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HomeMy WebLinkAbout226 TAMARACK AVE; ; CB004083; Permit:10..15..2001 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Residential Permit Permit No:CB004083 Building Inspection Request Line (760) 602-2725 226 TAMARACK AV CBAD RESDNTL Sub Type: DUP Status: ISSUED 2042704300 Lot #: 0 Applied: 11/06/2000 $327,892.00 Construction Type: VN Entered By: RMA Reference #: Plan Approved: 10/15/2001 2 Structure Type: MF2-4 Issued: 10/15/2001 6 Bathrooms: 6 Inspect Area: PACIFIC BREEZE-2 UNITS-3721 SF Orig PC#: 990 SF GAR-DEMO EXIST SFD-226 & 230 TAMARACKPlan Check#: Job Address: Permit Type: Parcel No: Valuation: Occupancy Group: # Dwelling Units: Bedrooms: Project Title: 'Applicant: ATHJOHN Owner:.. ZATHAS JOHN 2079 10/15/01 0002 01 02 3894 GARFIELD ST 3894 GARFIELD ST CGP 15846 -01 CARLSBAD CA 92008 CARLSBAD CA 92008 / (0 (( Total Fees: $16,768."41 Total Payments-To Date: $92240 ''.\.Bàlance Due: $15,846.01 1,0 Building Permit / / Add'l Building Permit Fee'-'<) Plan Check -' AddI Plan Check Fee Plan Check Discount (1 Strong Motion Fee Parkin Lieu Fee Park Fee LFM Fee \ Bridge Fee Other Bridge Fee BTD #2 Fee BTD #3 Fee Renewal Fee ( AddI Renewal Fee Other Building Fee Pot. Water Con. Fee Meter Size AddI Pot. Water Con. Fee Red. Water Con. Fee /$1,419.08 'Metôr Size / - —Add'l.RecLWaterCon. Fee $0.00 / \ $80.00 f $0.00 SDCWAFee ,7 --- $1,871.00 $0.00 CFD Payoff Fee j $0.00 $32.79> 'FFIT'' A' , \,"") $3,942.75 so:oo' FFF (CFD Fund) '-ç- j I $2,808.69 $o:oo Lin Tax '\ ,1 / 1 $0.00 $000 Licene Ta (CFD Fund) / $0.00 ' \ \.$0.O0 \ Traffic Impact Fe'e/" \ $0:00 Trâffic.Imact:(CFD Fund) j$390.08 \ $0.00 \Sidealk Fe / / $0.00 \o.00 FPL:UMBING TOTAL / $266.00 EL $0.00 NC , ECTRICAL TOTAL / $60.00 $0'00 MECHANICALTOTAL /. $98.00 ! $9.00 i-iousinimpact , / $0.00 ""$2,400.00 HousinglnLiu Feê / $0.00 D5/8 7/ Maste}DrainaeF / $819.70 " $0.00 jJ Sewer $2,019.00 Additional Fees $193.00 -TOTAL PERMIT FEES $16,768.41 FINAL A)PRVAL Date: 2 / /3/s Clearance: NOTICE: Please take NOTICEhat approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exactions.' You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capactiy changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any L4 PERMIT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT, 1635 Faraday Ave., Carlsbad, CA 92008 20 4 E. FORMATION . ' FOR OFFICE USE ONLY PLAN CHECK NO._______ EST. VAL. , 9 Plan Ck. Deposit Validated ByA Date I' I I fiA Address (include Bldg/Suite Business Name (at this address) / Ofi Lot No. Subdivision $ Ji4i' NO• /747 . Subdivision Name/Number Unit No. Phase No. Total # of units i Legal De 5r1e -- PI'P/I,k' i,,v-.r4-L.. CoDe cription of Work SQ. FT. #of Stories # of Bedrooms # of Bathrooms 2W . CTyERQjjj,ftheentfromapplicdnt} Name Address C Th p Telphbui'ei F3x'32'40 113APPLICANT Con trior Defdacj - z /9 - t7c Nbñ,e . - - / Address / - - - City -. , -. State/Zip Name Addre /City State Zp Telephone # [:.:.CONTRACTORCMPANYNME.- .i:i.. ::. .. - (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law [Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code] or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars [$5001). Name . Address City State/Zip Telephone # State License # License Class City Business License # Designer Name . Address . City State/Zip Telephone State License # WORKER FVII'Ei ATION' - - Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations: I have and will maintain a certificate of Consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. I have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My worker's compensation insurance carrier and policy number are: Insurance Company -. . Policy No. Expiration Date___________________ (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS [$1001 OR LESS) CERTIFICATE OF EXEMPTION: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become Subject to the Workers' Compensation Laws of California. WARNING: Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars ($100,000), in addition to the cost of compensation, damages as provided for in Section 3706 of the Labor code, interest and attorney's fees. SIGNATURE DATE k?J1TPYVNER BUILDER DEATiiIT I hereby affirm that I am exempt from the Contractor's License Law for the following reason: E] I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year:of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). X I, as owner of the property, am exclusively contracting with licensed Contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). C1 I am exempt under Section Business and Professions Code for this reason: I personally plan to provide the major labor and materials for construction of the proposed property improvement. 0 YES []NO I (have / have not) signed an application for a building permit for the proposed work. I have contracted with the following person (firm) to provide the proposed construction (include name / address / phone number I contractors license number): I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name / address / phone number / contractors license number): I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name / address / phone number / type of work): PROPERTY OWNER SIGNATURE 42i f - DATE 0-0 .................... . . .. - Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner HazardoUs Substance Account Act? 0 YES 0 NO Is the applicant or future building occupant required to-obtain a permit from the air pollution control district or air quality management district? 0 YES 0 NO Is the facility to be constructed within 1 ,000 feet of the outer boundary of a school site? ,0 YES 0 NO IF ANY OF THE ANSWERS ARE YES, 'A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. --------------------------------- - I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 30970) Civil Code). LENDER'S NAME LENDER'S ADDRESS.__________________________________________________________ I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. I hereby authorize representatives of the Cit, of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA permit is required for excavations over 5'0" deep and demolition or construction of structures over 3 Stories in height. EXPIRATION: Every permit issued by th u ng Official under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is not comme ad in 180 (Jays fr m the date of such permit or if the building or work authorized by such permit is suspended or abandoned at any time after the work is commenc d for ( tion 106.4.4 Uniform Building Code). I . / APPLICANT'S SIGNATURE . . DATE 0' W 17 WHITE: File YELLOW: Applicant . PINK: Finance -f - -. List 1-Permit-'1'pe From the following list, determine the permit-type that best describes the work you propose to do. Please put the code of that permit-type in the blank at the top of the page on the front of this application. Residential permits (only) also require the identification of the structure-type to be associated with the permit. Choose a structure-type from 'List 2 - Structure-Types" and put its code in the appropriate blank on the front of this application. Residential Permits Code Description .. APT Apartments - new construction. .• ,, CONDO Condominiums - new èoistruction. CVNNR Conversion. Convert all r a portion of a non-residential building to residential use, creating one or more new residential units. - CVNRN Conversion. Convei-t one or more residences in a building to non-residential usage. CVNRR Conversion. Increas or reduce the number of dwelling units in a iesidentiafstructure through interior modifications (i.e.: a four bedroom house converted to a duplex, with 2 bedrooms each). DEMO Demolition permit. (Also specify type of structure from List 2). .DUP Duplex -new construction. - MOHO Mobile home, renovation, repair, or addition of accessory structure not yielding a new living unit. .MOHON Mobile home, pre-fabricated house, or trailer installed (plumbed, wired) in a mobile home park.(see distinction from single-family residence, below). RAD Residential addition/alteration, creating no new dwelling unit(s). RRE!SSUE Residential permit re-issue. RREPAIR Residential building repair. Damage, fire, etc. RREPLACE Residential building replacement (no additional units). SFA Single-family, attached - new construction. A one-family house attached to one or more other houses, with one or more common walls extending from foundation to roof at, or forming, a lot line. Has own plumbing and heating system (e.g.: townhouse, row house, half-plex) SFD Single-family, detached - new construction: A one-family house with open area on all four sides. May have an attached or detached garage, or a business. May be a detached 'granny flat". May be a mobile home or trailer on an individual lot, but not in a mobile home park. Non-Residential/Accessory Permits Code Description COM Commercial structure, new construction. CREISSUE Commercial permit re-issue. CREPAIR Commercial building - repair. Damage, fire, etc. CREPLACE Commercial building - replacement. CT! Commercial tenant improvement. DEMO Demolition permit. ELEC Electrical permit, for electrical work only. HOTEL Hotel or motel (including Managed Living Unit hotel) - new construction. HOTELR Hotel renovation. INDUST Industrial structure, new construction. 111 Industrial tenant improvement. MECH Mechanical permit, for mechanical work only. MISC Miscellaneous. Use only if proposed work doesn't fit another activity type. PATIO Patio and/or deck. PLUM Plumbing permit, for plumbing work only. POOL Gunite pools and spas. RETAIN Retaining wall permit. SIGN Sign construction/installation permit. - SOLAR Solar energy system installation permit (specify structure type to be served). SPA Factory-made or Gunite. List 2 - Structure-Type (Use with Residential Permit Only) From the following list, determine the type of residential structure that best describes the structure on which you will be working. Please put the code of that structure-type in the appropriate blank at the top of the page on the front of this application. Code Description SFA Single-family, attached. A one-family house attached to one or more other houses, with one or more common walls extending from foundation to roof at, or forming, a lot line. Has own plumbing and heating system (e.g.: townhouse, row house, half-plex). SFD Single-family detached: A one-family house with open area on all four sides. May have an attached or detached garage, or a business. May be a detached "granny flat'. May be a mobile home or trailer on an individual lot, but not in a mobile home park. MF2-4' Multi-family, 2 to 4 units. A residential structure on a single lot, containing two, three, or four dwelling units. Units may share master heating, plumbing, or electrical service (e.g.: duplex, triplex, quad-plex). MF5+ Multi-family, 5 or more units. Same as MF2-4, except the building has a t least five attached units on the same lot. MOHO Mobile home, pre-fabricated house, or trailer installed (plumbed, wired) in a mobile home park (see distinction from single-family residence, above). City of Carlsbad Bldg Inspection Request For: 02/07/2003 Permit# CB004083 Inspector Assignment: PY Title: PACIFIC BREEZE-2 UNITS-3721 SF Description: 990 SF GAR-DEMO EXIST SFD-226 & 230 TAMARACK Type: RESDNTL Sub Type: DUP Job Address: 226 TAMARACK AV Suite: Lot 0 Location: APPLICANT ZATHAS JOHN Owner: Remarks: Total Time: Phone: 7604381170 Inspector:. Requested By: JEFF Entered By: CHRISTINE CD Description Act Comment 15 Roof/Reroof C.— Associated PCRs/CVs Inspection History Date Description Act Insp Comments 01/31/2003 19 Final Structural CO PY SEAL LOG LIGHTER, GLASS DOORS @ F.O., BOXES OR CLEAN OUTS 12/17/2002 34 Rough Electric WC PY 12/17/2002 39 Final Electrical PA PY METER RELEASE (2 UNITS) 07/24/2002 23 Gas/Test/Repairs AP PY 07/22/2002 17 Interior Lath/Drywall AP PY 07/22/2002 18 Exterior Lath/Drywall AP PY SEAL AROUND PENETRATIONS 07/12/2002 16 Insulation AP PY 07/11/2002 16 Insulation NS PY 07/03/2002 82 Drywall/Ext Lath/Gas Test WC PY 07/03/2002 84 Rough Combo AP PY 07/02/2002 84 Rough Combo NR PY COMPLETE LATH 06/26/2002 23 Gas/Test/Repairs PA PY OK TO COVER - NEED PRESSURE TEST 06/24/2002 17 Interior Lath/Drywall WC PY 06/24/2002 22 Sewer/Water Service WC PY 06/24/2002 83 Roof Sheathing/Ext Shear AP PY 05/20/2002 83 Roof Sheathing/Ext Shear CO PD NOT PER PLAN CHANGED TO TRUSS 04/10/2002 13 Shear Panels/HD's PA JC GARAGE SHEAR (DOUBLE SHEAR) 04/09/2002 22 Sewer/Water Service AP JC AP 4/5 04/05/2002 22 Sewer/Water Service AP JC 03/29/2002 11 Ftg/Foundation/Piers AP JC UPPER FLOOR 03/26/2002 11 Ftg/Foundation/Piers WC JC 0 Inspection List Permit#: CB004083 Type: RESDNTL DUP PACIFIC BREEZE-2 UNITS-3721 SF 990 SF GAR-DEMO EXIST SFD-226 & 230 Date Inspection Item Inspector Act Comments 02/07/2003 15 Roof/Reroof PY WC 02/07/2003 15 Roof/Reroof - RI 02/07/2003 89 Final Combo PY AP 01/31/2003 19 Final Structural PY CO SEAL LOG LIGHTER, GLASS DOORS @ F.O., BOXES OR CLEAN OUTS 01/31/2003 89 Final Combo - 'RI • 12/17/2002 34 Rough Electric PY WC 12/17/2002 39 Final Electrical PY PA METER RELEASE (2 UNITS) 07/24/2002 23 Gas/Test/Repairs PY AP 07/22/2002 17 Interior Lath/Drywall PY AP 07/22/2002 18 Exterior Lath/Drywall PY AP SEAL AROUND PENETRATIONS 07/12/2002 16 Insulation PY AP 07/11/2002 16 Insulation PY NS 07/03/2002 82 Drywall/Ext Lath/Gas Test PY WC 07/03/2002 84 Rough Combo PY AP 07/02/2002 84 Rough Combo PY NR COMPLETE LATH 06/26/2002 23 Gas/Test/Repairs PY -PA OK TO COVER - NEED PRESSURE TEST 06/24/2002 17 Interior Lath/Drywall PY WC 06/24/2002 22 Sewer/Water Service PY WC 06/24/2002 83 Roof Sheathing/Ext Shear PY AP 05/20/2002 83 Roof Sheathing/Ext Shear PD CO NOT PER PLAN CHANGED TO TRUSS 04/10/2002 13 Shear Panels/HD's JC PA GARAGE SHEAR (DOUBLE SHEAR) 04/09/2002 22 Sewer/Water Service JC AP AP 4/5 04/05/2002 22 Sewer/Water Service JC AP 03/29/2002 11 Ftg/Foundation/Piers JC AP UPPER FLOOR 03/26/2002 11 Ftg/Foundation/Piers JC WC 03/26/2002 63 Walls JC AP WATERPROOF 03/20/2002 11 Ftg/Foundation/Piers JC PA LOWER UNIT/STEM WALL 03/19/2002 91 Complaints Investigation JC CO WORKING EARLY INFORMATION GIVEN TO SUPER 03/18/2002 24 Rough/Topout JC AP 03/15/2002 24 Rough/Topout JC NR Tuesday, February 11, 2003 Page 1 of 1 City of Carlsbad FEIIaI Building Inspection Dept: Building Engrneeri Planning C' WD St Lite Fire Plan Check #: Date: 01/31/2003 Permit #: CB004083 Permit Type: RESDNTL Project Name: PACIFIC BREEZE-2 UNITS-3721 SF Sub Type: DUP 990 SF GAR-DEMO EXIST SFD-226 & 230 TAMARACK Address: 226 TAMARACK AV Lot: 0 Contact Person: JEFF Phone: 7604381170 Sewer Dist: CA Water Dist: CA Inspected I Date By: Inspected: Approved: Disapproved: Inspected Date By: Inspected: Approved: Disapproved: Inspected Date By: Inspected: Approved: Disapproved: Comments: Ciri of Carlsbad ED F Final Bu g Inspection 3 12V Lite FireV Plan Check #: Date , Permit #: #: CB004083 Permit Ty: RESDNTL Project Name: PACIFIC BREEZE-2 UNITS-3721 SF Sub Type: DUP 990 SF GAR-DEMO EXIST SFD-226 & 230 TAMARACK Address: 226 TAMARACK AV Lot: 0 Contact Person: JEFF Phone: 7604381170 Sewer Dist: CA Water Dist: CA Inspected Date / By: /7, Inspected: Z/.-/ 7 Approved: Disapproved: E Inspected Date / By: é2'-'J-Inspected: 2 / 77o 7 Approved: 2 Z Disapproved: Inspected Date By: Inspected: Approved: Disapproved: Comments: ;z L4 _4-/ ,- I I /A 1- 9 £.- - BAL No. C15734 Re ct8A1k(2 O. I ~ ~ 71, 1 ME - 9 7 i- c 11A L4c. '- i? gill - I Cc %1t// d f U E12. etT2s(!. ccf4c. ' 1 4j7 * W/wr - WMU A LJWA1 1UOT74iLS -ii C~) -tt C'iiF 17Z I-A-15 EsGil Corporation In Partnership with Government for Building Safety DATE: 10/08/01 0 ANT EK JURIS. JURISDICTION: Carlsbad 0 P EVIEWER 0 FILE PLAN CHECK NO.: 00-4083 SET: IX PROJECT ADDRESS: 226 Tamarack PROJECT NAME: Two Units Duplex The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. LI The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. LI The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. LI The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for. recheck. LI The applicant's copy of the checklist is. enclosed for the jurisdiction to forward to the applicant contact person. LI The applicant's copy of the check list has been sent to: Esgil Corporation staff did not advise the applicant that the plan check has been completed. LI Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: (by: Fax #: Mail Telephone Fax In Person LI REMARKS: By: Kal Tumalieh Enclosures: Esgil Corporation OGA 0MB OEJ F1 PC LOG trnsmtl.dot 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 EsGil Corporation In Partnership with Government for Building Safety DATE: 09/24/01 0 APPLICANT JURISDICTION: Carlsbad REVIEWER 0 FILE PLAN CHECK NO.: 00-4083 , SET: VIII 2(a jo'ja#-acI PROJECT ADDRESS894 9rfletd St. PROJECT NAME: Two Units Duplex The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck: The applicant's copy Of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: Art Balourdas P.O. Box 936 Lakeside, CA 92040 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: Art Balourdas Telephone #: (619) 572-6675 Date contacted: 912-,'k i(by: EA* Fax #: (619) 390-5894 MaiL.—Telephone Fax'-' In Person LII REMARKS: By: Kal Tumalieh Enclosures: Esgil Corporation GA EMB EEJ EIPc 09/17/01 tmsmtl.dot 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 V Carlsbad 00-4083 09/24/01 Please make all corrections on the original tracings, as requested in the correction list. Submit three sets of plans for commercial/industrial projects (two sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602- 2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, and (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. NOTE: The item numbers listed below refer to the numbers from the previous list. These items have not been adequately addressed. The notes in bold at the end of each item are to emphasize the remaining problem. STRUCTURAL 33 Provide a copy of the project soil report prepared by a California licensed architect or civil engineer. The report shall include foundation design recommendations based on the engineer's findings and shall comply with UBC Section 1804. Provide a soil report per city requirements. The requested information was not submitted. Only the city building officer can waived this requirement. Please submit evidence that the city building department had waived this requirement for your project. 1) Provide a foundation review letter from project engineer per soil report recommendation page 12. Item 25. The requested information was not submitted. Carlsbad 00-4083 09/24/01 CORRECTIONS BASED ON REVISED PLANS: 1. Roof framing has been changed for manufacturer roof truss drawings to conventional framing B. Provide calculation for roof rafters, hip beams and ridge beams. Provide calculation for hip beams. Provide calculation for ceiling joist. Please include the point load due to reaction of roof hip beams. See new detail (3/S4). Revise or justify the allowable bending stress of used in design of roof hip beams and check beams deflection. Provide calculation for 4x12 drop beam supporting reaction form roof hip beams. Make all king posts have support (beam below). PLEASE CALL ME TO SCHEDULE AN APPOINTMENT TO GO OVER THE REMAINING CORRECTIONS. To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: Yes El No U The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Kal Tumalieh at Esgil Corporation. Thank you. p EsGil Corporation In Partnership with Government for Building Safety DATE: 08/08/01 JURISDICTION: Carlsbad . . 0 PLAN REVIEWER U FILE PLAN CHECK NO.: 00-4083 SET: VI PROJECT ADDRESS: 3894. Garfield St. o ----c' PROJECT NAME: Two Units Duplex The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herëwith.have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted fora complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. LI The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the checklist has been sent to: Art Balourdas P.O. Box 936 Lakeside, CA 92040 F] 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: Art Balourdas Telephone #: (619) 572-6675 Date contacted: i(' (by: -1-5) Fax #: (619) 390-5894 MaiI,— Telephone Fa(" In Person LI REMARKS: By: Kal Tumalieh Enclosures: Esgil Corporation. fl GA F1 MB DEJ LIPC 08/3/01 trnsmtLdot 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 Carlsbad 00-4083 08/08/01 Please make all corrections on the original tracings, as requested in the correction list. Submit three sets of plans for commercial/industrial projects (two sets of plans for residential projects). For expeditious processing, corrected sets can be submitted, in one of two ways: Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602- 2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, and (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. NOTE: The item numbers listed below refer to the numbers from the previous list. These items have not been adequately addressed. The notes in bold at the end of each item are to emphasize the remaining problem. STRUCTURAL 33 Provide a copy of the project soil report prepared by a California licensed architect or civil engineer. The report shall include foundation design recommendations based on the engineer's findings and shall comply with UBC Section 1804. Provide a soil report per city requirements. The requested information was not submitted. Only the city building officer can waived this requirement. Please submit evidence that the city building department had waived this requirement for your project. Provide a foundation review letter from project engineer per soil report recommendation page 12. Item 25. The requested information was not submitted. Revise foundation note 6.A on sheet S-2. The minimum foundation depth is 18 inches per new soil report. The requested information was not submitted. Carlsbad 00-4083 08/08/01 CORRECTIONS BASED ON REVISED PLANS: I Roof framing has been changed for manufacturer roof truss drawings to conventional framing a) Please provide a complete roof framing plans show the orientation of all roof rafters. Please clarify the roof framing plans for units A and B. Please specify what A, B stand for. Revise the (2x8 & 2x10) at (24") o/c roof rafter per UBC Table (23-IV-R- 1). Actual span exceeds allowable. Show the size and orientation for all roof joists. For example for unit B. Please clarify the direction of all roof rafters. 2-Show rafter ties. Rafter ties shall be spaced not more than 4 feet on center and be just above the ceiling joists, where rafters and ceiling joists are not parallel. Section 2320.12.6. Provide detail and cross reference to framing plans. 3. Roof purlins must not be smaller than the rafters that they support must. Maximum span for 2x4 purlins is 4 feet, and 6 feet for 2x6 purlins. Supporting struts for purlins shall be not smaller than 2x4 with an unbraced length not to exceed 8' and not less than 45 degrees from the horizontal to bearing wall. (UBC Section 2320.12.7). Provide detail and cross reference to framing plans. B. Provide calculation for roof rafters, hip beams and ridge beams. Provide calculation for hip beams. Provide calculation for ceiling joist. Please include the point load due to reaction of roof hip beams. See new detail (3/S4). Revise or justify the allowable bending stress of used in design of roof hip beams and check beams deflection. Carlsbad 00-4083 08/08/01 To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If ther6 are other changes, please briefly describe them and where they are, located in the plans. Have changes been made to the plans.not resulting from this correction list? Please indicate: . YesU No U The jurisdiction has contracted with Esgil .Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number.of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Kai Tumalieh at Esgil Corporation. Thank you. 1? EsGil Corporation In Partnership with Government for Building Safety DATE: 07/25/01 0 CANT ZA§NRIVI JURISDICTION: Carlsbad 0EWER 0 FILE PLAN CHECK NO.: 00-4083 SET:V PROJECT ADDRESS GfltdS.— az Ya"- a'racb PROJECT NAME: : Two Units Duplex The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted hereWith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. fl The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: Art Balourdas P.O. Box 936 Lakeside, CA 92040 Lii 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: Art Balourdas Telephone #: (619) 572-6675 Date contacted: -7-2-(,14 (by:J-.') Fax #: (619) 390-5894 Mail Telephone Fax' In Person REMARKS: Only soil report was submitted for this plan check. The previous corrections not related to soil report still applicable and new corrections are added based on new soil report. By: Kal Tumalieh Enclosures: Esgil Corporation El GA El MB El EJ 0 PC 07/20/01 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 • 'San Diego, California 92123 • (858) 560-1468 6 Fax (858) 560-1576 Carlsbad 00-4083 07/25/01 Please make all corrections on the original tracings, as requested in the correction list. Submit three sets of plans for commercial/industrial projects (two sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602- 2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, and (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. NOTE: The item numbers listed below refer to the numbers from the previous list. These items have not been adequately addressed. The notes in bold at the end of each item are to emphasize the remaining problem. STRUCTURAL 33 Provide a copy of the project soil report prepared by a California licensed architect or civil engineer. The report shall include foundation design recommendations based on the engineer's findings and shall comply with UBC Section 1804. Provide a soil report per city requirements. The requested information was not submitted. Only the city building officer can waived this requirement. Please submit evidence that the city building department had waived this requirement for your project. Provide a foundation review letter from project engineer per soil report recommendation page 12. Item 25. Revise foundation note 6.A on sheet S-2. The minimum foundation depth is 18 inches per new soil report. 34. Provide calculations for main vertical and horizontal framing members and footings. Section 106.3.3. Floor beams and headers with span over 4 feet. C) Show how you will connect the 2-2x12 (specify nailing size and spacing) the requested information was not submitted. Carlsbad 00-4083 07/25/01 35. It appears that you are using conventional light frame construction (UBC Section 2320.11.3 and Table 23-IV-C-1). But the proposed building does not satisfy THE following requirement &Braced wall panels shall start at not more than 8' from each end of a braced wall line. For example for second floor At master bedroom for unit B, at master bath for unit A and first floor at east of living room for unit B, west of living room for unit A, And south of laundry room for unit A. Please revise to conform the above requirement or provide lateral design per UBC section 1630.2.The requested information was not submitted at following areas: At second floor unit A master bath. The requested information was not submitted. At west of first floor unit (B) entry structural plans show plywood-braced panel, while architectural show CMU wall. Please clarify! Please specify the height of CMU , provide design, reinforcement and applicable connection details on CMU to wood framing. Braced wall lines shall be in line or offset from each other by not more than 4 feet. Provide braced wall at east of second floor for unit A. 1. At second floor at north of stairway. Clearly specify on plans that second floor shear walls to be minimum 4 feet in length. 1. Many braced panels shown on structural drawings to be 4 feet in length. All second floor braced panels shown be 4 feet minimum the alternative method is not applicable for second floor braced panels. See roof plans for units A and B on sheet S4. . CORRECTIONS BASED ON REVISED PLANS: 1. Roof framing has been changed for manufacturer roof truss drawings to conventional framing a) Please provide a complete roof framing plans show the orientation of all roof rafters. Please clarify the roof framing plans for units A and B. Please specify what A, B stand for. Show the size and orientation for all roof joists. For example for unit B. 2. Show rafter ties. Rafter ties shall be spaced not more than 4 feet on center and be just above the ceiling joists, where rafters and ceiling joists are not parallel. Section 2320.12.6. Carlsbad 00-4083 07/25/01 3. Roof purlins must not be smaller than the rafters that they support must. Maximum span for 2x4 purlins is 4 feet, and 6 feet for 2x6 purlins. Supporting struts for purlins shall be not smaller than 2x4 with an unbraced length not to exceed 8' and not less than 45 degrees from the horizontal to bearing wall. (UBC Section 2320.12.7). b. Provide connection detail of roof rafters to roof ridge. 1. Ridges, hips, and valleys shall be at least one size larger than supported rafters shall. Section 2320.12.3. Specify the size of ridge beam. 3. In open beam construction, provide strap ties across the beams at the ridge support. Section 2303.8. C. Provide support detail of hip - ridge - valley intersections and cross-reference to framing plans. The requested information was not submitted. Provide calculation for roof rafters, hip beams and ridge beams. Provide calculation for hip beams. Roof covering has been changed, Please clarify note #5 on sheet 6. Please provide class "A" roof covering per city requirement. 