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Home My WebLink About2447 TORREJON PL; ; CB053139; Permit11-18-2005 Job Address: Permit Type: Parcel No: Valuation: Occupancy Group: # Dwelling Units: Bedrooms: Project Title: City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Residential Permit Permit No: CB053139 Building Inspection Request Line (760) 602-2725 2447 TORREJON PL CBAD RESDNTL 2162482300 $255,294.00 1 Sub Type: SFD Lot #: 0 Construction Type: NEW Reference #: Structure Type: MF2-4 Bathrooms: 4 GAFFNEY RES-ADD 2397 SF NEW TO EXIST-CREATES DUPLEX & 400 SF GARAGE Status: Applied: Entered By: Plan Approved: Issued: Inspect Area: Orig PC#: Plan Check#: ISSUED 09/02/2005 MDP 11/18/2005 11/18/2005 PC05-92 Applicant: GAFFNEY DAVID&RICA 2228 ENCINITAS BLVD ENCINITAS CA 92024 Owner: GAFFNEY DAVID&RICA 2228 ENCINITAS BLVD ENCINITAS CA 92024 Building Permit Add'l Building Permit Fee Plan Check Add'l Plan Check Fee Plan Check Discount Strong Motion Fee Park in Lieu Fee Park Fee LFM Fee Bridge Fee Other Bridge Fee BTD #2 Fee BTD #3 Fee Renewal Fee Add'l Renewal Fee Other Building Fee Pot. Water Con. Fee Meter Size Add'l Pot. Water Con. Fee Reel. Water Con. Fee $1,027.04 Meter Size $0.00 Add'l Reef. Water Con. Fee $667.58 Meter Fee $0.00 SDCWA Fee $0.00 CFD Payoff Fee $25.53 PFF (3105540) $0.00 PFF (4305540) $0.00 License Tax (3104193) $310.00 License Tax (4304193) $530.00 Traffic Impact Fee (3105541) $0.00 Traffic Impact Fee (4305541) $0.00 Sidewalk Fee $0.00 PLUMBING TOTAL $0.00 ELECTRICAL TOTAL $0.00 MECHANICAL TOTAL $0.00 Housing Impact Fee $0.00 Housing InLieu Fee Housing Credit Fee $0.00 Master Drainage Fee $0.00 Sewer Fee Additional Fees TOTAL PERMIT FEES $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $502.90 $567.10 $0.00 $146.00 $60.00 $46.00 $0.00 $0.00 $0.00 $9.90 $0.00 $0.00 $3,892.05 Total Fees:$3,892.05 Total Payments To Date:$3,892.05 Balance Due:$0.00 BUICDINUIC V IN STnR^O ATTACi-JiiD Inspector: FINAL APPROVAL Date:Clearance: NOTICE: Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exactions." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030, Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitations has previously otherwise expired. PERMIT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave., Carlsbad CA 92008 1. rapJBCT INFORMATION ZHHTl OS FOR OFFICE USE O PLAN CHECK NO.1 EST. VAL. Plan Ck. Deposit Validated By Date Legal ""Igfo E2 Lot No. , Subdivision Name/Number-TA\ -Total* of units 2. CONTACT PERSON (tf Name M APT/A J UTillft JMPress 3. APPUCANT D Contractor D Agent far City State/Zip Telephone*Name £/^ "^5" 5. CONTRACTOR- COMPANY NAME (Sec. 7031.5 Business and Professions Code; Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law [Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code] or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars [$500]). Name State License* Address License Class City State/Zip Cltv Business License # Telephone* Designer Name State License* Address City State/Zip Telephone* 6. WORKER'S COMPENSATION Workers' Compensation Declaration: 1 hereby affirm under penalty of perjury one of the following declarations: D I have and wfl maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. 