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Home My WebLink About213 NORMANDY LN; ; CB012990; PermitCity of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 04-03-2002 Residential Permit Permit No: CBOl2990 Building Inspection Request Line (760) 602-2725 Job Address: Permit Type: Parcel No: Valuation: Occupancy Group: ? Dwelling Units: Bedrooms: Project Title: 213 NORMANDY LN CBAD RESDNTL SubTvoe: RAD Status: 2030232100 Lit'#: 0 $127.920.00 Construction TVDe: NEW Reference #: Applied: Entered €3" .. 0 Structure Type: Issued: 0 Bathrooms: 0 Inspect Area: MYERS RESIDENCE Orig PC#: DEMO EXISTING AND BUILD NEW 1,560 SF HOUSE Plan Check#: ISSUED 09/17/2001 CB 1 2/21 12001 1212 1 I2001 RCB Applicant: JOHN KORELICH 1556 FLAIR ENClNlTAS DR CA 92024 944-01 13 Owner: MYERS JOHN P&CYNTHIA J 5379 CAROLYN VISTA LN 4347 !?4/03/02 3002 31. 02 BONITA CA 91902 e G; g=* .- 7&!. '72 Total Fees: $1,261.41 Total Payments To Date: $993.69 Balance Due: $267.72 Building Permit $632.80 Meter Size Addl Building Permit Fee $0.00 Addl Red. Water Con. Fee $0.00 Plan Check $41 1.32 Meter Fee $0.00 : Addl Plan Check Fee $0.00 SDCWA Fee $0.00 Plan Check Discount $0.00 CFD Payoff Fee $0.00 ' Strong Motion Fee $12.79 PFF $0.00 ':. Park in Lieu Fee $0.00 PFF (CFD Fund) $0.00 : ParkFee $0.00 License Tax $0.00 ' LFMFee $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 Renewal Fee Addl Renewal Fee Other Building Fee Pot. Water Con. Fee Meter Size Addl Pot. Water Con. Fee Recl. Water Con. Fee $0.00 PLUMBING TOTAL $0.00 ELECTRICAL TOTAL $0.00 MECHANICAL TOTAL $0.00 Housing Impact Fee $0.00 Housing InLieu Fee $0.00 Sewer Fee $0.00 Additional Fees Master Drainage Fee TOTAL PERMIT FEES $91 .oo $70.00 $43.50 $0.00 $0.00 $0.00 $0.00 $0.00 $1,261.41 Yw am hereby FURTHER NOTIFIED that your right to protest the specified feedexactions DOES NOT APPLY to water and Sewer connection fees and capacily hanges, nor planning. zoning. grading or other similar appliCatimn pmeessing or se~ice lees in connection with this pmject. NOR DOES IT APPLY to any FOR OFFICE USE ONLY PLAN CHECK N PERMIT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave., Carlsbad, CA 92008 RWT JNeWTt@C, ., , , ,, .. ., , , iSec. 7031.5 Business and Professions Code: Any City or County Which requires a Permit to COnStrUCt. alter, impmva. demolish or repair any structure, prior to its ~ssumce, 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 IChapter 9. commending with Section 7000 of Division 3 of the Business and Professions Code1 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). a) i? $ Name Address City StatsIZip Telephone I State License X License Class City Business License a Designer Name Address City StatelZip Telephone State License X Workers' Compensation Declaration: i hereby affirm under penalty of perjury one of the following declarations: of the work for which this permit is issued. 0 issued. My worker's Compmsation insurance caiiiei and policy number are: , ., . ., .,, , ~~R~~~~~~~~~~T~~ ., . I have and will maintain a Certificate of Consent to self-insure for workers' Compensation 88 pmvidsd by Section 3700 of the Labor Code, for the performam@ I have and will maintain Workers' CompenSatiOn. as required by Ssction 3700 of the Labor Code. for the performance of the work for which this permit is Expiration Date Insurance Company Policy NO. [THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS 1$1001 OR LESS1 0 CERTIFICATE OF EXEMPTION: I Certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so 89 to become subject to the Workers' Compensation Laws of California. WARNING Fsihns to SIINTII workers' compensation coverage is unlawhd. and shall rublect an amplowr to crlminal penalties and civil fines up 10 one hundred thousand dollars I$lOO.OOO~. in addition to the cost of compensation, damages as provided for in Section 3106 of the Labor code. interest and attorney's fees. SIGNATURE DATE tXm.*TBR empt from the Contractor's I, as owner of the propany 01 my employees with wages as their role compensation, will do the Work and the nructwe is not intended or Offered for sale ISec. 7044, Business and Professions Coda: The Contractor's License Law doer not apply to an Owner of pr~peny who builds or improves thereon. and who does such work himself or through his own employees. provided that such impmvementr are not intended or offsrsd for sal& If. however. the building or improvement is Sold within one year of completion. th8 owner-builder will have the burden of proving that he did not build or improve for the purpose Of salel. 0 I, as owner of the property, am exclusively contracting with licensed contractors to COnStrUCt the project ISsc. 7044, Business and Professions Code: The Contractor's License Law doer not apply to an owner Of property who builds or imPIoves thereon. and contracts for such projects with contractorlsl licensed pursuant to the Contracttor's License Law1 1. 2. @have not) signed an application for a building permit for the proposed work. 3. 4. number I Contractors license number): I am exempt under Section I personally plan to provide the major labor and materials for COnStrUCtion Of the proposed property improvement. $I YES ON0 i haw contracted with the fallowing person [firm) to provide the proposed construction (indude name I address I phone number I contractors license number): I plan to provide portions of the Work, but I have hired the following perron to coordinate. SUPBIY~S~ and provide the major work (indude name I address I phone Business and Professions Code for this reason: TR D PROPERTY OWNER SiGNAT is the applicant or future program under Sections 2 1s the applicant or future building m~want required to obtsin a permit from the sir pollution contrd district or ail quality management district? Is the facility to be constructed within 1,000 feet of the outer boundary of a school Site1 0 YES 0 NO IF ANY OF THE ANSWERS ARE YES. A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUE0 UNLESS THE APPLICANT HAS MET OR IS MEETING THE REOUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. YES NO ,, ONSTRUCTlONLENdlNG AGENCY .' ,, , affirm that there is a construction lending agency for the he Work for which this Permit is issued (Sec. 309711) Civil Code). LENDERS NAME LENDER'S ADDRESS ., that I have read the app rate. I agree 10 comply with ail City ordinances and State laws relating to building Conrtruction. I hereby authorize representatiVes of the City of Carlsbad to enter upon the above mentioned pl~perty for inspection purposes. I ALSO AGREE TO SAVE. INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS. COSTS AN0 EXPENSES WH OSHA An OSHA permit is required for exc EXPIRATION: Every permit issued by th authorized by such permit is not comm at any time after the work is cornme ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. SO" deep and demolition Or Construction of StrUaUmS over 3 Stories in height. lation and become null and void if the building or work rk authorized by such permit is suspended or abandoned APPLICANT'S SIGNATUR DATE 04- '7-0 / e YELLOW: Applicant PINK: Finance city of carlsbaa Final Building lnsflection Dept: Building Emg Planning CMWD St Lite Fir Plan Check #: Permit #: CB012990 Permit Type: RESDNTL Project Name: MYERS RESIDENCE SubType: RAD DEMO EXISTING AND BUILD NEW 1,560 SF HOUSE WI Address: ' 213 NORMANDY LN Lot: 0 Contact Person: Phone: Sewer Disk CA Water Disk CA Inspected Date By:+$&? *)&&-s Inspected: /e /S // 2Approved: Disapproved: - Inspected Date By: Inspected: Approved: - Disapproved: - Inspected Date By: Inspected: Approved: - Disapproved: - Comments: .......................................................................................................................................................... ........................................................................................................................................................... City of Carlsbad Bldg Inspection Request For: 10/06/2003 Permit# CBOl2990 Inspector Assignment: PD Title: MYERS RESIDENCE Description: DEMO EXISTING AND BUILD NEW 1,560 SF HOUSE WICARPORT Type: RESDNTL SubType: RAD Job Address: 213 NORMANDY LN Suite: Lot 0 Location: APPLICANT JOHN KORELICH Owner: Remarks: Phone3Z lnspecto : Total Time: CD 19 29 39 49 Date Description Final Structural Final Plumbing Requested By: JOHN Entered By: KAREN Act Comment Final Electrical t I Final Mechanical Associated PCRsKVs PCR02079 ISSUED MYERS -FOUNDATION mX, PCR03020 ISSUED PCR03061 ISSUED MYERS RESIDENCE RAISE U)lT BEAM MYERS RES ADD ROOF DECK To, TO PERMIT ABOVE MSTR BD RM lnwection History DescriDtion Act InsD Comments 10/02/2003 09/26/2003 06/25/2003 06/16/2003 06/13/2003 06/12/2003 06/12/2003 06/12/2003 06/12/2003 06/02/2003 05/09/2003 03/12/2003 OW1 0/2003 03/10/xM3 89 Final Combo CO PD 89 Final Combo CO PD 82 DrywalVExt LaIWGas Test AP PD 16 Insulation AP JM 24 RougivTopout AP PD 24 RoughlTopout CO PD 24 RougMopout CO PD 34 Rough Electric CO PD 84 Rough Combo CO PD 84 Rough Combo CO PD SEE NOTICE ATTACHED 84 Rough Combo NR PD 13 Shear Panels/HD's AP PD 13 Shear PaneidHD's CO PD 15 RooVReroof AP PD Inspection List Permit#: CBO12990 Type: RESDNTL RAD MYERS RESIDENCE DEMO EXISTING AND BUILD NEW 1,560 S Date Inspection Item Inspector Act Comments 10/06/2003 89 10/06/2003 89 10/02/2003 89 10/02/2003 89 09/26/2003 89 06/25/2003 82 06/1 8/2003 16 06/13/2003 24 06/12/2003 24 06/12/2003 24 OW1 2/2003 34 06/12/2003 84 06/02/2003 84 05/09/2003 84 0311 a2003 13 0311 012003 13 03/10/2003 15 01/03/2003 14 11/01/2002 14 10/11/2002 14 05/21/2002 14 05/21/2002 16 05/17/2002 14 05/17/2002 24 0511 3/2002 14 05/13/2002 24 05/02/2002 14 04/23/2002 11 02/20/2002 32 Final Combo Final Combo Final Combo Final Combo Final Combo DrywalllExt LatWGas Test Insulation RougMopout RougMopout Roughflopout Rough Electric Rough Combo Rough Combo Rough Combo Shear PaneldHD's Shear Panels/HDs RoofIReroof Frame/SteeVBoltingIWeldin FramelSteeVBoltingiWeldin FrarnelSteeVBoltingIWeldin Frame/SteellBoltingMeldin Insulation Frame/SteeVBoltingIWeldin Roughflopout Frame/SteeVBoltinghVeldin RoughfTopout FramelSteeVBoltingMIeldin Ftg/Foundation/Piers Const. SeNiCe/AgriCUltUral PD PD PD PD JM PD PD PD PD PD PD PD PD PD PD PD PD PD RCB RCB PK PK NF NF NF RCB RCB AP RI RI co co AP AP AP co co co co co NR AP co AP PA PA PA wc PA PA PA co co co AP AP WHEN OTHER DEPTS CLEAR SEE NOTICE AlTACHED HEADROOM PROB. AT BEAM 1 ST FLOOR WALLS FLR SHEATHING UNDERFLOOR ~OK SUB FLOOR FRAMING SUB FLOOR FRAMING SEE CN OK TO POUR - SOILS REPORT FILED Tuesday, October 14,2003 Page 1 of 1 City of Carlsbad Bldg Inspection Request For 06/02/2003 Permit# CBO12990 Inspector Assignment: PD Title: MYERS RESIDENCE WICARPORT Description: DEMO EXISTING AND BUILD NEW 1,560 SF HOUSE Type: RESDNTL SubType: RAD Job Address: 213 NORMANDY LN Suite: Lot 0 Location: APPLICANT JOHN KORELICH Owner: Remarks: Total Time: Requested By: JOHN Entered By: ROBIN CD DescriDtion Act Comment 24 Roughfropout 34 Rough Electric 44 Rough/DuctdDarnperr Associated PCRs/CVs PCR02079 ISSUED MYERS -FOUNDATION FM; PCR03020 ISSUED PCR03061 ISSUED MYERS RESIDENCE RAISE LOFI BEAM MYERS RES ADD ROOF DECK To; TO PERMIT ABOVE MSTR BD RM InsDection History Date Description Act lnsp Comments 05/09/2003 84 Rough Combo NR PD 03/12/2003 13 Shear PaneWHDs AP PD 03/10/2003 13 Shear PaneidHD's CO PD 03/10/2003 15 RooWReroof AP PD 01/03/2003 14 FrarnBISteeI/BoltingM(elding PA PD HEADROOM PROB. AT BEAM 11/01/2002 14 Frame/Steel/Eoltingelding PA PD IST FLOOR WALLS 10/11/2002 14 Frame/Steel/Eoltingelding PA PD FLR SHEATHING 05/21/2002 14 Frame/SteeiAoltingelding WC RC 05/21/2002 16 Insulation PA RC UNDERFLOOR-OK 05/17/2002 14 Frame/SteellBoltingeiding PA PK SUB FLOOR FRAMING 05/17/2002 24 RougWopout PA PK 05/13/2002 14 Frame/SteeVBoltingelding CO NF SEE CN 05/13/2002 24 RougMopout CO NF 05/02/2002 14 Frame/SteeVEoltinglWelding CO NF ClTY OF CARLSBAD NOTICE (760) 602-2700 BUILDING DEPARTMENT 1635 FARADAY AVENUE PHONE el BUILDING INSPECTOR CODE ENFORCEMENT OFFICER Plan Check #: Date: 09/26/2003 Permit # CBO12990 Permit Type: RESDNTL Project Name: MYERS RESIDENCE SubType: RAD DEMO EXISTING AND BUILD NEW 1,560 SF HOUSE W/ Add10S: . 213 NORMANDY LN Lot: 0 Contact Person: Phone: Sewer Disk CA Water Dist: CA ...................... I........ ..... .I........... ....... ........... ............ . ................................. . ............................ * ........... ~~~ ~~~~~~~~~ ~~~~~~~~~ ~ ~~~~~~~~~ ~~~~~~~~~ ~~~~~~ Inspected Date By: Inspected: Approved: __ Disapproved: __ Inspected Date By: Inspected: Approved: __ Disapproved: __ inspected Date By: Inspected: Approved: __ Disapproved: __ ........................ I....................... ....... ..a. ............... 3 ..... . ........................... . .... . .................. ..... ..... .... ........ I Comments: UNSCHEDULED BUILDING INSPECTION DATE 5-17- 62 INSPECTOR L PERMIT# Cb 6 I- 2Q9D PLAN CHECK # JOB ADDRESS 2\3 DESCRIPTION CODE DESCRIPTION ACT COMMENTS +- sa I It,” CITY OF CARLSBAD NOTICE (760) 602-2700 BUILDING DEPARTMENT 1635 FARADAY AVENUE PAQS \~FS . . V FOR INSPECTION CALL (760) 602-2725. RE-INSPECTION FEE DUE? YES PHONE COOE ENFORCEMENT OFFICER @ CITY OF CARLSBAD NOTICE (760) 602-2700 BUILDING DEPARTMENT 1635 FARADAY AVENUE CITY OF CARLSBAD NOTICE 1635 FARADAY (760) 602-2700 AVENUE BUILDING DEPARTMENT %y 365 DATE 5- 1 5- 0 TIME LOCATION 2) 3 % FOR INSPECTION CALL (760) 602-2725. RE-INSPECTION FEE DUE? 0 YES PHONE @ CWE ENFORCEMENT OFFICER CITY OF CARLSBAD NOTICE (760) 602-2700 BUILDING DEPARTMENT 4 5 1635 FARADAY AVENUE PHONE @ CODE ENFORCEMENT OFFICER CITY OF CARLSBAD NOTICE (760) 602-2700 1635 FARADAY AVENUE BUILDING DEPARTMENT Y-ae5095 L FOR INSPECTION CALL (760) 602-2725. RE-INSPECTION FEE DUE? 0 YES PHONE @ CODE ENFORCEMENT OFFICER I,. 1 - - GEOTECHNICAL EXPLORATION, INC. SOIL & FOUNDATION ENGINEERING GROUNDWATER ENGINEERING GEOLOGY - FIELD REPORT ON OBSERVATION OF FOUNDATIONS DATE: ‘{- 1 7 - 0 ?.- ” The footing excavations listed below were bottomed on material for which the bearing values @ recommended in the foundation report are applicable. The .castriii-place drilled friction piles listed below penetrated .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 belled 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. 0 0 0 @Vl’Jr J/-ZY;-Z Based upon observations, it is our opinion that the f un ation recommendations pre7e’nted in the report of the foundation investigation, Job No. 0 1 rmt) applicple to the conditions observed. Foundation lans by .!oh0 K dated Ufi nOLJfi were used as a reference for our observations. I dated /-/b - 02- NOTE: 1. 2. 3. 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,yith generally accepted professional engineering practice. We make no other warranty, either express of implied. BY 7420 Trade St San Diego, Ca. 92121 (858) 549-7222 FAX: (858) 549-1604 NWSW1128M 1IW , i _-___I ~- Em Corporation ~ Zn TarttursKip witfi ~aucmmcnt far !BuiGfingSafety DATE: November 14,2001 JURISDICTION: Carlsbad PLAN CHECK NO.: 01-2990 0 APPLICANT EVIEWER 0 FILE SET: I11 PROJECT ADDRESS: 213 Normandy Lane PROJECT NAME: Convert Duplex to SFD and Add Loft 0 The plans transmitted herewith have been corrected where necessary and substantially comply [XI The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff 0 The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. 0 The check list transmitted herewith is for your information. The plans are being held at Esgil The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant 0 The applicant's copy of the check list has been sent to: with the jurisdiction's building codes. Corporation until corrected plans are submitted for recheck. contact person. [XI Esgil Corporation staff did not advise the applicant that the plan check has been completed. 0 Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: (by: 1 Fax #: Fax In Person MARKS: CH sheet of the plans must be signed by the designer. Enclosures: Esgil Corporation mo:r for A. Sadre 0 GA 0 MB 0 EJ 0 PC 11/7/01 tmsrntl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 Fax (858) 560-1576 ~~~ EsGil - Corporation ln Tartncrship with Goucmmnt for Building Safety DATE: OCT. 30,2001 J U Rl SDl CTl ON : CARLSBAD PLAN CHECK NO.: 01-2990 P FILE SET I1 PROJECT ADDRE PROJECT NAME: SFR ADDITION FOR MYERS The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. 0 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. 0 The plans transmitted herewith have significant deficiencies identified on the enclosed check list The check list transmitted herewith is for your information. The plans are being held at Esgil and should be corrected and resubmitted for a complete recheck. Corporation until corrected plans are submitted for recheck. PLEASE SEE BELOW 0 The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant IXI The applicant's copy of the check list has been sent to: contact person. JOHN KORELICH 1556 FLAIR, ENCINITAS DRIVE, ENCINITAS, CA 92024 0 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 Date contacted: IC I.>( (by:F ) Telephone #: 760-944-01 13 Fax #: -1cp 0- qyy- Mail Telephone Fax --In Person @ REMARKS: Please see attached for remaining items from previous list. By: AliSadre Enclosures: 0 GA 0 MB 0 EJ 0 PC 10123 Esgil Corporation trnsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 6 (858) 560-1468 + Fax (858) 560-1576 . - EsGil - Corporation ln Tartncrship with S;Ouemmnt for SuiGfing Safety DATE: SEPT. 25,2001 JURISDICTION: CARLSBAD PLAN CHECK NO.: 01-2990 PROJECT ADDRESS: 213 NORMANDY LANE SET I 0 PLAN REVIEWER 0 FILE PROJECT NAME: SFR ADDITION FOR MYERS 0 The plans transmitted herewith have been corrected where necessary and substantially comply 0 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. 0 The plans transmitted herewith have significant deficiencies identified on the enclosed check list with the jurisdiction's building codes. 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. 0 The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant The applicant's copy of the check list has been sent to: contact person. JOHN KORELICH 1556 FLAIR ENCINITAS DRIVE, ENCINITAS, CA 92024 0 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 #: 760-944-01 13 Date contacted: - 2'-O' (by: Eiw) Fax #: (760) 9YY-0901 Mail 4 Telephone # Fax/ In Person 0 REMARKS: By: Ali Sadre Enclosures: Esgil Corporation GA MB 0 EJ [7 PC 911 8 tmsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 (858) 560-1468 + Fax (858) 560-1576 CARLSBAD 01-2990 SEPT. 25,2001 GENERAL PLAN CORRECTION LIST JURISDICTION: CARLSBAD PLAN CHECK NO.: 01-2990 PROJECT ADDRESS: 213 NORMANDY LANE DATE PLAN RECEIVED BY ESGlL CORPORATION: 9/18 SEPT. 25,2001 REVIEWED BY: Ali 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. e DATE REVIEW COMPLETED: 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? e 0 Yes 0 No 1. 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 AI for existing walls, walls to be removed and new walls to justify the existing and new floor areas per previous items. 2. CARLSBAD 01-2990 SEFT. 25,2001 3. 4. 5. 6. 7. 8. 9. IO. 11. 12. 8 14. 15. Show locations of battery operated smoke detectors on plans for existinq construction: a) b) C) - Inside each of the existing bedrooms (1"floor). Centrally located in corridor or area giving access to existing bedrooms (Ist floor). On each floor (2"d floor living room). NOTE: Detectors shall sound an alarm audible in 310.9.1 & 2. sleeping areas of the unit. Section Glazing in the following locations should be of safety glazing material in accordance with Section 2406.4 (see exceptions): a) b) c) Fixed and sliding panels of sliding door assemblies. Windows in bathrooms within 5' of tubs and shower floors. See window 2. 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. Note on the plan the assumed soils classification and the allowable bearing value. Section 106.3.3. Please specify the Ca, Cv, Na, Nv & Si values on plans for this project. Please specify the use of all the areas on the loft plan and the limits of these areas on sheet AI. Balconies and decks exposed to the weather and sealed underneath shall be sloped a minimum of 'A inch per foot for drainage. Section 1402.3. Please complete all blank bubbles and references on plans. 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. Please show WIH size, location and ventilation on plans. Please show two seismic straps for the WIH 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 %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. CARISBAD 01-2990 SEPT. 25,2001 16. 17. @ 19. 20. 21. 22. 23. 24. 25. 26. 27. 28. 29. 30. 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. IO'; Non-bearing: 2 x 4 rnax. 14', 2 x 6 rnax. 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-B. 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 6'4". Handrails (Section 1003.3.3.6): a) The handgrip portion of all handrails shall be not less than 1-114 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 21A5. 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 1O/A1 as referenced on the right side of the foundation plans (sheet SI) is incorrect. Please note where details 3 & 1O/S1 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. r 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 23-11-1-1, 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 EsGil for review and approval. 35. The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 921 23; 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 AH Sadre at Esgil Corporation. Thank you. 32. 33. 34. CARLSSAD 01-2990 SEPT. 25,2001 SPECIAL INSPECTION PROGRAM ADDRESS OR LEGAL DESCRIPTION: PLAN CHECK NUMBER: OWNER'S NAME: I, as the owner, or agent of the owner (contractors may that I, or the architecffengineer of record, will be responsible for employing the special inspector(s) as required by Uniform Building Code (UBC) Section 1701.1 for the construction project located at the site listed above. UBC Section 106.3.5. employ the special inspector), certify Signed I, as the engineerlarchitect of record, certify that I have prepared the following special inspection program as required by UBC Section 106.3.5 for the construction project located at the site listed above. Signed 1. List of work requiring special inspection: 0 Soils Compliance Prior to Foundation Inspection , 0 Structural Concrete Over 2500 PSI 0 Prestressed Concrete ExpansionlEpoxy Anchors 0 Structural Masonry 0 Designer Specified 2. Name(s) of individual(s) or firm(s) responsible for the special inspections listed above: Engh.<.)AlchM. LII L 61oNlun Ikn 0 Field Welding 0 High Strength Bolting 0 Sprayed-On Fireproofing IXI Strong Walls A. B. C. 3. Duties of the special inspectors for the work listed above: A. 0. C. Special Inspectors shall check in with the City and present their credentials for approval p&& beginning work on the job site. CARLSBAD 01-2990 SEPT. 25,2001 VALUATION AND PLAN CHECK FEE JURISDICTION: CARLSBAD PLAN CHECK NO.: 01-2990 PREPARED BY: Ali Sadre DATE: SEW. 25,2001 rpl area increase 450 remodeled area 1000 BUILDING ADDRESS: 213 NORMANDY LANE Valuation Reg. VALUE ($) Multiplier Mod. Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code 80,550 cb By Ordinance 1994 UBC Plan Check Fee Type of Review: Dlete Revle W 0 Structural Only v Fee Repeats 0 Other 0 Hourly Hour' - Esgll Plan Review Fee $301.871 Comments: Sheet 1 of 1 rnacvalue.doc - City of Carlsbad The item you have submitted for review has been approved. The approval is based on plans, information andor specifications provided in your submittal; therefore any changes to these items afier this date, including field modifications. must be reviewed by this office to insure continued conformance with applicable codes. Please review carefully all comments attached, as failure to comply with instructions in this report can result in suspension of permit to build. A Right-of-way permit is required prior lo construction of the following improvements: report of deficiencies ary corrections lo plans iance with applicable t corrected plans andlor 1-78> By: Date: /7 I // ATTACHMENTS Dedication Application Dedication Checklist Improvement Application Improvement Checklist Future Improvement Agreement Grading Permit Application Grading Submittal Checklist Right-of-way Permit Application Right-of-way Permit Submittal Checklist and Information Sheet Sewer Fee Information Sheet ENGINEERING DEPT. CONTACT PERSON Name: Casey R. Arndt City of Carlsbad 1635 Faraday Avenue, Carlsbad, CA 92008 Address: Phot+?