1. Wood shakes and shingles are prohibited as a roof covering on all new structures and on all replacement roofs. To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: Yes El No U The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Kal Tuma!ieh at Esgil Corporation. Thank you. EsGil Corporation In Partnership with Government for Building Safety DATE: 03/02/01 D APPLICANT JURISDICTION: Carlsbad P1ftcNRlEWER U FILE PLAN CHECK NO.: 00-4083 SET: IV PROJECT ADDRESS: 3894 Garfield St. PROJECT NAME: Two Units Duplex The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. E The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. fl The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: Art Balourdas P.O. Box 936 Lakeside, CA 92040 Esgil Corporation staff did not advise the applicant that the plan check has been completed. D Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Art Balourdas Telephone #: (619) 572-6675 Date contacted: 3/2-1 (by: Fax #: (619) 390-5894 Mail,--Telephone Faxt- In Person REMARKS: By: Kal Tumalieh Enclosures: Esgil Corporation DGA DMB DEJ 171 PC 02/23/01 trnsmtLdot 9320 Chesapeake Drive, Suite 208 • San Diego; California 92123 • (858) 560-1468 • Fax (858) 560-1576 Carlsbad 00-4083 03/02/01 Please make all corrections on the original tracings, as requested in the correction list. Submit three sets of plans for commercial/industrial projects (two sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602- 2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. NOTE: The item numbers listed below refer to the numbers from the previous list. These items have not been adequately addressed. The notes in bold at the end of each item are to emphasize the remaining problem. STRUCTURAL 33 Provide a copy of the project soil report prepared by a California licensed architect or civil engineer. The report shall include foundation design recommendations based on the engineer's findings and shall comply with UBC Section 1804. Provide a soil report per city requirements. The requested information was not submitted. Only the city building officer can waived this requirement. Please submit evidence that the city building department had waived this requirement for your project. Provide calculations for main vertical and horizontal framing members and footings. Section 106.3.3. Floor beams and headers with span over 4 feet. C) Show how you will connect the 2-2x12 (specify nailing size and spacing) the requested information was not submitted. It appears that you are using conventional light frame construction (UBC Section 2320.11.3 and Table 23-IV-C-1). But the proposed building does not satisfy THE following requirement )..Braced wall panels shall start at not more than 8' from each end of a braced wall line. For example for second floor At master bedroom for unit B, at master bath for unit A and first floor at east of living room for unit B , west of living room for unit A, And south of laundry room for unit A. Please revise to conform the above requirement or provide lateral design per UBC section 1630.2.The requested information was not submitted at following areas: 1. At second floor unit A master bath. The requested information was not submitted. Carlsbad 00-4083 03/02/01 2. At west of first floor unit (B) entry structural plans show plywood braced panel, while architectural show CMU wall. Please clarify! Please specify the height of CMU , provide design , reinforcement and applicable connection details on CMU to wood framing. Braced wall lines shall be in line or offset from each other by not more than 4 feet. Provide braced wall at east of second floor for unit A. 1. At second floor at north of stairway. Clearly specify on plans that second floor shear walls to be minimum 4 feet in length. 1. Many braced panels shown on structural drawings to be 4 feet in length. All second floor braced panels shown be 4 feet minimum the alternative method is not applicable for second floor braced panels. See roof plans for units A and B on sheet S4. . CORRECTIONS BASED ON REVISED PLANS: 1. Roof framing has been changed for manufacturer roof truss drawings to conventional framing a. Please provide a complete roof framing plans show the orientation of all roof rafters. Please clarify the roof framing plans for units A and B. Please specify what A, B stand for. Show the size and orientation for all roof joists. For example for unit B. 2. Show rafter ties. Rafter ties shall be spaced not more than 4 feet on center and be just above the ceiling joists, where rafters and ceiling joists are not parallel. Section 2320.12.6. 4. Roof purlins must not be smaller than the rafters that they support. Maximum span for 2x4 purlins is 4 feet, and 6 feet for 2x6 purlins. Supporting struts for purlins shall be not smaller than 2x4 with an unbraced length not to exceed 8' and not less than 45 degrees from the horizontal to bearing wall. (UBC Section 2320.12.7). b. Provide connection detail of roof rafters to roof ridge. 1. Ridges, hips, and valleys shall be at least one size larger than supported rafters. Section 2320.12.3. Specify the size of ridge beam. 3. In open beam construction, provide strap ties across the beams at the ridge support. Section 2303.8. Carlsbad 00-4083 03/02/01 C. Provide support detail of hip - ridge - valley intersections and cross-reference to framing plans. The requested information was not submitted. Provide calculation for roof rafters, hip beams and ridge beams. Provide calculation for hip beams. Roof covering has been changed, Please clarify note #5 on sheet 6. Please provide class "A" roof covering per city requirement. 1. Wood shakes and shingles are prohibited as a roof covering on all new structures and on all replacement roofs. Please see attached SEAOC standard details. For reference. Please schedule an appointment with plan check to go over the plans. To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: Yes El No U The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Kal Tumalieh at Esgil Corporation. Thank you. II;t! CALIFORNIA STRUCTURAL ENGINEERS ASSOCIATION OF CALIFORNIA Guidelines for Wood Diaphragms and Shear Walls Te-/. (9'o) 27-3 6 Wwvv. SEA0C.0v'9 September, 1997 William B. Vaughn, Editor I Guidelines for Wood Diaphragms and Shear Wails by STRUCTURAL ENGINEERS ASSOCIATION OF NORTHERN CALIFORNIA STRUCTURAL ENGINEERS ASSOCIATION OF CALIFORNIA 555 University Avenue, Suite 126 Sacramento, CA 95825 916/427-3647 FAX 916/568-0677 E-mail: seaoc@aol.com Funded by STRUCTURAL ENGINEERS ASSOCIATION OF CALIFORNIA Developed by STRUCTURAL ENGINEERS ASSOCIATION OF NORTHERN CALIFORNIA Building Code Committee STRUCTURAL ENGINEERS ASSOCIATION OF CALIFORNIA Code Committee William B. Vaughn, Editor © 1997 Structural Engineers Association of California Structural Engineers Association of California (12, 7-01) [2x] SHAPED ,r6N JOIST SCHED TOP PLATES SPLICE PER SCHED Example Detail: JOISTS AT BEARING WALL Load Path: • In plane loads (top to bottom): Roof panel; nails (EN); blocking; FA connector; top plate; nails (EN); wall panel; Discussion: Double plate splices and straps to headers and collectors may be required to collect roof loads. The rafter seat cut (bird's mouth) should not be over cut. In critical bearing conditions specify a single cut (reciprocating saw) or bore a corner hole and carefully cut the seat. The wall panel is shown nailed to the upper top plate. If the rafter seat cut is close to the face of stud, the panel will be nailed to the lower upper top plate requiring additional nailing between the top plates (SN). The roof diaphragm nailing (EN) to the blocking is often missed and should be specifically checked during rough framing. If the blocking is not shaped, the nail strength (cantilever nails) is greatly reduced. Ventilation may be required which will reduce the available blocks to resist the lateral loads. Collectors (drags) will normally be required if the wall is not the full width of the roof diaphragm. Many residential roofs are very complex and broken into small roof planes. These elements must be tied • together to resolve shear, chord and collector forces. Historically, this has been poorly detailed and constructed. Wind uplift detailing is not included in this publication. • • • • s January 1, 1997 Seismic Detailing - Example Common Roof Details 7-1 Structural Engineers Association of California 0 (12, 7-02) 10 2xJRIM JOIST BNTOBLKC JOIST PER PLAN TOP PLATES [2x]BLKG [ONEJ BAY SPLICE PER SCHED @ E481 EN [3x]BLKG Example Detail: RIM JOIST AT SHEAR WALL Load Path: In plane loads (top to bottom): Roof panel; nails (EN); rim joist; nails (EN); wall panel; ... Discussion: The wall panel must be nailed to the top plate so that it will act as a chord and a collector. This chord nailing (EN) is often missed and should be specifically checked during rough framing. The cross blocking is required to resist out-of-plane loads, and to provide lateral support for the chord and top of the shear wall. - - - January 1, 1997 Seismic Detailing - Example Common Roof Details - Guidelines 1997 ILLUSTRATIONS of Definitions LOAD PATH EXAMPLE (SHEAR WAIL PERPENDICULAR TO FRAMING) NOTE: Not all possible configurations shown No performance prediction included ROOF DIAPHRAGM SHAPED BN ,—BLOCIONG ROOF RAFTER -GYP BOARD -STUD -SHEAR NAILING FLOOR DIAPHRAGM SOLE PLATE BN FN / LLI.,n 144UL.0 EDGE NAflG JOINT RY) EDGE V.FLOOR NAIIG - - BL1C TRANSFER CUP EDGE NAILING OR TOP PLATES SEE PREVIOUS 11 —TOP PLATES ILLUSTRATION FOR OTHER CONFIGURATIONS - BN— I SHEAR NAILING EDGE NAILING BN I FLOOR DIAPHRAGM FN BLOCKING (DRY) FLOOR JOISTS EDGE NAILING (DRY) iii 0 —SrLL PLATE A 4----,-STEMWALL OF FOUNDATION LOAD PATH EXAMPLE 0 '0_f Guidelines 1997 ILLUSTRATIONS of Definitions LOAD PATH EXAMPLE (SHEAR WALL PARALLEL TO FRAM]NG) NOTE: Not all possible configurations shown No performance prediction included EN STRAP ROOF DIAPHRAGM r / jENO JOINT BN I'- ERENI jr—' OR EN -, MAX SHEAR WAIL SHEATHING PANEL EDGE NAILING TOP PLATES - EDGE NAIL PANEL JOINT EDGE NAIL GAPA: e7 HEAR NAILING (SN) - " BN ::!--t EN OR EN EN TILL I NEL I MAX Dflt.L FRAMING CEILING JOISTS r--BLOCKING GYP. BOARD STUD —SHEAR NAILING (SN) FN BN FLOOR DIAPHRAGM EN GAP —!1...--. I EDGE NAILING—.... EN -'t1L4 I PANEL JOINT - EN 1 EDGE NAILING — EN EDGE NAIL PANEL JOINT EDGE NAIL FN SN EDGE NAIL __..: EDGE NAIL BLOCKING 3X * Ifl JOIST OR CLIP ALT. CLIP LOCATION EDGE NAIL (EN) ANCHOR BOLT -...i•. ANCHOR BOLT NOT SHOWN RIM JOIST (DRY) SN ---FLOOR JOISTS BLOCG (DRY) DBL TOP PLATES W/ CHORD LAP OR STRAP 2X OR SX* BLOCKING ON FLAT SN f FN FLOOR DIAPHRAGM I III • TO PREVENT SPLITTING IL'• • PLATE - RIM JOISTS (DRY) .."- FLOOR JOISTS A. • STEM WALL OF FOUNDATION LOAD PATH EXAMPLE 5 Structural Engineers Association of California (12, 8-03) SN - MISSES BLKG , I I L '*\~INCOMPLETE EN --AV— - INCOMPLETE LOAD PATH PER SCHED SHEAR SFER I SN FA PER SCHED FOR SHEAR TRANSFER ® COMPLETED LOAD PATH ® Example Detail: LOAD PATH - INTERIOR FLOOR FRAMING Load Path: Detail A, in plane loads (top to bottom): ...wall panel; nail (EN); sill plate; sill shear nail (SN); block; FA connector, top plate; nail (EN); wall panel; Detail B, in plane loads (top to bottom): Wall panel; nail (EN); upper sill plate; sill shear nail (SN); lower sill plate; sill shear nail (SN); block; FA connector, top plate; nail (EN); wall panel; Discussion: The sill shear nails (SN) missing the blocking below is a common problem. Where a double sill plate is used, as shown in detail B, the sill shear nailing of both the upper and lower plates is frequently missed. The penetration of the nail (SN) from the lower plate through the panel and into the blocking should be checked. Reduced nail values due to reduced penetration and for nails through panels should be considered. January 1, 1997 Seismic Detailing - Construction Quality Control 8-3 .. 11r" TSKEAR PANEL BLOCKING—' 3 MIN _:Jf TOP . \u / "'-TRANSFER wi 611, :c ii GREATER PIER HEIGHT N. / h 2K \ II f/Il .11 I H j SHEAR WALL HEIGHT M It u QPEITGD I ::'1 \ / II \O \JNTERNAR. CONT I II :(I L al --ji I.—] "JL OENSTUD - 3 MIN / ?AX EN I II I-I.l r IR ii ii ii r ( RANSFER PANEL II U4 ii ii ii II .. SHEAR q1P4 STRAP OVER PANEL . U U U I.. NT STUD— !CONT STUD w/ TRANSFER EN 3X OR 4X PA HE Fl OR C ER ,MIN 3OT Guidelines 1997 ILLUSTRATIONS of Definitions SHEAR WALL (Openings) NOTE: Not all possible configurations shown No performance prediction Included SHEAR WALL WIDTH ,—EN STUD AT JOINT ±'f (3X 17 REQ'D) II II /M II II ii ii i. FN— TB71\ V. FROM PANEL '141 ck WAY WALL SHEAR :1 kA \/ii xnw HOLE l'-4 X 9 .._ . '—EN SHEAR HEIGHT WALL MAQ(UM OPENING :1 Jf I L —EDGE NAILING: 1-4 W MINU Th AND BELOW (PtBmOjG SOLE PLATE E - EN 3X OR 4X BLOCKING-1'J,/ MINiMUM TO STRAP OVER AEL WITH EDGE NAILING L-__16'16' PANEL EDGE FROM IN STRAP, MINIMUM OPENING SMALL SHEAR WALL OPENINGS EXAMPLE PIER SHEAR WALL vTn~-- PANEL_ wrnm "—PANEL EN SHEAR WALL wi-rn OPENING AND PIERS EXAMPLE 15 Structural Engineers Association of California (12, 8-07) P BETWEEN BLKG ROOF SHEATHING COMPLETE SHAPED PER SCHED COMPLETED LOAD PATH Example Detail: LOAD PATH - ROOF JOISTS AT PITCHED ROOF Load Path: In plane loads (top to bottom): Roof panel; nail (BN); block; FA connector, upper top plate; nail (SN); lower top plate; nail (EN); wall panel; Discussion: The roof panel nailing (BN) is often missed. The starter board (lx sheathing exposed at the exterior) often extends over the perimeter blocking preventing the edge nailing of the roof panel. The block should be shaped to prevent a gap between the structural panel and the block which will greatly reduce the nail capacity. The FA connector or other appropriate shear transfer mechanism is often missed. Relying on toenails between the joists and double plates to transfer the lateral loads i s n o t recommended for new construction. January 1, 1997 Seismic Detailing - Construction Quality Control 87 Structural Engineers Association of California (12, 8-02) DMPLETE INCOMPLETE LOAD PATH k I EN KING LI COMPLETED LOAD PATH Example Detail: LOAD PATH - EXTERIOR FLOOR/ROOF FRAMING Load Path: Detail C, in plane loads (top to bottom): Floor/roof panel; nail (BN'); block; nail (SN); flat block; nail (SN); top plate; nail (EN); wall panel; Detail D, in plane loads (top to bottom): Floor/roof panel; nail (BN); block; nail (EN); wall panel;... Discussion: See the previous example for more discussion. In Detail C, the use of flat blocking with the transfer nailing (SN) is equivalent to the FA connector show in detail A in the previous example. In detail D the panel has been extended up to the blocking which eliminates the need for the block to double plate shear transfer. Extending the panel to the top of the block may cause some differential shrinkage problems between the panel and the block. In detail D the nail (EN) from the panel to the top plates is required for chord and possible collector reasons. January 1, 1997 Seismic Detailing - Construction Quality Control 84 Structural Engineers Association of California (12, 6-03) EN L,S11JDS PER PLAN SN PLATE BN\ EN [4 - 16d]@ JST LAP JOIST-/EN •1 [2x] BLKG W/ [FA]PER SCHED TOP PLATES SPLICE PER SCHED Example Detail: INTERIOR SHEAR WALL W/ BLOCKING Load Path: In plane loads (top to bottom): ...; wall panel; nails (EN); plate; shear nails (SN); blocking; FA connector, top plate; nails (EN); wall panel; Discussion: The face nailing and other ordinary nailing requirements are specified in the nailing schedule found in the GENERAL NOTES and in UBC Table 23-I-Q. The lapping of the floor joists creates a floor panel layout problem. The panel end joints will be staggered 1-1/2 inches with 2x lapped framing. Butting the joists and splicing with a 2x or panel scabs will eliminate this layout problem. If the floor panel is jointed over the vertical block the two rows of boundary nailing (BN) and the sill shear nailing (SN) may split the block. The sill shear nailing should be carefully checked. The panel boundary nailing (EN) is often missed since it can occur in the field of the panel. Typically the panel edges get edge nailing (EN) and the field gets field nailing (FN) and special boundary nailing (EN ) is often missed. The single row of boundary and collector nailing (BN) may not be sufficient for highly loaded diaphragms (shear demand on the BN is the sum of the shears in the two diaphragms). See the EXTERIOR SHEAR WALL WI BLOCKING detail for additional comments. January 1, 1997 Seismic Detailing - Example Common Floor Details 6-3 Structural Engineers Association of California (12, 6-04) STUDS PER PLAN PLATE SN i— [2xJBLKC © [j EN BN TO BLKG 19 JOIST-' EN - [2x]RIM JST W/[FAJ PER SCHED TOP PLATES SPLICE PER SCHED Example Detail: INTERIOR SHEAR WALL W/ RIM JOIST Load Path: In plane loads (top to bottom): ...; wall panel; nails (EN); plate; shear nails (SN); blocking; FA connector; top plate; nails (EN); wall-panel; Discussion: The floor panel boundary nailing (BN) is normally required for the full length of the wall plus the collector members. Consider a special detail to show the collector (drag) nailing, splicing and the connection of the collector to the shear wall. See the EXTERIOR SHEAR WALL WI BLOCKING detail for additional comments. January 1, 1997 Seismic Detailing - Example Common Floor Details 6-4 16d:.1@ JST LAP LKG W/ [FA] SCHED LATES : PER SCHED JO AZ Structural Engineers Association of California (12, 6-05) Example Detail: INTERIOR SHEAR WALL BELOW W/ BLOCKING Load Path: In plane loads (top to bottom): ...; floor panel; nails (BN); blocking; FA connector; top plate; nails (EN); wall panel; Discussion: The boundary nailing from the floor panel to the blocking is often missed by the nailer. Some engineers specify all special panel nailing on the framing plans or on special diaphragm nailing plans. The best way to insure proper nailing is to clearly specify the nailing, discuss the nailing requirements with the framer and then observe the project at the completion of rough framing. If the top plates are discontinuous, obtaining chord and collector continuity with this detail will be difficult. A collector beam or a continuous strap may be required at the ends of the shear wail to transfer the diaphragm forces into the wall. See the EXTERIOR SHEAR WALL WI BLOCKING detail for additional comments. January 1, 1997 Seismic Detailing - Example Common Floor Details 6-5 Structural Engineers Association of California (12, 6-06) 2x]BLKG @[48 TO BLKG JOIST JST WI SCHED PLATES PER SCHED Example Detail: INTERIOR SHEAR WALL BELOW WI RIM JOIST Load Path: In plane loads (top to bottom): ...; floor panel; nails (BN); blocking; FA. connector, top plate; nails (EN); wall panel; Discussion: The shear transfer can also be accomplished with toenails connecting the block to the double top plates. The maximum recommended shear for toenails (sometimes called slant nailing) is 150 pounds per lineal foot (SEAOC 1996 Blue Book). The use of toenails and slant nails to resist seismic loads is discouraged. From the 1996 SEAOC Blue Book- The shrinking of blocking or the close spacing of (toenails and slant) nails provides a weakened plane for splitting (creating a failure mechanism). The value of 150 pounds per lineal foot was selected based on the spacing of 8-penny nails at 6 inches on center and using the 1991 National Design Spec jficazions for nail values. Positive shear transfer connections by use offace nailing to perpendicular blocking or framing anchors is preferable. See detail in Chapter 8, INCOMPLETE LOAD PATH - EXTERIOR FLOOR/ROOF FRAMING for alternate complete load paths. See the EXTERIOR SHEAR WALL W/ BLOCKING detail for additional comments. January 1, 1997 Seismic Detailing - Example Common Floor Details 6-6 Structural Engineers Association of California (12, 6-07) [:>11 STUDS PER PLAN SN\ II I , -PLATE EN\t J" rJ0lST [2x]BU<G Example Detail: INTERIOR SHEAR WALL ABOVE Load Path: In plane loads (top to bottom): ...; wall panel; nails (EN); plate; shear nailing (SN); floor diaphragm; Discussion: Shear forces in walls that do not extend the full width of the diaphragm are distributed into the diaphragm through dissipating/collecting members such as collectors. To transfer loads from the wall into the diaphragm, a beam or other-dissipation/collection device can be placed under the wall. Short walls may have overturning and flexibility concerns due to deflection of the supporting floor. Columns below the ends of the wall will provide support and stiffness. The 1994 UBC Section 1628.7.2 requires the columns supporting discontinuous elements (vertical irregularity) have the column seismic forces increased by 3(Rw/8). Use care if a beam is used to support discontinuous shear wall. The UBC requires supporting steel and concrete beams to be ductile. Sawn timber and GLBs are not ductile. A reasonable overstrength design may be acceptable when a clear load path, redundancy and low force levels are involved. See the EXTERIOR SHEAR WALL WI BLOCKING detail for additional comments. January 1, 1997 Seismic Detailing - Example Common Floor Details 6-7 Structural Engineers Association of California (12, 6-01) STUDS PER PLAN PLATE SN [2x]BLKG / -N II EN_\\J '[FA]PER SCHED JOIST EN TOP PLATES SPLICE PER SCHED Example Detail: EXTERIOR SHEAR WALL W/ BLOCKING Load Path: In plane loads (top to bottom): ...; wall panel; nails (EN); plate; shear nails (SN); blocking; FA connector, top plate; nails (EN); wall panel; Discussion: A plate splice and straps at areas of discontinuity may be required. If the top plates are at 8 feet the panel will most likely be spliced at the plates and the FA connector or similar transfer device will be required. A FA flat connector, at the outside face of stud, will also transfer the loads from the block or rim joist to the double plates. The exterior panel can be extended past the blocking eliminating the need for the FA connectors. This can cause shrinkage problems between the panel and the blocking/joists. For 8 foot wall heights, lapping the panel over the blocking will require a panel joint and blocking above. Joist and block shrinkage may damage the exterior architectural finish. Specifying 16% moisture content (see the GENERAL NOTES) at time of installation is usually ignored by the supplier. A green 2x12 member will shrink 1/4 to 1/2 of an inch within one year of installation. See The preceding EXTERIOR SHEAR WALL WI BLOCKING for additional comments. January 1, 1997 Seismic Detailing - Example Common Floor Details 61 Structural Engineers Association of California (12, 6-02) STUDS PER PLAN PLATE SN ] BLKG @[48:j BN TO BLKG EN [2xJRLM JST W/[FA]PER SCHED TOP PLATES SPLICE PER SCHED Example Detail: EXTERIOR SHEAR WALL W/ RIM JOIST Load Path: In plane loads (top to bottom): ...; wall panel; nails (EN); plate; shear nails (SN); blocking; FA connector, top plate; nails (EN); wall panel; Discussion: The blocking perpendicular to the wall is required to stabilize the top of wail for out-of-plan loads and for in-plane shear wail support. The development of sub-diaphragms is sometimes necessary in light-frame construction. The floor diaphragm boundary nailing is required to transfer the diaphragm shears into the shear wail below. The UBC requires all supported edges of each panel to be nailed at a maximum of 6 inches on center. The vertical blocking is normally 2x for lighter transfer loads and 3x for higher loads. When close (SN) and (BN) nailing is required between the plate and the rim joist or blocking consider 3x or 4x blocks. Multiple FA connectors on a single 2x block may c r e a t e block splitting problems. The wider blocking may require the use of FA flat or other shear transfer methods due to geometry problems. The FA connectors are normally required along the full length of the diaphragm (shear walls plus collectors). Using the FA connector spacing found on the SHEAR WALL SCHEDULE will be conservative for walls that do not extend the full width of the diaphragm. See the preceding EXTERIOR SHEAR WALL W/ BLOCKING for additional comments. January 1, 1997 Seismic Detailing - Example Common Floor Details 6-2 Structural Engineers Association of California (16, 5-01) 2" MAX II { ,,- STUDS PER PLAN opt OZx PLATE, ...AB & rPLATE 1/2" © 3x E> WASHER] PER SCHED 1" 0 4x_ EN SLAB & BASE CURSE PER PLAN 6" MIN © EARTH Example Detail: EXTERIOR FOOTING Load Path: In plane loads (top to bottom): ...; wall panel; nails (EN); plate; anchor bolts; foundation; earth. Discussion: The open triangle/square indicates the nailing and the length of the shear wall specified on the plan. Footing reinforcement is based on the structural requirements, minimum reinforcement requirements and the geotechnical engineer's recommendations. The depth o f f o o t i n g below exterior grade and embedment into bearing material are based on the geotechnical repor t a n d a r e specified in the foundation section of the GENERAL NOTES. Machine bolts may be -substituted for the bent anchor bolts shown. The 1/2 inch minimum distance specified for the 3x plates from t h e c o n c r e t e t o bottom of the panel provides some moisture protection for the panel. The Northridge investi g a t i o n s revealed that many shear walls failed at the foundation plate line due to dry rot. See the INTER I O R FOOTING for additional discussion. January 1, 1997 Seismic Detailing- Example Common Foundation Details 5-1 Structural Engineers Association of California (16, 5-02) WALL & FTC STUDS PER PLAN 0" © 2x PLATE, AB [& PLATE 1/2" © 3x E> WASHER] PER SCHED 1" © /—SLAB & BASE COURSE EN PER PLAN v Example Detail: INTERIOR FOOTING Load Path: In plane loads (top to bottom): ...; wall panel; nails (EN); plate; anchor bolts; foundation; earth. Discussion: The slab and foundation are shown cast monolithically. A two pour placement of concrete allows other trades to get their embeds and underground utilities in place at a later date and with more accuracy. Additional vertical tie reinforcement may be required in two pour foundations. Conflicts can occur where plumbing is required to come up in the center of the wall. Two bars top and bottom, instead on one, may alleviate the conflict See TYPICAL PLATE ANCHOR BOLTS for a discussion about anchor bolt placement. January 1, 1997 - Seismic Detailing - Example Common Foundation Details 5-2 JOIST PEF w/['UJH SHAPED PER PLAN Structural Engineers Association of California (12, 7-06) PER PLAN Example Detail: TIE AT RIDGE BEAM Load Path: Tension tie loads (left to right): ..; joist; nails (strap nailing); strap; nails (strap nailing); joist; Discussion: Connector capacities are generally based on the connector being directly attached to the timber framing. Connectors directly below composition shingles will heat up in hot weather and reduce the life of the roofing. Large compression forces in the joist may require joist hold down straps and possible compression stabilization of the unbraced compression element. January 1, 1997 Seismic Detailing - Example Common Roof Details 7-6 I:! EsGil Corporation In Partnership with Government for Building Safety DATE: 02/13/01 JURISDICTION: Carlsbad PLAN CHECK NO.: 00-4083 PROJECT ADDRESS: 3894 Garfield St. PROJECT NAME: Two Unit Duplex SET: III O ICANT fRIS. O PLAN REVIEWER O FILE LI The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. LI The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: Art Balourdas P.O. Box 936 Lakeside, CA 92040 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: Art Balourdas Telephone #: (619) 572-6675 Date contacted: .2J ,/o, (by: P, ) Fax #: (619) 390-5894 Mail 'relephone c..- Fax '—lf(Person LI REMARKS: By: Kal Tumalieh Enclosures: Esgil Corporation [:1 GA [:1 MB EEJ F-1 PC 02/07/01 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 Carlsbad 00-4083 02/13/01 Please make all corrections on the original tracings, as requested in the correction list. Submit three sets of plans for commercial/industrial projects (two sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602- 2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858)560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. NOTE: The item numbers listed below refer to the numbers from the previous list. These items have not been adequately addressed. The notes in bold at the end of each item are to emphasize the remaining problem. . ENERGY CONSERVATION 30 The regulations require a properly completed and properly signed Form CF-1 R to be either imprinted on the plans, taped to the plans or "sticky backed" on the plans, to allow the building inspector to readily compare the actual construction with the requirements of the approved energy design. The requested information was not submitted. 31 Specify on the building plans all of the mandatory energy conservation requirements as listed on the enclosure titled, "Mandatory Measures Checklist". The requested information was not submitted. STRUCTURAL 33 Provide a copy of the project soil report prepared by a California licensed architect or civil engineer. The report shall include foundation design recommendations based on the engineer's findings and shall comply with UBC Section 1804. Provide a soil report per city requirements. The requested information was not submitted. Only the city building officer can waived this requirement. Please submit evidence that the city building department had waived this requirement for your project. lk Carlsbad 00-4083 02/13/01 34. Provide calculations for main vertical and horizontal framing members and footings. Section 106.3.3. Floor beams and headers with span over 4 feet. Show location of floor beams Fb-4 and Fb-5 on framing plans. Revise the span used in design of floor joist over garage use span of 21ft. instead of 19 ft. (worst case). Show how you will connect the 2-2x12 (specify nailing size and spacing) 35. Provide calculation for floor joist (TJI) for worst case. Floor joists had been change from TJls to saw lumber. Please provide calculation for new floor joist. 36. It appears that you are using conventional light frame construction (UBC Section 2320.11.3 and Table 23-IV-C-1). But the proposed building does not satisfy THE following requirement l.Braced wall panels shall start at not more than 8' from each end of a braced wall line. For example for second floor At master bedroom for unit B, at master bath for unit A and first floor at east of living room for unit B , west of living room for unit A, And south of laundry room for unit A. Please revise to conform the above requirement or provide lateral design per UBC section 1630.2.The requested information was not submitted at following areas: At second floor unit A master bath and first floor unit A west of living room. At west of first floor unit (B) entry structural plans show plywood braced panel, while architectural show CMU wall. Please clarify! Please specify the height of CMU , provide design , reinforcement and applicable connection details on CMU to wood framing. Braced wall lines shall be in line or offset from each other by not more than 4 feet. Provide braced wall at east of second floor for unit A. 1. At second floor at north of stairway. Clearly specify on plans that second floor shear walls to be minimum 4 feet in length. 