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Home My WebLink About2618 LEVANTE ST; 100; CB110101; PermitCity of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 04-05-2011 Residential Permit Permit No: CBI 10101 Building Inspection Request Line (760) 602-2725 Job Address: 2618 LEVANTE ST CBAD St: 100 Permit Type: RESDNTL Sub Type: 2DU Status: ISSUED Parcel No: 2161803800 Lot #: 0 Applied: 01/14/2011 Valuation: $84,175.00 Construction Type: 5B Entered By: LSM Occupancy Group: Reference #: Plan Approved: 04/01/2011 # Dwelling Units: I Structure Type: MF2-4 Issued: 04/01/2011 Bedrooms: I Bathrooms: 1 Inspect Area: Project Title: STEVENS RES- ADD 639 SF SDU Orig PC#: ATTACHED TO EXISTING HOME Plan Check # Applicant: Owner: STEVENS SEAN R&MELISSA L STEVENS SEAN R&MELISSA L 2618 LEVANTE ST CARLSBAD CA 92009 7609422745 2618 LEVANTE ST CARLSBAD CA 92009 Building Permit $577.68 Meter Size Add'I Building Permit Fee $0.00 Add'I Red. Water Con. Fee $0.00 Plan Check $375.49 Meter Fee $0.00 Add'I Plan Check Fee $0.00 SDCWA Fee $0.00 Plan Check Discount $0.00 CFD Payoff Fee $0.00 Strong Motion Fee $8.42 PFF (3105540) $0.00 Park in Lieu Fee $0.00 PFF (4305540) $0.00 Park Fee $0.00 License Tax (3104193) / $0.00 LFM Fee $0.00 License Tax (4304193) . $0.00 Bridge Fee '$O.00 Traffic Impact Fee (3105541) $1,621.80 Other Bridge Fee $31800 Traffic Impact Fee (4305541) $0.00 BTD #2 Fee ,, $0.00 Sidewalk Fee $0.00 BTD#3 Fee 1$0.00 PLUMBING TOTAL $119.00 Renewal Fee $0.00 ELECTRICAL TOTAL $35.00 Add'I Renewal Fee $0.00. MECHANICAL TOTAL $61.50 Other Building Fee $0.00 - Housing Impact Fee $0.00 HMP Fee $0.00".. Housing lnLieu Fee' $0.00 Pot. Water Con. Fee $0.00 Housing Credit Fee $0.00 Meter Size ,, ,. Master Drainage Fee $435.12 Add'I Pot. Water Con. Fee $0.00' Sewer Fee $0.00 Red. Water Con. Fee $0.00 Additional Fees $0.00 Green Bldg Stands (SB1473) Fee $1.00 Fire Sprinkler Fees . $0.00 TOTAL PERMIT FEES $3,553.01 Total Fees: $3,553.01 Total Payments To Date: $3,553.01 Balance Due: $0.00 FINAL APROWAL Inspector: \ 111L Date: Zff 24( 1"" Clearance: NOTICE: Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as lees/exactions." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitations has oreviouslv otherwise exoired. City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Storm Water Pollution Prevention Plan (SWPPP) Permit 04-05-2011 Permit No:SWIIOOIO 2618 LEVANTE ST CBAD St: 100 SWPPP 2161803800 Lot #: 0 CB11O1OI STEVENS RES- ADD 639 SF SDU TO ATTACHED TO EXITING HOME Status: ISSUED Applied: 01/14/2011 Entered By: LSM Issued: 04/01/2011 Inspect Area: Tier: 1 Job Address: Permit Type: Parcel No: Reference #: CB#: Project Title: Priority: M Applicant: Owner: STEVENS SEAN R&MELISSA L STEVENS SEAN R&MELISSA L 2618 LEVANTE ST 2618 LEVANTE ST CARLSBAD CA 92009 CARLSBAD CA 92009 760 942 2745 Emergenôy Contact: SEAN STEVENS 858-344-5806 SWPPP Plan Check $49.00 SWPPP Inspections $208.00 Additional Fees . - $0.00 TOTAL PERMIT FEES $257.00 Total Fees: $257.00 Total-Payments To Dater ' $257.00 Balance Due: $0.00 NMiRL _ 4, & PIsantht'kNA OA i l nin 1 Building Permit Application 1635 Faraday Ave., Carlsbad, CA 92008 Est. Value CITY OF 760-602-2717/2718/2719 Plan Ck. Deposit Fax 760-602-8558 __________ Date / / ; c- ) 1100 I C CARLSD/-%D www.carlsbadca.gov JOB ADDRESS 2618 Levante Street, Carlsbad CA 92009 PN I SUITE#/SPACE#/UNIT# 7c~21 I (0 - 19;0 - CT/PROJECT # LOT # PHASE A # OF UNITS A BATHROOMS I TENANT BUSINESS NAME I CONSTR. TYPE 0CC. GROUP J #BEDROOMS 11 I DESCRIPTION OF WORK: Include Square Feet of Affected Area(s) adding a second dwelling unit to be'64&sq feet as a residence for parents. This will be attached to the front of the existing home. UP&RJ4 e &Lr P coo O EXISTING USE I PROPOSED USE I GARAGE (SF) PATIOS (SF) I DECKS (SF) FIREPLACE I AIR CONDITIONING front yard second dwelling 0 0 0 jYES#. NO YES [:]NO IFIRESPRINKLERS YESENO CONTACT NAME (if Different Fom Applicant) APPLICANT NAME Sean Stevens ADDRESS ADDRESS 2618 Levante Street CITY STATE ZIP CITY STATE ZIP Carlsbad CA 92009 PHONE FAX PHONE IFAX 760-942-2745 EMAIL EMAIL sea nryanstevenshotmail.com PROPERTY OWNER NAME Sean & Melissa Stevens CONTRACTOR BUS. NAME ADDRESS ADDRESS 2618 Levante Street CITY STATE ZIP CITY STATE ZIP Carlsbad CA 92009 PHONE FAX PHONE FAX 760-942-2745 EMAIL EMAIL seanryanstevens(hotmail.com _________________________________________________ ARCH/DESIGNER NAME & ADDRESS STATE LIC. A STATE LIC.# I CLASS I CITY BUS. LIC.# Accudraft1338D St. Ramona. CA92â1 I_I ec. iui.b uusiness ano I'rotessions cone: 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 ($500)). IkWOR KERS' J'Il I1 Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations: RI 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 workers' compensation insurance carrier and policy number are: Insurance Co Policy No. Expiration Date This section need not be completed if the permit is for one hundred dollars ($100) or less. [3 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, ,. CONTRACTOR SIGNATURE DAGENT DATE -- [O~W~NIER-BUIILDIER DECLARATION thereby affirm that lam exempt from Contractor's License Law for the following reason: I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractofs 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). I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractofs License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractors License Law). I am exempt under Section ______________Business and Professions Code for this reason: I personally plan to provide the major labor apd materials for construction of the proposed property improvement EYes [3No I (have / have not) signed an application for building permi or the proposed work. I have contracted with the following perso (firm) to provid e proposed construction (include name address / phone / contractors' license number): I plan to provide portions of the work, but have hired the lowing person to coordinate, supervise and provide the major work (include name I address I phone I contractors' license number): I will provide some of the work, but I he contracted (hir the following persons to provide the work indicated (include name I address I phone I type of work): PROPERTY OWNER SIGNATURE . /'- LAGENT DATE - // Is the applicant or future building occupant required to submit a business Ian, 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? Yes No Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air uality management district? [:]Yes [:] No Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? [—]Yes 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 this permit is issued (Sec. 3097 (i) Civil Code). Lender's Name Lenders Address I certify that I have mad the application and state that the above information is correct and that the information on the plans is accurate. I agree to complywith all City ordinances and State laws relatingto building construction. I hereby authorize representative of the City of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANYWAY ACCRUE AGAINST SAID CITY INCONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA permit is required for excavations over 50' deep and demolition or construction of structures over 3 stories in height. EXPIRATION: Every permit issued by the Building Official under the provisions of this Code shall expire by limitation and become null and void if the building or,work authorized by such permit is not commenced within 180 days from the date of such permit or if the bu ding or work authorized by such permit is suspended or abandoned at any time after the work is commenced fo a period of 180 days (Section 106.4 .4 Uniform Building Code). APPLICANT'S SIGNATURE J,44q DATE , / 'i/, City of Carlsbad Bldg Inspection Request For: 10/25/2011 Permit# CBIIOIOI Inspector Assignment: PY Title: STEVENS RES- ADD 639 SF SDU Description: ATTACHED TO EXISTING HOME I UPGRADE ELECT PANEL FROM 100 TO 200 AMPS Type: RESDNTL Sub Type: 2DU Job Address: 2618 LEVANTE ST Suite: 100 Lot: 0 Location: APPLICANT STEVENS SEAN R&MELISSA L Owner: STEVENS SEAN R&MELISSA L Remarks: Total Time: Phone: 7606720876 Inspector: Requested By: MIKE Entered By: CHRISTINE CD Description 19 Final Structural 29 Final Plumbing 39 Final Electrical 49 Final Mechanical Ac Comments 1 t_L Associated PCRs/CVs/SWPPPs Original PC# SW1 10010 ISSUED STEVENS RES- ADD 639 SF SDI) TO; ATTACHED TO EXITINQ HOME Inspection History Date Description Act Insp comments 08/18/2011 17 Interior Lath/Drywall AP TP 08/18/2011 18 Exterior Lath/Drywall AP TP 08/11/2011 13 Shear Panels/HD's AP PY 08/11/2011 14 Frame/Steel/Bolting/Welding AP PY 08/11/2011 16 Insulation AP PY 08/11/2011 34 Rough Electric AP PY 08/10/2011 84 Rough combo CA PY 08/09/2011 14 Frame/Steel/Bolting/Welding PA PY TIGHTEN H.D. 08/09/2011 24 Rough/Topout AP PY 08/09/2011 34 Rough Electric PA PY LOOP SMOKE ALARMS, ROMEX UNDER SLAB 08/09/2011 44 Rough/Ducts/Dampers AP PY 07/26/2011 83 Roof Sheathing/Ext Shear AP PY NEED TRUSS CALCS 07/05/2011 11 Ftg/Foundation/Piers - AP PY Inspection List Permit#: CBIIOIOI Type: RESDNTL 2DU Date Inspection Item Inspector Act STEVENS RES- ADD 639 SF SDU ATTACHED TO EXISTING HOME I UPGRA Comments 12/20/2011 33 Service Change/Upgrade PY AP 10/25/2011 89 Final Combo PY AP CLEAN OUT BOX & HOUSE NUMBERS 08/18/2011 17 Interior Lath/Drywall TIP AP 08/18/2011 18 ExteriorLath/Drywall TP AP 08/11/2011 13 ShearPanels/HD's PY AP 08/11/2011 14 Frame/Steel/Bolting/Weldin PY AP 08/11/2011 16 Insulation PY AP 08/11/2011 34 Rough Electric PY AP 08/10/2011 84 Rough Combo PY CA 08/09/2011 14 Frame/Steel/Bolting/Weldin PY PA TIGHTEN H.D. 08/09/2011 24 Rough/Topout PY AP 08/09/2011 34 Rough Electric PY PA LOOP SMOKE ALARMS, ROMEX UNDER SLAB 08/09/2011 44 Rough/Ducts/Dampers PY AP 07/26/2011 83 Roof Sheathing/Ext Shear PY AP NEED TRUSS CALCS 07/05/2011 11 Ftg/Foundation/Piers PY AP 06/29/2011 21 Underground/Under Floor PY AP 06/29/2011 22 Sewer/Water Service PY AP Tuesday, April 24, 2012 Page 1 of 1 2Jg L5V4AJ7E C.W. LA MONTE COMPANY Field Report Of Foundation Excavation Observation Project: Residence Addition Job No 10-5940 CWL Personnel: CWL Date: 6/23/11 Location 2618 Levante Street Carlsbad, Ca. General Contractor: Michael Maquet Foreman: Project Engineer: Contractor Working: Weather: Sunny and then Overcast Building Permit No. I NOTES AND OBSERVATIONS:t1ff q1"--31& 7Jb Observed foundation excavations for addition residence. Excavation properly embedded per plans and reports. See below conclusions. Based on observations of the above locations we offer the following Conclusions: El Soil conditions at the site are substantially in conformance with those assumed in the Soil Investigation Footing excavations extend to the proper depth and are embedded in suitable bearing strata. El Compacted soil placement has been observed and tested. The new fill soil conforms to the Soil Investigation El Soil has been observed for expansion characteristics. The expansion potential has been visually classified, and recommendations for foundations and slab-on-grade floors have been followed. The on-site soils have been visually classified as having an Expansion Index greater than 50. Remedial Work: Remove any loose cave-in material from footing excavations Ge 'f 442~& LA Hours: Rec dB Signature): M NTE COMPANY 4350 Palm Ave., Sal 25 Phone: (619) 462 961 OiCand Foundation Engineers La Mesa, CA 91941 Fax: (619 462 959 EsGil Corporation In cPartnersliip with government for Building Safety DATE: 03/25/11 JURISDICTION: Carlsbad PLAN CHECK NO.: 11-0101 PROJECT ADDRESS: 2618 Levante Street• SET: III ANT LI PLAN REVIEWER LI FILE PROJECT NAME: Attached 2nd Dwelling for Stevens Residence The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. LII The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: Esgil Corporation staff did not advise the applicant that the plan check has been completed. Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted (by: ) Email Mail Telephone Fax In Person REMARKS: (This was treated as addition- No fire sprinklers/ Cal-Green.) No response from designer as to whether project is in a noise critical area ( CNEL contour of 60 dB) as shown on the General Plan and whether or not the enclosed 4 page form needs to be recorded. If in a noise critical area an acoustical analysis showing that the proposed building has been designed \Y' to limit noise in habitable rooms to CNEL of forty-five dB is required. Where windows must be closed to comply, it is necessary to provide mechanical ventilation capable of providing at least V two air changes per hour. .CjV 3 By: Ray Fuller Enclosures: EsGil Corporation (\Ji LI GA LI EJ El PC (P) 03/24/11 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 EsGil Corporation In (Partners/lip with Government for Building Safety DATE: 03/07/11 JURISDICTION: Carlsbad PLANCHECKNO.: 11-0101 SET:!! PROJECT ADDRESS: 2618 Levante Street PROJECT NAME: Attached 2nd Dwelling for Stevens Residence APPLI ANT IS EWER FILE The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. El 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: Sean Stevens 2618 Levante Street 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: Sean Stevens Telephone #: (760) 942-2745 Date contacted: 3 I (by: ) Email. seanryanstevens@hotmail.com Mail v Telephone Fax In Person LII REMARKS: By: Ray Fuller Enclosures: EsGil Corporation E GA El EJ E PC 03/01/11 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 I Carlsbad 11-0101 03/07/11 NOTE: The items listed below are from the previous correction list. These remaining items have not been adequately addressed. The numbers of the items are from the previous check list and may not necessarily be in sequence. The notes in bold font are current. Only received sheets I thru 3 and no response sheet was sent back by designer stating if and where correction took place. The following note should be given with each correction list: Please make all corrections, as requested in the correction list. Submit four new complete sets of plans for commercial/industrial projects (three 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. Please revise the section numbers and notes on the plans to match the 2009 International Residential Code (IRC), as adopted in the 2010 California Residential Code. At some point need to switch codes references to IRC i.e. on sheet 2 noting egress windows to be CBC 1026 and should be Section R310. Owner/designer to sign the CF1-R forms. No response and no sheet 6 provided. 8. In dwelling units within which fuel-burning appliances are installed (and in dwelling units having attached garages), show the locations of permanently wired carbon monoxide alarms with battery backup, per Section R315: Outside each separate sleeping area in the immediate vicinity of the bedroom. No response and no sheet 6 provided. 13. Provide a note on the plans stating: "Penetrations of fire-resistive walls, floor-- ceilings and roof-ceilings shall be protected as required in CRC Section R302.4." No response and could not locate. Carlsbad 11-0101 03/07/11 Wall assemblies separating units in a duplex shall be of one-hour fire resistive construction. Provide details of the assemblies. Section R302..3. Such wall assemblies shall extend to the underside of the roof sheathing, where applicable. No response and could not locate., •Walls separating units in a duplex shall have a sound transmission class (STC) of not less than 50. CBC Section 1207.6. Show the location of and provide details of the listed wall and floor/ceiling assemblies, and indicate the listing agency and listing number for the tested ratings. No response and could not locate. For duplexes only: The Title Sheet or Site Plan should clearly indicate if any portion of the project is in a noise critical area (CNEL contours of 60 dB) as shown on the City or County's General Plan. If no portion of the project is within a noise critical area, provide a note on the Title Sheet stating: "This project is not within a noise critical area (CNEL contour of 60 dB) as shown on the General Plan". CBC Section 1207.11. No response and could not locate. For duplexes only: If the project, is located in noise critical areas (CNEL contours of 60 dB) as shown on the City or County's General Plan, then an acoustical analysis showing that the proposed building, has been designed to limit noise in habitable rooms to CNEL of forty-five dB is required. Where windows must be closed to comply, it is necessary to provide mechanical ventilation capable of providing at least two air changes per hour. Provide design. CBC Section 1207.11. No response and could not locate. Detail the installation requirements necessary when installing a central heating furnace opening into a bedroom or bathroom (per CIVIC Section 904.1 No response and could not locate. Non-direct vent appliance: Listed gasketed self closing and latching door assembly with a threshold and with all combustion air supplied from the outdoors. The furnace closet shall be dedicated to the furnace only and will have no other uses. Or Specify that the appliances are of the direct vent style Note that passageway to the mechanical equipment in the attic shall be unobstructed, have continuous solid flooring not less than 24 inches wide, and be not more than 20 feet in length from the access opening to the appliance. CIVIC Section 904.11. No response and could not locate. ' Show a permanent electrical receptacle outlet and lighting fixture controlled by a switch located at the entrance for furnaces located in an attic. CIVIC Section 904.11.5. No response and could not locate. , I Carlsbad 11-0101 03/07/11 Include, on the plans the following specifications for electrical devices installed in dwellings: CEO Article 210 & 406 No response and could not locate. Tamper resistant receptacles for all locations described in 210.52 (i.e., all receptacles in a dwelling). Weather resistant type for receptacles installed in damp or wet locations (outside). Arc-fault protection for all outlets (not just receptacles) located 1n rooms described in NEC 210.12(B): Family, living, bedrooms, dining, halls, etc. New (2008 Energy) Residential ventilation requirements for new or relocated fans: No response and could not locate. Kitchens require exhaust fans (either intermittent/100 cfm or continuous/20 cfm), ducted to the exterior. Detail compliance by including a complying exhaust fan or a ducted range hood to the exterior. Note: CFM and noise rating ("Sone") must be specified on the plans. Mechanical whole house ventilation must be provided. Include the following information: Fan sizing (cfm), "Sone" specification, and the duct sizing and length. Note: The information must match or exceed the design found on OF- 6R-MECH energy forms. Al! exhaust fans must be specified at a noise rating of amaximum I "Sone" (for the continuous use) or 3 "Sone" (for the intermittent use). The foundationplan does not comply with the soils report recommendations for this project. Please review the report and modify design, notes and details as required to show compliance: For example minimum foundation steel to be #5's. No response and no sheet 4 provided. 