$ (760) 6Q2277'- 5 (Do>-C+7Y' CFD INFORMATION Parcel Map No: Lots: Recordation: Carlsbad Tract: BUILDING PLANCHECK CHECKLIST SITE PLAN 1. Provide a fully dimensioned site plan drawn to scale. Show: ight-of-Way Width 8, Adjacent Streets riveway widths + isting or proposed sewer lateral 'sting or proposed water service xisting or proposed irrigation service a & 2. Show on site plan: pad surface drainage must maintain a minimum slope of one towards an adjoining street or an approved drainage course. FOLLOWING NOTE: "Finish grade will provide a minimum positive ainage of 2% to swale 5 away from building." Slopes and Topography ize, type, location, alignment of existing or proposed sewer and water service (s) Each unit requires a separate service, however, second not be located within proposed driveways, per complexes are an exception. standards. 17 3. Include on title sheet: For commerciallindustrial 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 BUILDING PLANCHECK CHECKLIST DISCRETIONARY APPROVAL COMPLIANCE lST 2ND 3RD 0 0 4a. Project does not comply with the following Engineering Conditions of approval for Project No. / 0 0 4b. All conditions are in compliance. Date: / 0 0 5. Dedication for all street Rights-of-way adjacent to the building site and any storm drain or utility easements on the building site is required for all new buildings and for remodels with a value at or exceeding $ 15,000 , pursuant to Carlsbad Municipal Code Section 18.40.030. Dedication required as follows: Dedication required. Please have a registered Civil Engineer or Land Surveyor prepare the appropriate legal description together with an 8 %" 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 a be accept by mail or fax. Dedication completed by: Date: /IMPROVEMENT REQUIREMENTS A- &bad Municipal Code Section Public improvements required as follows: -_ b 7 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 3 BUILDING PLANCHECK CHECKLIST checklist must be submitted in person. Applications by mail or fax are not accepted. Improvement plans must be approved, appropriate securities posted and fees paid prior to issuance of building permit. Improvement Plans signed by: Date: 0 0 0 6b. Construction of the public improvements may be deferred pursuant to Carlsbad Municipal Code Section 18.40, Please submit a recent property title report or current grant deed on the property and processing fee of $310 so we may prepare the necessary Future Improvement Agreement. This agreement must be signed, notarized and approved by the City prior to issuance of a Building permit. Future public improvements required as follows: 0 0 0 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 0 6d. No Public Improvements required. SPECIAL NOTE: Damaaed or defective improvements found adjacent to buildinq site must be repaired to the satisfaction of the Citv Inspector prior to occupancy. GRADING PERMIT REQUIREMENTS The conditions that invoke the need for a grading permit are found in Section 11.06.030 of the Municipal Code. 7a. Inadequate information available on Site Plan to make a determination on grading 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 Gradina Permit must be issued and rouah aradinq approval obtained prior to issuance of a Buildina Permit. 0 0 0 0 0 requirements. Include accurate grading quantities (cut, fill import, export). 0 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.) 4 R ,,,Urn BUILDING PLANCHECK CHECKLIST {k 7d .No Grading Permit required. 0 0 0 7e. If grading is not required, write "No Grading" on plot plan. MISCELLANEOUS PERMITS "' 0 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: >% Ad(&- 0 0 0 9. INDUSTRIAL WASTE PERMIT If your facility is located in the City of Carlsbad sewer service area, you need to contact the Carlsbad Municipal Water District, located at 5950 El Camino Real, Carlsbad, CA 92008. District personnel can provide forms and assistance, and will check to see if your business enterprise is on the EWA Exempt List. You may telephone (760) 438-2722, extension 7153, for assistance. Industrial Waste permit accepted by: Date: 0 0 10.NPDESPERMlT 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. fees are attached WATER METER REVIEW 0 0 12a. Domestic (potable) Use Ensure that the meter proposed by the owner/developer is not oversized. Oversized meters are inaccurate during low-flow conditions. If it is oversized, for the life of the meter, the City will not accurately bill the owner for the water used. All single family dwelling units received "standard" 1" service with 5/8 service. 5 R. mM0 PLANNING DEPARTMENT BUILDING PLAN CHECK REVIEW CHECKLIST Plan Check No. CB 01 29 9 0 APN: a03-oa3-a;ll-oo Address 3\3 Normad+ Ln. Planner Paul Godwin Phone 760-602-4625 Type of Project & Use: s FR Zoning: R- 3 General Plan: Rm Y Facilities Management Zone: I CFD (idout) #- Date of participation: Net Project Density: DU/AC Remaining net dev acres: Circle One (For non-residential development: Type of land used created by this permit : 1 Leqend: [XI Item Complete Environmental Review Required: DATE OF COMPLETION: Compliance with conditions of approval Conditions of Approval: Discretionary Action Required: APPROVAURESO. NO. PROJECT NO. OTHER RELATED CASES: Compliance with conditions or approva Conditions of Approval: Coastal Zone AssessmenVCompl Project site located in Coastal Zone CA Coastal Commission Authority? If California Coastal Commission Authority Determine status (Coastal Permit Rs Coastal Permit Determination Form If NO, complete Coastal Permit Determinati Coastal Permit Determination Log # CA 92108-4402; (619) 767-2370 Follow-Up Actions: 1) Stamp Building Plans as “Exei Plans). 2) Complete Coastal Permit Deter H:LADMIMCOUNTER\BldgPlnchkRevChklst 1 Item Incomplete - Needs your action tES __ NO 1L TYPE If not, state conditions which require action. tES - NO &TYPE >ATE If not, state conditions which require action. nce YESX NO- YES- NOX Contact them at - 7575 Metropolitan Dr, Suite 103, San Diego juired or Exempt): ready completed? YES- NO- Form now. E ‘A ‘hp f It’’ or “Coastal Permit Required (at minimum Floor nation Log as needed. STRUCTURAL CALCULATION (ALTERNATIVE OF HOLD-DOWNS AND STRONG-WALLS) FOR 213-215 NORMANDY LANE CARLSBAD, CA SL CONSULTING ENGINEERS 12521 Carmel Canyon Road San Diego, CA 92130 (858) 259-3776 OF S.L. CONSULTING ENGINEERS SHEET NO. 12521 CARMEL CANYON ROAD SAN DIEGO, CALIFORNIA 91230 CALCULATED BY DATE CHECKED BY DATE (858) 259-3776 .. S.L. CONSULTING ENGINEERS SHEET NO -/3- OF 12521 CARMEL CANYON ROAD (858) 259-3776 SAN DIEGO, CALIFORNIA 91230 CALCUMTED BY DATE CHECKED BY DATE I FOR W.O. - A .. . MOLTS @ 32' OIC REBAR PER ENGINEER . STRUCTURAL CARPORT FOUNDATION DETAIL STHD : @ NON EXPANSIVE COMPACTED, NORMAL SlTE.AND SOIL CONDITION SIDING PER. MFG. INSTRUCTIONS CHECK SPECIAL REQ. FOR HIGH HUMIDITY CONDITIONS AND PROXYMITY TO BEACH ,. 4" INSUL-KOR WALL PANEL /. 114" BEADOF STRUCTURAL ADHESIVE AND DOUBLE 16d @! 8" OIC THROUGH FLOOR SHEETING AND INTO RIM JOIST '\ 518" X 10" LONG ANCHOR BOLT @! '\.. ,I ,... " ~~ . 32"OlC. WlTHZSQX3116' WASHERS. ', '... FLOOR SYSTEM FLOORING , . . . MIN 314" T & G 2 EA# REBAR TOP AND BOTTOM 30 DIAMETERS @ SPLICES FINISH GRADE 2% HOUSE SLOPE AlNAY FROM REBAR @ 32'.01C NATURAL OR COMPACTED GRADE .- VERTICAL MONO POUR FOUNDATION ? PROVIDE ADEQUATE DRAINAGEAS PER SOILS-..-'.'-'- REPORT. 2 EA#4 REBAR TOP AND BOTTOM 30 DIAMETERS @!SPLICES . .PROPERTY INFOR-MATION JOHN AND CJ MEYERS 213-215 NDRMANDYlAW CARLSBAD, CA I I I ICBO Evaluation Service, Inc. 5360 WORKMAN MILL ROAD * WHIVIER. CALIFORNIA 90601-2299 A subsidiary corporation of the International Conference Of Building Officials ER-4979 Reissued April 1, 2OOC EVALUATION REPORT Copyright c3 2000 ICE0 Evaluation Service, Inc Filing Category: DESIGN-Wood (038) STRUCTURAL COMPOSITE LUMBER [TIMBERSTRAND" LAMINATED STRAND LUMBER (LSL), PARALLAM@ PARALLEL STRAND LUMBER (PSL), AND MICROLLAM" LAMINATED VENEER LUMBER (LVL)]; TJSTRAND" RIM BOARD, AND SPACCEMAUER" TRUSSES TRUS JOIST, A WEYERHAEUSER BUSINESS 200 EAST MALLARD DRIVE BOISE, IDAHO 83706 1.0 SUBJECT Structural Composite Lumber VimberStrand" Laminated Strand Lumber (LSL Parallam& Parallel Strand Lumber Strand'" Rirn Board; and SpaceMaker" TrJSSes. General: The structural composne lumber (SCL) material de- scribed in this report is an alternative material to that ae- 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 Codea (EX) for allowablestressdesign (Section2331.2.1). Chapters5, 6and 8 ofthe2000inrema~iona!ResIdenba/Code'" (19Cj areappli- caole to the structural conposite Imber (SCL). TJ-Strand Rirn Board and SpaceMaker Trusses descrioed in this report. 2.1 limberstrand LSL: 2.1.1 General: nmoerstrand LSL is manufactured from strands ot a single wood species or a comoination of wood species. blende0 with an isocyanate-based adnesive. The wood species species COmbinaliOns, an0 adhesive Lsed to manufacture TtmoerStrand LSLare spec.'.eo in the approved quaisty control mandal ana manufacturing stanaaros pre- pared oy Trus Joist. TimberStrano LS- IS produced witn the woo0 strands oriented in a paral.ei ovection and has finished lengths of up to 48 feet (1 4 630 mrn] , :nsmesses of up to 51/2 incnes (140 mm), an0 oep:ns of JP to 48 incnes (1219 mm). 2.1.2 Desian and Allowable Stresses: The des.on nrovi- (PSL). and Microllam 4, Laminated Veneer Lumoer (LVL)]; TJ- 2.0 DESCRIPTION =.. r ~ ~ ~ ~ ~ ~~.~~ sions for wGod construcnon noted in me applicable cooe. Chapter23oftheJBC. Secrion 23tl.2.1 of tne IBC (for allow- able stress design) and Section R301 of the IRC, are applica- bletoTimberStrand LSL unless otherwise notedin this report. Allowable unit stresses for dry conditions of use, and details of edge loading (ioist/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 limberstrand LSLproductarethe same as those provided in theapplicable code for sawn lumber having a minimum specific gravity of 0.50, such as tor Douglas fir-larch. as noted in Table 2 Dtlhis report. hail spacing for nails insmled parallel to the wide face of strands (installed in the edge of the TlmberStrand LSL proouct) is limited as noled in Tale 2. Nail spacing tor nails installed perpendicular to the wide face of strands (installed in rhe face 0' the Timberstrand LSL product) IS the same as that permmed in the applicable code for sawn lumber. Allowable lateral loads for machine bolts and lag bolts instalien perpendicular to the wide face of the TmberStrand LSL proddct. with loads applied parallel or perpendicular to thegrainofthewoodstrands,arethesameasthoseprovided in the applicablecodeforsawn lumberhavingaspecficgravi- ty specified in Table 2. 2.1.3 Timberstrand LSL Rim Board Appllcatlons: The 1.3ElimberStrand~SLproductisperminedto beusedinrim- board applications. For the purpose of this evaluation report. im boards are defined as continuously supported structural members, located at the joist elevation in an end bearing wall 0: located parallel to the joist framing, that are the tull depth oftne joist space and that are used for any ofthe following pur- poses: 1. Transfer, from above to below. of all vertical loads at e rim ooard location. Allowable vertical loans are noted I 2. Provide diaphragm attachment (sheathing to top edgd rim board). 3 Transfer in-plane lateral loads from the dlaphragm to me wall plate below. 4. Provide lateral support to the joist or rafter (resistance against rotation) throdgh attacnment to the joist or rafter. 5 Provide closure for ends of joists or rafters. 6 Provide attachment base for siding or extertor deck led- ger. Toenaileaconnectionsarenotlimited bythe 150pH (2189 1 Ntm) lateral load capacw note0 for SeismicZones 3 and 4 in Sectlon 2318.3.1 of the UBC. or Seismic Design Categories 2. E and F in Section 2305.1.4 of tne IBC The ability o'lim. berStrand LSL rim board to transfer shear is descrioeo in Footnote 1 to Table 3 01 this report. 2.1.4 Fire Resistance: Tne fire resistance of Timberstrand -S- is equivalent to similar sizes 0' sawn lumber when used in fire-resistive assemblies specified in Taoles 7-8 and 7-C of theUBC,andTables719.1 (2) and719.1 (3) oftneIBC Tim- OerStrano LSL is perminea to be substitute0 for sawn lumber in cooe-recognized fire-resistive floorceiling. roof-ceiling ana wal assemblies. 2.1.5 Fire Blocking: TunberStrand LSL is permitted to be used as fire blocking as notea in Section 708.2 of the UBC, Section 716.2.1 ofthe IBC an0 Sectlon 602.8 1 of the IRC. Taole 3 9 . Paae2of 13 ER-4979 YhROUY La DlYENIlONS 22 Parallam PSL: 22.1 General: Parallam PSL is manufactured from strands of a single wood species, or species combinations, that are oriented parallel to the length of the member and coated with a phenolformaldehyde adhesive. The wood species or spe- cies combinations, and the adhesive used to manufacture Parallam PSL, are specified in the approved quality control manual and manufacturing standard prepared by Trus Joist. Parallam PSL is available in rectangular cross sections hav- ing a maximum width of 11 inches (279 mm). a maximum depth of 19 inches (483 mm). and a maximum length of 66 feet(20 120mm). Crosssectionsofupto7inchesby54inch- es (178 mm by 1372 mm) are available through secondary lamination. 222 Design and Allowable Stresses: Design provisions tor wood construction noted in the applicable code, Chapter 23 of the UBC, Section 2301.2.1 of the IBC (for allowable stress design) and Section R301 ofthe IRC. are applicable to ParallamPSLunlessothetwisenoted inthis report.Allowable unit stresses for dry conditions of use, and details of edge loading Ooistbeam) and face loading (plank), are noted in Table 4. Unless otherwise noted, adjustment to the design stresses for duration of load is permitted in accordance with the applicable code. Allowable withdrawal and lateral loads for nails installed perpendicular or parallel tothe wide face of strands ofthe Pa- rallam PSL product are the same asthose provided in the ap- plicable code for sawn lumber having a minimum specific gravity of 0.50, such as for Douglas fir-larch. Nails installed paralleltothe wide face ofstrands (installed in the edge of the Parallam PSL product) must be spaced a minimum of 3 inch- es (76 mm) on center for 8d common nails, a minimum of 4 inches (102 mm) on center for 10d and 12d common nails, and a minimum of 6 inches (152 mm) on center for 16d com- mon nails. Spacing of nails installed perpendicularto the wide face of strands (installed in the face of the Parallam PSL prod- uct) is the same as that permitted in the aoolicable code for sawn lumber Allowable lateral loads for machine bolts installed perpen- dicular to the wide face of strands of the Parallam PSL prod- uct, with loads applied parallel or perpendicular to the grain of the wood strands. 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. For nail and bok connections other than those described in this report, specific approval is required. 2.2.3 Fire Resistance: The fire resistance of Parallam PSL is equivalent to that of sawn lumber of equal depth and width when used in Type IV heavy-timber construction. 2.3 Microllam LVL: 2.3.1 General: Microllam LVLis manufacturedfromveneers of asinglewoodspecies, or speciescombinations. and adhe- sives meeting the requirements specified in the approved quality control manual and manufacturing standard prepared by Trus Joist. During manufacture, the veneers are placed in a continuous-feed press, with all grain oriented parallel to the length of the member, and the veneers are bonded together withthe approved adhesives, complying withthe durability re- quirements of ASTM D 2559. Microllam LVL is available in thicknesses from =IA inch (19.1 mm) to 3'1, inches (89 mml. FASTENER *"MW prnuto YlNPlUY SPIclffi 1.C.Olh.- (Mk) *". Ih 0. u* lyrol depths from 2'12 inGhes (63.5 mm) io 48 iriches (1219 mmj; and lengths up to 80 feet (24 380 mm). Minimum '14 inch thick and 3'12 incha deep 2.32 Design and Allowable Stresses: The design provi- sions for wood construction noted in the applicable code, Chapter23ofthe UBC. Section2301.2.1 ofthe IBC (forallow- able stress design) and Section R301 otthe IRC, are applica- ble to Microllam LVL, unless otherwise noted in this report. Al- lowable unit stresses, sizes and veneer speciesfor Microllam LVL for dry conditions of use are specified in Table 5. 1w nail I 4 12d nail 4 Unless othenvise noted, adjustment ofthe design stresses noledinTable5fordurationofloadispermittedinaccordance witn the applicable code. Aliowable wrthdrawal and lateral loads for nails installed perpendicular or parallel to the widefaceof Microllam LVLare the same as those provided in tne applicable code tor sawn lumber having a minimum specific gravity of 0.50, such as for Douglas fir-larch. Spacings of nails installed perpendicular to the glue lines on the wide face of the Microllam LVL products arethesameasthoseprovidedinSection2318.3oftheUBC and Part 12 of the ANSIIAFBPA NDS-91 Revised and NDS-1997NationalDesign Specification for Woodconstruc- tion INDS). for sawn lumber. Soacina of nails and staDles insrailedparalleltothegluelinesonth~nanowtaceofthema- terial is limited es follows: No. 14 gage staple 1M nail 12d nail 16d nail Minimum 1% incha lhick and 31/2 incha deep 'or SI: 1 inch = 254 mm. No. 14 gage staple 4 No. 14 gage staple 1M nail 12d nail 16d nail Minimum 1% incha lhick and 31/2 incha deep 'or SI: 1 inch = 254 mm. No. 14 gage staple 4 Allowable loads for machine bolts installed perpendicularto the wide face of Microllam LVL (perpendicular to the glue lines), Hnth loads applied parallel or perpendicularto the grain of the wood veneers, are the same as those provided in tne applicable code for sawn lumber having a minimum specific gravity of 0.50, such as for Douglas fir-larcn 2.3.3 Fire Resistance: The fire resistance of Microllam LVL is equivalent to that of sawn lumber of equal depth and width when used in Type IV heavy-timber construction. 2.4 TJ-Strand Rlm Board: TJ-Strand Rim Board is an oriented strand board (OSB) ma- terial manufactured by either the Weyerhaeuser Company or J.M. Huber Corporation. and it is permitted to be used in rim board applications defined in Secbon 2.1.3. The OS6 mater*- ai is an alternative material qualified under Section 1042.8 of the UBC. Section 104.11 of the IBCand Section R104.11 of the IRC. TJ.Strand Rim Board is available in a thickness of l'/~inches(31.7mm) indepthsofupto16incnes(406mm), and in lengths of up to 24 feet (7315 mm). Allowable stress Oesign stresses and vertical load capacity are shown in Table 6: allowable fastener details are shown in Table 7; and mini- mum nail spacing is shown in Table 6. Toenailed connections arenot limited bythe 15Oplf (2189.1 Nlm) 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 TJ- Strand Rim Board to transfer shear is described in Footnote 1 to Table 7 of this report. 2.5 SpaceHaker Truss: 2.5.1 General:The SpaceMakerTruss isapropriatary,field- assembled truss for use in residential construction. The truss configuration is a simple truss with top and bottom chords, a collar tie, and vertical web memoers mal permlt the construc- tion of aaditional living space in what would conventionally be attic space. See Figure 1 for details of the SpaceMaker Truss configuration and truss member dimensions, The truss configuration and truss member sizes are based on selected spans. roof slopes, and design loads. The follow- ing four spans are recognized: 22.24.26 and 28 feet (6706, 7315,7925 and 8534 mm). Span is defined as the distance Page 3 of 13 fromfacetofaceofsupports. plus onehalfthe required length of Maring at each end. Maximum cantilever of the heel joist beyond the face of support is 30 inches (762 mm). Roof slopes are limited to 1012 (63.33 percent Slope) and 12:12 (100 percent slope) (vertica1:horizontal). 2.5.2 Design &ssumptlons: Design of the SpaceMaker Truss complies with Chapters 16 and 23 of the UBC and IBC, respectively. for allowable stress design, and with Section R301 of the IRC. Truss member configurations and Sizes are based on the foli0Wing design assumptions: 1. Floor live load = 40 psf (1.9 kN/m2). 2. Floor dead load = 13 psf (0.6 kN/m% 3. Roof snow load = 30 psf (1.4 kN/m2). In accordance with Formula 14-1 of Section 1614 of the UBC, Section 1603.1.3 ofthe IBC and Table R301.28 of the IRC, snow exposure factor (C,) = 1 .O. snow load importance factor (0 - 1 .O. thermal factor (Cj) = 1 .O snow-load reduction is used in the design of the 10:12 (83.33 percent slope) and 1212 (100 percent slope) pitched trusses. 4. Roof dead load E 15 psf (0.7 kN/mq. 5. Windloading=Meanroofheight= 17feet(5182mm):Ex- posure C; basic wind speed = 80 mph (1 29 km/h); impor- tance factor = 1 .O. 6. Top chord deflection: Limit for live load c U240. Limit for total load c U180. Limit for roof total load plus floor total load 5 U240. Limit for roof live load plus floor live load 5 41 60. Limit for floor live load s U460. 8. Bottom chord stiffness is based on composite action of the chord member and a single layer of code-approved. span-rated, wood-based sheathing that is glued and nailed to the truss bottom chord. 9. TNSS design includes a code-allowable increase for re- petitive-use members. 10. The top plate supporl member must have a minimum al- lowable compression perpendicular to grain value of 470 psi (3.24 MPa) and must have a minimum width of 3'/2 inches (89 mm). The allowable compression perpendicu- larto grain is not permitted to be increased for duration of load. 7. Bottom chord deflection: 11. Seismic design category is determined by analysis. 2.5.3 Installation: Trusses are field-assembled in accor- dance with the details shown in Figure 2. Maximum truss spacing is 24 inches (610 mm) on center. Where truss spac- ing must begreaterthan24inches (610mm).suchasaround stairways and dormer openings, two trusses are connected together, to form a double truss, and are used at those ioca- tions. Maximum distance between double trusses is 69 inch- es (1753 mrn) The bottom chord of the truss must be sheathed in both the habitable space and the storage space with minimum 40/20 span-rated, tongueand-groove sheathing (Exposure 1) for trusses spaced at 19.2 inches (488 mm) on center or less, and with minimum 46/24 span-rated, tongue-and-groove sheathing (Exposure 1) for trusses spaced at 24 inches (610 mm) on center. The floor sheathing must be attached to bot- tom chord members with AFG-01 construction adhesive and nails. Size and spacing of nails must be in accordance with the applicable code. Minimum nail spacing is shown in Table 9. The SpaceMaker Truss product specifications and design loads are given in Tables 10 and 11 The SpaceMaker Truss bottom chord and vertical web members are permitted to have holes as shown in Figure 3. tnw7y 2.6 Identiflcation: 3mberStrand LSL, Parallam PSL and Microllam LvL are identified with a stamp noting the name of the manufacturer F~S Joist) andthe plant number;theproducttradename;the product date; the grade; the evaluation report number (Ice0 ES ER-4979); and the name or logo of the quality control agency (PFS Corporation). Microllam LVLand Parallam PSL are also identified with the species or species group designa- tion. 3mberStrand LSL rim board material is identified by the designation '1.3E TmberStrand LSL Rim Board," in addition to the required identification for 3mberStrand LSL. Microllam LVLisalso identiedwiththemarking "AGS,"fol- lowingthe grade designation, ifthe advanced grading System specified in the approved quality control manual was used in the manufacturing process. TJ-Strand Rim Board material is identified by astamp hav- ing the Trus Joist logo: the production date and Shin; the piant number: the evaluation report number (ICBO ES ER-4979); the designations "TJ-Strand" and '1.25" 0.6E Rim Boars; and the name or logo of the quality control agency (PFS Cor- poration). TheSpaceMakerTrussls identified by alabelonthe bottom chord indicating the product name (SpaceMaker"); the manufacturer's name (TrusJ0ist):the product series number: the evaluation report number (ICBO ES €134979); me allow- able span; the roof pitch: and the name or logo of the quality control agency (PFS Corporation). Data in compliance with the ICBO ES Acceptance Criteriafor Structural Composite Lumber (AC47), dated January 1996; data in compliance with the ICBO ES Acceptance Criteriafor Wood-based Rim Board Products (AC124), dated January 1997; reports of fire tests; installation details: and manufac- turing standards and quality control manuals. That the Structural Composite Lumber WmberStrend' Laminated Strand Lumber (LSL), Parallam" Parallel Strand Lumber (PSL), and Mlcrollam@ Laminated Veneer Lumber (LVL)]; TJStrand'" Rim Board; and SpaceMak- er'" Truss products described in this report comply with the 1997 Uniform Euildlng Code", the 2000 International Building Code@ and the 2000 international Residential Code'", subject to the following condltlons: 4.1 Design stresses comply with the values noted in this report. 