1. Many braced panels shown on structural drawings to be 4 feet in length ,but architectural plans show less than that for example at first floor at South-East of living room and at North - West corner of dinning room for unit (B), at unit (A) at west of living room and south of laundry room. Shear wall lengths shown on the structural drawings do agree with architectural plans. Please coordinate between structural and architectural plans. Carlsbad 00-4083 02/13/01 . CORRECTIONS BASED ON REVISED PLANS: 1. Roof framing has been changed for manufacturer roof truss drawings to conventional framing Please provide a complete roof framing plans show the orientation of all roof rafters. Provide connection detail of roof rafters to roof ridge. Provide support detail of hip - ridge - valley intersections and cross- reference to framing plans. Show the required ceiling joists size , spacing, orientation and connection for ceiling joists to roof rafters for all rooms. Provide calculation for roof rafters, hip beams and ridge beams. 2. Roof covering has been changed, Please clarify note #5 on sheet 6. Please provide class "A" roof covering per city requirement. 3. Project engineer of record to thoroughly review structural plans and coordinate between structural and architectural drawings. 4. Project architect specify all changes been made to the plans. To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: Yes U No U The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Kai Tumalieh at Esgil Corporation. Thank you. EsGil Corporation In Partnership with Government for Building Safety DATE: 01/03/01 APPLICANT JURISDICTION: Carlsbad U PLAN REVIEWER 0 FILE PLAN CHECK NO.: 00-4083 SET: II PROJECT ADDRESS: 3894 Garfield St. PROJECT NAME: Two Units Duplex The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: Art Balourdas P.O. Box 936 Lakeside, CA 92040 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: Art Balourdas Telephone #: (619) 572-6675 Date contacted: I f.i io' (by: 4i) Fax #: (619) 390-5894 Maift...-'(eIephone Fax" In Person LII REMARKS: By: Kal Tumalieh Enclosures: Esgil Corporation [I GA [I MB DEJ opc 12/28/00 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 4 (858) 560-1468 4 Fax (858) 560-1576 Carlsbad 00-4083 01/03/01 Please make all corrections on the original tracings, as requested in the correction list. Submit three sets of plans for commercial/industrial projects (two sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602- 2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. Bring one corrected setof plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. NOTE: The item numbers listed below refer to the numbers from the previous list. These items have not been adequately addressed. The notes in bold at the end of each item are to emphasize the remaining problem. Garage requires one-hour fire protection on the garage ceiling common to the dwelling. Table 3-B, Section 302.4.a) . Provide 2 layers of 1/2" of type "X" Gyp. Boards for TJI floor joists, per ICBO approval (NER 200) for TJI. . ENERGY CONSERVATION 30 The regulations require a properly completed and properly signed Form CF-1 R to be either imprinted on the plans, taped to the plans or "sticky backed" on the plans, to allow the building inspector to readily compare the actual construction with the requirements of the approved energy design. The requested information was not submitted. 31 Specify on the building plans all of the mandatory energy conservation requirements as listed on the enclosure titled, "Mandatory Measures Checklist". The requested information was not submitted. STRUCTURAL 33 Provide a copy of the project soil report prepared by a California licensed architect or civil engineer. The report shall include foundation design recommendations based on the engineer's findings and shall comply with UBC Section 1804. Provide a soil report per city requirements. op Carlsbad 00-4083 01/03/01 Note: the structural calculation was not submitted. Therefore; the structural portion will not be checked at this time. Please submit a complete two sets of structural calculation. Additional corrections may follow. Provide truss details and truss calculations for this project. Specify truss identification numbers on the plans. 2 Show clearance between top plate of interior partitions and bottom chord of trusses. (To ensure nonbearing condition between supports as designed). 3 Per UBC Section 2321.4, provide the following note on the plans if trusses are used: "Each truss shall be legibly branded, marked or otherwise have permanently affixed thereto the following information located within 2 feet of the center of the span on the face of the bottom chord: Identity of the company manufacturing the truss. The design load. The spacing of the trusses." 4 Provide calculations for main vertical and horizontal framing members and footings. Section 106.3.3. Floor beams and headers with span over 4 feet. 5 Provide calculation for floor joist (TJl) for worst case. 6 Specify the required TJI hangers on framing plans. 7 Detail all post-to-beam and post-to-footing connections and reference the detail to the plan. Section 2314. 8 Provide calculations for lateral loads, shear panels, shear transfer and related. Section 106.3.3. 9 Provide hold-down connection for all conditions and cross reference to framing plans: Hold-down connection from wall above to wall below. Hold-down connection from wall above to beam below. 10 Detail shear transfer connections floor diaphragms, to shear walls. Section 2315: Where floor joist (TJI) parallel to exterior shear wall. (Show the required nailing to transfer the shear). Where floor joist (TJI) perpendicular to exterior shear wall. Where floor joist (TJI) parallel to anterior shear wall. Where floor joist (TJI) perpendicular to interior shear wall. 'p Carlsbad 00-4083 01/03/01 11 It appears that you are using conventional light frame construction (UBC Section 2320.11.3 and Table 23-IV-C-1). But the proposed building does not satisfy THE following requirement ALBraced wall panels shall start at not more than 8' from each end of a braced wall line. For example for second floor At master bedroom for unit B, at master bath for unit A and first floor at east of living room for unit B, west of living room for unit A, And south of laundry room for unit A. Please revise to conform the above requirement or provide lateral design per UBC section 1630.2. Braced wall lines shall be in line or offset from each other by not more than 4 feet. Provide braced wall at east of second floor for unit A. In all Seismic Zones, braced wall panels in one story structures (or the top story of a two or three story building) shall be installed at each end and not more than 25' on center along the length of the braced wall line. Provide braced wall along north wall at first floor. Interior braced wall panels shall extend to the roof or floor diaphragm level. Provide connection detail. Clearly specify on plans that second floor shear walls to be minimum 4 feet in length. To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: YesU No U The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Kal Tumalieh at Esgil Corporation. Thank you. I ** REVISED 11/20/00 EsGil Corporation In Partnership with Government for Building Safety DATE: 11/17/00 U aREVIEWER NT JURISDICTION: Carlsbad U FILE PLAN CHECK NO.: 00-4083 SET: I PROJECT ADDRESS: 3894 Garfield St. PROJECT NAME: Two units Duplex The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. E The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: John Zathas 6384 Lourdes Terrace, San Diego, Ca 92120 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 Zathas (v'-'i') Telephone #: (619) 561-1061 Date contacted: I l/Z.o,'OO (by: Fax #: Mail ..Iephone .- Fax In Person LII REMARKS: By: Kal Tumalieh Enclosures: Esgil Corporation 0 GA 0 MB 0 EJ LI PC 11/07/00 tmsmtl.dot 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 Carlsbad 00-4083 11/17/00 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK NO.: 00-4083 PROJECT ADDRESS: 3894 Garfield St. FLOOR AREA: Unit A (Dwelling 1944) Garage (487), Unit B( Dwelling 1777 Garage (503) REMARKS: DATE PLANS RECEIVED BY JURISDICTION: DATE INITIAL PLAN REVIEW COMPLETED: 11/17/00 JURISDICTION: Carlsbad STORIES: Two HEIGHT: 27 Ft. (App. per UBC) DATE PLANS RECEIVED BY ESGIL CORPORATION: 11/07/00 PLAN REVIEWER: Kal Tumalieh FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review is based on regulations enforced by the Building Department. YoL1 may have other corrections based on laws and ordinance by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. Present California law mandates that residential construction comply with the 1998 edition of the California Building Code (Title 24), which adopts the following model codes: 1997 UBC, 1997 UPC, 1997 UMC and 1996 NEC (all effective 7/1/99). The above regulations apply to residential construction, regardless of the code editions adopted by ordinance. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 106.4.3, 1997 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet number, specification section, etc. Be sure to enclose the marked up list when you submit the revised plans. Carlsbad 00-4083 11/17/00 Please make all corrections on the original tracings, as requested in the correction list. Submit three sets of plans for commercial/industrial projects (two sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602- 2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. All sheets of plans must be signed by the person responsible for their preparation. (California Business and Professions Code). Plans, specifications and calculations shall be signed and sealed by the California state licensed engineer or architect responsible for their preparation, for plans deviating from conventional wood frame construction. Specify expiration date of license. (California Business and Professions Code). Provide a statement on the Title Sheet of the plans stating that this project shall comply with the 1998 edition of the California Building Code (Title 24), which adopts the 1997 UBC, UMC and UPC and the 1996 NEC. Sleeping rooms shall have a window or exterior door for emergency escape. Sill height shall not exceed 44" above the floor. Windows must have an openable area of at least 5.7 square feet with the minimum openable width 20" and the minimum openable height 24". The emergency door or window shall be openable from the inside to provide a full, clear opening without the use of separate tools. Section 310.4. For example at bedroom # 2 in both units. Please specify the type, openable area and height of window (x). Openable window area in habitable rooms must be 1/20 of the floor area and a minimum of 5 square feet. In bathrooms and water closet compartments, 1/20 of area is required and minimum is 1.5 sq. ft. Section 1203.3. For example for bedroom # 2 in both units. Carlsbad 00-4083 11/17/00 6. Glazing in the following locations should be of safety glazing material in accordance with Section 2406.4: Fixed and sliding panels of sliding door assemblies and panels in swinging. doors other than wardrobe doors. Doors and enclosures for bathtubs and showers and in any portion of a building wall enclosing these compartments where the bottom exposed edge of the glazing is less than 60 inches above a standing surface and drain inlet. Windows Q & P. Fixed or operable panels adjacent to a door where the nearest exposed edge of the glazing is within a 24-inch arc of either vertical edge of the door in a closed position and where the bottom exposed edge of the glazing is less than 60 inches above the walking surface. Windows A., B & G. 7. Walls and floors separating units in a duplex shall be of one-hour fire resistive construction. Provide details of the'assemblies. Section 310.2.2. Cross reference details shown on sheet A 9 to plans. 8. Provide a note on the plans stating: "Penetrations of fire-resistive walls, floor-- ceilings and roof-ceilings shall be protected as required in UBC Sections 709 and 710." 9. Cross reference detail (9/Ad2) to plans. 10. Handrails (Section 1003.3.3.6): a) The handgrip portion of all handrails shall be not less than 1-1/4 inches nor more than 2 inches in cross-sectional dimension. Handrails projecting from walls shall have at least 1-1/2 inches between the wall and the handrail. 11. Provide details of winding stairway complying with Section 1003.3.3.8.2: Minimum tread is 6 inches at any point and minimum 9 inches at a point 12 inches from where the treads are narrowest. Maximum rise is 8 inches. 12. The walls and soffits of the enclosed usable space under interior stairs shall be protected on the enclosed side as required for one hour fire-resistive construction. Section 1003.3.3.9. At storage. 13. Specify on the plans the following information for the roof materials, per Section 106.3.3: Product name/number. ICBO approval number, or equal. For tile roof. 14. Specify roof slope. Carlsbad 00-4083 11/17/00 15. Show the required ventilation for attics (or enclosed rafter spaces formed where ceilings are applied directly to the underside of roof rafters). The minimum vent area is 1/150 of attic area (or 1/300 of attic area if at least 50% of the required vent is at least 3 feet above eave vents or cornice vents). Show area required and area provided. Section 1505.3. 16. Note on the plans: "Attic ventilation openings shall be covered with corrosion-resistant metal mesh with mesh openings of 1/4-inch in dimension." Section 1505.3. 17. Garage requires one-hour fire protection on the garage side of walls and ceiling common to the dwelling. Table 3-13, Section 302.4. 18. All elements supporting floor above garage, including walls/beams/columns supporting floor joists, must have one-hour fire-resistive protection. on the garage side. Section 302.2. 19. Show a self-closing door, either 1-3/8" solid core or a listed 20 minute assembly, for openings between garage and dwelling. Section 302.4. Door 10. . MECHANICAL (UNIFORM MECHANICAL CODE) 20. Show the location, type and size (BTU's) of all heating and cooling appliances or systems. Show location of FAU units on plans. Additional corrections may follow. 21. Provide an 18" raised platform for any FAU, water heater, or other device in the garage which may generate a flame or spark. UMC Section 303.1.3, UPC Section 510.1. 22. Show an access opening to the equipment in attics to large enough to remove the largest piece of equipment by not less that 30" x 22". UMC 307.3.1. 23. Specify on the plans the following information for the fireplace(s), per Section 106.3.3: Manufacturer's name. Model name/number. ICBO approval number, or equal. Show height of chimney above roof per I.C.B.O. approval or UBC Table 31-B. Note on the plans that approved spark arrestors shall be installed on all chimneys. UBC, Section 3102.3.8. 24. Provide dryer vent to outside. The maximum length is 14 feet with two 90-degree elbows. UMC, Section 504.3.2. Carlsbad 00-4083 11/17/00 . ELECTRICAL (NATIONAL ELECTRICAL CODE) Show on the plan the amperage of the electrical service, the location of the service panel and the location of any sub-panels. If service is over 200 amps, submit single line diagram, panel schedule and load calculations. Show on the plan that ground-fault circuit-interrupter protection complies with NEC Art. 210-8, which reads as follows: All 125-volt, single-phase, 15- and 20- ampere receptacles installed in bathrooms, garages, outdoors, and kitchen counters. . PLUMBING (UNIFORM PLUMBING CODE) Show water heater size, type and location on plans. UPC, Section 501.0. In the garage, provide an adequate barrier to protect water heater from vehicle damage. An 18" platform forthe water heater does not satisfy this requirement. UPC, Section 510.3. . NOISE INSULATION (DUPLEXES) Show details of duplex common (party) walls assemblies to achieve a Sound Transmission Class (STC) rating in walls of 50 decibels . Title 24. Cross reference details shown on sheet A9 to plans. . ENERGY CONSERVATION The regulations require a properly completed and properly signed Form CF-1 R to be either imprinted on the plans, taped to the plans or "sticky backed" on the plans, to allow the building inspector to readily compare the actual construction with the requirements of the approved energy design. Specify on the building plans all of the mandatory energy conservation requirements as listed on the enclosure titled, "Mandatory Measures Checklist". Provide a note on the plans stating "All new glazing (fenestrations) will be installed with a certifying label attached, showing the U-value." STRUCTURAL Note: the structural calculation was not submitted. Therefore; the structural portion will not be checked at this time. Please submit a complete two sets of structural calculation. Additional corrections may follow. Carlsbad 00-4083 11/17/00 34. Provide a copy of the project soil report prepared by a California licensed architect or civil engineer. The report shall include foundation design recommendations based on the engineer's findings and shall comply with UBC Section 1804. ** CITY OF CARLSBAD SPECIAL REQUIREMENTS: Nails for shear transfer connection (using A35's, etc.) may not be driven parallel to the flanges of TJI's (i.e., along the sides), per city policy, unless specific written approval from Trus-Joist Macmillan is first obtained. Details or notes on the plans should make this clear. Nails may be driven perpendicular to TJl flanges. Condominium units, either R-1 or postage stamp R-3's, less than 1,000 sq. ft. must have minimum 60 amp service and those over 1,000 sq. ft. must have minimum 100 amp service (City Policy 83-33). Roof coverings, other than wood shakes and shingles, shall be Class A. Note "two 3/4" copper pipes must be installed to the most convenient future solar panel location when the water heater is not in a one story garage and is not directly below the most south facing roof. (City Ordinance No. 8093). 5. All piping for present or future solar water heating must be insulated when in areas that are not heated or cooled by mechanical means (City Policy). if To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: YesU No U The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Kal Tumalieh at Esgil Corporation. Thank you. Carlsbad 00-4083 11117/00 VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK NO.: 00-4083 PREPARED BY: Kal Tumalieh DATE: 11/17/00 BUILDING ADDRESS:' 3894 Garfield St. BUILDING OCCUPANCY: R-3/ U-i TYPE OF CONSTRUCTION: VN BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) Unit A Dwelling 1944 City Est. ' 327,892 327,892 Garage 487 Dwelling 1777 Garage 503 Air Conditioning Fire Sprinklers _ TOTAL VALUE 327,892 I Jurisdiction Code Icb 113y Ordinance Bldg. Permit Fee by Ordinance Vi Plan Check Fee by Ordinance Type of Review: El Complete Review Ej Repetitive Fee LilOther v Repeats LII Hourly Esgil Plan Review Fee I 1,419.081 I 922.401 E Structural Only I 737.921 Comments: Sheet 1 of I macvalue.doc y: CAiP( _ Cit y of Car l sb a if i-uouuc vvoric - rugur.eririg BUI LDING PLANCHECKiCHECKLIST DATE: BUILDING ADDRESS: ell PROJECT DESCRIPTION: ASSESSOR'S PARCEL NUMBER: s1i4Ie ENGINEERING APPROVAL The item you have submitted for review has been approved. The approval is based on plans, information and/or specifications provided in your submittal; therefore any changes to these items after this date, including field modifications, must be reviewed by this office to insure continued conformance with applicable codes. Please review carefully all comments attached, as failure to comply with instructions in this report can result in suspension of permit to build. DEPARTMENT DENIAL Please se the attached report of deficiencies marked th 0. ake necessary corrections to plans or sp cifica ns for compliance with applicable codes standards.. Submit corrected plans and/or specifications to this i for review. _ IA Right-of-Way permit is required prior to construction of the following improvements: Date: ( / Date: Date: FOR OFFICIAL USE ONLY ii"-NGINEE ING AUTHORIZATION TO ISSUE BUILDING PERMIT: / By: ft Date: ka 0 I ATTACHMENTS El Dedication Application El Dedication Checklist El Improvement Application El Improvement Checklist El Future Improvement Agreement El Grading Permit Application El Grading Submittal Checklist El Right-of-Way Permit Application ENGINEERING DEPT. CONTACT PERSON Name: KATHLEEN M. FARMER City of Carlsbad Address: 1635 Faraday Avenue, Carlsbad, CA 92008 Phone: (760) 602-2741 CFD INFORMATION Parcel Map No: Lots: Recordation: El Right-of-Way Permit Submittal Checklist Carlsbad Tract: and Information Sheet El Sewer Fee Information Sheet A-4 CA 9200-7314 • (760) 602-2720 • FAX (760) 60282 BUILDING PLANCHECK CHECKLIST SITE PLAN 1ST 2 ND 3RD 1. Provide a fully dimensioned site plan drawn to scale. Show: North Arrow Bxisting & Proposed Structures C. Existing Street Improvements ----Property Lines E. Easements ,Fht-of-Way Width & Adjacent Streets j3.—Driveway widths -+t Existing or proposed sewer lateral ._-I Existing or proposed water service J—Existing or proposed irrigation service 2. Show on site plan: A. Drainage Patterns Building pad surface drainage must maintain a minimum slope of one percent towards an adjoining street or an approved drainage course. ADD THE FOLLOWING NOTE: "Finish grade will provide a minimum positive drainage of 2% to swale 5' away from building." B. Existing & Proposed Slopes and Topography C. Size, type, location, alignment of existing or proposed sewer and water service (s) that serves the project. Each unit requires a separate service, however, second dwelling units and apartment complexes are an exception. D. Sewer and water laterals should not be located within proposed driveways, per standards. U U 3. Include on title sheet: Site address Assessor's Parcel Number C. Legal Description For commercial/industrial buildings and tenant improvement projects, include: total building square footage with the square footage for each different use, existing sewer permits showing square footage of different uses (manufacturing, warehouse, office, etc.) previously approved. EXISTING PERMIT NUMBER DESCRIPTION tW0RD00CS4X.Sr,BuiJd11O PIaiedc dust Form (Gene1c).doc 2 ReV. 7/14/00 7I I BUILDING PLANCHECK CHECKLIST 1ST 2N0 3 rd DISCRETIONARY APPROVAL COMPLIANCE D 4a. Project does not comply with the following Enineering Conditions of approval for Project No.( O6tu9-r '/S ø 22' 0 4b. All conditions are in compliance. Date: DEDICATION REQUIREMENTS O 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 1/2" x 11" plat map and submit with a title report. All easement documents must be approved and signed by owner(s) prior to issuance of Building Permit. Attached please find an application form and submittal checklist for the dedication process. Submit the completed application form with the required checklist items and fees to the Engineering Department in person. Applications will not be. accept by mail or fax. Dedication completed by: Date: IMPROVEMENT REQUIREMENTS 6a. All needed public improvements upon and adjacent to the building site must be constructed at time of building construction whenever the value of the construction exceeds $75,000, pursuant to Carlsbad Municipal Code Section 18.40.040. Public improvements required as follows: ached 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 Planthedc Cldst Form (RIDDLE- HARVEY 7-12-00).dOc 3 Rev. 12126196 BUILDING PLANCHECK CHECKLIST 1ST 2ND 3rd checklist must be submitted in person. Applications by mail or fax are not accepted. Improvement plans must be approved, appropriate securities posted and fees paid prior to issuance of building permit. Improvement Plans signed by: Date: D 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 $280 so we may prepare the necessary Neighborhood Improvement Agreement. This agreement must be signed, notarized and approved by the City prior to issuance of a Building permit. Neighborhood Improvement Agreement will include the following: 0 0 0 6c. Enclosed please find your Neighborhood Improvement Agreement. Please return agreement signed and notarized to the Engineering Department. Neighborhood Improvement Agreement completed by: Date: 0 0 0 6d. No Public Improvements required. SPECIAL NOTE: Damaged or defective improvements found adiacent to building site must be repaired to the satisfaction of the City Inspector prior to occupancy. GRADING PERMIT REQUIREMENTS The conditions that invoke the need for a grading permit are found in Section 11.06.030 of the Municipal Code. 0 fl 0 7a. Inadequate information' available on Site Plan to make a determination on grading requirements. Include accurate grading quantities (cut, fill import, export). ,. 1I1I 0 0 7b. Grading Permit required. A separate grading plan prepared by a registered Civil Engineer must be submitted together with the completed application form attached. NOTE: The Grading Permit must be issued and rough grading aiproval obtained prior to issuance of a Building Permit. Grading Inspector sign off by: Date: IIS{Y' 0 0 7c. Graded Pad Certification required. (Note: Pad certification may be required even N if a grading permit is not required.) T H:WORD\DOCS\CHKl.SVBUiIdifl9 Planchedi Cjclst Form (RIDDLE - HARVEY 7-12-00).doc 4 Rev. 9128100 BUILDING PLANCHECK CHECKLIST 1ST 2ND 3RD 0 0 n 7d .No Grading Permit* required. I 7e. If grading is not required, write "No Grading" on plot plan. MISCELLANEOUS PERMITS 91 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. 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 0 10. NPDES PERMIT Complies with the City's requirements of the National Pollutant Discharge Elimination System (NPDES) permit. The applicant shall provide best management practices to reduce surface pollutants to an acceptable level prior to discharge to sensitive areas. Plans for such improvements shall be approved by the City Engineer prior to issuance of grading or building permit, whichever occurs first. 0 11. 'ired fee's are attached 0 No fees required WATER METER REVIEW 0 0 fl 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. Planthedi CkIt Form (Genedc) dcc 5 Rev. 1114100 BUILDING PLANCHECK CHECKLIST ST 2ND 3RD If owner/developer proposes a size other than the "standard", then owner/developer must provide potable water demand calculations, which include total fixture counts and maximum water demand in gallons per minute (gpm). A typical fixture count and water demand worksheet is attached. Once the gpm is provided, check against the "meter sizing schedule" to verify the anticipated meter size for the unit. Maximum service and meter size is a 2" service with a 2" meter. If a developer is proposing a meter greater than 2", suggest the installation of multiple 2" services as needed to provide the anticipated demand. (manifolds are considered on case by case basis to limit multiple trenching into the street). 0 12b. Irrigation Use (where recycled water is not available) All irrigation meters must be sized via irrigation calculations (in gpm) prior to approval. The developer must provide these calculations. Please follow these guidelines: If the project is a newer development (newer than 1998), check the recent improvement plans and observe if the new irrigation service is reflected on the improvement sheets. If so, at the water meter station, the demand in gpm may be listed there. Irrigation services are listed with a circled "I", and potable water is typically a circled "W". The irrigation service should look like: ..J STA 1+00 Install 2" service and 1.5: meter (estimated 100 gpm) If the improvement plans do not list the irrigation meter and the service/meter will be installed via another instrument such as the building plans or grading plans (wl a right of way permit of course), then the applicant must provide irrigation calculations for estimated worst-case irrigation demand (largest zone with the farthest reach). Typically, Larry Black has already reviewed this if landscape plans have been prepared, but the applicant must provide the calculations to you for your use. Once you have received a good example of irrigation calculations, keep a set for your reference. In general the calculations will include: Hydraulic grade line Elevation at point of connection (POC) Pressure at POC in pounds per square inch (PSI) Worse case zone (largest, farthest away from valve Total Sprinkler heads listed (with gpm use per head) Include a 10% residual pressure at point of connection 3. In general, all major sloped areas of a subdivision/project are to be irrigated via separate irrigation meters (unless the project is only SF0 with no HOA). As long as the project is located within the City recycled water H:W0RD\D0CS'CHX$flBIdk1O ftdxtea Cltht Form (Generl,).doc 6 Rev. 1114100 () 1ST 2ND 3RD BUILDING PLANCHECK CHECKLIST service boundary, the City intends on switching these irrigation services/meters to a new recycled water line in the future. DDE 12c. Irrigation Use (where recycled water is available) Recycled water meters are sized the same as the irrigation meter above. If a project fronts a street with recycled water, then they should be connecting to this line to irrigate slopes within the development. For subdivisions, this should have been identified, and implemented on the improvement plans. Installing recycled water meters is a benefit for the applicant since they are exempt from paying the San Diego County Water Capacity fees. However, if they front a street which the recycled water is there, but is not live (sometimes they are charged with potable water until recycled water is available), then the applicant must pay the San Diego Water Capacity Charge. If within three years, the recycled water line is charged with recycled water by CMWD, then the applicant can apply for a refund to the San Diego County Water Authority (SDCWA) for a refund. However, let the applicant know that we cannot guarantee the refund, and they must deal with the SDCWA for this. FORIMIUM 13. Additional Comments: H' %WORD=CSCMKLSrBu9dhV Planthedc 0,1st Fomi (Geneflc).doc 7 Rev. 7114100 It /VW' ENGINEERING DEPARTMENT FEE CALCULATION WORKSHEET I O Estimate based on unconfirmed information from applicant. O Calculation based on building plancheck plan submittal. Address: (?,2A. _J2Lt. Bldg. Permit No. 11g3 Prepared by: 16.1,11 Date: izJi/o-i Checked by: Date: EDU CALCULATIPJJS: List types and square footages for all uses - Types of Use: (yXA) Sq. Ft./Units: EDU's: Types of Use: Sq. Ft./Units: EDU's: ADT CALCULATION List types and square footages for all uses. Types of Use: C) Sq. Ft./Units: Q'J 's: Types of Use: Sq. Ft./Units: ADT's: FEES REQUIRED: 4.(J_. 4j_ ( WITHIN CFD: 0 YES (no bridge & thoroughfare fee in District #Wreduc / FEW X NO. UNITS:_____ 1. PA JN-tEU FEE / PARK AREA & #: I' W V 7, 2. IC IMPACT FEE 7 (D =_________ ADT'?