30. Please recheck all details to verify that they are complete and/or correct. See for example where on foundation plan noting detail A to be on sheet 9 instead of 4 and referencing detail D14 to epoxy steel instead of B14? Recheck all locations. No response. Still seems to apply. See where referencing detail D14 to foundation plan instead of B14? Recheck all locations. 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, 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 ( ) No ( ) The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Ray Fuller at Esgil Corporation. Thank you. EsGil Corporation In Partners flip witfl government for Buifding Safety DATE: 01/24/11 JURISDICTION: Carlsbad PLAN CHECK NO.: 11-0101 SET:I PROJECT ADDRESS: 2618 Levante Street PROJECT NAME: Attached 2nd dwelling for Stevens Residence LICANT JURIS. LJ PLAN REVIEWER IJ FILE The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith, is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: Sean Stevens 2618 Levante Street 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: ean Stevens Telephone #: (760) 942-2745 Date cocted: (/V/II(bypM i Email seanryanstevenshotmaiI.com .JVIaiI VTelephone - In Person LII REMARKS: \" By: Ray Fuller Enclosures: EsGil Corporation El GA LI EJ LI PC 01/18/11 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 Carlsbad 11-0101 01/24/11 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK NO.: 11-0101 JURISDICTION: Carlsbad PROJECT ADDRESS: 2618 Levante Street FLOOR AREA: 2nd dwelling 639 REMARKS: DATE PLANS RECEIVED BY JURISDICTION: 01/14/11 DATE INITIAL PLAN REVIEW COMPLETED: 01/24/11 STORIES: 1 HEIGHT: 12 ft per CBC DATE PLANS RECEIVED BY ESGIL CORPORATION: 01/18/11 PLAN REVIEWER: Ray Fuller FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the International Residential Code, International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinance by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. Present California law mandates that construction comply with the 2010 edition of the California Code of Regulations (Title 24), which adopts the following model codes: 2009 IRC, 2009 IBC, 2009 UPC, 2009 UMC and 2008 NEC. The above regulations apply, 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. 105.4 of the 2009 International 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 11-0101 01/24/11 1. The following note should be given with each correction list: Please make all corrections, as requested in the correction list. Submit four new complete sets of plans for commercial/industrial projects (three 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. 2. Provide a statement on the Title Sheet of the plans stating that this project shall comply with the 2010 California Residential Code, which adopts the 2009 IRC, 2009 UMC, 2009 UPC and the 2008 NEC. Section R106.2. Old codes noted on cover sheet. 3. Please revise the section numbers and notes on the plans to match the 2009 International Residential Code (IRC), as adopted in the 2010 California Residential Code. 4. Owner/dsigner to sign the CF1-R forms. 5. Energy calculations did not address alternations to existing dwelling i.e. adding skylights and window. At very least please note on floor plan required U and SHGC values for these (as fenestration adding is less than existing 1050 window). 6. Note on plans that surface water will drain away from building and show drainage pattern. The grade shall fall a minimum of 5% within the first 10 feet (2% for impervious surfaces). 7. Show or note that a battery-operated smoke alarms will be provided in all existing bedrooms, hallways leading to bedrooms and on each floor Section R314.3.1. 8. In dwelling units within which fuel-burning appliances are-installed (and in dwelling units having attached garages), show the locations of permanently wired carbon monoxide alarms with battery backup, per Section R315: a) Outside each separate sleeping area in the immediate vicinity of the bedroom. Carlsbad 11-0101 01 /24/11 9. When alterations, repairs or additions are proposed for dwelling units within which fuel-burning appliances are installed (and in dwelling units having attached garages), the dwelling unit shall be provided with carbon monoxide alarms located as required for new dwellings; the carbon monoxide alarms shall be interconnected and hard wired. Exception: Carbon monoxide alarms in existing areas need not be interconnected and hard wired where the alterations or repairs do not result in the removal of interior wall or ceiling finishes exposing the structure, unless there is an attic, crawl space, or basement available which could provide access for hard wiring and interconnection without the removal of interior finishes. Section R315.2. 10. Bathroom exhaust shall be noted to be Energy Star rated, vented to the outside and shall be controlled by a humidistat. CaiGreen 4.506.1. Residential bathroom exhaust fans shall be energy star rated and shall be control by a humidistat capable of an adjustment between 50 and 80% humidity. CaiGreen 4.506.1. 11. Bathrooms require exhaust fans (minimum 50 cfm) to be ducted to the exterior. Note: CFM and noise rating ("Sone") must be specified on the plans. All installed exhaust fans must be specified at a noise rating of a maximum I "Sone" for the continuous use or maximum 3 "Sone" for the intermittent use. 12. Recheck plans for tempered window locations i.e. within 2 ft of interior/exterior doors. Section R308.4 See 4040 adjacent to French doors at dining room 13. Provide a note on the plans stating: "Penetrations of fire-resistive walls, floor-- ceilings and roof-ceilings shall be protected as required in CRC Section R302.4." 14. Wall assemblies separating units in a duplex shall be of one-hour fire resistive construction. Provide details of the assemblies. Section R302.3. Such wall assemblies shall extend to the underside of the roof sheathing, where applicable. Exceptions: A fire-resistance rating of 1/2-hour shall be permitted in buildings equipped throughout with an automatic sprinkler system installed in accordance with NFPA 13. Wall assemblies need not extend through attic spaces when the ceiling is protected by not less than %-inch Type X gypsum board and an attic draft stop constructed as specified in Section R302.12.1 is provided above and along the wall assembly separating the dwellings. The structural framing supporting the ceiling shall also be protected by not less than 1/2 -inch gypsum board or equivalent. 15. Walls separating units in a duplex shall have a sound transmission class (SIC) of not less than 50. CBC Section 1207.6. Show the location of and provide details of the listed wall and floor/ceiling assemblies, and indicate the listing agency and listing number for the tested ratings. Carlsbad 11-0101 01/24/11 16. For duplexes only: The Title Sheet or Site Plan should clearly indicate if any portion of the project is in a noise critical area (CNEL contours of 60 dB) as shown on the City or County's General Plan. If no portion of the project is within a noise critical area, provide a note on the Title Sheet stating: "This project is not within a noise critical area (CNEL contour of 60 dB) as shown on the General Plan". CBC Section 1207.11. 17. For duplexes only: If the project is located in noise critical areas (CNEL contours of 60 dB) as shown on the City or County's General Plan, then an acoustical analysis showing that the proposed building has been designed to limit noise in habitable rooms to CNEL of forty-five dB is required. Where windows must be closed to comply, it is necessary to provide mechanical ventilation capable of providing at least two air changes per hour. Provide design. CBC Section 1207.11. 18. Show the minimum 30" deep unobstructed working space in front of the attic installed furnace. Section CIVIC Section 904.11.4. 19. Detail the installation requirements necessary when installing a central heating furnace opening into a bedroom or bathroom (per CIVIC Section 904.1): Non-direct vent appliance: Listed gasketed self closing and latching door assembly with a threshold and with all combustion air supplied from the outdoors. The furnace closet shall be dedicated to the furnace only and will have no other uses. Or Specify that the appliances are of the direct vent style. 20. Note that passageway to the mechanical equipment in the attic shall be unobstructed, have continuous solid flooring not less than 24 inches wide, and be not more than 20 feet in length from the access opening to the appliance. CIVIC Section 904.11. 21. Show a permanent electrical receptacle outlet and lighting fixture controlled by a switch located at the entrance for furnaces located in an attic. CIVIC Section 904.11.5. 22. Detail the dryer exhaust duct design from the dryer to the exterior. The maximum length is 14 feet with a maximum of two 90-degree elbows or provide the manufacturer's duct length specification description on the plans: Include the dryer specifications (manufacturer, model, and fuel type) as well as the duct description (size and type).. CIVIC Section 504.3. 23. Note or show that 100 sq inches of make up air required at the laundry room (to replace air being exhausted by dryer vent and exhaust fan if applicable). Is bi- fold door louvered? 24. Show the pressure relief valve for tankless water heater and the discharge pipe size and routing to the exterior. CPC Section 608.3. Carlsbad 11-0101 Ô1/24/11 25., Include, on the plans the following specifications for electrical devices installed in dwellings: CEC Article 210 & 406 Tamper resistant receptacles for all locations described in 210.52 (i.e., all receptacles in a dwelling). Weather resistant type for receptacles installed in damp or wet locations (outside). Arc-fault protection for all outlets (not just receptacles) located in rooms described in NEC 210.12(B): Family, living, bedrooms, dining, halls, etc. 26. New (2008 Energy) Residential ventilation requirements for new or relocated fans: Kitchens require exhaust fans (either intermittent/100 cfm or continuous/20 cfm), ducted to the exterior. Detail compliance by including a complying exhaust fan or a ducted range hood to the exterior. Note,: CFM and noise rating ("Sone") must be specified on the plans. Mechanical whole house ventilation must be provided. Include the following information: Fan sizing (cfm), "Sone" specification, and the duct sizing and length. Note: The information must match or exceed the design found on CF-6R-MECH energy forms. All exhaust fans must be specified at a noise rating of a maximum I "Sone" (for the continuous use) or 3 "Sone" (for the intermittent use). 27. The foundation plan does not comply with the soils report recommendations for this project. Please review the report and modify design, notes and details as required to show compliance: For example minimum foundation steel to be #5's ands note slab thickness to be 4" actual (not nominal). 28. Provide a letter from the soils engineer confirming that the foundation plan, and specifications have been reviewed and that it has been determined that the recommendations in the soils report are properly incorporated into the construction (required per page 7 of the soils report). 29. The soils engineer recommended that he/she review the foundation excavations. Note on the foundation plan that "Prior to the contractor requesting a Building Department foundation inspection, the soils engineer shall advise the building official in writing that: The building pad was prepared in accordance with the soils report, The utility trenches have been properly backfilled and compacted, and The foundation excavations, the soils expansive characteristics and bearing capacity conform to the soils report." 30. Please recheck all details to verify that they are complete and/or correct. See for example where on foundation plan noting detail A to be on sheet 9 instead of 4 and referencing detail D/4 to epoxy steel instead of B/4? Recheck all locations. 31. Provide truss details and truss calculations for this project. Truss design to include FAU(s) in attic where applicable. Verfiy dead loads and clearances for FAU/catwalk are provided and attic access framing when exceeds 24" in width. Carlsbad 11-0101 01/24/11 32. You have chosen to use the conventional construction bracing provisions outlined in the CRC. Provide documentation to show that the plans comply with the Braced Wall provisions of Section R602.10. Include the following: A checklist to show that the building is not "irregular," as defined in Section R301.2.2.2.5. Documentation to show there are sufficient Braced Wall Lines in the building, per Section R602.10.1.4. Documentation to show there are sufficient Braced Wall Panels in each Braced Wall Line, per Section 602.10.1.2. Be sure to include all length factor adiustments from Section 602.10. If the above items cannot be provided or if the building does not satisfy the conventional bracing provisions, then provide design calculations from a licensed Engineer or Architect to show compliance. . CITY of CARLSBAD REQUIREMENTS 33. New residential units must be pre-plumbed for future solar water heating. Note "two roof jacks must be installed" where the water heater is in the one story garage and directly below the most south facing roof (City Ordinance No. 8093). 34. 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). 35. 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). 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, 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 (. ) No ( ) The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Ray Fuller at Esgil Corporation. Thank you. Carlsbad 11-0101 01/24/11, (DONOTPAY— THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK NO.: 11-0101 PREPARED BY: Ray Fuller DATE: 01/24/11 BUILDING ADDRESS: 2618 Levante Street BUILDING OCCUPANCY: R3 TYPE OF CONSTRUCTION: VB BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) 2nd Dwelling 639 131.73 84,175 Air Conditioning Fire Sprinklers TOTAL VALUE 84,175 Jurisdiction Code Icb 1By Ordinance Bldg. Permit Fee by Ordinance V I $577.681 Plan Check Fee by Ordinance V I. Type of Review: LJ Complete Review LI Structural Only Repetitive Fee riRepeats fl Other Hourly EsGil Fee Hr. @ * I $323.501 Comments: Sheet 1 of 1 macvalue.doc + K CITY OF CARLSBAD BUILDING PLANCHECK Development Services CHECKLIST Land Development Engineering 1635 Faraday Avenue E-36 760-602-2750 www.carlsbadca.gov DATE: 2.'( ( I PLANCHECK NO.: CB/PC BUILDING ADDRESS: a.4_eL. j-L _v-eOLt-ç (Ak PROJECT DESCRIPTION: 2-40 I 9 'IEi Lri—b ASSESSOR'S PARCEL NUMBER: j.f Ca I ' 0 3 ¶' EST. VALUE: ENGINEERING DEPARTMENT SW 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 ensure 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. O A Right-of-Way permit is required prior to construction of the following improvements: DENIAL Please see the attached list of outstanding issues marked with 0. Make necessary corrections to plans or specifications for compliance with applicable codes and standards. Submit corrected plans and/or specifications to the Building Dept. for resubmittal to the Engineering Dept. Only the applicable sheets have been sent. OTHER SEWER DISTRICT By: Date: By: Date: By Date: By Date: FOR OFFICIAL USE ONLY ate: By:eO ENGINEERING- b AUTH9RIZATION TO ISSUE: RrI: 1 ATTACHMENTS C] Engineering Application D Dedication Checklist O Improvement Checklist 0 Neighborhood Improvement Agreement O Grading Submittal Checklist O Reference Documents O Right-of-Way Permit Application and Info Sheet o Storm Water Applicability Checklist/Storm Water Compliance Exemption Form ENGINEERING DEPT. CONTACT PERSON Name: KATHLEEN LAWRENCE City of Carlsbad email: Kathleen. lawrence@carlsbadca.gov Phone: 760-602-2741 Fax: 760-602-1052 NOTE: If there are retaining walls associated with your project, please check with the building department if these walls need to be pulled by separate RETAINING WALL PERMIT. l-tr (Q fI E-36 Page 1 of 7 REV 6/30/10 Ur-& SITE PLAN 1ST 2' 3RD Provi fully dimensioned site plan drawn to scale. Show: A. North arrow -Griveway widths PE xisting & proposed structures '..-Pi.-Existing or proposed sewer lateral xisting street improvements -i 1stIrI or proposed water service roperty lines (show all dimensions) )..—Existing or proposed irrigation service asements —K. Submit on signed /approved plans: Right-of-way width & adjacent streets DWG No. 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. 3. Include on title sheet: Site address Assessor's parcel number Legal description/lot number 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. Show all existing use of SF and new proposed use of SF. Example: Tenant improvement for 3500 SF of warehouse to 3500 SF of office. EXISTING PERMIT NUMBER DESCRIPTION U I Lot/Map No.: Subdivision/Tract: Reference no(s): E-36 Page 2 of 7 REV 6130110 1ST 2ND 3RD El El 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 $ 441.00 so we may prepare the necessary Neighborhood Improvement Agreement. This agreement must be signed, notarized and approved by the city'.re40suance of a building permit. Future public improvements required as follows: 0 0 0 6c. Enclosed please find your Neighborhood Improvement Agreement. Please return agreement signed and notarized to the engineering department. Neighborhood Improvement Agreement completed by: Date: 0 0 El 6d. No public improvements required. SPECIAL NOTE: Damaged or defective improvements found adjacent to building site must be repaired to the satisfaction of the city inspector prior to occupancy. GRADING PERMIT REQUIREMENTS The conditions that invoke the need for a grading permit are found in Section 15.16 of the Municipal Code. O El El 7a. Inadequate information available on site plan to make a determination on grading requirements. Include accurate grading quantities in cubic yards (cut, fill, import, export and remedial). This information must be included on the plans. 0 0 7b. Grading Permit required. NOTE: The grading permit must be issued and rough grading approval obtained prior to issuance of a building permit. El El 7c. Graded Pad Certification required. (Note: Pad certification may be required even if a grading I\J \ permit is not required.) All required documentation must be provided to your Engineering V Construction Inspector. The inspector will then provide the engineering counter with a release for the building permit. O 0 0 7d. No grading permit required. MISCELLANEOUS PERMITS El 0 0 8. A RIGHT-OF-WAY PERMIT is required to do work in city right-of-way and/or private work adjacent to the public right-of-way. Types of work include, but are not limited to: street improvements, tree trimming, driveway construction, tying into public storm drain, sewer and water utilities. Right-of-way permit required for: E-36 Page 4 of 7 REV 6130/10 MISCELLANEOUS PERMITS 1ST 2N0 3RD El El El 6. 