4.2 Calculations must be furnished to the building offl- cia4 verifying that the material is used in accor- dance with this report. Timberstrand LSL, Parallam PSL and Mlcrollam LVL are limited to end-use locations at which the average equilibrium moisture content of the struc- tural composite lumber is equal to or less than 16 percent Increases for duration of load, as provided for wood members and their connectlons, are per- mitted in accordance with the llmltations specified in theapplicablecode andasset forthin this repoh Where members qualify as repetitive members, as defined in Part 4.3.4 Of the NDS-1991 Revised or NDS-1997, an Increase of four percent Is permitted in allowable bending stresses. TimberStrand LSL, Parallam PSL and Microllam LVL beams may not be cut, notched or bored, ax- CePt that when supporting uniform loads only, maximum 1.O-inchdiameter (25.4 mm) holes may 3.0 EVIDENCE SUBMllTED 4.0 FINDINGS 4.3 4.4 4.5 4.6 . Paga4d13 be drilled In minlmum 43/~-inchdeep (112 mm) beams, maximum 13/4-inchdlameter (44.5 mm) holes may ba drilled In minimum 5’/&ch-deep (140 mm) baama, and maximum 2.0-inchdlameter (51 mm) holes may be drllled in mlnimum71/4-lnch- deap (184 mm) beams. All holes must be located in the center thlrd of the beam span and the center third of the beam depth. The minimum clear dis- tance batween holes must betwotimes the diame- ter of the largest hole. Ractangular holes are not permitted. Holes in cantilevers are beyond the scope of this report. 4.7 TlmbarStrand LSL is produced at the Trus Joist manufacturlng plants located in Deerwood, Mlnne- sota, and Chavles, Kentucky (East Kentucky plant): with quallty control Inspections by PFS Cor- poration (AA452). 4.8 Parallam PSI is produced at the Trus Joist manufacturing plants located In Annacls Island, British Columb1a;Canada; Buckhannon, West Vir- ginla: and Colbert, Georgia; with quality control in- spections by PFS Corporatlon (AA-652). ER4979 4.9 Mlcrollam LVL Is produced at the Trus Jolst manufacturing plants located In Buckhannon, West Virginia; Eugene, Oregon; Junction Clty, Ore- gon; Natchltoches, Louisiana: Stayton, Oregon: Valdosta, Georgia (Lowndes County plant); and Castlebeny,Aiabama (Evergreen piant); with quail- ty control inspections by PFS Corporation (AA-652). 4.10 TJ-Strand Rim Boards are produced by the Weyer- haeuser Company at their manufacturing plants io- cated in Eikln, North Carollna, and Drayton Valley, Alberta, Canada: and are produced bythe J.M. Hub- er Corporation at their manutacturlng plants lo- cated in Commerce, Gaorgla, and Whites Creek, Tennessee: withquallty controllnspections by PFS Corporation (AA-652). 4.11 SpaceMaker Truss componants are produced at the Trus Joisl manufacturlng plant located in Boise, Idaho; with quality control Inspections by PFS Corporation (AA-652). This report Is subject to re-examination in two years. L GRd. Axlal JolStlBasm Pbnk MOE (x 109 Fts I Fc Fb'.' 1 Fv I Fcl' Fb' 1 Fv ] Faa 1.3 1075 1400 1700 400 680 1900 150 435 - 1.5 1.1 7.9 ~~ 1500 1950 2250 400 775 2525 150 475 1925 25w 2825 400 880 3150 150 510 2150 2850 3075 400 880 3450 150 510 - I 2.1 1 2500 I 3275 I 3500 I 400 I 880 I 3925 270WL4 28.8WL' A=-*- EM' Ebd I 510 150 Where: Depth (inches) EDOE LOlDlNG . pnrl to Me ts~. d annb (WFs) A = DeRsdion. hches W = Uniform load, plf L = Span,feet b = Beam width, Inches d : Beam depth. inches E = Modulus of Elasticity. psi 3.5 5.5 7.25 9.25 12.0 16.0 20.0 24.0 FICELD*DIVG-PII).IILUU~DW~~~C~~U~M. WSI 4. Values shown are for thicknesses up to 3.5 inches. 5. The Ft values in the table are reduced to reflect the volume effects of length. width and thickness for a range of mmmn application CondlLlOns. The Ft values for TimberStrand LSL may higher Men appmved by TNS Joist for use as a component of engineered products. which are manufactured under a recognized quality wnml program. 6. For depth5 other man 12 inches regardless of thickness. table values mud be multiplied by (lUd)'O2. Adjuslments for mmmon depths are shown below. For depths less than 3.5 inches, the factw for the 3.5 inch deplh mv$t be uasd. Multiplier 1.12 1.07 1.05 1.02 1 .oo 0.97 0.95 0.94 7. When stntctural membem quality as repetitive members in accordance with the building code. a four percent increase ts 8. Compression perpendicular to grain values (FU) may no! be inwased for duration of load. permined for Fb. in addition to tne increases permined in Fwtnote 6. ahove. Page 6 of 13 ER4979 Fastener Lateral Nail and Wood suew TABLE 2 -TlmberStrand* LSL FASTENER DETAlLS owcrtption comnunt. Edge: Parallel and Perpendicular to grain Face: Parallel and Perpendicuiar to grain For all grades 1.3E and hieher use spedfic graVik SG E O.50 (Guug!as-fir-larch). Boll Csaay - Boll perpendiwlar DWFS' Lag bolt capscny-'/r Inch dlametar-bolt pmpndiculsrto WFS Load parallel to grain Load perpendiwlar to grain For all gRdes 1.3E and hbbr use a 6pecif1c gmily, So = 0.58 (Red Mapla). 400 Ibs. * Load: Parallel and psrpendicular to grain For all grades 1.3E and i-dgher use specffic gnvky. SG = 0.50 (DougbWareh). Thicknear (Inches) 125' 1.25 ' 1.56 Allowable Vertical Load (PLF)' Depth Range (inelus) 4250 16 and b 3450 4140 up b 24 over 16 up to 20 page 7 of 13 ER497E TABLE 4 - Parallsmm PSL ALLOWABLE FRAMING LUMBER DESIGN STRESSES Depth (inches) 1. WFS - WkIe face of mano. See figure below for deIaiIs on ShJnd orientation. DF = Douglas fu-farch. SP = soanem pine, WH = western hemlock. YP = yellow poplar. RM = red maple. DF and WH are permmed 10 De wmblnec as Westem Speoes (WS). SP. VP an0 ViRM are permitled to be mmbineo as Eastern S&as (ES). When usinp the @!xctes gmup designations WS of ES. me allowable sv8sses must De me bwer values for the swcies *I the oroup. 2. AllowsM stresses are based on mverea. dry mndilions of use. Dry wnditions 01 use are me ewimnmenlill mndibons represented by sawn lumber a1 Wich tne moisture mntent is less than 16Y0. 3. For unHonnly loaded simple span beams. the deIlecIion is wlailated as toliows: 3.5 5.5 7.25 925 12.0 16.0 20.0 24.0 270WL‘ ZE.8WL2 A=-+- Where. A - DeRBction. inches w= Unitorm load, plf L - span. fee! b h E = MDduius of Elasticity. psi Ebd3 Ebd - - r barn width. inches Beam depth. inches - Mulliplisr 1.15 1.09 1.06 1.03 1.00 0.97 0.96 0.93 Page 8 of 13 ER-4979 BILLET WTEW TABLE 5 - Micmllrrnm LVL ALLOWABLE FRAMING LUMBER DE JOI! GRADE, SPECIES ' 1.8 1.9 2.0 2.2 2.4 THICKNESS 1.6 DFAPlWH 1.8DFILPlWH 750 750 750 750 750 1514 inrh 1-718 in& b 31RM 1.9 DFAPlWH 2.0 DFAPlWH 2.2 DFAP" 2.4 DFAPIWH 1.8 DFLPfWH 1.9DFAPlWH 20 DFAPhVH 2.2 WILPNH 2.4 DFlLPlWH I 2.6 DFAPlWH 34 hd, I 1.11 SP 1.9 SP 2.0 SP 2.4 SP 2.6 SP 1.6 YP 51R kch 1.9 YP 2.0 YP 2.oE-msm SP to 1514 inch Fw Sk 1 pn I 0.00689 MR - A - FP 1210 1450 1555 1660 lB55 2075 2285 1450 1555 1660 1865 2075 2285 1690 1805 2OM rn 2485 1210 1575 1350 1575 1690 1805 2030 EK - Fv' 285 285 285 285 285 285 285 2.95 285 285 285 285 285 285 285 285 285 285 285 285 285 285 2.35 285 285 285 - - - - - - BEAM '- 750 1.8 880 1.9 2.0 2.4 BBO 2.6 LIM) 1.6 880 1.8 880 1.8 880 20 LUM rn' - 2530 2880 3075 32% 9615 3ssu 4345 22115 2610 m5 rw 32M 359Ii 3rmr 2aw 3075 J2H 3615 393LD 4345 zuo 2890 3075 3255 3615 3455 - - - - - uNw - Fv 190 190 190 190 190 lo0 180 190 190 100 190 i90 180 190 180 190 100 190 180 190 190 1W 180 190 190 - - 180 - - - - - - FLL' - 480 180 480 480 uy) 400 480. 4w 180 180 uu) uy) 180 525 525 525 525 525 525 670 670 670 670 670 525 480 - - - - - 1. Alowable stresses are based on mvered. dry mndMns of use. Dry mndMs of use are those envimnmental mndiSons represented by fawn lumber a1 which lh moi&ure content is less than 16%. 2. Fw unthnmly baded simple span beams. deflecrion is calculated as follows: A=- 270w4 where: W = Unilon load, plf b = Beam width. hchas EM' Ebd A = Defledion. imhes L = Span. feet d = Beam depth, inches E = Modulus of Elasticity. psi 3. DF = Douglar Rr-larchh; LP = bdgepde pine: WH = western hemlock; SP = soulhem pine: YP = yellow poplar. DF. LP and WH are permitted to be combined as Westem Species (WS). SP and YP are Permitted to be combined as Eastem Species (ES). When using the spedes gmup designations WS or ES. lhe allowable SbBsSeS must bs the lower values for the species in the gmup. 4. The F, "aim in the table are reduced to reflea the volume effects of length. width and thickness for a range of common applicaibn mndtsns. mersfore the h values in the Table do not apply to Mimliam LVL when used as a mmponent of engineered pmduds manufactured by Tns Joist which are listed in other eualuafnn reports. 5. Fb mcludes ailowanms for variaWns in span to deplh ratio and mtrlhod of loading and must be used withoui furiher adjustment except as noted below. For depths other than 12 Inches. regardless of lhicknes. table values must be mulliplied by (lad)' '%, Adjustments for cOmnmn depths are show below. For depths less than 3.5 inches. the fanor for the 3.5 Inch depth must be used. D.pth I 3.5 I 5.5 I 725 1 9.25 I 12 I 16 I 20 I 24 Multlpller 1 1.18 I 1.11 I 1.07 1 1.04 1 1.00 I 0.96 1 0.93 I 0.91 pennihed. in addition to lhe imeases penniUed in Footnote 5. above. This increase does not apply to fmld assembled mNi member beams. analysis is desired. the allowable horizontal shear for all depths Dreater than 12 inches is Fv = 285 (1Zd)o~oo5. 6. When svuclural members qual@ as repetitive members in acmrdance wilh the building code. a four percent increase is 7. For simplidty. use 285 psi for depths up to 24 inches and 260 Psi for deplhs greater man 24 inches. When a more accurate 8. Compression perpendicular lo grain values (Fa) may not be increased for duration of load. 9. Values shown are for Lhicknesses UD to 3.5 inches. Thlckneas Design Sirsssms (pounds persquare Inch) Atlowable Vertlwl Depth Range - boh perpendlwla: io WFS I Nole: Nail bdi design values are develope0 using tne speclfic gravtty shown, in accomance wlth the 1 SO = 0.50 (Douglas fir-larch) (inches) Grade MOE (x 107 I Fb ' I Fv I Fcl .. I applicable Mde. FaSI:1Ibf.-4.448N 1. Tne allowable shear values in pounds per foot for unblccked hortzontal wad nnrciurai panel diaphragms rvim framing of nominal 2 inch miik Douglas fir-larch or southem pine are applicable to TJ-Strand Rim Board. 2. When loading at an angle to grain. the lateral capacity is calculated using the Hankinsan formula and an aquimlent SG = 0.50 for load parallel to grain and equivaknt SG = 0.55 for toad perpendicuiar(0 grain. 3.325 Ibs. Is the lateral load permitled for 112 inch diameter lag bolt in 1 114 inch thick main and 1 1R imh wck side memben with full penebatbn into the main member. Lateral load capacities for other lag boll sizes and wndiins to be evaluated m accordance wllh lhe 1997 Uniform Building Code. using an equivalent SG = 0.50 for load paallei to grain and squivalenl SG = 0.55 for bad mndicular to grain. For capacities at an angle to grain refer lo Footnote 2. above. Capacines in wimdrawal have not been evaluated. I Load (p10 (inches) - Fastener Description Comments Laleral nail and screw capacity Edge: Parallel and perpendicular SG 0.50 (Douglas firlarch) Face: Parallel and perpendicular Boll Cayacity - perpendicular Load perpendicular lo grain SG = 0.50 (Douglas firlarch) Lag Bolt Capacity - 1R" diameter Load perpendicular to wain 325 Ibs.' to WFS Nail Size 6d (2 X") 1Od (3") 12d2(3 1/43 16d (3 in") Box Common 4 4 4 4 4 4 4 63 J Page 10 of 13 ER-4979 n u) In t t- J I N W =I en I& L .- Page 12 of 13 ER-4979 Figure 3 - Allowable Hole Location In SpaceMakef Truss Members /1 Collar Tie -. No cutting. notching or holes allowed in Top Chords or Collar ' 1%' maximum hole in bottom chwd I:! ' Tie. For SI 1 inch = 25.4 mm GENERAL NOTES: 1. The Allowed Hole Zone in this chan 16 witable for uniformly loaded trusses only 2. H more than one hole is to be M m a truss member. the lenm of the uncut member between holes must be a minimum of twice the diameter of the largest hole. 3. Rectangular holes are not permnled 4. Holes in cantilevers are not permined 5. Three hole% maximum per Allowed Hole Zone. . "9- ."". I" ER-4979 .. TABLE IO. SpaoehkerY Truss PRODUCT SPECIFICATION TABLE - . Floor full length of bonom chord Rool(1259b) 24" O.C. .Roof (Ii5%)24"o.c. Roof (115%) 19.2' O.C. Roof (115%) 16" O.C. 1. Room widths. ceiling heights and kneewall, heights shm in ttis Table refer to mugh inside framed dimensions. HabitaMe space must have a muing height of not leks than 7.5 feet (2286 mm) excepl where permitted by sedan 31 06.1 of the UBC. Section 1207.2 of the IBC or Section i73W.4 of me IRC. DESiGN LOADS, 0.1 Live Load Daad Load ' 40 43 20 15 30 15 37 2 15 45' 15 1-909-885-7008 Jul 26 02 07:41a INSUL-KOR Of California * A+-- T 7hur.1c; L- hr 1. eq. h. In. P- 1 '1 Build With Confidencsr - Specify Falcon Foam" Jul 26 02 07:4la INSUL-KOR Of California 1-909-885-7008 P.2 Falcon Foam* Physical Properties (gpmiflwtlon Refinnee: A¶U-C57ES2J hpny Unb ASlMTMt -1 3PWi ms lmlx DeniRy, Nomi~I , lpcfi C303 or 01622 1.00 1.25 1.50 200 Thennll Conductivitv at 259 BTuntH.1 077 or 0 23 0.22 0 21 0 20 K hetar a1 WF loq. n., C518 0.24 0.235 032 0.21 at 7s (Win.) - 0.26 o.2e 0.23 0.23 Thonnd Rssietsnw par inch 4.35 4.54 4.m 5.00 3.90 4.20 4.40 4.40 values michess 3g'-' =$ 4.17 4.25 4.88 4.78 Stnngm Pmpnthr --z W Cwessim 10% Oetanution psi Dl621 10-14 12-18 1821 25-33 Fkxural psi C2@3 25-30 32-38 a50 56-75 Shear psi Dn2 1a-z 2325 2532 3337 Shear Modulus psi - 280 370 460 800 Mcdulus d Elasticity psi - 180 250 3M dBC-500 MdnvmRuimna w perm. in E86 1.2-3.0 1.1-2.8 O.S.2.5 0.61.5 Abwpion IyQi.1 Yo C272 2.5 2.5 2.0 1.0 none none rwne me Capillarity - - coemdam dnhmn. Wmsion inAin.l(F1 D698 O.OooO35 for all densities Maxhnurn SwvkeTmnp.ntum Tensile Psi C1623 1620 17-21 1822 23-27 Long-term =$ - 1 6PF 16pF 167.F im lnterminent - 1WF lsooF 1So.F 1804 Rsnn Spmd up to 6" fhlcknw snob Drmonnmnl €84 Less than 25 for all denstla up to 8" thickness Less than 4Ml for all densities R-value and Coal Compuiaon - Wood Stud Wall. PW 0, os8 r FALMN-FW Yvuthinn MI Comment lnteria mr Film 'rZ Gypsum Bd PorvNswr Ret. R-13 Ban inrul. Z'X4wmdSNd! 1' FALCOKFMM VI'PL~PA~SI MnyI Siding Exterior 4ir Film Total R-mlus k of Wallha AVEMES: Wtem R-vdue .Square Fmt Cost cost Per R First Floor TJl’s 11.875” TJI@/ProTM-150 JOIST @ 16.0” Ok =-@$!E.- TJgeamT* 655 SenalNurnber 700113033 EAMUSA 1001 2/7/02 75208AM Ppge 1 of 1 * Build Code 146 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Overall Dimension = 30 13‘ 17’ Product Diagram is Conceptual. LOADS: Anatysis for Joist Member Supporting FLOOR - RES. Application. Loads(psf): 40 Live at 100% durabon; 12 Dead; 0 ParWon suppoRTs: INPUT BEARING REACTIONS(lbs.) WIDTH LENGTH LIVUDEADITOT. PLY DEPTH DETAIL OTHER 1 2x4Plate 3.50“ 2.25” 315 I70 I385 1 11.9” Detal A3 1.25” LSL Rim 2 2x4 Plate 3.50” 3.5” 1001 /300/1301 1 11.9” Detail E3 3 ix4 Plate 3.50” 2.25” 39511101506 1 11.9 DetailA3 1.25”LSLRim - See TJ SPECIFIER’S I BUILDERS GUIDES for detail(@: A3. 83 DESIGN CONTROLS: MAXIMUM DESIGN CONTROL CONTROL Shear(lb) 701 658 1562 Passed(42”h) Reaction(lb) 1301 1301 1895 Passed(69%) Moment(ft4b) 2000 zoo0 3765 Passed(53X) Live Defl.(in) 0.214 0.420 Passed(U941) Tab1 Defl.(in) 0.265 0.840 Passed(Ln61) TJ-Pro Rating 42 40 Passed -Allowable moment was increased for repetitive member usage. - Deflection Criteria: STANDARD(LL: U480. TL:L/240). n LOCATION #- 3 V 1 Lt. end Span 2 under Floor loadins 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 - Deflection analysis is based on composite action with single layer ofthe appropriate spawrated, GLUED 8 NAJLED wood decking. - Bracing(Lu): All compression edges (top and bottom) must be braced at 2’ 8” o/c unless detailed othemise. Proper attachment and - me load conditions considered in this design include Alternate member loading. positioning of lateral bracing is required to achieve member stability. TJ-P~o” RATING SYSTEM The TJ-Pro (USA) Rating System value provides addtional floor performance information and is based on a Glued 8 Nailed 23/32 OSB decking. The controlling span is supported by wails. Additional considerations for this rating include: Ceiling - None. A stmctural anam 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 S~Q of its prod- hy software will be accomplished in accordance with TJ product design criteria and code accepted design values. The speciflc prodKt 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 produd availability -Allowable Stress Design methodology was used for Code UBC analyzing the TJ Residential product listed above. - THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS PROJECT INFORMATION OPERATOR INFORMATION: Myers Residence Kore Architecture (John Korelich Weyerhaeuser Martin Lzardi 17400 Slover Ave., P.0.Box 487 Fontana, CA 92334 (909)879-2560 (909)877-3808 Pro“, TJ-Pro’ and TJ~Bearn’ are hademarks of Tius Joe, Pa~e 1 of i ' Build Code. 146 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Overall Mmenslon = 30' - ~ w d 0: :@I 0 1r-p 17' 9 Product Dlagrarn is Conceptual. LOADS ,A,&,& for Joist Member Supporting FLOOR - RES. Application. LOads(psf): 40 Live at 100% duration; 12 Dead; 0 Pamtion suppoRTs INPUT BEARING REACTIONS(1bs.) WIDTH LENGTH LIVEIDEADITOT. PLY DEPTH DETAIL OTHER 1 2x4 Plate 3.50 2.25' 3151701385 1 11.9" DetailA3 1.25" LSL Rim 2 2x4 Plate 3.50" 3.5" 1001 I300 I1301 1 11.9" Detail 83 3 2x4 Plate 3.50" 2.25" 395 I110 I506 1 11.9" DetailA3 1.25" LSL Rim -See TJ SPECIFIER'S I BUILDERS GUIDES for detail(s): A3. 83. 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@-lb) 2000 2000 3765 Passed(53%) Rt. end Span 1 under Floor loading Live Defl.(in) 0.214 0.420 Passed(U941) MID Span 2 under Floor ALTERNATE span loading Total Defl.(in) 0.265 0.840 Passed(U761) MID Span 2 under Floor ALTERNATE span loading TJ-Pro Rating 42 40 Passed Span 2 -Allowable moment was increased for repetitiie member usage. - Deflection Criteria: STANDARD(LL: U480, TL:L/240). - Deflection analysis is based on composite action with single layer ofthe appropriate spamated, GLUED & NAILED wood decking. - Bradng(Lu): All compression edges (top and bottom) must be braced at 2' 8" O/G unless detailed dhewke. Proper attachment and - The load conditions considered in this design include Alternate member loading. positioning of lateral bracing is required to achieve member stability. TJ-Pro" RATING SYSTEM The TJ-Pro (USA) Rating system value provides additional Roor performance information and k based on a Glued & Nailed 23/32 OSB decking. The cdrolling span is supported by walls. Additional considerations for this rating indude: CeUing - None. A m&ml anal,& of the deck has not been performed by the program. ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from sofhrrare developed by Trus Joist (TJ). TJ warrants the siring of its products by this soflware Will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific produd appiiion, 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! -Allowable Stress Design methodology was used for Code UBC analyzing the TJ Residential product listed above. PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. PROJECT INFORMATlON OPERATOR INFORMATION: Myecs Residence Weyemaeuser Kore Architecture Martin Lizardi (John Karelich 17400 Slover Ave.. P.O.80~487 Fontana. CA 92334 (909)879-2560 (909)877-3808 First Floor TJl's (Load Check) r~seamn v5 55 send Number 700913033 page i of I . Bulla me $46 BEPIMUSA iw mm2 75259A.M 11.875" TJl@/ProTM-150 JOIST @ 16.0" o/c THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS USTED I 1 I i s IT' Produd Dlagram Is Conceptual. LOADS: Analysis for joia Member Suppolting FLOOR - RES. Application. Loads(psf): 40 Live at 100% duration; 12 Dead; 0 PaMon SUPPoRTS: INPUT BEARING REACTIONS(1bs.) WIDTH LENGTH LIVUDEADTTOT. PLY DEPTH DETAIL OTHER I 1 24 Plate 3.50" 2.25" 45311361589 1 11.9 DetailA3 1.25" LSLRim 2 24 Plate 3.50 2.25" 45311361589 1 11.9" DetailA3 1.24"LSLRim -See TJ SPECIFIERS I BUILDER'S GUIDES for detail@): A3 DESIGN CONTROLS MAXIMUM DESIGN CONTROL CONTROL LOCATION Shear(lb) 575 569 1420 Passed(4O%) Lt end Span 1 under Floor loading Redon(lb) 575 575 1081 Passed(53%) Bearing 1 under Floor loading Momentpb) 2383 2383 3765 Passed(63%) MID Span 1 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 1 under Floor loading TJ-Pro Rating 41 40 Passed Span 1 - Allowable moment was increased for repetitive member usage. ~ Deflection Criteria: STANDARD(LL: U480, TL:LQ40). - 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 siabiliv. TJ-ProTM 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 the some will be acwmplished in accordance with TJ product design criteria and code accepted design values. The specmc 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 produd availability -Allowable Stress Design methodologywas wed for Code UBC analyzing the TJ Residential product listed above. - THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. PROJECT INFORMATION OPERATOR INFORMATION: ~ Myers Residence Kore Architecture (John Korelich Weyerhaeuser 17400 Slover Ave.. P.0.80~487 Martin Lizardi 9 I p. 1 3 i: Fontana, CA 92334 (909)879-2560 (909)677-3806 Pro". TJ-Pro' and TJ-Beem'" are trademarks of TWS JOM First Floor TJl's (Load Check) =d *p@ A-mK- T.L&am" 6 55 Sed Number 7001 13033 Pap 1 of I Build Code 146 BWMUSA IWI uIEo2 7525SA.M 11.875" TJI@/ProTM-150 JOIST @ 16.0" o/c THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPUCATlON AND LOADS LISTED - 17- Product Dlaaram is ConceDtual. - LOADS: RtS. Applicafion. Loads(ps9: 40 Live at 100% duration; 12 Dead; 0 Partition SUPPoRTS: INPUT BEARING REACTIONS(1bs.) WIDTH LENGTH LIVEIDEADTTOT. PLY DEPTH DETAIL OTHER 1 2x4 Plate 3.50" 2.25" 45311361589 1 11.9 DetailA3 1.25"LSLRim 2 2x4 Plate 3.50" 2.25 453 I 136 I589 1 11.9" Detail A3 1.25 LSL Rim - See TJ SPECIFIERS I BUILDERS GUIDES for detail@): A3. DESIGN CONTROLS: MAXIMUM DESIGN CONTROL CONTROL Shear(lb) 575 569 1420 Passed(40%) Reaction(lb) 575 575 1081 Passed(53%) Moment(ft4b) 2383 2383 3765 Passed(63%) Live Def.(in) 0.305 0.415 Passed(U653) Total Defl.(in) 0.396 0.829 Passed(U502) TJ-Pro Rating 41 40 Passed LOCATION Lt. end Span 1 under Floor loading Bearing 1 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor loading Soan 1 -Allowable momentwas increased for repetiiive member usage. - Defledion Criteria: STANDARD(LL: U480. TL:W40). - DeRection analysis is based on composite action with single layer ofthe appropriate span-rated, GLUED 8 NAILED wood decking. - Bracing(Lu): AH compression edges (top and bottom) must be braced at 2' 8" olc unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. TJ-PmTH RATING SYSTEM The TJ-Pro (USA) Rating system value provides addiional floor performance information and is based on a Glued 8 Nailed 23/32 OS6 decking. The controlling span is supported by walls. Additional considerations for this rating include: Ceiling - None. A stwctural analysk ofthe 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 produd 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 readity available. Check Mth your supplier or TJ technical representative for product availability. -Allowable Stress Design methodology was used for Code UBC analyzing the TJ Residential product listed above. - THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. PROJECT INFORMATION OPERATOR INFORMATION: Myers Residence Kore Archiiedure (John Korelibh Weyerhaeuser Martin bard! 17400 Slover Awe , P 0 Box 487 Fontana, CA 92334 (909)879-2560 (909)877-3808 Pmm. TJ Pro" and TJ Beam". are tradmam of Tru5 Jotst i 3 i First Floor Flush Beam TJBeama v5 55 -1 Number 7Wll3033 ESAMUS~ im 2nm2 82754~~ 3.5" x 11.875" 1.7E TimberWanda LSL Pwe 1 d i sudd Code 146 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Overall Dimension = 20' 77 12J d 12' 8' m 0 Product Diagram Is Conceptual. LOADS: Analysis for Beam Member Supporting FLOOR - RES. Application. Tributary Load Wdth: 15' Loads(psf): 40 Live at 100% duration; 12 Dead; 0 Pamtion suppoRTs: iNPUT BEARING REACTiONS(1bs.) WIDTH LENGTH LIWDEADmOT. PLY DEPTH DETAiL OTHER 1 Column 3.50" 2-25? 