0 I have and wffl maintain worker's compensation, as required by Section 3700 of the labor Code, for the performance of the work for which this permit is issued. My worker's compensation insurance carrier and policy number are: Insurance Company ^ „ ^ .. ... .,., Policy No. Expiration Date (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS [$100] OR LESS) W£ CERTIFICATE OF EXEMPTION: I certify that In the performance of the work for which this permit is issued, 1 shall not employ any person in any manner so as to become subject to the Workers' Compensaton Laws of California. WARNING: TaMure to"2tovn work»«!^om(U««SS3n ccpe'rMtf'h^inlawful. and ctiaH subject an employer to criminal penattlee and civil fine* up byfcne htfifdrMl thousand dotiareftlMiOM), In addfttofrtp (he/bst.prampenttmMnjtfi** »r» DrovMed tor In Section 3706 of th« Ubor Cod*, Interest and attorney"! SIGNATURE \^SU&^^£^&^^ DATE. 7. OvWER-WM-OERMCLARA-nONS 1 hereby affirm that I am exempt from the Contractor's Licerpe'law for the following reason: .I, as owner of the property or my employees wrtKwages as their sole compensation, wilt d the work and the structure is not intended or offered for safe (Sec. 7044, less and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). , as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts tar such projects with contractorfs) licensed pursuant to the Contractor's License Law). O I am exempt under Section Business and Professions Code for this reason: 1. I personally plan to provide the major labor and materials for constnjctionoftheprcpc«edprop«rtyimprci*ement. fc^YES Q NO 2. Vfnava^ave not) signed an application for a building permit for the proposed work. 3. rTaveoontracted with the following person (firm) to prcwcfe the proposed construeflon flnckKto name / address / phor^ 4. I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (indude name / address / phone number / /ontractors license number): , 5.the work indicated (include name / address / phone number/hpe of work): PROPERTY OWNER SIGNATURE WHITE: File YELLOW: Applicant PINK; Finance PERMIT APPLICATION i. CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave., Carlsbad CA 92008 Page 2 of 2 COMPLETE THffl SeCTION FOR HO»*E8ID0rmL BUILDING PEWiTS ONLY Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration for or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? DYES D NO Is the applicant or future building occupant required to obtain a permit from the air poHution control district or air quality management district? D YES D NO Is the facility to be constructed within 1,000 feat of tha outer boundary of a school site? D YES D 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. «. CONSTRUCTION LEMDINQ AGENCY I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 3097(1} Civil Code). LENDER'S NAME , LENDER'S ADDRESS 9. APPLICANT CERTIFICATION I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate. I agree to comply with all City ordinances and State laws relating to bunding construction. I hereby authorize representatives 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, JUDGEMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA permit is required for excavations of 5'0" deep and demolition or construction of structures over 3 stories in height. by such permit is not commenced wRhin 180 days from the date of such permit or If the building or work authorized by such permit is suspended or abandoned at any time after the work is commenced for a period of 180 days (Secton 106^.4 UnifarflJAiildinB