 0.00 ft Column Depth 3ri Fe 1,000.00 psi Lu XX for Bending 0.00 It Width 3.50in Fb 1,200.00 psi Sawn E - Elastic Modulus 1,600 ksi Douglas Fir - Larch, No.1 [Loads Dead Load Live Load Short Term Load Axial Load 1,000.00 lbs 1,000.00 lbs GU) lbs Eccentricity 0.000m Column OK Using: 4x4, Width= 3.501, Depth= 3.50m, Total Column Ht= 9.00ft DL+LL DL+LL+ST, DL+ST, fc: Compression 163.27 psi 163.27 psi 81.63 psi Fc : Allowable 447.20 psi 447.20 psi 447.20 psi fbx : Flexural 0.00 psi 0.00 psi 0.00 psi Pbx : Allowable 1,800.00 psi 1,800.00 psi 1,800.00 psi Interaction Value 0.3651 0.3651 0.1825 Stress Details Fc.X-x 447.20 psi For Bending Stress Cales Fc : V-V 1,150.00 psi Max k*LuId 50.00 F'c : Allowable 447.20 psi Actual k*Lu/d 26.84 F'c:Allow * Load Dur Factor 447.20 psi Mm. Allow k*Lu /d 11.00 F'bx 1,800.00 psi Cf:Bending 1.500 Fbx * Load Duration Factor 1,800.00 psi Rb: (Led! bA2) I5 1.000 For Axial Stress Caics... Cf:Axial 1.150 Axial X-XkLuld 30.86 Axial Y-YkLu/d 0.00 1o4r .41c¼4 Pat =-- 4+7Pff )C <;iloo4t 1 SL Consulting Engineers 12521 Carmel Canyon Road San Diego, CA 92130 (858)259-3776 E-mail: sueliaocsan.rr.coni Ver Title: Dsgnr: Description: Scope: Timber Column Design Job # Date: Page 1 Description POST 4X6 [General Information Calculations are designed to 1997 NOS and 1997 USC Requirements] Wood Section 4x6 Total Column Height 9.00 ft Le XX for Axial 9.00 It Rectangular Column Load Duration Factor 1.00 LeVY for Axial 0.00 ft Column Depth 5•50fr Fc 1,000.00 psi Lu XX for Bending 0.00 It Width asoin Fb 1,200.00 psi Sawn E - Elastic Modulus 1,600 ksi Douglas Fir - Larch, No.1 [Loads Dead Load Live Load Short Term Load Axial Load 1,000.00 lbs 1,000.00 lbs 0.00 lbs Eccentricity 0.000 in Column OK Using: 4x6, Width= 3.501n, Depth= 5.50in, Total Column Ht= 9.00ft DL+LL_ •DL+LL+ST fc : Compression 13.90 psi 10390 psi Fc : Allowable 805.14 psi 805.14 psi lbx : Flexural 0.00 psi 0.00 psi F'bx: Allowable 1,.83 psi 1,.83 psi Interaction Value 0.1290 0.1290 DL+ST 51.95 psi 805.14 psi 0.00 psi 1,83 psi 0.0645 Stress Details Fc : X-X 805.14 psi For Bending Stress Caics... Fc : v-v 1,100.00 psi Max k*Lu / d 50.00 Pc : Allowable 805.14 psi Actual kLuld 26.84 F'c:Allow 4 Load Our Factor 805.14 psi Min. Allow lcLu /d 11.00 F'bx 1,.83 psi Cf:Bending 1.300 F'bx • Load Duration Factor 1,569.83 psi Rb: (Led! bA2) A•5 1.000 For Axial Stress Calcs.... Cf:Axial 1.100 Axial X-XkLuld 19.64 Axial Y-YkLu/d 0.00 ?o1 -xb - rup'w- - q(v " N-r- 605 6i X"X p p FROM : RNDEL & CHRISTINA LORD FAX NO. : 909 244 2384 Jul. 31 2002 02:12PM P1 I TITLE 24 REPORT I Title 24 Report for: MEYERS NORMAN DRIVE LANE CARLSBAD, CA Project Designer: JOHN KORELICI-I 1556 FLAIR ENCINITAS DRIVE ENCINITAS, CA 92024 760944 0113 Report Prepared By: Christina Lord MARCO DESIGNERS SERVICE 31532 RAILROAD CANYON RD., #104 CANYON LAKE, CA 92587 (909) 244-2383 Z' 7 Job Number: 22403M Date: 2/24/03 The EnergyPro computer program has been used to perform the calculations summarized In this compliance raped. This program has approval and is authorized by the California Energy Commission for use with both the Residential and Nonresidential 2001 Building Energy Efficiency Standards. This program developed by EnargySoft. LLC (415) 883-5900. EnBrgyPro3.1yneigSoft - Job Nuflibcr 22405M Uses Number 2853 I Q I PCRO3020 213 NORMANDY LN CBAD MYERS RES ADD ROOF DECK TO TO PERMIT ABOVE MSTR BD RM PCR Lot#: MYERS JOHN P&CYNTHIA J \ To !E5 ,;t .