3116 I954 I4070 1 11.9' Detail A3 1.25' LSL Rim 2 Column 3.50" 3.5 7630/2458110087 1 11.9" Detail83 3 Column 3.50" 2.25" 2216 I454 I2670 1 11.9 Detail A3 1.25" LSL Rim -See TJ SPECIFIERS I BUILDERS GUIDES for detail@): A3, 83. DESIGN CONTROLS: MAXIMUM DESIGN CONTROL CONTROL LOCATION Skar(W 5604 4704 11083 Passed(42%) Rt end Span 1 under floor loading Moment(R4b) 10778 10778 17840 Passed(GO%) Rt end Span 1 under Floor loading Live Def.(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: U360. TL:LR40). - Braung(Lu): All compression edges (top and bottom) must be braced at 2' 8' o/c unless detailed othewke. Prouer attachment and -The load condilions considered in this design include Alternate member loading. posiljoning of lateral bracing is required to achieve member stability. ADDITIONAL NOTES: - IMPORTANT! The anaJysis presented is output from software developed by Tms Joist (TJ). TJ warrants the sizing of its produds by this S0ffwar.s will be accomplished in accordance with TJ product design aiteria and code accepted design values. The specific product application. input design loads, and stated dimensions have been provided by the sowre user. This ouiput has not been reviewed by a TJ Associate. - Not all products are readily available. Check with your supplier or TJ technical representative for product availabili. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! -Allowable Siress Design methodology was used for Code UBC anaiyzing the TJ Residential product listed above. PRODUCT SUBSTlTUTlON VOIDS THIS ANALYSIS. PROJECT INFORMATION OPERATOR INFORMATION: Myers Residence Weyerhaeuser Kore Archiieclure Marlin Llrardi (John Korelich 17400 Slover Ave , P 0 Box 487 Fontana, CA 92334 (909)879-2560 (909)877-3808 TJ-Pro" and TJ-Beamw are tmdemarb of Trw jmst Wwht B 2WO by Trur Joist, a Weyemseurer Bus1-5 n a redstere0 hademah of Trus Joizt First Floor Flush Beam ~&aearn~ ffi 55 Senal Number 700113333 paae 1 Of 1 BUlld code 146 @€AMUS4 1111 2/7/02 82754AM 3.5" x 11.875" 1.7E TimberStrandO3 LSL THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Overall Dimension = 20' I-- 1 li3 [2J LOADS " Product Dlagram Is Conceptual. Analywsfcr Beam Member Supporbng FLOOR - RES. Application. Tributary Load Widm: 15' Loa&(psf): 40 Live at lO0sb duration; 12 Dead. 0 Partition suppoRTs: .NPUT BEARING REACTlOhS(1bs ) WIDTH LENGTH LIVElDEADmOT PLY DEPTH DETAIL OTHER 1 Column 3.50" 2.25" 3116/954/4070 1 11.9" Detail A3 1 25" LSL Rim 2 Column 3.50" 3.5 7630/2458/10087 1 11 9 Delai183 3 Column 350 225 2216/454/2670 1 11 9 Detail A3 1.25" LSL Rim - See TJ SPECIFIERS I BUILDERS GUIDES for oetail(s). A3, 83 DESIGN CONTROLS: MAXIMUM DESIGN CONTROL CONTROL LOCATION Shear(lb) 5604 4704 11 083 Passed(4256) Rt. end Span 1 under Floor loading Moment(R4b) 10778 10778 17840 Passed(60%) Rt end Span 1 under Floor loading be Defl.(in) 0.230 0 394 Passed(U618) MID Span 1 under Floor ALTERNATE span loading Total DeR.(in) 0.292 0 592 Passed(U486) MID Span 1 under Floor ALTERNATE span loading - Deflection Crirena: STANDARD(LL' U360, TL.LQ40) - B&ng(Lu): All compression edges (top and bottom) must be braced at 2' 8" olc unless detailed othenvise Proper atachment aM - The load condmons considered m this des'gn include Alternate member loading poshoning of lateral bracing is require0 to achieve member stability ADDITIONAL NOTES: - IMPORTANT! The anaiysis presented IS output from software developed by Trus Join (Td). TJ warrants the s%ng of iis products by mis soMare will be accomplished in accordance with TJ product design cnteria and code accepted design values The speufic produd gpplkation. 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. Cneck wrth your supplier or TJ technical represewe for product availability - THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! - Allowable Stress Design methodology was used for Code UBC anabng the TJ ResidenW producr listed above PRODLCT SUBSTITUTION VOIDS THIS ANALYSIS. PROJECT INFORMATION OPERATOR INFORMATION: Myers Residence Weyerhaeuser Kore Architecture Marhn Lizardi (John Korelich 17400 Slover Ave , P 0 Box 487 Fontana, CA 92334 (909)879-2580 (909)877-3808 T.LPr0' and TJ BeamN are tmdemaw of Tm Jolst CWmoht e MM) by Tmh Joist. a Weyemaewer B~smess 7lmberstrandB Is a raisteed hademerk of TrUr Jolsl Second Floor TJi's TJ.Beamm v556 SMalNumbK700113033 11.875" TJl@/ProTM-550 JOIST @ 16.0" olc BEAMUSA 1W1 ZflIOi 1018MAM P& 1 of 1 Build Code 146 4 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED c 20' 6" Q Product Diagram Is Conceptual. LOADS: Analysis for Joist Member Supporting FLOOR -RES. Application. Loads(p@: 40 Live at 100% durat)on; 12 Dead; 0 Partition SUPPORTS: INPUT BEARING REACTiONS(1bs.) WIDTH LENGTH LIVEIDEADnOT. PLY DEPTH DETAIL OTHER I 2x4 ShrdWali 3.50" 2.25 54711641711 I 11,9 DetailA3 1.25"LSLRim 2 zx4Stud Wall 3.50" 2.25" 547 1 164 / 71 1 1 11.9 Detail A3 1.25 LSL Rim - See TJ SPECIFIER'S 1 BUILDERS GUIDES for detail(s): A3. DESIGN CONTROLS: MAXIMUM DESIGN CONTROL CONTROL LOCATION Shearub) 696 690 1925 Passed(3696) Lt. end Span 1 under Floor loading Re&on(lb) 696 696 1539 Passed(4556) 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 Paaed(U727) MID Span 1 under Floor loading Total Defl.(h) 0.431 1.004 Passed(U559) MID Span 1 under Floor loading TJ-Pro Rating 43 40 Passed Span 1 -Allowable moment was increased for repetitive member usage. - DeRection Criteria: STANDARD(LL: U480, TL:L/Z40). - Deflection anaipis is based on composite adion with single layer of the appropriate span-rated, GLUED & WLED wood decking. . Bracing(Lu): All compression edges (top and bottom) must be braced at 2' 8" 01c unless detailed otherwise. Proper attachmew and positioning of lateral bracing is required to achieve member stability. TJ-Pro" RATING SYSTEM The TJ-Pro (USA) RaUng System value provides additional floor performance information and is based on a Glued 8 Nailed 23/32 OSB decking. The controlling span is suppotted by walk. Additional considerations for this rating indude: Ceiling - None. A structural an*is of the deck has not been performed by the program. ADDITIONAL NOTES - IMPORTANTI The anabjsii presented is output from somare developed by TNS Joist (TJ). TJ warrants the sizing ofits prod& bythis software will be accomplished in accordance with TJ product design Miteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the sofhvare user. This ouiput has not been reviewed by a TJ Associete. - Not all products are readily available. Check with your supplier or TJ technical representative for product availabi@ - THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! - Allowable Stress Design memodology was used for Code UBC anatyzing the TJ Residential product kted above. PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. PROJECT INFORMATION OPERATOR INFORMATION: Myers Residence Weyerhaeuser Kore Architecture Martin Wdi (John Koreliih 17400 Slover Ave., P.0.Box 487 Fontana. CA 92334 (909)879-2560 (909)877-3808 :?age I a~ i 0 ~ulw Code 146 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED ~ ~~ 20' 6" 0 Product DIagram Ls Conceptual. LOADS: Anawsfor Joist Member Supporting FLOOR - RES. Application. Loads(psfj: 40 Live at 100% duration; 12 Dead; 0 Partition SUPPORTS: INPUT BEARING REACTIONS(1bs.) WIDTH LENGTH LIVUDEADTTOT. PLY DEPTH DETAIL OTHER 1 2x4 Stud Wall 3.50" 2.25 54711641711 1 11.9 DetailA3 1.25'LSLRim 2 2x4-d Wall 3.50" 2.25" 547/164/711 1 11.9" DetailA3 1.25"LSLRim - See TJ SPECIFIER'S I BUILDERS GUIDES for detail@): A3. DESIGN CONTROLS: MAXIMUM DESIGN CONTROL CONTROL LOCATION Shearflb) 696 690 1925 Passed(36%) Lt end Span 1 under Floor loading Reaction(lb) 696 696 1539 Passed(45%) Bearing 1 under Floor loading Moment(ft4b) 3496 3496 7982 Passed(44%) MID Span 1 under Floor loading Live Defl.(in) 0.332 0.502 Passed(Ln27) MID Span 1 under Floor loading Total Defl.(in) 0.431 1.004 Passed(U559) MID Span 1 under Floor loading TJ-Pro Rating 43 40 Passed span 1 - Nolowable moment was increased for repetjtive member usage. - Deilection Criteria: STANDARD(LL: U480, TL:U240). - Deiledion analysis is based on composite action with single layer ofthe appropriate span-rated, GLUED & NAILED wood dmking. - Bracing(Lu): All compression edges (top and bottom) must be braced at 2' 8" olc unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. TJPro" RATING SYSTEM The TJ-Pro (USA) Rating System value provides additional floor performance infomation and is based on a Glued & Nailed 23/32 OSB decking. The controlling span is supported by walls. Additional considerations for mi rating include: Ceiling - None. A structural anawe of the deck has not been performed by the program. ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from soRware developed by Trus JoGt (TJ). TJ warrants the sEng of b pmd& by& software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific prod& application, input design loads, and stated dimensions have been provided by the software user. This oulput 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. -Allowable Stress Design methodology was used for Code UEC analyzing the TJ Residential product listed above. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. PROJECT INFORMATION OPERATOR INFORMATION: Myers Residence Kore Architecture (John Korelich Weyerhaeuser Martin Lizardi 17400 Slover Ave., P.0.Eox 487 Fontana. CA 92334 (909)879-2560 (909)877-3808 Pram, TJ-Pro". 306 TJ-BeamT* are trademarke of TRIS m Second Floor TJl's 11.875" TJI@/Prom-250 JOIST @ 16.0" O/C TJ.Beam". v5Fd SenalNumber7no~~3m3 BFAMIISA-~~~ 2nm 10m5iAM 1_ __ . Page 1 af 1 Bufld We 146 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED m], Im .- 18' e. Product Dlagram 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 LIVEIDEADITOT. PLY DEPTH DETAIL OTHER 1 2x4 Stud Wall 3.50" 2.25" 480/144/624 1 11.9 DetailA3 1.25"LSLRim 2 2x4 Stud Wall 3.50" 2.25'' 48011441624 1 11.9" DetailA3 1.25"LSLRim - See TJ SPECIFIERS / BUILDER'S GUIDES for detail(s): A3. DESIGN CONTROLS: MAXIMUM DESIGN CONTROL CONTROL LOCATION .... ~ Sheadlb) 61 0 604 1420 Passed(43%) Lt. end Span 1 under Floor loading ReactionOb) 61 0 61 0 11 31 Passed(54%) Bearing 1 under Floor loading Momenffft-lb) 2680 2680 44,30 Passed(60W) MID Span 1 under Floor loading Live Defl.(in) 0.338 0.440 Passed(U624) MID Span 1 under Floor loading Total DeR.(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: U480, TL:L/240). - Deflection anem is based on composite action with single layer Of me appropriate span-rated. GLUED & NAILED wood decking. - Bracing(Lu): All compression edges [top and bottom) must be braced at 2' V OlC Unless detailed oiherwise. Proper attachment and positioning of lateral bracing is required to achieve member stabilii. TJ-Pro" RATING SYSTEM The TJ-Pro (USA) Rating system value provides addib'onal floor performance information and is based on a Glued & Nailed 23/32 OSB decking. The controlling span is supported by walk. 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 prod- by this soffware will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product appiiatim, input design loads, and stated dimensions have been provided by the sofhvare user. This omut has not been reviewed by a TJ Associate. - Not all products are readily available. Check with your supplier or TJ technical representaive for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS - Allowab4e Sbess Design meihodology was used for Code UBC analyzing the TJ Residential product listed above. PROJECT INFORMATION OPERATOR INFORMATION: Myers Residence Weyerhaeuser Kore ArchRedure Martin Lizardi I (John Korslich 17400 Slover Ave.. P.O.Box 487 Fontana, CA 92334 19091879-2560 Second Floor TJl's 11.875" TJI@/ProTM-250 JOIST @ 16.0" Ok TI.-,,,... 6- -,Nu& 7~31x33 . -MU%- 1003 2l7m 10 03 51 AM page i of 1 Build We 146 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS USTED 7 e --la' Product Dkgnm Is Conceptual. LOADS: haly;ls 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 LIVEIDEAD/TOT. PLY DEPTH DETAIL OTHER I 2x4 Stud Wall 3.50" 2.25 48011441624 1 11.9" DetailA3 1.2SLSLRim 2 2x4 Stud Wdl 3.50" 2.25' 48011441624 1 11.8' DetailA3 1.25"LSLRim - See TJ SPECIFIERS 1 BUILDER'S GUIDES for detail@): A3. DESIGN CONTROLS: MAXIMUM DESIGN CONTROL CONTROL LOCATiON Shear(1b) 610 604 1420 Passed(43%) Lt end Span 1 under Fioor loading Reaction(lb) 61 0 610 1131 Passed(54%) Bearing 1 under Fioor loading Moment(Tt-lb) 2680 2680 4430 Passed(GO%) MID Span 1 under Fioor loading Uve Defl.(in) 0.338 0.440 Passed(U624) MID Span 1 under Floor loading Total DeR.(m) 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. - Detlection Criteria: STANDARD(LL: U480, TL:U240). - Deflection analysis is based on composite action with single layer of the appropriate spanrated, GLUED 8 NAILED wood decking. - Bracing(Lu): All compression edges (top and bottom) must be braced at 2' 8" 01c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability TJ-Pron RATING SYSTEM The TJ-Pro (USA) Rating system value provides additional floor performance information and is based on a Glued 8 Nailed 23/32 0s~ decking. The controlling span is supported by walls. Additional considerations for this rating indude: Ceiling - None. A strudural analysis of me deck has not been performed by the program. ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from soffware developed by Trus Joist (TJ). TJ warrants the sizing of rn produds by this sofhvare will be accomplished in accordance Wit TJ Product design criteria and code accepted design values. The specmc product application, input design loads, and stated dimensions have been provided by ihe sofhvare user. This o@ut has not been reviewed by a TJ Associate. - Not all products are readily available. Check with your supplier or TJ technical representative for product amilabirw. -Allowable Stress Design methodology was used for Code UBC analyzing the TJ Residential product listed above. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VO!DS THIS ANALYSIS. PROJECT INFORMATION OPERATOR INFORMATION: Myers Residence Weyemaeuser Kore Architecture Martin Lizardi (John Korelich 17400 Slover Ave.. P.O.Box 487 Fontana, CA 92334 (909)879-2560 (909)877-3808 Pm"". TJ-PrO- and TJ-%amW are trademark of Trus Joist WYr%lht B 2wO by TW Joist. a Weyerhaaser Business. rJta is a registered lmdernah of TWS Joist JXW" PANEL Allwnbb Axial LoaUs for Pads, PLF -A ICLiwmdBl.. ................ .$W.W u4u!#Urn~itmn ....... .. ... .t400.00 Plw lU*l'-- M-1. ............ 8 *O.QO (Par Iw m&l) ...... $ sO.tlo-> 1 'd I I y I May 29 02 03:32p INSUL-KOR Of California 1-909-885-7008 P. 4 w E 2 % 8 P 4 B P, 5 m b May 29 02 03:31p INSUL-KOR Of California 1-909-885-7008 P.3 SAN DlEGO AREA RESIDENTIAL CIRCUIT CARD AND LOAD SUMMARY (1990 NEC) SINGLE FAMILY DWELLING ELECTRICAL SERVICE LOAD CALCULATION OPTIONAL METHOD NEC 220-30 As an alternaft've method, the STANDARD METHOD, found in ARTICLE 220 of the National Ekchic eo&, may be used 1. GENERAL LIGHTING LOADS Dwelling 20 3 V 61°r VA Small appliance loads -220-16 (a) 1500 VA x&circuits = .- VA Laundry load -220-16(b) 1500 VA x -circuits = -. VA General Lighting Total VA sq. ft. x 3 VA = 2. COOKING EQUIPMENT LOADS - Nameplate Value VA= VA VA = VA Range coohop Oven(s) Ca haw- WWA = u. VA ... Cooking Equipment Total ,- VA Drya VA = DryerTotal Kaoo VA 3. ELECTRIC DRYER 22618 (Nameplate. 5000 VA minimum) 4. FMED APPLIANCE LOADS 23630(b3) Dishwasher = lo@ VA 2 .VA VA VA lTQo VA VA VA c Disposal = compactor= - Water Heater = Hydnrmassage Bathtub = Microwave Oven = Built-in Vacuum = c - *v9,q0e VA qI, 3Oo VA - I(lPmo*r-r MP. - Fixed Appliance Total 5. OPTIONAL SUBTOTAL (Add all of the above totals) 6. 7. 8. 9. APPLYING DEMAND FACT OW - TABLE 22630 First 10,000VA x 100% = 10,OOO VA Optional Subtotal (h line 5) [ Remaining VAx40%= )lB/mVA HEATING OR AC LOAD - TABLE 220-30 Larger of the Heating or AC Load = OPTIONAL LOADS TOTAL (Add totals from lines 6 and 7) = =WVA - Optional Lor& Total - MINIMUM SERVICE SIZE = teo Vdt (Please put total on front of card under Computed bad) Date: May 21,2002 To: A File 21 3 Normandy Lane From: Principal Building Subject: Contacts Yesterday I received a voice mail message from Pete Vasquez Jr. of HCD Codes and Standards. I returned that call ASAP. He said he had received a memo or letter from Nick Fulgenzi indicating the SIPS system at the above address was not State approved and unlabelled. Vasquez did not know whom Fulgenzi was, so I told him Nick, up until last Thursday, used to work for the City and the State at one point. Vasquez indicated his concern was that the panels be properly labeled and that field labeling is not allowed. I said I would go look at the panels myself. This morning I was at the jobsite at approximately 6 am. The panels, which had been there last week, were gone. At 7 am I called the owner, John Myers, and inquired as to the location of the panels. He stated he did not know the disposition of the location of the panels. Myers gave me the phone number for one John Sueppel. I called that number. And left a message. Mr. Sueppel called back about 7:45. He admitted that he had removed the panels from the site last night after conferring with Vasquez on the phone Monday afternoon. He complained about the over-regulation of his industry and the lack of knowledge of his product. He did invite the Building Inspector to San Bernardino to see the new panels being made. I decline this invitation and I advised him to be sure the next set of panels are certified and labeled per the State Law. 01/18 3Wd ZEZZ892898 96 :€I Z88Z/L6/98 HeALTH AM, SAEETY CODE SECTION 19960-19961 e * HEALTH AND SAlFETy CODE * SECTION19965-l9977 a IIEALTH AND SAFETY CODE SECTION 19980-19985 * lD9B3. lotbtsg in this pa& rhdl be conctnred to pMWat the departpaat €ran &Legating by urltten contraec its enfor-t authority to local goV0rnm-t r9aUos os from approving &si@ appmvrl WMCiOl, as providad in 5don 19991.3. @ HlBzALTaANDSAFETYCODE SECTION 19990-19993 19991. tho building atmdards publiahed In the SUfe Building Standazdr Codw rslatlng to faatory-built hOUSlng, ad cha other rcgal*ttQns *td 19991.3. 19991.4. and 19992. The depamnr ~Wll uaforoa evazy provision of this 94rt. pul8Uant fo tMS pWX, srcept aa ptOvided fU BeCtiOlU 19991.1. .. .. , RECORDING REQUESTED BY AN0 WHEN RECORDED MAIL TO. City Clerk CITYOF CARLSBAD 1200 &tlHbadVillage Or. Carisbad, CA 92008 SPACE ABOVE THIS LINE FOR RECORDER’S USE The undersigned grantor(s) declare@): Assessor’s Parcel No. 203-023-21-00 Documentary transfer tax is $o.oo/L/d ( ) computed on full value of property conveyed, or ( ) computed on full value less value of liens and ( ) Unincorporated area: (x) City of Carlsbad, and Project No. & Name Myers Residence PR 01-122 213 Normandy Lane encumbrances remaining at time of sale. ~~ IRREVOCABLE OFFER TO DEDICATE REAL PROPERTY FOR VALUABLE CONSIDERATION, receipt of which is hereby acknowledged, John P. Myers and Cynthia J. Myers, husband and wife, as joint tenants hereinafter designated Grantor, represents that they are the ‘owners of the hereinafter described real property in the City of Carlsbad, County of San Diego, State of California, and for a valuable consideration, hereby makes an Irrevocable Offer of Dedication to the City of Carlsbad, Municipal Corporation hereinafter designated Grantee, its successors and assigns, an easement and right- of-way upon, through, under, over and across the hereinafter described real property for the following purpose: AN EASEMENT FOR PUBLIC STREET AND PUBLIC UTILITY PURPOSES The real property referred to above is situated in the City of Carlsbad, County of San Diego, State of California and is described in Exhibit “A” consisting of one (1) page@), attached hereto and made a part hereof. Exhibit “B consisting of one (1) page@) is attached for clarity only. The Grantor hereby further offers to the City of Carlsbad the privilege and right to extend and access drainage structures, excavation and embankmentdbpes beyond the limits of the herein described right-of-way where required for the construction and maintenance of said street and utilities. Access rights for drainage structures shall extend a minimum of seven feet (7.0’) on either side of pipe outside diameter or outerwalls of box structures and ten feet (IO’) beyond all inlet and outlet structures, including rip rap fields. RESERVING unto Grantor of the above described parcel of land, his successors, or assigns, the right to eliminate such slopes and/or drainage structures or portions thereof, when in the written opinion of the City Engineer of Grantee, the necessity therefore is removed by substituting other protection, support and/or drainage facility, provided such substitution is first approved in writing by said Engineer. .. . The Grantor, for himself, his successors and assigns, hereby waives any claim for any and all damages to Grantor’s remaining property contiguous to the right-of-way hereby conveyed by reason of the location, construction, landscaping or maintenance of said street and utilities. This Offer of Dedication is made pursuant to Section 7050 of the Government Code of the State of California and may only be accepted by resolution of the City Council of the City of Carlsbad. This Offer of Dedication may be terminated and the right to accept the offer may be abandoned in accordance with the Summary Vacation procedures in Section 8300 et seq. of the Streets and Highways Code of the State of California. The termination and abandonment may be made by the City Council of the City of Carlsbad. This Offer of Dedication shall be irrevocable and shall be binding on the Grantor, its heirs, executors, administrators, successors and assigns. It Witness Whereof, the Grantor has caused this Irrevocable Offer of Dedication to be executed this I dayof DGLG ,2061. By: Name: John P. Myers By: Name: Cynthia J. Myers (Type or Print) State of California 1 1 County of San Diego 1 -OR - proved to me on the basis of satisfactory evidence to be the- -ubscribed to the within instrument and acknowledged to me that-ecuted the same in- ei uthorized that r entity upon behalf of which Qii&&@)on the instrument the erson(s by JcIIlE3 the person(s) acted, executed the instrument. WITN6 hand and official seal EXHIBIT “A” A FIVE (5) FOOT STRIP OF LAND ALONG THE SOUTHWESTERLY LINE OF LOT 34 OF GRANVILLE PARK, IN THE CITY OF CARLSBAD, COUNTY OF SAN DIEGO, STATE OF CALIFORNIA, ACCORDING TO MAP THEREOF NO. 1782 FILED IN THE OFFICE OF THE COUNTY RECORDER ON FEBRUARY 21, 1924. EXHIBIT 'B' \ \ \ \ \ \ o\ os-\ \ \ \ z-\ \ SCALE 1" = IO' . 00, \ *'\ \ \ \ \ \\ , Y\: ' /' /' PROJECT NUMBER PRO 1 - 122 MYERS RESIDENCE DEDICATION I PROJECT NAME . City of Carlsbad 1635 Faraday Av Carlrbad, CA 92008 04-03-2002 Plan Check Revision Permit No: PCR02079 Building Inspection Request Line (760) 602-2725 Job Address: Permit Type: PCR Status: ISSUED Parcel No: 20302321 00 Lot #: 0 Applied: 03/15/2002 Valuation: $0.00 Construction Type: NEW Entered By: JM Reference #: CBOl2990 Plan Approved: 04/03/2002 Issued: 04/03/2002 Project Title: MYERS. FOUNDATION FIX Inspect Area: 213 NORMANDY LN CBAD Applicant: MYERS JOHN PBCYNTHIA J 5379 CAROLYN VISTA LN BONITA CA 91902 619-518-4770 Owner: MYERS JOHN PBCYNTHIA J 5379 CAROLYN VISTA LN BONITA CA 91902 61 9-51 8-4770 Total Fees: $0.00 Total Payments To Date: $0.00 Balance Due: $0.00 Plan Check Revision Fee Additional Fees $0.00 $0.00 FINAL APPROVAL Inspector: Date: Clearance: NOT CE Please ta6e NOT CE mal approva 01 yo~r prqen mc .os Ine 'Irnpos lionm 01 lees dea cal ons, ieSewal ons. or olner exaclions nereaner w .eclwely ielened 10 as 'teesexan on5 * YOL hade 90 oayr Ifom me aate In s perm I aar ss.ed 10 protest rnpsn on 01 lnese feesexan.ons. f )ob prolest lhem yo^ mist 101 ow the piolest prowaxes sei tor31 on Government Code Sea on 66020!al, and I .e the prolest ann any otner reqb rea informal on II In the CQ Manage! lor process ng in accoidance u In Car soad MLn c pal Cone Senion 3.32 030 Fa, ,re 10 I meif lo .n* mal proceaJie H. oar any smseqmt egal an.on 10 anac1. rev ea. sei asode. vola. or anm.1 ineir mpos bm. FOR OFFICE USE ONLY PLAN CHECK NO. , IC=' ' /a 2-77 EST. VAL. Plan Ck. De Validated B Date PERMIT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave., Carlsbad, CA 92008 Legal Description Lot No. Subdivision NamalNumber Unit NO. Phase NO. Total X of units Assessor's Parcel I Existing Use Proposed Use ~0302321 00 Name Address City Statelzip Telephone X ~~~~~~~~~~~~~~~ ISBc. 7031.5 Business and Professions Code: Any City or County which reguirBo 8 Permit to Construct, alter, improve, demolish 01 repair any structure, prior to its issuance. a100 requires the applicant for such permit u) file a signad 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 Bv~inerr and PIofersions Codel or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by my applicant for a permit Subjeots the applicant to a civil penalty of not more than five hundred dollars 1650011. Name Address City StatslZip Telephone X State License X License Class City Business License X Designer Name Address City StatelZiP Telephone Workers' Compensation Oedaration: I hereby affirm under penalty of perjury one of the following declarations: of the work far which this permit io issued. issued. My worker's COmpenSation insurance carrier and policy number are: 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 I have and will maintain workers' compensation. 