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. A separate right-of-way issued by the engineering department is required for the following: Please complete attached right-of-way application form and return to the engineering department together with the requirements on the attached right-of-way checklist, at the time of resubmittal. Right-of-way permit and pool building permit will be issued simultaneously. STORM WATER REQUIREMENTS Construction Compliance El El Project Threat Assessment Form complete. El El Enclosed Project Threat Assessment Form incorrectly completed. Please make the corrections, re-sign a new form and resubmit with next submittal. ZI El El Requires Tier11 Story Water Pollution Prevention Plan. Please complete attached form and return (SW ((_(u ) Post-Development (SUSMP) Compliance El El Storm Water Standards Questionnaire complete. El El El Storm Water Standards Questionnaire incorrectly completed. Please make the corrections, re-sign the questionnaire and resubmit with next submittal. El El El Project is subject to Standard Storm Water Requirements. See city Standard Urban Storm Water Management Plan (SUSMP) for reference. El El [1 Disconnect discharges per SUSMP. Do not connect runoff from impervious surfaces to storm drains without first discharging water over landscape areas. See SUSMP. El El LI Minimize use of impervious surfaces per SUSMP. Redesign to reduce the excessive use of impervious area (pavement) on project. Use a balanced design of pervious surfaces (landscape area, planters, etc.) and impervious surfaces. See SUSMP El El 8. Remarks E-37 REV 6/30/10 ENGINEERING DEPARTMENT FEE CAL CULA TION WORKSHEET 0 Estimate based on unconfirmed information from applicant. 0 Calculation based 0)3 building plancheck plan submittal. Addrqqy 2-Lp1 '(/1iZ- RtdcLpermitKin- C_jt Prepared by: / (_ - Date: Z-/IJII Checked by: - Date: EDUCALCULATIONS. List types and square footages f&8Iuses. Types of Use: Sq. Ft./Units: EDU's: Types of Use: Sq. Ft./Units: EDU's: Types of Use: Sq. Ft./Units: EDU's: Types of Use: Sq. Ft./Units: EDU's: ADTCALCULATIONS. List types and square footages for all uses. Types of Use: ,/.-Q('tA_-Sq. Ft./Units: ADT's: Types of Use: Sq. Ft./Units: ADT's: Types of Use: Sq. Ft./Units: ADT's: Types of Use: Sq. Ft./Units: ADT's: FEES REQUIRED: WITHIN CFD: 0 YES (no bridge & thoroughfare fee in District #1, reduced Traffic Impact Fee) 0 NO E3 1. PARK-IN-LIEU FEE: NW QUADRANT NE QUADRANT SE QUADRANT SW QUADRANT FEE/UNIT: X NO. UNITS: = $_____________ 2. TRAFFIC IMPACT FE ADT'S/UNlTL) )'F, EE;A T: =$ -2, 3. BRIDGE AND THOROUGHFARE FEE (DIST. #1 bIST. #2 DIST. #3 ADT's/UNITS: / a1I XcDT:_ (. =s 3/63 .0-0 E3 4. FACILITIES MANAGEMENT FEE ZONE:_________ UNIT/SQ.FT.: X FEE/SQ. FT. /UNlT: = $___________ O 5. SEWER FEE EDU's: X FEE/EDU: = $________________ BENEFITAREA: EDU's: X FEE/EDU: = $________________ 0 6. DRAINAGE FEES PLDA): HIGH /MEDIUM /LOW______ ACRES: 7 X (~ c: Icc') 3. =s Lt 3 z- 7. POTABLE WATER FEES UNITS CODE CONNECTION FEE ME E SDCWA FEE IRRIGATION I R.v. 7114100 PLANNING DEPARTMENT BUILDING PLAN CHECK REVIEW CHECKLIST Plan Check No. CB11-0101 Address 2618 Levante Street Planner Chris Sexton Phone (760) 602-4624 APN: 216-180-38 2 2 Type of Project & Use: sdu Net Project Density: 1.0 DU/AC 0 Zoning: R-1 General Plan: ELM RLM Facilities Management Zone: CFD (in/out) #_Date of participation:_____ Remaining net dev acres:_____ . . (For non-residential development: Type of land used created by this permit: C.' Circle One . . Legend: Z Item Complete ( \ jm Incomplete - Needs your action LI LI Environmental Review Required: YES E] NO E] TYPE DATE OF COMPLETION: Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval: LI LI Discretionary Action Required: YES E] NO L] TYPE APPROVAL/RESO. NO. DATE PROJECT NO. OTHER RELATED CASES: Compliance with conditions or approval? If not, state conditions which require action. Conditions of Approval: LI F Coastal Zone Assessment/Compliance Project site located in Coastal Zone? YES Li NO LI CA Coastal Commission Authority? YES Li NO Li If California Coastal Commission Authority: Contact them at - 7575 Metropolitan Drive, Suite 103, San Diego, CA 92108-4402; (619) 767-2370 Determine status (Coastal Permit Required or Exempt): LI LI Habitat Management Plan Data Entry Completed? YES Li NO LI If property has Habitat Type identified in Table 11 of HMP, complete HMP Permit application and assess fees in Permits Plus (A/P/Ds, Activity Maintenance, enter CB#, toolbar, Screens, HMP Fees, Enter Acres of Habitat Type impacted/taken, UPDATE!) LI LI Inclusionary Housing Fee required: YES LI NO [-] (Effective date of Inclusionary Housing Ordinance - May 21, 1993.) Data Entry Completed? YES LI NO LI (A/P/Ds, Activity Maintenance, enter CB#, toolbar, Screens, Housing Fees, Construct Housing Y/N, Enter Fee, UPDATE!) H:\ADMIN\Template\Building Plancheck Review Checklist.doc Rev 4/08 Site Plan: El OR ~Mm I.. Provide a fully dimensional site plan drawn to scale. Show: North arrow, property lines, easements, existing and proposed structures, streets, existing street improvements, right-of-way width, dimensional setbacks and existing topographical lines (including, all side and rear yard slopes). Provide legal description of property and assessor's parcel number. Policy 44— Neighborhood Architectural Design Guidelines Applicability: YES LI NO LI Project complies: YES LI NOD Zoning: 1. Setbacks: Front: Interior Side: Street Side: Rear: Top of slope Required Shown Required 7. Shown Required Shown Required 14' Shown 14' Required Shown MIEVE 2. Accessory structure setbacks: Front: Required Shown Interior Side: Required Shown Street Side: Required Shown - Rear: Required Shown - Structure separation: Required Shown - Lot Coverage: Required <40% Shown Height: Required Shown LI LI 5. Parking: Spaces Required 2 Shown (breakdown by uses for commercial and industrial projects required) Second Dwelling Space Required 1 Shown 1 LI LI Additional Comments 1) Please complete and sign the attached forms (Affidavit of Compliance for a Second Dwelling Unit and Housing Tracking Development). OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTEF ATE I 2-11 H:\ADMIN\Template\Building Plancheck Review Checklist.doc Rev 4/08 Shear Wall Summary Length Factor Adjustments: Wind: X Direction: 1.3 V Direction: 1.0 Seismic: 1.0 Line A: Line Length: 18.25' Braced Wall Line Spacing: 20.75' Wind Requirement (~90): 4.0' Adjusted Wind Req.: 5.2' Seismic Requirement: 4.0' Shear Wall 1: Wall Length: 7.5' End Distance Left: 4.4' End Distance Right: 6.3' Line B: Line Length: 18.25' Braced Wall Line Spacing: 14.25' Wind Requirement (!590): 4.0' Adjusted Wind Req.: 5.2' Seismic Requirement: 4.0' Shear Wall 1: Wall Length: 4.5' End Distance Left: 0.25' Shear Wall Spacing: 12.5' Shear Wall 2: Wall Length: 6.0' End Distance Right: 0.25' Line C: Line Length: 18.25' Braced Wall Line Spacing: 14.25' Wind Requirement (!590): 4.0' Adjusted Wind Req.: 5.2' Seismic Requirement: 4.0' Shear Wall 1: Wall Length: 10.0' End Distance Left: 2.3' End Distance Right: 5.9' Line 1: Line Length: 35.0' Braced Wall Line Spacing: 18.25' Wind Requirement (!590): 4.0' Seismic Requirement: 18.0' Shear Wall 1: Wall Length: 5.8' End Distance Left: 0' t Shear Wall Spacing: 15.0' Shear Wall 2: Wall Length: 7.3' Shear Wall Spacing: 9.7' Shear Wall 2: Wall Length: 6.0' End Distance Right: 4.4' Line 2: Line Length: 35.0' Braced Wall Line Spacing: 18.25' Wind Requirement (590): 4.0' Seismic Requirement: 18.0' Shear Wall 1: Wall Length: 5.8' End Distance Left: 4.6' Shear Wall Spacing: 9.6' Shear Wall 2: Wall Length: 7.3' Shear Wall Spacing: 13.9' Shear Wall 2: Wall Length: 8.0' End Distance Right: 0' 5-10 1 T-3 71)'-R 1/7" 14'-3 1/2" O Z N o0 IZ 1mmm G) G) 0ZG)0 > -KG) 00 Z 0 I I 8. I I I I Ic-IIDID I icr I F I ' ROOF TRUSS LAYOUT STEVENS RESIDENCE I I I I 2618 LEVANTE STREET I I IIIiw IC> 0 CARLSBAD, THIS DbJG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (M1bO/5ItT.thN5 RS.. -- Z61b LtVAN[t SF. CARLSBAU. CA - A 9,U1TlVN) Top chord 2x5 DF-L 55(g) Bot chord 2x4 DF-L ].&Bet.(g) Webs 2x4 DF-L Std/Stud(g) Connectors in green lumber (g) designed using NDS/TPI reduction factors Member design & wind reactions based on both MWFRS and C&C. Truss passed check for 20 psf additional bottom chord live load in areas with 42*-high x 24"-wide clearance. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per CBC-07 section 1607A. Truss supports 300# mech unit; unit centered at 9-1-8; supported by BC; unit width 3-0-0: supported by 3 trusses. 85 mph wind. 15.00 ft mean hgt. ASCE 7-05. CLOSED bldg. Located anywhere in roof. CAT 11, EXP C, wind IC DL-8.4 psf. wind BC DL-6.0 psf. End verticals not exposed to wind pressure. Roof overhang supports 2.00 psf soffit load. 4 In lieu of structural panels or rigid ceiling use purlins: CHORD SPACING(IN DC) START(FT) END(FT) BC 1120 0.00 18.25 Deflection meets L/240 live and L/180 total load. Truss designed for unbalanced load using 0.00/1.00 windward/leeward factors. 4X 4 1vn.,. 2X6 III 2X601 6-1-8 9-1-8 6-5-12 5-3-8 6-5-12 A 9-1-8 9-1-8 }-c 18-3-0 Over 2 Supports H R917 U149 W5.5R R=917 (J149 W-5.5' RL47/ -47 Design Crit: CBC2007RES/TPI-2002(STD) PLT TYP. Wave FT/RT=20%(O%)/1O(0) 10.02.01.1006.22 QTY: CA/-/l/-I-/RI- Scale -.375/Ft. Stone Trust 760-967-6171 00W5NItQ0 SMUTTED REOUlKE EXTREME CORE IN PAPOISAIDUN, HANDLING. SHIPPING, INSTALLING AND 000(101.. TC LL 20.0 PSF REF P.090-- 35409 507 Jones Road, Oceanside CA 92054 OCECO TO DCXI (BUILDING COMPONENT SAFETY INFORMATION] PUBLISHED PT TPt (10255 PLATE INSTITUTE. 218 NOP.TH LEE MEET. SUITE 115. ALEXANDRIA. VA. 22310) AND UTCA 10000 TRUSS COUNCIL Of ARERICA, 0380 ES DATE 02/16/11 C)STEOPRLSZ LANE. 11051550. III 5170) FOR SAFETY PRACTICES PRIOR TO P500080181. THESE FUNCTIONS. UNLESS OTHERS4TSC INDICATES TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURALPANELS 0110 BOTTOM CHORD SHALL HAVE W. IC DL 14.0 PSF A PROPERI.Y ATTACHED 01000 CEILING. BC DL 10.0 PSF DRW CAUSR090 11047017 **IMpoRrANr*.YFUDNIS,l A COPY OF INtO DESICU TO THE 1RCTALLAIIIN CONIBACTMR. 11)4 DOILDING COMPONENTS Feb CA-ENG LVT/CWC _________ DROOP. INC. SHALL NOT DC RESPONSIBLE TOO ANY DEVIATIOn PROM THIS 0(511.01 ANY FOILUME To BUILD THE 10050 BC LL 0.0 PSF _____ PALPINE IN lESION CONFORMS WITH APPLICABLE P000(11005 0/ lIDS (NATIONAL DESIGN OPEC. BY AFOPO) AND TPI. ALPINE CONNECTOR PLATES ARE MODE OF DO/DO/ISGA (O.A/SSI)I( 05151A451 GRADE 40/60 (N. N/H.SS) 501,0. STEEL. APPLY CONFORMANcE SHIPPING. 101: 08 FABRICATING. HANDLING, SNIFFl, INSTALLING A BRACING OF T0055ED. TOT.LD. 44.0 PSF SEON- 116779 ITW Building Components Group, Inc. ANY INSPECTION OF PLATED FOLLOWED DI (I) SHALL DC PER ANNEX AS OF TPI1-2002 SECT. A SEAL DII THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING O(SPONSID(LIY? SOLELY FOR INC TRUSS COMPONENT (OR ANY BUILDING IS SAC RESPUNSIGILDTV OF THE PLATES TO EACH FACE OF 10555 AND, UNLESS OTHERWISE LOCATED OS THIS DESIGN. POSITION PER DRAWINGS LOlA-S. DUR.FAC. FROM ROB 1.25 SPACING 24.0 ' Saciamon,CA95S2Z OCOIGN SHOWN. SAC SUITABILITY 000 USE 55 THIS COMPONENT Sul LSINC DESIGNER PER ANUIITPI S SEC. 2. JREF- 1U9IO9O_Z03 kM OU/ItVtIS Z, I0t. - 4010 LtVAINIE. b (. PtLP.U. ( - 6U -%JI1(1UR) Top chord 2x6 OF-L SS(g) Sot chord 2x4 DF-L 1&Bet,(g) Webs 2x4 DF-L Std/Stud(g) Connectors in green lumber (g) designed using NDS/TPI reduction factors. Member design & wind reactions based on both MWFRS and C&C. Truss passed check for 20 psf additional bottom chord live load in areas with 42'-high x 24-wide clearance. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per CBC-07 section 1607A. Truss supports 300# mech unit; unit centered at 9-1-8: supported by BC; unit width 3-0-0: supported by 3 trusses. THIS D%45 PREPARED FROM COMPUTER INPUT (LOADS S DIMENSrUNS) SUBMITTED BY TRUSS MFR. 85 mph wind. 15.00 ft mean hgt. ASCE 7-05. CLOSED bldg. Located anywhere in roof, CAT II, EXP C, wind TC DL-8.4 psf, wind BC DLo6.0 psi. End verticals not exposed to wind pressure. Roof overhang supports 2.00 psf soffit load. In lieu of structural panels or rigid ceiling use purlins: CHORD SPACING(IN OC) START(FT) ENO(FT) BC 120 0.00 18.25 Deflection meets L/240 live and L/180 total load. Truss designed for unbalanced load using 0.00/1.00 windward/leeward factors. 4X4 5-1-8 9-1-8 6-5-12 5-3-8 6-5-12 9-1-8 _L. 9-1-8 A 18-3-0 Over 2 Supports R1070 U-'219 W'-5.50 R1070 U219 W5.50 RL72/-72 Design Crit: CBC2007RES/TPI-2002(STD) PLT TYP. Wave FT/RT2O%(O%)f1O(0) 10.02.01.1006.22 QTY: CA/-/I/-f-/RI- Scale TR.340fFt. Stone Truss 7O-967-617I 507 Jones Road. Oceanside CA 92054 ALPINE IN 11W Buading. Components Group. Inc. Sacosniento, CA, 95828 00WARNINU 0 TRUSSES REOURRE COTOCRO CARE IN FABRICATION, DOODLING. SKIPPING. INSTALLING AND BRACING. REFER TO Q IRIJILSING COMPONENT WE"FOATORR) • PUBLISHED DV 101 (TRUSS PLATE INSTITUTE. 250 OUPTH LEE STREET. SUITE 102, ALEXANDRIA. VA. 223141 AND OTCA 10000 TRUSS COUNCIL OF AMERICA. 6305 ES ENTERPRISE LURE, MADISON. WI 53709) FOR SAFETY PRACTICES PRIOR TO PCRFORIIING THESE FUNCTIONU. 001_ESS ORWISE INDICATED TOP CHORD SHALL RAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CR000 5041.1 NAVE THE A PROPERLY 6176.00CR RI010 0501.100. *IMpORTAN1FuRMISH 6. COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITO BUILDING COMPONENTS GROUP. INC. SHALL NOT DC OCSI'ORSISLE FOR CRY DEVIATION FROM THIS DESIGN: ANY FAILURE TO GUILD THE TRUSS CONFORMANCE WITR TPLJ OR FABRICATING, 66001.10G. SNIPPING. INST.NLIIRG A DRUdGE OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE P000I0100S OF HAS 106Tt006L DESIGN SPEC. 00 AFUPAD ADD TPI. ALPINE CONNECTORPLATES APE MADE OF DO/OR/SAGA (10.0/55/0) 65Th 6.65) 110/SE 40/60 (56. R/H.SO) 06.10. STEEL. APPLY OUT INSPECTION OF PLATES FOLLOWED 00 (I) SHALL DC PER 400EV A3 OF TPIO.2052 SEC.3, A SEAL ON THIS DRAWING IItDICATES ACCEPTANCE Or PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHORN. THE SUITABILITY AND USC OF THIS COMPONENT FOR ANY BUILDING IS THE P.CSP00500TLITY OF THE BUILDING DES100CR PER ANSI/TOO I SEE. 2. PLAT. To EACH FACE OF TRUSS AND. UNLESS OTHERWISE LOCATED ON THIS RESIGN. POSITION PER DRAWINGS 1606.-C. Feb 16 TC LL TC DL BC DL BC LL TOT.LD. 20.0 PSF 14.0 PSF 10.0 PSF 0.0 PSF 44.0 PSF REF R090-- 35410 DATE 02/16/11 DRW CAU5R090 11047018 CA LVT/CWC SEON- 116776 DUR.FAC. 1.25 FROM ROB SPACING 24.00 JREF- 1U9I090_Z03 I 2-5-13 tN10UfIVtIW KbD. -- ZO1 LtVANIt I. LUAV. LA - Alt- LU(1IN W/FLLL) Top chord 2x6 DF-L SS(g) Sot chord 2x4 DF-L #1&Bet.(g) Webs 2x4 DF-L Std/Stud(g) Connectors in green lumber (g) designed using NDS/TPI reduction factors Member design & wind reactions based on both MWFRS and C&C. Truss spaced at 24.00 OC designed to Support 0-0-0 top chord outlookers. Cladding load shall not exceed 5.00 PSF. lop chord must not be cut or notched. Truss passed check for 20 psf additional bottom chord live load in areas with 420-high x 240-wide clearance. Deflection meets L/240 live and L/180 total load. THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. 85 mph wind. 15.00 ft mean hgt. ASCE 7-05. CLOSED bldg. Located anywhere in roof. CAT II, EXP C, wind IC DL-8.4 psi', wind BC DL'6.0 psf. End verticals not exposed to wind pressure. Roof overhang supports 2.00 psi' soffit load. See DWGS A08515050109, GBLLETINOI09. & GABRST050109 for more requirements. In lieu of structural panels or rigid ceiling use purlins: CHORD SPACING(N OC) START(FT) END(FT) BC 120 0.00 18.25 Bottom chord checked for 10.00 psi' non-concurrent bottom chord live load applied per CBC-07 section 1607A. 0 4 L_2oo_J 9-1-8 '-I-. 9-1-8 6-5-12 5-3-8 6-5-12 9-1-8 .J. 9-1-8 FE: 18-3-0 Over 2 Supports R-'1065 (J'-219 W=5.5 R=1066 LI219 W5.5' RL72/ -72 Note: All Plates Are 2X4 Except As Shown. Design Crit: CBC2007RES/TPI-2002(STD) PLT TYP. Wave FT/RT=20%(O%)/10(0) 10.02.01,1006.22 QTY:1 CA/-/ REFER TO 0051 (BUILDING COMPONENT SAFETY IVF0R(YAT!ON). PUBLISHED BY iF) (TRUSS PLATE INSTITUTE. 010 5O7IonesRoad.OceansideCA92O54 NORTH LEE STREET. SUITE 112. HLEXA008IA. VA. 203141 AND ITCH (WOOD TRUSS COUNCIL OF AMERICA. 6I00 ENTERPRISE LANE. MADISON. WE 03119) FOR SAYCTO PRACTICES PRIOR TO PERFORMING THESE FUNCT100S. UNLESS A PRØHEOLY ATTACKED RIGID CEEL000. OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE **IMpORTANT**FOROISH A COPY OF THIS 005110 TO THE INSTALLATION COIITRACTRO, ITh BUILDING COMPONENTS Feb 1 ALPINE _ Stone Truss 760-967-6171 WARNING' TRUSSES RCOUIRE EXTREME CARE IN FABRICATION. HANDLING. SHIPPING. IHXT0LLIRIC AND BRACING. _________ (.8066. SOC. SMALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH TPI; OR FABRICATING. HANDLING. SHIPPING. INSTALLING A BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DE010H SP(C, BY AP&PA) AND TPI. A L PINE ONRECTOR PLATES ONE MADE OF 20118/ GOGH (N.H/OS/C) ASTM A653 GRADE 40/60 IN. IU/H,SSI 141.0. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A0. AMY INSPECTION OF PLATES FOLLOWED OF (I) SHALL DO PER AMOCO AS OF TPBL-2002 SEC.O. A SEAL SR THIS I1'W Building Compoiients Group. Inc. ORA0050 INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUCE COMPONENT 005010 SHOWN. THE SUITABILITY AND OAr OF THIS COMPONENT FOR ANY BUILDING IS THE RCSPOBSIOILITY OF THE cento, BUILDING OCSICMCP PER ANSI/TB) 0 SEC. 2. TC LL TC DL Scale =.34"/Ft. REF R090-- 35411 DATE 02/16/11 DRW CAUSR090 11047019 CA-ENG LVT/CWC SEON- 116783 FROM ROB JREF- 1U91090_Z03 -/-/R/- 20.0 PSF 14.0 PSF BC DL 10.0 PSF BC LL 0.0 PSF TOT.LD. 4.4.0 PSF DUR.FAC. 1.25 SPACING 24.00 THIS ewe PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (1e0-JSTEVENS RES. -- Z518 LEVANTE ST. CARLSBAL). CA - AZ SCISSOK) Top chord 2x6 DF-L SS(g) Bot chord 2x4 DF-L #1&eet.(c) Webs 2x4 DF-L Std/Stud(g) Connectors in green lumber (g) designed using NDS/TPt reduction factors In lieu of structural panels or rigid ceiling use purlins: CHORD SPACING(IN OC) START(FT) END(FT) BC 109 0.15 18.10 Deflection meets L/240 live and L/180 total load. 85 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bldg. Located anywhere in roof, CAT II, EXP C, wind TC DL8.4 psf. wind BC DL-6.0 psf. Member design & wind reactions based on both MWFRS and C&C. Roof overhang supports 2.00 psf soffit load. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per CBC-07 section 1607A. 6X8 L. 9-1-8 ..L. 9-1-8 H 9-1-8 9-1-8 18-3-0 Over 2 Supports R972 U219 W3.5° R972 U219 W=3.5° RL=-72/-72 Design Crit: CBC2007RESfTPI-2002(STO) PLT TYP. Wave FT/RT20%(0¼) /10 (0) 10.02.01.1006.22 QTY:10 CA/-/1/-/-/R/- Scale .34°fFt. Stone Truss 760-967-6171 507 Jones Road. Oceanside CA 92054 _________ _____ ALPINE LJ lTSVBuildingCoinpcoentoGroup.Iac. Saento.CA95S2Z *WARNING** TRUSSES REQUIRE EXTREME CARE IN FABRICATION. HANDLING. SKIPPING. INSTALLING ODD SPACING. HEFTY 10 SCSI (BUILDING COMPONENT SAFETY INFORMATION). PUBLISHED DY IPI (TRUSS PLAYS INSTITUTE, 210 NORTH LEE STREET. SUITE 502. ALEXANDRIA. VA. 22214D AND 0150 (WOOD TRUSS COUNCIL DC AMERICA. 