Code). APPLICANTS SIGNATURE / ^£&f JJfLS <-L£SI J^<^f-^ DATE WHITE: Fite YELLOW: Applicant PINK: Finance City of Carlsbad Final Building Inspection Dept: Building Engineering Q Plan Check ft Permit*: CB053139 Project Name: GAFFNEY RES-ADD 2397 SF NEW TO CMWD StLite Fire Date: 07/27/2006 Permit Type: RESDNTL Sub Type:SFD EXIST-CREATES DUPLEX & 400 SF GARAGE,RELOCAT Address: Contact Person; Sewer Dist: Inspecteyd) / By: C/H> Inspected Bv: Inspected By: Comments: 2447TORREJONPL LC Water Dist: O ' C* \sJ-~ Date ^ &tt^ O ( /C[ ^W lnspected:0 / \ I Date Inspected: Date Inspected: Lot: 0 c? i&'v-.'^o*^ sssicisr^w-'^ux/Co1' \s*O Approved: \s Disapproved: Aooroved: Disapproved: Approved: Disapproved: Inspection List Permit*: CB053139 Type: RESDNTL SFD Date Inspection Item 08/29/2006 89 08/29/2006 89 08/23/2006 89 08/23/2006 89 08/10/2006 89 06/12/2006 39 06/09/2006 39 06/07/2006 23 06/06/2006 23 05/01/2006 17 05/01/2006 18 05/01/2006 23 04/24/2006 13 04/24/2006 16 04/24/2006 27 04/20/2006 14 04/20/2006 84 04/19/2006 84 04/18/2006 14 04/18/2006 84 04/17/2006 84 04/14/2006 22 04/12/2006 22 04/12/2006 23 04/06/2006 14 04/06/2006 22 04/06/2006 31 04/06/2006 84 04/03/2006 21 03/28/2006 15 03/28/2006 31 03/24/2006 13 03/17/2006 15 03/02/2006 15 01/18/2006 11 01/18/2006 81 01/12/2006 11 12/30/2005 21 12/28/2005 21 12/28/2005 22 Final Combo Final Combo Final Combo Final Combo Final Combo Final Electrical Final Electrical Gas/Test/Repairs Gas/Test/Repairs Interior Lath/Drywall Exterior Lath/Drywall Gas/Test/Repairs Shear Panels/HD's Insulation Shower Pan/Roman Tubs Frame/Steel/Bolting/Weld in Rough Combo Rough Combo Frame/Steel/Bolting/Weld in Rough Combo Rough Combo Sewer/Water Service Sewer/Water Service Gas/Test/Repairs Frame/Steel/Bolting/Weldin Sewer/Water Service Underground/Conduit-Wirin Rough Combo Underground/Under Floor Roof/Reroof Underground/Conduit-Wirin Shear Panels/HD's Roof/Reroof Roof/Reroof Ftg/Foundation/Piers Underground Combo Ftg/Fo u nd ation/P iers Underground/Under Floor Underground/Under Floor Sewer/Water Service Inspector Act RB - - RB RB RB RB RB RB RB RB RB JM JM JM RB RB RB RB RB RB PY PD PD RB RB RB RB JM RB RB PY RB JM RB RB RB PS RB RB Fl Rl Rl CO CO CA NR AP NR AP AP NR AP AP we we AP CO we CA CA AP CO PA we NR NR NR NS AP AP AP PA CO AP AP CO AP CO CO GAFFNEY RES-ADD 2397 SF NEW TO EXIST-CREATES DUPLEX & 400 SF GARA Comments HAS ENGIN NEED ENG. SIGN OFF FOR GAS METER REL. SEE NOTICE ATTACHED BY MARTIN CALLED CONTRACTOR FINAL & GAS METER RELEASE FOR 2445 TORREJON PL ONLY INTERIOR WALLS SEE NOTES ON JOB CARD SEE NOTICE @1:30PM WATER PIPE UNDERSIZED U.G. GAS FROM METER TO called for courtesy insp only NOTIFIED FROM MAIN TO SUB. missing web bracing (3/4IN) HOUSE NEED CITY APPROVED TRUSS PACKET (1 147 -F1) SEE NOTICE see notice attached Wednesday, August 30, 2006 Page 1 of 1 City of Carlsbad Bldg Inspection Request For: 08/29/2006 Permit* CB053139 Title: GAFFNEY RES-ADD 2397 SF NEW TO Inspector Assignment: RB Description: EXIST-CREATES DUPLEX & 400 SF GARAGE, RE LOG ATE GAS METER 2447 TORREJON PL Lot 0 Type: RESDNTL Job Address: Suite: Location: APPLICANT GAFFNEY DAVID&RICA Owner: Remarks: HAS ENGIN Sub Type: SFD Phone: 8583424966 Inspector: Total Time: CD Description 19 Final Structural 29 Final Plumbing 39 Final Electrical 49 Final Mechanical Requested By: DAVID Entered By: JANEAN Act. Comment Comments/Notices/Hold Associated