• .. f& C4C' d- 7ef &ee45 4 . ? 1 A JCfc_ jq-02 tsL/ CL1 'p( c13_ 6rj: —11/ - f1tif , p,cd q '9?xv A4 Acra4 .. -ii L$f vvc. BUILDING - PL'NNG ENGINEERING-' FIRE APPR/FO HEALTH DEPT H62MAT/AiR QUAL OThER SEWER 1-4STFi BLDG GRADING L.ET1EI 10 FROM APPIJCANT APPLICANT CFri FORM ....L........................ o City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 04-11-2003 Plan Check Revision Permit No: PCR03061 Building Inspection Request Line (760) 602-2725 Job Address: Permit Type: Parcel No: Valuation: Reference #: Project Title: Applicant: MYERS JOHN 213 NORMANDY LN CBAD PCR 2030232100 Lot #: 0 $0.00 Construction Type: NEW CB01 -2990 MYERS RESIDENCE RAISE LOFT BEAM Status: ISSUED Applied: 04/01/2003 Entered By: MDP Plan Approved: 04/11/2003 Issued: 04/11/2003 Inspect Area: Owner: 2614 04/11/03 0002 01 02 MYERS JOHN P&CYNTHIA J COP 120.00 5379 CAROLYN VISTA LN BONITA CA 91902 619 518-4770 Plan Check Revision Fee $120.00 Additional Fees $0.00 Total Fees: $120.00 Total Payments To Date: $0.00 Balance Due: $120.00 PERMIT APPLICATION CITY OF pARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave., Carlsbad, CA 92008 . I FOR OFFICE USEONLV PLAN CHECK EST. VAL. Plan Ck. Deposit Validated By, Legal Description - Lot No. - Subdivision Name/Number Unit No. Phase No. Total # of units assessor's Parcel #. ( Existing Use ., Proposed Use A'9•- (Off éti11 7( 7 of Work SQ. FT. # of Bedrooms' # of Bathrooms NaThe Address city state/zip Telepflone v P-ax Rig Name Address . City State/Zip Telephone # Name Address City State/Zip Telephone # (Sec. 7031.5 Business and Professions Code:, Any City or County which requires a permit to construct, alter, improver 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 vidlation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($5001). Name ' Address - . City State/Zip Telephone # State License # License Class City Business License # Designer Name Address City State/Zip Telephone 'State License # . S Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations: 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. 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 ($1001 OR LESS) CERTIFICATE OF EXEMPTION: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any mariner so as to become subject to the Workers' Compensation Laws of California. 'WARNING: Failure to secure workers' compensation coverage Is unlaful, and shall subja,t 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 ,• ww- I heieby 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 sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does, not apply to an owner of property who builds or improves thereon, and wh'o does such work himself or through his own employees, provided that such improveients 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 Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractors License Law). * .......... S 0 I am' exempt under Section , Business and Professions Code for this reason: I personally plan to provide the major labor and materials for construction of the proposed property improvement. 