0200 ENTERPRISE LANE. MADISON. WI NOuN) FOR SACETY PRACTICES PRIOR TO PERFORMING THESE CLINErODOS. UNLESS OTHERWISE INDICATED TOP CHORD SHALL NAVE PROPERLY ATTACHED STRIJETURAI. PANELS AND BOTTOM CHORD SHALL HOYT A POOPERLY ATTACKED 01010 EfiLDING. IMPORTANT-FURNISH A COPY OR THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITA BUILDING COMPONENTS GROUP. INC. SHALL NOT RE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO SOlID THE TRUSS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOV INAT100AL DESIGN SPEC. BY AFOPA) AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20/10/16UIN.IYFSS/0I ASTP GODS G RADE 40/GO (N. k/ASS: UGLY. STEEL. APPLY PLATES TO EACH FAST DC TRUSS AND. UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION PER DRAWINGS SAOA-O. ANY INSPECTION OF PLATES FOLLOWED (ST (() SHALL SE PER OWNED 03 OF TPII-2002 SEC.3. H SEAL ON THIS OR401NG ODOIEATTS ACEEPTGNCC OF PROCESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN OWDAN. TM VOIT001LITY AND USE OF T015 CORAIDOENT FOR ANY IUILDING IS TUE RESPOADIDILITY ST THE BUILDING DESIGNED PER 0051/191 1 SEC. 2. IN CONFORPAANCC WITH TPI: OIL FASRICATING. HANDLING. SNIPPING. IN 0 DRAGONS OF TRUSSES. ES W. Feb l60R CIVVN IC LL 20.0 PSF TC DL 14.0 PSF BC DL 10.0 PSF BC LL 0.0 PSF TOT.LD. 44.0 PSF REF R090-- 35412 DATE 02/16/11 DRW CAUSRODO 11047020 CA-ENG LVT/CWC * SEON- 116761 DLJR.FAC. 1.25 FROM ROB SPACING 24.00 JREF- 1U9I090_Z03 (M1U-/STVNS RES. -- 2618 LEVANTE ST. CARLSBAD. CA - A20 SCISSOR GE) Top chord 2x6 DF-L SS(g) Bot chord 2x4 DF-L 1&Bet.(g) Webs 2x4 DF-L Std/Stud(g) Connectors In green lumber (g) designed using NDS/T?t reduction factors In lieu of structural panels or rigid ceiling use purlins: CHORD SPACING(IN DC) START(FT) END(FT) BC 109 0.15 18.10 Shim all supports to solid bearing. Truss spaced at 24.0 DC designed to support 1-6-0 top chord outlookers. Cladding load shall not exceed 10 PSF. Top chord may be notched 1.50 deep X 3.5" AT 480 0/c along top edge. DO NOT OVERCUT. No knots or other lumber defects allowed within 12' of notches. Do not notch in overhang or heel panel. TWOS IWO PREPARED FROM COMPUTER INPUT (LOADS I OIIENSIONS) SUBMITTED BY TRUSS iNFO 85 mph wind, 15.00 ft mean hgt. ASCE 7-05, CLOSED bldg. Located anywhere in roof, CAT II. EXP C, wind TC DL-8.4 psf, wind BC DL-6.0 psf. Member design & wind reactions based on both MWFRS and C&C. Roof overhang supports 2.00 psf soffit load. See DWGS A08515050109, GBLLETIN0109, & GABRST050109 for more requirements. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per CBC-07 section 1607A. Deflection meets L/240 live and 1.1180 total load. 4X4-- 9-18 9-1-8 18-3-0 Over Continuous Support >1 R155 PLF U51 PLF W48-3-0 RL6/-6 PLF Note: All Plates Are 2X4 Except As Shown. Design Crit: CBC2007RES/TPI-2002(STD) PLI TYP. Wave FT/RT"20%(O%)/10(0) 10.02,01.1006.22 OTY:1 CA/ - /l StoneTrus 760-967..6171 "WARNING" TRUSSES REOAIRC COME CARE IN FABRICATION. HANDLING. SHIPPING. INSTALLING AND SPACING. TO MIST (OUIL0106 COMPONENT SAFETY INFORMATION). PUSLISHED RI TIP (TORSO PLATE INSTITUTE. 010 507 Jones Road, Oceanside CA 92054 NINTH LEE STREET. SUITE ALEXANDRIA, HA. 22314) AND WT(A (WOOD TOil.) COUNCIL II' AMERICA. 4300 ES ENTERPRISE LANE. MADISON. WI $37)5) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS TRU OTHERWISE IRDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS ORB 00110$ COORS SHALL NAVE A PROPERLY ATTACHED RS010 COILING. -IMPORTANT"FURNISH A COPY DC THIS DESIGN TO THE INSTALLATION CONTRACTOR. lYON BUILDING CPOHCNTU _________ DROOP, INC. MALL NOT DC RESPONSIBLE FOR 000 DEVIATION FROM THIS DESIGN) ANY FAILURE TO BUILD THE 1141101 ALPINE IN CONFORMANCE 0(10 TOIl IN FOORICATINS. 000DLIAG, SHIPPING. INS1ALLIMG N ORAtING OF TRUSSES. (* r RB CONFORMS WITH APPLICABLE PROVISIONS OF MIS (RATIONAL RESIGN SPEC. RI AFOPA) AND TPI. ALPINECONNECTOR PLATES ARE MADE OF 20/UI/iNCA (AN/TO/K) AXTIN 0653 CN.ADE 00/60 (51. 0/0.05) CALO. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND. UNLESS NTSCRB)SC LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 000A-Z. flVR Building Components Group, DRONING INDICATES ACCEPTAUICE OF PROFESSIONAL CHEIRTERING RESPONSIBILITY SOLELY FOR THE TRIOS COMPONENT ANY IRSPECTUPIS OF PLATE) FOLLOWED BY (1) SHALL RE PEP ANNEX 03 01' TPII.2502 SEC.0. A SEAL ON THIS DESICO SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING Di THE PC)PONDLN)LIIY OF THE SacTam0000,CA95828 BUILDING DESIGNER PER ANSI(TPI 1 EEC. 2. TC LL TC DL BC DL .8C LL -/-/R/- 20.0 PSF 14.0 PSF 10.0 PSF 0.0 PSF Scale .34"/Ft. REF R090-- 35413 DATE 02/16/11 DRW CAUSRODO 11047021 CA-ENG LVT/CWC SEQN- 116787 FROM ROB JREF- 11J91090_Z03 TOT.LD. 44.0 PSF DUR.FAC. 1.25 SPACING 24.00 r— BRACING GROUP SPECIES AND GRADES: GROUP A SPRUCE-FINE-FIR REM-FIR ff1 / ff2 ISTANDARRJ I #2 1 STIJD ff3 STUD I J3 STANDARD! DOUGLAS FIR-LARCH SOUTHERN PINE I STUD ff3 I I_______ I I STANDARD 1 I STANDARD GROUP B: HEN-FIR #1 BM SOUTHERN PINE DOUGLAS FIR-LARCH 2 I I ff2 GABLE TRUSS DETAIL NOTES: LE LOAD DEFLECTION CRITERIA IS L/240. PROVIDE UPUPT CONNECTIONS FOR 50 PLF OVER CONTINUOUS BEARING (5 P50" TC DEAD LOAD). GABLE END SUPPORTS LOAD FROM 4' 0" OUTLOOXERS WITH 2' 0" OVERHANG, OR 12" PIXW000 OVERHANG, ATTACH EACH "1." BRACE WITH 104 NAILS. (O.128"x3"mln.) * FOR (i) "I." BRACEl SPACE NAILS AT 2" D.C. IN 18" END ZONES AND 4" O.C. BETWEEN ZONES, ** FOR (2) "L" BRACES: SPACE HAlls AT 3' D.C. IN 16" END ZONES AND 8" O.C. BETWEEN ZONES. "L" BRACING MUST BE A MINIMUM OF 819 OF WEB MEMBER LENGTH. GABLE VERTICAL PLATE SIZES VERTICAL LENGTH I NO SPLtä1 LESS THAN 4'0" I IX40R(3I GREATER THAN 4' 0", BUT 2X4 LESS THAN 11' 6" GREATER THAN 11' 6" 1 2.5X4 '4' REFER TO COMMON TRUES DESIGN FOR PEAK. SPLICE. AND REEL PLATES. GABLE STUD REINFORCEMENT DETAIL ASCE 7-05: 85 MPH WIND SPEED, 15' MEAN HEIGHT, ENCLOSED, I = 1.00, EXPOSURE C, Kzt = 1.00 - 2X4 ""'-.. BRACE GABLE VERTICAL '- SPACING SPECIES GRADE"".. NO BRACES (1) 1X4 'r BRACE • (i 2X4 "1" BRACE (2) 2X4 "1" BRACE " (1) 2X6 'L" BRACE * (2) 2X6 '1" BRACE GROUP A GROUP B GROUP A GROUP B GROUP A GROUP B GROUP A GROUP B GROUP A GROUP B s"' ff1 / ff2 4' 7" 7' 11" 8' 1" 9' 4" 9' 7" 11' 2" 11' 5° 14' 0" 14' 0" 14' 0" 14' 0" , 4' S. 7' 9" 7' 9" 9' 4" 9' 4" ii' 2" 11' 2" 14' 0" 1 14' 0" 14' 0" 14' 0" Z 0 rj"r' -'" STUD 4' 5" 7 8" 7' 8" 9' 4" 9' 4" 11 2" 11' 2 14' 0" 14' 0" 14' 0" 14' 0" STANDARD 4' 5" 6' 7° 6' 7" 8' 9" 8' 9" U' 2° it' 2" 13' 7" 13' 7" 14' 0" 14' 0° ffl 5' 0" 7' ii" 8' 6" 1 9' 4" to' 1" U' 2" 12' 0" 1 14' 0" 14' 0" 14' 0" 14' 0" SF #2 4' ii" 7' U" 5' 6" 9' 4 10' 1" 11' 2" 12' 0" 1 14' 0" 14' 0" 14' 0" 14' 0" 13 4' 8" 7' 11" 7' 11" 9' 4" 9' 10" 11' 2" 11' 9 14' 0" 14' 0" 14' 0" 14' 0" < C'.2 DFL STUD 4' 8" 7' 10" 7' 10" 9' 4" 9' 10" 11' 2" 11' 9" 14' 0" 14' 0" 14' 0" 14' 0" STANDARD 4' 7" 6' 9° 6' 9" 8' 11" 8' 11" 11' 2" 11' 5" 13' 11" 13' 11" 14' 0" 14' 0" ffl / #2 5' 3" 9' 0" 9' 3" 10' 8" 11' 0" 12' 9° 13' 1° 14' 0' 14' 0" 14' 0° 14' 0" D 3 .rr ff 1_5' 1" 9' 0" 9' 0" 10' 8" 10' 8" 12' 9" 12' 8" 14' 0" 14' 0" 14' 0" 14' 0" 'rjrj ---' STUD 5' 1" 9' 0" 9' 0° 10' B" 10' 8' 12' 9" 12' 9" 14' 0" 14' 0" 14' 0" 14' 0" STANDARD 5' 1" 8' 1" S. 1. 10' 8" 10' 8" 12' 9" 1 12' 9" 14' 0" 14' 0" 14' 0" 14' 0" SP DFL ffl 5' 9" 9' 0" 9' 9" 10' 8" 11' 6" 12' 9 9" 0" 14' a" 14' 0" 14' 0" ff2 5' 7" 9' 0" 9' 9" 10' 8' 11' 6" 12' 9" 1 13' 9" 14' 0" 14' O 14' 0" 14' 0" ff3 5' 5° 9' 0" 9' 6" 10' 8" 11' 3" 12' 9" 1 13' 5" 14' 0" 14' 0' 14' 0" 14' 0" STUD 5' 5" 9' 0" 9' 6" 10' 8" 11' 3° 12' 9" 1 13' 5" 14' 0" 14' 0" 14' 0" 14' 0" STANDARD 5' 3" B' 4" 8' 4" 10' 8" 10' 11" 12' 9" 1 13' 1" 14' 0" 14' 0" 14' 0" 14 0 L ff1 / #2 ' 9' 11" 10' 3" 11' 9" 12' 1" 14' 0" 14' 0° 14' 0 14' 0" 14' 0" 14' 0" SPFd L #3 5' 7" 9' 11" 9' 11" 11' 9" 11' 9" 14' 0" 14' 0" 14' 0" 14' 0" 14' 0" 14' 0" >< C'.2 —' r"" JLJ.J. STUD 5' 7" 9' 11" 9' 11° 11' 9" 11' 9" 14' 0" 14' 0" 14' 0" 14' 0° 14' 0" 14' 0" STANDARD 5' 7" 9' 4" 9' 4" 11' 9" 11' 9" 14' 0" 14' 0" 14' 0" 14' 0" 14' 0" 14' 0" 1 SP DFL #1 6' 4" 9' 11" 9" 9" 8" 14' 0" 14' 0" 14' 0" 14' 0" 14' 0" 14' 0" ff2 6' 2 9' 11" 9" 9" 1 12' 8" 14' 0" 14' 0" 14' 0" 14' 0" 14' 0" 14' 0 #3 5' 11" 9' 11" 10' 6' 11' 9" 1 12' 5" 14' 0" 14 0" 14' 0" 14' 0" 14' 0" 14' 0" STUD 5' 11" 9' 11" 6';_ 9" 5" 14' 0" 14' 0' 14' 0" 14' 0" 14' 0" 14' 0" STANDARD 5' 9" 9' 7" 9' 7" 11' 9" 12' 1" 14' 0" 14' 0" 14' 0" 14' 0" 14' 0" 14' 0.' DIAGONAL BRACE OPTION: VERTICAL LENGTH MAY BE DOUBLED WHEN DIAGONAL BRACE IS USED. CONNECT DIAGONAL BRACE 002 900ff AT EACH END. MAX WEB TOTAL LENGTH 15 14'. VERTICAL LENGTH SHOWN IN TABLE ABOVE. CONNECT DIAGONAl. AT MIDPOINT OF VER'rICAL WEB. TRUSS 2X4 ff3 OR BETTER DIAGONAl. BRACE, SINGLE OR DOUBLE CUT (AS SHONE) AT UPPER END. REFER TO CHART ABOVE FOR MAN GABLE VERTICAL LENGTH. -WARNING'- READ AND FOlLOW All. NOTES ON THIN RNRET1 Thio.o. require ..tro,,o oar. In fabricating, bondllng, obippLog, ln01alllng ,o4 bracing. Rotor to androso,. REF ASCE7-05—GAB8515 BISI (BuIldIng Componit Safety Information, by WI 004 WICA) for safety proftlo.. prior to por100mlo4 lb... t,or14u.. InatAilor. otoii p.uofda temporary broolog par 3131. Oblom noted uth,rotoe, top ch.-d DATE 1/1/09 ohofl ho.. proporly ottnohmt structural pomlo and bottom chord oboD have a proporly Attached rigid ceilIng. beau... uhewn tar p..morant Iv.tofal roetootut .1 'vebo ehotl ho broging totoII.d Far BM ORWG //iTCT eootloro P3 & P7. So. tAt. job'. g000rul .0100 p040 101' moro LO(01'motlo.. A08515050109 "IMPORTANT" 7011111311 COPY OF TM DESIGN TO DiSTILLATION CONTRACTOR. 17W Building Co.0porooDtd Group Inn (11119(31) bo for deviation from tAt. BuIdbg Ccmponenin Group Inc. ohulI not roop000lblo any 400*gn, any failure to build the 10,00 in 000termoaoe with WI, or fubrto&tlng, handling, shipping. lnetofllrg A broolog of br.iu000. ITWfl= coannotor plot.. ore mad. of 20/18/1604 (Wil/S/IC) ANTIC AORI gad. 57/40/60 IN/V/M.S) gal., .104. Apply plot,, to each too. 01 trio,., pe01tiood ou obuwn obavo and on Joint Dotollo. No.C43845 1*/I MAX. TOT. LI). 60 PSF A noel on thin d.0001ng or ,over page lndje,otoo 000,y1o0,, and prof,odlonoi eugineoring r"epooetblity 501017 for the U,,,, component design shown, TAo ,,iltability 004 000 of this oolnp0000t for Any building I. the responsibility of lb. BuildIng Designer par *11311TH 1 2.,. 2. '4ps/ DUR. FAC. ANY MAX. SPACING 24.0" Enith ft. M0 63M 10W-DIG; .'vwjbebog.eoo,; 1171 onr..tplEat.conIC NTCk o ..bolnduotvy.eo III; 'voo,.fo.erg FIND SPEED AND MRS 'T' REDeT, HER. SIZE 01 INCREASE 140 MPH 15 FT 2x4 107. 2x6 507. 140 MPH 30 FT 20 10 H 2x6 50% 180 MPH 15 FT 2x4 10 H I 2x6 80% 130 MPH 30 FT 2x4 10 H 2x6 50% 120 MPH 15 FT 23C4 10 5 2x6 50% 120 MPH 30 FT 2x4 10 H 2x6 40% 110 MPH 15 FT 2x4 10 H 23c6 40% 110 MPH 80 FT 2x4 10 H 2x6 50% 100 MPH 15 ET 2x4 20% 2x6 ODE 100 MPH 30 FT 2,c4 10 H 2x6 40% 90 MPH 15 FT 2x4 20 5 2x8 20% 90 MPH 3o FT 2.4 20 H 2x6 30% EXAMPLE: ASCE WIND SPEED 100 MPH MEAN ROOF HEIGHT = 20 FT, Kit 1.00 GABLE VERTICAL 24' O.C. SP #3 'F' REINFORCING MEMBER SIZE .c 2X4 'F" BRACE INCREASE (FROM ABOVE) = 107 1.10 (i) 2X4 "L BRACE LENGTH 6' 7" MAXIMUM "F' REINFORCED GABLE VERTICAL LENGTH 1.10 x 6 7" = 7' 2" GABLE DETAIL FOR LET—IN VERTICALS TRUSS PlATE REFER TO APPROPRIATE 11W GABLE DETAIL FOR MINIMVM PLATE SIZES FOR VERTICAL STUDS. REFER TO ENGINEERED TRUSS DESIGN FOR PEAK. SPLICE, FEB AND HEEL PLATES. ® IF GABLE VERTICAL PLATES OVERLAP. USE A SINGLE PLATE THAT COVERS THE TOTAL AREA OF THE OVERLAPPED PLATES TO SPAN THE WEB. EXAMPLE: 2xJL" ,,.,,,...92X4 .JJJ2XB "T REINFORCEMENT ATTACHMENT DETAIL ? REINFORCING "r REINFORCING MEMBER HEIIBER TOENAIL N, - OR - Eli ENDNAIL TO CONVERT FROM L' TO '1' REINFORCING MEMBERS. MULTIPLY 'T" INCREASE BY LENGTH (BASED ON APPROPRIATE IT! GABLE DETAIL). MAXIMUM ALLOWABLE "T' REINFORCED GABLE VERTICAL LENGTH IS 14' FROM TOP TO BOTTOM CHORD. WEB LENGTH INCREASE W/ "T" BRAC] PROVE CONNECTIONS FOR UPLIFT SPECIFIED ON THE ENGINEERED TRUSS DESIGN. ATTACH EACH 'r REINFORCING MEMBER WITH END DRIVEN NAILS: lEd COMMON (0148"X 3.-SON) NAils AT 4' O.C. PLUS (4) NAILS IN TOP AND BOTTOM CHORD. TOENAILED NAILS: lOd COMMON (0.I48'4',ICN) TOENAILS AT 4' O.C. PLUS (4) TOENAILS IN TOP AND BOTTOM CHORD. THIS DETAIL TO BE USED WITH TIES APPROPRIATE ITF GABLE DETAIL FOR ASCE WIND LOAD. ASCE 7-98 GABLE DETAIL DRAWINGS A18015980109, A12015980109, A11015980109, A10015980109, A13030980109, A12020980109, A11030980109, P.10020980109 ASCE 7-02 GABLE DETAIL DRAWINGS A.13015020109, P.12015020109, P11015020109. P.10015020109, A14015020109, A13030020109, A12030020109, A11030020109, P.10030020109, A14030020109 ASCE 7-05 GABLE DETAIL DRAWINGS A13015050109, A12015050109, A11015050109, P.10015050109, P.14015050109, P.13030050109, P.12030250109, P11030050009, P.10020050109, P14030050109 SEE APPROPRIATE 11W GABLE DETAIL FOR MAICHETh( UNBEINFORCED GABLE VERTICAL LENGTH, WARNIN READ AND FOlLOW alL. NOTRO ON rM SMMr frusoas require eafrems to fobrtsotthg, hssha shipping. lestelileg end breesag. Refer to sad folios REF LET-IN VERT 3 (BuildIng COmponent Safety lofennoilon, by TPI sod WTC&) for safety ""u" prim' to performing them' f,msUeos. Installer, shell provide tmaporoc7 bracing BCSI. Daises noted othorvloe. top chard shall property attached structural panels sad bottom chord shaD lava a properly attached rigid W. DATE 1/1/09 DRWG GBLLETINO1O9 1111TY coiling. Locoilnea ohoon for permanent lateral reotrolat of sobs shell hove bracing Io4s.0e4 per BINI job's general page tsr more InIormealen, INPORTANT° PVFNISS COPY OF TH DESIGN TO DISDULATION COII71iACTOB. DtildbaCompoiientaGmupInc. IM Building Compensate Group Inc. (fitBCC) shalt not be foep000iblo for any de,tstiou from this design. any failure to build the trans in ceoformeco, with PI. orlobrtoo±Ing, headliog. chipping. installing 8t bracing at true on. ITWECG connector pinto, are mode at 20/lA/I60A (WE/S/K) AM AM go 17f40/60 (k/W/lLS) gale, steel. Apply plotos to sash taco of hues, pssltioied no SboND shove and on Joist Dotsils. No. C43845 1*1/ * MAX TOT. LB. 60 PSF A seal on this drestog or sneer page ludleatee s0000t5000 and professional engineering raaponalbility solely DUR. FAC, ANY for the trues component design shoan. The meltability sod use Of this component for any building Is the rospacoibility of the Building C solgase per AllST/T'Pl I be. 2. MAX SPACING 24.0" Earga City, M0 O45 IN-11M. .so',iinbog.00m; 'fF1 www,tplcst.osee WECA vroo.obclndustay.oem; ICC: sos4reesf..org 450 2X4 BLOCKING NAILED TO SHEATHING AND EACH TRUSS 2X4 STUD, #3 OR BETTER DIAGONAL BRACE ATTACH EACH END FOR 560#,, H ASCE 7-05: EXPOSURE C COMMON RESIDENTIAL GABLE END WIND BRACING REQUIREMENTS - STIFFENERS 100 MPH, 30FT. MEAN HGT, ASCE 7-05, CLOSED H LESS THAN 4'6" - NO STUD BRACING REQUIRED BLDG, LOCATED ANYWHERE IN ROOF, CAT II, EXP C Kzt = 1.00, WIND TC DL=5.0 PSF, WIND BC DL=5.0 PSF. H GREATER THAN 4'6" TO 7'6" IN LENGTH PROVIDE A 2X6 STIFFBACK AT MID—HEIGHT AND BRACE STIFFBACK LATERAL CHORD BRACING REQUIREMENTS TO ROOF DIAPHRAGM EVERY 60" (SEE DETAIL BELOW OR TOP: CONTINUOUS ROOF SHEATHING REFER TO DRAWING A1003005). BOT: CONTINUOUS CEILING DIAPHRAGM H GREATER THAN 7'6" TO 12'0" MAX: SEE ENGINEER'S SEALED DESIGN REFERENCING THIS DETAIL PROVIDE A 2X6 STIFFBACK AT MID—HEIGHT AND BRACE FOR LUMBER, PLATES, AND OTHER INFORMATION NOT SHOWN TO ROOF DIAPHRAGM EVERY 4'0" (SEE DETAIL BELOW OR ON THIS DETAIL. REFER TO DRWG A1003005). NAILS: lOd COMMON (0.148"x3") OR BOX (0.128"x3",MIN) NAILS * OPTIONAL 2X LREINFORCEMENT ATTACHED OR GUN (0.125"X 3.",rriin) NAILS. TO STIFFBACK WITH 10D BOX OR GUN (0.128" X 3", MIN.) NAILS @ 6" O.C. 2X6 #2 STIFFBACK ATTACHED TO EACH STUD W/ (4) 10 D BOX OR GUN (0.123" X 3", MIN.) NAILS. 1111T D Building Componnein Greup OR. EDith City. M063045 1NIG READ AND FOILOV All. NOTES ON VW SETI Trusses roo1ro Oxtroeno corn In rlontthg, handling, shipping. Installing nod bracing. Rotor to nod toUo EI (floOding CoenponooL Sofoty lniorneouon. by OPI nod TCA) for odoty procticon prior to performing th 000 fon000on. Inetojinro shell prootdo tomporory benebog per UCSL Uninno untod othorwino, top obOrd ihell horn properly 0 g ponnin and bottom chord obofi bore o properly ottoobed nod ceiling. lOeNDono shown for pemmonont lateral restraint of w000 ONeS been bracing montoflod per BGN nootionn DO & D. Son thin J0b0 loormol not" pogo to, more boformotlon. °ThOatoii7 ?URN COPY 0? TtOS DESIGN TO UiSTSILATICN CONtRACTOR. Building Compononto Crennp IAn (freSCO) sbofl not be roopounlbmo for ony dm101100 from thin donigo. toy blob to build too truss to conformance wIth TPI. or tob.lcetlog. bondllog. shipping, tnotnfllng & bracing 000n. connector piotne mm. so no,eo WeIRD) gob. ntoel. typly plates; to each robe of troun, positioned to nhoow obove and on JoInt Ontofla. A onni on this drawing or cover peso Indicates n000pt0000 and professional og1nom4ng ronponolbility tololy for too truss component amigo shown. The suitability nod one of this competent for any building In the mosponnlbluty of thn 8ui9dleg 000lg000 per ANST/TPI I Son. 2. fIN—BOG: .nw.ltwbog.coES IVt Ow tpinat.00BO WTCA mro.nboinduntry.000n lOG Www.iOnonIe.Org 4 —TCLL a9 , 3ty t44,7\ * OFC PSF C DL PSF BC DL PSF CLL PSF _ TOT. LI). PSF REF GE WHALER DATE 1/1/09 DRWG GABRSTOSO1O9 DUR. FAC. MAX SPACING 24" STEVENS RESIDENCE CARLSBAD 507 JONES ROAD, OCEANSIDE, CA 92058 e (760) 967-6171° FAX (760) 967-6178 International Accreditation Service, Inc. CERTIFICATE OF ACCREDITATION. This is to signl)5' that NATIONAL INSPECTION ASSOCIATION, INC dba QUALITY SYSTEMS MANAGEMENT, INC. 8150 B PTARMIGAN AVENUE GILLETTE, WYOMING 82718 Inspection Agency AA-583 Type A (Third-Party) Body has demonstrated compliance with the ISO/IEC Standard 17020 General criteria for the operation of various types of bodies performing inspection and has been accredited commencing June 23, 2006 to provide inspection services in the approved scope of accreditation (see attached scope of accreditation for type range methods and procedures of inspection) '46~ /Oee Patrick V McCullen C P Ramani, P.E. Vice President President This accreditation certificate supersedes any lAS accreditation certificate bearing an earlier date. The certificate becomes invalid upon suspension, cancellation, revocation, or expiration of accreditation. See the lAS Accreditation Listings on the web at www.iasonline.org for current accreditation information or contact lAS directly at (562) 699-0541 Print Date 08/29/2006 Page 1 of 2 Page 2 of 2 International Accreditation Service, Inc. SCOPE OF ACCREDITATION . Inspection Agency AA-583 Type A (Third-Party) Body National Inspection Association, Inc. dba Quality Systems Management, Inc. Keith A. Anderson 8150 B Ptarmigan Avenue Technical Director Gillette, Wyoming 82718 307-685-6331 FIELDS OF TYPE AND RANGE OF INSPECTION METHODS INSPECTIONS INSPECTIONS AND PROCEDURES Metal Plate Connected Wood Trusses In-Plant ANSI/TPI 1-2002; SOP 02 (issued 1/1/06) and SOP 03 (issued 1/1/06) Wood-Framed Prefabricated Shear In-Plant ICC ES Acceptance Criteria ACI30; SOP 02 Wall (issued 1/1/06) and SOP 03 (issued 1/1/06) Structural Glued-Laminated Timber In-Plant ANSI/AITC A190.1 SOP02 (issued 1/1/06) and SOP 03 (issued 1/1/06) STONE TRUSS COMPANY www.stonetruss.com N I STONE TRUSS CO. w- NIA E CERTIFIED I INSPECTION I I.A.S. AA-583 S IN STRICT ACCORDANCE WITH UBC. IBC. ANSI NATIONAL STANDARDS LATEST REVISION PREFABRICATED WARNING * WARNING * WARNING BE SURE ERECTION CONTRACTOR UNDERSTANDS BCSI Bi SUMMARY SHEET ENCLOSED 507 JONES ROAD . OCEANSIDE, CALIFORNIA 92054 ' (760) 967-6171 • FAX (760) 967-6178 STOOl REVISIONS A - / A C LLJ 03 Ii Al LL = AI'F ALi.GN .' = • - w HATCHED AREAS INDICATE VAULT CEILINGS NOTES: ROOF PITCH: 4:12 CLG PITCH: 2:12 0 Cl) 1' Lu Lu Lu C.) Lu LU lu 14 00 CI)to 04 ,/. / " ." .