PCRs/CVs Original PC# PC05-92 CV060087 UNFOUND H- ALLEGED ILL CONSTRUCTION; PCR06030 ISSUED GAFFNEY RES-TRUSS REVISION; Inspection History Date Description Act Insp 08/23/2006 89 Final Combo CO RB 08/10/2006 89 Final Combo CO RB 06/12/2006 39 Final Electrical CA RB 06/09/2006 39 Final Electrical NR RB 06/07/2006 23 Gas/Test/Repairs AP RB 06/06/2006 23 Gas/Test/Repairs NR RB 05/01/2006 17 InteriorLath/Drywall AP RB 05/01/2006 18 Exterior Lath/Drywall AP RB 05/01/2006 23 Gas/Test/Repairs NR RB 04/24/2006 13 Shear Panels/HD's AP JM INTERIOR WALLS 04/24/2006 16 Insulation AP JM 04/24/2006 27 Shower Pan/Roman Tubs WC JM Comments NEED ENG. SIGN OFF FOR FINAL & GAS METER REL SEE NOTICE ATTACHED BY MARTIN CALLED CONTRACTOR GAS METER RELEASE FOR 2445 TORREJON PL ONLY City of Carlsbad Bldg Inspection Request For: 08/10/2006 Permit* CB053139 Title: GAFFNEY RES-ADD 2397 SF NEW TO Inspector Assignment: RB Description: EXIST-CREATES DUPLEX & 400 SF GARAGE, RE LOG ATE GAS METER 2447 TORREJON PL Lot 0 Type: RESDNTL Job Address: Suite: Location: APPLICANT GAFFNEY DAVID&RICA Owner: Remarks: Sub Type: SFD Phone: 8583424966 Inspector: Total Time: CD Description 19 Final Structural 29 Final Plumbing 39 Final Electrical 49 Final Mechanical Requested By: DAVID Entered By: CHRISTINE Act Comment Comments/Notices/Hold Date 06/12/2006 06/09/2006 06/07/2006 06/06/2006 05/01/2006 05/01/2006 05/01/2006 04/24/2006 04/24/2006 04/24/2006 04/20/2006 04/20/2006 Associated PCRs/CVs Original PC# PC05-92 CV060087 UNFOUND H- ALLEGED ILL CONSTRUCTION; PCR06030 ISSUED GAFFNEY RES-TRUSS REVISION; Inspection History Description Act 39 Final Electrical CA 39 Final Electrical NR RB 23 Gas/Test/Repairs AP RB 23 Gas/Test/Repairs NR RB 17 Interior Lath/Drywall AP RB 18 Exterior Lath/Drywalt AP RB 23 Gas/Test/Repairs NR RB 13 Shear Panels/HD's AP JM AP JM Insp Comments RB BY MARTIN CALLED CONTRACTOR GAS METER RELEASE FOR 2445 TORREJON PL ONLY INTERIOR WALLS 16 Insulation 27 Shower Pan/Roman Tubs WC JM 14 Frame/Steel/Bolting/Welding WC RB 84 Rough Combo AP RB SEE NOTES ON JOB CARD CITY OF CARLSBAD BUILDING DEPARTMENT NOTICE (760) 602-27GO 1635 FARADAY AVENUE PERMIT NO. L^Jl/M* -? £^£x /\dL£=4^> — tm-t<yC4tyf riS^y ^*y— -jr—_ ; «——jif—•.,-»„ ^[^:^^^^^^^f^ i*. \£L-Jbhs^Lf£ ^ rf#*t t&'+£**lJ*LU**~ &r , ^~^.44*-* iC ' ' 'VT I ,FOR INSPECTION CALL (760) 602-2725, RE-INSPECTION FEE DUE? L.J YES FOR FURTHER INFORMATION, CONTACT __„_„ SPECTOR PHONE CODE ENFORCEMENT OFFICER City of Carlsbad Bldg Inspection Request For 06/06/2006 Permit* CB053139 Title: GAFFNEY RES-ADD 2397 SF NEW TO Description: EXIST-CREATES DUPLEX & 400 SF GARAGE Inspector Assignment: RB 2447 TORREJON PL Lot 0 Type:RESDNTL Sub Type. SFD Job Address: Suite: Location: OWNER GAFFNEY DAVID&RICA Owner: Remarks: Phone: 7608461220 Inspector: Total Time:Requested By: MARTIN Entered By: CW CD Description 23 Gas/Test/Repairs Act Comment Comments/Notices/Hold Associated PCRs/CVs Original PC# CV060087 UNFOUND H- ALLEGED ILL CONSTRUCTION; PCR06030 ISSUED GAFFNEY RES-TRUSS REVISION; Inspection History Date Description Act Insp 05/01/2006 17 Interior Lath/Drywall AP RB 05/01/2006 18 Exterior Lath/Drywall AP RB 05/01/2006 23 GasATest/Repairs NR RB 04/24/2006 13 Shear Panels/HD's AP JM 04/24/2006 16 Insulation AP JM 04/24/2006 27 Shower Pan/Roman Tubs WC JM 04/20/2006 14 Frame/Steel/Bolting/Welding WC RB 04/20/2006 84 Rough Combo AP RB 