0 YES []NO I (have / have not) signed an application for a building permit for the proposed work. - S 3 I have contracted with the following person (firm) to provide the proposed construction (include name / address I 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 I contractors license number): I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name / address / phone number'/ type of work): PROPERTY OWNER SIGNATURE . ' DATE .1 - 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. CONS1UC1 ION LENDINGG I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 30970) 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 Citi 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 Codeshall expirO5by 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 pert f 1 0 days (Section 106.4.4 Uniform Building Code). APPLICANT'S SIGNATURE . - ' . - ' DATE Lf -/ -o ITE: File YELLOW: Applicant PINK: Finance . EsGil Corporation In Partnership with Government for Building Safety DATE: APR. 090 2003 JURISDICTION: CARLSBAD PLAN CHECK NO.: 01-2990 (REV. # 4)- PCR 03-61 SET: I PROJECT ADDRESS: 213 NORMANDY LANE PROJECT NAME: SFR ADDITION FOR MYERS APPLICANT D. O PLAN REVIEWER O FILE 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. 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: JOHN Telephone #: 760-944-0113 Date contacted: , (by: ). . Fax #: Mail Telephone Fax In Person REMARKS: Raise the beam to 7'-6", on g71e 3, under this plan revision. By: All Sadre Enclosures: Esgil Corporation [:1 GA [:1 MB 9EJ El PC 4/03 tmsmti.dot 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 CARLSBAD 01-2990 (REV. #4) - PCR 03-61 APR. 09, 2003 . VALUATION AND PLAN CHECK FEE JURISDICTION: CARLSBAD PLAN CHECK NO.: 01-2990 (REV. #4) - PCR 03-61 PREPARED BY: Ali Sadre DATE: APR. 091, 2003 BUILDING ADDRESS: 213 NORMANDY LANE BUILDING OCCUPANCY: R3 TYPE OF CONSTRUCTION: VN BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) plan revision Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code 1GB By Ordinance 1994 UBC Building Permit Fee V 1994 UBC Plan Check Fee V Type of Review: £1 Complete Review D Structural Only DOther _______ D Repetitive Fee Repeats Hourly ii Hour * Esgil Plan Review Fee * Based on hourly rate Comments: I I I $120.00I I $96.00! Sheet I of I macvalue.doc PLANNING/ENGINEERING APPROVALS PERMIT NUMBER CR DATE_______________ ADDRESS RESIDENTIAL--..-!.. TENANT IMPROVEMENT ..RESIDENTIALADDITtONMINOR... ......... .. PLAZA cAMINO.REAE..... (<$101000.00) . . • k.' .....• :... • • .• CARLSBAD COMPANY STORES VILLACE FAIRE' COMPLETE OFFICE BUILDING DATE ftI. DATE Z/A 0 - oocslMlsformslPlaflfllflg Engineering Approvals STRUCTURAL CALCULATIONS FOR MYERS RESIDENCE 213-215 NORMANDY LANE CARLSBAD, CA 92008 \&t ri-/oh! \'Opc SL CONSULTING ENGINEERS 12521 Carmel Canyon Road San Diego, CA 92130 (858) 259-3776 PROJECT NO: 03015 MARCH 2003 9ctLU'C( S.L. CONSULTING ENGINEERS 12521 CARMEL CANYON ROAD SAN DIEGO, CALIFORNIA 91230 (858) 259-3776 JOB SHEET NO. - OF_ CALCULATED BY - DATE CHECKED BY - - DATE Qf'AI PR00W1204-I ngteSs)26.l (Padded) S.L. CONSULTING ENGINEERS 12521 CARMEL CANYON ROAD SAN DIEGO, CALIFORNIA 91230 (858) 259-3776 JOB SHEET NO. I OF____________ CALCULATED BY DATE____________________ CHECKED BY DATE SCALE ••••••••••••••• • ...........