8s required by Section 3700 of the Labor Code. for the performance of the Work for which thi9 permit is Insuraoce Company poilcy WO. Exp rat on Oats ITHIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS 1blOOI OR LESS1 CERTIFICATE OF EXEMPTION I certify that in the performance Of the work for which this permit is issued, i shall not employ any perron in any manner so as to become subject to the Workers' Compensation Laws of California. WARNING Failure to secure workers' cOmP.nsatlWI coverage Is unlawful. and shall subject an employer to crlmlnal penalties and clvil fines up to one hundred thousand dollars 16100.0001. In addition to the Cost of compensalion, damages as pmvlded for In Section 3106 of the Labor code. Interest and attorney's fees. SIGNATURE DATE ,, . ereby affirm that I am e I, as owner of the propsrty or my employees with wages LIS theit sole compensation. will do the work and the structure is not intended or offered for sale (Sec. 7044. Business and Professions Code: The Cmtrector's License Law does not apply to sn Owner of property who builds 01 improw6 thaison, and who does 6UCh work himself or through hi9 own employ(Ies, provided that such improvements are not intended or offered for 9~18. 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 PU~POSB of sale). I, 89 owner of the property, am exdusiveIv contracting with licensed contractors to construct the Project ISec. 7044, Business end Professions Code: Tha Contractor's Lioenss Law doer not ~pply to an owner of property who builds or improves thereon. and contracts for such projects with wntractOrlS1 licensed PUiiUmt to the Contractor's License Law). I am exemptunder Section 1. 2. 3. Business and Professions Code for this reason: I personally plan to provide the major labor and materials for construction of the proposed pro~ertv improvement. 0 YES UNO I (have I have not) signed an application for a building permit for the proposad work. i have contracted with the following person lfirml to provide the proposed Construction (includa name I address I phone number I contractors iicense number): 4. number I contractors license number): 5. I plan to provide portions of the work, but I have hired the following perion to coordinate. supervise and provide the major work (include name I eddrsss I phons I will provide some of the work, but I have Contracted (hired) the foilowing persons to provide the work indicated (include name I address I phone number I twe .. of work): PROPERTY OWNER SiGNATURE DATE ,. ,ri~~€~~~~~~, ~~~~~~~ il is the applicant or future building occupant required to submit a business plan. acufdy hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act7 YES 0 NO 1s the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality managemant district7 YES NO 1s the facility to be constructed within 1,000 feet of the outer boundary Of I school site? 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 0 YES NO F THE OFFICE OF I Certify that I have read the application and state that the above information io correct and that the information on the plans is accurate. I agree to comply with aIi City ordinances and State laws relating to building Construction. I hereby authorize representetives of the CitV Of Carlsbad to enter upon the above memioned property for inspection purpo~~s. 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 CONSEOUENCE OF THE GRANTING OF THIS PERMIT. OSHA An OSHA permit is required for excavations over 5'0" deep and demolition or COnStiUCtiOn Of Structures over 3 stories in height. EXPIRATION: Every pe authorized by such permit is n at any time aner the work i der the provisions of this Code shall expire by limilation and become null and void if the building or work date of such permit or if the building or work authorized by such permit is suspended or abandoned 106.4.4 Uniform Building Code). +APPLICANT'S SiGNATU DATE Em - Corporation In Purrnership with Government for Building Safety DATE: SEPT. 13,2002 JURISDICTION: CARLSBAD PLAN REVIEWER 0 FILE PLAN CHECK NO.: 01-2990 (REV. # 2) SET: I11 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. 17 The plans transmitted herewith have significant deficiencies identified on the enclosed check list 0 The check list transmitted herewith is for your information. The plans are being held at Esgil The applicant‘s copy of the check list is enclosed for the jurisdiction to forward to the applicant The applicant‘s copy of the check list has been sent to: and should be corrected and resubmitted for a complete recheck. Corporation until corrected plans are submitted for recheck. - contact person. JOHN KORELICH, AIA 1556 FLAIR, ENCINITAS DRIVE, ENCINITAS, CA 92024 [XI 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 #: 760-944-01 13 - Date contacted:?( 1.3loL (by: IC ) Fax #: Mail Telephone Fax In Person REMARKS: By: AliSadre Enclosures: Esgil Corporation GA 0 MB EJ 0 PC 8130 tmsmtl.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: AUG. 2,2002 JURISDICTION: CARLSBAD 0 APPLICANT cmi9 0 PLAN REVIEWER 0 FILE PLAN CHECK NO.: 01-2990 (REV. # 2) PROJECT ADDRESS: 213 NORMANDY LANE PROJECT NAME: SFR ADDITION FOR MYERS 0 The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. 0 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. 0 The plans transmitted herewith have significant deficiencies identified on the enclosed check list IXI The check list transmitted herewith is for your information. The plans are being held at Esgil 0 The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant SET II and should be corrected and resubmitted for a complete recheck. Corporation until corrected plans are submitted for recheck. PLEASE SEE BELOW contact person. The applicant's copy of the check list has been sent to: JOHN KORELICH, AIA 1556 FLAIR, ENCINITAS DRIVE, ENCINITAS, CA 92024 Esgil Corporation staff did not advise the applicant that the plan check has been completed. IXI Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: JOHN Wn Telephone #: 760-944-01 13 Date contacted: g/qqby: Nk) Fax #: Mail /Telephone 4 Fax due to revisions on plans. Alternate insulated panels per INSUL-KOR plans under this review. In Person [XI REMARKS: Please see attached for remaining items from previous list. Some items are new By: AliSadre Enclosures: Esgil Corporation 0 GA 0 MB 0 EJ 0 PC 7/26 VnsmU.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 CARLSBAD 01-2990 (REV. # 2) AUG. 2,2002 1. 2. 3. 4. Submit 2-sets of revisedkigned plans to the Building Department for review & approval. Revise the shear wall designations on A2 to match those on S1.1A. Reflect all the MST straps and HD’s per calculations on S1.1A. Too many to itemize. Panel 8 on grid line D on first floor has a shear demand of 458 per calculations and can not be an lnsul 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 .1A. Many MST’s, HD’s, etc. are very lightly printed. Specify the span of 4x12 on second floor plans over the fireplace. Label the details on SI .I B and cross reference them on plans. Show foundation under stairs and HD’s at entry on SI .1B. Delete the wing walls outside the garage on SI .1 B. Note the depth of the footing pads for stairs on the side. Show 24” between openings on panel 28, Sheet S4.1A. 5. 6. 7. 8. 9. 10. 11. 12. 13. 14. 15. 16. 17. 18. 19. 20. a Label posts in the center of panel 14, 20.30, etc. on S4.1A. Show a post for the HD location on panel # 5 behind the garage on S4.1A. Provide roof panel layout information for lnsul Kor panels, if they are being used for the roof also (as stated). Sheets S4.1A & B appear identical, no? if so, delete one. Justify the use of lnsul 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 ICBO charts the conditions that apply to this project. [Reference to S4.1 A & B is inadequate, per response]. Revise the T-24 to match the floor area of this building (2116sf versus 159Osf). 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. [“I do not think it is necessary” is not adequate response]. Revise details 3 & 4/A2 to delete the skylights at the ridge. Please call ALI SADRE with EsGil Corporation @ (858) 560-1468 with any questions. EsGil Corporation ln Tartnersfiip witti Government for Building Safety DATE: JUNE 3,2002 JURISDICTION: CARLSBAD 0 PLAN REVIEWER 0 FILE PLAN CHECK NO.: 01-2990 (REV. # 2) SET I PROJECT ADDRESS: 213 NORMANDY LANE PROJECT NAME: SFR ADDITION FOR MYERS 0 The plans transmitted herewith have been corrected where necessary and substantially comply The plans transmitted herewith will substantially comply with the jurisdiction’s building codes with the jurisdiction’s building codes. when minor deficiencies identified below are resolved and checked by building department staff. 0 The plans transmitted herewith have significant deficiencies identified on the enclosed check list [XI The check list transmitted herewith is for your information. The plans are baing held at Esgil 0 The applicant‘s copy of the check list is enclosed for the jurisdiction to forward to the applicant [XI The applicant‘s copy of the check list has been sent to: and should be corrected and resubmitted for a complete recheck. Corporation until corrected plans are submitted for recheck. contact person. JOHN KORELICH, AIA 1556 FLAIR, ENCINITAS DRIVE, ENCINITAS, CA 92024 0 Esgil Corporation staff did not advise the applicant that the plan check has been completed. [XI Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: JOHN Date contacted: (by:% ) Telephone #: 760-944-01 13 Fax #: 1 b20 Quu. mo I r Mail Telephone Fax In Person [XI REMARKS: Alternate insulated panels per INSUL-KOR plans under this review. I LP as, CWkL*d C,!JQW cc5unwA ~.UZ\.~W63 53Ti cchho~~ \/\n& By: AliSadre Enclosures: I CA . q\qo% Esgil Corporation I=- Bya. ZeOB. ‘L2.32 0 GA 0 MB 0 EJ 0 PC 5/20 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 CARLSBAD 01-2990 (REV. # 2) JUNE 3,2002 0 1. 2. 3. 4. 5. 6. 7. 8. 9. Backqround: 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 revisedkigned 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'-0", 2'-9". 2'-IO%", 3'-O", 3'-3", etc. Revise the shear panel # 2 on 6/52 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:l aspect ratio. I.e., 4' min. 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 (Le., 2"d & 3d 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 (Le., 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 S1 through S4 for all the shear walls, straps, HDs. & other hardware. Note that only shear panel Type 1 is replaced by the insulated panels whose shear capacity is 2 230 plf. On S6 of INSUL-KOR plans, clarify 4'-%" 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. CARLSBAD 01-2990 (REV. # 2) JUNE 3,2002 10. Provide a detail for the skylight crossing the ridge-beam, per Sheet A4. Detail 11/A5 Please call ALI SADRE with EsGil Corporation @ (858) 560-1468 with any questions. as noted on A4 is not sufficient. 0 - EsGil Corporation Zn cpartnersfiip witfi @uernmrnt for BuiLfing Safety DATE: MARCH 26,2002 JURIS Dl CTl ON: CARLSBAD mmT 0 PLAN REVIEWER 0 FILE PLAN CHECK NO.: 01-2990 (REV. # 1) PCR # 2-79 PROJECT ADDRESS: 213 NORMANDY LANE PROJECT NAME: SFR ADDITION FOR MYERS [XI The plans transmitted herewith have been corrected where necessary and substantially comply 0 The plans transmitted herewith will substantially comply with the jurisdiction's building codes SET I 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. 0 The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. 0 The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant 0 The applicant's copy of the check list has been sent to: contact person. [XI Esgil Corporation staff did not advise the applicant that the plan check has been completed. 0 Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: (by: ) Fax #: [XI REMARKS: Revision to the footing under this plan change only. Mail Telephone Fax In Person By: AliSadre Enclosures: Esgil Corporation 0 GA 0 MB 0 EJ 0 PC 311 5 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 FlWl PLAN REV. I J U Rl SDl CTl ON: CARLSBAD 1) PCR # 2-79 Valuation Reg. VALUE ($) Multiplier Mod. #VALUE! I #VALUE! PLAN CHECK NO.: 01-2990 (REV. # I PREPARED BY: Ali Sadre DATE: MARCH 26,2002 I BUILDING ADDRESS: 213 NORMANDY LANE Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code cb By Ordinance I I I I I 1994 UBC Pian Check Fee !VI Type of Review: Complete Review 0 Structural Only Repetitive Fee 7 Repeats U Based on hourly rate Comments: 0 Other Hourly I 11 Hour* I Esgil Plan Review Fee $120.001 Sheet 1 of 1 macvaiue.doc PLAN CHECK CORRECTION FOR 213-215 NORMANDY LANE CARLSBAD, CA SL CONSULTING ENGINEERS 12521 Camel Canyon Road San Diego, CA 92130 (858) 259-3776 JOB SHEET NO. OF S.L. CONSULTING ENGINEERS 12521 CARMEL CANYON ROAD SAN DIEGO, CALIFORNIA 91230 CALCULATED BY DATE DATE (858) 259-3776 CHECKED BY .. SCALE : .,.. ........ ..~... .. ~. .... ... .. .. ..: , ...... ,. .. __I___^I .. .. 5jE[sMrc 'I DE5 1 <"' .. .. I_ ... .... .......... , ............ .. .. L. ..... , ............ SEISMIC , F0@ .. ~ , ' , j ..:+ ~ . 1 .. ~. . ...: ...... . , ..,. ;5~jspflc C~DM,~L~E . . , .. 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OF CALCULATED BY DATE CHECKED BY DATE JOB SHEETNO. OF S.L. CONSULTING ENGINEERS 12521 CARMEL CANYON ROAD SAN DIEGO, CALIFORNIA 91230 CALCULATED BY DATE CHECKED BY DATE (858) 259-3776 P , f ': I' FRDM : Y. CONSULTING ENGINERS FW NO. : 8582593776 il JOB S.L. CONSULTING ENGINEERS SHEET NO. OF 12521 CARMEL CANYON ROAD SAN DIEGO, CALIFORNIA 91230 CALCULATEDBY DATE CHECKED BY DATE (858) 259-3776 SCALE S.L. CONSULTING ENGINEERS SHEETNO. OF 12521 CARMEL CANYON ROAD SAN DIEGO, CALIFORNIA 91230 CALCULATED BY DATE CHECKED BY DATE (858) 259-3776 FRDM SL CCNSULTIK. ENGINEERS FRX M). : 85EES93776 Auq. 27 2@@2 El4:38PM P2 IUY- ~ ~ -. - -- - - - - - OF- __ - - SHEETM - 4 S.L. CONSULTING ENGINEERS SAN DIEGO. 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CONSULTING ENGINEERS SHEET NO OF 12521 CARMEL CANYON ROAD SAN DIEGO, CALIFORNIA 91230 CALCULATED BY DATE CHECKED BY DATE (858) 259-3776 JOB SHEETND. OF S.L. CONSULTING ENGINEERS 12521 CARMEL CANYON ROAD SAN DIEGO, CALIFORNIA 91230 C4LCULATED BY DATE CHECKED BY DATE (858) 259-3776 tW€ili. GEOTECH N ICAL EXPLORATION, SOIL & FOUNDATiON ENGINEERING - GROUNDWATER HAZARDOUS MATERIALS MANAGEMENT ENGINEERING GEOLOGY I INC, 24January2002 Mr. John Myers c/o VARIGON SAN DIEGO, INC. 4725 Mercury Street San Diego, CA 92111 Job NO. 01-8119 Subject: Addendum to ReDort of Preliminarv Geotechnical Investiaation 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 underpinninglsister footing recommendations in addition to the new foundation recommendations we have previously provided. Further, you have asked us to clarify our recommendations for recompaction of loose site soils. t 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 at 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. 7420TRADE STREET - SAN DIEGO, CA 92121 * (858) 549-7222 * FAX (858) 549-1604 E-MAIL QeoteCh@iXpreS.COm Myers Residence Carlsbad, California Job NO. 01-8119 Page 2 We have reviewed a foundation detail prepared by John Korelitch, the project architect (Change to Plan/Construction Documents, City of Carlsbad Permit KB012990, Foundation Detail 1/31). 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 VI1 of our report, page 12, item lO.l), i.e., four No. 5 bars, two near the top and two near the bottom. 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. I 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 tamperdwackers, 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 Residence Carlsbad, California Job NO. 01-8119 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, R.C.E. 34422lG.E. 2007 Senior Geotechnical Engineer DCV/JAC/pj t REPORT OF PRELIMINARY GEOTECHNICAL INVESTIGATION Proposed Myers Residence 213 81 215 Normandy Lane Carlsbad, California JOB NO. 01-8119 16 January 2002 Prepared for: Mr. John Myers (Mbl 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: $ 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) 549-16M * 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 a response to your inquiries. - - - Respectfully submitted, GEOTECHNICAL EXPLORATION, INC. R.C.E. 34422/G:E. 2007 Senior Geotechnical Engineer DCV/JAC/pj I. 11. 111. IV. V VI. VII. TABLE OF CONTENTS PAGE SCOPE OF WORK 1 SITE DESCRIPTION 2 FIELD INVESTIGATION 2 DESCRIPTION OF SOILS ,3 GROUNDWATER 4 LABORATORY TESTS AND SOIL INFORMATION 5 CONCLUSION AND RECOMMENDATIONS 7 VIII. GRADING NOTES IX. LIMITATIONS FIGURES Ia. Vicinity Map Ib. Plot Plan IIa-d. Exploratory Excavation Logs 111. Laboratory Test Results APPENDICES A. Unified Soil Classification System 6. General Earthwork Specifications 18 19 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: 1. 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). 2. Recommend site preparation procedures. 3. Recommend the allowable bearing capacities for the on-site medium dense to dense natural soils and recompacted surficial natural soils. 4. 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. 11. 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. Ia 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 Lane. 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. Ib 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. 111. 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 lob 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. 11. The predominant soils have been classified in conformance with the Unified Soil Classification System (refer to Appendix A). IV. Our investigation and review of pertinent geologic maps and reports indicates that dense Quaternary-age Marine Terrace (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. I1 and I11 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. I1 and I11 for details. The existing structure’s foundation was exposed in three exploratory excavations (refer to Figure No. 11). 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 V. GROUNDWATER Job NO. 01-8119 Page 4 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 su rface d ra i’na g e. 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 Carlsbad, California Job NO. 01-8119 Page 5 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 during initial exploration or site grading to indicate such efforts are warranted. VI. & 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: 1. Moisture/Density Relations (ASTM D1557-98, Method A) 2. Density Measurements (ASTM D1188-90 and D1556-98) 3. Expansion Test (UBC Test Method 29-2) 4. Mechanical Analvsis (ASTM 0422-981 -1 Proposed Myers Residence Carlsbad, California 0 to 20 21 to 50 51 to 90 . 91 to 130 Above 130 Job NO. 01-8119 Page 6 Very low Low Medium High Very high 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: 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 vdues 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. I11 and have been utilized in recommending the allowable bearing capacity as well as active and passive earth pressures for foundation designs. Proposed Myers Residence Carlsbad, Carifornia Job NO. 01-8119 Page 7 VII. CL 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 Carlsbad, California Job NO. 01-8119 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 distanae 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. Ib 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 01557-98 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 Carlsbad, California Job NO. 01-8119 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. 3. 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. 4. 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. 5. 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. Desian Parameters for Provosed Foundations 6. 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 Carlsbad, California Job NO. 01-8119 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 d'ense, 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 Parameter Seismic Zone Factor, Z Soil Profile Type Seismic Coefficient, C, Seismic Coefficient, C, Near-Source Factor, N, Near-Source Factor, N, Seismic Source Type lob NO. 01-8119 Page 11 Value Reference 0.40 Table 16-1 SC Table 16-3 0.40Na Table 16-4 0.56N, Table 16-R 1.0 Table 16-S 1.0 Table 16-T B Table 16-U 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. 8. 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. 9. 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). 10. Our experience indicates that, for various rea’sons, 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 Carlsbad, California lob NO. 01-8119 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 %-inch in maximum diameter). Slab subgrade soil shall be verified by a Geotechnicd 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 Carlsbad, California Job NO. 01-8119 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 naturalrsoils 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. 12. Driveway pavement, consisting of Portland cement concrete at least 5% 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 1% 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. Retainina 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.) 13. The active earth pressure (to be utilized in the design of any cantilever retaining walls, utilizing very low expansive to low expansive soils [E1 less than 501 as backfill) shall be based on an ,Equivalent Fluid Weight of 38 pounds per cubic foot (for level backfill only). For 2.0:l.O 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 equal to 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). 14. 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 Drainaae Considerations 15. 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 subsulfate 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. 16. 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. 17. 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. Geotecbnical 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 Carlsbad, California Job NO. 01-8119 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. 18. 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 19. 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. 20. Where not superseded by specific recommendations presented in this report, trenches, excavations and temporary slopes at the subject site shall be constructed in accordance with Title 8, Construction Safety Orders, issued by OSHA. 21. In order to reduce any work delays at the subject site during site development, this firm should 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. 22. 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. 23. 