04/19/2006 84 Rough Combo CO RB 04/18/2006 14 Frame/Steel/Bolting/Welding WC RB 04/18/2006 84 Rough Combo CA RB 04/17/2006 84 Rough Combo CA RB 04/14/2006 22 Sewer/Water Service AP PY 04/12/2006 22 Sewer/Water Service CO PD 04/12/2006 23 GasATest/Re pairs PA PD 04/06/2006 14 Frame/Steel/Bolting/Welding WC RB 04/06/2006 22 Sewer/Water Service NR RB 04/06/2006 31 Underground/Conduit-Wiring NR RB Comments INTERIOR WALLS SEE NOTES ON JOB CARD SEE NOTICE @ 1:30PM WATER PIPE UNDERSIZED (3/4IN) U.G. GAS FROM METER TO HOUSE called for courtesy insp only NOTICECITY OF CARLSBAD (760) 602-2700 BUILDING DEPARTMENT 1635 FARADAY AVENUE DATE & T|ME LOCATION FOR INSPECTION CALL (760) 602-2725. RE-INSPECTION FEE DUE? LJ YES FOR FURTHER INFORMATION, CONTACT PHONE CODE ENFORCEMENT OFFICER City of Carlsbad Bldg Inspection Request For: 04/20/2006 Permit* CB053139 Title: GAFFNEY RES-ADD 2397 SF NEW TO Description: EXIST-CREATES DUPLEX & 400 SF GARAGE Inspector Assignment: RB 2447 TORREJON PL Lot 0 Type: RESDNTL Sub Type: SFD Job Address: Suite: Location: APPLICANT GAFFNEY DAVID&RICA Owner: Remarks: Phone: 7608461220 Inspector: Total Time:Requested By: MARTIN Entered By: JANEAN CD Description Act Comment 14 Frame/Steel/Bolting/Welding Comments/Notices/Hold Associated PCRs/CVs Original PC# CV060087 UNFOUND H- ALLEGED ILL CONSTRUCTION; PCR06030 ISSUED GAFFNEY RES-TRUSS REVISION; Inspection History Date Description Act 04/18/2006 14 Frame/Steel/Bolting/Welding WC 04/18/2006 84 Rough Combo CA 04/17/2006 84 Rough Combo CA 04/14/2006 22 Sewer/Water Service AP 04/12/2006 22 Sewer/Water Service CO 04/12/2006 23 Gas/Test/Repairs PA 04/06/2006 14 Frame/Steel/Bolting/Welding WC 04/06/2006 22 Sewer/Water Service NR 04/06/2006 31 Underground/Conduit-Wiring NR 04/06/2006 84 Rough Combo NR 04/03/2006 21 Underground/Under Floor NS 03/28/2006 15 Roof/Reroof AP 03/28/2006 31 Underground/Conduit-Wiring AP 03/24/2006 13 Shear Panels/HD's AP 03/17/2006 15 Roof/Reroof PA 03/02/2006 15 Roof/Reroof CO 01/18/2006 11 Ftg/Foundation/Piers AP 01/18/2006 81 Underground Combo AP Insp Comments RB RB RB @ 1:30PM PY PD WATER PIPE UNDERSIZED (3/4IN) U.G. GAS FROM METER TO HOUSEPD RB RB RB RB JM RB RB PY RB JM RB RB called for courtesy insp only NOTIFIED FROM MAIN TO SUB. missing web bracing NEED CITY APPROVED TRUSS PACKET Rpr 16 06 08:33p 619 461 58O3 Baird Eng 619 461 5803 P-l BAIRD ENGINEERING 4939 GARFIELD ST. LA MESA, CALIFORNIA 91941 (619) 460-6989 voice, (619) 461-5803 fax o \ p^u^f^p ^XX OS' kJ p^ pe,j o OC L A £ \ .,V> \#,"V i\\>- ZX^plfc"^' TVR </<!*» C/V/L ENGINEERING • STRUCTURAL DESIGN DATE: TO: FROM: SUBJECT: References: Geotechnical • Geologic • Environmental 5741 Palmer Way • Carlsbad, California 92008 • (760)438-3155 • FAX(760)931-0915 W.O. 4B42-C-SC MEMORANDUM January 16,2006 Mr. David Gaffney Robert Crisman, Engineering Geologist Concrete Compressive Strength, 2445 Torrejon Place, City of Carlsbad, California 1. "Geotechnical Plan Review, 2445Torrejon Place, Carlsbad, San Diego County, California," W.O. 4842-A1-SC, dated Septemver 28, 2005 2. "Preliminary Geotechnical Evaluation, 2445Torrejon Place, Carlsbad, San Diego County, California," W.O. 4842-A-SC, dated July 29, 2005, by GeoSoils, Inc. In accordance with your request, GSI has reviewed the existing recommendations regarding the concrete compressive strength used in floor slab construction. Unless specifically