(.. rFEE/ADT: 3. BRIDGE AND THOROUGHFARE FEE (DIST. #1 DIST. #2 DIST. #3 ADT's/UNITS: X FEE/ADT: - =$_ 4. FACILITIES MANAGEMENT FEE ZONE:_________ UNIT/SQ.FT.: X FEE/SQ.FT./UNIT: =$___________ O 5. SEWER FEE 1 EDU's: __ U X tDU: 19 $___________ BENEFIT AREA: EDU's: X FEE/EDU:_______ 6. SEWER LATERAL ($2,500) =$___________ 7. DRAINAGE FEES PLDA : HIGH /LOW ACRES: X FEE/AC: 8. POTABLE WATER FEES I -. - UNITS CODE CONNECTION FEE METER FEE SDCWA FEE IRRIGATION __- 0 1 of WordDocs\MlsformSFee Calculation Worksheet Rev. 7/14/00 PLANNING DEPARTMENT BUILDING PLAN CHECK REVIEW CHECKLIST Plan Check No. 65 O) Hob,:;Ib Address 3ectq AV—r-I Planner Christer Westman Phone (760) 602-4614 APN: O42y'X . Type of Project & Use: ___ Net Project Density:I (4 .c?j DU/AC a a Zoning: General Plan: ZH Facilities Management Zone: CFD Onliwti Date of participation: ff Remaining net dev acres:______ ' ' (For non-residential development: Type of land used created by : : : this permit:________________________________________________ CL Legend: z Item Complete Item Incomplete - Needs your action Environmental Review Required: YES h'NO TYPE N5E7 DATE OF COMPLETION: K Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval: Discretionary Action Required: YES 4 NO TYPE'— APPROVAL/RESO. NO. DATE b . C4.OD PROJECT NO. OTHER RELATED CASES: Compliance with conditions or approval? If not, state conditions which require action. Conditions of Approval: JAIl Coastal Zone Assessment/Compliance Project site located in 'Coastal Zone? YES _X NO CA Coastal Commission Authority? YES____ NO____ If California Coastal Commission Authority: Contact them at - 3111 Camino Del Rio North, Suite 200, San Diego CA 92108-1725; (619) 521-8036 Determine status (Coastal Permit Required or Exempt): b Coastal Permit DeterminatiónForm already'completed? YES X NO If NO, complete Coastal Permit Determination Form now. ' Coastal Permit Determination Log #: Follow-Up Actions: Stamp Building Plans as "Exempt" or "Coastal Permit Required" (at minimum Floor Plans). Complete Coastal Permit Determination Log as needed. H:\ADMIN\COUNTER\BldgPlnchkRevChklst DATE l i Inclusionary Housing Fee required: YES NO (Effective date of Inclusionary Housing Ordinance - May 21, 1993.) Data Entry Completed? YES NO ____ (A/P/Ds,Activity Maintena'nce, enter CB#, toolbar, ScreehsHoUsing'Fes, Construct Housing YIN, Enter Fee, UPDATE!) Site Plan: - -. LIII 'l.. Provide a fully dimensional site plan drawn to scale. Show: North arrow property lines, easements, existing and proposed, structures, streets, existing Street improvements, right-of-way width, dimensional setbacks and existing.. S topographical lines. 2. Provide legal description of property and assessor's parcel number. Zoning: Setbacks: Front: -Required Shown Interior Side: Required Shown Street Side: Required' ' ' Shown Rear: Required Shown Accessory structure setbacks: Front: , Required . Shown Interior Side: ' Required ' -, Shown Street Side: Required .,'Shown Rear: Required . Shown Structure separation: Required Shown Lot Coverage: Required Shown Height: Required Shown Parking: ' Spaces Required Shown Guest Spaces Required Shown OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER H:\ADMIN\COUNTER\BldgPlnchkRevChklst Cv-rw I N c ' t Ck LI JOB LOVELACE ENGINEERING SHEET NO. _________________OF Structux1 Dcsagn .4T1t1C CALCULATED BY DATE ] 6496 Weathers Place • Suite 200 San Diego. California 92121 CHECKED BY ________________________ DATE 619.535.9111phww 619.535.1989 Thx SCALE ROOF DEAD LOAD: ROOFING (O9Jc-. ) to per SHEATHING...................................................................................1.5 RAFTER/CEILING JOISTS OR TRUSSES .....................................4.0 INSULATION...................................................................................1.5 DYNALL.....................................................................................2.5 OTHER (ELEC., MECH., MISC.) ....................................................0.5 TOTAL DEAD LOAD: W.o per LIVE LOAD: t'ø per TOTAL LOAD: .0 per FLOOR DEAD LOAD: FLOORING (cct If ffr ) ..........................................2.0 per LT. HEIGHT CONCRETE ....................... ........................................... - .0 SHEATHING...................................................................................2.0 JOISTS ...........................................................................................3.5 DYHALL..................................................................................... OTHER (ELEC., MECH., MISC.) ....................................................3.0 TOTAL DEAD LOAD: t .0 per LIVE LOAD: (RESIDENTIAL USE PER uec CHAPTER I) 40.0 p5r TOTAL LOAD: 55.0 pef DECK/OTHER (.0 pef —.0 2.0 35 1.0 1.5 o.0 pr o.0 pef -40 .0 per EXTERIOR NALL STUDS.............................................................................................1.0 DRYNALL .....................................................................................2.5 INSULATION...................................................................................1.5 EXTERIOR FINISH ( cc) ..................................................... 10.0 OTHER (MISC.) .............................................................................1.0 TOTAL LOAD: per STUDS............................. DRYHALL ..................... OTHER (MISC.) ............. TOTAL LOAD: INTERIOR HALL 1.0 per 5.0 1.0 1.0 per ..' .. .:.:..: . ........:.. .... OB• ._________________________ L ENGINEERING LOVEL4CE SHEET NO._______________ OF__________ suctur.i DC3ZU and TItle 24 Analy13 CALCULATED BY _______________________ DATE 1] 6496 Weathers Place • Suite 200 CHECKED BY __________________________ DATE San Diego. California 92121 619.535.9111 P7ww 619.535.1989p=SCALE EE5G\i CRiiA GOVERNING CODE: UEC 11394 CONCRETE: F'c:2000 psi, NO SPECIAL INSPECTION RED. (U.N.O.) MASONRY: AS 7-1 C. Fm: ISØ psi, NO SPECIAL INSPECTION REOD (U.N.O.) MORTAR: ASTM C210, F'c:ISØØ psi, TYPE S GROUT: ASTM C4, Fc:2000 psi REINFORCING STEEL: ASTM 4615, F: 40k.si FOR 03 AND SMALLER ASTrI F: 60Ka f FOR 04 AND LARGER (U.N.O.) STRUCTURAL STEEL: ASTM A3, F: 3i (STRUCTURAL SHAPES 4 PLATES) ASTM AQ GRADE S, F: 4ki (STRUCTURAL TU3ING) ASTM A3, GRADE 5, F: 35ks1 (STRUCTURAL PIPE) HELDING: E10 SERIESTTP., EØ SERIES FOR AIS GRADE 60 REINFORCING EARS SHOP HELD ING TO BE DONE IN AN APPROVED FABRICATOR'S SHOP FIELD NELDING TO HAVE CONTINUOUS SPECIAL INSPECT. SANN LUMBER: DOUGLAS FIR LARCH, ALLONALE UNIT STRESSES AS PER UEC, CHAPTER 23 1 GLULAMS: DOUGLAS FIR OR DOUGLAS FIR/HEM 24F-V4 FOR SIMPLE SPAN CONDITIONS 24F-V8 FOR CANTILEVER CONDITION SOIL: ALLONA6LE SEARING PRESSURE = \o0 psr ACTIVE SOIL PRESSURE : -1. per ACTIVE SOIL PRESSURE(RESTRAINED) : PASSIVE SOIL PRESSURE : 10t per SOIL DENSITY : US per COEFFICIENT OF FRICTION : 0.32 /EXISTING NATURAL SOIL PER UBC TABLE IS-I-A SOILS REPORT Y: PROJECT NUMBER: DATED: SOIL CLASSIFICATION: L L EVE L:_P - MEMSERS: F' 1 SPANs L FT. UNIFO1 LOAD 2+J'4 : 272PLF PLF P1* =L55 LS s02-L5 :LS5 vrna:40pc(<3OSJLS5 r-lmax: = FT-LBS IN4 USE: T(i— GRADE: r jC4r15E kARDkARE: OR GRADE: CAMBER: - I44RDH4RE: MA(:E±PAN* 'I FT. UNIFO1 LOAD X .S- PL PLF Fl: :LBS LBS P2: : RI: :LBS =LBS Vn,aX: ____5(:LBS Minax: : FT-L55 IN' USE. 1 2- GRADE: CAMBER: k4ARDHAR: I OR GRADE: CAMBER: I-44RDN4R: SPAN' FT. 17 UNIFORM LOAD HI: PLF H2: - -. = —FL;: P1: P2; : LBS : RI Rr LBS Vrnax: : LBS Mrnax: : _FT-LBS = IN4 USE: GRADE: CAMBER: OR GRADE: CAMBER- HARDWARE: ....•d 4-11 '1 c%z 1032212- . 3 -2G? L-3: z e JA 383 t- )'77 eZ / ? . • ,LEVEL: MEMSE&:_J'__—.. _SPAN FT. 74 .UF01 LOAD HI: ( : PLF H2 : : PLF - : LSS P2: . : L8 :7,LS5 Vm8x: : L.5 bFT-LS Ir: - : USE: GRADE: CAMBER: GRADE: C.4MSE: I-44RDHAE: MA?SPAN:'S FT. 'UNIFO1 LOAD kt: :440 PLF H2: :PLF Pt::LSS P2: : LSS LSS Rr LSS Mrnax: FT-LBS Ire: :IN' USE: L4 La.-GRADE: CAMBER: I-4AWHARE: 1O GRADE: CAMBER;.___ MARK. S5PANI FT. UNIFO1 LOAD HI: ;31 = PLF ? %) / 2. _.:PLF L ( 1(o+( )(3(/z7_rzB+_4__: P2: __:LSS RIZ L55 Rr LeS Vrnax: : LSS Mmax= : FT-LSS _INq JSE: GRADE: C41ER I4ARDHARE: GRADE: CAt1SE:I4ARDHAFE: ;: :.. •...7/1 U LEVEL:_________ SPAN. FT. UNIFORM LOAD - FLF W2 : PLF Pt: - : _LSS P2: : LSS Rl ]17ZLs5 7 L55 Vrnax: __LSS (FT-L55 -tN4 USE: 4 3 GRADE: C4ME 4A4AE: CAE: CAME: _____ MA(:4kL5PAN;. & FT. %NIFO1 LOAD - "': . -' Pt: LSS V P2::LBS RIZ (1g'o LBS 4q9 17 LBS Vmax: V LBS Mmix: . _FT-LBS USE: GRADE: V C4MSE:4DNARE: OR CRAE: CAMBER:- tiADHARE: MARK. _5FAN'____ FT. D UNIFORM LOAD FLF N2:: PLF Fl: = _LSS P2: . : LBS =LBS LBS Vmax: :LBS Mmdx: :FT-L55 Ireq USE: CADE: CAMBER: HARDWARE: GRADE: CAMBER: 4ARDkAFE:_______ V V ;V .t •aVVr. 'A I%' .........V V;'•j ' '. . . .~' : '9/q L L /6/281 2;04 r 619-390-5894 THE ARCAOIA GROUP .1... FAX MEMO IC OVER PAGE. Nwber olpages including this. page: DA: AuguW 6, 2001 PAGE 01 iH ARCADIA GROUP- TO:: kalTurnalleh : 0 EiI Corporation 0 PROJECT: Pacific Breeze (Carlsbad 00-4083) 394 G2rfeid $1 0, •0 0 Carlsbad, CA . 0 Plan Check Corrections. . '0 Kal, Here is the for the hip.beam.(ltem # 2d): I am Waiting for a letter from the soils engineer per the soils Call* me if you. have anyquestioñs. 0 0 0 - : •OciginaIto: FIIowbyMaJl 0 0 •: 0 0 Follow hyHflø '. 0 0 0 flePickoclUp ...__by___________ 0 0 0 0 FdU.byOvumlght 0 P9119W by 0 0 0 • 0 Kcptin Our File The Arcadia.Gnup. IO. Box 93 t.àkeside, CA Tel:6t9-390-7839. .Fax. 61.9390-5B94 08/06/201 21.:04 619-39-5894 THE ARCADIA GROUP PAGE 02 T 03/20/02 WED .12:50 FAX 619 5410254 Cannon Fax 00.I ALLIED EARTH TECHNOLOGY P.O.BOX 19320 EL CAJON, CALIFORNIA 92022-1932 TELEPHONE(619)447-4747 ROBERT CHAN, PE. March 20, 2002 Mr. James Zathas 11905 Riverside Drive Lakeside, CA. 92040 Subject: Praject No. 01-1106E7 Report of Foundation Trench Inspection Proposed Duplex Building Site, 3894 Garfield Street Carlsbad, California Dear Mr. Zathias In accordance with your request, we have inspected the foundation trench excavations for the proposed duplex building being constructed on subject property, more specifically referred to as being Assessor's Parcel No. 204-270-43, in the City of Carlsbad, State of California. The results of the inspection indicated that the fbundation trench excavations are extended to the proper depth and bearing strata, and are of such dimensions as shown on the approved foundation plan. These foundation trench excavations are founded in competent natural or compacted filled soils. The backfill soils over the utility trenches were probed, and were found to be properly compacted. The soil types encountered possess low expansion potential (Expansion Index = 28). R;spedtfully sullmitted, ALLIED EARIH TECHNOLOGY - qrssiois. P. E. -_ f( \';\ 03/20/02 WED [2:53 FAX 61.9 5410254 Cannon Fax 001. ALLIED EARTH TECHNOLOGY P.O.BOX 1932. EL CAJON, CALIFORNIA 92022-1932 ROBERT CHAN, RE. TE.LEPHONE619)447.4747 March 18, 2002 Mr. James Zathas 11905 Riverside Drive Lakeside, CA. 92040 Subject: Project No, 01-1106E7 Report of Compacted Filled Ground Proposed Duplex Building Site 3894 Garfield Street Carlsbad, California Dear Mr. Zathas This report records our observations of the grading and the results of tests performed in connection with our inspection of the compaction of fill soils placed on certain areas of the proposed duplex building site on subject property, more specifically referred to as being Assessor's Parcel No. 204-270-43, in the City of Carlsbad, State of California. The grading reported herein was accomplished during the period between February 28 to March 7, 2002, inclusive. Prior to grading, the existing improvements on the Site were demolished, and the debris hauled away and disposed of offsite. The upper 24 inches of the soils on the site were removed. The bottom of the excavation was then inspected to assure that there are no buried structures, and that the remaining soils were competent. Upon approval by our firm, the removed soils were then properly moistened, and uniformly recompacted in lifts on the order of 6 to 8 inches. The elevations at which the tests were taken and the final test results are presented on page T-1, under "Table of Test Results", The laboratory determinations of the maximum dry density and optimum moisture content of the fill soils are set forth on page L-1 under "Laboratory Test Results". The approximate location of the compacted filled ground and field density tests are presented on Figure No. 1, entitled, "Approximate Location of Compacted Filled Ground". 03/20/02 WED .12:54 FAX 619 5410254 Cannon Fax 9002 Project No. 01-1 106E7 Mr. James Zathas 03/18/02 Page 2 3894 Garfield Street The results of the tests and observations indicate that the fill soils placed and tested have been compacted to at least 90 percent of maximum dry density. Test results indicate that the building pad is adequate for 'its intended use as support to the proposed duplex building structure.. A safe allowable soil bearing value of 2,000 pounds per square foot be used for the design of the foundation for the proposed structure.. The soils encountered on the site possess low expansion potential (Expansion Index 28). It is recommended that all continuous footings for the proposed structures be a minimum of 12 inches in width, and extend at least 12 inches (for single story) or 18 inches (for two-stories) below the lowest adjacent ground surface. All continuous footings should be reinforced with two #5 rebars, one rebar located near the top, and the other rebar near the bottom of the footings. Isolated pier footings should be a minimum of 24 inches square and embedded at least '18 inches below the lowest adjacent final grade. Isolated pier footings should be reinforced with a minimum of two 45 rebars in both directions, located near the bottom of the footings. The concrete slab should be 4 inches net in thickness, and be reinforced with #3 rebars @ 18 inches on center in both directions, placed at mid-height of the concrete slab. The concrete slab should be underlain by a minimum of 4 inches of clean sand and a moisture barrier in moisture sensitive areas. Please note that the above foundation and slab requirements are minimum requirements based on soil characteristics, and should be superceded by any requirements of the project architect/structural engineer. Proper control of the site drainage and regular maintenance of all drainage facilities are important factors related to the overall stability of the soil mass. Surface water should drain into the street or into on-site drainage structures without intermediate ponding. Should you have any questions regarding the contents of this report, please feel free to contact our office at your convenience. This opportunity to be of service is sincerely appreciated. Pages L-LjJ.,,..nd Figure No. 1 are parts of this report. ALLIED EARY13'TEC11-NOLOGY Robert ( No. C-2463\ \ Exp.12I3/O5 ~.1OF CM.' 03/20/02 WED .12:55 FAX 619 5410254 Cannon Fax Q003 Project No. 02-1106E7 Mr. James Zathas 01118/02 Page L-1 3894 Garfield Street LABORATORY TEST RESULTS 1. The maximum dry densities and optimum moisture, contents of the fill soils, as determined in accordance with A.S.T.M. D1557-91, Method A, are presented as follows Maximum Optimum Soil Soil Dry Density Moisture Content Type Description (lbs./cu.ft.) (% Dry Wt.) Brown silty fine sand 122.0 10.5 2 Dark brown silty fine sand 124.0 10.0 3 BroAm silty fine to medium .126.0 9.5 sand 2. The Expansion index of the most clayey soils was determined in accordance with UBC Test No. 18-2. The results of the test are presented as follows: Soil Soil I Expansion Type Description . Index Brown silty fine sand 281 * Considered to possess low expansion potential 03/20/02 WED 12:55 FAX 619 54:10254 Cannon Fax Z004 Project No, 01-1 106E7 Mr. JarnesZathas 01/18/02 Page T-1 3894 Garfield Street TABLE OF TEST RESULTS Elevation of Fill Field Dry Maximum Date Test Soil at Test Moisture Density Dry Density Percent of No. Type (Ft.) (% Dry Wt.) (lbs./cu.ft)(lbs./cu.ft.) Compaction Test 1 1 52.5 11.4 111.5 122.0 91.4 02/28,102 2 1 52.5 10.1 109.9 122.0 90.1 02/28102 3 2 55.0 10.3 118.4 124.0 95,5 02/28/02 4 2 55.0 10.9 115.4 124.0 93.1 02/28/02 5 2 55.0 11.8 115.6 124.0 93.2 03/01/02 6 2 55.0. 10.9 116.2 124.0 93.8 03/0li02 7 2 61.0 11.3 114.6 : 124.0 92.4 03/04102 8 2 61.0 11.0 118.8 124.0 95.8 03/04/02 9 3 57.0 10.8 120.8 126.0 95.9 03/07/02 10 3 57.0 11.0 117.9 126.0 93.6 03/07/02 11 3 57.0 12.3 120.9 126.0 96.0 03/07/02 12 3 57.0 9.3 122.0 126.0 96.8 03/07/02 13 3 63.0* 11.6 116.8 126.0 92.7 03/07/02 14 3 63.0* 10.0 115.8 126.0 91.9 03/07102 * Finished grade ANN I bill -7 -OF PiLL 37 / I Jll7 I I / :/ L L3 II / L - j - 77MZQRACK &M7. lmfr,cz7x/twlr LL9C'mo/v or rp f7/j7 &tTOZINg ffl'/L?X/M/iT( LOU/Th7iV Of f7tZ/7 ThN/7Y TC5 APPO%IMAT LOCATION CV COt71467E17 P7LLW OLINL7 0 0 Pflf •'7 .4//i no /fl/ F// I IP1' /V/7 / D OC 2001-0970078 008426 DEC 31.2001 8:47 AM RECORDING REQUESTED BY WHEN RECORDED MAIL TO: City Clerk CITY OF CARLSBAD 1200 Carlsbad Village Dr. Carlsbad, CA 92008 OFFICIAL RECORDS SAN DIEGO COtflTV RECORDER'S OFFICE GREGORY J. SMITh, COUNTY RECORDER FEES: OO .0 200197001! 111111111111 SPACE ABOVE THIS LINE FOR RECORDER'S USE . .ASSESSOR'S PRCEL NO.: 204-27043-00- PROJECT NO. & NAME ,. CB 004083 :226 Tamarack AVJ HOCi. HARMLESS AGREEMENT. . \...;. DRAINAGE •, In consideration f (Plan No CB OOO83) for ze developm4nt to occur on property described as;Irott1 in BJock"M"ofalisades in te City of Carlsbad; accordiigto ed in/de teCouhty Recbrdr Of aid San DiegoCount, Febua 512 , John ,s has;.theoWner#aId propert' prcmise to indemnify ard to hold theCity of Caisb ts Af rsr-a4epts''and emoyees harrness from liability for injuries to persons or damage to or taingof property, directly or indirectly:caused.'. INCO R PORATED .1 . .• 1. - • 1• by the diversion of waters, the alteratip of thei1ioçrnal flow sirface waters or diainage, or the . . • . . . concentration of surface waters or drainage from hdrainage system 61 other improvements identified in the approved p'ans; or by the desin, cdntruction or rnntenance of the drainage system or other improvements identifted n the plans. Approval of the plans by the City shall not constitute an assumption by the City of any responsibility for such damage or taking. City shall not be an insurer or surety for the design or construction of the improvements pursuant to the approved plans, nor shall any officer or employee thereof be liable or responsible for any accident, loss' or damage happening or occurring during the construction work or improvements as specified in this agreement. Masters/Forms/Hold Harmless Agt Drainage Rev. 12/08/98 008427 It is further agreed that the above owner(s) will maintain all drainage systems to insure a free flow to a satisfactory point of discharge unless said systems are accepted as public facilities. It is further agreed that this agreement shall be binding on all heirs, successors or assigns having an interest in all or any part of the property described herein. j7 liq WITNESS WHEREOF, the undersigned has executed this 77.. instrument this /0 day PROPERTY OWNER -. 1 f- By. ('t( (Sign Here) JOHN ZATHAS..:. •. .. . ... (Print Name and Title) r Da I A ( ign : . eiand, Title) :.. . . . (Proper notarial acknowledgrnent ofp . ecutIon br BtVIDER nustbe attached) . -. (Chairman, (052 presjdent or vice-presjdenths rThiT istant' secretary, CFO or assistant. : treasurer- must sign for corporatics. Other attach a resolution . certified by the. secietry or assistant secre13ry under-coporate sea.I empowerig theofficer(s) signing to bind the coioration ) = APPROVED AS TO- FORM: . . - RONALD R. BALL '- City Attorney - ------- By: ' ')tii-. /c'. Deputy City Attorney Masters/Forms/Hold Harmless Agt Drainage Rev. 12/08/98 008428 State of California ) ) County of San Diego ) On &/3 &/ before me, '1 (Date( - eofOfficer) personally appeared •\ti.i&.i 0 Q (Name[s] of Signer[s]) personally known to me -OR - (proved to me on the basis of satisfactory evidence) to be the person(s) whose name(s) is/sW subscribed to the within instrument and acknowledged to me1 iat h/sIiIs executed the same in histhmogk authorized capacity(ies), and at) signature(s) on the instrument the person(s), or entity upon behalf ofhT(s) acted, executed the instrument. CommiSSOfl # 1247252 . . . p4oary.PubliC - CclfomQ WITNESS my hand and official seal .Son Diego County .• L cn1m 4L-........ ............................(This area for, Signa e of Notary •. . . •••• . official notary seal) Title or Type of Document .4!7-iP Date of Document ó'I (3 .2cV' No. of Pages / Signer(s) other than named above - 09/28/01 FRI 07:01 FAX 619 5410254 Cannon Fax 0001 OO-4o3 ALLIED EARTH TECHNOLOGY P.O.BOX 1932 • EL CAJON, CALIFORNL. 92022-1932 ROBERT CHAN, RE. TELEPHONE(619)447-4747 September 26, 2001 Mr. James Zathas 1905 Riverside Drive Lakeside, CA. 92040 Subject: Project No. 011 106E7 Review of Foundation Plan Proposed Duplex Building Site 3894 Garfield Street Carlsbad, California Dedar Mr. Zathas The undersigned has reviewed the foundation plans for the proposed duplex building to be constructed on subject property, located at 3894 Garfield Street, in the City of Carlsbad, State of California. Subject property is more specifically referred to as being Assessor's Parcel No. 204-270- 43, in the City of Carlsbad, State of California. Based on a review of the above plans, it: has been determined that the foundation recommendations as presented in our "GeOtechnical Investigation" report for subject property, same project number as above, dated June 14, 2001, have been properly incorporated into the plans. C-b ALLIED EARTH TECHNOLOGY P.O.BOX 1932 .EL CAJON, CALIFORNIA 92022-1932 ROBERT CHAN, P.E. TELEPHONE(619)447-4747 / 7tQc GEOTECHNICAL INVESTIGATION PROPOSED DUPLEX BUILDING SITE 3894 GARFIELD STREET CARLSBAD, CALIFORNIA FOR MR. JAMES ZATBAS THE ARCADIA GROUP PROJECT ARCHITECT PROJECT NO. 01-1106E7 JUNE 14, 2001 ALLIED EARTH TECHNOLOGY, .P.O.BOX 1932 .EL CAJON, CALIFORNIA 92022-1932 ROBERT CHAN, RE. ' TELEPHONE(619)447-4747 June 14, 2001 Mr. James Zathas 11905 Riverside Drive Lakeside, CA. 92040 Subject: Project No. 0 1- 1 106E7 V ' Geotechnical Investigation V , V Proposed Duplex Building Site I Carlsbad, 3894 Garfield Street V California Dear Mr. Zathas: I In accordance with your request and authorization, we have completed the geotechnical investigation for the proposed duplex building site, located at 3894 Garfield"Street, in the City of Carlsbad, State of California. V V V V I Subject property is more specifically referred to as being Assessor's Parcel No. 204-270- 43, in the City of Carlsbad, State of California. I We are pleased to submit the accompanying geotechnical investigation report to present our findings, conclusions and recommendations relative to the safe and economical development of the project site The investigation was conducted under the supervision of the undersigned. The scope of I our investigation included field exploration, laboratory testing and geotechnical analysis. No major adverse soil conditions were encountered which would prohibit the proposed I development of the project site. This opportunity to be of service is sincerely appreciated. Should you have any questions regarding the contents of this report, please do not hesitate to contact our office. Rspectfull submitted, p CRobertl)han, LLIE ARTh TECHNOLOGY I P.E. I I I I I I I I I I I I I I I I I I I I I I I I I TABLE OF CONTENTS Page No. INTRODUCTION ..............................................1 DESCRIPTION OF PROJECT ................................1 SCOPE OF WORK ............................................1 FIELD INVESTIGATION ....................................2 LABORATORY TESTS ........................................3 SITE DESCRIPTION ...........................................3 REGIONAL GEOLOGY .......................................4 SITE GEOLOGY AND SUBSURFACE SOIL CONDITIONS 4 GROUNDWATER................................................4 TECTONIC SETTING ...........................................S GEOLOGIC HAZARDS Groundshaking............................................5 Liquefaction Potential ....................................6 Landslides..................................................6 FINDINGS, CONCLUSIONS AND RECOMMENDATIONS General....................................................6 Grading.....................................................6 Foundation and Slab Design .............................8 Retaining Wall Design ....................................9 Lateral Loading ............................................10 UBC Seismic Coefficients ...............................11 TABLE OF CONTENTS (CONT'ND) Backfill In Utility Trenches ........................ Surface Drainage and Maintenance .................. Grading and Foundation Plan Review ............... LIMITATION AND UNIFORMITY OF CONDITIONS.. Figure No. 1 - Site Location Map Figure No. 2— Approximate Location of Exploratory Borings Figure Nos. 3 to 5, inclusive - Boring Log Sheet Figure No. 6— Design Response Spectrum Appendix I - General Grading and Earthwork Specifications Appendix II— Laboratory Test Results I I I I I I I I I I I I I I I I I I 11 12 12 13 ALLIED EARTH TECHNOLOGY P.O.BOX 1932.EL CAJON, CALIFORNIA 92022-1932 ROBERT CHAN, P.E. TELEPHONE(619)447-4747 June 14, 2001 GEOTECHNICAL INVESTIGATION INTRODUCTION / This report presents the findings and conclusions of a geotechnical investigation conducted at the site of a proposed duplex building located at 3894 Garfield Street, in the City of Carlsbad, State of California.. Subject property is more specifically referred to as being Assessor's Parcel No. 204-27043, in the City of Carlsbad, State of California. The location of the property is shown on Figure No. 1, entitled, "Site Loatiôn Map". DESCRIPTION OF PROJECT.: It is our understanding that the existing residential structure on the site is to be demolished to accommodate a duplex building. The proposed structure will be two stories in height, of woodframe/stucco and slab-on-grade construction. SCOPE OF WORK The objectives of the investigation were as follows: 1. To inspect and determine, the subsurface geotechical conditions and certain physical engineering properties of the soils beneath the site. Project No. 01-1 106E1 Mr. James Zathas 06/14/01 Page 2 3894 Garfield Street Evaluate any potential adverse geotechnical conditions that could affect the physical engineering properties of the soils beneath the site. Provide engineering recommendations for the safe and economical development of the site as proposed. In order to accomplish these objectives, three exploratory borings were I excavated and inspected, and representative samples of the subsurface soils were collected for laboratory testing and analysis. The data derived from our field observations and the laboratory test results were I reviewed and analyzed, and a summary of our preliminary findings, opinions and recommendations is presented in this report. I FIELD INVESTIGATION The field exploratory phase of our investigation was performed on April 4, 2001, I and involved the excavation of three exploratory borings at locations as determined by our field personnel. As a result of the relative inaccessibility of the site to large drilling equipment, the exploratory borings were drilled with a portable motorized continuous flight auger. The exploratory borings were drilled to a depth of 5.0 feet below the existing ground surface. The approximate location of the exploratory borings is shown on Figure No. 2, entitled, "Approximate Location of Exploratory Borings". The drilling operation was performed under the direction of our field personnel, I H I I I I I I I I I Project No. 01-1 106E1 Mr. James Zathas 06/14/01 Page 3 9384 Garfield Street I I and a continuous log of the soil types encountered in the borings was recorded at the time of excavation, and is shown on Figure Nos. 3 to 5, inclusive, each entitled, "Boring Log Sheet". I The soils were visually and texturally classified by the field identification procedures set forth on the Unified Soil Classification Chart. Representative samples I were obtained and in-situ density tests taken at various depths in the excavations. LABORATORY TESTS I The samples collected during our field investigation were subjected to various I tests in the laboratory to evaluate their engineering characteristics. The tests were performed in accordance with A.S.T.M. testing standards or other regulatory agency I testing procedures. A summary of the tests that were performed and the final test results are presented in Appendix II hereto. The tests that were performed included determinations of the maximum dry densities and optimum moisture contents, as well as the Expansion Indices of the soils I encountered. I SiTE DESCRIPTION I Subject property is a trapezoidal-shaped site of approximately 4,650 square feet, I located in the northeast corner of Tamarack Avene and Garfield Street. The site is relatively level, with drainage in a general easterly direction. A single-story residential 1 I I I Project No. 01-1106E1 Mr. James Zathas 06/14/01 Page 4 9384 Garfield Street I structure occupies the front portion of the property, while a detached garage strcture was observed in the rear, east portion. I REGIONAL GEOLOGY I The site is located within the southern coastal strip region of the Peninsular Range I Geomorphic province of California. This geomorphic province is characterized by terrain to the east composed mostly of Mesozoic igneous and metamorphic I mountainous rocks and relatively low-lying coastal terraces to the west underlain by late Cretaceous, I Tertiary and Quaternary sedimentary rocks. Most of the westerly portion of the City I of Carlsbad, including the site, occurs within the westerly portion of this coastal region and are underlain by sedimentary rocks. SITE GEOLOGY AND SUBSURFACE SOIL CONDITION I A review of geologic maps, as well as observations made during our subsurface I investigation, indicated that the general area is underlain by the Quaternary-age Bay Point Formation. On subject property, the Bay Point Formation was encountered in the I form of brown silty fine sands. I GROUNDWATER I No groundwater was encountered in the exploratory borings to the maximum depth of exploration at 5.0 feet. I I] I I Project No. 01-1106E1 Mr. James Zathas 06/15/01 Page 5 9384 Garfield Street I I TECTONIC SETTING No evidence of faulting was noted during our surface reconnaissance or in the I exploratory borings. It should be noted that much of southern California, including I the City of Carlsbad, is characterized by a series of Quaternary-age fault zones which I typically strike in a northerly to northwesterly direction. Some of these fault zones (and the individual faults within the zone) are classified as active while others are classified as I only potentially active according to the criteria of the California Division of Mines and Geology. I A review of available geologic maps indicate that the subject property is approximately 51.9 km (32.4 miles) southwest of the active Elsinore Fault Zone (Type I A), and approximately 2.4 km (1.5 miles) northeast of the active Rose Canyon Fault Zone (Type B). I GEOLOGIC HAZARDS Groundshaking - The most likely geologic hazard to affect the site is groundshaking as I a result of movement along one of the active fault zones mentioned above. Construction I in accordance with the minimum standards of the Uniform Building Code and requirements of the governing jurisdiction should minimize potential structural damage I due to seismic activity. Seismic soil coefficients in accordance with the current Uniform I Building Code were determined with the UBCSEIS Program and presented herein. I I I Project No. 0 1- 1 106E7 Mr. James Zathas 06/14/01 Page 6 9384 Garfield Street I Liquefaction Potential - In consideration of the medium dense to dense formational soils underlying the site, and the lack of a near-surface groundwater table, it is our I opinion that soil liquefaction does not present a significant geotechnical hazard to the I proposed site development - I Landslides - Subject property is located in relatively level terrain and underlain by -------------- I competent natural soils.. The potential for any landslides as a result of the proposed site development is considered to be negligible. FINDINGS, CONCLUSIONS AND RECOMMENDATIONS I General I 1. No adverse soil conditions were encountered which would prohibit the currently proposed development of the project site. I 2. All of the soils encountered on the site are suitable for use as supporting materials I for the proposed duplex structure, provided that the recommendations contained herein are followed. I 3. The soils encountered on the site possess low expansion potential (Expansion Index 28). - I I Grading 4. It is recommended that all earthwork be accomplished in accordance with the I I I Project No. 01-1 106E1 Mr. James Zathas 06/14/01 Page 7 9384 Garfield Street I Grading Ordinance of the City of Carlsbad, UBC Chapter A33; Appendix I I attached hereto, entitled, "General Grading and Earthwork Specifications"; and recommendations as presented in this Section. 