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 - Carlsbad, California lob No. 01-8119 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 Job No. 01-8119 will expedite a reply to your inquiries. Respectfully submitted, Donald C. Vauahn /\ / \ n Senior Project GeoiLdt u C.E.G. 999texp. ~-~L-o~J/R.G. 3391' Jaimc3r-C . erros. P.E. R.C.E. 34422/G:E. 2007 Senior Geotechnical Engineer DCV/LDR/JAC/pj SITE MAP Myers Property Remodel 21 3 & 21 5 Normandy Lane Carlsbad, CA. Figure No. la Job No. 01-81 19 /- m: lhls Plot Plan uas Lxwarsd trcm m- \ 1 SCALE 1" = 20' NOTE This Plot Pion is not to be used for 1-01 purposes. Locotions ond dimensions ore oppmxi- mote. Actual pmpsky dimensions and lomtions d utilities may be obtained fmm the Aqpmwd Building Plans OT the %-Built' Gmding Plrms. yw *. \, . ~~~~~ ~ ~ ~. ~~~~~ ~. ~ '. - .. --- . ~ ~ ~ '. . GARFIELDSTREET Legend PLOT PLAN MLersprqperty- -, cb. Fwre No. Ib Job No. 01-8119 213&215-h Hand Tools SURFACE ELEVATKIN Pad Grade FIEU) DESCRIPTION AND CLASSIFICATION * 0 St DESCRIPTION AND REUARKS (Gram size, Danaily, Moislure, Cola) 2 SUGHTLY SILTY FINE TO MEDIUM SAND, wl micropores to e 1/2 mm. Loose (upper 1" to 2 .) to medium dense. Dry (upper 1" to 23 to damp-moist. Darkkorm. - roots to 118" diameter in the upper 10 inches. b15"-~rade 8 into:. SUGHTLY SILTY FINE TO YWUY SAND. Medium dense to dense. Damp. Orange-brown to dark brown. RESIDUAL TERRACE (at) 3 TERRACE DEPOSrrS (at) 3'X 2' X 2" Handpn NotEncwntsred DCV 11-1601 GROUNDWATER DEPM LOGGED BY Bottom @ 3' WATER TABLE LOOSE BAG SAMPLE IN-PLACE SAMPLE DRIVESAMPLE SAND C0NOF.D.T. STANDARD PENETRATION TEST WALL JOBNAME SlTEL0Cc;IMN ~RopertyR~l 213 & 215 Normandy Lane, cwhbad, California Loo No. LDWJAC JOB NUMBER EVEWEDBY - -- HP-I 01-8119 FlGuRENuMBw Ila (no weepscmed J GROUND SURFACE below ground surface Handpit excavated 5'3" west of the southeast building mr. Hand Tds SURFACE ELEVATION Pad Grade FIELD DESCRIPTION YXZ X Z Handplt 11-1m GROUNWATER Et" LOGGEDBY Not Encountered DCV AND CLASSIFICATION DESCRlpTloN AND REMARKS (Gmh siz% Dmify, Moislure, MI SLIGHTLY SILTY FINE TO MEDIUM SAND, W/ micmpores to medium dense. Diy (upper I" to 2") to dampmoist. Dark brown. RESIDUAL TERRACE (at) -rods to 1/8" diameter in the upper IO inches. 112 mm. Loose (upper 1' to 2 ")to 11" -grades into:. I SLIGHTLY SILTY FINE TO HEDlwI SAND. -~- ~ .~ Medium dense to dense. Damp. Orange-brown to dark brown. TERRACE DEpoSrrS (at) L7d 1 WATER TABLE LOOSE BAG SAMPLE IN-PLACESAMPLE DRNESAMPLE SAND C0NWF.D.T. STANDARD PENETRATION TEST mFWu I 213 Z& 215 Normandv Lane, Carkbad, Caliiia I Hand Tools 3'X z XT Handpw 11-1801 FIELD DESCRIPTION - SURFACE ELEVAlWN Pad Grade AWD CLASSIFICATION MSCRIPnONANDREWS (Grain shs, oenaitr. Wlhm cola) ;LIGHTLY SILTY FINE TO MEDIUM SAND. w/ nicmpores to IL? mm. to medium dense. to lamp. Dark brown. GRWWAlER DEPTH LOGGEDBY NotEnwuntered DCV TERRACE (at) SLIGHTLY SILTY FINE TO YWY SAND. dedium dense to dense. Damp. Orange-brown JOBM WATER TABLE LOOSE BAG SAMPLE SmELOcAm 213 (L 215 Normandy Lane, carlrbad. California LOG No. INPLACESAMPLE DRIVESAMPLE SAND C0NEIF.D.T. REV"DBY LDWJAC -- JOB NWBER H P-3 ammdwml 01-811s FIGURENULlBER 0 dark brown. - mk to lltr diameter in lhe upper 10 inches. TERRACE DEPOSITS (at) STANDARD PENETRATION TEST c 3ottom @ 3' Ilc J 140 130 120 110 100 90 80 SOIL TYPE 1 2 3 LABORATORY SOIL DATA SUMMARY Assigned 0000 0 GPdlN DiPMETEP. M SPECIFIC GRAVITY ZERO AIR VOIDS CURVES 10 20 30 40 LABORATORY COMPACTION TEST BDRIN6 TRENCH No. No. SOIL CLASSIFICATION Red fine to medium sand. HP-1 2.5' I SWELL TEST DATA I'I2131 I INITIAL DRY DENSITY (pcf) I I I I INITIAL YATER CONTENT (2) LOA0 (psf) I PERCENT SUELL I I I I FIGURE NUMBER 1 I la JOB NUMBER 131-8119 LABORATORY SOIL DATA SUMMARY 140 BORING NO. SOIL CLASSIFICATION SOIL TYPE TRENCH DEPTH N" . Orange brawn slightly silty f-m sand. 2 3 I I HP-3 1' SWELL TEST DATA I I I INITIAL DRY DENSITY (pcf) 1 2 3 I I I INITIAL LUTER CONTENT (I) .. . I I I PERCENT SELL 0. Oi? FIGURE NUMBER I I Ib JOB NUMBER 01-8119 SOIL DESCRIPTION - APPENDIX A UNIFIED SOIL CLASSIFICATION CHART Coarse-grained (More than half of material is larger than a No. 200 sieve) GRAVELS, CLEAN GRAVELS GW (More than half of coarse fraction is larger than No. 4 sieve size, but smaller than 3") Well-graded gravels, gravel and sand mixtures, little or no fines. Poorly graded gravels, gravel and sand mixtures, little or no fines. GP GRAVELS WITH FINES GC Clay gravels, poorly graded gravel-sand-silt mixtures (Appreciable amount) SANDS, CLEAN SANDS (More than half of coarse fraction is smaller than a No. 4 sieve) SW SP Well-graded sand, gravelly sands, little or no fines Poorly graded sands, gravelly sands, little or no fines. SANDS WITH FINES (Appreciable amount) SM SC Silty sands, poorly graded sand and silty mixtures. 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. Liauid Limit Less than 50 CL Inorganic clays of low to medium plasticity, gravelly clays, silty clays, clean clays. Organic silts and organic silty clays of low plasticity. Inorganic silts, micaceous or diatomaceous fine sandy or silty soils, elastic silts. OL MH - Liciuid Limit Greater than 50 - HIGHLY ORGANIC SOILS - CH OH PT Inorganic clays of high plasticity, fat clays. Organic clays of medium to high plasticity. Peat and other highly'organic soils APPENDIX B GENERAL EARTHWORK SPECIFICATIONS - -- 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. ScoDa 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 lnvestiaation 1. 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 GEI. 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. - - - 2. - - Authority of the Soils Enaineer and Enaineerinq Geoloqist - 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 hislher representative, and helshe 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 andlor 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 /.. ,. . . - Clearina and Grubbing 1. 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. - 2. - - 3. - PreDaration of Areas to be Filled - 1. 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 andlor engineering geologist prior to placing compacted fill. - 2. - - 3. 4. 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:l.O) 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. 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. Placina and CornDactina Fill Material After preparing the areas to be filled, the approved fill material shall be placed in approximately horizontal 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. 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. 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. 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. Appendix B - Page4 - 5. 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 .O 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. - 6. - - 7. - - - 8. - - Trench Backfill 1. 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. - 2. 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. - 3. c - - 4. - Appendix 6 - 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 Istompers) 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 hidher 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 Testinq - 1. 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 hislher 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, andlor 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. -- 2. - 3. - - - 4. - 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 andlor geologist shall not relieve the contractor of hislher responsibilities of performing the work in accordance with these specifications. After grading is completed and the soils engineer has finished hislher observations andlor testing of the work, no further excavation or filling shall be done except under hislher observations. Adverse Weather Conditions 1. - - 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 hislher 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 andlor erosion gullies exist to depths of greater than 1 .O foot, shall be overexcavated to unaffected, competent material. Where less than 1 .O 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 andlor 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 .O 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. - - 2. - 3. - 4. - - 5. - 6. I - 7. - - State of California Business, Transportation and Housing Agency Department of Housing and Community Development Division of Codes and Standards FACTORY-BUILT HOUSING What Local Government Needs To Know About Factory-Built Housing April 2000 Visit our Web Site at www.hcd.ca.govlcodes 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 I1 Manufactured Housing Programs Manager April 2000 What Local Government Needs To Know About Factory-Built Housing Table of Contents Table of Contents Preface What is “Factory-Built Housing”? The Law and Regulations Construction Standards, Inspections and Installation Who May Sell Factory-Built Homes? Responsibilities of Local Governments Factory-Built Housing Insignia of Approval and Panels Other Related HCD Information i i .. 11 1 2 3 5 5 7 8 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 18O0-3Id Street, Room 260 Post Office Box 3 1 Sacramento, CA 95812-0031 or Via The Factory-Built Housing Home Page at: http://www.housing.hcd.ca.gov (916) 445-3338 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. ii 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 180 10, a recreational vehicle, as defined in Section 1801 0.5, 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. 1. 2. 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: a. b. d. e. C. 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:Nwww.housing.ca.gov 2 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 ofthose 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 requirement 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. 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. 6 Other Related HCD Information 0 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: 0 0 0 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. 8 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 3 1 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 9 U. . 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: 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: 213 NORMANDY LN CBAD TO PERMIT ABOVE MSTR BD RM Applicant: MYERS JOHN P&CYNTHIA J 5379 CAROLYN VISTA LN BONITA CA 91902 Owner: MYERS JOHN P&CYNTHIA J 9889 03/07/03 0002 01 02 5379 CAROLYN VISTA LN CGP 120.00 BONITA CA 91902 Plan Check Revision Fee Additional Fees $120.00 $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 ZS?d FOR OFFICE USE ONLY P ~'RQ&,~ PLAN CHECK NO. - EST. VAL. Plan Ck. Deposit Validated By Date Legal Description Lot No. Subdivision NamelNumber Unit No. Phase No. Total X of units d opeR*dww&,; , . ,,, , Name Address City Statelzip Telephone X ISec. 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 iSSUmCe, 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 Codel or that he is exempt therefrom. and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for B permit subjects the applicant to B civil penalty of not more than five hundred dollars i050011. Name Address city Statelzip Telephone X State License X License Claw City Business License X Designer Name Address city Statelzip Telephone State License C Worksrs' Compensation Declaratio 0 of the work for which this permit is issued. 0 issued. My worker's compensation insurance carrier and policy number are: Insurance Company Policy NO. Expiration Date ITHIS SECTION NEE0 NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS 101001 OR LESS1 0 CERTIFICATE OF EXEMPTION I certify that in the performance of the work for which this permit is issued. I shall not employ my person in my manner so as to becoma subject to the Workers' Compensation LBWS of California. WARNING: Failure to secure workers' compensation coverage is unlawful. and shall subject an employer to criminal penalties and civil finer up to one hundred thousand dollars 1$100.0001. In sddltlon to the cost of compensation. damages as provided far in Section 3706 of the Labor code, interest and attorney's fees. . .,,,, .. , ,. 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 I have and will maintain workers' compensation. 8s required by Section 3700 of the Labor Cods, for the performance Of the work for which this permit is DATE wN~~ulrdaRi~EcuiRAl16N.. ; , . ,. I hereby affirm that I am exempt from the I, as owner Of the property or my employees with wages 85 their sols compensation, will do the work and the structure is not intended or Offered for sale ph Sec. 7044. Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improver 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 sdei. 0 I. as owner of the property, am exclusively contracting with licensed COntractOrS to COnStrUCt the project (Sec. 7044. Business and Profsssians 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 contractoris1 licensed pursuant to the Contractor's License Law). 0 1. 2. 3. 4. I am exempt under Section I personally plan to provide the major labor and materials tor COnStlUCtion of the proposed property improvement. 0 YES UNO I [have I have not) signed an application for a building permit far the proposed work. I have contracted with the following person (firm1 to provide the proposed construction (include name I 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 I address I phone Business and Professions Coda for this mason: 5? CO.M~THIS'SECTION F program under Sections 25505, 25533 or 25534 of the Prarlsy-Tanner Hazardous Substance Account Act1 YES NO Is the applicant or future building occupant required to obtain a Permit from the air pollution Control district or air quality management district7 Is the facility to be constructed within 1.000 feet of the Outer boundary of a school Sit01 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 AN0 THE A 0 YES NO YES NO LUTION CONTROL DISTRICT. ,, , ,, , CONSTRUCCIONfI2NDINQ AQENCV' .: ,, I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (SBC. 309711) Civil Codel. LENDERS NAME LENDERS ADDRESS ,,,, , , I certify that I have read the application and state that th8 above information is Correct and that the information on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building COnStrUCtion. I hereby authorize representatives of the City Of CBrlSbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INOEMNIFY AN0 KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEOUENCE OF THE GRANTING OF THIS PERMIT, OSHA An OSHA permit I EXPIRATION: Every authorized by such t any time aner th APPLICANT'S SIG DATE 01- and demolition or COnStrUCtion of Structures over 3 storiss in height. revisions of this Code shall expire by limitation and become null and void it the building or work rmit or if the building or work authorized by Such permit is Suspended or abandoned ifarm Building Code). d EsGil Corporation In Partnership with Government for Building Safety DATE: MARCH 04,2003 JURISDICTION: CARLSBAD 0 FILE PLAN CHECK NO.: 01-2990 (REV. # 3) - PCR 03-020 PROJECT ADDRESS: 213 NORMANDY LANE PROJECT NAME: SFR ADDITION FOR MYERS 0 The plans transmitted herewith have been corrected where necessary and substantially comply 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. 0 The plans transmitted herewith have significant deficiencies identified on the enclosed check list 0 The check list transmitted herewith is for your information. The plans are being held at Esgil 0 The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant 0 The applicant's copy of the check list has been sent to: SET: 111 with the jurisdiction's building codes. - and should be corrected and resubmitted for a complete recheck. Corporation until corrected plans are submitted for recheck. contact person. JOHN KORELICH, AIA 1556 FLAIR, ENCINITAS DRIVE, ENCINITAS, CA 92024 [XI Esgil Corporation staff did not advise the applicant that the plan check has been completed. 0 Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: JOHN Date contacted: (by: 1 Fax #: 760-944-0901 REMARKS: The revised T-24, CF-IR, Pages 1, 2 & 3 need to be imprinted on Sheet EN-1 of plans. Telephone #: 760-944-01 13 Mail Telephone Fax In Person By: AliSadre Comments: Deck Addition to the Third Level Loft. Esgil Corporation 0 GA 0 MB 0 EJ 0 PC 2/25 1msmll.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 . I' EsGil Corporation In Partnership with Government for Building Safety DATE: FEB. 19,2003 JURISDICTION: CARLSBAD 0 PLAN REVIEWER PLAN CHECK NO.: 01-2990 (REV. # 3) - PCR 03-020 PROJECT ADDRESS: 213 NORMANDY LANE PROJECT NAME: SFR ADDITION FOR MYERS 0 The plans transmitted herewith have been corrected where necessary and substantially comply 0 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. 0 The plans transmitted herewith have significant deficiencies identified on the enclosed check list 0 FILE SET: I1 with the jurisdiction's building codes. 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 0 The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant H The applicant's copy of the check list has been sent to: contact person. JOHN KORELICH, AIA 1556 FLAIR, ENCINITAS DRIVE, ENCINITAS, CA 92024 0 Esgil Corporation staff did not advise the applicant that the plan check has been completed. [XI Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: JOHN Date contacted: (by: 1 Fax #: (7Go)94G-090/ H REMARKS: Please see attached for corrections due to revisions to approved plans. Telephone #: 760-944-01 13 Mail Telephone Fax In Person By: AliSadre Comments: Deck Addition to the Third Level Loj?. Esgil Corporation 0 GA 0 MB 0 EJ 0 PC 211 2 trnsrntl.dol 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 1. 2. 3. 4. 5. 6. 7. 8. 9. IO. 0 Submit 2-sets of revisedkigned plans to the Building Department for review & approval. Please revise the data on Sheet AI to note the floor area of living area on loft level is 380 s.f. + 64 s.f. (deck) = 444 s.f. c 500 s.f.; thus, one stair is O.K. Please specify the decking material on plans. Remove the 4x12’s on revised S1.1A near gridlines B.7 & C.7, which are no longer used. [Cantilever 2x8’s to support the loft 2’ projection]. Please revise the electrical plans, elevation plans, T-24 (energy calc’s.) & INSUL-KOR plans to reflect the new changes on plans accordingly. Reflect the winding stairs on 2”d 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 AI. 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 ALI SADRE with EsGil Corporation @ (858) 560-1468 with any questions. Em - Corporation In Partnership with Government for Building Safety DATE: FEB. 4,2003 JURISDICTION: CARLSBAD WT a PLAN REVIEWER 0 FILE PLAN CHECK NO.: 01-2990 (REV. # 3) - PCR 03-020 PROJECT ADDRESS: 213 NORMANDY LANE PROJECT NAME: SFR ADDITION FOR MYERS 0 The plans transmitted herewith have been corrected where necessary and substantially comply 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 The check list transmitted herewith is for your information. The plans are being held at Esgil 0 The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant Ix] The applicant's copy of the check list has been sent to: SET: I with the jurisdiction's building codes. and should be corrected and resubmitted for a complete recheck. Corporation until corrected plans are submitted for recheck. contact person. JOHN KORELICH, AIA 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 Date contacted: 2IS/C; (by: f- ) Telephone #: 760-944-01 13 Fax #: (7GQ) 9v.I o9ol Mail Telephone - Fax In Person Ix] REMARKS: Deck addition to the third floor level under this plan. By: AliSadre Enclosures: Esgil Corporation GA 0 MB EJ PC 1/30 tmsm1l.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. 2. Submit 2-sets of revisedkigned plans to the Building Department for review & approval. The roof framing as shown on the 8%” 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 sf.). Please specify the decking material on plans. Please call ALI SADRE with EsGil Corporation @ (858) 560-1468 with any questions. 3. 4. 5. W '. Valuation Reg. CARLSBAD 01-2990 (REV. # 3) - PCR 03-020 FEB. 4,2003 VALUE ($) VALUATION AND PLAN CHECK FEE -- DECK REV. JURISDICTION: CARLSBAD (REV. iY 3) - PCR 03-020 TOTAL VALUE Jurisdiction Code PLAN CHECK NO.: 01-2990 I I CB By Ordinance PREPARED BY: Ali Sadre BUILDING ADDRESS: 213 NORMANDY LANE DATE: FEB. 4,2003 , Air Conditioning Fire Sprinklers -- I 1994 UBC Building Permit Fee A I ~~ __ 1994 UBC Plan Check Fee j..l I Type of Review: 0 Complete Review 0 Structural Only r~w Repeats Fee 0 Other Hourly -1 Hour* Esgii Pian Review Fee * Based on hourly rate Comments: Sheet 1 of 1 rnacvalue.doc PLANNING/ENCINEERING APPROVALS RE ENWAL a TENANT IMPROvEjMByT RESIDENIUL ADDlTlON MINOR PLAZAcAIHlNOREAI, [< $.r0,o0o.00~ COMPLETfi OFRCE BUILDINO ............ ........ - \ M-C n ?r; 1; - ._ . . ". . I..._._....___...._.__ ~ _I..__.- i I FROM : SL CONSW-TING EMjIMERS FW M. : 858E;93Tm Jan. 28 28Q3 09:2mM P1 - -_ FAX TRANSMITTAL, JQN-28-2003 TU€ 08:56FIM ID: STRUCTURAL CALCULATIONS MYERS RESIDENCE DECK ADDITION FOR 213-215 NORMANDY LANE CARLSBAD. CA 92008 -- SL CONSULTING ENGINEERS 12521 Carmel Canyon Road San Diego, CA 92130 (858) 259-3776 PROJECT NO: 03006 JANUARY 2003 JOB SHEET NO OF S.L. CONSULTING ENGINEERS 12521 CARMEL CANYON ROAD (858) 259-3776 SAN DIEGO, CALIFORNIA 91230 CALCULATED BY DATE CHECKED BY DATE SCALE ..,. ..... ..l ... ....... .. , .. STRUCTURAL CALCULATIONS FOR MYERS RESIDENCE -DECK ADDkllON 'Design Criteria ' ' . ' 'RoofFrarning I .,. ......... .. I LoflFwming : ... ~ : ... .. .. ........... .. 2nd Floor Framing : . Post,andFooting .... .. ..... .......... INDEX ITEM PAGES DI , . RI-R10 : ...... I .. ., LI-LIO . : ............ ... ' . FI -F6 .. ........ : cl-c4 : .. .... DESIGN CRITERIA 1. GOVERNING CODES: CBC 2001 UBC 1997 NDS 1997 2. SEISMIC ZONE: 4 3. MAXIMUM SOIL BEARiNG: 2,500 PSF 4. MATERIAL AND DESIGN STRESSES: CONCRETE = 2,500 PSI STEEL REINFORCING Fy = 60 KSI STRUCTURAL STEEL Fy J KSI BOLTED CONNECTIONS: A307 MASONRY BLOCK F'm= PSI STEEL REINFORCING Fy = KSI SPECIAL INSPECTION: YES OR NO TUBE STEEL Fy = KSI LIVE LOADS: ROOF: FLOOR: DECK: 20 PSF 40 PSF 60 PSF JOB S.L. CONSULTING ENGINEERS SHEET NO A OF D 12521 CARMEL CANYON ROAD (858) 259-3776 SAN DIEGO, CALIFORNIA 91230 CALCUATED BY DATE CHECKED BY DATE 7 'i JOB SHEET NO z OFR S.L. CONSULTING ENGINEERS 12521 CARMEL CANYON ROAD SAN DIEGO. CALIFORNIA 91230 CALCULATED BY DATE CHECKED BY DATE (858) 259-3776 SL Consulting Engineers 12521 Camel Canyon Road San Diego, CA 92130 (856)259-3776 Tnie : Dsgnr: Description : se- : r- . .. _.. E-mail: sueliao@san.rr.com Page 1 General Timber Beam d:\cnal~enna\prnFcts\myerr\o3006 ecwcalw Rev: W100 U~er W-0604855. Ver 5 5 1. 25-oC1~2002 L(c)1983-2CQ2 ENERCdLC Engineering SO~alc Description Vallely Beam 2x8 -. .- - -. ~ ~ . - . _. . . -. 1 Ge'neral Information Cskuhths are designed lo 1997 NDS and 1997 UBC Raqulranents ~ecfionName 2x8 Beam Width 1.5a)in Beam Oepm 7.250in Member Type sawn Load Our. Fact01 1.250 Beam End Fixity Pin-Pin Center Span 7.mn .. . ..LU z.m n om n Len canhw Rieht Cantilever n ._. . .LU 0.00 n DOUshs Fc - Larch (Nath). No. 1No. 2 Fb BaseAlkw 825.0 pw' Fv Allw/ SO psi Fc Allow 825.0 psi E 1 .m.o ksi n ..... LU #I DL @ Len 42.a) #m LL@L~~ 3.m nm start Lcc 0.0~0 n OL @ Right s).m #m LL Right earn nm End Loc 7.032 n Beam Design OK Span= 7.m. Beam Width = 1.5331 x De@h= 7.25in, Ends are %Pin Max Stress Ratio Maximum Moment 0.564 : 1 Allowable 1.3 k-R Allowable 0.8 k-R Maximum Shear 1.5 0.6 k 1.3 k Max. Pmiti Moment 0.75 k-n a 3.724~ Shear: @ Len 0.37 k Max. Negatii Moment 0.W k-n at 7.m n @ Right 0.48 k m ax ep Len supp~t 0.00 k-R Camber: @Left 0.W in Max @ RiM Support 0.m k-fl @ Center 0.OiU in @ Rim O.Oo0 in fb 685.29 psi fv 53.16 psi Len OL 0.20 k Max 0.37 k Fb 1.21 4.35 psi Fv 118.75psi RigM DL 0.28 k Max 0.48 k j Max. M allow I .33 Reactnm... Deflections .il Len Cantilev er... Daad Load Is$&!&& ... Location 3.sn 3.556 n ... LengwDefl 0.0 0.0 @ Center 0.OiU in ...