superceded herein, the conclusions and recommendations presented in the referenced reports remain valid and applicable. Based on our review, the following comments are offered: • The concrete compressive strength specified for the proposed floor slab may be reduced to the minimum, per code, and/or as required by the City. • Reducing the compressive strength of concrete will result in a general increase in the permeability of the concrete. As such, the potential for the intrusion of moisture into the slab, from sources such as irrigation, broken utilities, storm water, etc., will increase, and should be anticipated. The statements presented above are professional opinions. These opinions have been derived in accordance with current standards of practice, and no warranty, either expressed or implied, is given. Standards of practice are subject to change with time. GSI assumes no responsibility or liability for work or testing performed by others.>' ,.•--,'•-'•*? ,-v iO 'Should you have aro^ifesftgns, please contact this office. v> 1 -S $* ^* s^O W CHRISTIAN WHEELER. ENGINEERING DAILY REPORT Reinforced Masonry Fire proof ing O Reinforced Concrete D Shop Welding Q Pre-Stressed Concrete O Field Welding Material/Equipment: Unless noted otherwise, the work observed is, to the best of my knowledge, in compliance with the approved plans and sjrecificpffions. f / -.. X y In^jKtor/Technicion'j Signature 3^~^ff : it's Signature Date jnipector/Techniclan (Print or Type) 4925 Mercury Stceet 4- San Diego, CA 92111 •*- 858-496-9760 > FAX 858-496-9758 -i-m*.*"-''' •*•— W.O. DATE NAME HOURS Geotechnical • Coastal * Geologic • Environmental Client Name: FOOTING TRENCH OBSERVATION SUMMARY f _ Project Name: _ Location/Tract: Unit/Phase/Lot(s): Referenced Geotechnical Report(s): Observation Summary Date P ^Initials Date nitials Date Initials Date A representative of GeoSoils, Inc. observed onsite soil and footing trench conditions. Soil conditions in the trench are generally free of loose soil and debris, non-yielding and uniform, and plumb; and are in general conformance with those indicated in the geotechnical report. A representative of GeoSoils, Inc. observed and reviewed footing excavation depth/width. Footing excavations generally extend to proper depth and bearing strata, and are in general conformance with recommendations of the geotechnical report. A representative of GeoSoils, Inc. reviewed footing setbacks from slope face (if applicable). T setback was in general accordance with the recommendations of the geotechnical report. Notes to Superintendent/Foreman 1. Footing excavations should be cleaned of loose debris and thoroughly moistened just prior to placing concrete. 2. Based on expansion potential of underlying soils, presoaking of soil below slabs may be recommended. Consult the geotechnical report for presoaking recommendations. We note that clayey soils may take an extended period of time for such, and the contractor should schedule accordingly. 3. In the event of a site change subsequent to our footing observation and prior to concrete placement (i.e., heavy rain, etc.), we should be contacted to perform additional site observations and/or testing. 