• Rôc'FIN ° -rPP '/z "L'io 1%7 F'5P j1 q r:c t kiT /5 MT/oN iz F- citi - typ,p) 10 ?i 1fFx 4 L41-o4 10 OR( L2. '4TW1N6f 7 4 (Nf4LkrIO( CEtLi "1') .z ic p LoP ° - • S.L. CONSULTING ENGINEERS 12521 CARMEL CANYON ROAD SAN DIEGO, CALIFORNIA 91230 (858) 259-3776 JOB SHEETNO. I OF_____________________ CALCULATED BY_________________________ DATE_____________________ CHECKED BY___________________________ DATE SCALE I ( got) I(Pb1) S.L. CONSULTING ENGINEERS 12521 CARMEL CANYON ROAD SAN DIEGO, CALIFORNIA 91230 (858) 259-3776 JOB SHEET NO. OF CALCULATED BY______________________ DATE___________________ CHECKED BY DATE____________________ P PRlJO2GH (s*BI C SL Consulting Engineers 12521 Carmel Canyon Road San Diego, CA 92130 (858)259-3776 E-mail: sueliao@san.rr.com Title: Dsgnr: Description: Scope: Timber Beam & Joist Job Date: - Pageij Description BM-1 GLB 6 314"x18" I Timber Member Information Calculations are designed to 1997 NDS and 1997 UBC Reuiremej. BM-1 Timber Section 6.75x1,8.0 Beam Width in 6.750 Beam Depth in 18.000 Le: Unbraced Length ft 2.00 Timber Grade Dugtas Fir, 24F - V Fb - Basic Allow psi 2,400.0 Fv - Basic Allow psi 190.0 Elastic Modulus ksi 1,800.0 Load Duration Factor 1.250 Member Type GiuLam Repetitive Status No Center Span Data Span ft - 30.75 Dead Load #/ft 106.00 Live Load #/ft 67.00 Point #1 DL lbs 1,793.00 LL lbs 1,569.00 ft 14.500 Point #2 DL lbs 361.00 LL lbs 316.00 ft 16.250 I Results - Ratio = 0.6210 Mmax @ Center in-k 609.06 it 14.51 fb:Actual psi 1,671.0 Fb : Allowable psi 2,690.9 Bending OK fv: Actual psi 56.6 Fv : Allowable psi 237.5 Shear OK Reactions © left End DL lbs 2,747.50 LL lbs 2,006.28 Max. DL+LL lbs 4,756.78 @ Right End DL lbs 2,666.00 LL lbs 1,906.97 Max. DL+LL lbs 4,902.97 (Deftections Ratio OK j Center DI Dell in -0.741 LIDO Ratio 497.9 Center LL Dell in -0.561 LiDefl Ratio 657.9 Center Total Dell in -1.302 Location ft 15.252 LJDefl Ratio 283.4 S.L. CONSULTING ENGINEERS 12521 CARMEL CANYON ROAD SAN DIEGO, CALIFORNIA 91230 (858) 259-3776 JOB SHEET NO. - OF CALCULATED BY DATE CHECKED BY________________________ DATE_ RAl F 41 I yx ................ ....... ... . ....... ............ .......... I............. .......... .I ........... . - A—+-- —A I1f .V 41 ........1.9...P.................... I (Si*Shels)2O5.I (Pdde) pz SL Consulting Engineers Title: Job # - 12521 Carmel Canyon Road Description Date: San Diego, CA 92130 (858)2594776 Scope: E-mail: sueliao@san.rr.com Rev: 560100 User. jw224 15.Oct.29o? General Timber Beam i-age 1 Description BM-2 GLB 3 1/8"X13 1/2" General Information Calculations are designed to 1997 NDS and 1997 (JBC Requirements Section Name 3.125x13.5 Center Span 16.50 it ......Lu 2.00 it Beam Width 3.125 in Left Cantilever 4.7511 .....Lu 4.75 it Beam Depth 13.5001n Right Cantilever It .....Lu 0.00 ft Member Type GluLam Douglas Fir, 1.6F - E6 Fb Base Allow 1,600.0 psi Load Dur. Factor 1.250 Fv Allow 166.0 psi Beam End Fixity Pin-Pin Fc Allow 660.0 psi E 1,600.0 ksi Full Length Uniform Loads Center DL 136.00#Ift LL 124.00 #Ift Left Cantilever DI #111 LL #Ift Right Cantilever DL #111 LL #/ft I Trapezoidal Loads #1 DL @ Left 48.00 #111 LL @ Left 48.00 #111 Start Icc 0.000 it DL @ Right 48.00 #/ft LL @ Right 48.00 #111 End Icc 2.750 It #2 DL @ Left 48.00 #/ft LL @ Left 48.00 #/ft Start Icc 12.250 It DL @ Right 48.00 #!ft IL @ Right 48.00 #/ft End Icc 15.000 ft #3 DL @ Left 76.00 #/ft LL @ Left 76.00 #/ft Start Loc -4.750 it DL @ Right 76.00 #/ft IL @ Right 76.00 #111 End Icc It Point Loads Live Load 340.0 lbs lbs lbs lbs lbs lbs lbs ...distance 7.600 It 0.000 ft 0.000 ft 0.000 It 0.000 it 0.000 It 0.000 ft Beam Design OK Span= 16.5011, Left Cant= 4.7511, Beam