-. / ,. ,/ ,/ // 24" OVERHANG 2x6 TOP CHORDS 6 6 HEEL HEIGHT @ A2, A2G TRUSS Designer: ROB 2-5 Y4"HEEL HEIGHT @ A, Al, Al TRUSS Date: Feb. 16, 2011 Scale: NTS NOTICE TO BUILDING OFFICIALS, A2G Job #: M160 ARCHITECTS, AND ENGINEERS: NON-STRUCTURAL DRAWING INTENDED FOR TRUSS LOCATION INFORMATION ONLY. I • 1OFI T 2-5-13 I 2X6111 2X611 -1-8 1 - 9-1- Design Crit: CBC2007RES/TPI-2002(STD) FES PLI TYP, Wave FT/RT=20%(0%)/10(0) 10.02.01.1006.22 QTY:3 CA/-/I/ INDICATE Feb ALPINE C. D TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE TC DL 14 . 0 PSF DATE 02 /16 /11 11.191 -I-/RI- Scale .375"/Ft. Stone Truss 760-967-6171 507 Jones Road, Oceanside CA 92054 **WARNING** TRUSSES R0000RE EXTREME CARE IN FABRICATION. HANDLING. SHIPPING. INSTALLING AND BRACING. REFER TO BESS (BUILDING COMPONENT SAFETY INFORMATION). PUBLISHED XV TPI (TRUSS PLATE INSTITUTE. 218 NORTH LEE STREET, SUITE 312, ALEXANDRIA, WA, 22314) AND HITCH (WOOD TRIOS COUNCIL OF AMERICA. 6300 TC LL 20.0 PSF REF R090-- 35409 DIME WISE L7- ENTERPRISE LANE. MADISON. WI S3TOOI FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS A PROPERLY ATTACHED RIGID CEILING. BC DL 10.0 PSF DRW cAUSR090 11047017 **IMPORTANT**FURN)SH A COPY OF THIS DESIGN TI THE INSTALLATION CONTRACTOR. ITU BUILDING COMPONENTS GROUP, INC. SHALL NOT RE RESPONSIDLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS BC LL 0.0 PSF CA-ENG LVT/CWC IN CONFORMANCE WITH TPI OR FABRICATING. HANDLING. SHIPPING. INSTALLING & BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC. XV AF&PG) AND TPI. ALPINE CONNECTOR PLATES ARE NUDE OF 20/I8/16GA (AG/OS/U) GSTH AWSO GRADE AR/GO IA. EtHOS) GALA. STEEL. APPLY TOT.LD. 44.O-PSF SEON- 116779 PLATES TO EACH FACE OF TRUSS AND. UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION PER DRAWINGS IARA-D. ANY INSPECTION OF PLATES FOLLOWER BY (I) SHALL BE PER ANNEX H3 OF TPII-2002 SEC.3. A SEAL ON THIS IT'V Building Components Group, Inc. DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DUR.FAC 1.25 FROM ROB SPACING 24 .0 " JR E F - 09 Sacramento, CA 95828 DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. (M1bO-/SIV&1NS Fth. -- Zbib LLVANIE SI. CAFCLSUAU, CA - A C(JMMUN) Top chord 2x6 DF-L SS(g) Bot chord 2x4 DF-L #1&Bet. (g) Webs 2x4 DF-L Std/Stud(g) Connectors in green lumber (g) designed using NDS/TPI reduction factors Member design & wind reactions based on both MWFRS and C&C. Truss passed check for 20 psf additional bottom chord live load in areas with 42 -high x 24"-wide clearance. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per CBC-07 section 1607A. THIS DWG PREPARES FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. 85 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bldg, Located anywhere in roof, CAT II, EXP C, wind TC DL=8.4 psf, wind BC DL=6.0 psf. End verticals not exposed to wind pressure. Roof overhang supports 2.00 psf soffit load. In lieu of structural panels or rigid ceiling use purlins: CHORD SPACING(IN DC) START(FT) END(FT) BC 120 0.00 18.25 Deflection meets L/240 live and L/180 total load. Truss designed for unbalanced load using 0.00/1.00 windward/leeward Truss supports 300# rnech unit; unit centered at 9-1-8; supported by BC; factors. unit width 3-0-0; supported by 3 trusses. 4X4an '5YLI RYA I 6-5-12 -' 5-3-8 I 6-5-12 - I L_ 9-1-8 9-1-8 18-3-0 Over 2 Supports R=917 U=149 W=5.5" R=917 U=149 W=5.5" RL=47/-47 5-6-5 5-6-5 I 2-5-13 8-1-0 - - THIS 05)0 PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. 85 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bldg, Located anywhere in roof, CAT II, EXP C, wind TC DL8.4 psf. wind BC DL=6.0 psf. End verticals not exposed to wind pressure. Roof overhang supports 2.00 psf soffit load. In lieu of structural panels or rigid ceiling use purlins: CHORD SPACING(IN OC) START(FT) END(FT) BC 120 0.00 18.25 Deflection meets L/240 live and L/180 total load. Truss designed for unbalanced load using 0.00/1.00 windward/leeward factors. (M1b(J-/)CVCN )th. -- eb.18 LVANIh SI. CARLSUAU. CA - Al COMMON) Top chord 2x6 DF-L SS(g) Bot chord 2x4 DF-L #1&Bet. (g) Webs 2x4 DF-L Std/Stud(g) Connectors in green lumber (g) designed using NDS/TPI reduction factors Member design & wind reactions based on both MWFRS and C&C. Truss passed check for 20 psf additional bottom chord live load in areas with 42-high x 24-wide clearance. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per CBC-07 section 1607A. 4X4an 9-1-8 .J_ 9-1-8 6-5-12 5-3-8 6-5-12 9-1-8 _,_I._ 9-1-8 18-3-0 Over 2 Supports >1 R=1070 U=219 W=5.5" R=1070 U=219 W=5.5" RL=72/-72 Design Crit: CBC2007RES/TPI-2002(STD) PLT TYP. Wave FT/RT=20%(O%)/10(0) 10.02.01.1006.22 OTY:4 CA/-/l/-/-/R/- Truss 760-967-6171 Stone 507 Jones Road, Oceanside CA 92054 **WARNING** TRUSSES REOUIRE EXTREME CARE IN FABRICATION. HANDLING. SHIPPING. INSTALLING AND BRACING. REFER TO SCSI (BUILDING COMPONENT SAFETY INFORMATION) PUBLISHED IN TPI (TRUSS PLATE INSTITUTE, 210 NORTH LEE STREET. SUITE 312, ALEXANDRIA, OW, 22314) AND RICA CAROB TRUSS COUNCIL OF AMERICA. 6300 VES TC LL 20.0 PSF CNTERPHISE LANE. MADISON, Al 53710) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS IC DL 14.0 PSF OTHERWISE INDICATED TOP CHOHO SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE PROPERLY ATTACHED RIGID CEILING. **DMPORTANT**FURNISM A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS Feb BC DL 10.0 PSF __________ ALPINE BC GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH TPI: OR FABRICATING. HANDLING. SHIPPING, INSTALLING & BRACING OF TRUSSES. a LL 0.0 PSF DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NBS (NATIONAL DESIGN SPEC, RH AFNPA) AND TPI. ALPINE IT\vBuildingComponentsGroup,Inc. Sacramento, CA 95828 CONNECTOR PLATES ARE MGOE OF 20/IB/IGGA (((HISS/K) ASTM ABSY GRADE 40/AO 1W, A/H,SS( GALA. SREEL. APPLY PLATES TO EACH FACE OF TRUSS AND. UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION PER DRAWINGS IAOA-Z. ANY INSPECTION OF OFFOLLOWED BY (I) SHALL RE PER AN A3 OF TPII-2002 SEC.3. A SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. 44OFCMØ# * TOT. LD . 44 .0 PSF DUR.FAC. 1.25 SPACING 24.0" A\ Scale =.34"/Ft. REF ROOD-- 35410 DATE 02/16/11 DRW CAUSR090 11047018 CA-ENG LVT/CWC SEON- 116776 FROM ROB JREF- 1U91090_Z03 (IiiOU/IVcIN KC.. O1O LLVANII I LAF<LAAU, LA - Alt- LUMIN W/FULL) Top chord 2x6 DF-L SS(g) Bot chord 2x4 DF-L #1&Bet.(g) Webs 2x4 DF-L Std/Stud(g) Connectors in green lumber (g) designed using NDS/TPI reduction factors Member design & wind reactions based on both MWFRS and C&C. Truss spaced at 24.0" OC designed to support 0-0-0 top chord outlookers Cladding load shall not exceed 5.00 PSF. Top chord must not be cut or notched. Truss passed check for 20 psf additional bottom chord live load in areas with 42-high x 24-wide clearance. Deflection meets L/240 live and [/180 total load. THIS DUG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. 85 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bldg. Located anywhere in roof. CAT II, EXP C, wind IC DL8.4 psf, wind BC DL=6.0 psf. End verticals not exposed to wind pressure. Roof overhang supports 2.00 psf soffit load. See DWGS A08515050109, GBLLETINO109, & GABRST050109 for more requirements. In lieu of structural panels or rigid ceiling use purlins: CHORD SPACING(IN OC) START(FT) END(FT) BC 120 0.00 18.25 Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per CBC-07 section 1607A. 4X4 5-6-5 I 2-5-13 ]_~_ 8-1-0 - - 9-1-8 .j 9-1-8 6-5-12 5-3-8 —fl 6-5-12 9-1-8 ....L 9-1-8 18-3-0 Over 2 Supports R=1065 U219 W=5.5" R=1066 U=219 W=5.5" RL=72/ -72 Note: All Plates Are 2X4 Except As Shown. Design Crit: CBC2007RES/TPI-2002(STD) PLT TYP. Wave FT/RT=20%(O%)/10(0) 10.02.01.1006.22 QTY:1 CA/ -/l/-/-/R/- Stone Truss 760-967-6171 507 Jones Road, Oceanside CA 92054 *WARNING** TRUSSES REOUIOE EXTREME CARE IN FABRICATION. HANDLING. SHIPPING. INSTALLING AND DRAEINU. REFER TO SCSI(BUILDING COMPONENT SAFETY INFORMATION). PUBLISHED NY TPI (TRUSS PLATE INSTITUTE. 210 NORTH LEE STREET. SUITE 3)2. ALEXANDRIA. VU. 22314) AND HTCA (HOOD TRUSS COUNCIL OF AMERICA. 6300 MPH IC LL 20.0 PSF ENTERPRISE LANE. MADISON. WI STYIS( FOR SAFETY PRACTICES PRIOR DO PERFORMING THESE FUNCTIONS. UNLESS TC DL 14.0 PSF OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. **IMPORTANT**FARNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITO BUILDING COMPONENTS Feb 1 BC DL 10.0 PSF __________ GROUP. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN ANY FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH TPI: OR FABRICATING. HANDLING. SH(PPINA. INSTALLING 0 DRACING OF TRUSSES. BC LL 0.0 PSF DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF 005 (NATIONAL DESIGN SPEC, BY UF&PA( AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20/18/060A (6.4/55/K) ASTM AOAD TRADE 40/60 (H. k/H.SS( GALA. STEEL. APPLY TOT. LD . 44.0 PSF ITV Building Components Group, Inc. Sacramento, CA 95828 PLATES TO EACH FACE OF TRUSS AND. UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION PER DRAWINGS IROA.Z. ANY INSPECTION OF PLATES FOLLOWED BY (U SHALL BE PER ANNEX AT OF TPID.2002 SECT. A SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE UP THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER PER WNSIITPI U SEC. 2. DUR.FAC. 1.25 SPACING 24.0" Scale =.34"/Ft. REF R090-- 35411 DATE 02/16/11 DRW CAUSR090 11047019 CA-ENG LVT/CWC SEON- 116783 FROM ROB JREF- 1U9IO90_Z03 lI'I1OUfILOLI'1 KC. -- 010 LVP,P(I I. U..AICLb/HU. LA - A4 3UI33UK) Top chord 2x6 DF-L SS(g) Bot chord 2x4 DF-L #1&Bet. (g) Webs 2x4 DF-L Std/Stud(g) Connectors in green lumber (g) designed using NDS/TPI reduction factors In lieu of structural panels or rigid ceiling use purlins: CHORD SPACING(IN DC) START(FT) END(FT) BC 109 0.15 18.10 Deflection meets L/240 live and L/180 total load. THIS OHS PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS HER. 85 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bldg, Located anywhere in roof, CAT II, EXP C, wind TC DL=8.4 psf, wind BC DL=6.0 psf. Member design & wind reactions based on both MWFRS and C&C. Roof overhang supports 2.00 psf soffit load. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per CBC-07 section 1607A. 6X8 9-1-8 .,j.. 9-1-8 k 9-1-8 s"< 9-1-8 >1 18-3-0 Over 2 Supports > R=972 U=219 W=3.5° R=972 U=219 W=3.5° RL=72/-72 Design Crit: CBC2007RES/TPI-2002(STD) PLTTYP.Wave FT/RT=20%(O%)/1O(0)10.02.01.1006.22 QTY :1OCA/-/l/-/-/R/- Scale=34/Ft. Stone Truss 760-967-6171 507 Jones Road, Oceanside CA 92054 __________ ITW Building Components Group, Inc. Sacramento, CA 95828 ALPINE **WARNING** TRUSSES REQUIRE EXTREME CARE IN FABRICATION. HURDLING. SHIPPING. INSTALLING AND BRACING. REFER TO BC (BUILDING COMPONENT SAFETY INFORMATION). PUBLISHED BY TPO (TRUSS PLATE INSTITUTE. 210 NORTH LEE STREET. SUITE 312. ALEXANDRIA, VA, 22314) AND RICA (WOOD TRUSS COUNCIL OF AMERICA, 6300 ENTERPRISE LANE. MADISON, Ut 53719) FOR SAFETY PRACTICES PRIOR To PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE IRDICATED TOP CA000 SHALL HAVE PROPERLO ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. **IMPORTANT**FURNISH * COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. 11W BUILDING COMPONENTS GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH TPI: OR FABRICATING. HANDLING. SHIPPING. INSTALLING B BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE P BUY ISIORS OF NDS IRATIUNAL DESIGN SPEC, BY AFNPG) AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20/18/I6GA (W.X/SS/X) USTM A653 GRADE 40/60 (X. K/H.SS( GALA. STEEL. APPLY ANY INSPECTION OF PLATES FOLLOWED DX (() SHALL BE PER ANNEX AS OF TPI12002 SEC.3. U SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DE SIGN SHOWN, THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER PER UNSI/TPI 0 SEC. 2. PLATES TO EACH FACE OF TRUSS AND. UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION PER DRAWINGS 160A-U. FES W. c Feb CIVP.'t. chi TC TC BC BC TOT LL DL DL LL .LD.44.0PSF 20.0 14.0 10.0 0.0 PSF PSF PSF PSF REF RO9O- - 35412 DATE 02/16/11 DRW cAusR090 11047020 CA-ENGLVT/CWC * SEON -116761 DUR.FAC. 1.25 FROM ROB SPACING 24 . 0° 1J REF - 1 U 9109 0_ZO 3 Scale =.34"/Ft. REF R090-- 35413 DATE 02/16/11 DRW cAusR090 11047021 CA-ENG LVT/CWC SEON- 116787 FROM ROB JREF- 1U91090_Z03 (r11bU-/ICVCNS K. -- Z b1d LL VANIE SI. CAKLSeAU. CA - AZb SCISSOR Ii) Top chord 2x6 DF-L SS(g) Bot chord 2x4 DF-L #1&Bet. (g) Webs 2x4 DF-L Std/Stud(g) Connectors in green lumber (g) designed using NDS/TPI reduction factors In lieu of structural panels or rigid ceiling use purlins: CHORD SPACING(IN OC) START(FT) END (PT) BC 109 0.15 18.10 Shim all supports to solid bearing. Truss spaced at 24.0' OC designed to support 1-6-0 top chord outlookers. Cladding load shall not exceed 10 PSF. Top chord may be notched 1.5" deep X 3.5 AT 48 0/c along top edge. DO NOT OVERCUT. No knots or other lumber defects allowed within 12" of notches. Do not notch in overhang or heel panel. THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. 85 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bldg. Located anywhere in roof, CAT II, EXP C. wind TC DL=8.4 psf, wind BC DL6.0 psf. Member design & wind reactions based on both MWFRS and C&C. Roof overhang supports 2.00 psf soffit load. See DWGS A08515050109, GBLLETIN0109, & GABRST050109 for more requirements. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per CBC-07 section 1607A. Deflection meets L/240 live and L/180 total load. 4X4=- I 3-6-9 +10012 I 9-1-8 9-1-8 18-3-0 Over Continuous Support R=155 PLF U=51 PLF W=18-3-0 RL=6/-6 PLF Note: All Plates Are 2X4 Except As Shown. Design Crit: CBC2007RES/TPI-2002(STD) PLT TYP. Wave FT/RT=20%(0%)/10(0) 10.02.01.1006.22 QTY:1 CA/-/l/-/-/R/- Stone Truss 760-967-6171 **WARNING** TRUSSES REQUIRE EXTREME CARE IN FABRICATION. HANDLING. SHIPPING, INSTALLING AND BRACING. _________ 507 Jones Road, Oceanside CA 92054 REFER TO DCII (BUILDING COMPONENT SAFETY INFORMATION). PUBLISHED NH TN (TRUSS PLATE INSTITUTE. 218 MONTH LEE STREET, SUITE 312. ALEXANDRIA, AA, 22314) AND OTCA (A000 TRUSS COUNCIL OF AMERICA. 6300 ES ' TC LL 20.0 PSF ENTERPRISE LANE. MADISON, WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE IRTICATED TOP CHORD SHALL HAAE PROPERLE ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL ((AVE 'IC DL 14.0 PSF PROPERLY ATTACHED RIGID CEILING. **IMPORTANT**F)JRNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS - Fe BC DL 10.0 PSF ALPINE IN DROOP. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS OESIGH) ANY FAILURE TO BUILD THE THUGS CONFORMANCE WITH TPI: OR FABRICATING. HANDLING. SHIPPING. INSTALLING N BRACING OF TRUSSES. HIc4._ ...0 L L 0.0 PSF DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC. NH AFNPA) AND DPI. ALPINE CONNECTOR PLATES ARE MADE OF 20/I8/16SA (O.H/SS/E) RSTM ROSS GRADE 40/60 (W. )1/H.SS) GALA. STEEL. APPLY PLATES TO EACH FACE IF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS OROAD. lt4' No. C43845 1*11 TOT. L . 44.0 PSF lilY Building Components Group, Inc. Sacramento, CA 95828 ANY INSPECTION OF PLATES FOLLOWED NH (I) SHALL BE PER ANNEX H3 OF TPII-2002 SECT. A SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND DSE OF THIS COMPONENT FOR ANY BUILDING IS THE NESPONSINILITY OF THE RUILOING DESIGNER PER ANSI/TPI U SEC. 2. R?.**P DUR.FAC. 1.25 SPACING 24 . 0 BRACING GROUP SPECIES AND GRADES: GROUP A: SPRUCE—PINE—FIR HEM—FIR #1 / #2 STANDARD #2 STUD #3 STUD #3 STANDARD DOUGLAS FIR—LARCH SOUTHERN PINE #3 I #3I STUD STUD STANDARD STANDARD GROUP B: HEM—FIR #1 & STE #1 SOUTHERN PINE DOUGLAS FIR—LARCH #1 51 #2 #2 GABLE TRUSS DETAIL NOTES: LIVE LOAD DEFLECTION CRITERIA IS L/240. PROVIDE UPLIFT CONNECTIONS FOR 50 PLF OVER CONTINUOUS BEARING (5 PSF TC DEAD LOAD). GABLE END SUPPORTS LOAD FROM 4' 0" OIJTLOOKERS WITH 2' 0" OVERHANG, OR 12" PLYWOOD OVERHANG. ATTACH EACH "L" BRACE WITH 104 NAILS. (0.128"x3"min.) * FOR (1) "L" BRACE: SPACE NAILS AT 2" D.C. IN 18" END ZONES AND 4' D.C. BETWEEN ZONES. "FOR (2) 'L" BRACES: SPACE NAILS AT 3' O.C. IN 18" END ZONES AND 6" O.C. BETWEEN ZONES. "L" BRACING MUST BE A MINIMUM OF 805 OF WEB MENDER LENGTH. GABLE VERTICAL PLATE SIZES + REFER TO COMMON TRUSS DESIGN FOR PEAK, SPLICE, AND HEEL PLATES. VERTICAL LENGTH NO SPLICE LESS THAN 4' 0" 1X4 OR 2X3 GREATER THAN ' 0", BUT LESS THAN 11' 6" 2X4 GREATER THAN 11' 6' 2.5X4 GABLE STUD REINFORCEMENT DETAIL ASCE 7-05: 85 MPH WIND SPEED, 15' MEAN HEIGHT, ENCLOSED, I = 1.00, EXPOSURE C, Kzt = 1.00 2X4 """"... BRACE GABLE VERTICAL "" SPACING SPECIES GRADE`-""" NO BRACES (1) 1X4 "L" BRACE • (1) 2X4 "L" BRACE * (2) 2X4 "L" BRACE •° (1) 2X6 "L" BRACE * (2) 2X6 "L" BRACE •* GROUP A GROUP B GROUP A GROUP B GROUP A GROUP B GROUP A GROUP B GROUP A GROUP B --- #1 / #2 4' 7" 7' 11" 8' 1" 9' 4" 9' 7" 11' 2" 11' 5" 14 0" 14' 0" 14' 0' 14' 0" .r #3 4' 5" 7' 9" 7' 9" 9' 4" 9' 4" 11' 2" 11' 2" 14' 0' 14' 0" 14' 0" 14 0" STUD 4' 5" 7' 8" 7' 8" 9' 4" 9' 4" 11' 2" 11' 2" 14' 0" 14' 0" 14' 0" 14' 0" Q HF STANDARD 4' 5" 6' 7" 6' 7" 8' 9" 8' 9" 11 2" 11' 2" 13' 7" 13' 7" 14' 0" 14' 0" #1 5' 0" 7' 11" 8' 6" 9' 4" 10' V. 11' 2" 12' 0" 14' 0' 14' 0' 14' 0" 14 0" SP #2 4' 11" 7' 11" 8' 6" 9' 4" 10' 1" 11' 2" 12' 0" 14' 0" 14' 0" 14' 0" 14' 0" #3 4' 8" 7' 11" 7' 11" 9' 4" 9' 10" 11' 2" 11' 9" 14' 0" 14' 0" 14' 0" 14' 0" ezt C'2 DFL STUD 4' 8" 7' 10' 7' 10' 9' 4" 9' 10" 11' 2" 11' 9" 14' 0" 14' 0" 14' 0" 14' 0" STANDARD 4' 7" 6' 9" 6' 9" 8 11" 8' 11" 11' 2" 11' 5" 13' 11" 13' 11" 14' 0" 14' 0" c-"i r, #1 / #2 5' 3" 9' 0" 9' 3" 10' 8" 11' 0" 12' 9" 13' 1" 14' 0" 14' 0" 14' 0" 14' 0" P (U 5' 1" 9' 0" 9' 0" 10' 8" 10' 8" 12'. 