4. This memo does not confirm the minimum footing dimension as required by the project structural engineer's design, if different from the geotechnical report. Notes to Building Inspector Soil compaction test results, as well as depth of fill, relative compaction, bearing values, corrosivity, and soil expansion index test results are contained in the As-Graded Geotechnical or Final Compaction Report provided at the completion of grading. R 5741 Palmer Way Carlsbad, CA 92008 (760) 438-3155 1446 E. Chestnut Ave. Santa Ana, CA 92701 (714)647-0277 entative of GeoSoils, Inc. 26590 Madison Ave. Murrieta, CA 92562 (951) 677-9651 ^p"^^?5*W!!ffWi^^WJ^J-;^~ 5741 PALMER WAY CARLSBAD, CALIFORNIA 92008 (760) 438-3155 • FAX (760) 931-0915 CLIENT. SUPT_ ZW TRACT w.o. DATE NAME HOURS LOCATION CONTRACTOR Cx^y 5 *~^ ' —C/^y S& -fb- ^/< _ .rry*&?t ?<* /4 //h^. i^»- / E:/wp/forms/memosant.wpd GeoSoils, Inc. PAGE EsGil Corporation In Partnership witfi government for (Bui&fing Safety DATE: November 14, 2005 a JURIS. JURISDICTION: Carlsbad U PLAN REVIEWER Q FILE PLAN CHECK NO.: pc05-92 SET;V PROJECT ADDRESS: 2445 Torrejon Place PROJECT NAME: Gaffney Residence - SFD (Twin Home-one existsing) [X] The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: Esgil Corporation staff did not advise the applicant that the plan check has been completed. Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: (by: ) Fax #: Mail Telephone Fax In Person REMARKS: By: Sergio Azuela Enclosures: Esgil Corporation D GA D MB D EJ D PC 11/7 tmsmti.dot EsGil Corporation In (Partnership witk government for <SuiCding Safety DATE: November 4, 2005 _ JURISDICTION: Carlsbad a PLAN REVIEWER a FILE PLAN CHECK NO.: pcO5-92 SET: IV PROJECT ADDRESS: 2445 Torrejon Place PROJECT NAME: Gaffney Residence - SFD (Twin Home/one existing) 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: Martin Holtom 1065 Neptune Ave., Encinitas, CA 92024 Esgil Corporation staff did not advise the applicant that the plan check has been completed. A] Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Martin Holtom Telephone #: (760) 846-1220 Date contacted: \\ JMlcS (by: &\) Fax #: (866) 328-8780 Mail Telephone ^/Fax U^ffi Person REMARKS: By: Sergio Azuela Enclosures: Esgil Corporation D GA D MB D EJ D PC 10/31 tmsmfl.dot 9320 Chesapeake Drive, Suite 208 * San Diego, California 92123 + (858)560-1468 + Fax (858) 560-1576 Carlsbad pc05-92 November 4, 2005 RECHECK PLAN CORRECTION LIST JURISDICTION: Carlsbad PLAN CHECK NO.: pc05-92 PROJECT ADDRESS: 2445 Torrejon Place SET: IV DATE PLAN RECEIVED BY DATE RECHECK COMPLETED: ESGIL CORPORATION: 10/31 November 4, 20O5 REVIEWED BY: Sergio Azuela FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 106.4.3, 1997 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law. A. To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans. B. The following items have not been resolved from the previous plan reviews. The original correction number has been given for your reference. In case you did not keep a copy of the prior correction list, we have enclosed those pages containing the outstanding corrections. Please contact me if you have any questions regarding these items. C. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located on the plans. Have changes been made not resulting from this list? QYes QNo Carlsbad pc05-92 November 4, 2005 1. Please make all corrections on the original tracings, as requested in the correction list. Submit three sets of plans for commercial/industrial projects (two sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1. 