5. Where the recommendations of this Section of the report conflict with those of I Appendix I, this Section of the report takes precedence. I 6. Grading operation should begin with the demolition of the existing structures and I clearing and grubbing of the site. All debris should be hauled away and disposed of offsite. After clearing and grubbing of the site is completed, it is recommended that I the upper soils to a depth of 24 inches within 5 feet outside the foundation line of I the proposed duplex structure be removed. The bottom of the excavation should be inspected by our firm. Any buried structures such as old septic tanks that are I exposed should be removed and disposed of offsite. The removed soils should I then be properly moistened, placed in layers and uniformly recompacted prior to the placement of additional fill soils. The layers of fill should not exceed 8 inches I to allow for adequate bonding. All fill soils should be compacted to at least 90 percent of maximum dry density in accordance with A.S.T.M. D1557. The proposed residence may be founded partly in the cut portion and partly in the fill portion of the building pad, provided that the upper 24 inches of the existing I I I I I Project No. 01-1 106E1 Mr. James Zathas 06/14/01 Page 8 9384 Garfield Street I soils on the building pad are over-excavated and uniformly recompacted as outlined in para. 7 above. I Foundation and Slab Design I 9. A safe allowable soil bearing value ojounds per square foot may be used I in the design and checking of continuous or spread footings that are a minimum of I 12 and 24 inches in minimum horizontal dimension, respectively, and are embedded at least 18 inches below the surface of the competent natural or . I compacted fill soils.. I 10. The above safe allowable soil bearing value may be increased 400 pounds I square foot for each additional foot of depth and width, to a maximum of 3,600 pounds per square foot. I 11. The above safe allowable soil bearing value may be further increased by one third when considering wind and/or seismic forces. The settlement of foundations, when designed and loaded as outlined above, is I within acceptable tolerance limits for residential structures of this type. It is recommended that all continuous footings be reinforced with a minimum of 2 #5 rebars; one rebar located near the top, and the other rebar near the bottom of I the footings. I I C Project No. 01-1 106E1 Mr, James Zathas 06/14/01 Page 9 9384 Garfield Street The concrete slab-on-grade should be 4 inches net in thickness, and be reinforced with #3 rebars @ 18 inches on center in both directions, placed at mid-height of slab. The concrete slab should be underlain by 4 inches of clean sand. In areas to be tiled or carpeted, a visqueen-type moisture barrier should be placed at grade, and be heavily overlapped or sealed at splices. Please note that the foundation and slab reinforcements are based on soil characteristics, and should be superseded by any requirements of the project architect. It is recommended that our firm inspect the foundation trench excavations for the proposed structure to ensure proper embedment into competent natural or compacted fill soils. Retaining Wall Design It is recommended that retaining walls be designed to withstand the pressure exerted by equivalent fluid weights presented below: Equivalent Backfill Fluid Surface Pressure (horizontal : vertical) (pet) Level 35 2:1 48 1V2:l 56 I I I I I I I I I I I I I I I I I I I Project No. 01-1106E1 Mr. James Zathas 06/14/01 Page 10 9384 Garfield Street The above values assume that the retaining walls are unrestrained from movement, and have a granular backfill. For retaining walls restrained from movement at the top, such as basement retaining walls, an uniform horizontal pressure of 7H (where H is the height of the retaining wall in feet) should be applied in addition to the active pressures recommended above. IT All retaining walls should be supplied with a backfill drainage system adequate to prevent the buildup of hydrostatic pressure. The subdrain should consist of 3/ inch gravel and a perforated pipe near the bottom of the retaining wall. The width of this subdrain should be at least 12 inches, and extend at least 2/3 height of the retaining wall. The subdrain' should be enclosed in a geotextile fabric such as Mirafi 140N or equal. All backfill soils behind the retaining wall should be compacted to at least 90 percent of maximum dry density. Lateral Loading To resist lateral loads, it is recommended that the pressure exerted by an equivalent fluid weight of 250 pcf be used for footings or shear keys poured neat against dense natural or compacted fill soils. The upper 12 inches of material in areas not protected by floor slabs or pavements should not be included in the design for passive resistance. This value assumes that the horizontal distance of U U I I I I I I I I I I I I I I I I Project No. 0 1- 1 106E1 Mr. James Zathas 06/14/01 Page 11 9384 Garfield Street the soil mass extends at least 10 feet or three times the height of the surface generating the passive pressure, whichever is greater. A coefficient of sliding friction of 0.35 may be used for cast-in-place concrete on I 20. competent natural or compacted fill soils. Footings can be designed to resist I lateral loads by using a combination of sliding friction and passive resistance. The coefficient of friction should be applied to dead load forces only. I UBC Seismic Coefficients The seismic coefficients in accordance with the Uniform Building Code are presented as follows: I Parameter Value Reference Soil Zone Factor 4, Z 0.40 7 Table 16-I I Soil profile Type Sc Table 16-J Seismic Coefficient, Ca 0.50Na Table 16-Q Seismic Coefficient Cv 0.86Nv Table 16-R Near Source Factor, Na 1.3 / Table 16-S I Near Source Factor, Nv 1.5 Table 16-T Seismic Source B Table 16-U I The Design Response Spectrum for subject property is presented on Figure No. 6. I Backfill In Utility Trenches Backfill soils placed in utility trenches located within 5 feet of any improvements and deeper than 12 inches, or backfill placed in any trench located 5 feet or more from a building and deeper than 5 feet, should be compacted to at least 90 percent I I I I I I I I I I I I I I I I I I I I I Project No. 01-1 106E1 Mr. James Zathas 06/14/01 Page 12 9384 Garfield Street of maximum dry density. Surface Drainage and Maintenance 24 Adequate drainage control and proper maintenance of all drainage facilities are imperative to minimize the infiltration of surface water into the underlying soil mass in order to reduce settlement potential and to minimize erosion. The building areas should have drainage swales which direct storm and excess irrigation water away from the structures and into the street gutters or other drainage facilities. No surface runoff should be allowed to pond adjacent to the foundation. Grading and Foundation Plan Review 25. It is recommended that our firm review the final grading and foundation plans for the proposed site development to verify their compliance with the Uniform Building Code, Chapter A33, as required by the State of California. I Project No. 01-1 106E1 Mr. James Zathas 06/14/01 Page 13 9384 Garfield Street I I LIMITATION AND UNIFORMITY OF CONDITIONS --- 1. The preliminary findings and-recommendations contained in this report pertain only to the site investigated and are based on the assumption that the soil I conditions beneath the entire site do not deviate substantially from those disclosed I in the exploratory borings. If any variations or undesirable conditions are encountered during grading, or if the scope of the project differs from that I planned at the present time, our firm should be notified in order that supplemental can be presented, if necessary. I 2. This report is issued with the understanding that it is the responsibility of the Owner, or his representative, to ensure that the information and recommendations I presented herein are brought to the attention of the Project Architect and Engineer I and are incorporated into the plans and specifications for the project. Furthermore, the Owner, or his representative, will also be responsible for taking I the necessary measures to ensure that the Contractor and subcontractors properly carry out the recommendations in the field. 3. Professional opinions and recommendations presented in this report are based partly on our evaluation and analysis of the technical information gathered during I the study, partly on the currently available information regarding the proposed I project, and partly on our previous experience with similar soil conditions and projects of similar scope. Our study has been performed in accordance with the I I I Project No. 0 1- 1 106E1 Mr. James Zathas 06/14/01 Page 14 9384 Garfield Street I minimum standards of care exercised by other professional geotechnical I consultants currently practicing in the same locality. We do not, however, I guarantee the performance of the proposed project in any respect, and no warranties of any kind, expressed or implied, are made or intended in I connection with the study performed by our firm. 4. The findings and recommendations contained in this report are valid as of the I present date. However, changes in the conditions of the property could occur with the passage of time, whether they be due to natural processes or due to man I made actions on the subject and/or adjacent properties. In addition, changes in I applicable or appropriate standards may occur, whether they result from legislation or the broadening of knowledge. Accordingly, the findings of this I report may be invalidated, wholly or partially, by changes outside of our control. I Therefore, this report is subject to review by our firm and should not be relied upon after a period of two years. Figure Nos. I to 6, inclusive, and Appendices I and II are parts of this report. I I I I I SITE.... LOCATION MAP PROJECT NO. 01-1106f7 FIGURE NO. I SCALE 1". /0' • La 9 53 EX/577N1 hOUSE r' AJ LEGEA/O , APPROY!MA TE LOCA770W OF EXPLORATORY BORING 2 TAMARACK AVENUE APPR OX/MA TE L 0 CA nON OF LXPLDffAW1l?)e BORINGS IO3EC T No. 01. 1106 Eq FIGURE NO; 2 BORING LOG SHEET BORING #1 FT. DESCRIPTION SOIL TYPE 0 Brown, dry, loose SILTY FINE SAND (SM) Moist, medium dense 2 3 IiJ 4 5 BOTTOM OF BORING (NO REFUSAL) LEGEND 0 - Indicates representative sample Project No. 01-1 106E7 Figure No. 3 I I I I I ii I] BORING LOG SHEET TRENCH #2 FT DESCRIPTION sorn TYPE 0 Light brown/brown dry, SILTY FINE SAND (SM) loose 2 Moist, medium dense 3ftJ 4 5 BOTTOM OF BORING (NO REFUSAL) I F I I Project No. 0 1- 1 106E7 Figure No.4 I I BORING LOG SHEET TRENCH #3 FT DESCRIPTION SOIL TYPE 0 2 Brown, damp, loose SILTY FINE SAND (SM) Moist, medium dense 3 4 5 BOTTOM OF BORING (NO REFUSAL) I I I I I I I I 11 I I I I I Project No. 0 1- 1 106E7 Figure No.5 I I 2.5 2.0 C) 0.0 — — — — — — — — — — — — — — — — — — — DESIGN RESPONSE SPECTRUM Seismic Zone: 0.4 Soil Profile: SC 0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0 patuEc.T ND. ohltoLE1 Period Seconds cItUEE NO.& I I I APPENDIX I GENERAL GRADING AND EARTHWORK SPECIFICATIONS I 1.0 General I 1.1 These recommended grading and earthwork specifications are intended to be a part of and to supplement the Geotechnical Report(s). In the event of a conflict, the recommendations I of the Geotechnical Report(s) will supersede these specifications. Observations during the course of earthwork operations may result in additional, new or revised recommendations that could supersede these specifications I and/or the recommendations in the Geotechnical Report(s). 1.2 The Owner or his authorized representative shall procure the I services of a qualified Geotechnical Consulting Firm, hereafter to be referred to as the "Geotechnical Consultant". (often the same entity that produced the I Geotechnical Report(s). 1.3 The Geotechnical Consultant shall be given a schedule of work by the Earthwork Contractor for the subject project, so I as to be able to perform required observations, testing and mapping of work in progress in a timely manner. I 1.4 The work herein includes all activities from clearing and grubbing through fine grading. Included are trenching, excavation, backfilllng, compacting and grading. All work I shall be as shown on the approved project drawings. 1.5 The Geotechnical Consultant or a qualified representative shall be project on site as required, to observe, map and I document the subsurface exposures so as to verify the geotechnical desisign suppositions. In the event that observed conditions are found to be significantly different I from the interpreted conditions during the design phase, the Geotechnical Consultant shall notify the Owner, recommend appropriate changes in design to suit the observed conditions and notify the agenc(ies) having jurisdiction, I where required. Subsurface areas to be geotechnically observed, mapped, record elevations or tested include cleared natural ground for receiving fill or structures, I "remedial removal" areas, key bottoms and benches. 1.6 The guidelines contained herein and any standard details I attached herewith represent this firm's recommendations for the grading and all assocaited operations on the subject project. These guidelines shall be considered to be a part I I APPENDIX I Page 2 I of these Specifications. 1.7 If interpretation of these guidelines or standard details result in a dispute(s), the Geotechnical Consultant shall conclude the appropriate interpretation. 1.8 The Geotechnical Consultant shall observe the processing of subgrade and fill materials and perform the required compaction testing. The test results shall be provided to the Owner and the Contractor and if so required, to the agenc(ies) having Jurisdication. 1.9 The Geotechnical Consultant shall notprovide "supervision" or any "direction" o.f work in progress to the Earthwork Contractor, or to any of the Contractor's employees or to any of the Contractor's agents. 1.10 The Earthwork Contractor : The Earthwork Contractor (Contractor) shall be qualified, experienced, and knowledgeable in earthwork logistics, preparation and processing of ground to receive fill, moisture-conditioning and processing of fill, and compacting fill. The Contractor shall review and accept the plans, geotechnical report(s), and these Specifications prior to commencement of grading. The Contractor shall be solely responsible for performing the grading in accordance with the plans and specifications. The Contractor shall prepare and submit to the Owner and the Geotechnical Consultant a work plan that indicates the sequence of earthwork grading, the number of "spreads" of work and the estimated quantities of daily earthwork contemplated for the site prior to commencement of grading. The Contractor shall inform the Owner and the Geotechnical Consultant of changes in work schedules and updates to the work plan at least 24 hours in advance of such changes so that appropriate observations and tests can be planned and accomplished. The Contractor shall not assume that the Geotechnical Consultant is aware of all grading operations. The Contractor shall have the sole responsibility to provide adequate equipment and methods to accomplish the earthwork in accordance with the applicable grading codes and agency ordinances, these Specifications, and the recommendations in I the approved geotechnical report(s) and grading plans(s). If, in the opinion of the Geotechnical Consultant, unsatisfactory conditions, such as unsuitable soil, improper I I I I I I I I I I I I I I I I I I APPENDIX I Page 3 I moisture condition, inadequate compaction, insufficient buttress key size, adverse weather, etc., are resulting in a quality of work less than required in these specifications, the Geotechnical Consultant shall reject the work and may recommend to the owner that cnstruction be stopped until the conditions are rectified. 2.0 Preparation of Areas to be Filled 2.1 Clearing and Grubbing : Vegetation, such as brush, grass, roots, and other deleterious material shall be sufficiently removed and properly disposed of in a method acceptable to the owner, governing agencies, and the Geotechnical Consultant. The Geotechnica]. Consultant shall evaluate the extent of these removals depending on specific site conditions. Earth fill material shall not contai more than 1 percent of organic materials (by volume). No fill shall contain more than 5 precent of organic matter. Nesting of the organic materials shall not be allowed. If potentially hazardous materials are encountered, the Contractor shall stop work in the affected area, and a hazardous material specialist shall be informed immediately for proper evaluation and handling of these materials prior to continuing to work In that area. As presently defined by the State of California, most refined petroleum products (gasoline, diesel fuel, motor oil, grease, coolant, etc.) have chemical constituents that are considered to be hazardous waste. As such, the Indiscriminate dumping or spillage of these fluids onto the ground may constitute a misdemeanor, punishable by fines and/or imprisonment, and shall not be allowed. Materials used for fill, either imported or on-site, shall not contain hazardous materials as defined by the California Code of Regulations, Title 22, Division 4, Chapter 30, Article 9 and 10; 40CFR, and any other applicable local, state or federal laws. The Consultant shall not be responsible for the Identification or analysis of the potential presence of hazardous materials. However, if observations, odors or soil discoloration cause Consultant to suspect the presence of hazardous materials, the Consultant may request from the Owner the termination of grading operations within the affected area, Prior to 1 I I I I I I I I I I I I I I I I APPENDIX I Page 4 I resuming grading operations, the Owner shall provide a I written report to the Consultant indicating that the suspected materials are not hazardous as defined by applicable laws and regulations. I 2.2 Any asphaltic pavement material removed during clearing operations should be properly disposed at an approved off- site facility. Concrete fragments which are free of I reinforcing steel may be placed in fills, provided they are placed in accordance with Section 6.2 or 6.3 of this document. I 2.3 'During grading, soil or groundwater conditions other than those identified in the Geotechnical Report may be I encountered by the Contractor. The Consultant shall be notified imineidately to evaluate the significance of the unanticipated condition. I 2.4 Processing : Existing ground that has been declared satisfactory for support of fill by the Geotechnical Consultant shall be scarified to a minimum depth of 6 I inches. Existing ground that is not satisfactory shall be overexcavated as specified in the following section. Scarification shall continue until soils are broken down and I free of large clay lumps or clods and the working surface is reasonably uniform, flat, and free of uneven features that would inhibit uniform compaction. I 2.5 Overexcavation : In addition to removals and overexcavations recomended in the approved geotechnical report (s) and the grading plan, soft, loose, dry, saturated, spongy, organic- rich highly fractured or otherwise unsuitable ground shall be overexcavated to competent ground as evaluated by the Geotechnical Consultant during grading. I 2.6 Benching : Where fills are to be placed on ground with slopes steeper than 5 : 1 (horizontal : vertical), the ground shall be stepped or benched. Please see the Standard I Details for a graphic illustration. The lowest bench or key shall be a minimum of 15 feet wide and at least 2 feet deep, into competent material as evaluated by the Geotechnical I Consultant. Other benches shall be excavated a minimum height of 4 feet into competent material or as otherwise recommended by the Geotechnical Consultant. Fill placed on I ground sloping flatter than 5 : 1 shall also be benched or otherwise overexcavated to provide a flat subgrade for the fill. I I I I APPENDIX I Page 5 I 2.7 Evaluation/Acceptance of Fill Areas : All areas to receive fill, including removal and processed areas, key bottoms, and benches, shall be observed, mapped, elevations recorded, and/or tested prior to being accepted by the Geotéchnical Consultant as suitable to receive fill, the contractor shall obtain a written acceptance from the Geotechnical Consultant prior to fill placement. A licensed surveyor shall provide the survey control for determining elevations of processed areas, keys, and benches. 3.0 Fill Material 3.1 General : Material to be used as till shall be essentially free of organic matter and other deleterious substances evaluated and accepted by the Geotechnical Consultant prior to placement. Soils of poor quality, such as those with unacceptable gradation, high expansion potential, or low strenght shall be placed in areas acceptable to the Geotechnical Consultant or mixed with other soils to achieve satisfactory fill material. 3.2 Oversize : Oversize material defined as rock, or other Irreducible material with a maximum dimension greater than 8 inches shall not be buried or placed In till unless location, materials and placement methods are specifically accepted by the Geotechnical Consultant. Placement operations shall be such that nesting of oversized material does not occur and such that oversize material is competely surrounded by compacted or densified fill. Oversize material shall not be placed within 10 vertical feet of finish grade or within 2 feet of future utilities or underground construction. 3.3 Import : If importing of fill material is required for grading, proposed Import material shall meet the requirements of Section 3.1. The potential Import source shall be given to the Geotechnical Consultant at least 48 hours (2 working days) before importing begins so that its suitability can be determined and appropriate tests performed. 4.0 Fill Placement and Compaction 4.1 Fill Layer : Approved till material shall be placed in areas prepared to receive till (per Section 3.0) in near- I I I I I I I I I I I I I I I I I I APPENDIX I Page 6 I horizontal layers not exceeding 8 inches in loose thickness. I The Geotechnical Consultant may accept thicker layers if testing indicates the grading procedures can adequately compact the thicker layers. Each layer shall be spread evenly and mixed thoroughly to attain relative uniformity of material and moisture throughout. 4.2 Fill Moisture Conditioning : Fill soils shall be watered, dried back, blended, and/or mixed, as necessary to attain a relatively uniform moisture content at or slightly over optimum. Maximum density and optimum soil moisture content I tests shall be performed in accordance with the American Society of Testing and Materials (ASTM Test Method D1557- 91). I 4.3 Compaction of Fill After each layer has been moisture- conditioned, mixed, and evenly spread, it shall be uniformly compacted to not less than 90 percent of maximum dry density I (ASTM Test Method D1557-91). Compaction equipmnt shall be adequately sized and be either specifically designed for soil compaction or of proven reliability to efficiently I achieve the specified level of compaction with uniformity. 4.4 Compaction of Fill Slopes : In addition to normal compaction procedures specified above, compaction of slopes shall be I accomplished by backrolling of slopes with sheepsfoot rollers at increments of 3 to 4 feet in fill elevation, or by other methods producing satisfactory results acceptable I to the Geotechnical Consultant. Upon completion of grading, relative compaction of the fill, out to the slope face, shall be at least 90 percent of maximum dry density per ASTM I Test Method D1557-91. 4.5 Compaction Testing Field tests for moisture content and relative compaction of the fill soils shall be performed by I the Geotechnical Consultant. Location and frequency of tests shall be at the Consultant's discretion based on field conditions encountered. Compaction test locations will not I necessarily be selected on a random basis. Test locations shall be selected to verify adequacy of compaction levels in areas that are Judged to be prone to inadequate compaction (such. as close to slope faces and at the fill/bedrock I benches). I 4.6 Frequency of Compaction Testling : Tests shall be taken at intervals not exceeding 2 feet in vertical rise and/or 1,000 cubic yards of compacted fill soils embankment. In I I I APPENDIX I Page 7 I addition, as a guideline, at least one test shall be taken on slope faces for each 5,000 square feet of slope face and/or each 10 feet of vertical height of slope. The Contractor shall assure that fill construction Is such that the testing schedule can be accomplished by the Geotechical Consultant. The Contractor shall stop or slow down the earthwork construction if these minimum standards are not met. 4.7 Compaction Test Locations : The Geotechnical Consultant shall document the approximate elevation and horizontal coordinates of each test location. The Contractor shall coordinate with the project surveyor to assure that sufficient grade stakes are established so that the Geotechnical Consultant can determine the test locations with sufficient accuracy. At a minimum, two grade stakes within a horizontal distance of 100 feet and vertically less than 5 feet apart from potential test locations shall be provided, 5.0 Subdrain Installation Subdrain systems shall be installed in accordance with the approved geotechincal report(s), the grading plan, and the Standard Details. The Geotechnical Consultant may recommend additional subdrains and/or changes in subdrain extent, location, grade, or material depending on conditions encountered during grading. All subdrains shall be surveyed by a land surveyor/civil engineer for line and grade after installation and prior to burial. Sufficient time should be allowed by the Contractor for these surveys. 6.0 Excavation Excavations, as well as over-excavation for remedial purposes, shall be evaluated by the Geotechnical Consultant during grading. Remedial removal depths shown on geotechnical plans are estimates only. The actual extent of removal shall be determined by the Geotechnical Consultant based on the field evaluation of exposed conditions during grading. Where fill-over-cut slopes are to be graded, the cut portion of the slopes shall be made, evaluated, and accepted by the Geotechnical Consultant prior to placement of materials for construction of the fill portion of the slope, unless otherwise recommended by the Geotechnical Consultant. I I I I I I I I I I I I I I I I I APPENDIX I Page 8 I 7.0 Trench Backfill 7.1 The Contractor shall follow all OSHA and Cal/OSHA requirements for safety of trench excavations. 7.2 All bedding and backfill of utility trenches shall be done in accordance with the applicable provisions of Standard Specifications of Public Works Construction. Bedding material shall have a Sand Equivalent greater than 30 (SE>30). The bedding shall be placed to 1 foot over the top of the conduit and densified by jetting. Backfill shall be I placed and densifled to a minimum of 90 percent of maximum from 1 foot above the top of the conduit to the surface. 7.3 The. Jetting of the bedding observed by the Geotechnical around the Consultant. conduits shall be 7.4 The Geotechnical Consultant shall test the trench backfill for relative compaction. At least one test should be made for every 300 feet of trench and 2 feet of fill. I 7.5 Lift thickness of trench backfill shall not exceed those allowed in the Standard Specifications of Public Works Construction unless the Contractor can demonstrate to the I Geotechnical Consultant that the fill lift can be compacted to the minimum relative compaction by his alternative equipment and method. I I I I I I I I — — — — — -- — •'d PO)6CTED Of 0. TO GAOUNO To;xJ FJ TOE Rfi4oYa FILL SLOPE OROUNO KEY — KEY De.Pfl LOW 4*4 — _ —_- v--sad— — FIVER-Ct.TT _ SLOPE — — — -S--- — — --- 4,. Z1v I I HATURAL -_ OROUHO -r SUCH --- HEiGHT MUM UK$UTAZLX - / L5TB1 / a. :'uIx. Y DfPTh TO FU Ace:iAn 06m= TO FL!. PLACeWEW erTO ___ \> "00, eoe KATURAL CUT-OVER-FILL QAoUKo SLOPE pftojEcrw pt_*J4E I TO I JUJ P4 Me Of TO APPco,w oc\ OYUUL.Y MD Y= MUCK 4, rrpWtL For Subd(a!flsSee Standard Detail C rK5V 8S*3 MiALL Be Dow WHW mom mCEIS 0=TOc43OFEATWU1 EI# W3hTWAl W 4 VY L*WII pt.L wom 6IWi B ALLIED EARTH TECHNOLOGY 4 ;;;•: ;- -z' c'M1N.