9" 12' 9" 14' 0" 14' 0" 14' 0" 14' 0" ii STUD 5' 1" 9' 0" 9' 0" 10' 8" 10' 8" 12' 9" 12' 9" 14' 0" 14' 0" 14' 0" 14' 0" STANDARD 5' 1" 8' 1" 8' 1" 10' 8" 10' 8" 12' 9" 12' 9" 14' 0" 14' 0" 14' 0" 14' 0" #1 5 9" 9' 0" 9' 9" 10' all 11' 6" 12' 9" 13' 9" 14' 0" 14' 0" 14' 0" 14' 0" SP #2 5' 7" 91 0" 9' 9" 10' all 11' 6" 12' 9" 13' 9" 14' 0" 14' 0" 14' 0" 14' 0" #3 5' 5" 9' 0" 9' 6" 10' all 11' 3" 12' 9" 13' 5" 14' 0" 14' 0" 14' 0" 14' 0" —i DFL STUD 5' 5" 9' 0" 9' 6" 10' 8" 11' 3" 12' 9" 13' 5" 14' 0" 14' 0" 14' 0" 14' 0" STANDARD 5' 3" 8' 4" 8' 4" 10' 8" 10' 11" 12' 9" 13' 1" 14' 0" 14' 0" 14' 0" 14' 0" #1 / #2 5' 9 9' 11" 10 3" 11' 9" 12' 1 14' 0 14' 0" 14' 0" 14' 0" 14' 0" 14' 0" c..3 S' #3 5' 7" 9' 11" 9' 11" 11' 91,11' 9" 14' 0" 14' 0" 14' 0" 14' 0" 14' 0" 14' 0" 1i STUD 5' 7" 9' 11" 9' 11" 11' 9" 11' 9" 14' 0" 14' 0" 14' 0" 14' 0" 14' 0" 14' 0" 0 ' STANDARD 5' 7" 9' 4" 9' 4" 11' 9" 11' 9" 14' 0" 14' 0" 14' 0" 14' 0" 14' 0" 14' 0" #1 6' 4" 9' 11" 10' 9" 11' 9" 12' 8" 14' 0" 14' 0" 14' 0" 14' 0" 14' 0" 14' 0" SP #2 6' 2" 9' 11" 9" 9" 12' 8" 14' 0" 14' 0" 14' 0" 14' 0" 14' 0" 14' 0" IN #3 5' 11" 9' 11" 6" 9" 5" 14' 0" 14' 0" 14' 0" 14' 0" 14' 0" 14 0" .1 DFL STUD 5' 11" 9' 11" 6" 9" 5" 14' 0" 14' 0" 14' 0" 14' 0" 14' 0" 14' 0" STANDARD 5' 9" 9' 7" 9' 7" 11' 9" 12' 1" 14' 0" 14' 0" 14' 0" 14' 0" 14' 0" 14' 0" DIAGONAL BRACE OPTION: VERTICAL LENGTH MAY BE DOUBLED WHEN DIAGONAL BRACE IS USED. CONNECT DIAGONAL BRACE FOR SOOfl AT EACH END. MAX WEB TOTAL LENGTH IS 14'. VERTICAL LENGTH SHOWN IN TABLE ABOVE. CONNECT DIAGONAL AT MIDPOINT OF VERTICAL WEB. 2X4 #3 OR BETTER DIAGONAL BRACE: SINGLE OR DOUBLE CUT (AS SHOWN) AT UPPER END. REFER TO CHART ABOVE FOR MAX GABLE VERTICAL LENGTH. 1111T M Budding Components Group Inc. WARNING"" SEAS AND F011OW ALL NOTES ON THIS SHEET! Trusses require extreme core in fabricating, handling, uhipping. Installing and bracing. Refer to and follow SCSI (Building Component Solely InformatIon, by TN and INCA) for safety practices prior to performing tisoee fussotioss. Instollers *1,011 provide temporary braolng por SCSI. lobes noted otherwise, top nieord shall hove properly nttnohed structural panels mod bottom ohord shall have c properly ntteohod rigid ceiling. Locution, shows for permanent Isterol restraint of webs shall havo braoiog Installed per SCSI 83 & 87. Sos thio Ion's gonorol notes pugo for more Information. "SdP0RTANT" FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR. ITE Building Components Group Inc. (ITWBCG) shall not be responsible for any deviation from this design, any failure to build the truss in conformance with TPI, or fabsioatlng, handling. shipping, installing & ,I° TV. *eotloso c. 6 , 2 ._ - REF DATE 1/1/09 hroolag of trusses. ITWBCG connector plates sre made of 25/18/beLL (N.H/S/K) 05TH 4553 grade 37/40/80 (K/N/HI) gale, steel. Apply plates to each boo of truso, positioned as shows shove and on joint Details. * No. C4384 * Earth City, MO 63045 A seal on this drawing or cover page indicates acceptance and professional engineering responsibility solely for the truss component slct::iuse of this component for any building Is the responsibility 2. lTW—BCG: v,mo.twhcg.com: TPI: eceree.tplxst.com! WTCA: wws.sbcindootry.com; ICC: wersv.i0000fe.org Cnn. OUR. FAC. ANY MAX. SPACING 24.0" GABLE DETAIL FOR JET-TN VFRTTCAT.S GABLE TRUSS PLATE REFER TO APPROPRIATE ITW GABLE DETAIL FOR MINIMUM PLATE SIZES FOR VERTICAL STUDS. EERED TRUSS DESIGN FOR PEAK, HEEL PLATES. IL PLATES OVERLAP, USE A [AT COVERS THE TOTAL AREA OF PLATES TO SPAN THE WEB. *2X4 2X8 NItUVWL LUNNLL11UI'LI OUR Ui'Lllq 31lllLtOIBLi UN IFiA 6NUIILR1d1tU [RUSH tIRHIlON. ATTACH EACH "T" REINFORCING MEMBER WITH END DRIVEN NAILS: lOd COMMON (0.148'X 3.",MIN) NAILS AT 4" O.C. PLUS (4) NAILS IN TOP AND BOTTOM CHORD. TOENAILED NAILS: lOd COMMON (0.148"x3",MIN) TOENAILS AT 4" D.C. PLUS (4) TOENAILS IN TOP AND BOTTOM CHORD. THIS DETAIL TO BE USED WITH THE APPROPRIATE 11W GABLE DETAIL FOR ASCE WIND LOAD. ASCE 7-98 GABLE DETAIL DRAWINGS A13015980109, A12015980109, A11015980109, A10015980109, A13030980109, A12030980109, A11030980109, A10030980109 ASCE 7-02 GABLE DETAIL DRAWINGS A13015020109, A12015020109, A11015020109, A10015020109, A14015020109, A13030020109, A12030020109, A11030020109, A10030020109, A14030020109 ASCE 7-05 GABLE DETAIL DRAWINGS A13015050109, A.12015050109, A.11015050109, A10015050109, A14015050109, A13030050109, AL12030050109, A11030060109, A10030060109, A14030050109 SEE APPROPRIATE ITW GABLE DETAIL FOR MAXIMUM UNREINFORCED GABLE VERTICAL LENGTH. RIGID SHEATHING WIND SPEED AND MRH "T" REINF. MBR. SIZE "T' INCREASE 140 MPH 15 FT 2x4 10 % 2x6 60% 140 MPH SOFT 2x4 10 % 2x6 50% 130 MPH 15 Fr 2x4 10 5 2x6 50% 130 MPH 30 FT 2x4 10 % 2x6 50% 120 MPH 15FF 2x4 10 5 2x6 50% 120 MPH SOFT 2x4 10 % 2x6 40% 110 MPH 15 FT 2x4 10 5 2x6 40% 110 MPH 30 FT 2x4 10 5 2x6 50% 100 MPH 15 IT 2x4 20 5 2x6 30% 100 MPH 30 FT 2x4 10 5 2x6 40% 90 MPH 15 FT 2x4 20 5 2x6 20% 90 MPH 30 FT 2x4 20 5 2x6 30% "T" REINFORCEMENT ATTACHMENT DETAIL '"1" REINFORCING "T" REINFORCING MEMBER MEMBER TOENAIL X, - OR - ENDNAIL TO CONVERT FROM "L" TO "T" REINFORCING MEMBERS, MULTIPLY "T" INCREASE BY LENGTH (BASED ON APPROPRIATE ITW GABLE DETAIL). MAXIMUM ALLOWABLE "T" REINFORCED GABLE VERTICAL LENGTH IS 14' FROM TOP TO BOTTOM CHORD. WEB LENGTH INCREASE W/ 'T' BRACE EXAMPLE: ASCE WIND SPEED = 100 MPH MEAN ROOF HEIGHT = 30 FT, Kzt = 1.00 GABLE VERTICAL = 24" O.C. SP #3 "T" REINFORCING MEMBER SIZE = 2X4 "T" BRACE INCREASE (FROM ABOVE) = 10% = 1.10 (i) 2X4 "L" BRACE LENGTH = 6' 7" MAXIMUM "T" REINFORCED GABLE VERTICAL LENGTH 1.10 x 6' 7" = 7' 3' 1111T "WARNING"- READ AND FOLLOW ALL NOTES ON THIS SHEET! Trosoes require extreme care in fabricating, handling, shipping, installing and bracing. Refer to and follow e Com : S at? 0pl and boTCA) for ell sh here properly sttsched structural poneis and bottom chord shoil hove properly ottonhed rigid ceiling. LLocation permanent restraint in shown for permanent lateral restraint of ros shell have brooiog installed per REEl B3 & B7. See this job's general notes page for more Information. IMPORTANT FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR W. sections S1O*, LET-INREF DATE 1/1/09 DRWG GBLLETTN0109 Building Components Group Inc. 11W Building Components Group Inc. (ITWECO) shall not be responsible for any deviation from this dodge, any failure to build the truce in conformance with TPI, or fabricating, handling, slapping. installing & so braving of trusses. ITWBCG connector plates ore mode of 20/18/16GA (N.H/S/K) ASTM A653 grade 37/40/E0 (K/WINS) galv. steel. Apply plates to each lane of truss, positioned as shown above and on Joint Details. *No.C43845 * MAX TOT. LD. 60 PSF Earth City, M063S45 A seal on this drawing or cover page indicates acceptance and professional engineering responsibility so for lely responsibility of the Building ooslCnur per dlisf/TPIIS:. c truss component design sbown. The suitability and use of this component for any building is the ITW—BCG ssnvsritsvbg m TPI wwwtpmt m STCA m bind try m ICC www.iccsafe.org _ CM%. , FIC - - DUR. FAC. ANY MAX SPACING 240 2X4 BLOCKING NAILED TO 450 SHEATHING AND EACH TRUSS 2X4 STUD, #3 OR BETTER DIAGONAL BRACE ATTACH EACH END FOR 560#., Its US C LL C DL BC DL LL No. 43845 TOT. LD PSF REF GE WHALER PSF DATE 1/1/09 PSF DRWG GABRST050109 PSF PSF DUE. FAC. MAX SPACING 24" ASCE 7-05: EXPOSURE C COMMON RESIDENTIAL GABLE END WIND BRACING REQUIREMENTS - STIFFENERS 100 MPH, 30FT. MEAN HGT, ASCE 7-05, CLOSED BLDG, LOCATED ANYWHERE IN ROOF, CAT II, EXP C, Kzt = 1.00, WIND TC DL=5.0 PSF, WIND BC DL=5.0 PSF. LATERAL CHORD BRACING REQUIREMENTS TOP: CONTINUOUS ROOF SHEATHING BOT: CONTINUOUS CEILING DIAPHRAGM SEE ENGINEER'S SEALED DESIGN REFERENCING THIS DETAIL FOR LUMBER, PLATES, AND OTHER INFORMATION NOT SHOWN ON THIS DETAIL. NAILS: lOd COMMON (0.148"x3") OR BOX (0.128"x3",MIN) NAILS OR GUN (0.125"X 3.",min) NAILS. H LESS THAN 4'6" - NO STUD BRACING REQUIRED H GREATER THAN 46" TO 76" IN LENGTH PROVIDE A 2X6 STIFFBACK AT MID-HEIGHT AND BRACE STIFFBACK TO ROOF DIAPHRAGM EVERY 60" (SEE DETAIL BELOW OR REFER TO DRAWING A1003005). H GREATER THAN 7'6" TO 120" MAX: PROVIDE A 2X6 STIFFBACK AT MID-HEIGHT AND BRACE TO ROOF DIAPHRAGM EVERY 40" (SEE DETAIL BELOW OR REFER TO DRWG A1003005). * OPTIONAL 2X L-REINFORCEMENT ATTACHED TO STIFFBACK WITH 10D BOX OR GUN (0.128" X 3", MIN.) NAILS @ 6" O.C. Xö TII'IEACK ATTACHED TO EACH STUD W/ (4) 10 D BOX OR GUN (0.123" X 3", MIN.) NAILS. "WARNING' SEAS AND FOU.OW ALL NOTES ON THIS SHEET! Trusses require entreme gore in fubricotiog, handling. shipping, installing and bracing. Refer to and follow BCSI (Building Component Safety Information, by TPI and V1TCA) for safety practices prior to performing I /Il m those f,motioos. fasteners shall provide temporory bracing per BCSI. Unloss outed otherwise, top chord III shell huvo properly ottached struotmnl panels nod hottom chord shell hove o proporly attuohed rigid /I oerlmg. Locutloos shown for permno,ent loternl reetroint of webs shoE hove bracing installed per BCSI /I oectlsns 83 & 07. See this Job's generol notes poge for more loformetloo. --WORTANTI. FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR. l N ff70 Building Components Group Inc. (rfWNCG) shun not be responsible for my deviation from this design, Building Components Group Inc. any failure to build the truss In 000formonce with WI, or fabrics g, handling, shipping, installing & bracing of trusses. ITWBCG 000nector plates eve mode of SO/le/1HEA (N.H/S/K) 05TH 4653 grade 37/40/60 (K/W/H,S) golv. steel. Apply plates to each face of truss, positioned as shown above and on Joint Details. A 0001 on this drawing or cover page Indicates acceptance and professional engineering responsibility solely for the truss component design shown. The suitability and use of this component for nosy building Is the responsibility of the Building Designer per ANST/TPI 1 Sec. 2. Earth City, MO 63045 ITW—BCGr www.ltwbog.com; TPII www.lpinst.00m; WTCA: wsw.obolodustry.cum; ICC: rs-see.Iccoofo.org F.flTT(N A—A. ALL 9(-ILL L)LIA1L 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 PURL IN OR TRUSS. A 4-0-0IC. BETWEEN CRIPPLES SEE ALP-INE 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. i iT i 'f 6 ;; TRUSSES (*) 4O—O MAX,; II BETWEEN CRIPPLES. VALLEY RAFTERS VALLEY RIDGE SHEATHING . . PLT TIP ... . ... . . Design Criteria: TPI( - Scale =.125"/Ft. "WARNING** WARNONO** TRUSSES REOHIRE EXTREME CARE. IN FABRICATION. HANDLING. SHIPPING, INSTALLING AND REF - R090 14554 BRACING. REFER TO HIN-T1((lANDLINO INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS PLATE . INSTITUTE. 503 D'ONOFROO OP... SUITE 210, MADISON, NI 53719), FOR SAFETYPRACTOCES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED DATE 07/19/99 STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. —IMPORTANT*- IMPIRTANr** FURNISH A COPY O THIS DESIGNTO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED DRW3.045,927 PRODUCTS. INC. SHALL HOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO UJ C.) DOILOTNETROSSES IN CONFORMANCE WITH TPI: OR FABRICATING. HANDLING. SHIPPING, INSTALLING-AND DESIGN No. C43845 CA- ENG / BRACING OFTRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL SPECIFICATION PUBLISHED BY THE AMERICAN. FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF ZIIA.ASTM A063 IR40OALV. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO - 20538 SEQN EACH FACEOF TRUSS, AND UNLESS OTHERWISE: LOCATED ON THIS DESIGN. POSITION CONNECTORS PER THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING DRAWINGS 160 A'Z CiV%- AlpineEngineeredProducts; Inc. ' COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER OF RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS A10i Sacrajnent. CA95828 . ANSI/TPI 1'I995 SECTIONS. =4O W'O La Monte Company nco Soil and Foundation Engineers 4350 PALM AVENUE, SUITE 25 w LA MESA, CALIFORNIA 91941 Phone: (619) 462-9861 0 Fax: (619) 462-9859 February 24, 2011 Job No. 105940 TO: Sean Stevens 2618 Levante Street Carlsbad, CA 92009 SUBJECT: REVIEW OF FOUNDATION PLANS Stevens Residence Addition, 2618 Levante Street, Carlsbad, CA 92009 REFERENCES: Limited Soil Classification, Residential Addition Project, 2618 Levante Street Carlsbad, CA 92009, Assessor's Parcel Number 216.180.38, by C. W. La Monte Company, dated December 28, 2010 Stevens Residence, 2618 Levante Street, Carlsbad, CA 92009, (Sheets S1.0, 52.0 AND S2. 1), by Accudraft. dated February 21, 2011 In accordance with the City of Carlsbad, we have reviewed the above referenced structural plans and their relation to our previously issued soils report. Based on this review we have determined that the intent of the soils reports recommendations have been incorporated into the above referenced project plans and specifications. If you should have any questions after reviewing this letter, please do not hesitate to contact our office. This op I ia1 service is sincerely appreciated. M ci Respectfully submitted, eSk Exp. C.W. La Monte Company Inc. ft' 12/31/2011 . 1Z No. 25241 CIV Clifford W. La Monte, R.C.E. 25241, G.E. 0495 .j 12/31/2011 m No. 495 ee~ 16 Colo % C-~Li MOLteJ Cam q kc® Soil and Foundation Engineers 4350 PALM AVENUE, SUITE 25 0 LA MESA, CALIFORNIA 91941 Phone: (619) 462-9861 0 Fax: (619) 462-9859 December 28, 2010 Job No. 105940 TO: Sean Stevens 2618 Levante Street Carlsbad, CA 92009 SUBJECT: LIMITED SOIL CLASSIFICATION Residential Addition Project 2618 Levante Street Carlsbad, CA 92009 Assessor's Parcel Number 216.180.38 In accordance with your request and our proposal dated December 13, 2010, we have performed a limited soil evaluation at the above subject site. The fieldwork was conducted on December 23, 2010 by our engineering geologist. The purpose of our work was to classify the foundation level soils in accordance with the 2007 California Building Code (CBC), provide seismic design parameters, foundation recommendations and provide preliminary recommendations for site preparation and grading. Our scope of work was limited to the placement of one hand angered test boring to a maximum depth of 4 feet, a visual site reconnaissance and review of readily available geotechnical publications pertinent to site. Attachments to this report include a plot plan (Figure No. 1) and test excavation logs (Figure No. 2). The project site is located at 2618 Levante Street in the La Costa area of the City of Carlsbad, County of San Diego, California. The site is improved with a one-story single-family residence, which is situated on a relatively flat-lying building pad. The lot is elevated about 4 feet above the adjacent street. The elevation differential is transitioned with a gentle slope. It is our understanding a one-story, detached living unit will be constructed in the front yard area of the property. The proposed addition will be about 640 square feet in size and will be founded on conventional shallow foundations with a slab-on-grade floor. The addition will be constructed at or near the existing grade and therefore, no significant grading is planned for the project. SITE DESCRIPTION The project site is located at 2618 Levante Street in the La Costa area of the City of Carlsbad, County of San Diego, California. The site is improved with a one-story single-family residence with an attached garage. The home is situated on a relatively flat-lying building lot. The lot is elevated about 4 feet above the adjacent street. The elevation differential is transitioned with a gentle slope. DESCRIPTION OF SUBSURFACE SOIL CONDITIONS AND SITE HISTORY Our limited evaluation included the placement of one test borings advanced with a hand auger to a depth of four feet. (Refer to Figure 2). The excavation was visually inspected and logged by our field geologist, and a sample was taken of the predominant soil throughout the field operation. The predominant soils have been classified in conformance with the Unified Soil Classification System The lot exists as relatively level natural terrain. The explorations revealed the site to, be overlain with about 15 inches of topsoil consisting of dark brown, loose to medium dense, clayey sand (CL). The topsoils overlie competent Tertiary-aged, sedimentary deposits of the Santiago Formation. The formational materials consist primarily of light brown, medium dense to dense, clayey sand/ sandy clay (CL-SC). No groundwater or seepage was encountered in our test exploration. GEOTECHNICAL HAZARD REVIEW According to Digital Images of Official Maps of Aiquist-Priolo Earthquake Fault Zones, of California, Southern Region (DMG CD 2000-003), by the California Department of Conservation, the site IS NOT located in or near a special studies, Alquist-Priolo Earthquake Fault Zone. A review of the 2010 Fault Activity Map of California (California Geological Survey, Geologic Data Map No. 6) indicates that no known faults cross the site. However, ground shaking could still occur at the site as a result from movement along one of the major active fault zones in the region. Probable ground shaking levels at the site could range from slight to severe, depending on such factors as the magnitude of the seismic event and the distance to the epicenter. Landslides do not present a hazard to the site, due the flat lying topography. Liquefaction does not present hazard due to density of the underlying soil and depth to groundwater. SEISMIC DESIGN PARAMETERS We have determined the mapped spectral acceleration values for the site utilizing a program titled "Seismic Hazard Curves, Response Parameters and Design Parameters-v5.0.9a," provided by the USGS, which provides a solution for Section Job No. 105940 December 29, 2010 Page 2 1613 of the 2006 IBC utilizing digitized files for the Spectral Acceleration maps. The site is underlain with competent decomposed granitic bedrock; therefore, we have assigned a Site Soil Classification of D. The response parameters for design are presented in the following Table. TABLE I Mapped Spectral Acceleration Values and Design Parameters Ss Si Fa Fv Sms Smi Sds Sdi 1.154 0.434 1.038 1.566 1.198 0.679 0.799 0.453 Application to the criteria in Table I for seismic design does not constitute any kind of guarantee or assurance that significant structural damage or ground failure will not occur if seismic shaking occurs. The primary goal of seismic design is to protect life, not to avoid all damage, since such design may be economically prohibitive. CONCLUSIONS In general, our findings indicate that the subject property is suitable for the proposed development, provided the recommendations provided herein are followed. The most significant geotechnical conditions that will influence site development are summarized below: In general, our findings indicate that the project site is suitable for the proposed addition, provided the recommendations presented herein are followed. The most significant geotechnical conditions that will influence site development are summarized below. The building site is overlain with up to 1.5 feet of loose topsoil overlying competent formational materials. The topsoil materials are potentially compressible and therefore, not suitable to support the settlement sensitive structures. Therefore, foundations for the proposed structure shall penetrate the loose topsoil and be embedded on the competent formational deposits at depth. In lieu of deepened footings, remedial grading may used as a mitigation option. If remedial grading