Width = 3125n x Depth = 13.51n, Ends are Pin-Pin Max Stress Ratio 0.766 : I Maximum Moment 11.8 k-ft Maximum Shear * 1.5 44 k Allowable 15.4 k-ft Allowable 8.7 k Max. Positive Moment 11.83k-ft at 7.531 it Shear: @ Left 2.94k Max. Negative Moment .0.86k-ft at 0.000 it @ Right 2.66k Max @ Left Support -1.71 k-ft Camber @ Left 0.333 in Max @ Right Support 0.00 k-ft @ Center 0.409 in Max M allow 15.45 Reactions... Right 0.000 in lb 1,496.15 psi Iv 104.36 psi Left DL 1.89 k Max 3.66k Fb 1,962.91 psi Fv 206.25 psi Right DL 1.37 k Max 2.66k [Deflections Center Span... Dead Load Total Load LU aniiiever... ueaa Loac uwu Deflection .0.273 in .0.543 in Deflection 0.222 in 0.489 in ...Location 8.292 it 8.292 it ...IengthIDefl 513.6 243.1 ...LengthlDefl 725.6 364.53 Right Cantilever,.. Camber ( using 1.5 * D.L DeS) ... Deflection 0.000 in 0.000 in @ Center 0.409 in ...Lengthloefl 0.0 0.0 @ Left 0.333 in @ Right 0.000 in SL Consulting Engineers 12521 Carmel Canyon Road San Diego, CA 92130 (858)259-3776 E-mail: sueliaotsan.rr.com Title: Dsgnr: Description: Scope: Date: Job # I Timber Beam & Joist Pag) Description BM-3 4X10 Timber Member Information - Calculations are designed to 1997 NOS and 1997 UBC Requirements BM-3 Timber Section 4x10 Beam Width in 3.500 Beam Depth in 9.250 Le: Unbraced Length it 4.00 Timber Grade ouglas Fir - Larch. Fb - Basic Allow psi 1,000.0 Fv - Basic Allow psi 95.0 Elastic Modulus ksi 1,700.0 Load Duration Factor 1.250 Member Type Sawn Repetitive Status No Center Span Data Span it 4.00 Dead Load #Ift 15.00 Live Load Wit Point #1 DL lbs 1,892.00 LL lbs 1,765.00 ftl 2.000 Results Ratio = 0.7206 Mmax @ Center in-k . --- 44.24 it 2.00 fb : Actual psi 886.4 Fb : Allowable psi 1487.0 Bending OK lv : Actual psi 85.6 Fv : Allowable psi 118.8 Shear OK IReactions .— @ Left End DL lbs 976.00 LL lbs 882.50 Max. DL+LL lbs 1,858.50 © Right End DL lbs 976.00 IL lbs 882.50 Max. DL+LL lbs 1,858.50 Deflections Ratio OK Center DL Defi in -0.011 LJDefl Ratio 4,2372 Center LL Dell in .0.010 I/Dell Ratio 4,882.1 Center Total Dell in .0.022 Location it 2.000 I/Dell Ratio 2,212.9 S.L. CONSULTING ENGINEERS 12521 CARMEL CANYON ROAD SAN DIEGO, CALIFORNIA 91230 (858) 259-3776 JOB SHEET NO. OF CALCULATED BY DATE CHECKED BY DATE PRO00204I Slieets)205I (Paddi) S.L. CONSULTING ENGINEERS 12521 CARMEL CANYON ROAD SAN DIEGO, CALIFORNIA 91230 (858) 259-3776 JOB SHEET NO. OF CALCULATED BY DATE CHECKED BY__________________________ DATE r PRQDU02O41 (S*$hees)2-I (Pa Job # Date: SL Consulting Engineers 12521 Carmel Canyon Road San Diego, CA 92130 (858)259-3776 E-mail: sueliaotsan.rr.com Title : Dsgnr: Description: Scope: Timber Beam & Joist Page 1 Description BM-4 4X12 I Timber Member Information Calculations are designed to 1997 NDS and 1997 USC RequirementsJ BM-4 Timber Section 4x12 Beam Width in 3.500 Beam Depth in 11.250 Le: Unbraced Length it 6.00 Timber Grade ou&as Fir- Larch, Fb - Basic Allow psi 1,000.0 Fv - Basic Allow psi 95.0 Elastic Modulus ksi 1,700.0 Load Duration Factor 1.000 Member Type Sawn Repetitive Status - - -- No Center Span Data Span it 6.00 Dead Load #/ft 81.00 Live Load #/ft 220.00 Point #1 DL lbs 976.00 II lbs 883.00 ftj 3.000 Results Ratio = 0.6219 Mmax @ Center = in-k ----.