--1 ILow,Tc8I r%,DCPTh (Xrn KEYING AND BENCHING DETAIL A ELEVATION A-A' fmi5iri GR.ADE ------- --------------- --------------- -------- _4. - - - - ---------------- 10 - - - - - --- - - - -- - - - - - - -. SLOPE ------------ ---------------- MIN m IL. :----: -_--:----:-:-:--- i i D OR FLOODED W now - - CRANULAR MATERIAL Oversize rock is larger than 8 inches in largest dimension. Excavate a trench in the compacted fill deep enough to bury all the rock. Backfill with granular soil jetted or flooded in place to fill all the voids. Do not bury rock within 10 feet of finish grade. Windrow of buried rock shall be parallel to the finished slope till. PROFILE ALONG WINDROW AT_T HJTEEEEiHJJJ I JETTED OR FLOODED GRANULAR IJArERL&L OVERSIZE ROCK DISPOSAL I DETAIL. B ALLIED EARTH I TECHNOLOGY 1 I I I I I I I I I I I I I I I I DESIGN FINISHED GRADE - 10' MINI B.CKFILL FILTER FABRIC (MIRA:Fl 140 OR APPROVED ECU WALEWI) 2% ri 6' MINI \w2 ROCK WRAPPED IN FILTER FABRIC OR CALTRANS CLASS H PERMEABLE. H 2 MINI -NON-PERFORATED I 64 MINI I NATURAL I GROUND / I 1 1 BENCHING 1 I ,..•.. •':.: : • " .• •. ;. •'l :. •. ,h' :'.. , ' •• :. ;• '• : . • './ •• t•' 1' • •. '...•. •..,• ..:j', :., • •• •.: ••11s'. :;.l rX 1••••• 's~ 1 • • I I . •; .•. • •. • • • •• • •l • i;.. • e..•t •. "A\ REMOVE UNSUITABLE MATERIAL HOG LUG TIED EVERY 6 FEET CALTR&NS CLASS II 2' MINI OVERLAP FROM THE TOP op PERMEABLE OR iY2 ROCK (9FT,'IFT.) WRAPPED IN / FILTER FABRIC FILTER FABRIC (MIRAFI 140 OR APPROVED \ 0 LLEOTOR PIPE 8HALL ECU WALEH1) BE MINLMUMG OLALCETER SOflEDULE 40 PVC PERFORATED CANYON SUDRAIN OUTLET DETAIL PIPE. SES.STANDARDDETftJLD PERFORATED PIPE FOR PIPE SPECIFICATION 6'+ MINI CANYON SUBDRAINS DETAIL C ALLIED EARTH TECHNOLOGY I I I I I 1 I I I I I I I I I I I I I KEY DEPTHI 15 MINI OUTLET PIPES 4'4 NON.PERORATE0 PIPE, 100' MAX, O.C. HORIZONTALLY, BACKOUT 1:1 301 MAX. O.C. VERTICALLY OR FLATTER eve to ( c-l.:..•sb.; BENCHING so t •... •'.- 2% / - '.'t • :. .' •' ,C.LóJ .. I * ..: .••:.•:•.• _____ :• :.' ________ ......./, :'• 2' MIN - 15' MINI KEY WiDTH IV MIN. OVERLAP FROM ThE TOP POSMYE SEAL (HOG RING TIED EVERY 6 FEET SHOULD BE \ AT PROVIDED FILTER FABRIC THE JO URAFI 140 OR APPROVED 0 PIPE MIN, ''' ' EOUW T.CONNELflON ,QR COLLECTOR PIPE TO CALTRANS CLASS II OUTLET PERMEABLE OR2ROCK (3) VPED IN PIPE FILTER FABRiC I , SUBDRIAJN INSTALLATION Subdrain collector pipe shall be Installed with perforattos down or, unless otherwise designated by the geotechnical consultant. Outlet pipe shall be non- perforated pipe. The subdrain pipe shall have at least 8 perforations uniformly spaced per foot. Perforation shall be 1/4 "to 1/211 if drlUed holes aroused. All subdmin I pipes shall have a gradient at least 2% towards the outlet. SUBDRArN PIPE Subdrain pipe shall be ASTM D2751, SDR 23,5 or ASTM D 1527, Schedule 40, or ASTM D3034, SDR 23.5, Schedule 40 Polyvinyl Chloride Plastic PVC pipe. I .• All outlet pipe shall be placed in a trench.no wider than twice the subdrain pipe. Pipe shall be n SAIL Of SE> 30 jetted or flooded in place except for the outside 5 feet which shall be native soil backfill. I UTRESS OR REPLACEMENT FILL SU8DRAINS I DETAIL - D ALLIED EARTH I TECHNOLOGY I I I I, I I I I I I I I I I I I I I I Project No. 01-1 106E7 Mr. James Zathas 06/14/01 3894 Garfield Street APPENDIX II Laboratory Test Results The maximum dry densities and optimum moisture contents of the fill soils encountered as determined in accordance with A.S.T.M. D1557, Method A, are presented as follows: Maximum Optimum Moisture Soil Dry Density Content Description (lbs./cu.ft.) (% Dry Wt.) Boring #1 Brown silty fine 122,0 10.5 Sample #1 sand (SM) Depth 3.0' The Expansion Index of the most clayey soils was determined in accordance with UBC Test No. 18-2. The results of the test are presented as follows: Soil Expansion Description Index Boring #1 Brown silty fine 28 * Sample #1 sand (SM) Depth 3.0' *Considered to have low expansion potential Carlsbad CERTIFICATE OF COMPLIANCE PAYMENT OF SCHOOL FEES OR OTHER MITIGATION This form must be completed by the City, the applicant, and the appropriate school districts and returned to the City prior to issuing a building permit. The City will not issue any building permit without a completed school fee form. Project Name: Building Permit Plan Check Number: Project Address: A.P.N.: Project Applicant (Owner Name): Project Description: (?1?2O iL? Building Type: D VfL Ec Residential: Number of New Dwelling Units Square Feet of Living Area in New Dwelling 7, 721 m '9z' Second Dwelling Unit: Square Feet of Living Area in SDU Residential Additions: Net Square Feet New Area Commercial/Industrial: re Feet Floor Area City Certification of Applicant Information: Date: 91 WITHIN CãHsbad Unified School District San Marcos Unified School District 801 Pine Ave. 215 Mata Way Carlsbad CA 92009 (729-9291) San Marcos, CA 92069 (736-2200) Encinitas Union School District San Dieguito Union High School District 101 South Rancho Santa Fe Rd 710 Encinitas Blvd. Encinitas, CA 92024 (944-4300) Encinitas, CA 92024 (753-6491) Certification of Applicant/Owners. The person executing this declaration ("Owner") certifies under penalty of perjury that (1) the information provided above is correct and true to the best of the Owner's knowledge, and that the Owner.will file an amended certification of payment and pay the additional fee if Owner requests an increase in the number of dwelling units or square footage after the building permit is issued or if the initial determination of units or square footage is found to be incorrect, and that (2) the Owner is the owner/developer of the above described project(s), or that the person executing this declaration is authorized to siqon behalf of the Owner. Signature: Date: f— -cl/ 1635 Faraday Avenue • Carlsbad, CA 92008-7314 • (760) 602-2700 • FAX (760) 602-8560 Revised 4/20/00 SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school district(s)) THIS FORM INDICATES THAT THE SCHOOL DISTRICT REQUIREMENTS FOR THE PROJECT HAVE BEEN OR WILL BE SATISFIED. SCHOOL DISTRICT: The undersigned, being duly authorized by the applicable School District, certifies that the developer, builder, or owner has satisfied the obligation for school facilities. This is to certify that. the applicant listed on page 1 has paid all amounts or completed other applicable school mitigation determined by the School District. The City may issue building permits for this project. SIGNATURE OF AUTHORIZED SCHOOL DISTRICT OFFICIAL TITLE NAME OF SCHOOL DISTRICT DATE PHONE NUMBER 801 Pine Avenue Carlsbad, California 9200.- City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 P6-21-2002 Plan Check Revision Permit No: PCR02148 Building Inspection Request Line (760) 602-2725 Job Address: 226 TAMARACK AV CBAD Permit Type: PCR Status: ISSUED Parcel No: Lot #: 0 Applied: 05/28/2002 Valuation: $0.00 Construction Type: NEW Entered By: JM Reference #: CB004083 Plan Approved: 06/21/2002 Issued: 06/21/2002 Project Title: DUPLEX - DEF TRUSS SUBMITALL Inspect Area: 9850 06/21/02 0002 01 02 :'Applicant: ..—Owner: - CO ,:PlVA JEFF - - 40.00 7019 GARDENIACOURT / CARLSBAD CA 92008 760-815-9356 / •'2\\ \ -. 1/ Total Fees: $240.00/ Total Payments To Date: $0.00 ( Balance Due: $240.00 Plan Check Revision Fee £ "'- $240.00 Additional Fees / 7 1,4 - - •— / -- -- ', -' ' A L - INCORPORATED .10 1962 / I / 1 7 ( \ / - / I FINAL APPROVAL lnsDector: Date:1 Clearance: NOTICE: Please take NOTICE that approval of your project includes thd "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exactions." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any PERMIT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave., Carlsbad, CA 92008 6&,~) Z~o~-3 - [!. OJEP.T NFORMON 4t f 2. ThrAcJ V ,?b Address (include Bldg/Suite #) FOR OFFICE USE ONLY s PLAN CHECK NO./%6ZI/g. EST. VAL. \I.,UII • Plan Ck. Deposit7 Validated By _Nji4.I\..../ - Date _______ 3 Business Name (at this address) Legal Description Lot No. Subdivision Name/Number Unit No. Phase No. Total # of units Assessor's Parcel # Existing Use Proposed Use Description of Work SQ. )F , #of Stories # of Bedrooms # of Bathrooms . ... ....,.. ,,.•. . .. 1 ' CONTACT PERSDF(if di fferntjrom apllcant) PJ V 7O AA zJ'Sb) Name Address . City State/Zip Telephone # Fax # ,, r-*,r.,.-.. .. - - .---,_ . -- ----• •,..- -- - n7' .-..-.4 Name Address . City State/Zip Telephone PR ... ... . ............................................................ - . . Name Address City St.ite/Zip Telephone # ........5h' • ' (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law (Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code) or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five,hundred dollars ($5001). Name. Address City State/Zip Telephone # State License # License Class City Business Licdnse # Designer Name Address City State/Zip. Telephone State License # KkkSLPQMPg SAT =ON., _I...]. .. .. Workers' Compensation Declaration: I hereby affirm tinder penalty of perjury one of the following declarations: C] I have and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued.. C] I have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My worker's compensation insurance carrier and policy number are: . Insurance Company Policy No. , Expiration Date__________________ (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS ($100) OR LESS) C] CERTIFICATE OF EXEMPTION: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California. WARNING: Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and èivil fines up to one hundred thousand dollars ($100,000), in addition to the cost of compensation, damages as provided for in Section 3706 of the Labor code, Interest and attorney's fees. SIGNATURE ' DATE WATJP I hereby affirm that I am exempt from the Contractor's License Law for the following reason: C1 I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). 0 , I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). . . 0 I am exempt under Section Business and Professions Coda for this reason: I personally plan to provide the major labor and materials for construction of the proposed property improvement. 0 YES ONO I (have / have not) signed an application for a building permit for the proposed work. I have contracted with the following person (firm) to provide the proposed constriction (include name / address / phone number / contractors license number): I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name I address / phone number I contractors license number): • I will provide' some of the work, but I have contracted (hired) the following personsto provide the work indicated (include name I address / phone number / type of work): PROPERTY OWNER SIGNATURE . • DATE . - Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration 'form or risk management and prevention program under Sections 25505, 25533 or 25534-of the Presley-Tanner Hazardous Substance Account Act? 0 YES 0 NO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? 0 YES 0 NO Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? 0 YES 0 NO IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. I JT _ I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 30970) Civil Code). LENDER'S NAME LENDER'S ADDRESS__________________________________________________________ -. I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. I hereby authorize representatives of the Cit%' of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST . ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF.THIS PERMIT. OSHA: An OSHA permit is required for excavations over 5'0" deep and demolition or construction of structures over 3 stories in height. EXPIRATION: Every permit issued by the building Official under the provisio of this Code shall expire by limitatiOn and become null and void if the building or work authorized by such permit is not commenced within 180 days from the date su permit or if the building or work authorized by such permit' suspencjed or abandoned at any time after the work is comme or a pe io of 180 days (Sect' 106 .4 Uniform Building Code). 4 PPLICANT'S SIGNATURE "''' - , DATE 2 - HITE. File YELLOW. Applicant PINK. Finance EsGil Corporation In Partnership with government for Bui&1ing Safety DATE: 06/18/02 JURISDICTION: Carlsbad PLAN CHECK NO.: 00-4083 (REV. # 11 - PCR 02-148 SET: II D APPLICANT JURI 0 N REVIEWER 0 FILE PROJECT ADDRESS: 3894 Garfield St. PROJECT NAME: Two units Duplex The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. - The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: Esgil Corporation staff did not advise the applicant that the plan check has been completed. [I] Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: JEFF Telephone #: 760-815-9356 Date contacted: (by: ) Fax #: Mail Telephone Fax In Person REMARKS: Roof trusses instead of conventional framing and miscellaneous other minor revisions under this plan change. By: SADRE FOR Kal Tumalieh Enclosures: Esgil Corporation LI GA LI MB J EJ LI PC 6/13 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 EsGil Corporation In Partnership with government for Bui Wing Safety DATE: 06/04/02 JURISDICTION: Carlsbad PLAN CHECK NO.: 00-4083 (REV. # 1) - PCR 02-148 SET: I PROJECT ADDRESS: 3894 Garfield St. PROJECT NAME: Two units Duplex IJ APPLICANT D PLAN REVIEWER 0 FILE The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. PLEASE SEE BELOW The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: JEFF PlVA 7019 GARDINA COURT, CARLSBAD, CA 92009 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: JEFF (v.M.' Telephone #: 760-815-9356 Date cQPtaGte4. '- (by: 3v_) Fax #: Mail v' Telephone fr' Fax In Person REMARKS: # 1): Submit two sets of revised/signed plans & truss calc's. to the city for review. Submit a revised framing plans (i.e., Sheet S4) to reflect the roof trusses as necessary. Provide a schematic in the truss calc's. indicating the designation of all trusses as required on plans to match the calculations. By: SADRE FOR Kal Tumalieh Enclosures: Esgil Corporation Li GA Li MB R EJ II PC 5/29 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax(858)560-1576 Carlsbad 00-4083 (REV. # 1) - PCR 02-148 06/04/02 VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad (REV. # 1) - PCR 02-148 PREPARED BY: SADRE FOR Kal Tumalieh BUILDING ADDRESS: 3894 Garfield St. BUILDING OCCUPANCY: R-3/ U-i PLAN CHECK NO.: 00-4083 DATE: 06/04/02 TYPE OF CONSTRUCTION: VN BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) roof truss revisions Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code Icb, I I Bldg. Permit Fee by Ordinance [] [Plan Check Fee by Ordinance Type of Review: fl Complete Review E Repetitive Fee Other Repeats Hourly 21 Esgil Plan Review Fee 240.001 240.001 Structural Only 192.001 192.001 Comments: Sheet 1 of 1 L)T B -r~ ~ pu~?- I SLopi I' ti -ft Lj / --- ; A i P1¼TL/ "-4 ?p~E (AT 1:Aek I E&JQ ct 7 L(OtJL (2 TQ1L - - EoMm 12N1 cr , - - .-..., C ', 64LC) ? 24 2\613, / $flL t L_—t—p .4l , Co pu tu c-T V, Vv~lil ) 711 1's . 2A-JC )trk 2' I 1%1jtJ 1 ______•'\ vjnr 1 -rP L / 7 R41k 4)Z 3h PACIFIC BREEZE CARLSBAD STONE TRUSS COMPANY www.stonetruss.com 507 JONES ROAD, OCEANSIDE, CA 92054 • (760) 967-6171 • FAX (760) 967-6178 ttAok "Pt,? STONE TRUSS COMPANY www.stonetruss.com STONE TRUSS CO. __ CERTIFIED INSPECTION S Rj ICBO EVALUATION SERVICE INC. AA-583 IN STRICT ACCORDANCE WITH UBC 2321.3 PREFABRICATED WARNING * WARNING * WARNING BE SURE ERECTION CONTRACTOR UNDERSTANDS HIB-91. SUMMARY SHEET ENCLOSED 507 JONES ROAD • OCEANSIDE, CALIFORNIA 92054' (760) 967-6171 • FAX (760) 967-6187 E-mail: stc_inc@ix.netcom.com STOOl A -C CAL FILL ' 20' OF PITCH AD: TILE SPACIN OVERHA 4 TORCH NON-STRUCTRAL DRAWING INTENDED FOR TRUSS LOCATION INFORMATION ONLY H 14' I3'4" 24'4" A-C CAL FILL C U >- 01 a: cn D LU F-- z CD LU .: Z 01 C LU H- 001 JOB NO: B651 PAGE NO: .1 OF I Z Cu F rr- a a: o 5--0 a: J F- LU C C ) CJ JOB: GABLE END l)ETAII. 11115 1)1W, PREPARED muM COMPUTER I ILPII I (LOADS 1. III lIENS I OIlS) SUBIII 11(0 BY TRUSS Hill. 'ryp. NOTCH V - Q24"O.C. 3.5" tl (4)10d Common(0.1413x3") nails ea.-end L.rongl;nck I ,,/r ivatl to ledqcr I /.T.7 11" D.C.) \ oul'I.(x)Kl:lI l.uul'je L .-.-_.. •' •1' CIlI1'Eli1A (un 1.1 l.a v,'ut_. '.-.-114 () __-_._ •. W/2-100 iiill;) DC IA IL 'A . - I)etall Roo f Matur L.T. Oult) volt L.fl )/., SYM ABOUT (P1) 1G"O.C. t)IETAIL FJ l,),:e,,i3 ._- \ ' (C) 1x4 continuous lateral bracing required 2X4 F112 UI) for diagonal braces longer than 72". attach at l)ulall "A"m/ ,r better Cciii midpoint of each diabonal brace with (2)-Cd 45) common nails (0,131"x2.5'). 24 2X l.etic Max. 0" crown 2" long 15ga(O.072") wire staples. - \ -,I.\ (0) Vertical gable studs may be attached with Outlooker.... \ 3/ /., Apply (3) staples toe-nailed from web to chord, and (3) staples toe-nailed from chord to web, ...j COM)lô1 p at GO" O.C. ('l) from one face. Structural webs, heel joints, and l,t,ciI TRUSSES peak joints must be plated. (Pl,Sl,I1l) 11I1JC1IIG )'('fj), 2 2 X 4 F. 1.. 112 or (31)1 /5trousyback (G) Gable end design based on 013C 1997, 80 mph I -Max. eb Lentls l FJ fastest mile wind speed, exposure C at 20 ft / l1 2-0-0 - mean height. Vat Lu.. (0)1 2X4 (K) A35, lii: See Simpson catalog C-2002 for product information. 114 connects gable stud to 35 connects brace to strongback. I. hjeL .0 2X4 GPI' iiax. I.enijth I1ax.(.cruqth ljcadc bracliiU (1,I) brace (S) j. . ii H (\f'••. . . ________ _____ CONTINUOUS llIIJOW U l't'OItl' (P1) Peak plate to inn Ic)) Common Lcti r,!;cs. (Si) Splice plate to niaLch Commoiu tru;e:;. (Hi) lice) plate to match coflinuols trusc:; 11011:: 'II,!:; ulu:tit II nuy 1w u:;i:d (or w (tic I0.I0uc1I B.C. a) :;o. — —yr) Spaic to match COluulliOl) I. r%c:SC — ......... H07': Chords to be 2 X4 1 I r- I .n rc;ll 112 iilii I "nun Design Criteria: _____ Ill REVISED 2112002 GWII "WARNIH0' bOOStS 0lOUb0( (01*(flL CAR( IN rAo*IcAuIoll. HANDLING, sillprior.. JOSIAh lOG 0110 0*A1I10. *crt* 10 1110.91 111*0011116 lllslAttlliC *00 OOACIOC). PUUIISII(O OY IPI (711650 PLAIt INSIllUIC. 303 0'OuiOF*bO OR.. 50111 700, IIADISOII. VI 33710). 000 s*rruy POAcultIs P0100 10 P(* P0014100 111(56 FUOCII005. 061(55 Oluu(0WlS( Ill0lCAi(O. lOP CII000 0110(1 'lOot PROPERLY AIIACII(ul IMPORTANT 50001011 A COPY or THIS 0(0160 10 lilt bNSlAu.LAlbOO COOIRACIOS. ALPINE (06I*(tO(O PR006CIS, bC. 511*11 uiOl 01 0(SP0115IPL( 700 AOY O(OIAib0l 0*014 11111 0(5161,: Ally 0*1(601 10 SINUCl000( PANELS. 0011014 CII000 011*51 tAll A PROPIRLY AIIACII(0 *1010 CLII 106. IC IC IJCDL LL DL 30.0 15.0 5.0 PSI PSF PSI REF P384-49442 DATE 07/20/93 DRW ALPINE =Z~lACK Alpine Enginccrcd Prouhuucli, ]no. S.cnmento.CA93828 001(0 101 109SS(S IN cooroo,4o6c( 61111 lOb: OR UD0lCAllOG. 11*601 1116. SIIIPPIOG. bOSlA((lulG AiD 06OCt05 OF 1*05515. lullS otolco c0000*uun *1111 APPI.ICA0(( 7001ISIOIIS 01 001 (NATIONAL 0(5 104 SPECIF ICAT ION 0001150(0 IT 1111 AKIRICAO 100(51 *110 0*7(0 ASSOCIAIIOII) *110 lOb. 0(01111 COIIN(Cl005 **( 14A0( OF 706* 05114 0613 6640 CAll. 51(11. (ICI PI AS 601(0. APPLY C000(Cl015 10 0*001000 1*0 A'). OK( 51*1 00 1111$ 00*0106 l0OlCAl(5 ACC(PIAIIC( OF 0007($slouuAt (OCINILIIOC 005P005lSl(l Il 501(11 FOR 1111 buSs COII000(01 0(0160 56060. lilt 061 lAud I Il AND 651 or unus C014000tol FOR ANY P**lIC0(ll 00110100 IS THE NISPOOSI(III.IlY OF THE 001(0106 0(01611(0. M 015IIIPI I'0993 S(Cll0* 7. FACt Of IN SS. *110 (11(150 011ltovlst IOCAI(D 00 lullS 0(5166. P0511100 C009tCl0*5 010 cc DC TOT. LL LU. 50.0 0.0 PSI PSI CA-Et1G SEON - OUR . IAC . 1 .15 J 'JOT5 2"/4 _. SPACINC -- - - - - - - - - TMk !Eh WA i(3- TRUSSES (*) MAX. 'I BETWEEN 1" CRIPPLES. "VALLEY RAFTERS - VALLEY RIDGE 1 X6 OR ROOF SHEATHING cvc.rcrn KI 7\_. Y4jJ.ILL Uti/UIL THIS DETAIL SHOWS TYPICAL VALLEY FILL FRAMING THAT WILL DISTRIBUTE ALL LOADS EQUALLY TO THE TRUSSES BELOW. ALL CONNECTIONS AND LUMBER USED FOR THE FRAMING ARE TO BE DESIGNED BY OTHERS. NO ADDITIONAL LOADING IS REQUIRED ON THE TRUSSES BELOW PROVIDED THAT THE LOADS ON THE VALLEY FRAMING ARE EQUALLY DISTRIBUTED TO THE TRUSSES BELOW BY USE OF CRIPPLES AS SPECIFIED. POST FROM RIDGE TO PURLIN OR TRUSS. POST FROM RAFTER/RIDGE TO BEARING, GABLE. OR GIRDER. POST FROM RAFTER TO PURLIN OR TRUSS. A 4-0-0 MX. BETWEEN CRIPPLES III.) Ufli iiSLIflISLIJ mUll l..VIiIUIL ISillutil tSllSLI 4 0 lJ4uul.lJIUl•J alUllLli 1.14 lii 115044 Ill IS. x SEE ALPINE DRAWINGS FOR DESIGN OF TRUSSES BELOW. NOTE, PLYWOOD SHEATHING IS REQUIRED BELOW THE VALLEY FILL TO BRACE THE TOP CHORD OF THE TRUSSES AND TO DISTRIBUTE THE LOADING. PLT TYP. Wave TP!-95 Design Criteria: TN (STD) Scale . 125 BRARNING" TRUSSES REQUIRE EXTREME CARL ID FABRICATION. HANDLING. SHIPPING. INSTALLING AND INSTALLING uj ALPINE Fc AND BRACING). PUBLISHED BY ITT (TRUSS PLATE REF R090 THI I. S DRAWING INDICATES ACC(PIANC( OF PROFESSIONAL /Ft. ACING. REFER ID BIR91 (IlAiIDLlBG - 14554 C\\ - DATE 07/19/99 S. INSlIIuT(. 583 R'ONOPRIO DR.. SUItE 200. MADISON, WE 55719), FOR SAFE lY PRACTICES PRIOR TO PERFORMING IHESE FUNCTIONS. UNL(SS 0111(001 St INDICATED . to ChORD SHALL hAVE PROPERLY AIIACIIED *;M ARMING— PANELS. BOTtOM CHORD SHALL HAVE A PROPERLY AtTACHED RIGID CEILIHIS. "IMPORTANT'' FURNISH A COPY OF Tills DESIGN 10 lIlt INSTALLATION CONTRACTOR. ALPINE (lIGIhICEOLD PRODUCtS. INC. SHALL HOt BE RLSPONSIOL( FOR ANY DENIAl 1011 FROM THIS DESIGN; ANY PAUlINE 10 DRW 3.045, 927 BUILD SHE TRUSSES IN CONFORMANCE NITII'IPI: OR FARRICAIIIIC, HANDLING. SNIPPING, INSTALLING AND CA- ENG / BRACING OF TRUSSES. THIS DESIGN CONFORMS 01111 APPLICABLE PROVISIONS OF NOS )BAIIONAL DESIGN SPECIFICATION PUBLISHER BY THE AMERICAN FOSESI AND PAPER ASSOCIATION) AND IPI, ALPINE CONNECIORS ARE MADE OF lOGO ASIA A603 6040 GALl. SIRE. (IC(PI AS NOTED. APPLY CONNECtORS 10 20538 EACH FACE OF TRUSS. AND UNLESS OTHERWISE LOCATED ON 11110 DESIGN. POSITION CONNECTORS PER MptncEngineered Produc,1no RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. lilt SUITABILITY AND US( OF TIlTS SEON - DRAWINGS IWO A•Z. lilt SEAL ON ENGIN(LRING COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF tIlE BUILDING DESIGNER. PER Sacramento. CA95828 ANSIltPI 1.1995 SECTION 2. 2 02..... STANDARD JACK DETAIL SPACING 24" O.C. IN 1.5x 3 DEFLECtION CR11 [WA: (LIVE LOAD) RAFTER ___-'1 RAFTER SLOPES < 4:12 = L/240 RAFTER SLOPES > 4:12 < 12:12 = L/180 CEILING JOIST = L/240 IT IS THE RESPONSIDILITY OF THE BUILDING DESIGNER AND W2 :1 TRUSS FABRICATOR 10 REVIEW TI-IIS DRAWING PRIOR TO CUTTING LUMBER 10 VERIFY THAT ALL DA1A, INCLUDING DIMENSIONS LOADS, CONFORM TO THE ARCHITECTURAL SPECIFICATIONS AND FABRICATOR'S TRUSS LAYOUT. W1.X3 MAXIMUM CLEAR SP AN 4 II 2XEM-tIR STANDARD IF RAFTER NO1 SUPI'ORlED AT END CEILING JOIST LIVE LOAD (PSF) DEAD LOAD (PsF) DURATION FACTOR RAFTER' SIZE GRADE U AF 1 EUSLOI'E_~LLL 16 16 30 30 16 16 30 30 10 15 10 15 10 15 10 15 25% 25% 15'7 15% 25% 25% 15% 15% --MAXIMUM CLEAR SPAN - - CEILING JOIST 5 1,00 2X4 //i FL 9-2-0 8-7-0 7-11-0 7-5-0f 8-11-0 8-4-0 7-10-0 7 -5-0 N /1 o——o 2X4 SS FL 9-6-0 8-11-0 8-5-0 8-0-0X 9-3-0 8-7-0 0-2-0 7-10-0 2X6 f/I FL 13-4-0 12-6-010-9-0 10-2-0J 12-3-0 11-6-0 10-9-0 10-3-0 I 113-11-0 2X6 SS FL 13-11-0 13-1-0 11-10-0 11-4-0]12-8-0 11-11-0 11-4-0 10-10-01/ \J13-11-0 ___ ___ __ __ ''VARHINU' • 1RUSSES REQUIRE LX IRElIC CAli. It, IlANIJUUI, SIIIII'lIlI,, IllS At LIIIC, NIh IJk'ALIIh(. RErER 10 1110-91 (IIANDLI1IG INS1ALIjNC, AND flrAIIU). runLIsIlco flY 1I'l C IILp55 I'l.AIC INStITUtE. sui Il-ouorPlo iip..cijiir 200. tiAIIISIPI. vi 5:171)l. run srr.1v l-Ri'i;l tcr.s IIIUIR AT1ACIIED StRUCTURAL PANELS AND DUTT(Jl4 ClithiltI ShALL hAVE A PRLIP(RLY Al lACIlElI UIC.IIh ccn.i w REF DATE rev 7 /15/98 DRVG CD1O1 I _ __ C= C= ____ 'U PERrUR1IING lIlESE fliNClIONS. unrss (11111Il'JISC INUICA1EU. 1(11' CIIUIIU ShlM..I.. IlAVC PUUI(IJL1 JACK .IHP0P1ANl t(I#NISII A COPY or 1,115 I1CSIr,ll 11.1 IIh( UISIM..LATIIJN clh,I1pAc:IIIR. ALPINE I( CPIGINEEPCD PRODUCTS. INC. SIIAL.I. NOT RE ncsl'ullslni( 109 AllY DCVI,%I till rP1114 TIlLS DESIGHi AllY PAIL(JRC 10 flulLII TIlt 1PLIS ES Ill CI)I110L'IlAlltC VIIII 1 Ph tIll I Null.thuG. SIhIl'I'lli(,. (HAlIIAL DETAIL -ENG I __________IPPAvUIC, AND DRACIllI, ur TRUSSES. DESIGN rulIlIhIuls villi ArILIrAfiLE lPtIvISllI:IS tir lutic ___ AND DESIGN sptcir1CMION l'IJflLISl'tU DY ui CRICAU runtsI un rAI'LP ASSIICIAIlhlll in. ALPINE CUNNECIUPS ARC IlAIJE or 20C,A ASI1I At.51 r.9), GALV. 5l1.(. CXC(1'I Al 11111C11. APPLY CUNIlECIURS IU EACh rrt 01 TRUSS AND. IINLE 55 UIhlERvISr. i oClcu UN 11115 llCIGII. \ 113511 11114 cumilc 11)95 PiR IhhlAV II1r,. 110. 10 AlhIl 1(0 A-I. All 1: 1111111 Al. LII I liii:. ArrLlcs ONLY III lilt IILSIGH LW ti tRusS tj(IIC1Chi'ti AND $llAi.L tiul iii: ccicu til'Ilil IN ANY OIlIER WAY. OF ilIslAullIG , csv'.. 1 C) /1111' JACK 8AFIER OCTAIL (2x4 OVEn 2X4) 1111 il); 1'rlrj'ArIE() Frimi COIII6IEI1 11.11'IjI (I-OAOr. C 01lct-IS100IS) 5t1(DIIIIC(1 OY mUSS )Ufl. LUMBER GRADES TCLLJTCDL MAX SETUK TCLLITCDL MAX SETIJK TCLUTCDL MAX SETOK TCLLITCDL MAX SETUK TCLLJTCDL MAX SETUK TCLLJTCDL MAX SETDK FL#2 1617=2311 0-9-0 20/7=2711 0-4-0 16/14=3011 0-1-0 16/10=34/1 7-9-0 20/14=34!! 7-9-0 40/7=4711 6-11-0 FL111 16/7=2311 9-2-0 20/7=2711 0-9-0 16/14=3011 6-5-0 16/18=3411 8-1-0 20/14=3411 0-1-0 40/7=4711 7-6-0 ,r.L:141&oErrEn(1) 16/7=2311 9-3-0 2017=2711 0-11-0 16/14=3011 16/14=30!! 0-8-0 16/10-348 1G/10=3'll/ 8-5-0 0-6-0 20114=311!/ 0-5-0 40/7=471/ 7-7-0 FL SS i 617=2311 9-4-0 20/7=2711 9-0-0 0-9-0 20/14=34/! 8-6-0 4017=471/ 7-10-0 FL 1650F 1.4e 1617=23/1 0-0-0 2017=2711 - 0-4-0 16/14=30/1 16/1.1=30/I 16/14=3011 0.1-0 0-5-0 16/10=34// 7-10.0 20/14=3411 7-10-0 40/7=4711 7-3-0 FL 1800F 1.6e .611=2311 9-0-0 2017=2711 0-7-0 16/18=34!! 0-2-0 20/14=34/1 8-2-0 4017=4711 7-6-0 FL2100F 1.8e 16/7=2311 9-3-0 2017=2711 0-11-0 0-0-0 16/10=31// 0-5-0 20/14=34// 0-5-0 .1017=4711 7-9-0 FL 2400F 1.7e 1617=2311 9.1-0 20/7=2711 8-9-0 16/14=3011 8.6:0 16/10=341/ 8.3-0 20/14=3411 0-3-0 4017=47/1 7-7.0 PL.ATING\PITCH 2.82-3.00 3.00-6.00 1.60-3.00 3.00-6.00 2.82-3.00 3.00-6.00 2.82-3.00 3.00-6.00 1.50-3.00 3.00-6.00 1.50.3.00 3.00-.00 3X14 3X7 3X14 3X7 3X14 3X7 3X14 4X7 3X14 4X7 3X14 4X7 3X4 3X4 3X4 3X4 3M 3X4 3X5 3X5 3X5 3X5 3X5 3X5 3X14 3X7 3X14 3X7 3X14 3X7 3X14 4X7 3X14 4X7 3X14 4X7 (0) 3X4 3X4 3X4 3X4 3X4 3X4 3X4 3X4 3X4 I 3X4 3X4 3X4 (1)REVISED 1/3/96 — PEIC (LUMBER) 24'O.C.. (TYP) CONVENTIONAL FRAMING IS NOT THE RESPONSIBILITY OF THE TRUSS DESIGNER, PLATE MANUFACTURER, NOR TRUSS FABRICATOR. PERSONS ERECTING TRUSSES ARE CAUTIONED TO SEEK ADVICE BY LOCAL PROFESSIONAL ENGINEER REGARDING CONVENTIONAL FRAMING. (SS)SHIM ALL SUPPORTS SOLID TO BEARING. N LOADS . 3011, DURATION FACTOR=1.15. THIS FIII'JACK DESIGNED TO SUPPORT CONVENTIONALLY FRAMED RAFTERS. CANTILEVER HEEL RAISED HEEL - ((3) (P) 1.5-6 VARIES WITH PI.rII H VARIES WITH SETBACK OVEn 2 5UPPOflT fl=40011 MAX W=1.5.MIN. R-96111 MAX W=1 .5" MIN. MIN (A) 2X4 - 2X6 2X6 - 2X8 2X0 —2X10 2X10— 2X12 I 18 MIN 3X4 TIE. PLATE 3X4 PLATE OVER SUPPORT 2X4. 2X6, 2X0, 2X10 BLOCK FL GRADE Sew 19624 PLT. TYP.- ALPINE DESIGN CAll UDC __________________ TC LL -. PSF REF 84 -34267 _ ___ I MPORTANT )4 LllCIiEIlLO Pflh*.IIICIS. WARN I NGUh9 IA.IIllIll5 tfIll(iIE ChIC W. ShAlt 1101 00 00500ilsll4_( (I))) Ally III ulAlS)LIlu;. 1.11(C) 1011 All() IC DL LOADING PSF DATE 05/01/95 000IMIOhI rush) 11115 0(0(d) (III 111(50 sr(clr ICAIlOIlS. 00 Alit ohlArIll);. c(C 11)0-91 lIt III. .E0 Ills 01.51011 AUS FAILUOE 10 00110 lIlt ImJSS Ill C0l0UIC( III 05)00 or ipi. LOS AlIltIAL 51(011.1 l•(Il)llIlIl IlIlAClIlt 110 Rev 17 -2tn Lh_I9Il( COIIIICCII1I(S AuG 111100 or soot CAT_V. 51((T_ 110(1IllS £5114 ollll1(i1Cill5. 11114.10% OIlW.101150 %hl(IlCA(CII. (01'8C DL SEE - PSF ORM CD1I3 C011lClS 0Lfl AWII0 l)Q. ISO C IOOA-t. ocslr.ui 5IAI100000 Al lii Niul'(lY Li IA.iIl 110111 CL 11.1140 .SOC * BC LL 00VE PSF CA-ENG POC £445 rn o 0000r'l Ad 110110. ASf'I.t COIPIECIOlIS 10 (b011 rAcE or (IhOflO ShAll, or LAllllAI.l.Y IlIACIII 111111 rlllll'rll 11)4055 *15) 1)14.055 O(IEl5liIS1 LOCAIIO Oil 11115 0001(11. P05111011 1,0 Al 1*110)1 lLl1Qt1Ib 5I(AlIlIll0. 110111414 (110110 TOT.LD. PSF 00000I04 W/Al'l'tICAOl( NlOVlSIoliO Cl' 103 0 IN. All (l10111((00 AIrIlIE ICCIPhlOAt. ll'IIAI( 17/1/911 roll lfllS'(lh DUR FCA .FAC. 1.25 SCM. (lii 11111 (101011110 APIS_ItS 10 11117.COIIOIlt.ill 0001db 1(00 00411*1.1. Al'IS.ICAl 11)11 rhll.lIhl S. 1:1111 or 1111% Ill (TILt. AIlS 511*1!.. 111)1 00 0(11(1) !.$1111 Ill AN) 011(0 .110. lirolcll Ill lilt 111055 LI4CI 11111 llllllllhdll,iI. __________________________________________ A.-li'l 11910% 11,1110 111511 lul(. IllS - I9SI IlAl 11111111 £101011 rJrdl: 10*111111 11111 0111111 l,llll'lll'lICIhIIlI — . SPAC ING 24 .0 1= — JOB.': CALIFORNIARIP DETAIL PERMANENT BRACING DETAIL - SECTION A-A START OF TOP CHORD FLAT TOP CHORD PIJRLINS START OF THE TOP CHORD EXTENSION .. (TYPICAL) .., /(CONTINUOUS) /EXTENSION (SLOPING TO FLAT) \_ \ / (SLOPING 10 FLAT) CA-11111 CRI PPLE' SUPPORT LAYOUT I SETBACK A L PERIIAHENI DIAJOMALS FORM BRACED BAY. REPEAT Al ALL HIP ENDS AND Al APPROXIMATELY 20 INTERVALS OP LESS THEREAFTER. NOTE: PERMANENT DIAGONAL BRACING NAILED ID LI4OEPSI13E OF FLAT TIP CHORD PREVENTS LATERAL MOVEMENT OF 1111' CHORD. * TRUSS I1 ROI" I LE FIELD APPLIED LIUTLI-IN CRIPPLES CRIPPLE (TRACING (REMAINS IN PLANE t2 WITH TRUSS) CRIPPLE I#6 HIP CHORD EXTENSIT 1 SPACING S HIP HIP (WI D EX1 ENS lIP HIP 1PD EXTENSION TD (U ~ )6 & A I (TIP GIRDER COMMON CI1H)II #6 #5 - 113 VPITOIEO AND SHEATHED [(lORD AREA NOTE: ALL CONNECTIONS SHflUI_fl LIE MALE Willi A IlIWINtiM [IF 2-10d COMMON NAILS UP EIIUAL. NOTE: CONVENTIONAL FRAMING AND/OR CRIPPLES APE NOT TIE PESPONSJUILITY OF THE lPUSS DESIGNER. PLATE MANUFACTURER, NOR TRUSS FAUPICAIOR. PERSONS ERECTING THE TRUSSES ARE CAUTIONED 10 SEEK ADVICE BY I I I 1 #6 REGARDING CONVENTIONAL FRAMING. #2 #3 #4 #5 #7 F- SETUACI: SEE CA-HIP ENGINEERING FOR JACK TYPE USED. .'NOIE: SEE ORIGINAL DESIGN FOR LOADING AND DURATION FACTOR PEDUIPED. P11W SI(ATIIING - SC-1UACF o - CRIPPLE SUPPORT LOCATION. SUPPORTS EXTENDED RENDERS TO Ft AT TOP CHORD. (4' B.C. BRACING SHOWN) SECTION 11- 11 IIIIILI IN CRIPPLES III.'