is selected, the loose topsoil may be removed and recompacted to at least 90 percent of relative density. Specific recommendations for remedial grading can be provided on request. Job No. 105940 December 29, 2010 Page 3 On-site excavated materials are suitable to use as compacted fill material or backfill. The materials encountered at the site are considered "moderately- expansive" (expansion index [El] between 50 and 90) as defined by 2007 California Building Code (CBC) Section 1802.3.2. This opinion is based on our past experience and laboratory testing. The recommendations provided in this report are appropriate for such conditions. RECOMMENDATIONS SITE PREPARATION AND EARTHWORK Site preparation should begin with the removal of any existing improvements that have been designated for removal as well as any vegetation in the area of the proposed construction. Any resulting organic materials and construction debris should be disposed of in an appropriate off-site facility. Since significant site grading is not anticipated as such, only summary grading specifications have been included in this report. Should the scope of the project change to include grading, we should be contacted to provide the necessary site preparation recommendations and grading specifications. However, we do recommend the upper 12 inches of subgrade soil supporting floor slabs and driveways should be processed and recompacted. The exposed soils should be scarified to a depth of approximately 12 inches, be moisture conditioned, and compacted to at least 90 percent relative compaction. Alternately, the material may be removed and replaced in compacted lifts. Compaction and Method of Filling All structural fill placed at the site should be compacted to a relative compaction of at least 90 percent of its maximum dry density as determined by ASTM Laboratory Test D1557-91. Fills should consist of approved earth material, free of trash or debris, roots, vegetation, or other materials determined to be unsuitable by our soil technicians or project geologist. All material should be free of rocks or lumps of soil in excess of twelve inches in maximum width. Utility trench backfill within five feet of the proposed structure and beneath all pavements and concrete flatwork should be compacted to a minimum of 90 percent of its maximum dry density. The upper one-foot of pavement subgrade and base material should be compacted to at least 95 percent relative density. All grading and Job No. 105940 December 29, 2010 Page 4 fill placement should be performed in accordance with the local Grading Ordinance and/or the California Building Code. Temporary Cut Slopes No temporary excavations over 5 feet in height are anticipated based on current plans. However, any temporary slopes over 5 feet in height shall be constructed in accordance with the latest addition of Construction Safety Orders, issued by OSHA. The contractor is solely responsible for designing and constructing stable, temporary excavations and will need to shore the sides of trench excavations as required to maintain the stability of the excavation sides. The contractor's "responsible person", as defined in the OSHA Construction Standards for Excavations, 29 CFR, Part 1926, should evaluate the soil exposed in the excavations as part of the contractor's safety process. Temporary cut slopes should be constructed in accordance with the recommendations presented in this section. In no other case should slope height, slope inclination, or excavation depth, including utility trench excavation depth, exceed those specified in local, state, and federal safety regulations. The contractor shall take care so as not to undermine or damage adjacent improvements by the placement of temporary excavations. Excavation Characteristics Based on our exploratory excavations, the subsurface materials at the site appear relatively easy to moderate to excavate with conventional earthmoving equipment and will generate good quality silty sand. No significant amounts of oversize rock material are anticipated. Surface Drainage Surface runoff into graded areas should be minimized. Where possible, drainage should be directed to suitable disposal areas via non-erodible devices such as paved swales, gunited brow ditches, and storm drains. Pad drainage should be designed to collect and direct surface water away from proposed structures and the top of slopes and toward approved drainage areas. For earth areas, a minimum gradient of one percent should be maintained. The ground around the proposed buildings should be graded so that surface water flows rapidly away from the buildings without ponding. In general, we recommend that the ground adjacent to buildings slope away at a gradient of at least two- percent. Densely vegetated areas where runoff can be impaired should have a minimum gradient of five percent within the first five feet from the structure. Job No. 105940 December 29, 2010 Page 5 Erosion Control In addition, appropriate erosion-control measures shall be taken at all times during construction to prevent surface runoff waters from entering footing excavations, ponding on finished building pad or pavement areas, or running uncontrolled over the tops of newly-constructed cut or fill slopes. Appropriate Best Management Practice (BMP) erosion control devices should be provided in accordance with local and federal governing agencies. FOUNDATIONS Based on the findings of our investigation, it is our opinion the proposed structure may be supported on conventional continuous and isolated spread footings. Dimensions and Embedment Deepened conventional shallow foundations shall be used for the proposed structure. Footings supporting the structure should extend through any loose topsoil and be embedded on firm formational materials (unless the optional remedial grading is performed). It is estimated the deepened foundation excavations shall extend to an approximate maximum depth of approximately 18 inches below the existing grade to reach the required embedment (although localized areas may require deeper embedment). Continuous foundations shall be at least 12 inches wide for the proposed one-story structure. Any isolated spread footings should have a minimum width and depth of 24 inches. Soil Bearing Value Based on classification of the bearing level soil in accordance with the table Allowable Foundation and Lateral Pressure from Section 1804.2 of the 2007 (CBC) we may assign an Allowable Foundation Pressure of 1500 pounds square foot (psf). This value may be used in the design of conventional spread footings with the above minimum dimensions. This value may be increased by one-third for combinations of temporary loads such as those due to wind or seismic loads. Lateral Load Resistance Lateral loads against foundations may be resisted by friction between the bottom of the footing and the supporting soil and by the passive pressure against the footing. The coefficient of friction between concrete and soil may be considered to be 0.3. The passive resistance may be considered to be equal to an equivalent fluid weight of 175 pounds per cubic foot. This assumes the footings are poured tight against undisturbed, natural ground soil. If a combination of the passive pressure and friction is used, the friction value should be reduced by one-third. Job No. 105940 December 29, 2010 Page 6 Foundation Reinforcement A structural engineer should provide reinforcement requirements for foundations. However, it is recommended that continuous footings be reinforced with at least two No. 5 steel bars. One reinforcing bar shall be located near the top of the foundation, and one bar near the bottom. Anticipated Settlements Based on our experience with the soil types on the subject site, the soils should experience settlement in the magnitude of less than 0.5 inches under proposed structural loads. It should be recognized that minor hairline cracks normally occur in concrete slabs and foundations due to shrinkage during curing and/or redistribution of stresses and some cracks may be anticipated. Such cracks are not necessarily an indication of excessive vertical movements. Foundation Excavation Observation All foundation excavations should be observed by the Geotechnical Consultant prior to placing reinforcing steel and formwork in order to verify compliance with the foundation recommendations presented herein. All footing excavations should be excavated neat, level and square. All loose or unsuitable material should be removed prior to the placement of concrete. A minimum of 24 hours notice is required for foundation inspections. Foundation Plan Review The finalized, foundation plans should be submitted to this office for review to ascertain that the recommendations provided in this report have been followed and that the assumptions utilized in its preparation are still valid. Additional or amended recommendations may be issued based on this review. CONCRETE SLABS-ON-GRADE Interior Floor Slabs It is our opinion that the minimum floor slab thickness should be four inches (actual). The floor slab should be reinforced with at least No. 3 bars placed at 18 inches on center each way. Slab reinforcing should be supported by chairs and be positioned at mid-height in the floor slab. Job No. 105940 December 29, 2010 Page 7 Interior Slab Curing Time Following placement of concrete floor slabs, sufficient drying time must be allowed prior to placement of floor coverings. Premature placement of floor coverings may result in degradation of adhesive materials and loosening of the finish floor materials. Prior to installation, standardized testing can be performed to determine if the slab moisture emissions are within the limits recommended by the manufacturer of the specified floor-covering product. Exterior Concrete Flatwork On-grade exterior concrete slabs for walks and patios should have a thickness of four inches and should be reinforced with at least No. 3 reinforcing bars placed at 24 inches on center each way. Exterior slab reinforcement should be placed approximately at mid-height of the slab. Reinforcement and control joints should be constructed in exterior concrete flatwork to reduce the potential for cracking and movement. Joints should be placed in exterior concrete flatwork to help control the location of shrinkage cracks. Spacing of control joints should be in accordance with the American Concrete Institute specifications. Foundations they should be doweled into the footings. SLAB MOISTURE BARRIERS A moisture barrier system is recommended beneath interior slab-on-grade floors. A properly selected and installed vapor retarder is essential for long-term moisture resistance and can minimize the potential for flooring problems related to excessive moisture. Types and methods of moisture barrier installation are discussed below. Moisture Barrier Systems: Local industry standards for moisture barriers typically include the placement of the slab-on-grade over a 2-inch thick "blotter/ cushion" layer of sand over a 10 mil Visqueen vapor retarder, over an additional two, 2-inch- thick layer of sand, which is placed over the subgrade soil. This is the minimum acceptable slab section recommended for the project. However, national standards for the installation of vapor retarder below interior slabs have changed in the last decade as evidenced in currently published standards including ACT 302, "Guide to Concrete Floor and Slab Construction" and ASTM E1643, "Standard Practice for Installation of Water Vapor Retarder Used in Contact with Earth or Granular Fill Under Concrete Slabs". Rather than placing the vapor retarder between the two sand layers, both of these standards recommend placing the sand capillary break layer onto the subgrade with a vapor retarder placed above the sand and the concrete placed directly onto the vapor retarder. Although the "standard" system described above has historically performed adequately, many slab-on-grade floors built with the moisture retarder "sandwiched" between sand layers have suffered moisture-related failures. Job No. 105940 December 29, 2010 Page 8 A disadvantage to placing concrete directly onto a vapor retarder is that removing the sand layer from directly beneath the concrete restricts the ability of the concrete to lose moisture on both the top and bottom surfaces during the initial curing period. Variations in the drying rate between the top and bottom surfaces can, potentially, result in increased concrete cracking, curling, and other finishing issues. The drying rate differential and the potential side effects can be minimized, however, with suitable finishing and curing procedures and using an appropriate concrete mix. Recognizing the stated benefits and limitations of the standard below-slab vapor retarder systems, the owner and designer should select the system that they believe is most suitable for this project considering the construction schedule and planned floor coverings Moisture Retarders and Installation: Vapor retarder joints must have at least 6-inch- wide overlaps and be sealed with mastic or the manufacturer's recommended tape or compound. No heavy equipment, stakes or other puncturing instruments should be used on top of the liner before or during concrete placement. In actual practice, stakes are often driven through the retarder material, equipment is dragged or rolled across the retarder, overlapping or jointing is not properly implemented, etc. All these construction deficiencies reduce the retarders' effectiveness. DESIGN PARAMETERS FOR EARTH RETAINING STRUCTURES Passive Pressure: The passive pressure for the prevailing soil conditions may be considered to be 175 pounds per square foot per foot of depth. This pressure may be increased one-third for seismic loading. The coefficient of friction for concrete to soil may be assumed to be 0.3 for the resistance to lateral movement. When combining frictional and passive resistance, the friction should be reduced by one-third. The upper 12 inches of exterior retaining wall footings should not be included in passive pressure calculations where abutted by landscaped areas. Active Pressure for Retaining Walls Retaining walls not restrained at the top and having a level backfill surface should be designed for an active soil pressure equivalent to the pressure exerted by a fluid density of 39 pounds per cubic foot (pcf). Where walls are restrained from movement at the top, an additional uniform pressure of 8H psf should be added to the above active soil pnissure. For retaining walls subject to vehicular loads within a horizontal distance equal to two-thirds the wall height, a surcharge equivalent to 2 feet of fill soil should be added. Job No. 105940 December 29, 2010 Page 9 Retaining Wall Foundations Retaining walls associated with the structure should be supported by foundations with the minimum dimensions as recommended in the "Foundations/ Dimensions and Embedment" section of this report. Wall Drainage and Waterproofing Retaining walls should be provided with a drainage system adequate to prevent the buildup of hydrostatic forces and waterproofed as required by the project architect. The above recommendations assume a properly compacted granular (El of 50 or less) free-draining backfill material with no hydrostatic forces or imposed surcharge load. If conditions different than those described are expected, or if specific drainage details are desired, we should be contacted for additional recommendations. Backfill All backfill soils should be compacted to at least 90% relative compaction. Expansive or clayey soils should not be used for backfill material. The wall should not be backfilled until the masonry has reached an adequate strength. Soil with an expansion index (El) of greater than 50 should not be used as backfill material behind retaining walls. LIMITATIONS Please, note this reconnaissance and classification letter should not be interpreted as being a complete geotechnical investigation report. If more extensive development recommendations are required we recommend a more extensive geotechnical investigation and evaluation. Further this report is based largely on visual and empirical evaluation and is therefore limited to the scope implied by this method. The recommendations and opinions expressed in this report reflect our best estimate of the project requirements based on our limited scope of work. We are relying on the assumption that the soil conditions through out the site do not deviate appreciably from those encountered. It should be recognized that the performance of the foundations and/or cut and fill slopes may be influenced by undisclosed or unforeseen variations in the soil conditions that may occur in the intermediate and unexplored areas. Any unusual conditions not covered in this report that may be encountered during site development should be brought to the attention of the Geotechnical Engineer so that he may make modifications if necessary. In the performance of our professional services, we comply with that level of care and skill ordinarily exercised by members of our profession currently practicing Job No. 105940 December 29, 2010 Page 10 under similar conditions and in the same locality. The client recognizes that subsurface conditions may vary from those encountered at the locations where our borings, surveys, and explorations are made, and that our data, interpretations, and recommendations are based solely on the information obtained by us. We will be responsible for those data, interpretations, and recommendations as limited by this report, but shall not be responsible for the interpretations by others of the information developed. Our services consist of professional consultation and observation only, and no warranty of any kind whatsoever, express or implied, is made or intended in connection with the work performed or to be performed by us, or by our proposal for consulting or other services; or by our furnishing of oral or written reports or findings. It is the responsibility of the stated client or their representatives to ensure that the information and recommendations contained herein are brought to the attention of the structural engineer and architect for the project and incorporated into the project's plans and specifications. It is further their responsibility to take the necessary measures to insure that the contractor and his subcontractors carry out such recommendations during construction. The firm of C.W. La Monte Co. Inc. shall not be held responsible for changes to the physical condition of the property, such as addition of fill soils or changing drainage patterns, which occur subsequent to the issuance of this report. If you should have any questions after reviewing this letter, please do not hesitate to contact our office. This opportunity to be of professional service is sincerely appreciated. Respectfully submitted, C. W. La Monte Company Inc. Cliff ' La Monte, R.C.E. 25241, E. 495 ffQf% 12 Exp. Q /31/2011 12/31/2 jj(raa13 No. 25 io P1 No. 495 -j Job No. 105940 December 29, 2010 Page 11 PLOT PLAN C.W. LA MONTE COMPANY INC. Soil and Foundation Engineers U * .