- 49.72 it aoo lb : Actual psi 673.4 Fb : Allowable psi 1,086.5 Bending OK fv:Actual psi 59.1 Fv : Allowable psi 95.0 Shear OK Reactions @ Left End DL lbs 731.00 IL lbs 1,101.50 Max. DL+LL lbs 1,832.50 @ Right End DL lbs 731.00 LL lbs 1,101.50 Max. DL+LL lbs 1,832.50 I Déflections Ratio OK Center DL Dell in -0.014 LiDefl Ratio 5,108.0 Center IL Dell in -0.019 LIDefl Ratio 3,827.3 Center Total Dell in -0.033 Location It 3.000 tJDefI Ratio 2,187.9 T28H (heets)2O.1(Pa) PROOT2I (Sà*l Paddd) S I JOB________________________________________________________ S.L. CONSULTING ENGINEERS SHEET NO._ OF_____________ __________________________ 12521 CARMEL CANYON ROAD SAN DIEGO, CALIFORNIA 91230 CALCULATED BY DATE_______________ (858) 259-3776 CHECKED BY DATE___________________ SL Consulting Engineers Title: 12521 Carmel Canyon Road Dsgnr: San Diego, CA 92130 Description: (858)259-3776 Scope: E-mail: sueliao@san.rr.com I Rev: 560100 I User KW-0604855, Ver 5.6.1, 25-Oct.2002. Timber Beam & Joist L3.2oOLc Software Description BM-5 PSL 3 112"XII 7/8" Date: Job#b -1z Page 1 Calculations are designed to 1997 NOS and 1997 UBC Requirements I Timber Member Information BM-5 Timber Section Prllm: 3.5 Beam Width in 3.500 Beam Depth in 11.875 Le: Unbraced Length ft 1.33 Timber Grade .iss Joist - MacMu Fb - Basic Allow psi 2,900.0 Fv - Basic Allow psi 290.0 Elastic Modulus ksi 2,000.0 Load Duration Factor 1.000 Member Type ManuflPine Repetitive Status No Center Span Data _ spah ft 17.00 Dead Load #/ft 74.00 Live Load #!ft 19500 Point #1 DL lbs 1,707.00 LL lbs 1,985.00 ftj 2.000 Results Ratio = 0.6960 Mmax @ Center in-k 185.12 ft 6.87 fb : Actual psi 2,007.4 Fb : Allowable psi 2,888.2 Bending OK fv Actual psi 1908 Fv : Allowable psi 290.0 Shear OK Reactions @ Left End DL lbs 2,135.18 LL lbs 3,408.97 Max. DL+LL lbs 5,544.15 @ Right End DL lbs 829.82 LL lbs 1,891.03 Max. DL+LL lbs 2,720.85 _ti ons IDeflec Ratio 0I< Center DL Defi in -0.250 L/Defl Ratio 814.5 Center IL Dell in IJDef1 Ratio 407.7 Center Total Dell in -0.751 Location ft 8.160 L/DeII Ratio 271.8 SL Consulting Engineers Title: Job # 12521 Carmel Canyon Road Dsgnr: Date: Description: San Diego, CA 92130 (858)259-3776 Scope: E-mail: sueliao@san.rr.com I Rev: 560100 I User KW0604855, Ver5.6.1, 25-Oct.2002 Timber Beam & Joist Page 1 I d:\ (c)1983•2002 ENERCALC Engineering Software engineeriflp\projectsmyers\O3OO6.ecw-.Redu Description BM-6 GLB 3 1/8"X19 1/211 Timber- Member Information Calculations are designed to 1997 NDS and 1997 UBC RuirntJ - BM-6 Timber Section 3.125x19.5 Beam Width in 3.125 Beam Depth in 19.500 Le: Unbraced Length it 150 Timber Grade 3uaJas Fir, 24F - V Fb - Basic Allow psi 2,400.0 Fv - Basic Allow psi 190.0 Elastic Modulus ksi 1,800.0 Load Duration Factor 1.000 Member Type GluLam Repetitive Status No Center Span Data - Span it 17.00 Dead Load #Ift 339.00 Live Load #Ift 548.00 Point #1 DL lbs 731.00 LL lbs 1,102.00 ft 2.000 )Cantilever Span Span it 1.50 Uniform Dead Load #Ift 339.00 Uniform Live Load #Ift 548.00 I Results Ratio = _09990 Mmax @ Center in-k 404.61 it 8.23 Mmax @ Cantilever in-k -11.97 lb : Actual psi 2043.0 Fb : Allowable psi 2,377.3 Bending OK Iv : Actual psi 189.8 Fv : Allowable psi 190.0 Shear OK Reactions Left End DL lbs 3,504.07 LL lbs 5,530.35 Max. DL+LL lbs 9,13442 @ Right End DL lbs 3,496.43 LL lbs 5,645.91 Max. DL+LL lbs 9,144.34 [eCfloflS Ratio OK Center DL Dell in -0.196 LJDefl Ratio 1,056.2 Center LL Dell in .0.316 L!Defl Ratio 646.1 Center Total Dell in .0.509 Location it 8.432 1/Deli Ratio 4012 Cantilever DL Deli in 0.053 Cantilever LL Deli in 0.085 Total Cant. Deli i 0.138 1/Dell Ratio 261.1 S.L. CONSULTING ENGINEERS 12521 CARMEL CANYON ROAD SAN DIEGO, CALIFORNIA 91230 (858) 259-3776 JOB SHEET NO. I OF.. C CALCULATED BY DATE CHECKED BY DATE_ 14 PRDliCT2O4•I (çeShets)2I (Pai) SL Consulting Engineers 12521 Carmel Canyon Road San Diego, CA 92130 (858)259-3776 E-mail: sueliao@san.rr.com Rev: 560100 Ur KW.0604R55. Ver 5.6.1. 