~engw~en 0.0 0.0 @ Len 0.m in Deflectan 0.023 in 0.0C0 in Center Span. .. csau!?a Defection 0.047 in 4.W in ... Lengthmen 1.795.2 971.14 Right Cantile wr... cmr [ using 1.6 - D.L. an ) ... De- 0.023 in 0.W in a RiaM 0.Om in Stress Calcs II Bending Analysis Ck 31.96 Le 4.118~ Cf 1.200 Rb 12622 t&XMQm@ @ Center 0.75 k-I7 @ Left support 0.W k-fl & Riaht Suom 0.W k-fi Area 10.875 in2 AIWM m 1,214.35 psi 1,237.50 psi 1,237.50 pi -- .. Shear AnrlySlS @ Len suppni @ Right Supri Oesign Shear 0.49 k 0.58 k Area Required 4.107 in2 4.868 in2 Fv: Allowable 118.75 psi 118.75 psi Max. Len Reaction 0.37 k Bearing Lergth Req'd 0.396 in Max. Right Reactlon 0.48 k Bearing L6h Req'd 0.515 in Bearing @Supports J00 SHERNO OFR S.L. CONSULTING ENGINEERS 12521 CARMEL CANYON ROAD SAN DIEGO, CALIFORNIA 91230 CALCULATEDBY DATE CHECKED BY DATE SCALE (858) 259-3776 SL Consulting Engineers 12521 Carmel Canyon Road San Diego. CA 92130 Title: Dsgnr: Devriptlon : Date: Job: K-5 - (85632593776 scope : E-mail: sueliao@san.rr.com - Page 1 General Timber Beam d \enginrrnng\pmlTb\myerr\03006 ecu Cdcu Rev 560100 User KW 0604855, Vcr 5 6 1,250Ct 2002 (c)1983 2002 ENERCALC Engineering Software Description Ridge Beam 2x8 I General Information CaicuMons are desianed to 1997 NDS and 1997 UEC Requlmnts b Section Name 2x8 Beam Wdih 1.5ooin Beam Depth 7.250in Member Type sawn Load Our. F&w 1.250 Beam End Fbddy PmPin Center Span 5.03~ . . . . .LU 2.m n Len Canbi n . . . ..LU Right Cantdever n ..... LU 0.m fl Fb Bsre Allow 825.0 psi Fv AUwu 95.0 psi Fc Auow 825.Opsi E 1 ,m.o ksi 0.m fl FC - Larch (North), No. 1NO. 2 prapezoidal Loads I #I DL @ Len LL@ Len nm start Loc 0.000 n DL CII RioM 9.m nm LL 6p Risht ma3 nm End Loc 5.m n LPoint Loads I Dead Load 40001bS IbS Ibs Ibs IbS ibs lbS LNB Load 3aOlbs Ibs lbS Ibs Ibs IbS Ibs dfiance imn omn omn omn omn omn omn Beam Design OK ~ Swn= 5oMt. Beam Wdth = 1 5mn x Depth = 7 ZSn, Ends are Pin-Pin Max Stress Ratio Maximum Moment Allowable Max.positiveMOment Max Negative Moment Max @ Len Support Max @ RUM support Max M allow m 66481 psi Fb 1.214.35Wi 0.845 : 1 0.7 k-fl Maximum Shear * 1.5 1.1 k 1.3 k-fl Allowable 1.3 k 0.B k-fl at i.mn Shear: @ Len 0.73 k 000 k-R at 5.mfl @ Rght 0.43 k 0.m k-n Camber: @Len 0.033 in 0.m k-n @ center 0.m in @ RigM 0.m in h, 1m.s psi Len DL 0.39 k Max 0.73 k Fv 118.75wi Rmht DL 0.23 k Max 0.43 k 1.33 Reactiom... benections I@k& DeRedm 0.022 in 0.041 in De- O.Oc0 in 0.033 in ... Location 2.34) n 2.34) n ... Lengthmen 0.0 0.0 crnber using 1.6 - D.L an ) I. Deflection 0.032 in 0.m in @ Center noa in ... LengtlVDefi 0.0 0.0 @ Len 0.m in @ Ruht 0.033 in Dead Load Center Span ... Dead Load &w&& Left Cantlk wr... ... Lengthmen 2,7436 1,474.99 Right CanUlev w... Lstress Calcs 1 Bendlng Analysis Ck 31.945 Le 4.118fl % 13.141 -ki3 Area 10.875 in2 Cf 1.m Rb 12.622 ci 0.931 @ Center 0.73 k-ft 7.19 in3 1.214.35 psi @ Lefl Sup@ 0.m k-n om in3 1.237.50 psi @ Right support o.m k-n o.m in3 1,237.50 psi Shear Analysis @ Left Sum @ Right Support Design Shear 1.09 k 0.50 k Area Required 9.193 in2 4.237 in2 Fv: Allowable 118.75 psi 118.75 psi Max. Len Reacmn 0.73 k Bearing Length Req'd 0.783 in Max. Right Readion 0.43 k Bearing Length Req'd 0.460 in MaXMoment &Bdd Allowable I% Bearing @ Supports SL Consulting Engineers Tlle : Job# &b Dsgnl: Date: Dewriplion : 12521 Camel Canyon Road San Diego. CA 92130 E-mail: sueliao@san.rr.com (858)259-3778 scope: in in n psj PY ksi Description Header 4x6 4x6 3.m 5.m 0.m 825.0 C6.0 1,603.0 1.233 SaWn No au&r Fbr - Larch birnber Member Information Cakulaions are designed to 1997 NDS and 1997 UBC Rqulrements I Header Cent- DL Defl in UDefl Ratio Center LL Den in mfl Ratio Center Total Defl in Location n UDefl Ratio Timber Section Beam Width Le: Unbraced Length Tlmber Grade Fb - Basic Allow Fv - Bask Allow Elastic Modulus Load Duration Factor Membw Type RewMiveStatus Beam Depth 0.021 2.885.7 0.017 3.450.8 0.m 2.- 1,556 fb : Actual Fb : Allowable @Right End DL JOB SHEETNQ 7 Of R S.L. CONSULTING ENGINEERS 12521 CARMEL CANYON ROAD SAN DIEGO, CALIFORNIA 91230 CALCULATED BY DATE CHECKED BY DATE (858) 259-3776 c rl I SL Consulting Engineers 12521 Carmel Canyon Road San Diego, CA 92130 (858)2593776 E-mail: sueliacdBsan.rr.com Title: Job: K-5 Dsgnr: Date: DetcripHon : scope : - Page 1 Rev 560100 p983 Mo2 ENERCPLC Engineering Software d \cnginning\pm~ts\myerr\o3006 e~wcalcu User KW0604855. Ver 5 6 1, 25 03 2002 General Timber Beam Description BM-I GLB 3 118X13 112” I General Information Calculations are deokned to 1997 NDS and I997 UBC Reaulremenb h Section Name 3.125x13.5 Beam Wm 3.125in am oepth 13.mh MemterType GbLam Load Our. Factor Beam End FW 1 .Ea Pin-Pin Center Span 18.50R . . . . .LU 2.m n Len Cantilewr R ..... LU 0.m R o.m R Fb Base Ab 1,600.0 psi Fv Albw 1W.O psi Fc Albw 580.0 psi E 1.m.oksi R ..... LU R.. Cantilwei buglas Fc, 16F - E6 LeR Cantilswr DL RigM Cantilever DL #m LL m #rn LL rrm #I DL @ Len DL @ RgM #2DL@LeR DL @ Rim1 em #m LL@L~R 4.m m start Loc 0.033 R 4s.m nm LL Right 4.m #m End Loc 5.m R 4.m #m LL@L~R 4.m #m start Loc 14.033 R em #m LL (P Riaht ern #m End Loc 17.033 R LPoint Loads 1 Dead Load 390.0 lbs Ibs ffi Ibs It6 Ibs IbS Live Load 340.0 Ibs Ibs Ibs Ibs Ibs Ibs Ibs ... distance 9.m R 0.m R 0.mn 0.m R 0.m R 0.m R o.mn Beam Design OK Width = 3.12% x Depth = 13.5in. Ends are Pin-Pin Max Stress Ratio Maximum Moment 0.m : 1 15.5 k-R Maximum Shear * 1.5 4.2 k 15.7 k-R Allowable 10.0 k MaXPosiGveMwnent 15.51 k-R at 9.472R shear: @ Left 3.22 k Man. Negalive Moment o.mk-n at 0.0.X~ R @ RrrM 3.09 k Max @ Len Support 0.m k-n ciunber. @Len 0.Ua in 0.755 in O.Oo0 in Left DL 1.68 k Max 3.22 k Fv 237.%3!xi RUM DL 1.61 k Max 3.09 k MaxORkWSupport 0.03 k-R 0 C* Max M allow 15.68 Re... @ RUM 1 Deflections I Center Span ... Q?&s4 Len Cantilever. .. Dead Load Tdal Load Delktion a.).5m in 0.962 in DeRectiar 0.m in O.CCO in ... Location 9.250 R 9.m R ... LengVIIDefl 0.0 0.0 ... LengthlDefl 441.2 m.87 Right Cantilever ... @ center 0.m in ... LengvJDeIl 0.0 0.0 @ Len 0.m in @ Right 0.m in Camber ( using 1.5 * D.L. Den 1 ... DeRectiar 0.m in 0.m in Tltle: Job t &c! I SL Consulting Engineers 12521 Camel Canyon Road San Diego, CA 92130 E-mail: sueliac@san.rr.com Dsgnr: Date: Descriptrcil : (858)259-3776 scope : Page 2 Rev 560100 (e)1983 2002 ENERCALC E&neerlw Software d \cnglnemng\ piolectr\myen\03006 ccwcalcu User KW 0604855 Ver 5 6 1 25 OFt 2002 General Timber Beam Description BM-I GLB 3 118X13 112" LSwess Calcs I Bending Analysis Ck 22.210 Le 4.118 R sn 94.921 in3 Area 42.188 in2 cv 1.m Rb 8.267 ci 0.991 MaxMament Allowabk fb @ Center 15.51 k-R 95.86 in3 1,982.73 psi @ LeR Suppwt 0.03 k-R 0.03 in3 2.m.m pi @ Rsht suppoft 0.03 k-R 0.03 in3 2.000.03 psi Design Shear 4.24 k 4.20 k Area Required 17.854 in2 17.688 in2 Shear Analysis @ Len Support @ Right support Fv: AUaKdble 237.3 psi 237.90 pi Bearing @Supports Max. Left Reaction 3.22 k Bearins Lensth RW 1.841 in Max. Right Reaction 3.09 k Bearing Letqth Req'd 1.763 in SL Consulting Engineers Th: Job i) (858j.2593776 scope : Dsggnr: Date: Descrfption : 12521 Carmel Canyon Road San Diego. CA 92130 E-mail: sueliao@an.rr.com Rev 560100 urer KW06M855,Vcr561,25Oct2002 (c11983 2002 ENERCALC EngtneennpSoWare Description BM-2 4x12 (HF #I) Page I Timber Beam B Joist d \cnaineenng\prolect\~~~\03006 ecuCalcu fb : Actual psi Fb : Allowable psi fv : Actual psi psi Fv : AllowaMe .. ... __ .~ .~ ....... -. Timber Member Information Calculatbns are dedgned lo 1997 NOS and 1997 UBC Requiramnts i BM2 613.6 1,443.8 64.8 87.5 Bending OK ShearOK TimberScctlon Beam Wdth in Beam Depth in Le: Unbraced Length n Fb - Basic Allow psi FV-BaSiCANow psi Tlrnber Grade Elastic Modulus ksi MemberT~pe Load Duntm Factor @LeftEd OL Ibs I1 Rr; ~~ 4xu 3.500 11.250 1 .m.o 700 1 .m.o 1.250 Sam, No o.m Hem Rr, NO 1 1,016.50 iwm __ Max. DL+LL Ibs @RsMEnd OL Ibs Max. DL+LL Ibs LL Ibs LDeflections Center DL Oefl in CQnter LL oefl in all Ratio LIDetl Ratio ...... 1,810.50 1,016.XI 1,810.50 Ratio OK aoi I om m4.m 4,741.2 5.742.7 CGGTdaioen i.021 Location a/ 2250 LlDefl Ratio , 2,937.1 JOB SHEET NO A OFL S.L. CONSULTING ENGINEERS 12521 CARMEL CANYON ROAD (858) 259-3776 SAN DIEGO, CALIFORNIA 91230 CALCULATEDBY DATE CHECKED BY DATE JOB SHEETNO ?, OF CALCULATED BY DATE CHECKED BY DATE SCALE L S.L. CONSULTING ENGINEERS 12521 CARMEL CANYON ROAD SAN DIEGO, CALIFORNIA 91230 (858) 259-3776 SL Consulting Engineers 12521 Carmel Canyon Road San Diego, CA 92130 (85812593776 Timber Section Beam W& in Beam Depth in Le: Unbraced Length R Fb - B& Aikw PSI Fv - @ask Alkw Psl Elastic Modulus ksi Load Duntion Factor MemberType RepeMiveStaha Tlrnber Grade litk: Dsgnr: Description : Deck Joist 2x10 1.500 9.233 I .3 825.0 E6.0 1.600.0 la sawn Rm hl@as Fir. Larch Joba Date: Mmax @ Cantilever in-k fb:Aczusl Psl Fb : Allowable pM fv : Actual PSI Fv : Allowable py -- . E-m A: sueiiesan.rr.com User W-OWd855 Ver 5 6.1, 25~0ct-2002 Description Page 1 Rev: 560100 d \cn~ineenna\pmFctr\~~~~~\03006.~~c~~~~ Timber Beam &Joist C)I~~~-MOZ ENE~CALC ~ngi~~~~~~ %mare Deck Joist 2x10 @16" O.C. -2.14 234.7 1,2834 25.6 118.8 ShwrOK Bending OK @LeREnd DL ibs LL Ibs Max. DL+LL Ibs 31.46 23120 26466 Center LL DeR LlDefl Ratw Center Total Cefl Location LKJefl Ratw cantilever DL Defl Cantilew LL Cell Total Cant. Defl VDefl Ratio -0.013 in -0.014 in! owl in/ 0.~07 in! 0.m 5.325.6 '1 5,089.8 in/ 2.845 i 5,918.3 SL Consulting Engineers 12521 Carmel Canyon Road San Diego, CA 92130 (858)259-3778 in in n 2 ksi Tale : Dsgnr: Description : seooe I 4x12 3.500 11.250 0.m aarr Fir- Larch lmJ.o 85.0 1,KU.O 1 .am sarm No Job I i- Date: @ RW End DL Ibs Max. DLILL I~S LL Ibs .~- ~~~ E-mail: sueliao@san.rr.com 546.25 1,315.75 1.m.m Description BM-3 4x12 Center DL Den in Wefl RaGa .- 7 . . . . . . ._ . . . - .. .. .. - ‘Timber Member Information Cakuhtlons are designed to 1997 NDS and 1997 UBC Requirements I BM-3 0.m 3594.2 ThlberSectlon Beam W& Beam Depth Le: unbaced Length Tlmber Gmde Fb - Bask Allow Fv-WAllow Elastic Modulus Load Duration Factor Member Type RepetitiveSWus Dead Ld Liw Load fv : Aduai 57.3 Fv : Allowable LReactions 1 QLenEnd DL IbS I Center LL Den 0.076 mn at^ 1.492.2 Center Total Den Locath7 Wefl Ratio 4.750 ‘1 1,054.4 JOB SHEETNO L OFL S.L. CONSULTING ENGINEERS 12521 CARMEL CANYON ROAD SAN DIEGO, CALIFORNIA 91230 CALCULATED BY DATE CHECKED BY DATE (858) 259-3776 SL Consulting Engineers Title: Joba 1- i Dsgnr: Me: Dewripuon: 12521 Carmd Canyon Road San Diego. CA 92130 E-mail: sueliao@san.rr.com (858)2593776 scope: Page 1 Rev 560100 ~11983 2002 ENERCALC Engin~rtng Sdtware Description EM-4 4x12 d \cnglnrllng\pmlech\myerr\OM06 -CaIcu User KW 0604855 Ver 5 6 1 25 Oct 2002 Timber Beam 8 Joist @ LeREnd DL ItS LL IbS Max. DL+LL IbS @Right End DL Ibs LL Ibs Max. DL+LL IbS Le: Unbraced Length Tlmber Grade Fb - Basic Allow Fv - Basic Allow Elastic Modulus Load Duntion Factor 133.3 1.m.o sending OK m : Actual Fb :Allowable 329.33 253.20 562.99 JL9.33 233.20 562.99 fv : Actual 14.6 Fv :Allowable Shear OK Center DL Defl in men ~atia am 158267 . . ,._. . . Center LL Defl 4.m 22.Jj5.2 Center Tdai Defl in jn: 4.m LlDefl Rata LoCali 2.915 LDen Ratio SL Consulting Engineers 12521 Carmel Canyon Road San Diego. CA 92130 (858)2593770 in in R psj psl ksi Tltk: ww. Descrlptlon : scone I 4x12 3.500 11.250 om 1,350.0 1,KO.O 1.250 wdar Rr . Larch. 85.0 L- Joba Date: LL IbS W. DL+LL Ibs r- . .. _.. E-mail: sueliac@san.rr.com SS981 2.8513 ~~~ Page 1 a \oiig mr$ng$erolcclr .rnyeerri03006 a* CIIFL Timber Beam & Joist ?e. 560100 ~rer KW 0604855. Ver 5 6 1 25 Oct 2002 (- 1583 2W2 EhEKALC Cnpneer ng Somarc center DL Den in center LL Den in men ~atio men ~atn Laation cenm ~otai Den in Description BM-5 4x12 -0.115 1,018.1 -0.070 1.661.4 aim 4.875 .. ... ... . .. - .- Cakulattlonr are derlgned to 1997 NDS and 1997 UBC Requimts ' Timber Member Information I BM.5 Tlmber SectIan Beam W& Beam Depth Le: Unbraced Length Tlmber Gnde Fb - Basic Allow Fv - Basic Allow Elastic Modulus Load Dwation Facta Member Type RendinmSWus I- No Span 9.75 Live Load nm 4o.m Dead Load Pointtl DL 1,017.m LL R 2.m m : Actual Fb : AlkwaMe fV:Abnl Fv : Alkwabk @Right End DL JOB SHEET NO B OF2 S.L. CONSULTING ENGINEERS 12521 CARMEL CANYON ROAD SAN DIEGO, CALIFORNIA 91230 (858) 259-3776 CALCULATEDBY DATE CHECKED BY DATE SL Consulting Engineers 12521 Carmel Canyon Road San Diego, CA 92130 (858)2593776 Tlk : Job # Dsgnr: Me: Descriptlon : scow : E-mail: sueliao@san.rr.com Page 1 General Timber Beam d \engineenng\pm~tr\m~\03006 ~CIC~IEU ROY 560100 User KW 0604855, Vcr 5 6 1,25 Oct 2002 Description BM-6 GLB 5 118x12" (c)1983 Mo2 ENERCALC Engineering Sottrrarc LGeneral Information Calculations are designed to ISS7 NDS and I997 UEC Requirements Sedion Name 5.125x12.0 center span 15.03~ . . . . .LU 1.33 n Bean? Width 5125in Len Cantilewr n ... . .LU 0.00 n Beam oepth 12.m in Right cantilewr 15on . . . . .LU 1.33 n MemterType GkrLam ~Ias Fi. 24F -MI Fb Base Allow 2.a.opSi Load Our. Factor I aa Fv ARow 1soapsi Beam End FMy Pin-Pin Fc Ah SeO.Op4 E 1 ,m.o ksi Center DL 1El.m xm LL 312.00 #/TI Len Cantilever DL #m LL am Right Cantilaver DL t a.00 r;m LL 2m.m brapezoidal Loads c X1 DL @ Len IVR LL@Len ss.m tlllt start Loc 2.793 n DL 8 RgM LL@Rght 9.00 am End Lcc 12.m n boint Loads Dead Load 329.0 Ita 220.0 Ita 2200 Ita m.0 Ita Ita Ibs Ik Live Load 233.0 Ibs 1Bo.olbs 180.01bS m.0 Ita IbS Ik IbS ... distance 2.750 ll 5.m n 10.mn 12.mn 0.m n 0.m R 0.033R 1 Beam Design OK Summary I Span= 15.CCft. Rght Cant= 1 .Em. Beam Width = 5125in x Depth = 12.in. Ends are PirbPin Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. NegaUve Moment Max @ Len Suppolt Max @ Rght Support Max. M ah 2,395.93 Prji Deflections 0.740 1 18.2 k-R 24.6 k-R Allowable Maximum Shear * 1.5 18.18k-ft at 7.mn Shear: @ Len 0.16k-R a 15.m n 8 Rsm 0.00 k-n Camber. @Len 0.39 k-R 0 center @ Rsm Readii ... fv lrn.91 psi LeR DL 1.74 k Mm FV immm RirrM DL 1.97 k Max 24.56 6.5 k 11.7 k 4.77 k 4.81 k 0.miIl 0.333 in 0.w in 4.77 k 5.32 k ~. ~ ~ ~~ ~ ~~~ I Center Span ... Dead Lmd Tal Load Len Cantilever ... Dead Load -__ Total Load Deflection 0.2a) in 4.561 in Deflecam 0.m in 0.m in ... Location 7.m n 7.503 n ... Lengthnefl 0.0 0.0 Camber (using 1.5' D.L. Den) ... Deflection 0.WI in 0.171 in @ Center 0.333 in . . . LenamDefl 583.3 210.8 . . . Lansvyoefl 899.3 321 .m Rlght Cantllev er... 6 Lett @ Rght 0.m in 0091 in SL Consultina Enaineers Tltle: Job t L-1 ".. 12521 Camel Canyon Road San Diego, CA 92130 Drgnr: Descrlpbion: Date: (858)25&776 scope : E-mail: sueliao@san.rr.com ROY: 560100 (c)1983-2WZ ENERCALC Engineering Sonware Description BM-6 GLB 5 1/8"X12 page 2 d:\~~ineenng\pmmtr\myerr\o3oos -:Cab User KW-0604855. Ver 5 6.1, 25-OFL-2002 General Timber Beam I Stress Calcs c L I Bending Analysis Ck 22.210 Le 2.738 R sx 123.min3 Area 61.533 in2 cv 1.CW Rb 3.876 CI 0.998 Q Center 18.18 k-R 91 .W in3 2.3f6.93 psi @, LeR Support 0.m k-n om in^ 2,433.00 pbi @, Right suppwi 0.33 k-R 1.93in3 2.385.93 psi Max Moment m Shear Analysis Q Len Support Q RUM support Design Shear 6.46 k 6.51 k Area Required 35.993 in2 34.m in2 Fv: Allowable 1m.m psi 1m.m psi Bearing @Supparts Max. LeR Reaction 4.77 k Bearing Len@h Req'd 1.663 in Max. RiiM Reaction 5.32 k 6- length Red 1.88 in JOB SHEETNO t OF& S.L. CONSULTING ENGINEERS 12521 CARMEL CANYON ROAD SAN DIEGO, CALIFORNIA 91230 CALCULATED BY DATE CHECKED BY DATE (858) 259-3776 i I I I .OB SHEETNO 2 OF S.L. CONSULTING ENGINEERS 12521 CARMEL CANYON ROAD SAN DIEGO, CALIFORNIA 91230 CALCUUTED BY DATE CHECKED BY DATE (858) 259-3776 SL Consulting Engineers 12521 Camel Canyon Road San Diego, CA 92130 Timber Sactlon Beam Wm in Beam Depth in Le: Unbraced Length R Fb - Basic Ailow ps' Fv - Basic Allow psr Elasfic Modulus ksi Ld Duration Factor Member Type RewtitiveStatus Timber Grade (658)259-3776 scope : E-mail: sueliao@)san.rr.com Me 1 RN 5M)IOO User KW 0604855, Vcr 5 6 1.25 03 2002 ~11983 2002 ENERWLC Engineering Software Description Timber Beam &Joist d \c"gl-,,"g\pmlectr\myerr\03006 cnrcalcu BM-7 GLM 3 1l8"XIQ 112" . 3.125x19.5 3.125 19.500 1.3 2,403.0 190.0 1.800.0 1 .m GluLam No Was Fir. 24F. V LTimber Member Information Calculatbno are designed to 1997 NDS and 1997 UBC Requirements I RLI-7 QLeREnd DL ibs LL Ibs Max. OL+LL Ibs 2,rn.81 5.a.53 7.716.34 LCenter Span Data I c Span It/ 17.w QRigMEnd OL ibs LL Ibs Max. DL+LL Ibs Dead Load Live Load 2,152.19 3,31387 5,466.06 1m.w MI 'lRl 312.W Uniform Dead Lcad Uniform Live Load Point'l DL MW@ Cantilever in-k) -17.11 fb : Actual 1,202.7 Fb : Albwable Bending OK fv : Actual 173.4 Fv : Allowable ShearOK Center LL Defl 0.222 Center Total Oefl in I 0.332 LDefl Ratio ini 917.3 Location Rj 8.183 UDefl Ratio 676.5 SL Consulting Engineers me: ~ottl F-. 12521 Camel Canyon Road San Diego. CA 92130 (858)2593776 scope: E-mail: sueiiao@san.n.com - User KW 0604855 Ver 5 6 1 25 Oct 2W2 Dsgnr. Date: Descripth : page 2 a \enenrrnn~\prorctr\myerr\03006 ~CW catu Rev 560100 =)I983 MM ENERWLC Engineering Sonware Timber Beam & Joist Description BM-7 GLM 3 1/8 XI9 1M" Cantilever DL Den 0.018 Cantilecer LL Den Total Cant. Den VDafl Ratio 461.4 SL Consulting Engineers 12521 Camel Canyon Road San Diego, CA 92130 Tk: bgnr: Dewrlption : Date: Job: F-5 (858)2593776 scope: E-mail: sueliaa@san.rr.com Page 1 Rev 560100 (W983 m2 ENERCALC Ensinering Soman d \cnginrriin~\pm,ect~\~~~~\O3006 ecw calcu User KW 0604855 Vcr 5 6 1,25 M 2002 General Timber Beam Description BM-8 GLB 3 118X19 112" I General Information Cakulluons are deskwed to 1997 NDS and 1997 UBC Requlnmnts b Section Name 3.126x19.5 Beam W& 3.lZin Beam Depth 19.m in MemberType GluLarn Lmd Our. Factor 1 .m Beam End Fm Pin-Pin 17.m~ . . . . .LU n ..... LU R ..... LU 2.4m.o psi rsoapsi 553.0 psi 1,m.oksi .. 0.00 R om n pull Length Uniform Loads L Center DL 5o.m #m LL 117.m nm Left Cantih DL Right CanWever DL Ym LL rm srn LL un #I DL Q Len 176.m #m LL @ Lefl 1s.m start Lcc 4.79) It #2 DL @ Len i~.m #m LL @L Len #nt start Loc 0.m fl DL @ RigM 16s.m nm LL @ RiQht #m End La 4.750 fl DL Q RQht 176.m nm LL @L R~M 1s.m nm End La 14.250 fl #3 OL @ Len i6s.m uft LL@L~R nm start La 14.250 R DL Q til i6s.m m LL Q Rim dvR End Lce 17.000 R 1 Point Loads 1 Dead Load 875.C Ibs 875.0 IbS Ibs IbS IbS Ibs Ibs Live Load 1,5490 Ibs 1,549.0 it6 IbS lbS It6 IbS IbS ... distance 4.750 fl 14.250R 0.m R OSWR 0.m n 0.m n o.000n Beam Design OK Maximum Shear 1.5 11.6 k Spn= 17.oOn. Beam WKlth = 3.12311 x Depth = 19fin. Ends are Pin-Pin Max Stress Ratio Maximum Moment 267 k-ll 0.784 : 1 Allowable 39.3 k4 Allowable ma. Pmitiw Moment 26.72 k-R at 8.092ft shear: MaxNegativeMoment om k-n at o.mn @L RisM Max @ Lei? Suppott 0.00 k-n camber 0.m in Max @ Rim SUpQmt 0.m k-n @L center 0.263 in 0 Rim 0.m in Max. M alh 39.28 m 1,619.31 psi fv 148.98 pu Len DL 2.65 k 5.78 k Fb 2.38a21 psi FV mrnpsi RoM DL 2.86 k 6.57 k ReecSom ... LDeflections I Dektii -0175in 0.411 in DeRectja, 0.Ux) in 0.m in . . . Lccdb 8.432 fl 8.W fl ... LengWDefl 0.0 0.0 . . .LengthlDefl 1.165.3 496.s RigM Cantilever ... @ Center 0.28 in ... LenguvDefl 0.0 0.0 Center Span ... Dead Load l$&!sd Lefl Cantllev er... Dead Load Total Loed Camber ( using 1.5 * D.L. Den) ... Deflection 0.m in 0.m in 6~ Len @ Right 0.000 in 0.000 in SL Consulting Engineers TI&?: Job# (858)259-3776 Scope: , Wnr: D.te: DHcriptlon: 12521 Carmel Canyon Road San Diego, CA 92130 E-mail: sueliaO@san.rr.com page2 RW 560100 User KWOM)4855 Ver561.250ctZW2 @)I983 2M2 ENERCALC Enpinering Soltware Description General Timber Beam d \enginrrn~\\proiectr\myerr\0J006 ~nrCillm BM-8 GLB 3 118"Xl9 112" @ Center 61 Lefl Support fj RiM support Shear Analylsls D-n Shear Area Required FK AlhM Max Letl Rsectia, Max. RgM Reactan Bearing @Supports 2.739 fl sla 198.047 h3 rea m.se8im 8.102 CI 0.992 Maxmment &&& AAowsMeR, 26.72 k-fl 0.m k-n o.m k-n 134.74 in3 0.w 0.W in3 2.380.21 psi 2.4m.w psi 2.4m.w psi Lefl Support C2RMSupport imm psi is0.m psi 7.88 k 9.03 k 41.m in2 47.783 in2 578 k Beariw L@ Req'd 3.304 in 6.51 k Beerins Lergth Req'd 3.E in JOB SHEET NO OF S.L. CONSULTING ENGINEERS 12521 CARMEL CANYON ROAD (858) 259-3776 SAN DIEGO, CALIFORNIA 91230 CALCUMTED BY DATE CHECKED BY DATE JOB S.L. CONSULTING ENGINEERS SHEETNO A OF L 12521 CARMEL CANYON ROAD SAN DIEGO. CALIFORNIA 91230 CALCUUTEDBY DATE DATE < (858) 259-3776 CHECKED BY JOE S.L. CONSULTING ENGINEERS sHEETN0.Z OF L 12521 CARMEL CANYON ROAD SAN DIEGO, CALIFORNIA 91230 CALCULATED BY DATE CHECKED BY DATE SCALE ,_r (858) 259-3776 .... -POST $ FT& .... . - ... .. .. .... ... .. . ,. .I . . : .. L~MI~DN : 'pptL' ' ,. ..'po+s,~g. . : .~ooyrNtyl ' '' I f5M.I 1 ,, '-jzio* : ,: , :+&+ j ;: j, .@:cOlu-r. :.. FTL?.' j .I i/.;ae; ~ : :...., ~: B~.I~s-... .. : pkl.: ~ : r.lBtl * : 1 i ....: : I. :..# +i , " :.. .: :@; $M;'f);' ,; I I : pM3;'';' ; pi ;, , , j , ,I i ,I .. .f#z5 #' .. . . ~ I 4 .+ : ; : : ESW : , ' 5324. .. ' . .4x4 '. . 1 PM? . ' 7716'' ' : I 4x6 . , 1 2h" 5Q F-q /o7Bb4, qxb : ' fW%! F7-4 ___.__~-_-I___ ... ... ... .. .. ,. . ., : ... ... .... :.! ..... .. . ........ .. ., ..... .. . .. *' : , .: 1 .. .. ........ .. ...... .. .... ;tt .I ... .. . ,. . :t ... ... ... i .. ... +- '5b3: . .I , 1,. j : I . . ,.. .@bF/I& : ' : ; .. ............ j .. , .. .. .. ... j I ~ BEylb . tt BM 7 ., ! .-. ,: ... ". . .. ..... .. 5$.bb* . :' ' ' . .. .. ... .. .. j ........... . tjs.~st:. : . ' .. : ... 1 .. .... brjloq . . 5oJZ2~8f4 @ CC" F74- ( Pa-7l04 z- 424- @bN'l; 77q. SL Consulting Engineers Tnle: Job8 c-$ DsglH: Date: Description : 12521 Camel Canyon Road San Dlego, CA 92130 E-mail: sueliao@san.rr.com (858)259-3776 scope : Description POST 4x4 LGeneral Information Calculalbns are designed lo 1997 NDS and 1997 UBC Requlremenls Wood Section 4x4 Tdd Column H-M 9.w n LeXXforAasl 9.w R Rectangular Column LoadOurationFator 1 .w LeWforM 0.00 R Column Depth 3.50in FC 1 .mu, psi Lu XX for Bending o.w n WMh 3.50in Fb 1,200.w psi SaWn E - EMic Modulus 1.m ksi Douglas Fir-Larch, No.1 I Loads h Axial Load mad Load Live Load Short Twm Load I m0.w ms 1 m0.w Ibs 0.w Ibs Using : 4x4, Width= 3.50in, Depth= 3.50in, Total Column HI= 9.00fl DL + LL DL + LL +ST DL tST fC : cwnpr- 163.27 psi 163.27 psi 81.63 psi Fc : AkwaMe 447.20 psi 447.20 psi 447.20 psi RJX : Flexural 0.03 psi F'bx : Anowable 1,m.w psi 0.53 psi 1,m.w psi 0.03 psi 1.m.w p4 Interactbn Value 0.3661 0.3661 0.1816 ~~ Fc : X-X 447.20 psi For Bending Stress Calcs... Fc : Y-Y r.iso.mpbi Max k'Lu Id 50.m F'c :Ailowable 447.20 psi Actual WLdd 26.84 Fc:Allcw * Load Our Factor 447.20 psi Min. Allow k'Lu Id 1l.W F'bx I .m.m psi CtBending 1.500 F'bx * Load Duration Factor 1 .m.w psi Rb : (Led lP2) "5 1 .m For Axial Stress Ca lu... Cf : MI 1.150 MI X-X k Lu Id me6 Mal Y-Y k Lu Id 0.m SL Consulting Engineers Tn*: (858)2593776 scope : cngnr: Date: Description : 12521 Camel Canyon Road San Diego. CA 92130 E-mail: sueliao@san.rr.com -R& 560100 Page 1 d $cnginecr~ng!ornectr rnym 03006a;*Cat, clicr 1W 0604855 IC, 5 6 1 25 Oct 2002 limber Column Design _'c)1983 2002 ENFRCALC Lngtner "8 Sd*rrc Description POST 4x6 General Information CakulaUonr M designed to I997 NDS and 1997 UBC Requlrrmnts wmd SeCGon 4x6 TdalCohnHeighl 9.m R Le XX for Axial 9.w n Rectangular Cdwnn Load Duratm Fador 1 .m LeWfOrMal om n C&mn Depth 5.50in Fc 1 .m.w psi LUxxfor&nding 0.00 n Width 3.XJin Fb 1 ,m.m pi SaWl E-E$sticModul~ l,m ksi Douglas Fir - Larch, No.1 LLoads b 1 ,m.mlbs 0.m ibs 0.mOi Column OK Usino : 4x6. Width= 3.50in. DeDth= 5.50in. Total Column lit= 9.00ft I - .. DL+LL fC : CMlpreSsan lrn.93 pi DL + LL + ST 10.90 psi DL + ST 51.S pi 805.14 psi 805.14 psi 805.14 psi mx :Flexural 0.m psi Fbx : Allowam 1,58983 psi 0.00 psi 1,58983 psi 0.00 psi 1.589.83 psi I Interadion Value 0.1290 0.1290 0.0645 ___ ____ btress Details 1 Fc : X-X 805.14 psj For Bendlng Stress Calcs... Fc : Y-Y i.im.m psi Max lcLu Id F'c : Allowable 805.14 psi Actual WLuld F'c:AIh * Load Our Factor Fbx' Load Duration Factor Min. Ah lcLu Id Rb : (Le d/W2) '5 For Axlal Sireu Caka.. Cf : MI A& X-X k Lu /d Axial Y-Y k Lu Id a14 psi 1,589.83 psi F'bx 1.33.83 psi CtBending 705T 4x6 @ 'ZX4 5TUPd4LL L"qf-C3" -I 53.03 26.84 11.03 1 .Jn 1 .m l.1W 19.64 0.w \ L 04-1 1-2003 Job Address: Permit Type: Parcel No: Valuation: Reference #: Project Title: Applicant: MYERS JOHN City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Plan Check Revision Building Inspection Request Line (760) 602-2725 Permit No: PCR03061 213 NORMANDY LN CBAD PCR Status: ISSUED 2030232100 Lot#: 0 Applied: 04/01/2003 50.00 Construction Type: NEW Entered By: MDP CB01-2990 Plan ADDrOved: 04/11/2003 MYERS RESIDENCE RAISE LOFT BEAM .. Issued: 04/11/2003 Inspect Area: Owner: 2614 04/11/03 0002 01 02 CGP 120.00 MYERS JOHN P8CYNTHIA J 5379 CAROLYN VISTA LN BONITA CA 91902 619 518-4770 Plan Check Revision Fee Additional Fees $120.00 $0.00 Total Fees: $120.00 Total Payments To Date: $0.00 Balance Due: $120.00 PERMIT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave., Carlsbad, CA 92008 Address lindude BldglSuite XI FOR OFFICE USE ONLY PLAN CHECK EST. VAL. Plan Ck. Deposit Validated By I I Date I I I/ ! I .A>- Legal Description Lot No. Subdivision NamelNumber Unit No. Phase NO. Total # of units SeSsOr'I Psrcel x -7 c'~ ,$&ling Use Proposed Use t sa. FT. #of Stories X of Bedrooms X of Bathrooms I Name Address City StatelZip Telephone X ISec. 7031.5 Business and Profwsions Code: Any City or County which requires a permit to COnStwCt, alter, improve. demolish or repair any structure, prior to its issuance. ais0 requires the applicant for such permit to file I signed statement that ha 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 Codal 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 [$50011. Name Address City StatelZip Telephone X State License X License Class City Business License X Designer Name Address City StatelZip Telephone State License I Worxars' Cornpensat on Declamtion: I hereby alfm under penal11 of pei~urv one of tna fdlowmg daclaratmnr: *. . ... .. . ., 8.. :~rC~~<*.:,;'::. ... : : . .. . .. ~~~ 17 of the work for which this permit is issued. 