- i-. co 00 d - ci \C 94 C4 - E E C I U 0 cn C CU — 0 -4 o E CCS x -' r.2 , q bi U .4. cz — oiU c u.s.c.s. U U GO Relative Density (%) Maximum Density (pcf) Moisture Content (%) Dry Density (pcf) In I LINPLACE K !! I DEPTH Lf) (FEET) LO Appendix "A" STANDARD GRADING AND CONSTRUCTION SPECIFICATIONS Appendix "A" STANDARD GRADING AND CONSTRUCTION SPECIFICATIONS These specifications present the usual and minimum requirements for projects on which C.W. La Monte Company is the geotechnical consultant. No deviation from these specifications will be allowed, except where specifically superseded in the preliminary geology and soils report or in other written communication signed by the Soils Engineer or Engineering Geologist of record. GENERAL The Soils Engineer and Engineering Geologist is the Owner's or Builders' representative on the Project. For the purpose of these specifications, participation by the Soils Engineer includes that observation performed by any person or persons employed by, and responsible to, the licensed Civil Engineer signing the soils reports. All clearing, site preparation, or earthwork performed on the project shall be conducted by the Contractor under the supervision of the Soils Engineer. It is the Contractor's responsibility, to prepare the ground surface to receive the fills to the satisfaction of the Soils Engineer and to place, spread, mix, water, and compact the fill in accordance with the specifications of the Soils Engineer. The Contractor shall also remove all material considered unsatisfactory by the Soils Engineer. It is also the Contractor's responsibility to have suitable and sufficient compaction equipment on the job site to handle the amount of fill being placed. If necessary, excavation equipment will be shut down to permit completion of compaction. Sufficient watering apparatus will also be provided by the Contractor, with due consideration for the fill material, rate of placement, and time of year. A final report shall be issued by the Soils Engineer attesting to the Contractor's conformance with these specifications. SITE PREPARATION All vegetation and deleterious material shall be disposed of off site. This removal shall be concluded prior to placing fill. Soil, alluvium, or bedrock materials determined by the Soils Engineer, as being unsuitable for placement in compacted fills shall be removed from the site. The Soils Engineer must approve any material incorporated as a part of a compacted fill. After the ground surface to receive fill has been cleared, it shall be scarified, disced, or bladed by the Contractor until it is uniform and free from ruts, hollows, hummocks, or other uneven features which may prevent uniform compaction. The scarified ground surface shall then be brought to optimum moisture, mixed as required, and compacted as specified. If the scarified zone is greater than 12 inches in depth, the excess shall be removed and placed in lifts restricted to 6 inches. Prior to placing fill, the ground surface to receive fill shall be inspected, tested as necessary, and approved by the Soils Engineer. Any underground structures such as cesspools, cisterns, mining shafts, tunnels, septic tanks, wells, pipe lines, or others are to be removed or treated in a manner prescribed by the Soils Engineer and /or governing agency. In order to provide uniform bearing conditions in cut-fill transition lots and where cut lots are partially in soil, colluvium, or un-weathered bedrock materials, the bedrock portion of the lot extending a minimum of 3 feet outside of building lines shall be over excavated a minimum of 3 feet and replaced with compacted fill. Appendix A Standard Grading and Construction Specifications Page 2 COMPACTED FILLS A. Any material imported or excavated on the property may be utilized in the fill, provided each material has been determined to be suitable by the Soils Engineer. Roots, tree branches, and other matter missed during clearing shall be removed from the fill as directed by the Soils Engineer. B. Rock fragments less than 6 inches in diameter may be utilized in the fill, provided: They are not placed in concentrated pockets. There is a sufficient percentage of fine-grained material to surround the rocks. The Soils Engineer shall supervise the distribution of rocks. C. Rocks greater than 6 inches in diameter shall be taken off site, or placed in accordance with the recommendations of the Soils Engineer in areas designated as suitable for rock disposal. D. Material that is spongy, subject to decay or otherwise considered unsuitable should not be used in the compacted fill. E. Representative samples of material to be utilized as compacted fill shall be analyzed by the laboratory of the Soils Engineer to determine their physical properties. If any material other than that previously tested is encountered during grading, the appropriate analysis of this material shall be conducted by the Soils Engineer as soon as possible. F. Material used in the compaction process shall be evenly spread, watered processed, and compacted in thin lifts not to exceed 6 inches in thickness to obtain a uniformly dense layer. The fill shall be placed and compacted on a horizontal plane, unless otherwise approved by the Soils Engineer. G. If the moisture content or relative density varies from that required by the Soils Engineer, the Contractor should re-work the fill until the Soils Engineer approves it. H. Each layer shall be compacted to 90 percent of the maximum density in compliance with the testing method specified by the controlling governmental agency. (In general, ASTM D-1557-91, the five-layer method will be used.) If compaction to a lesser percentage is authorized by the controlling governmental agency because of a specific land use or expansive soils condition, the area to receive fill compacted to less than 90 percent shall either be delineated on the grading plan or appropriate reference made to the area in the soils report. H. All fills shall be keyed and benched through all topsoil, colluvium, alluvium or creep material, into sound bedrock or firm material except where the slope receiving fill exceeds a ratio of five horizontal to one vertical, in accordance with the recommendations of the Soils Engineer. I. The key for hillside fills should be a minimum of 15 feet in width and within bedrock or similar materials, unless otherwise specified in the soil report. Subdrainage devices shall be constructed in compliance with the ordinances of the controlling governmental agency, or with the recommendations of the Soils Engineer or Engineering Geologist. The contractor will be required to obtain a minimum relative compaction of 90 percent out to the finish slope face of fill slopes, buttresses, and stabilization fills. This may be achieved by either overbuilding the slope and cutting back to the compacted core, or by direct compaction of the slope face with suitable equipment, or by any other procedure which produces the required compaction. Appendix A Standard Grading and Construction Specifications Page 3 All fill slopes should be planted or protected from erosion or by other methods specified in the soils report. Fill-over-cut slopes shall be properly keyed through topsoil, colluvium or creep material into rock or firm materials, and the transition shall be stripped of all soil prior to placing fill. CUT SLOPES The Engineering Geologist shall inspect all cut slopes at vertical intervals not exceeding 10 feet. If any conditions not anticipated in the preliminary report such as perched water, seepage, lenticular or confined strata of a potentially adverse nature, unfavorably inclined bedding, joints or fault planes are encountered during grading, these conditions shall be analyzed by the Engineering Geologist and Soils Engineer, and recommendations shall be made to treat these problems. Cut slopes that face in the same direction as the prevailing drainage shall be protected from slope wash by a non-erodible interceptor swale placed at the top of the slope. Unless otherwise specified in the soils and geological report, no cut slopes shall be excavated higher or steeper than that allowed by the ordinances of controlling governmental agencies. Drainage terraces shall be constructed in compliance with the ordinances of controlling governmental agencies, or with the recommendations of the Soils Engineer or Engineering Geologist. GRADING CONTROL Observation of the fill placement shall be provided by the Soils Engineer during the progress of grading. in general, density tests should be made at intervals not exceeding 2 feet of fill height or every 500 cubic yards of fill placement. This criteria will vary, depending on soil conditions and the size of the job. In any event, an adequate number of field density tests shall be made to verily that the required compaction is being achieved. Density tests may also be conducted on the surface material to receive fills as determined by the Soils Engineer. All clean-outs, processed ground to receive fill, key excavations, subdrains, and rock disposals must be inspected and approved by the Soils Engineer or Engineering Geologist prior to placing any fill. It shall be the Contractor's responsibility to notify the Soils Engineer when such areas are ready for inspection. CONSTRUCTION CONSIDERATIONS The Contractor shall provide necessary erosion control measures, during grading and prior to the completion and construction of penilanent drainage controls. Upon completion of grading and termination of inspections by the Soils Engineer, no further filling or excavating, including that necessary for footings, foundations, large tree wells, retaining walls, or other features shall be performed without the approval of the Soils Engineer or Engineering Geologist. Care shall be taken by the Contractor during final grading to preserve any berms, drainage terraces, interceptor swales, or other devices of permanent nature on or adjacent to the property. In the event that temporary ramps or pads are constructed of uncontrolled fill soils during a future grading operation, the location and extent of the loose fill soils shall be noted by the on-site representative of a qualified soil engineering firm. These materials shall be removed and properly recompacted prior to completion of grading operations. Where not superseded by specific recommendations presented in this report, trenches, excavations, and temporary slopes at the subject site shall be constructed in accordance with section 1541 of Title 8, Construction Safety Orders, issued by OSHA. Appendix A Standard Grading and Construction Specifications. Page 4 APPENDIX " B" UNIFIED SOIL CLASSIFICATION CHART SOIL DESCRIPTION COARSE GRAINED: More than half of material is larger than No. 200 sieve size. GRAVELS: More than half of coarse fraction is larger than No. 4 sieve size but smaller than 3". GROUP SYMBOL TYPICAL NAMES CLEAN GRAVELS GW Well graded gravels, gravel-sand mixtures, little or no fines. GP Poorly graded gravels, gravel sand mixtures, little or no fines GRAVELS WITH FINES GM Silty gravels, poorly graded gravel- sand-silt mixtures (Appreciable amount of fines) GC Clayey gravels, poorly graded gravel sand, clay mixtures. SANDS: More than half of coarse fraction is smaller than No.4 sieve size CLEAN SANDS SW Well graded sand, gravelly sands, little or no fines SP Poorly graded sands, gravelly sands, little or no fines SANDS WITH FINES SM Silty sands, poorly graded sand and silty mixtures. (Appreciable amount of fines SC Clayey sands, poorly graded sand and clay mixtures FINE GRAINED: More than half of material is smaller than No. 200 sieve size SILTS AND CLAYS ML Inorganic silts and very fine sands, rock flour, sandy silt - or clayey-silt with slight plasticity. Liquid Limit CL Inorganic clays of low to medium plasticity, Less than 50 gravelly clays, sandy clays, silty clays, lean clays OL Organic silts and organic silty clays of low plasticity SILTS AND CLAYS MH Inorganic silts, micaceous or diatomaceous fine sandy or silty soils, elastic silt Liquid Limit CH Inorganic clays of high plasticity, fat clays. greater than 50 OH Organic clays of medium to high plasticity. HIGHLY ORGANIC SOILS PT Peat and other highly organic soils. CITY OF CARLSBAD CERTIFICATION OF SCHOOL FEES PAID B-34 Development Services Building Department 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov 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: STEVENS RESIDENCE Building Permit Plan Check Number: CBIIOIOI Project Address: 2618 LEVANTE ST STE 100 A.P.N.: 216 180 38 00 Project Applicant SEAN & MELISSA STEVENS (Owner Name): Project Description: BUILD NEW ATTACHED SDU Building Type: Residential: I New Dwelling Unit(s) Square Feet of Living Area in New Dwelling Second Dwelling Unit: 639 Square Feet of Living Area in SDU Residential Additions: Net Square Feet New Area Commercial/Industrial: Net Square Feet New Area City Certification of Applicant Information: Q..t(AeL.. f VLL(J2I't.0 Date: .,2/t /i ( SCHOOL DISTRICTS WITHIN THE CITY OF CARLSBAD U Carlsbad Unified School District U Vista Unified School District San Marcos Unified School District 6225 El Camino Real 1234 Arcadia Drive 255 Plo Pico Ave Ste 100 Carlsbad CA 92009 (331-5000) Vista CA 92083 (726-2170) San Marcos, CA 92069 (290-2619) Contact: Nancy Doice (By Appt. Only) Encinitas Union School District Z San Dieguito Union High School District-By Appointment Only 101 South Rancho Santa Fe Rd 710 Encinitas Blvd. Encinitas, CA 92024 (944-4300 xl 166) Encinitas, CA 92024 (753-6491) Certification of AppiicantIOwner. The person executing this declaration ("Owner") certifies under penalty of perjury that (I) the information provide above is correct and true to the best of the Owner's knowledge, and that the Owner will file an amended certificati/n of payment and pay th additional fee if Owner requests an increase in the number of dwelling units or square ftage after the building p mit is issued or if the initial determination of units or square footage is found to be incoict, and that (2) the Own is the owner/developer of the above described project(s), or that the person executing t s declaration authorize to sign on behalf of the Owner. Signature; Date: 6-34 Page 1 of 2 Rev. 03/09 SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school district(s)) THIS FORM INDICATES THALTHE..Sc1QOL DISTRICT REQUIREMENTS FOR THE EFSI PROJEQ11HAVE BER 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 c7 7 John Addieman Director of Planning & Financial Management SAN DEGIJrFO UNION HIGH SCUOnI TJflJçr DATE PHONE NUMBER B-34 Page 2 of 2 Rev. 03/09 CITY OF CAR LS13 BAD CERTIFICATION OF SCHOOL FEES PAID B-34 Develooment Services Building Department 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov 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: STEVENS RESIDENCE Building Permit Plan Check Number: CBIIOIOI Project Address: 2618 LEVANTE ST STE 100 A.P.N.: 2161803800 Project Applicant SEAN & MELISSA STEVENS (Owner Name): Project Description: BUILD NEW ATTACHED SDU Building Type: Residential: I New Dwelling Unit(s) Square Feet of Living Area in New Dwelling 4Z 07 Second Dwelling Unit: 639 Square Feet of Living Area in SDU Residential Additions: Net Square Feet New Area Commercial/Industrial: Net Square Feet New Area City Certification of Applicant Information: c722(Aca_C711OAL Date: / '1 SCHOOL DISTRICTS WITHIN THE CITY OF CARLSBAD O Carlsbad Unified School District Vista Unified School District San Marcos Unified School District 6225 El Camino Real 1234 Arcadia Drive 255 Pio Pico Ave Ste 100 Carlsbad CA 92009 (331-5000) Vista CA 92083 (726-2170) San Marcos, CA 92069 (290-2619) Contact: Nancy Dolce (By Appt. Only) Z Encinitas Union School District 0 San Dieguito Union High School District-By Appointment Only 101 South Rancho Santa Fe Rd 710 Encinitas Blvd. Encinitas, CA 92024 (944-4300 x1166) Encinitas, CA 92024 (753-6491) Certification of Applica that (1) the information will file an amended ce of dwelling units or sq footage is found to be that the person executi Signature: /I VA The person executing this declaration ("Owner") certifies under penalty of perjury above is 6rrect and true to the best of the Owner's knowledge, and that the Owner of paymt and pay the additional fee if Owner requests an increase in the number je aft er4he building permit is issued or if the initial determination of units or square and th# (2) the Owner is the owner/developer of the above described project(s), or Iarati6h is authorized to sign on behalf of the Owner. Date: _/ / B-.34 Page 1 of 2 Rev. 03109 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 SCH DISTRICT OFFICIAL TITLE NAME OF SCHOOL DISTRICT DATE PHONE NUMBER ENCt?flTAS UNION SCHOOL DISTRICT 101 SOUTH RANCHO SANTA FE R !CINITA5, F. 02224 4000 .------ Li il (7&6) _ 9L/1/_q3o x/i( B-34 Page 2 of 2 Rev. 03/09 456~11) CITY OF CAR LS13 BAD SEWER DISTRICT CERTIFICATION B-19 Develonment Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov Leucadia Sewer District VallecitoS Sewer District 1960 La Costa Ave. 201 Vallecitos de Oro Carlsbad, CA 92009 San Marcos, CA 92069 760-753-0155 760-744-0460 The following project has been submitted for building permits: Plan Check No. CBI 10101 Date 02/01/2011 Property Owner Sean & Melissa Stevens Project Address . 2618 Levante St Assessor's Parcel No. 216 180 38 00 City Please indicate in the space below that the owner has entered into an agreement to have your agency provide public sewer service to the premises, and/or if the existing service is adequate for this project and all required fees have been paid. Permits will not be issued until this form is completed and returned to our office. This space to be completed by District Personnel I certify the district requirements for sewer service have been satisfied. Approved by 6;--- Date FIELD SERVICE SPECIALIST Title B-36 Page 1 of 1 Rev. 03109 C6110101 2618 LEVANTEST 100 STEVENS RES- ADD 639 SF SDU ATTACHED TO EXISTIN( I-lflMP Llcv Approved Date By BUILDING crvz,i- ENGINEERING PLANNING Ii FIRE Expedite? V N HazMat APCD Health Forms/Fees Sent Rec'd Due? By Encina V N Fire V N Hazl-lealthAPCD Y N Ijl.4JII / V N School A) /±'O i f ii zJj V N Sewer L-L. .&/_t-f /1/ V N Stormwater I I L.f t I V N Special Inspection V N CFD: V LandUse: Density ImpArea: FY: Annex: Factor: PFF: iT N Comments Date Date Date Date Building Planning Engineering Fire Need? / 4, 'Done p1-c4.c- T Qr I In GeT ,Done Done Done U Done SW I 1 0 10' Issued L / t Un p. u'/ becveot.c)w If 7 0,1 A, e / 1 L)/T1- CAJ 5ke(d 4JdLCt. 1(( ax IfIl ( ,3193 6)&U - 7r - /79 u S 9 zzcFC OQOQ J—LEt