25-Oct-2002 Title: Dsgnr: Description: Scope: Timber Column Design Job # Date: Page 1 11 I' Description Post 4X4 Lu=g'-O" General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Wood Section 4x4 Total Column Height 9.00 it Le )0( for Adal 0.00 It Rectangular Column Load Duration Factor 1.00 LeVY for Axial 9.00 it Column Depth 3.501n Fe 1,000.00 psi Lu XX for Bending 9.00 it Width asoin Fb 1,200.00 psi Sawn E - Elastic Modulus 1,600 ksi Douglas Fir - Larch, NO Loads Dead Load Live Load Short Term Load Axial Load 1,892.00 lbs 1,765.00 lbs 0.00 lbs Eccentricity 0.000m Column OK Using: 4x4, Width= 3.50m, Depth= 3.50m, Total Column Ht 9.00ft DL+LL DL+LL+ST DL+ST to : Compression 298.53 psi 298.53 psi 154.45 psi Fc : Allowable 447.20 psi 447.20 psi 447.20 psi fbx : Flexural 0.00 psi 0.00 psi 0.00 psi Fbx: Allowable 1,800.00 psi 1,800.00 psi 1,800.00 psi Interaction Value Stress Details Fc : X-X Fc : V-V Pc : Allowable Fc:AHow • Load Dur Factor F'bx Fbx • Load Duration Factor 0.6676 0.6676 0.3454 1,150.00 psi For Bending Stress Caics... 447.20 psi Max k*Lu / d 50.00 447.20 psi Actual k*Luld 26.84 447.20 psi Mm. Allow kLu /d 11.00 1,800.00 psi Cf:Bending 1.500 1,800.copsi Rb: (Le d!bA2)A.5 7.535 For Axial Stress Calcs.. Cf:Axial 1.150 Axial X-XkLu/d 0.00 Axial V-V k Lu! d 30.86 (I F41pIx31 L754 SL Consulting Engineers 12521 Carmel Canyon Road San Diego, CA 92130 (858)259-3776 E-mail: sueliao@san.rr.com Rev: 560100 Ucer KW.0604a55. Ver 5.6.1. 25-Oct-2002 Title: Dsgnr: Description: Scope: Timber Column Design Date: Job # 6-3 Page 1 Description Post 4X6 Lu9'-O" General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Wood Section 4x6 Total Column Height 9.00 ft Le XX for Axial 0.00 ft Rectangular Column Load Duration Factor 1.00 Le YY for Axial 9.00 it Column Depth 5.ii Fe 1,000.00 psi Lu XX for Bending 9.00 it Width 3.50in Fb 1,200.00 psi Sawn E - Elastic Modulus 1,600 ksi Douglas Fir - Larch, NO Loads I Dead Load Live Load Short Term Load Axial Load 1,367.00 lbs 1,6.00 lbs 0.00 lbs Eccentricity 0.0001n Column OK Using: 4x6, Width= 3.50in, Depth= 5.50in, Total Column Ht 9.00ft DL+LL DL+LL+ST DL+ST Ic: Compression 138.44 psi 138.44 psi 71.01 psi Fc : Allowable 444.01 psi 444.01 psi 444.01 psi fbx : Flexural 0.00 psi 0.00 psi 0.00 psi F'bx: Allowable 1,541.19 psi 1,541.19 psi 1,54119 psi Interaction Value 0.3118 0.3118 0.1599 Stress Details Fc : X-X 1,100.00 psi For Bending Stress Caics... Fc : Y-Y 444.01 psi Max kLu /d 50.00 Pc : Allowable 444.01 psi Actual kLuId 26.84 F'c:AHow • Load Dur Factor 444.01 psi Mm. Allow kLu /d 11.00 F'bx 1,541.19 psi Cf:Bending 1.300 F'bx * Load Duration Factor 1,541.19 psi Rb: (Led! bA2) A5 9.446 For Axial Stress Calcs._ Cf:Axial 1.100 Axial X-XkLu!d 0.00 E051 X& -O" Axial Y-Y k Lu Id 30.86 3,9"x SL Consulting Engineers 12521 Carmel Canyon Road San Diego, CA 92130 (858)259-3776 E-mail: sueliaocsan.rr.con1 User KW.0604855, Ver 5.6.1, 25.Oct-2002 (c)1983-2002ENERCALC Engineering Software Description Post 4X4 Lu8'-O" Title: Dsgnr: Description: Scope: Timber Column Design Date: Job # C'-1 Page 1 I General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements - Wood Section 4x4 Total Column Height 8.00 It Le XX for Axial 0.00 ft Rectangular Column Load Duration Factor 1.00 LeVY for Axial 8.00 ft Column Depth 350 in Fe 1,000.00 psi Lu XX for Bending 8.00 ft Width 3.50 in Fb 1,200.00 psi Sawn E - Elastic Modulus 1,600 ksi Douglas Fir- Larch, No.1 Loads Dead Load live Load Short Term Load Axial Load 2,135.00 lbs 3,409.00 lbs 0.00 lbs Eccentricity 0.000in Column OK Using : 4x4, Width= 3.501n, Depth= 3.501n, Total Column Ht= 8.00ft DL+LL DL+LL+ST fc: Compression 452.57 psi 452.57 psi Fc : Allowable 541.60 psi 541.60 psi fbx : Flexural 0.00 psi 0.00 psi F'bx : Allowable 1,800.00 psi 1,800.00 psi Interaction Value 0.8356 0.8356 DL + ST 174.29 psi 541.60 psi 0.00 psi 1,800.00 psi 0.3218 Stress Details Fc : X-X Fc : Y-Y Pc : Allowable F'c:Allow * Load Dur Factor F'bx Pbx * Load Duration Factor 1,150.00 psi For Bending Stress Caics... 541.60 psi Max kLu!d 541.60 psi Actual kLuld 541.60 psi Min. Allow kLuld 1,800.00 psi Cf:Bending 1,8W00 psi Rb: (Led! bA2) *5 For Axial Stress Caics... CI: Axial Axial X-X k Lu! d Axial Y-Y k Lu /d 50.00 2684 11.00 1.500 7.104 1.150 0.00 27.43 OT 4-x4 LS'O" ' j-1Tx3. X3'= bbz7 I SL Consulting Engineers 12521 Carmel Canyon Road San Diego, CA 92130 (858)259-3776 E-mail: sueliaotWsan.rr.com Title: Dsgnr: Description: Scope: Date: Job Tt°100 Page 1 c io Timber Column Desigfl Description Post 4X6 Lu8'-O" General Information Calculations are designed to 1997 NOS and 1997 UBC Requirements Wood Section 4x6 Total Column Height 8.00 it Le XX for Axial 0.00 ft Rectangular Column Load Duration Factor 1.00 LeVY for Axial 8.00 ft Column Depth 5.5Din Fc 1,000.00 psi Lu XX for Bending 8.00 It Width 3.501n Fb 1,200.00 psi Sawn E - Elastic Modulus 1,600 ksi Douglas Fir - Larch, No.1 Loads - Dead Load Live Load Short Term Load Axial Load 3,504.00 lbs 5,630.00 lbs 0.00 lbs Eccentricity O.0001n Column OK Using: 4x6, Width= 3.50in, Depth= 5.50in, Total Column Ht= 8.00ft DL+LL DIL+LL+ST DL+ST fc : Compression 474.49 psi 474.49 psi 182.03 psi Fc: Allowable 636.09 psi 636.09 psi 636.09 psi 0.00 psi 0.00 psi 0.00 psi 1,543.66 psi 1,543.66 psi 1,543.66 psi 0.8851 0.8851 0.3395 1,100.00 psi For Bending Stress Caics... 636.09 psi Max k*Lu I d 50.00 636.09 psi Actual ICLuId 26.84 536.09 psi Mm. Allow k*Lu Id 11.00 1,543.66 psi Cf:Bending 1.300 1,543.66 psi Rb: (Led! b*2) A•5 8.905 For Axial Stress Calcs... Cf:Axial 1.100 Axial X-X k Lu /d 0.00 Axial V-V k Lu Id 27.43 fbx : Flexural F'bx: Allowable Interaction Value Stress Details Fc: X-X Fc: Y-Y Pc : Allowable F'c:Allow • Load Dur Factor F'bx F'bx * Load Duration Factor POST 46 L-°1' fla z:i3t2 p51 x c5x5 5U= (OiE ' d S.L. CONSULTING ENGINEERS 12521 CARMEL CANYON ROAD SAN DIEGO, CALIFORNIA 91230 (858), 259-3776 JOB SHEET NO. OF____________________ CALCULATED BY DATE_____________________ CHECKED BY DATE H (Sà saw 21(Padded) PCRO306I 213 NORMANDY LN CBAD MYERS RESIDENCE RAISE LOFT BEAM PCR EUIL.G PLANNING ENGINEERING FR APPR/FORM HEALTH DEPT HAZ MXr ! AIR QUAL OTHER SEWER DISTR 8L.--,G GRADING LETTER .:A.T APPLiCANT PLAN CORR ENG CORR SCHOOL FORM _CFDFORM P E & M WORKSHEET COMPLEI -v • 410 -0 ? WAA cT_— tJ I.