0 issued. My worker's compensation insurance carrier and policy number are: Insurance Company Policy No. Expiration Om ITHIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS l$lOOl OR LESS1 0 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 $0 as to became subject to the Workers' Cornpensetion Lswr of California. WARNINQ. Failure to .e- workers' compensation covewo 1s unlawful. and shal subject an employar to erimkul p~a1tle.s and civil flnes up to one hundred thousand dollan ~$100.0001. In addnlon to the cost of compensation. damages es pmvided for In SacUon 3706 of the Labor code. imerett and anomey's fees. I have and will maintain e Certificate of Consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code. for the performance I have and will maintain workers' compensation. LIS required by Section 3700 of the Labor Code, for the performance of the work for which this permit is SIGNATURE DATE I hereby affirm that I am exempt from the Contractor's License Law for the following reason: 0 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 ISec. 7044, Business and Professions Code: The Contractor's License Law doer not apply to an owner of property who builds or improves thereon, and who doer such work himself or through his own employees, provided that such impiove~mto are not intended or Offered for sale. if. however, the building or improvement is sold within one year of completion, the ownet-builder will have the burden otproving that ha did not build or improve for the p~rpose of salel. 0 I. as owner of the property. am exdusivdy contracting with licensed contractors to constluct the project ISec. 7044, Business and Professions Code: The Contractor's License Law does not apply to a? owner of property who builds or improves thereon. and Contracts for such projects with cantractarlrl licensed pursuant to the Contractor's License Lswl. 0 1. 2. 3. ',+ .. i am exempt under Section I personally plan to provide the major labor and materials for construction of the proposed property improvement. 0 YES ON0 I (have I have not1 signed an application for a building permit for the proposed work. I have Contracted with the following person lfirml to provlde the proposed construction (include name I address I phone number I contractors license number): Business and Professions Code for this reason: 4. number I contrwtors license number): 5. I plan to provide portions of the work, but I have hired the following person to coordinats. super~ise and provide the major work linclude name I address I phone I will provide some of the work. but I have contracted (hired1 the following pereons to provide the work indicated lindude name I address I phone number I type PROPERTY OWNER SIGNATURE DATE WSfi! Is the applicant or future building Occupant required to submit B business plan, acutely hazardous materials registration farm or risk management and prevention program under Sections 25505. 25533 or 25534 of the Preslsy-Tanner Hazardous Substance Account Act1 0 YES 0 NO 1s 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 c school site1 0 YES 0 NO IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUE0 UNLESS THE APPLICANT HAS MET OR IS MEETiNG THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AN0 THE AIR POLLUTiON CONTROL DISTRICT. .. , . ' , .,. , ., . ~~~~~~~o,N!~. .. DIN~IIWE . . ., I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued ISec. 3097111 Civil Cadel. LENDER'S NAME .EhOER'S ADDRESS 9. r9PPUCANTTERTIPICN I Certify that I have read the application and state that the above information is Correct and that the information on the plans is mcwate. i agree to comply with all City ordinances and State laws relating to building construction. I hereby authorize representatives of the CitV of Carisbad to enter upon the above mentioned property for inspection purpose^. I ALSO AGREE TO SAVE. INDEMNIFY AN0 KEEP HARMLESS THE CITY OF CARLSBAO AGAINST ALL LIABILlTiES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEOUENCE 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 bullding Oflicial under the provisions a1 this Code shall expire by limitation and become null and void If the building or work authorized by such penit 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 afler the work is commence lor a pert f 1 0 days (Section 106.4.4 Uniform Building Code). APPLICANT'S SIGNATURE &4L .L DATE */<o + W ITE File YELLOW Applicant PINK: Finance ,/ I K - EsGil Corporation In Partnership with Government for Building Safety DATE: APR. 09,2003 JURISDICTION: CARLSBAD oAf&gNT 0 PLAN REVIEWER 0 FILE PLAN CHECK NO.: 01-2990 (REV. # 4) - PCR 03-61 PROJECT ADDRESS: 213 NORMANDY LANE PROJECT NAME: SFR ADDITION FOR lvIyERS The plans transmitted herewith have been corrected where necessary and substantially comply 0 The plans transmitted herewith will substantially comply with the jurisdiction’s building codes SET: I 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 0 The check list transmitted herewith is for your information. The plans are being held at Esgil 0 The applicant’s copy of the check list is enclosed for the jurisdiction to fonvard to the applicant 0 The applicant‘s copy of the check list has been sent to: and should be corrected and resubmitted for a complete recheck. Corporation until corrected plans are submitted for recheck. contact person. Esgil Corporation staff did not advise the applicant that the plan check has been completed. 0 Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: JOHN Telephone #: 760-944-01 13 Date contacted: (by: 1 Mail Telephone Fax InPerson REMARKS: Raise the beam to 7-6, on plan revision. By: AliSadre Enclosures: Esgil Corporation GA 0 MB 0 EJ 0 PC 4103 tmsmtl.dot 9320 Chesapeake Drive, Suite 208 SanDiego, California 92123 (858) 560-1468 Fax (858) 560-1576 CARLSBAD 01-2990 (REV. # 4) - PCR 03-61 APR. 09,2003 v VALUATION AND PLAN CHECK FEE $120.001 JURISDICTION: CARLSBAD (REV. # 4) - PCR 03-61 PLAN CHECK NO.: 01-2990 PREPARED BY: Ali Sadre BUILDING ADDRESS: 213 NORMANDY LANE BUILDING OCCUPANCY: R3 TYPE OF CONSTRUCTION: VN DATE: APR. 09,2003 Type of Review: 0 Complete Review 0 Structural Only 0 Repetiuve Fee 7 Repeats 0 Other Hourly 71 Hour* Esgil Plan Review Fee v$ss.ool * Based on hourly rate Comments: Sheet1 of 1 rnacvalue.doc PLANNlNG/ENGlNEERlNG APPROVALS ......... : . .- . 2. .' RESIDENTIAL ' I ' . . ...c ... . .\, .. TENANT IMPROVEMENT : .. VILLAGE FAIRE * COMPLETE OFFICE BUILDING' OTHER e2Qc;cLh ENGINEER STRUCTURAL CALCULATIONS FOR MYERS RESIDENCE 213-215 NORMANDY LANE CARLSBAD. CA 92008 SL CONSULTING ENGINEERS 12521 Carmel Canyon Road San Diego, CA 92130 (858) 259-3776 PROJECT NO: 03015 MARCH 2003 JOB SHEET NO, OF CALCULATED BY DATE CHECKED BY DATE S.L. CONSULTING ENGINEERS 12521 CARMEL CANYON ROAD SAN DIEGO, CALIFORNIA 91230 (858) 259-3776 ....... .. ,.~ :: :: : .. .. .. : .. i. ,. :. ...... : : : ....... .. .. . . .,. ... ..~... : .... .. ::.. ..... : :.. ..I .; .... .... * ...... :.. ..:.. .. .i.. ......... .. .. .. ~ . .~. ..* : .. :.. .. ... ... : ....... .. .... ........... ........ ............. : i.. .... .. ... .. .. ... .. .... ... .... .. .. .................. .... ........... ............... : .~ .. .. .. ... ...a .. : :INDU( : .: : .. .. .. .... .... .: ; i..:... ............ ........... - :! ... . . PAGES! ~ :.: ~ ~ I ITEM I .. .. .. .. ... : ::.:.: ::: .. .. .... :it .. ... : .. ,:Desic.cnetia ' D1 " I ' "" .I. : . . ; . ..... ......... :..:. . . I' .... ...... ... i + 3 ..... :: :: .. : .. :. ... .. : .. .. .. .... .... . . .. ...... ... .. .. .. .. ... I I ~4-813 .... .. . . ;Beams! I ~ j .... : : : :.: .. :, :... .. .. i!i.:: ...... : : ~ PostiandFooting . j . ; . c1-a : ; . : .. .. .. : .I ..... .. .. .. .. . .... .. i ............. .. :: :.. : .. .. .. .. I i...: * .*. .: i :.. .. ? .. .................... :.. : .. .. .... : i ....... ~ .i .. : : .... .... :: :: ....... ..: ;: ., .. .. .... .. ............... .,.. ...... ... .. .. .. .. .... .. .. .. ......... .. ..... :: .! .. ............... .. .... f..: . , . ..: .. iit .,: .. .. .. : .I : . .................. .......... :;;.: i''i .. ..: .. ..: .. :: .. : ,.~. .. : : :. .., ~. :/:: .. ... ". ... ... .I ... JOB SHEETN0.L l7 S.L. CONSULTING ENGINEERS 12521 CARMEL CANYON ROAD (858) 259-3776 - DATE CALCULATED BY CHECKED BY DATE SAN DIEGO, CALIFORNIA 91230 JOB SHEETNO. I S.L. CONSULTING ENGINEERS 12521 CARMEL CANYON ROAD (858) 259-3776 SAN DIEGO, CALIFORNIA 91230 CALCULATED BY DATE DATE CHECKED BY SCALE .. .... ... .. . ..... .: .......... ... ........ . .. .: .. . . .... ... , .., ; , ....,. :..:.. i. :_.. .. .. ............ .. .... ... i .j .. ., I ~ .. ... .. .. . ,i .......... i. ....... ... ............... ... .. > .. .. .. . , .. .I... :. ...... .... .... .. .. ... ...... : ~. : .. ....... . . .......... .. , : > ~ .: < ........... ............ .. .. : .. .. .. .. .. .. .. PROC(I"rnOII (sn*~lnmwm/ JOB SHEET NO. z OF S.L. CONSULTING ENGINEERS 12521 CARMEL CANYON ROAD i3 SAN DIEGO, CALIFORNIA 91230 CALCULATED BY DATE CHECKEDBY DATE (858) 259-3776 SL Consulting Engineers San Diego, CA 92130 (858)2593776 I12521 Carmel Canyon Road in in n ps! ps1 ksi Title: Dsgnr: Description : .*on= I 6.75r18.0 6.750 18.UJ3 2.00 2.4a.o 190.0 1,ga.O 1.m Glulam No War Fir. 24F - V Job # Date: Mmax @ Center in-k @X= fl E-mail: sueliaa@san.rr.com I DI.. ccn,n* 609.08 14.51 "S". -2"" Page 1 d:~eneim~na~pro~\myerr\o3006ecv:neduc User KW.0604855 Ver 5.6.1, 25oCl-2002 Timber Beam 8 Joist (c)1983-M02 ENEkCnLC Engmeering SOflwaR Description BM-1 GLB 6 3/4"~18" @ LeREnd DL Ibs LL Ibs Max. DL+LL Ibs - - - _ . -- Timber Member Information Cakulatlons ~re deslgned lo 1997 NDS and 1997 UBC Regulr-tr Bw-1 2,747.50 2Fo3.28 4,795.78 Timbersection Beam Widvl Beam Depth Le: Unbraced Lew Tlmber Gade Fb ~ Basic Allow Fv - Basic Allow Elastic Modulus Lcad DUM Fador Member Type Repetitive Status LKJefI Ratio mer LL Detl in mn Ratio Center Total DeR in L& fl L/w Ratio 487.9 4.561 857.9 -1.332 15.252 2834 I Center Soan Data C Span 33.75 Dead Load Live Laad 67.00 POintX1 DL LL @X 14s tb : Actual Fb : Allowable fv : Adual Fv : AllowaMe Bending OK 55.6 2575 Shear OK JOB SHEET NO. 4 OFB S.L. CONSULTING ENGINEERS 12521 CARMEL CANYON ROAD (858) 259-3776 SAN DIEGO, CALIFORNIA 91230 CALCULATEDBY DATE CHECKED BY DATE SL Consulting Engineers ' 12521 Carmel Canyon Road San Dieao, CA 92130 Date: - (858)2593776 scope : E-mail: sueliao@san.rr.com Page 1 RCY 560100 User KW 0604855 Ver 5 6 1,2503 2002 s)1983 2002 ENERMLC Eng~neenng Sdtware d \enC~~nng\prolgk\~~ycrr\03006 ecw~ed~~ General Timber Beam Description BM-2 GLB 3 1/8"X13 112" LGeneral Information Caku*tlont an designed to IS37 NDs and 1997 UBC Requlmnts Section Name 3.125x13.6 Beem Width 3.125in Member Type GluLarn Load Dur. Fador 1.250 Beam End Fm PwPm Beam Depth 13.5coin center span 16.s)R . . . . .Lu 2.03 R Left camlever 4.75R ..... LU Risht Caniii R ..... LU om n Douslas Fc. l6F - E6 FbBaseARow 1.800.0 psi Fv/ubw lss.opsi Fc Allow 8500 psi E 1 ,m.o w 4.75 R kull Length Uniform Loads Center DL 1s.wm LL 124.00 #m Rmht Cantilever DL m LL am LeR Cantilever DL m LL m brapezoidal Loads c It1 DL @ Len 4.m am LL~LM mo cm start Loc 0.033 R DL @ RigM 48.w am LL@RigM 4.m m End Loc 2.750 R a2 DL @ Len OL @ RUM 48.w nnt LL@M am cm Start Loc 12250 R 4800 #nt LL@RgM 48.m SIR End Loc 15.000 R #3 DL @ Len 7600 am LL@L~R 7600 am start La2 4.750 R DL @ RQM m.m M LL@R$M 76.w m End Loc R Beam Design OK Span= 16.m. Left cent= 4.M. Beem Wwlth = 3123 x Depth = 13%. Ends are Pin-Pin Max Stress Ratio 0.766 : 1 Maximum Moment 11.8 k-R Maximum Shear * 1.5 4.4 k Allowable 15.4 k-R Allowable 8.7 k 2.94 k 2.66 k Max. Pwitive Moment 11.63 k-R at 7.531 R shear: @Left Max Negative Moment 0.86 k4. at o.mn @ Rlsm Max @ Len Support -1.71 k-R Camber @Len 0.333 in 0.409 in 0.m in Max @ R$M Support 0.m k-R 0- @ Risht Max. Mallow 15.45 tb 1.486.15p6i fv lM.3Spsi Len DL 189 k Max 3.66 k Fb 1,952.9l psi Fv 206.25psi Rim DL 1 37 k Max 2.66 k R& OnS... @ Left @ Right 0.333 in 0.m in SL Consulting Engineers Title : Job 8 B-4 Dsgnr: om: Description : 12521 Camel Canyon Road San Diego, CA 92130 E-mail: sueliao@san.rr.com (85832594'176 scope : Description BM-3 4x1 0 TlmberSectlon Beam Wm in Beam De@ in Le: Unhced Length n Tlmber Grade Fb - Basic Ailow Fv - Bask Allow Elastic Modulus ksi Load Duratbn Factw Member Type RecemhStatus s - - . -- . __ -- ___ - - Timber Member Information Cakulalonr are dnlgned lo 1997 NOS and 1997 UBC Requlremenis BK3 4x10 3.505 9.250 4.w Mar Fir - Larch. l*m.o 95.0 1,700.0 1.233 sawn No Span n Dead Load nm Lk Load m Pointtl DL its LL It6 LResults Rah= Mmax @ Center in-k Fb :Allowable 2 @X n @X= n : Actual fv : Actual psi psi Fv : Alhbk 4.00 1s.m 1.891.m 1.785.a) 2.m 0.7'333 44.24 886.4 1,487.0 Bending OK 85.6 118.8 ShearOK c 2.00 @LeflEi?d DL It5 LL IbS Max. DL+LL Ibs @RigMEnd OL It6 LL IbS Max. DL+LL lbS LDeflections Ratio OK I 976.03 882.50 1.858.50 9E.m 882.50 1.Ea3.50 Center DL ~efl in Wefl Ratio Center LL Den in Wefl Ratw Center Tdal Defl in LOCation fl Wefl Ratio . . OM 1 4,237.2 m3o 4.6321 0.m 2000 2,212.9 JOB SHEETNO. 7 . S.L. CONSULTING ENGINEERS 12521 CARMEL CANYON ROAD (858) 259-3776 SAN DIEGO, CALIFORNIA 91230 CALCUMTED BY DATE CHECKED BY DATE JOB SHEETNO .-P,L-- oFA, S.L. CONSULTING ENGINEERS 12521 CARMEL CANYON ROAD SAN DIEGO, CALIFORNIA 91230 CALCUIATED BY DATE DATE CHECKED BY (858) 259-3776 SL Consulting Enaineers Title : Job I I3 -4 TmberSection Beam Width in Le: Unhced Ler@h n Tlmber Grade Fb - Basic Allow ps! Fv - Basic Allow PSI Elastic Modulus k.4 Load D& Fada MemberType Repetiie SWus Beam Depth in '12521 CarmeiCanion Road San Diego, CA 92130 AI12 3.503 11.250 6.00 i,~.D S.0 1.Xa.D 1 .m Sam, No mdas Fir. Larch. Dsgnr: Description : Dmd Lmd YIR Pdnl#I DL lbs Live Load #iR LL Ibs ax fl Date: 8i.m 976.00 zl0.W e83.W 3.m (858)2593776 scope: E-mall: sueliao@san.rr.com (c)1983 mz ENERCALC ~nglnrrr~ngsonware Description BM-4 4x12 Pqe 1 Timber Beam &Joist d \cnelrrenng\pmlects\myerr\03006 ccvRedw RCY 560100 User KW0604855.Vcr561,25CdX)O2 Mmax @ Center in-k @X= n LTimber Member Information w*ulati&rre tkslgned to 1997 NDS and 1997 UBC Requireme- I EM4 48.72 3.m @LeREmi DL Ibs @ Righl End DL Ibs LL Ibs Max. OL+LL Ibs LL lbs Max. DL+LL Ibs LCenter Span Data I Span nj 6.03 TJI .m 1.1m.50 1,83250 TJI .m 1,101.50 1,832.50 Center DL Den in LiDefl Ratio Center LL Den in LiDefl Ratio Center Tdal Den in Location n men Rata -0.01 4 5,108.0 4.019 3,827.3 4.m 3.m 2.187.9 - fb : Actual 673.4 Fb : Allowable Bending OK fv : Actual !?! 59.1 She%K Fv : Allowable S:L. CONSULTING ENGINEERS SHEET NO & OFL 12521 CARMEL CANYON ROAD SAN DIEGO, CALIFORNIA 91230 CALCULATED BY DATE CHECKED BY DATE (858) 259-3776 I I .\ - I . = u- Tj ...i .., .... ....... .. ... .. . . I. I ... ... ..... :., > :. ,. : .... ... ? ... .. ...... ... ......... ., .. i .. ... .. .. ... .. .... .. ...., .. .. .. : ,. .. .. .. mm-1 IE49Xalxbl~Rlbd~ JOB SHEET NO. /I OF b S.L. CONSULTING ENGINEERS 12521 CARMEL CANYON ROAD SAN DIEGO, CALIFORNIA 91230 (858) 259-3776 CALCULATED BY DATE CHECKEDBV DATE SL Consulting Engineers San Diego. CA 92130 (858)2593776 ' 12521 Cannel Canyon Road TinberSecWn BeamWidth in Beam Depth in Le: Unbraced Length n Fb - Bask Allow psi Fv - Basic Alh Pbi Elastic Modulus ksi Load Duratm Fad01 Member Type RepetitiveStalus LCenter Span Data Span fl &Load xm Tlmber Grade Dead Load xm Point#I DL Ibs LL Ibs C3X R Tltle: Dsgnr: Desufptbn: scone: Prllm: 3.5 3.m 11.875 1.23 2,900.0 m.0 2,m.o 1 .m Mauvpine No 4% Joist. MXMil c 17.w 7400 ism 1,m7.w 1,s.m 2.m Joba B-I2 Dpfc: MllW@Centel ih-k @X= n E-mail: sueliao@san.rr.com Page 1 d \cnoneenn~\pmleck\myerr\03006 enuRed(educ Timber Beam & Joist Re 560100 User Wcwo6M855 Vcr 5 6 1 25-od 2-202 c)1983 2002 ENERCRLC Enbnnrlng Smha~ Description BM-5 PSL 3 lM"X11 7/8" 185.12 6.87 LTimber Member Information Cakuiationt are -to 1997 NDS and 1997 UBC Requirements I BM-5 @LeflEnd DL Ibs LL It6 Max. DL+LL Ibs @RightEd DL It6 LL It6 Max. DL+LL It6 2,135.18 3,4c8.97 5,544.15 829.82 1,m.m 2.720.85 Centar DL Defl in vDefl Ratio Center LL Dell in LlDefl Ratio Center Total Defl in Location n UDell Ratio - fb :Actual 2,0074 Fb : AllaKable Bending OK -0.250 814.5 -0.m 407.7 -0.751 8.lW 271.8 fv : Actual 1W.8 Fv :Allowable Shear OK SL Consulting Engineers Title: Job8 Dsgnr: Date: oescription : .12521 Carmel Canyon Road San Diego, CA 92130 E-mail: sueliao@san.rr.com (858)2593776 scope : page 1 d \en~in~nnc\~m~k\rnverr\03005 ccw RM"~ Timber Beam &Joist RFI MI00 User KW 0604855. Vcr 5 6 1.25M 2W2 (01983 2002 ENERCALC Engmcenng Smm Description BM-6 GLB 3 1/8"X19 1P TbnberSection Beam wdth in Beam oepth in Le: Unbraced Length R Tlmber Grade Fb - Basic Allow Fv - Basic Allow Elastic MOdUIUS ksi Load Duralim Fador Member Type Repetitiw Slatus LCenter Span Data s LTimber Member information Calculations are derignnl to 1997 NDS and 1997 UBC Requirements I BM.6 3.U5x19.5 3.125 19.m 1 .33 Mar Fir. 24F . V 2,-.o 1m.o I,~.O 1 Im Glulam No Span n Uniform Live Load #m Uniform Dead Lo4 #m 1.33 54800 ma3 I Results Rata= 09890 I Mmax @ Center h-k @X= A 43461 8.23 Mmax @ Center h-k @X= A/ 43461 8.23 fv : Actual im.8 Fv : Allowable q 1m.o Shear OK Mmax @ Cantilever in-k Fb : Allmvabfe pw fb : Actual e -1 1.97 2,m.o 2.3773 Bending OK @LeftErd OL Its LL lbs Max. DL+LL It6 @RqMEnd DL b LL It6 Max. DL+LL It6 3,504.07 5,63335 9,134.42 3.488.43 5.66.91 9.144.34 Center OL Oefl in Mefl Ratio center LL Defl in Mefl Ratio Center Tdal kfl in Location n LlDefl Ratio Cantilever DL Defl in Cantilever LL Defl in Total Cant. Oefl in VDefl Ratio 0.1- 1 p582 0.316 646.1 -0.509 8.432 401.2 0.053 0.085 0.138 261.1 JOB SHEETNO.& OF c S.L. CONSULTING ENGINEERS 12521 CARMEL CANYON ROAD SAN DIEGO, CALIFORNIA 91230 CALCUUTED BY DATE CHECKED BY DATE (858) 259-3776 SL Consulting Engineers '12521 Camel Canyon Road San Diego, CA 92130 Tme: tkgnr: DeraipHon: Job : Date: (858)2593776 scope: E-mail: sueliac@an.rr.com Timber Column Design Page 1 RN: 5601W User: w-06M855. Ver 5.6.1.25C+X)02 rr>19R3-MO? FNERULC Encnneerinr Software General Information Calculations are designed to 1997 NOS and 1997 UBC Requirements wmd section 4x4 Total Column Height 9.00 n Le XX fw Axial 0.00 n Rectangular Column Load DUtatiOn Facta 1 .a LeWforAdal 9-00 n Column Deplh 3.50in Fc I .m.m psi Lu XX for Wing 9.m n Width 3.50in Fb 1 .m.m psi Sawn E - EWE Modulus 1.m ksi Cwglas Fir - Larch. No.1 Loads c Axial Load DeadLoad I ,am ~bs Live Load i,rn.mibs Shat Term Laed o.m ibs 0.min Column OK Using : 4x4, Width= 3.50in. Depth= 3.50in, Total Column lit= 9.00fl DL+LL DL+ U + ST DL+ST fC : CcinpeSsiM 298.53 pa 251.53 psi 15445 psi Fc : AllowaMe 447.P psi 447.20 psi 447.20 psi I fbx : Fkural 0.m psi F'bx : Allowable I ,m.m psi om psi 1 ,m.m psi 0.W psi l,m.w psi lnteractnn Valw OB76 0.6676 03454 Stress Details Fc : X-X 1,is.m psi For Bendlng Stress Cak.. Fc : Y-Y 447.P psi Maxk'LuId am F'c : ANowable 447.20 pi Adual IfLuM 26.84 F'c:Allav' Load Dur Fadw 447.P psi Min. Ah IfLu I d r1.m F'bx I ,m.m psi cf:Emdinp 1 .xu F'bx * Load Duratan Fador 1 ,m.m psi Rb : (Led I V2) '5 7.535 Cf : Ada1 1.150 MIX-X k Lu Id 0.m Wl Y-Y k Lu Id m.86 For Axla1 Stress Cak. SL Consulting Engineers Tme: Job # L-3 m: oate: Description: scope: 12521 Carmel Canyon Road San Diego, CA 92130 (858)2593776 E-mail: sueliao@san.rr.com Page 1 Rev 560100 (c)1983 2202 ENERCALC Enpmeenw WWsre d \cngirrenn~\prn*ct.\myers\03006 -~ed~ User kW.0604855 Ver 5 6 1.2503 2W2 Description Post 4x6 Lw9-0" Timber Column Design I General Information CalcuMons are cksigned to IS97 NDS and 1997 UBC Requirements wood sedion 4x6 TotalCdU~l~~HeigM 9.m n Le XX for Ah1 0.m n Rectangular Column bad Duration Factor 1 m LeWfaAkial 9.m R Column Depth 5.50in Fc 1 .mom psi LUXXfOreending 9.m n Width 3.50in Fb 1.iUJ.a) psi sawn E-EIasticmvs 1.- ksi OaglaJ Fr - Larch, No.1 I Loads c. DeadLCad Axial Load 1.367.00 Ibs 1 .25).m Ibs 0.00 bs ECCdriC@ 0.oOOi Column OK Using : 4x6, Width= 3.50in, Depth= 5.50in. Total Column Ht= 9.00fl DL + LL OL + U + ST DL+sT Fc : Cmpressm 138.44 psi 138.44 psi 71.01 psi Fc : AllowaMe 444.01 psi 444.01 psi 444.01 pi I bx : Flexural 0.m psi F'bx : Allowsble 1,541.19 psi 0.m psi 1,541.19psi 0.m psi 1.541.19 psi Interadion value oma 0.3118 0.1699 btress Details c FC : X-X 1, mm psi For Bending Stress Calcs... Fc : Y-Y 44401 p6i F'c : Allowable 444.01 psi F'c:Allow * Load hw Fadw 444.M psi F'bx 1.541.19 psi F'bx * Lad Duratan Fad~ 1.541.19psi MaxlCLuId AM lCLuld Min. Akw k*Lu Id Rb : (Led I b9)A.5 For AxM stmrt Calcr.. CI : Ah1 AM XX k Lul d AhlY-Y k Lu Id CfY8endirg 50.m 23.84 1 .?J3 9.446 1.103 30.86 lira 0.m SL Consulting Engineers -12521 Camel Canyon Road San Diego, CA 92130 (858)2593776 Ti: Dsgnr: Date: Descil@n : r- . .. --r-. E-mail: sueliao@san.rr.com Page 1 Rev: 560100 (cJ1983-ZOO2 ENERCALC Enginwring Sdt-re d: 1 cngiec"ng\pro~r\myers\03006mr~sduc User W0604855, Ver56.1.25M-XOZ Description Post 4x4 Lu=8'-0" Timber Column Design LGeneral Information Calculations are deslgned to 1997 NOS and 1J97 UBC Rqulr-nts Woal Section 4x4 TotalCdumHeigM 8.W n LeXXfaA?jal 0.w fl Rectangular Column Load Duratm Factor 1 .w LeYYforW 8.02 fl Column Depth 3.5oin Fc 1,m.w psi Lu XX fa !3ediw 8.00 fl Width 3.50in Fb I .m.w psi sawn E-ElasiicModWus 1.m ksi Wlas Fv- Larch. No.1 LLoads Deadbad Live Load Short Term Load Axlal Load 2.135.wb5 3,409.w Ibs 0.03 Itu ElXdriCity O.min Summary Column OK Usina : 4x4. Width= 3.50in. DeDth= 3.50in. Total Column Ht= 8.00fl - 1. I DL+ LL fC : cmprffsim 952.57 psi Fc : Allowable 541.60 psi fbx : Flexural 0.03 psi F'bx : Allowak4e 1.m.w psi DL + LL+ ST 82.57 psi 541.60 psi 1,m.w psi 0.00 psi DL + ST 174.29 psi I Interaction Value 0.8366 06558 0.3218 @tress Details c Fc : X-X 1.150.w psi For Bendlng Stress Caks... Fc : Y-Y 541 .60 psi MaxlCLuld 53.02 F'c :Allowable 541.60psi Actual WLUM 26.84 F'aAllow ' Load Dur Factor 541.60 psi Min. AIOW k'Lu Id 11.03 F'bx I .m.m psi cf:Em&lg 1 .m F'bx * Lmd Duratrm Fadcf i ,m.m psi Rb : (Le d I W2) 7.1W ForlxwStm+cler Cf : Ada1 1.153 Mal X-X k Lu /d 0.w Ada1 Y-Y k Luld 27.43 SL Consulting Engineers -12521 Carmel Canyon Road San Diego, CA 92130 (858)2593776 me: Dsgnr: Descrlptiin : scorn: Job # Date: E-mail: sueliao@san.rr.com Page 1 Rev 5M)IW W983 2002 ENERCALC E&ncerlng SOmm Description Post 4x6 L~=8-0" d \enKlMllng\pm~tr\myerr\03006 e~w RMUC User W0604855 Vcr 5 6 1 25Cd 2W2 Timber Column Design CalcuI.atkmr are designed to 1997 Ncs and 1997 UBC Requirements LGeneral Information Wmd Sedion 4x6 TdalcolunnHeignt 8.W fl Le XX for AM 0.03 fl Rectangular Column Load DUrabon Fadm 1 .W Le YY fwpudal 8.m R Column Depth 5.50in Fc 1 pa0.W psi Lu XX fw Bending 8.W fl Width 3Sin Fb 1 .m.m pi ssrm E-EtasticModulus 1.- ksi Doqlas FH - M. No.1 Dead Load Liveload Axial Load 3.5w.W Ibs 5.63100 Ibs om ibs O.Ca3in Column OK Using : 4x6, Width= 3.50in, Depth= 5.50in, Total Column HI= 8.OOtl fC : ccinpressm 474.49 psi 474.49 psi Fc :Allowable 535.w psi 536.09 pi Ak.!L DL LL ST fbx : Flexural 0.W psi Fbx : Allowable 1.543.66 psi 0.03 psi 1.54366 psi DL ST 182.03 psi 536.m psi 0.W psi 1.543.66 psi Interaction Value 0.8851 08851 05396 ~ ~ - istress Details c Fc : X-X 1,lWWpsi For Bending Slretb Calcs. .. Fc : Y-Y 53609 psi MaxfCLuld Fc :Allowable 536.09 psi Actual lcLuld F'aAlkw' Load Dur Fadm s.w psi Mn. AWu lcLu Id F'bx * Load Duratan Fadm F'bx 1.543.66 psi cf:&uJil?g 1 ,%.66 psi Rb : (Le d I b"2) '5 For Axhl Stress w.. Cf : Ada1 Ada1 X-X k LuId AdalY-YkLuId 5oW 26.84 11.03 1 .a 8.m l.lW 0.00 27.43 S.L. CONSULTING ENGINEERS SHEETNO. b OF L 12521 CARMEL CANYON ROAD SAN DIEGO, CALIFORNIA 91230 CALCUlATED BY DATE DATE (858) 259-3776 CHECKEDSY .. . . .. i.. I ... . , . .n . . .. .,.. . .. i. .. .. .. .. .. .. .. .. .. .