. - FIELD CRIPPLE SPACING r----t (2 TO 4' D.C. 1W.') j PERMANENT DIAGONAL (TRACING PURLINS SPACED e 24'D.C. TYP. APPLIED 10 tJ'ERS TOE OF FLAT (CONTINUOUS 2X4) - lop CIIUPO BY ERECT 1014 CUMIPAC FUR CRIPPLES SPACED 40' D.C. TYP. (SEE (WALING DETAIL) (0) BUILT-IN FILL CRIPPLES (HORIZONTAL MENDER OPTIONAL) NOTE: SEE ORIGINAL DESIGN FOR LIJII)ER, PLATING AND OTHER CRITERIA NOT ShOWN HERE. g2of 104, = IMPORTANT)W1' ENGINEERED PRODUCTS. INC. TIUSSES REQUIRE EXTREME CA# WA ANINGN TC LL PSF REF DATE 06/15/94 = = = = SHALL NOT BE RESPONSIBLE FOR DEVIATION FROM THIS OEIGN OR THESE SPECIFICATIONS. OR ANY HANDLING. ERECTION , BRACING. SEE NIB-OS BY TPI. SEE THIS OE/1& FOR ADDITIONAL SPECIAL PERMANENT BRACIIIIISJ TIC DL PSF ORW CDT 10 = = FAILURE TO BUILD THE TRUSS IN CONFOPMAIICE WITH OSTOG BY IPI. BC DL PSF = = ALPINE CONNECTORS ARE MADE OF 200A Ob.IV. STEEL MEETING ASIA OUTITEHEIITS. IlILESS OTHEnMISE INDICATED. ENG A446 OR B EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF CHORD SHALL BE LATERALLY BRACES WITH PI'EIl BC LL PSF = ALPINE TRUSS AND UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION LY ATTACHED PLYWOOD SHEATHING. BOTTOM C* =CIVI CO)IIIECTORS PER DRAWINGS 1)0. 100 C IROA-F. DESIGN STANDARDS CONFORM A/APPLICABLE PROVISIONS OF HOT C TPI. LII ENGINEER'S WITH PROPEPLY ATTACHED RIGID CEILING -- 1E ALPINE TECHNICAL UPDATE Il/I/PU FOR PROP. NN. TOT. LD . ** PSF CA-HIP OUR. FAC TRUSS SEAL ON THIS DRAWiNG APPLIES TO uS CO'0T1(HT DEPICTED HERE DRYWALL APPLICATION. FURNISH A COPY OF Of COf C PEANENT IN ONLY. AND SNAIL NOT BE RELIED $JPOII IN ANY OIlIER WAY. DESIGN TO TIlE TRUSS ERECTION CONTRACTOR. BRACING DETAIL SPACING N" = = = = = _____________ '--TIll - TRUSS PLATE INSTITUTE. 1015 - 1991 11*1 IOTIAL 0(51011 SPECIFICATION FOR 1(0110 CONSTRUCTION Job: C) / CALIF. HIP I DETAIL (B) k 45- (2) •lGd SINKERS (HR) Top ChORD EX'rENS ION SINKERS SINGLE CUT EXTENSION *.MAXIMUM GAP '—'— DOUBLE cur EXTENSION I DETAIL TOP VIEW (BLOCK;) /Z. "1 • ) BOTTOM VIEW (BLOCK) COMPOUND CUT 2X4 F.L. STD BLOCK SLOPING TOP CHORD 12" LONG * 111 HIP •N FLAT TOP CHORD Ill HIP TillS OWG. PREPAIIED FROM COMPUTEII INPUT (LOAOS C 0Il4EtISIONS) SUOMITTEO BY TRUSS MFR U) (FIR) HIP RAF1ER - 0 (OW) BEARING WALL Ln (CM) CAL-HIP TRUSS NOTE: MAXIMUM UNSUPPORTED LENGTH OF FRAMING TO HIP RAFTER (HR) MUSTNOT EXCEED 8-0-0 PARTIAL FRAMING PLAN lull I (FIR) * ATTACH TO UNDERSIDE OF HIPRAFTER II USING (3) 160 SINKERS THRU BLOCK INTO HIP RAFTER. SHIM BEVELED BLOCK Ii 4/ SOLID BETWEEN HIP RAFTER & I!) HIP FLAT TOP CHORD. II PLT. TYP.- ALPINE DESIGN GRIT UBC Ii ___ ___ ___ c,loh,,00tlto I'floQllCtS. IlIC. )()(IMPORTANT X ARNINGIII'.Vi tltolllllt (0111(11 SIIM.L 1101 00 005DOtlSIIlLE toll AllY All IIAIII}LIIIC.. (fltCt JO DEVIATION MOM 11110 DESIGN OP 11*00 SPECIFICATIONS. On ANY lIflACtIlS. SEE 1110-91 BY 1ff. cto tIlts FAILUOS 10 BUILD THE MUSS IN COUFOPAIAIEE 61111 OSlO) By ipi. ton ADDITIONAL SPECIALPEfll4AllEllt LinAC ALPItIC COIIlIECIOflS APE14*00 or nor.* DALy. STEEL 140(11110 *016 011ltl(lltliiS. IULESS 011ltlll4tflt IlEItCAtI *446 CI) B EXCEPT AS 1611(0. APPLY commons to EACII FACE or cilono SIIALL DC LAtEIlAILI 6mAr.00 Willi ATRUSS 111US$ *10 EASElS otlltfllltSE LOCAIIO ON lilt) IlESIGlI. lolltt011 LY Ari*orD PLYWOOD SIltAtlICtIG. DOtto, COIlIJECtOlIS PLO OrlANtIltS 2)0. ISO C 100*-F. O(StCti StAlilOflIlS Willi l'flOrCt4.Y AtIACIED flittfl CEIL ttlG C011tOl34 W/API'ttCAliLt I'flOVISIt)ll OF IRIS C tPI. All tlllllllF(,r5 *1.1111* l(CIIICCAL IlIDAtE (F/I/Ott fun SEAL OlI 11113 00*41110 APPLIES to NIE COlUOlItlIt DEPICtED tEAL OflYlilLL *ttl.IC4tt0ll. ft06lt.al A CON I itt 01ST. AND SIIALL ItO) 00 11(1.116 (P011 IN £111 0111(11 WAY. 0C5lr.11 to tilt EnlIST ElECt 11111 ctllltttAc = = -.tPI - tAil)) PLATE 111511 totE. lotS - tOol IlAtlollAL 11(51011 SIOCEFICAt i,,,t ion 6100 l:OtIt4lr.l urn ft Rev 17.3Q NTS IC LL 16.0 PSF REF R090--31450 TC DL 18.0 PSF DATE 04/26/95 C DL B . 0 PSF DAM 3.052. 699 A LL 0 .0 PSF CA-ENG CWC\4L. AOT.LD. 42.0 PSF OUA.FAC. 1.25 —PACING SEE ABOVE (b1-I'AC1tIl.. WtLL - #A HIF H) TOP CHORD 2x4 DF-L #1&Bet. BUT CHORD 2x4 DF-L #1&Bet. WEBS 2x4 HF Std/Stud PLATES DESIGNED FOR GREEN LUMBER PER NDS-97 TABLE 7.3.3. #1 HIP SUPPORTS 8-0-0 JACKS WITH NO WEBS. CORNER SETS ARE CONVENTIONALLY FRAMED. iii, a flu, rr,Lrnr.L I) U hUll lUlU UI Lfl •l•J V. k-., , ...,, ........ IN LIEU OF RIGID CEILING USE PURLINS TO BRACE BC @ 120" OC DEFLECTION MEETS L/360 LIVE AND L/240 TOTAL LOAD. BUILDING DESIGNER IS RESPONSIBLE FOR CONVENTIONAL FRAMING. USE THIS DESIGN FOR COMMON HIP TRUSSES @ 24.0 OC. EXTEND SLOPING IC OF TRUSS AND JACKS TO HIP RAFTER. SUPPORT EXTENSIONS EVERY 2.00 FT TO FLAT TC. ATTACH 2x4 LATERAL BRACING TO FLAT TC @ 32' OC WITH 2-16d NAILS AND 'DIAGONALLY BRACE PER HIB-91 13.2.1(FIG.33) , OR DWG. BRCALHIPO699. SUPPORT HIP RAFTER WITH CRIPPLES AT 2-9-15 OC. W4X8 W 4 X 8 W2Yi1 W3X4 W3X1O(B1) . W3X1O(B1) I 2-11-9 +2000 I Li-g-oJ L1-9-oJ 7-10-15 4-6-5 .j_ 7-6-12 H 20-0-0 Over 2 Supports R=1644 W=3.5' R=1644 W=3.5" Im PLT TYP. Wave TPI-95'R Design Criteria:TPI(STD)/UBC 19.5a CA/-/l/-/-/R/- Scale =.3125"/Ft. Stone Truss 760-967-6171 507JonesRoad,OceansideCA92O54 ''WARNING" TRUSSES REQUIRE EXTREME CARE IN FANRICATION. NANDLING. SNIPPING. INSTALLING AND BRACING. REFER TO HIB91 (HANDLING INSTALLING MID URACING). PUBLISHED BY TPI (TRUSS PLATE INSTITUTE. 583 D'ONOFRIO DR.. SUITE 200, MADISON. WI 53/I9), FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SNAIL HAVE PROPERLY ATTACHED TC LL TC DL 16.0 14.0 PSF PSF REF ROYO- -50223 DATE 04/26/02 _____ Alpine Engineered Products, Inc. Sacramento, CA 95828 STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. —IMPORTANT— FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CORTNACTUR. ALPINE (NGIIIEERED PRODUCTS. INC. SHALL NOT RE RESPONSIBLE FOR TODEVIATION IRON THIS DESIGN; ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING. SHIPPING. IIISTALLING AND BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICAOL( PROVISIONS 01 HOS (NATIONAL DESIGN SPECIFICATION PUB LISREO BY THE ARERICAN FOREST AND PAPER ASSOCIATION) ADD TPI . ALPINE CONNECTORS ARE WADE OF 2 0 GA ASTN A653 GR4O GALD. STEEL. EXCEPT AS NOTED. APPLY CONNECTORS TO EACR FACE OF TRUSS. AND UNLESS OTIIERWISE LOCATED ON TRIG DESIGN. POSITIO1I CONNECTORS PER DRAWINGS 160 AZ. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PRDIESSIOVAL ENGINEERING RESPONSIBILITY SOLELY FOR TOE TRUSS coMpoNENr DESIGN ShOWN. TIlE SOITANILIRO AND USE OF 11I Is COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER ANSI/IPX 11995 SECTION 2. A _________ 6 6*20 CIYPN. BC DL BC LL TOT.LD. 5.0 0.0 35.0 PSF PSF PSF DRW CAUSRO9O 02116057 CA rWL/CWC SEQN - 51070 DUR . FAC . 1.25 FROM ROB SPACING 24.0" Scale =. 3125/Ft. REF R090--50221 DATE 04/26/02 DRW CAUSR090 02116055 CA-ENG RWL/CWC SEON - 51241 FROM ROB ..,r.,('rn.,cSc',ln.srrrrnnv ro,lcc lArD 01-rA..Ir1. bKtL - P,.1 iuu (..ur'lN) TOP CHORD 2x4 DF-L #1&Bet. BOT CHORD 2x4 DF-L #1&Bet. WEBS 2x4 HF Std/Stud I PLATES DESIGNED FOR GREEN LUMBER PER NDS-97 TABLE 7.3.3. Mechanical Unit Loads Supported by this Truss Load At Truss Unit Unit Supporting case# X-Loc Piece Lbs. Width Trusses 1 10.00 BC 300.0 2.00 3 2 10.00 BC 300.0 2.00 3 3 10.00 BC 300.0 2.00 3 IN LIEU OF RIGID CEILING USE PURLINS TO BRACE BC @ 120 OC TRUSSES TO BE SPACED AT 27.0 OC MAXIMUM. DEFLECTION MEETS L/360 LIVE AND L/240 TOTAL LOAD. 10 PSF BC LIVE LOAD PER UBC. TRUSS DESIGNED FOR UNBALANCED LIVE LOAD. W3X5 W3X4 W2X4 III 0-5-2 20-0-0 I 3-7-15 W2X6(A1) =— L< 1 - 9 - o ;;J 19-8-8 Over 2 Supports R=1005 W=3.5' R=868 19.5a * PLT TYP. Wave TPI-95'R Design Criteria: TPI(STD)/UBC Stonelruss 760-967-6171• **WARNING TRUSSES REOUIRC EXTREME CARE IN FABRICATION. HANDLING. ShIPPING, INSTALLING AND 507 Jones Road, Oceanside CA 92054 BRACING. REFER TO NIH-NI (HANDLING INSTALLING AND BRACING). POOL SHED MT TPI (TRUSS PLATE INSTITUTE. 5H3 D'ONOFRIO DR., SUITE 200. MAD ISOD. WI 5371 9) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE IROICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STROC TOR AL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. IMPORTANT** FURNISH A COPY OF THIS DESIGN TO THE IRSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS. INC. SHALL NOT BE RESPONSIBLE FOR ANT DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI; DR FABRICATING. HANDLING, SHIPPING. INSTALLING AND ALPINE BRACING OF TRUSSES. TIllS DESIGN CONFORMS WITH APPLICABLE PROUISIONS OF NDS (NATIONAL DESIGN SPECIFICATIO1I PUWLISNED BY THE AMERICAN FOREST AUD PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA AGTN A653 GR40 GALR. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION CONNECTORS PER DRAWINGS 160 A-Z. THE SEAL 00 THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEEOISG Alpine Engineered Products, Inc. RESPONSIBILITY SOlELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS Sacramento, CA95S28 COMPONENT FOR ANY PARTICULAR BUILDING IS Tit[ RESPONSIBILITY OF THE BUILDING DESIGNER, PEN ANSI /RPI 11995 SECTION 2. CA/-/l/-I-/RI- IC LL 16.0 PSF IC DL 14.0 PSF BC DL 5.0 PSF BC LL 0.0 PSF TOT.LD. 35.0 PSF DUR.FAC. 1.25 SPACING 27.0" W3X5 W3X4 W2X4 III W3X5(A1) 10-0-0 _L. 10-0- ri..) uwu rILrnnLI, rnurr ..ururu,cn inrul 5LUnIJ,) .,. •..... PLATES DESIGNED FOR GREEN LUMBER PER NDS-97 TABLE 7.3.3. IN LIEU OF RIGID CEILING USE PURLINS TO BRACE BC @ 120 OC TRUSSES TO BE SPACED AT .27.0 OC MAXIMUM. DEFLECTION MEETS L/360 LIVE AND L/240. TOTAL LOAD. 10 PSF BC LIVE LOAD PER UBC. TRUSS DESIGNED FOR UNBALANCED LIVE LOAD. I3o1-rILIrIL DlSttLt - A1A LUI'1PI TOP CHORD 2x4 DF-L #1&Bet. BOT CHORD 2x4 DF-L #1&Bet. WEBS 2x4 HF Std/Stud 1x4 #3 HEM-FIR OR BETTER CONTINUOUS LATERAL BRACING TO BE EQUALLY SPACED. ATTACH WITH (2)8d NAILS. BRACING MATERIAL TO BE SUPPLIED AND ATTACHED AT BOTH ENDS TO A SUITABLE SUPPORT BY ERECTION CONTRACTOR. Mechanical Unit Loads Supported by this Truss Load At Truss Unit Unit Supporting case# X-Loc Piece Lbs. Width Trusses 1 10.00 BC 300.0 2.00 3 2 10.00 BC 300.0 2.00 3 3 10.00 BC 300.0 2.00 3 I 3-7-15 = 420-0-0 1 R=1018 W=3.5' 0-0-0 Over 2 Supports R=878 PLT TYP. Wave TPI-95'R Design Criteria: TPI(STD)/UBC 19.5a CA/-fl/-f-/RI- Scale =.3125/Ft. Stone Truss 760-967-6171 5O7JonesRoad.OceansideCA92O54 ALPINE Alpine Engineered Products, Inc. Sacramento, CA 95828 "BARN .* TRUSSES REOU IRE EXTREME CARE IN FABRICATION. HANDLING. SHIPPING, INSTALLING AND BRACING. REFER TO HIB91 (HANDLING INSTALLING AGO BRACING). PODLISOED BA TPI (TRUSS PLATE INSTITUTE, 583 D000FRIO DR.. SUITE 200. MADISON. WI 53719). FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SHALL HAVE PROPERLY ATIACIIED STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. *IMPONTANT* FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD TIlE TRUSSES IN CONFORMANCE MIT II TPI; OR FABRICATING. HANDLING, SHIPPING. INSTALLING AND BRACING OF TRUSSES. THIS DESIGN CORFORNS WITH APPLICABLE PRONISIONG OF DOS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPIHE CONIIECTDRS ARE HARE OF 2OGA ASTN A653 GRVD GALV. STEEL. EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS. AND UNLESS OTNERWISE LOCATED ON TIllS DESIGN. POSITION COIINECTORS PER DRAWINGS 160 A- U. THE SEAL ON THIS DRAWING INDICATES ACCEPTA110E OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE THUGS COHPHHEHI DESIGN ShOWN. THE SUIIABII.IIY AND USE OF TIllS COMPONENT FOR ANY PARTICULAR BUILDING IS TIlE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI/TPI B-INNS SECTION 2. - -- Ift Vt • . s r'IOtj U I fl I ii C SPACING T C L L TC DL BC DL BC LL TOT. LD . 16 . 14.0 5.0 0.0 35.0 0 PSF PSF PSF PSF PSF REF R090 --50222 DATE 04/26/02 DRW CAUSRO9O 02116056 CA WL/CWC SEON - 51237 OUR. FAC . 1.25 FROM ROB 27.0" W 4 X 8 W5X6 W3X4 W2X4 ' W3X1O(B1) LDo31-rHkL.GrXR.. DISLL - IUb iiir 110 TOP CHORD 2x4 DF-L #1&Bet. ROT CHORD 2x4 OF-L #1&Bet. WEBS 2x4 HF Std/Stud PLATES DESIGNED FOR GREEN LUMBER PER NDS-97 TABLE 7.3.3. #1 HIP SUPPORTS 8-0-0 JACKS WITH NO WEBS. CORNER SETS ARE CONVENTIONALLY FRAMED. USE THIS DESIGN FOR COMMON HIP TRUSSES @ 24.0" OC. EXTEND SLOPING TC OF TRUSS AND JACKS TO HIP RAFTER. SUPPORT EXTENSIONS EVERY 2.00 FT TO FLAT TC. ATTACH 2x4 LATERAL BRACING TO FLAT TC @ 32" OC WITH 2-16d NAILS AND DIAGONALLY BRACE PER HIB-91 13.2.1(FIG.33). OR DWG. BRCALHIP0699. SUPPORT HIP RAFTER WITH CRIPPLES AT 2-9-15 OC. ,, nnC N flMCNICTAIdC\ CIIRMITTFfl fly Tpllcc MFR IN LIEU OF RIGID CEILING USE PURLINS TO BRACE BC @ 120' OC DEFLECTION MEETS L/360 LIVE AND L/240 TOTAL LOAD. BUILDING DESIGNER IS RESPONSIBLE FOR CONVENTIONAL FRAMING. I 2-11-9 0-5-2 4.20-o-O Li-9-oJ 7-10-15 4-6-5 ..I_ 7-3-4 19-8-8 Over 2 Supports R=1632 W=3.5" R''1525 PLT TYP. Wave TPI-95\R Design Criteria: TPI(STD)/UBC CA/-/1/-/-/R/ Scale =.3125"/Ft. Stone Truss 760-967-6171 507 Jones Road, Oceanside CA 92054 NE Alpine Engineered Products, Inc. Sacramento, CA 95828 **WARNING** TRUSSES REQUIRE EXTREME CARE 10 FABRICATION. HANDLING. SHIPPIBG, INSTALLING AND BRACING. REFER TO RIB91 (0*11011MG IlISTA11I8G MID DRACIRG), PUBLISHED BY TPI (TRUSS PLATE VESS1 INSTITUTE. 583 D'OROFRIO DR.. SUITE 200. MADISON. III 53719). FOR SAFETY PRACTICES PRIOR TO PERFORMING RH THESE FUNCTIONS. IONS. UNLEss OTHERWISE SE INDICATED TOP ChORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS. BOTTOM CII000 ShALL RAVE A PROPERLY ATTACHED RIGID CR111115. *IMPORTANT* FURBIShI A COPY OF THIS DESIGN EU THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR 0110 DEVIATION FROM THIS DESIGN; ANY FAILURE TO B 45 UILD TOE TRUSSES IN CONFORMANCE WITh YPI; OR FABRICATING. OANDLIBG. SAIPPIOG, IlhSTALLING AltO BRACING OF TRUSSES. TItUS DESIGIh CONFURI4S WITH APPI. ICAlILE PROVISIONS OF SOS (HAl hOlIAL 11(5150 SPECIFI CAT ION PRBLISAEO BY TRE AMERICAI1 FOREST ArID PAPER ASSOCIATION) *00 TPI. ALPINE CONNECTORS ARE MADE OF 2OSH. ASTM A653 GO4O GALA. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS, AND UNLESS OTHER WISE LOCATED ON TillS DESIGN. POSITION CONNECTORS PER DRAWINGS ISO A-Z. THE SEAL 08 THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ElhGINEERIIhG RESPONSIOILITY SOLELY FOR THE TRUSS COMPUNEMI DESIGN SHOWN. THE SUITABILITY ABO USE OF TIllS CONPORENT FOR ART PARTICULAR BUILOIhIG IS THE RESPONSIBILITY OF TIlE BUILDING OESIGBER. PEN UNSI/TPI 1-1995 SECTION 2. - A 26 P C TC LL 16.0 PSF TC DL 14.0 PSF B C DL 5 . 0 P S F BC LL 0.0 PSF TOT. LD . 35.0 PSF REF RO9O- -50220 DATE 04/26/02 DR W CAIJSRO9O 02116054 CA-ENG RIL/CWC SEON - 51239 DUR . FAC . 1.25 ________________________________ FROM ROB SPACING 24.0" nn.nnrfl '(,.,DnrFI) IMDIIT (I ninc U nIMFEIcIflNS SIIRMITTEF) BY TRUSS MFR. 3 Complete Trusses' Required NAILING SCHEDULE: (0.131x3.0_g_na11S) TOP CHORD: 1-ROW @ 12" o.c. BOT CHORD: 1 ROW @ 4' o.c. WEBS : 1 ROW @ 4' o.c. REPEAT NAILING AS EACH LAYER IS APPLIED. USE EQUAL SPACING BETWEEN ROWS AND STAGGER NAILS IN EACH ROW TO AVOID SPLITTING. IN LIEU OF RIGID CEILING USE PURLINS TO BRACE BC @ 120' OC DEFLECTION MEETS L/360 LIVE AND L/240 TOTAL LOAD. IN LIEU OF STRUCTURAL PANELS, USE PURLINS TO BRACE ALL FLAT TOP CHORDS AT 32' OC. NOTE: THIS TRUSS MAY NOT BE REPAIRED AND MUST BE REPLACED IF IMPROPERLY INSTALLED OR DAMAGED. O1-rN.,11-OI.. DNLt - ffb .3rLT nor I11) TOP CHORD 2x4 DF-L #1&Bet. :T2 2x6 DF-L #2: BOT CHORD 2x6 DFL SS WEBS 2x4 HF Std/Stud PLATES DESIGNED FOR GREEN LUMBER PER NDS-97 TABLE 7.3.3. SPECIAL LOADS --(LUMBER DUR.FAC.1.25 / PLATE DUR.FAC.=1.25) TC - From 60 PLF at 0.00 to 60 PLF at 5.08 IC - From 102 PLF at 5.08 to 102 PLF at 15.33 TC - From 60 PLF at 15.33 to 60 PLF at 20.42 BC - From 28 PLF at 0.00 to 98 PLF at 4.00 -BC - From 5 PLF at 4.00 to 5 PLF at 6.00 BC - From 327 PLF at 6.00 to 327 PLF at 15.33 BC - From 320 PLF at 15.33 to 320 PLF at 20.42 'BC - 404 LB Conc. Load at 3.85 BC - 1681 LB Conc. Load at 5.00 BC.- 1383 LB Conc. Load at 8:94 W4X1O WYR W3XlOE ,... W3X1O W3X1O W08(Al) W3X1O(AI) 4-11-15 _.j_ 11-0-5 4-4-12 -J 20-5-0 Over 2 Supports R-5092 W=3.5" R=4968 W'3.5' PLT TYP. High Strength,Wave TPI-95\R Design Criteria: TPI(STD)/UBC Stone Truss 760-967-6171 "WARNING" TRUSSES REQUIRE EXTREME CARE IN FABRICATION. HANDLING, SOIPPIUG. INSTALLING AND 5O7 Jones Road, Oceanside CA 92054 BRACING. REFER TO 1118-9I (HANDLING INSTALLING AND RRACIRG). PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 D'011OFRIO ON., SUITE 200. MADISON. WI 53109). FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS. HUTTON CHORD SHALL HAVE A PROPERLY HTTACHED RIGID CEILING. "IMPORTANT" FURNISH A COPE OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS. INC. SHALL NOTRE RESPOlISINLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO DUILD THE TRUSSES IN CONFORMANCE WITH TPI OR FABRICATING. HANDLING. ShIPPING. INSTALLInG AND RRACIDG UP YRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PNOH SlURS OF NOS (NATIONAL DESIGN ALPINE SPECIFICATION PUBLISHED NT THE AMERICAN FOREST AND PAPER ASSOCIATION) OF TPX . ALPINE CONNECTORS ARE MADE OF 2OGA ASTM A653 GR4D GALH. STEEL. EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS. AND UNLESS OTHERWISE LOCATED UN THIS DESIGN. POSITION CONNECTORS PEN =A~~ DRAWINGS 160 A-i. THE SEAL ON THIS DRAWING [NO CA ACCEPTANCE OF PROFESSIONAL ENGIIIEERING MpineEngineeredProducts, Inc. RESPONSIHILITY SOLELY FOR TIlE TRUSS COMPONENT OESIGR ShOWN. IlIE SUITABILITY AND USE OF THIS Sacrarnento,CA95K28 COMPONENT FOR HWY PARTICULAR BRILOING IS THE RESPONSIBILITY OF liE BUILDING DESIGNER. PER ANSIITPI I-1995 SECTION 2. ESS/i, FEW . 632 CA/-/l/-/-/R/- TC LL 16.0 PSF TC DL 14.0 PSF B C DL 5 .0 PSF B C L L 0 .0 PSF TOT. LD . 35.0 PSF Scale =.375"/Ft. REF R090--50224 DATE 04/26/02 DR W CAUSRO9O 02116071 - CA - E NG ftWL / CWC SEON - 45754 ____________________________ DUR.FAC. 1.25 FROM ROB SPACING 24.0" W2X6.._, Ib3.I-rpw1r1L. bRtLL - #L ItKM ii," TOP CHORD 2x4 DF-L #1&Bet. BOT CHORD 2x4 DF-L #1&Bet. WEBS 2x6 DF-L #2 PLATES DESIGNED FOR GREEN LUMBER PER NDS-97 TABLE 7.3.3. SPECIAL LOADS -(LUMBER DUR.FAC.=1.25 / PLATE DUR.FAC.=1.25) IC - From 60 PLF at 0.00 to 60 PLF at 13.26 BC - From 20 PLF at 0.00 to 20 PLF at 11.42 TC - 652 LB Conc. Load at 5.71 nr,.r kit itikifl timflk4TT1E11 DV TOIICS MCD IN LIEU OF RIGID CEILING USE PURLINS TO BRACE BC @ 120 OC DEFLECTION MEETS .L/360 LIVE AND L/240 TOTAL LOAD. W4X4 W2X6(A1) L. 5-8-8 _L. 5-8-8 - F: 11-5 -0 Over 2 Supports R=768 . R=905 W3.5" PLT TYP. Wave TPI -95\R Design Criteria: TPI(STD)/UBC 19.5a CA/-/1/-//R/ Scale =.375/Ft. Stone Truss 760-967-6171 1k.WARNING 507 Jones Road, Oceanside CA92054 _____ Lf J Alpine Engineered Products, Inc. Sacransentu,CA95828 TRUSSES REDUIRE EXTREME CARE IN FABRICATION. HANDLING. SNIPPING. INSTALLING AND BRACING. REFER TO 11(091 (HANDLING INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS PLATE V. INSTITUTE, 563 OUNUFNIIV OR.. SUITE 200, MADISRU. WI 53719). FUR SAFETY PRACTICES PRIOR TO PERFORMING ThESE FUNCTIONS. UNLESS OTHERWISE INOICATtD, TOP CHORD ShALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACNEO RIGID CEILIOG. **IMPONTART FOR1IISH A COPY OF THIS OESIGII TO THE I1ISTALLATION COIITUACTOR. ALPINE ENGINEERED PRODUCTS. INC. SHALL NUT BE RESPONSIBLE FOR AllY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSSES Ill CONFORHANCE WITH TPI; DR FABRICATING. NANOLING, SHIPPING. INSTALLING AND OR OF TRUSSES. TIllS DESIGN CONFORHS WITh APPLICABLE PROVISIONS OF NDS (NATIONAL OESIG1I SPECIFICATION PUBLISHED BY TIlE AMERICAN FOR AND PAPER ASSOCIATIOII) A1IO TPI . ALPI1IE CONNECTORS ARE HARE OF 2DGA ASTN A653 CR40 GALO. STEEL. EXCEPT AS NOTED. APPLY CON1IECTORS TO EACH FACE OF TRUSS. AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 Al. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINE ERIOO RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITAVILIIR AND USE OF TillS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER ANSI/TPI 11995 SECTION 2. SPACING 24.0 TC LL 16.0 PSF TC DL 14.0 PSF BC DL 5.0 PSF BC LL 0.0 PSF TOT. 35.0 PSF REF RO9O--50225 DATE 04/26/02 DRW CAUSRO9O 02116058 CA-ENG PLWL/CWC SEON - 51090 DUR.FAC. 1.25 FROM ROB W2X45.., bb1-tALI1-1.1. bKLL - #...I tUMN) TOP CHORD 2x4 DF-L #1&Bet. BOT CHORD 2x4 DF-L.#1&Bet. WEBS 2x4 HF Std/Stud PLATES DESIGNED FOR GREEN LUMBER PER NDS-97 TABLE 7.3.3. nrMNTAIJGY (IlflMTTTFfl DV isiics MEl) IN LIEU OF RIGID CEILING USE PURLINS TO BRACE BC @ 120" OC DEFLECTION MEETS L/360 LIVE AND L./240 TOTAL LOAD. W4X4 W2X4(A1) L 1 g 0 I_ 5 -8 -8 ___I_ 5 -8 -8 LrE 11-5-0 Over 2 Supports R""386 R=521 W=3.5 A CA/-fl/-/-/R/- Scale =.375 PLT TYP. Wave TPI -95\R Design Criteria: TPI(STD)/UBC /Ft. Stone Truss 760-967-6171 507 Jones Road, Oceanside CA 92054 ALPINE _____ Alpine Engineered Products, Inc. Sacramento, CA 95828 *WARNING• TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING. SHIPPING, INSTALLING AND BRACING. REFER TO HIRHI (HANDLING INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS PLATE INSTITUTE. 583 D'OtIOFRIO DR., SUITE 200, MADISON. NI 53119). FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP COORS SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A IN ATTACHED RIGID CEILING. *IMPORTANT* FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPIIIE EIIGINEERED PRODUCTS. INC. SHALL NOT RE RESPONSIBLE FOR ANY DEVIATION IRON THIS DESIGN ANY FAILURE TO BUILD THE TRUSSES Ill CONFORMANCE 111TH TPI; OR FABRICATING. HANDLING. SHIPPING. INSTALLIOG AND BRACIIIG OF TRUSSES. THIS OESISN CONFORMS WITH APPLICABLE PRONISIUNS OF NOS (RATIODAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE COO1IECTORS ARE MADE OF 2050 ASTM *653 OR40 GAIN. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS. AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, P0511100 CONNECTORS PER DRAWINGS 160 Al. T 11 SEAL UN THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER AOSI/TPI 11995 SECTION 2. .oI(SS ________ _______ TC LL TC DL BC DL BC LL TOT.LD. 16.0 14.0 35.0 5.0 0.0 PSF PSF PSF PSF PSF REF R090--50226 DATE 04/26/02 DRW CAUSRO9O 02116059 CA-ENG RL/CWC * SEON - 51086 DUR . FAC . 1 .25 FROM ROB SPACING 24.0" (RFc1-PArTFTr RPFF7F - 4211 MflPJ11 HIP HA-11-Al TOP CHORD 2x4 DF-L #1&Bet. BOT CHORD 2x6 OF-L #2 WEBS 2x4 HF Std/Stud PLATES DESIGNED FOR GREEN LUMBER PER NDS-97 TABLE 7.3.3. #1 HIP SUPPORTS 4-11-8 JACKS WITH NO WEBS. CORNER SETS ARE CONVENTIONALLY FRAMED. ADDITIONAL LOADING PER TRUSS MANUFACTURER BC - 768 LB Conc. Load at 3.21 BC - 387 LB Conc. Load at 5.21, 7.21 W 4 X 4 W4X1O 1-8-1 4_20-0 -0 W4X10 W2X4 III W3X5(A1) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. IN LIEU OF RIGID CEILING USE PURLINS TO BRACE BC @ 120" OC DEFLECTION MEETS L/360 LIVE AND L/240 TOTAL LOAD. BUILDING DESIGNER IS RESPONSIBLE FOR CONVENTIONAL FRAMING. IN LIEU OF STRUCTURAL PANELS, USE PURLINS TO BRACE ALL FLAT TOP CHORDS AT 32" OC. 4-10-7 .j_ 2-10-9 ..j Le 7-9-0 Over 2 Supports R=1025 W=3.5' R=1389 PLT TYP. Wave TPI-95"R Design Criteria: TPI(STD)/UBC 19.5a CA/-/l/-I-/RI- Scale =.375"/Ft. Stone Truss 760-967-6171 - 5O7JoiiesRoad.OceansideCA92OS4 ALPINE 74 Alpine Engineered Products, Inc. Sacramento, CA 95828 WARNING** TRUSSES REQUIRE EXTREME CAVE IN FABRICATION, HANDLING, SHIPPING. INSTALLING AND BRACING. REFER TO 111891 (HANDLING INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS PLATE IRSTITUTE. 563 D'UNOFRIO BR., SUITE 200, MADISON. WI 53)19), FOR SAFETY PRACTICES PRIOR TO PERFORNING SlIESt FUNCTION S.UNLESS OTHERWISE INDICATED, lOP ChORD SHALL HAVE PROPERLY ATTAChED STRUCTURAL PANELS. BOTTOR CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. IIIPORTANT FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING. HANDLING. SHIPPING, INSTALLING AND BRACING OF TRUSSES. TillS DESIGN CUNFORRS WITh APPLICARLE PROVISIONS UI NOS (NATIONAL DESIGN SPECIFICATIOO PUBLISHED BY THE AMERICAN FUREST AND PAPER ASSOCIATION) ADO YPI . ALPINE CONNECTORS ORE HARE OF PUGA ASTH A653 GROO GALR. STEEL. EXCEPT AS NOTED. APPLY CUNIIECTORS o EACH FACE OF TRBSS., AND UNLESS OTHERWISE LOCATED ON TillS RESIGN. POSITION CONNECTORS PER DRAWINGS 160 O'D. THE SEAL ON THIS DRONING IOOICATES ACCEPTANCE OF PRUFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY 060 USE OF THIS COMPONENT FOR 060 PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER ANSI/TPI 11905 SECTION 2. %OIES A -* OFCM.' TC LL 16.0 PSF TC DL 14.0 PSF BC DL 5.0 PSF BC LL 0.0 PSF TOT. LD . 35.0 PSF REF R090- -50227 DATE 04/26/02 DRW CAUSRO9O 02116072 CA-ENG P;WL/CWC SEON - 51244 DUR . FAC . 1 . 25 FROM ROB SPACING 24.0" (Ib51-FAC1I-1C bKttLt - #t MUflO M1l' hi--d TOP CHORD 2x4 DF-L #1&Bet. BOT CHORD 2x4 DF-L #1&Bet. WEBS 2x4 HF Std/Stud PLATES DESIGNED FOR GREEN LUMBER PER NOS-97 TABLE 7.3.3. ADDITIONAL LOADING PER TRUSS MANUFACTURER BC ---From From 58 PLF at 0.00 to 58 PLF at 5.17 #1 HIP SUPPORTS 3-9-8 JACKS WITH NO WEBS. CORNER SETS ARE CONVENTIONALLY FRAMED. AAIIC H nIMc}JGIAPJcY cIIRMITTFfl flY TRuSS MFR IN LIEU OF RIGID CEILING USE PURLINS TO BRACE BC @ 120" OC DEFLECTION MEETS. L/360 LIVE AND L/240 TOTAL LOAD. BUILDING DESIGNER IS RESPONSIBLE FOR CONVENTIONAL FRAMING. IN LIEU OF STRUCTURAL PANELS, USE PURLINS TO BRACE ALL FLAT TOP CHORDS AT 32" OC. W3X4 W3X4 1-3-7 +2000 W3X4 an W2X4 III W2X4(A1) T 1-6-12 I 3-8-7 FE_510 Over 2 Supports— R=387 W=3.5" R=399 £ PLT TYP. Wave TPI-95\R Design Criteria: TPI(STD)/UBC 19.5a CA/-/I/-I -/RI - Scale =.375/Ft. Stone Truss 760-967-6171 507 Jones Road, Oceanside CA 92054 ALPI NE Alpine Engineered Products, Inc. Sacramento, CA95828 ""WARNING" TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING. SHIPPING, INSTALLING AND BRACING. REFER TO 11891 (HANOL IRS INSTALLING AND NRACI XIS). PUBLISHED BY TPI (TRUSS PLATE INSTITUTE. 5B3 DONOFRIO DR.. SUITE 200. MADISON. MI 53719), FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OThERWISE INDICATED. TOP CHORD SHALL NAVE PROPERLY ATTACHED STRUCTURAL PANELS. BOTTOM CHORD SHALL VANE A PROPERLY ATTACHED RIGID CEILI1IG. "IMPORTANT" FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS. INC. SHALL NOT WE RESPONSIBLE FOR ANN DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD TIlE TRUSSES IN CORFORBANCE WITh TPI; OR FAORIC AT] NG. HANDLING. SHIPPING. INSTAL LING AND BRACING OF (BUSSES. TIllS 0(51511 CONFORMS WITH APPLICABLE PROVISIONS OF BUS (RATIONAL DESIGN SPEC PUBLISHED BY THE AMERICAN FOR AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE RUDE OF 2OGA ASTN A663 SR4D SHIV. STEEL. EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS. AND UNLESS OThERWISE LOCATED ON THIS DESIGN. POSITION CONNECTORS PER DRAWINGS 160 Al. THE SEAL OR THIS 0908(115 INDICATES ACCEPTAIICE OF PROFESSIOTIAL ENGINEERING R(SPDWSIDILIYT SOLELY FOR TOE TRUSS COMPONENT DESIGN SHOWN. TIlE SUITABILITY AND USE OF THIS COMPONENT FOR ANT PARTICULAR BUILDING IS THE BESPOIISIBILITT OF THE 801101115 DESIGIIER. PER ANS(ITPI 11995 SECTION 2. ________ (55 ))) T C L L 16 . 0 P S F TC DL 14.0 PSF BC DL 5.0 PSF B C L L 0 . 0 PSF ______________ TOT.LD. 35.0 PSF REF R090 --50228 DATE 04/26/02 DRW CAUSR090 02116073 CA - E NG RWL / CWC SEON - 51251 DUR. FAC . 1 .25 FROM ROB SPACING 24.0" 19.5a CA/-Il/-I-/RI- FES TC LL 16.0 PSF TC DL 14.0 PSF BC DL 5.0 PSF BC LL 0.0 PSF 6302CO3 *1) TOT.LD. 35.0 PSF DUR.FAC. 1.25 .IVP.. SPACING 24.0" FIE Scale =.375"/Ft. REF R090--50229 DATE 04/26/02 DRW CAUSR090 02116060 CA-ENG RIL/CWC SEON - 51130 FROM ROB (lbb1-F'AL1I-1C bKtttt ItKM II)' TOP CHORD 2x4 DF-L #1&Bet. BOT CHORD 2x4 DF-L #1&Bet. WEBS 2x6 OF-L #2 PLATES DESIGNED FOR GREEN LUMBER PER NDS-97 TABLE 7.3.3. SPECIAL LOADS --(LUMBER DUR.FAC.=1.25 / PLATE DUR.FAC.=1.25) IC - From 60 PLF at -1.84 to 60 PLF at 16.84 BC - From 24 PLF at 0.00 to 24 PLF at 15.00 IC - 1125 LB Conc. Load at 7.50 .,nfl fl,rCO llDliT fl (VAflC B nRMINJc)nPics clIRMITTIn RY TRUSS MFR. IN LIEU OF RIGID CEILING USE PURLINS TO BRACE BC @ 120" OC DEFLECTION MEETS L/360 LIVE AND L/240 TOTAL LOAD. W4X6 W3X6(A1) W3X6(A1) L-1-g-o-J 7-6-0 .j 7-6-0 -J 15-0-0 Over 2 Supports R=1300 W'3.5" R=1300 W=3.5' PLT TYP. Wave TPI-95\R Design Criteria: TPI(STI)/UBC Stonelruss 760-967-6171 "WARNING" TRUSSES RERUIRE EXTREME CARE IN FABRICATION. HUDDLING. SHIPPING, INSTALLING AND 5O7 Jones Road, Oceanside CA92O54 BRACING. REFER TO NIN91 (HANDLING INSTALLING AND BRACING). PUBLISHER BY TPI (TRUSS PLATE INSTITUTE. 503 D'OHOFRIO DR.. SUITE 200. MADISON. NI 53719). FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. )MPORTANT* FURNISh A COPY OF THIS DESIGN TO THE IIhS1A1LATION CONTRACTOR. ALPINE ENSIII[ERED PRODUCTS. INC. SHALL HOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS OES!GR: ANY FAILURE T BOILS TIlE TRUSSES 10 CoNFORNAHCE WITH TPI; OR FABRICATING. HANOLI1IG. SHIPPING, IHSTALLIHG AND BRACING OF TRUSSES. TIT DESIGN CONFORMS WIT APPLICABLE PROVISIONS OF BUS (NATIONAL DESIGN ALPINE SPECIFICATION PUBLISHED BY THE AMERICAFI FOREST AND PAPER ASSOCIATION) AND YPI. ALPI1IE CONNECTORS ARE MADE OF 20G6 HSTN A653 GROO GAIN. STEEL. EXCEPT AS NOTED. APPLY CONNECTORS TO EACII FACE OF TRUSS. AND UNLESS OTHERWISE LOCATED Oil THIS DESIGN. POSITION CONNECTORS PER DRAWINGS 160 A.). TIlE SEAL ON THIS DRAWING IlIRICATES HCCEPTARCE OF PRRFESSI01IAL ENGINEERING Alpine Engineered Products, Inc. RESPONSIBILITY SOLELY FAR THE TRUSS COMPONENT AISICN SlIhIWN . TilE YlilI All 11.1 IA AND USE OF THIS Sacramento, CA95828 COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPUNSIHILINY OF THE BUILDING DESIGNER. PER ARSI/TPI 1-1955 SECTION 2. W'7 coMITrcn DV TDIICC MED tisoni-rALiriL DIGLt - ri erLT rur rIo) TOP CHORD 2x4 DF-L #1&Bet. BOT CHORD 2x4 DF-L #1&Bet. WEBS 2x4 HF Std/Stud PLATES DESIGNED FOR GREEN LUMBER PER NDS-97 TABLE 7.3.3. IN LIEU OF RIGID CEILING USE PURL INS TO BRACE BC @ 120" OC DEFLECTION MEETS L/360 LIVE AND L/240 TOTAL LOAD. 2 Complete Trusses Required i NAILING SCHEDULE: (0.1310.0_g_nallS) TOP CHORD: 1 ROW @ 11" O.C. BOT CHORD: 1 ROW @ 12 O.C. WEBS : 1 ROW @ 4" o.c. USE EQUAL SPACING BETWEEN ROWS AND STAGGER NAILS IN EACH ROW TO AVOID SPLITTING. BUILDING DESIGNER IS RESPONSIBLE FOR CONVENTIONAL FRAMING #1 HIP SUPPORTS 8-0-0 JACKS WITH NO WEBS. CORNER SETS ARE CONVENTIONALLY FRAMED. USE SAME DESIGN FOR ONE-PLY COMMON HIP TRUSSES@ 24.0" 0G. EXTEND SLOPING IC OF TRUSS AND JACKS TO HIP RAFTER. SUPPORT EXTENSIONS EVERY 4.00 FT TO FLAT TC. ATTACH 2x4 LATERAL BRACING TO FLAT TC @ 32 OC WITH 2-16d NAILS AND DIAGONALLY BRACE PER HIB-91 13.2.1(FIG.33) , OR DWG. BRCALHIP0699. SUPPORT HIP RAFTER WITH CRIPPLES AT 5-7-14 OC. W3X7 W 3 X 7 I 2-11-9 +18 00 I W3A'4- WJA't W3X6(A1) S W3X6(A1) 1°;YJ L- 7-10-15 •.i_ 8-10-5 ..i_ 7-6-12 R=2102 W=3.5' 24-4-0 Over 2 Supports R=2102 W=3.5" PLT TYP. Wave TPI-95\R Design Criteria: TPI(STD)/UBC 19.5a CA/-/l/-I-/RI- Scale =.25"/Ft. Stone Truss 760-967-6171 507JonesRoad,OceansideCA92054 ALPINE _____ Mpine Engineered Products, Inc. Sacramento, CA 95828 "WAFVNING" TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING. ShIPPING, INSTALLING AND BRACING. REFER TO NIBS) (HANDLING INSTALLII4G AND BRACING), PUNLISIIED BY 57! (TRUSS PLATE FES INSTITUTE. 5R3 DOUOFHIO DR., SUITE 200. MAOISON, WI 53710). FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OThERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS. BOTTOM CHORD SNAIL RAVE A PROPERLY ATTACHED RIGID CEILING. ""IMPORTANT"" FURNISH A COPY OF THIS DESIGTh TO THE INSTALLATION CONTRACTOR. ALPINE UNGINEEHED PR000CTS. INC. SHALL HOT BE RESPONSIBLE FORANY DEVIATION FROM THIS DESIGN; ART FAILURE TO BUILD THE TRUSSES ID CUNFORHAOCE WITH TPI OR FABRICATING. HANULINS. SHIPPING. INSTALLING ADD BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPECIFICATION PUBLISHED RN THE AMERICAN FOREST ADO PAPER ASSOCIATION) UIIO TPI . ALPINE CONNECTORS ARE MARE UP 205A ASTR A653 GR40 GAIN. STEEL. EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS. AND UNLESS OTHERWISE LOCATED OR THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 AZ THE SEAL .00 THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ERGI1IEERIRG RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHORN. Tilt SUITABILITY AND USE OF TillS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER UWSIITPI 11995 SECTION 2. (( TC LL TC DL BC DL BC LL TOT.LD. 16.0 14.0 5.0 0.0 35.0 PSF PSF PSF PSF PSF REF RO9O- -50230 DATE 04/26/02 DRW CAUSRO9O 02116061 CA-ENG R.WL/CWC SEON - 51152 OUR. FAC . 1 .25 FROM ROB SPACING 24.0' (9651-PACIFIC BREEZE - #H3 2PLY GIRDER) TOP CHORD 2x4 DF-L #1&Bet. BOT CHORD 2x6 DF-L SS WEBS 2x4 HF Std/Stud PLATES DESIGNED FOR GREEN LUMBER PER NDS-97 TABLE 7.3.3. SPECIAL LOADS -(LUMBER DUR.FAC.=1.25 / PLATE DUR.FAC.=1.25) TC - From 60 PLF at 0.00 to 60 PLF at 26.18 BC - From 10 PLF at 0.00 to 10 PLF at 24.33 BC - 4289 LB Conc. Load at 3.46 10 PSF BC LIVE LOAD PER UBC. THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. 2 Complete Trusses Required [ NAILING SCHEDULE: (0. 131x3.O_g_nall s) TOP CHORD: 1 ROW @ 12" o.c. BOT CHORD: 1 ROW @ 8" o.c. WEBS : I ROW @ 4" o.c. USE EQUAL SPACING BETWEEN ROWS AND STAGGER NAILS IN EACH ROW TO AVOID SPLITTING. IN LIEU OF RIGID CEILING USE PURLINS TO BRACE BC @ 120' OC DEFLECTION MEETS L/360 LIVE AND L/240 TOTAL LOAD. W4X4 WOAO W4X 10 (Al) W4X 10 (Al) 1-9-OJ L. 12-2-0 -j_ 12-2-0 Qc 24-4-0 Over 2 Supports 30 1 R=4563 W'=3.5" R=1537 W=3.5" In PLT TYP. Wave TPI-95 R Design Criteria: TPI(STD)/UBC 1Q.5a CA/-/l/-I-/RI- Scale =.25"/Ft. Stone Truss 760-967-6171 5O7 Jones Road, Oceanside CA92O54 ALPINE BRACING Alpine Engineered Products, Inc. Sacramento, CA 95828 ""wARNING"" TRUSSES REQUIRE EXTREME CARE IN FAUNICATION, NANDLING, SNIPPING. INSTALLING AND BRACING. REFER TO 111891 (HANDLING INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS PIAEE INSTITUTE. 583 D000FDXD OR.. SUITE 200, MADISON, WI 53710), FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FU1ICTIOIIS. uNLESS OTHERWISE IIIDICATED. TOP ChORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS. BOTTOM CHORD SHALL HAHE A PROPERIT ATTACHED RIGID CEILING. "IMPoRTANT"" FURNISH A COPY OF THIS DESIGN TN THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED BUILD THE TRUSSES IN CORFORHANCE BITA TPI; OR FABRICATING. HANDLING. SHIPPING. INSTALLING AND OF TRRSSES. IIIIS DESIGI1 CONFORMS WISH APPLICABLE PROHISIONS OF NDS (NATIDMAL DESIGN SPECIFICATION PUBLISHED BY TIlE AHERICAN FOREST AND PAPER ASSUCIATIO1I) AND TPI . ALPIIIE CONNECTORS ARE MADE OF 2OGA ASTM A653 GAIN. STEEL. EXCEPT D AS PNOTED. APP L'CONNECTORS TO EACH FACE DI TRUSS, AND UNLESS OTHERWIGR4OSE LOCATER ON THIS ESIGN. OSITION C ONNECTOMS PER DRAWINGS lAD AZ. THE SEAL RB THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR ONE IRoSS CGMPDNENT DESIGN SHOWN. 1IIE SUITABILIRY AND USE OF TIllS COMPONENT FOR ANT PARTICULAR BUILDING IS THE RESPONSIBILITY OF IRE BUILDING DESIGNER. PER ANSI/TPI 11995 SECTION 2. PRODUCTS. INC. SHALL HOT BE RESPONSIBLE FOR ANT DEVIATION FROM SillS DESIGN; AMY FAILURE TO FES 7N)A 26 ' 2003 ' crirt. IC TC BC BC TOT. LL DL DL LL LD . 16.0 14.0 5 35.0 0.0 . 0 PSF PSF PSF PSF PSF REF R090- -50231 DATE 04/26/02 DR W CAUSRO9O 021 16062 CA-ENG RiL/CWC SEON - 17255 OUR FA 1.25 FROM ROB SPACING 24.0" TDhlCC MED b)1-VALIE1( 0KttLI - ff114 IUti (UMN TOP CHORD 2x4 DF-L #1&Bet. BOT CHORD 2x4 DF-L #1&Bet. WEBS 2x4 HF Std/Stud PLATES DESIGNED FOR GREEN LUMBER PER NDs-97 TABLE 7.3.3. Mechanical Unit Loads Supported by this Truss Load At Truss Unit Unit Supporting case# X-Loc Piece Lbs. Width Trusses 1 12.17 BC 250.0 3.00 3 2 12.17 BC 250.0 3.00 3 3 12.17 BC 250.0 3.00 3 IN LIEU OF RIGID CEILING USE PURLINS TO BRACE BC @ 120" OC DEFLECTION MEETS L/360 LIVE AND L/240 TOTAL LOAD. 10 PSF BC LIVE LOAD PER UBC. TRUSS DESIGNED FOR UNBALANCED LIVE LOAD. W3X4 T 1-6-4 I W3 8-7-0 -I-. 12-2- Fe: 20-9-0 Over 2 Supports R=806 PLT TYP. Wave TPI-95\R Design Criteria: TPI(STD)/IJBC Stone Truss 760-967-6171 "WARNING" TRUSSES REQUIRE EXTREME CARE IN FABRICATION. HANDLING. SHIPPING, INSTALLING AND 507 Jones Road, Oceanside CA 92054 BRACIIIG, REFER TO 1110-91 (HANDLING INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS PLATE INSTITUTE. 583 O'OIIOFRIO DR., SUITE 200. MADISON. WI 53719). FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FONCTIONS. UNLESS OTHERWISE IlIDICATED. TOP CHORD SHALL HAVE PROPERLY ATTACKED STRUCTURAL PA11(IS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. IMPORTANT* FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS. INC. SNAIL ROT BE RESPONSIBLE FOR NOV DEVIATION FROM THIS DESIGN; ANT FAILURE TO BUILD THE TRUSSES 1W COWFURMANCE WITH I I; OR FABRICATING. HANOLI1IG. SHIPPING, IOSTALLI1IG AND ALPINE BRACING OF TRUSSES. TIllS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (IlATIONAL DESIGN SP(CIFICATIO1I PNRLISHED BY THE AMEOICNW FOREST AIID PAPER ASSOCIATION) AND 171. ALP IIIE CONNECTORS ARE MADE OF 20GA A TN A653 GO40 GAb. STEEL. EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS. AND UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION CONNECTORS PER DRAWINGS 160 A- N. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PRBFESSIOIIAL ENGINEERING Alpine Engineered Products, Inc. RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS Sacramento, CA95828 COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGIIER, PER ANSI1PI 1-1995 SECTION 2. W2X6(A1) R=939 W=3.5" a CA/-/1/-/-/R/- TC LL 16.0 PSF IC DL 14.0 PSF 6 BC DL 5.0 PSF 6302003 BC LL 0.0 PSF TOT.LD. 35.0 PSF DUR.FAC. 1.25 SPACING 24.0" 4 XA Scale =.3125"IFt. REF R090--50232 DATE 04/26/02 DRW CAUSR090 02116063 CA-ENG P'JL/CWC SEON - 51179 FROM ROB :is W5X6 W2X4 III W3X8 =— W3X5 T 2-8-4 I W2 - W2X6(A1) =— L, 1 -9-0 3J Di-YhR..tri(., bItLL - #Hb ZFLY MONO i-is TOP CHORD 2x4 DF-L #1&Bet. BOT CHORD 2x4 DF-L #1&Bet. WEBS 2x4 HF Std/Stud PLATES DESIGNED FOR GREEN LUMBER PER NDS-97 TABLE 7.3.3. SPECIAL LOADS --(LUMBER DUR.FAC.=1.25 / PLATE DUR.FAC.=1.25) TC - From 60 PLF at 0.00 to 60 PLF at 4.42 TC - From 116 PLF.. at 4.42 to 176 PLF at 8.42 IC - From 82 PLF at 8.42 to 82 PLF at 8.75 TC - From 176 PLF at 8.75 to 116 PLF at 12.75 .TC - From 60 PLF at 12.75 to 60 PLF at 22.59 BC - From 13 PLF at 0.00 to 13 PLF at 6.75 BC - From 10 PLF at 6.75 to 10 PLF at 20.75 TC - 951 LB Conc. Load at 6.75 11113 l)IlL rMtrAKLl) FIVIJII l.UFIVUILIV irirui 5LVL)3 2 Complete Trusses Required I NAILING SCHEDULE: (0.131x3.0_g_nalls) TOP CHORD: 1 ROW @ 11 o.c. BOT CHORD: 1 ROW @ 12" o.c. WEBS : 1 ROW @ 4" o.c. USE EQUAL SPACING BETWEEN ROWS AND STAGGER NAILS IN EACH ROW TO AVOID SPLITTING. IN LIEU OF RIGID CEILING USE PURLINS TO BRACE BC @ 120' OC DEFLECTION MEETS L/360 LIVE AND L/240 TOTAL LOAD. BUILDING DESIGNER IS RESPONSIBLE FOR CONVENTIONAL FRAMING L_- 13-2-4 .J.._ 7-6-12 _J 20-9-0 Over 2 Supports R=1763 R=1458 W"'3.5" PLT TYP. Wave TPI-95"R . Design Criteria: TPI(STD)/UBC 19.5a CA/-/l/-/-/R/- Scale =.3125/Ft. Stone Truss 760-967.6171 "WARNING" TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING. SHIPPING, STALL IDE AIID TC LL 16.0 PSF REF RO9O--50234 J IO INSTITUTE. 563 1* 11 RN.. SUITE 200. HADISOU. WI 53719). FOR SAFETY PRACTICES PRIOR TO TC DL 14.0 PSF DATE 04/26/02 PERFORHIOG THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL RAVE PROPERLY ATTACHED STRUCTURAL PANELS. BUTTON CR000 SHALL.AAUE A PROPERLY ATTACHED RIGID CEILING. "IMPORTANT"" FURNISH A COPY OF TAIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEHIATION FROM THIS OESIGW; ANY FAILURE TO 507 Jones Road, Oceanside CA 92054 BRACING. REFER TO NIB 91 (oSHOLI HG I USTALL lOG AND BRACING). PURL I SHED BY TPI (TRUSS PLATE . B C DL 5 . 0 PSF DR W CA(JSRO9O 02116074 Apr III BUILD THE TRUSSES IN CONFORMANCE RITA TPI OR FABRICATING. HANDLING. SHIPPING. INSTALLING S AND . _____ BC LL 0.0 PSF CA -ENG FWL/CWC BIT AC OF TRUSSES. THIS UESIGII CONFORMS WITh APPLICAOLE PROVISIONS OF lIDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY TIlE AMERICAN FOREST AEID PAPER ASSOCIATION) AND TPI. ALPI1IE TOT.LD. 35.0 PSF SEON - 51204 CONNECTORS ARE MADE OF TOGA ASTR H653 GR4D SALY. STEEL. EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TUUSS. AND ONLESS OTHERWISE LOCATED 00 THIS DESIGN. POSITION CONNECTORS PER Alpine Engineered Products, Inc. RESPONSIBILITY SOLELY FOR THE IROSS CON DESIGN SHOWN. THE SUITABILITY AND USE OF TIllS C DUR . FAC . 1 .25 FROM ROB DRAWINGS 160 AZ THE SEAL ON THIS D ING I OAWN TES ACCEPTANCE OF POOFESSIUNAL ENGINEERING DICA acramento,CA95828 COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BAILOINS EESIGRER. PER SPACING 24.0" ANSIITPI 11990 SECTION 2. - (R161-PAr1FIr RRFI7F - 4Hf cTIlR HIP 14105 TOP CHORD 2x4 DF-L #1&Bet. BOT CHORD 2x4 DF-L #1&Bet. WEBS 2x4 HF Std/Stud PLATES DESIGNED FOR GREEN LUMBER PER NDS-97 TABLE 7.3.3. USE THIS DESIGN FOR COMMON HIP TRUSSES @ 24.0 OC. EXTEND SLOPING TIC OF TRUSS AND JACKS TO HIP RAFTER. 'SUPPORT EXTENSIONS EVERY 4.00 FT TO FLAT TC. ATTACH 2x4 LATERAL BRACING TO FLAT IC @ 32' OC WITH 2-16d NAILS AND DIAGONALLY BRACE PER HIB-91 13.2.1(FIG.33). OR DWG. BRCALHIPO699. SUPPORT HIP RAFTER WITH CRIPPLES AT 5-7-14 OC. THIS 0146 PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. IN LIEU OF RIGID CEILING USE PURLINS TO BRACE BC @ 120' OC DEFLECTION MEETS L/360 LIVE AND L/240 TOTAL LOAD. 10 PSF BC LIVE LOAD PER UBC. BUILDING DESIGNER IS RESPONSIBLE FOR CONVENTIONAL FRAMING. W3X5 W3X5 I W3 114 418 -0-0 3 i_9 l.lv - W2X-r III W2X6(A1) Li-9-oJ 6 -3 -15 6-10-5 7 -6 -12 20 -9 -0 Over 2 Supports R=753 R=882 W=3.5" IPLT TYP. Wave TPI-95\R Design Criteria: TPI(STD)/UBC 19.5a CA/-/1/-/-/R/- Scale =.3125'/Ft. Stone Truss 760-967-6171 WARNING'' TRUSSES REQUIRE EXTREME CARE IN FAUNICATION, HANDLING. SHIPPING. INSTALLING AND IC LL 16.0 PSF REF R090- -50233 5O7 Jones RoatI.Oceanside CA92O54 BRACING. REFER TO 01691 (HANDLING INSTALLING ADD BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE. 583 O'ONOFUIO DR.. SUITE 200, MADISON. WI 53)19). ION SAFETY PRACTICES PRIOR TO IC DL 14.0 PSF DATE 04/26/02 PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE IRDICATED. TOP ChORD SHALL MAY E PROPERLY ATTACHED STRUCTURAL PANELS. BOTTOM CHORD SHALL RAVE A PROPERLY AT RIGID CEILING. "IMPORTANT"FURNISH A COPY OF THIS DESIGII TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED ROF PRODGCIS. INC. SHALL NOT BE RESPONSIBLE ION ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO Alpine Engineered Products, Inc. RESPONSIBI LITY 501 El V FOR liii TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND usr OF Tills BC DL 5 .0 PSF DRW CAUSRO9O 02116064 011110 THE TRUSSES IN CONFORMANCE HIThl TPI ND FANRICATING. NANDLING. SHIPPING. INSTALLING AND - 45 r BC LL 0.0 PSF CA-ENG P,4L/CWC ALPINE BRACING IF TRUSSES. TIllS DESIGN CUNF000S WITH APPLICABLE PROYISIOIIS OF DOS (NATIOIIAL DESIGN SPECIFICATION PR6LIShiEO BY TIlE AMERICAN FOREST 0110 PAPER ASSOCIATION) ADD TPI . ALPINE TOT.LD. 35.0 PSF SEON - 51217 CONNECTORS ARE MADE OF 206A AUTH 0653 GRAD GALV. STEEL. EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TOSSS. 0110 UNLESS OT HER ISE LOCATED ON THIS DESIGN. POSITION CUNNECTORS PER DRAWINGS 160 Al. THE SEAL OH THIS DRONING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING DUR.FAC. 1.25 FROM ROB Sacramento, CA 95828 COMPONENT FOR ANY PARTICULAR BUILDING IS THE RLSPDllSlBiLi IT OF TIlE BUILDING DESIGNER. PER SPACING 24.0" VNSI/IPl 11995 SECTION 2. TflhaCC MCD I9b3.L-vA1r1L bKttLt - #U ILFEFI HIF' TOP CHORD 2x4 OF-L #1&Bet. BOT CHORD 2x4 DF-L #1&Bet. WEBS 2x4 HF Std/Stud :W2 2x6 DF-L #2: PLATES DESIGNED FOR GREEN LUMBER PER NDS-97 TABLE 7.3.3. SPECIAL LOADS -(LUMBER DUR.FAC.=1.25 / PLATE DUR.FAC.=1.25) IC - From 60 PLF at -1.59 to '60 PLF at 17.59 BC - From 25 PLF at 0.00 to 25 PLF at 16.00 IC - 1154 LB Conc. Load at 8.00 I., 11-11J UUIU rflLrflflLl) mull .uIIUuIL IS tI• IN LIEU OF RIGID CEILING USE PURLINS TO BRACE BC @ 120' DC DEFLECTION MEETS L/360 LIVE AND L/240 TOTAL LOAD. III W4X6 W3X7(A1) W3X7(A1) MM [s,l 6-0-0 Over 2 Supports I 2-11-15 +1800 I R=1353 W=3.5" R=1353 W=3.5" [PLT 'TYP. Wave TPI-95\R Design Criteria: TPI(STD)/UBC 19.5a CA/-/1/-/-/R/- Scale =.375"/Ft. Stone Truss 760-967-6171 5O7JoiiesRoad,OceansideCA92O54 ALPINE Alpine Engineered Products, Inc. Sacramento, CA 95828 "WARNING" TRUSSES REOUIRE EXTREME CARE IN FABRICATIOR, HANDLING. SHIPPING. INSTALLING AND BRACING. REFER TO 11891 (HANDLING INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS PLATE INSTITUTE. 583 OOROFRIO DR. SUITE 200. MADISON, WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THE FUIICTIOIIS. UNLESS OTHERWISE INDICATED. TOP CHORD ShALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS. BOTTOM ChORD SHALL HAVE A PROPERLY ATTACRED RIGID CEILING. IMPORTANT" FORIIISR A COPY OF THIS DESIGn TO THE IIISTALLATI0N CONTRACTOR. ALPINE ENGINEERED PRODUCTS. INC. SHALL NOT BE RESPONSIBLE FOR ANT DEN IATIUR FROM THIS DESIGN: ANY FAILORE TO BUILD THE TRUSSES IN CONFURMA1ICE WITH TPI DR FANRICATIRG. RAXIOLIOG. SHIPPING. INSTALLING AND BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF lIDS (NATIONAL DESIGN SPECIFICATIO1I PUBLISHED NY SHE AMERICA FOREST AND PAPER ASSOCIATION) AND 'P' - ALPINE CONNECTORS ARE MANE OF 2UGA AUTH A653 GR4D GAIN. STEEL. EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS, AND UNLESSOThERWISE LOCATED Oil THIS DESIGN. POSITION CONNECTORS PER DRAWINGS IWO A-?. TIlT SEAL OH THIS DRAWING IIIDICATES ACCEPTA1ICE OF PROFESSIONAL EIIGIIIEERI1IG RESPONSIBILITY SDLELR FOR THE TRUSS COHPOIIENI UESIGN SIIUWN. TilE SUI TAB ILITY AND USE OF 1111S COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER AIISI/RPI 1-1995 SECTION 2. * TC LL TC DL BC DL BC LL TOT. LD . 16.0 14.0 5.0 0.0 35.0 PSF PSF PSF PSF PSF REF R090--50235 DATE 04/26/02 DRW CAUSR090 02116065 CA-ENG RIL/CWC SEQN - 51135 DtJR . FAC . 1.25 FROM ROB SPACING 24.0" W4X4 W2X4(A1) W2X4(A1) (lb.[-FAL1I-1C UKttLt - #JI CUMN) TOP CHORD 2x4 DF-L #1&Bet. BOT CHORD 2x4 OF-L #1&Bet. WEBS 2x4 HF Std/Stud PLATES DESIGNED FOR GREEN LUMBER PER NDS-97 TABLE 7.3.3. lilt 3 UWU rKtI'AKtu r sun t.urlru I ER ,1..-.- IN LIEU OF RIGID CEILING USE PURLINS TO BRACE BC @ 120' OC DEFLECTION MEETS L/360 LIVE AND L/240 TOTAL LOAD. 8-0-0 8-0-0 16-0-0 Over 2 Supports >1 R=668 W=3.5" R=668 W=3.5" PLT TYP. Wave TPI-95'R Design Criteria: TPI(STD)/UBC - 19.5a CA/-/1/-/-/R/- Scale =.375'/Ft. Stone Truss 760-967-6171 507JonesRoad,OceansideCA92054 _____ _____ Alpine Engineered Products, Inc. Sacramento, CA 95828 *WARNING** TRUSSES REQUIRE EXTREME CARE IN FABRICATION. HANDLING. SHIPPING. 11151011100 AND BRACING. REFER TO HIB-91 (HANDLING INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 D'ONOFRIO DR.. SUITE 200. MADISON. WI 531)9). FOR SAFETA PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. *IMpORTA9T* FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS. INC. SHALL NOT BE RESPONSIBLE FOR ANT DEVIATION FRO THIS DESIGN; ANY FAILURE TO BUILD TIlE TRUSSES IR CONFORMANCE WITH TPI: OR FABRICATING. IIANOLIRG. SHIPPING. I11STALLIRG AND BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS HF NOS (NATIONAL DESIGN SPECIFI CAT IONPUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) 0110 TPI. ALPINE CORNECTORS AVE MADE OF 2000 ASTM 0653 GRAD GAL V. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO EACH PACE OF TRUSS. AND UNLESS OTHER WISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 Al. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SRI ELY FOR TilE TRUSS CORPOVENF DESIGN SHOWN. THE SUITABILITY AND DOE UI TillS COMPONENT FOR ANY PARTICULAR BUILDING IS TilE RESPONSIBILITY OF THE BUILDING DESIGNER. PER ANSI/TPI 1-1995 SECTION 2. W. 45 63003 JJ CNP.. _____ TC TC BC BC TOT.LD. LL DL DL LL 16.0 14.0 35.0 5.0 0.0 PSF PSF PSF PSF PSF REF R090- -50236 DATE 04/26/02 DRW CAUSRO9O 02116066 CA-ENG P),JL/CWC * SEON - 51137 DUR.FAC. 1.25 FROM ROB SPACING 24.0" IbbI-IAC1tIC L5KttLL - #K JACK I1KULK TOP CHORD 2x4 DF-L #1&Bet. 801 CHORD 2x6 OF-L #2 PLATES DESIGNED FOR GREEN LUMBER PER NDS-97 TABLE 7.3.3. DEFLECTION MEETS L/360 LIVE AND L/240 TOTAL LOAD. n ,nr..t rAnts CIIOUXTTEfl fly TDIICC MCI) IN LIEU OF RIGID CEILING USE PURLINS TO BRACE BC @ 120' OC GIRDER SUPPORTS: 16-0-0 SPAN TO BC ONE FACE AND 2-0-0 SPAN TO TC/BC SPLIT OPPOSITE FACE. W3X5(A1) R104 0-5-8 _$_18-1O-11 1-2-6 -_ 4J8-O-O 2-8-0 Over 3 Supports — R=814 W=3.5" R=654 I PLT TYP. Wave TPI -95'R Design Criteria: TPI(STD)/UBC CA/-/1/-/-/R/- Scale =.375"/Ft. Stone Truss 760-967-6171 I 507JonesRoad,OceansideCA 92054 ALPINE BRACING Alpine Engineered Products, Inc. Sacrwisento,CA95828 WARNING" TRUSSES REQUIRE EXTREME CARE IN FABRICATIOR, HANDLING. SHIPPING. INSTALLING AND BRACING. REFER TO HINRI (HANDLING INSTALLING AND BRACING), PUBLISHED NY IPI (TRUSS PLATE INSTITUTE. 583 D000FRIU OR., SUITE 200. MADISON. WI 53719). FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UIILESS OTHERWISE INDICATED. TOP CHORD SHALLHAVE PROPERLY ATTACHED STRUCTURAL PA11ELS. OUTTOR CROON SHALL HAVE H PROPERLY ATTACHED RIGID CEILING. IMPORTANT* FURNISh A COPY UI TIllS DESIGN TO THE INSTALLATION CONTRACTOR. AIPI1IE ENOINEERED PRODUCTS. INC. SHALL NOT BE RESPORSIBLE FOR ANY DEVIATION FROM TWIT DESIGN; AX1O FAILURE TO BUILD TIlE TRUSSES IN CONFDBRANCE HITN TPI; OR FABRICATING. HANDLING. SHIPPING. INSTALLING AND OF TRUSSES. THIS RESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (X1ATIN1IAL DESIGU SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATIOW) AND TPI . ALPIX1E CON 14 AHE MADE OF 200A ASTW A653 GRAD GALH. STEEL. EUCEPT AS NOTED. APPLY CON1IECTORS TO EACII FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED DO THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 Al. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE UI PROFESSIONAL ENGINEERING RESPUNSIW IL ITS SOLELY IOU 1111TRUSSCOMPONENT DESIGN SHOWN. THE SUITNO IL IRS AND HUE OF 1 1 10 CDNPOIIEWF FOR ANY PARTICULAR BUILDING IS THE RESPU ITS IBILITH OF THE BUILDING DESIGNER. PER WNSI/TPI 11995 SECTION 2. FESSI . - 6U3 FCDIV IC LL 16 .0 PSF TC DL 14.0 PSF B C DL 5 .0 PSF BC LL 0.0 PSF TOT . L D . 35.0 PSF -50237 REF R090-50237 DATE 04/26/02 DRW CAUSR090 02116067 CA - ENG .WL/CWC SE ON - 51146 DUR.FAC. 1.25 FROM ROB SPACING 1I2c1DArTc7r RD7 - LI 9DIV (TIUT VITO ITTOITQI TOP CHORD 2x4 DF-L #1&Bet. BOT CHORD 2x6 DF-L #1 WEBS 2x4 HF Std/Stud :W8 2x4 OF-L Std/Stud: PLATES DESIGNED FOR GREEN LUMBER PER NDS-97 TABLE 7.3.3. SPECIAL LOADS --(LUMBER DUR.FAC.=1.25 / PLATE DUR.FAC.=1.25) TC - From 60 PLF at 0.00 to 60 PLF at 5.67 TC - From 38 PLF at 5.67 to 64 PLF at 9.38 TC - From 60 PLF at 9.38 to 60 PLF at 16.59 BC - From 18 PLF at 0.00 to 18 PLF at 2.69 BC - From 10 PLF at 2.69 to 10 PLF at'14.75 IC - 321 LB Conc. Load at 5.67 BC - 807 LB Conc. Load at 0.75. 4.75 BC - 1462 LB Conc. Load at 2.69 'BC - 753 LB Conc. Load at 6.75, 8.75 BC - 1763 LB Conc. Load at 10.75 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. 2 Complete Trusses Required I NAILING SCHEDULE: (0.131x3.0_g_nallS) TOP CHORD: 1 ROW @ 12" o.c. 801 CHORD: 1 ROW @ 4" O.C. WEBS : I ROW @ 4" o.c. USE EQUAL SPACING BETWEEN ROWS AND STAGGER NAILS IN EACH ROW TO AVOID SPLITTING. IN LIEU OF RIGID CEILING USE PURLINS TO BRACE BC @ 120" OC DEFLECTION MEETS L/360 LIVE AND L/240 TOTAL LOAD. BUILDING DESIGNER IS RESPONSIBLE FOR CONVENTIONAL FRAMING. IN LIEU OF STRUCTURAL PANELS, USE PURLINS TO BRACE ALL FLAT TOP CHORDS AT 32" OC. W6X6 W4X8(A1) W2X4 III W5X8 W2X4 III HS522 = W2X6 III 5-6-15 11-11-01— 3-3-1 .i_ 4-0-0 J IQ 14-9-0 Over 2 Supports R=4485 R=3308 W=3.5" L IPLT TYP. High Strength,Wave TPI-95\R Design Criteria: TPI(STD)/UBC 19.5a CA/-/l/-f-/R/- Scale =.375"/Ft. Slonelruss 760-967-6171 507 Jones Road, Oceanside CA 92054 ALPINE Alpine Engineered Products, Inc. Sacrainenlo,CA95828 "WARNING"" TRUSSES REQUIRE EXTREME CARE IN FARRICATION, HANDLING. SHIPPING, INSTALLING AND BRACING. REFER TO HIB9I (NANDI lUG INSTALL lUG ADD BRACING). PURL SHED BY TPI (TRUSS PLATE INSTITUTE. 5H3 DONOFRIO DR.. SUITE 200. MADISON, WI 53719). FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PAIIELS. BOTTOM CHORD SHALL WANE A PROPERLY ATTACHED RIGID CE LIMG. *IMPORTANT.* FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS. INC. SHALL NOT BE HESPONSINLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITh TPI; OR FABRICATING. HANDLING. SNIPPING, INSTALLING AND BRACING OF TRUSSES. TIllS RESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED WY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI . ALPINE CONNECTORS ARE MADE OF 205A ASIM A653 GR4O GAb. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS. AND UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION CONNECTORS PER DRAWINGS 160 A-l. THE REAL DR THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGIREERIRG RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BOILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER HNSI/TPI 1-1995 SECTION 2. VES A 63Q IC LL 16.0 PSF IC DL 14.0 PSF B C DL 5 .0 PSF BC LL 0.0 PSF TOT AD. 35.0 PSF REF R090- -50238 DATE 04/26/02 DRW CAUSRODO 02116075 CA -ENG ;WL/CWC SEON - 17245 DIJR. FA C . 1.25 FROM ROB SPACING 24.0" (Ib51-'AC1I-!L b!ttLL - #11 lUb MUITIU (.OKUI) TOP CHORD 2x4 DF-L #1&Bet. BOT CHORD 2x6 OF-L SS WEBS 2x4 HF Std/Stud 'aMnhITFD TROuT (I IVAlIC 0. Il1MiNSIE)NS1 SIJRMITTED BY TRUSS MFR. IN LIEU OF RIGID CEILING USE PURLINS TO BRACE BC @ 72' OC DEFLECTION MEETS L/360 LIVE AND L/240 TOTAL LOAD. PLATES DESIGNED FOR GREEN LUMBER PER NOS-97 TABLE 7.3.3. - (B) 2X4 DF-L STUD OR BETTER BLOCK RIP TO FIT. SPECIAL LOADS -(LUMBER DUR.FAC.=1.25 / PLATE DUR.FAC.=1.25) TC - From 60 PLF at 0.00 to 60 PLF at 4.25 IC - From 60 PLF at 4.25 to 60 PLF at 6.13 BC - From 215 PLF at .0.00 to 215 PLF at 4.00 BC - 1013 LB Conc. Load at 1.00 W3X5 0-3-11 1 _$_20-8-4 -4-18-0-0 I 3-8-7 I W3X4 0-3-0.1108J Over 2 Supports____1 R=1305 W=3.5' . R=935 W=3" PLT TYP. Wave TPI-95\R Design Criteria: TPI(STD)/UBC 19.5a CA/-/J/-I-/RI- Scale =.375"/Ft. Stone Truss 760-967-6171 5O7JonesRoad.OceanoideCA92O54 _____ ALPINE Alpine Engineered Products, Inc. Sacramento, CA 95828 "WARNING" TRUSSES REQUIRE EXTREME CARE IN FABRICATION. HANDLING. SHIPPING. INSTALLING AND BRACING. REFER TO HIN'91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE. 583 DOHOFRIO OR., SUITE 200. NADISOII. NI 53719), FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. IONS. UNLESS OTNERWI SE INDICATED. TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. *IKpORTANT" FOR is ABC OPY OP THIS RESIGN TO THE IOSTALLATION CONTRACTOR. ALPINE ERGINEERER PRODUCTS. INC. SMALL NOT E RESPONSIBLE FOR ART OEVIATIUN FRON THIS RESIGN: ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WIRY TPI: OR FABRICATING, HANDLING, SHIPPING. INSTALLING AND BRAC ING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIUNAL DESIGN SPECIFICATION PUBLISHER UT THE AM FOREST AND PAPER ASSOCIATION) AND TPI . ALPINE CONNECTORS ARE MARE 01 OOSA AS TN A653 GR4O GALN. STEEL. EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS. AND UNLESS OThERWISE LOCATED ON THIS DESIGN. POSITION CONNECTORS PER DRAWINGS IWO HO. THE SEAL ON THIS DNAHIIIG INDICATES ACCEPTANCE OF PHOPESSIOTIAL ENGIREERIOG RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING RESIGNER. PER ANSI/IPI 11995 SECTION 2. ________ .d orE$S,o pr c TC LL 16.0 PSF TC DL 14 .0 PSF BC DL 5.0 PSF BC LL 0.0 PSF TOT. LD . 35.0 PSF REF R090 -50239 DATE 04/26/02 DRW CA(JSRO9O 021)6076 CA F]WL/CWC SEON - 51254 DUR.FAC. 1.25 FROM ROB SPACING 24.0" W3X5._, Ib1-IAI..!r1I I5RtJLt - #N ILRM HIF) TOP CHORD 2x4 DF-L #1&Bet. BOT CHORD 2x4 DF-L #1&Bet. WEBS 2x6 DF-L #2 PLATES DESIGNED FOR GREEN LUMBER PER NDS-97 TABLE 7.3.3. SPECIAL LOADS -(LUMBER DUR.FAC.=1.25 / PLATE DUR.FAC.1.25) IC - From 60 PLF at 0.00 to 60 PLF at 15.84 BC - From 23 PLF at 0.00 to 23 PLF at 14.00 IC - 883 LB Conc. Load at 7.00 11113 UI'Ih,l rIYLI'AFYEU FINUhI Ll.hrlruIr.ls XI'IrUI 5LlJlW Ll.rlln.s..'n.) .0011 IN LIEU OF RIGID CEILING USE PURLINS TO BRACE BC @ 120" DC DEFLECTION MEETS L/360 LIVE AND L/240 TOTAL LOAD. W4X6 W3X5(A1) L-19-o-J L.. 7-0-0 .j 7-0-0 14-0-0 Over 2 Supports R=1010 R=1143 W3.5" PLT TYP. Wave TPI-95\R Design Criteria: TPI(STD)/UBC 19.5a CA/-/1/-/-/R/- Scale-.375"/Ft. Stone Truss 760-967-6171 5O7JonesRoad,OccansideCA92054 Alpine Engineered Products, Inc. Sacraniento,CA95828 "WARNING" TRUSSES UEOUIRE EXTREME CARE IN FABRICATION. HANDLING. SHIPPING. INSTALLING AND BRACING. REFER TO HIBVX (HAODLIOG IOSTALLIIIG AND RRACIRG). PUBLISHED BY TPI (TRUSS PLATE INSTITUTE. 583 DONOFNIU OR.. SUITE 200, MADISON. WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS UTOERWISE INDICATED, lop ChORD SHALL hAVE PROPERLY ATTACHED STRUCTUUAL PANELS. BOTTOM CHORD SHALL HAUL A PROPERLY ATTACHED RIGID CEILING. "'IMPORTANT" FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION COXXTRACTOU. ALPINE ENGINEERED PRODUCTS. INC. SHALL NOT RE OF FOR AlIT DEVIATION FOUR THIS DESIGlI ANY FAILURE TO BUILD Till TRUSSES IN CONFORMANCE WITh TPI OR FABRICATING. hANDLING. SHIPPING, INSTALLING AND BRACING OF TRUSSES. IBIS DESIGN CONFORMS WITH APPLICABLE PROOISIONS UI' ND" (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AIID TPI. ALPINE CONNECTORS ARE MADE OF 200A AST A653 GNVO ONLY. STEEL. EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS. ANN ONLESS OTHERWISE LOCATED Dli THIS DESIGN. POSITION CONNECTORS PER DRAWINGS 160 AZ. TilE SEAL UN THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENOIOEEBIYIG RESPUNSIBILIIY SOLELY 'Oil TIlE 1NUSS COMPUNEDE OHSIGN ShOWN. THE SUITAOILIIO AND USE OF Tills COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING RESIGNER. PER HNSIITPI 1 1995 SECTION 2. CA ALPINE - ENG 14-1 _________ TC LL TC DL BC DL BC LL TOT. LD . 16.0 14.0 5.0 0.0 35.0 - PSF PSF PSF PSF PSF REF R090 -50240 DATE 04/26/02 DRW CAUSR090 02116068 1WL /CWC SEON - 17257 OUR. FAC . 1.25 FROM ROB SPACING 24.011 W4X4 W2X45.., - flu TflhICC lArD b.I-FA(.It'I( I5tLLLt - #N.L (.OIIN TOP CHORD 2x4 DF-L #1&Bet. BOT CHORD 2x4 DF-L #1&Bet. WEBS 2x4 HF Std/Stud PLATES DESIGNED FOR GREEN LUMBER PER NOS-97 TABLE 7.3.3. lila 1)100 rflLr.Ir,LL, rfl',I ..VIlIUlL '-I' S''-""•' IN LIEU OF RIGID CEILING USE PURLINS TO BRACE BC @ 120" OC DEFLECTION MEETS L/360 LIVE AND-L/240 TOTAL LOAD. 'I 2-7-15 418-0-0 1 L_ 7-0-0 __j_ 7-0-0 14-0-0 Over 2 Supports R479 W2X4(A1) L-1g-o-J R=609 W=3.5 PLT TYP. Wave TPI-95'R Design Criteria: TPI(STD)/UBC 19.5a CA/-/1/-/-/R/- Scale =.375/Ft. Stone Truss 760-967-6171 507 Jones Road. Oceanside CA 92054 _____ Alpine Engineered Products, Inc. Sacramento, CA 95828 —WARNING— TRUSSES REQUIRE EXTREME CARE IN FABRICATION, VAIIDLIRS, SHIPPING. INSTALLING AND RRACING. REFER TO VIM 91 (HANOL I HG I NSTALL INS AND RUACI NO) PUOL ISHEN UT TP (TRUSS PLATE INSTITUTE. 583 D'OROFRIO DR.. SUITE 200. MADISON. WI 53119). FOR SAFETY PRACTICES PRIOR TO PERFONMII1G THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. "IMPORTANT" FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS. INC. SHALL NOT RE RESPONSIBLE FOR ANY DEVIATION FROM THISDESIGN; ANY FAILURE TO RIIILR TOE TRUSSES IN CONFORMANCE WITH TPI : OR FARVICATING. hANDLING. SNIPPING, INSTALLING AND BRACING OF MASSES. TillS OESIGR CONFORMS WITH APPLICARLE PROVISIONS UP 005 (NATIONAL I)ESIGO SPECIFICATION PONLISIIED RN THE AHERICAS FOREST AND PAPER ASSOCIATION) AND IPI. ALPINE CONNECTORS ARE WANE OF 200A ASTN 4653 0040 SOLO. STEEL. EXCEPT AS NOTED. APPLY COHNECTORS TO EACH FACE OF TRUSS. AND UNLESS OTHERWISE LOCATED ON TillS DESIGN. POSITION CONNECTORS PER DRAWINGS 160 AZ. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL EIIGINEERIRG RESPONSIRILITY SOLELY FOR THE TRUSS COMPONENT RESIGN SHORN. TilE SUITABILITY AND USE OF TIllS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBELITY OF THE BUILDING DESIGNER. PER ANSI/TPI 11905 SECTION 2. (, ________ T C L L TC DL BC DL BC LL TOT. LD . 16 14.0 35.0 5.0 0.0 . 0 P PSF PSF PSF PSF SF REF R 090 - -50241 DATE 04/26/02 DRW CAUSRO9O 02116069 CAENG 1:WL/CWC * SEON - 17259 OUR. FAC . 1 .25 FROM ROB SPACING 24.0" PLATES DESIGNED FOR GREEN LUMBER PER NDS-97 TABLE 7.3.3. 22-8-1 T 1-7-15 I- b1-VACI1116 bKtLL - V SIUb JACK) TOP CHORD 2x4 DF-L #1&Bet. BOT CHORD 2x4 DF-L #1&Bet. WEBS 2x4 HF Std/Stud W2X4 III 1fl13 LJVJU ricrncu r(uJrI .ulIruILn Ilirul (LJIUJ oU2IL_,&'#!.,7' ..... IN LIEU OF RIGID CEILING USE PURLINS TO BRACE BC @ 120" OC TRUSSES TO BE SPACED AT 27.0" OC MAXIMUM. DEFLECTION MEETS L/360 LIVE AND L/240 TOTAL LOAD. 3-10-8 I._400 Over 3 Supports__...I R=331 W"'3.5" R=28 PLT TYP. Wave TPI-95'R Design Criteria: TPI(STD)/UBC 19.5a CA/-fl/-I-/RI- Scale =.375"/Ft. Stone Truss 760-967-6171 SO7 Jones Road, Oceanside CA92O54 _____ _____ Alpine Engineered Products, Inc. Sacramento, CA 95828 "WARNING** TRUSSES REQUIRE EXTREME CARE IN FABRICATION. HURDLING, SHIPPING. INSTALLING AND ROACI11G. REFER TO RIB-Ni (HANDLING INSTALLIlIG MID BRACING). PUBLISHED NT TPI (TRUSS PLATE INSTITUTE. 583 DONOFRID DR.. SUITE 200. MADISON. HI 53719). FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS. NUTTOM CHORD SHALL AA OE A PROPERLY ATTACHED 91Gb CEILING. -IMPORTANT— FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCT S, INC. SHALL NOT NE RESPDNSIBLE FOR AN DEVIATION FROM THIS DESIGN: AN FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI: OR FARRICATING. HANDLING. SHIPPING. INSTALLING AND BRACING OF tRUSSES. THIS UESIGH CON 8110 APPLICABLE PRONISIONS OF NOS (RATIONAL RESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE HARE OF 2OGA ASYM A653 GOOD GALO. STEEL. EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS, AND UNLESS OTAERNISE.LOCATED UN THIS DESIGN. POSITION CONNECTORS PER DRAWINGS 169 A-i. THE SEAL RN THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERIIIG RESPDNSINILITY SOLELY FOR THE TRUSS CUNPOOENT DESIGN SHOWN. Tilt SUITABILITY AND USE OF TillS COMPONENT FOR ANY PARTICULAR BUILDING IS THE NESPUNSIBILIrY OF THE BUILDING DESIGNER, PER ANSI/TPI I-INNS SECTION 2. TC LL TC DL B C DL BC LL TOT.LD. 16.0 14.0 5 35.0 0.0 . 0 PSF PSF PSF PSF PSF REF RO9O- -50242 DATE 04/26/02 DR W CAUSRO9O 02116070 CA -ENG RWL/CWC SEQN - 51258 DUR.FAC. 1.25 FROM ROB SPACING 27.0"