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. 2. 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. • APPLICANT SHALL PROVIDE COMPLETE SETS OF PLANS, INSTEAD OF SELECTED SHEET ONLY. INCOMPLETE SETS WILL NOT BE APPROVED. ALSO PLEASE PROVIDE CORRECTION RESPONSES (To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans). 10, Garage requires one-hour fire protection (i.e., 5/8" Type X drywall) on the garage side of walls and ceiling common to the dwelling. Table 3-B, Section 302.4, a) Please clearly show it on plans to be installed from floor to roof sheathing. • If the ceiling at the garage is intended to be a part of the required occupancy separation: o Provide 2 layer of 5/8" type "X" gypsum board at the ceiling (trusses (g) 24" o.c.). 11. Show garage framing sections, size of header over garage opening. Chapter 16. NOTE: Maximum shear panel height-to-width ratio is 31/z -to-1 for plywood. Table 23-ll-G. In Seismic Zone 4, this 31/2-to-1 ratio is only permitted in one-story garages with a wall height not exceeding 10 feet. • Provide ICBO or equal approved number, installation details, specifications, etc, for the pre-fabricated shear panels. Original correction is still applicable. 27. Provide drag and strut members and connections at all re-entrant corners to show compliance with Section 1633.2.9 Items 6 and 7. • Missing on lines 3 and B at roof level, line 5 at roof level and line B at floor level. Original correction is still applicable. • The required information was not provided on plans. Please clearly show the analysis for the deformation in different directions for each side of the building at each "RE-ENTRANT CORNER" or provide the required straps and connections. Carlsbad pc05-92 November 4, 2005 28. Provide structural design calculations for the buildings separations as required by Section 1633.2.11. Or provide structural design calculations including all lateral loads imposed by the existing house into the new framing. Additional corrections may follow. • The required calculations were not provided. Original correction is still applicable. • Please provide a 1hr wall assembly at the new seismic separation detail on sheet D3. If you have any questions regarding these plan review items, please contact Sergio Azuela at Esgil Corporation. Thank you. EsGil Corporation In Partnership vritfi government for <BuiCding Safety DATE: November 1, 2005 Q~APp JURISDICTION: Carlsbad a PLAN REVIEWER a FILE PLAN CHECK NO.: pc05-92 SET: III PROJECT ADDRESS: 2445 Torrejon Place PROJECT NAME: Gaffney Residence - SFD (Twin Home/one existing) 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. X] 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. X] The applicant's copy of the check list has been sent to: Martin Holtom 1065 Neptune Ave., Encinitas, CA 92024 Esgil Corporation staff did not advise the applicant that the plan check has been completed. 23 Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Matin Holtom Telephone #: (760) 846-1220 Date contacted: ItjtfffT (by:£v ) Fax #: (866) 328-9780 Mail Telephone Fax ^1h Person REMARKS: By: Sergio Azuela Enclosures: Esgil Corporation D GA D MB D EJ D PC 10/25 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 4 (858)560-1468 + Fax (858) 560-1576 Carlsbad pc05-92 November 1, 2005 RECHECK PLAN CORRECTION LIST JURISDICTION: Carlsbad PLAN CHECK NO.: pc05-92 PROJECT ADDRESS: 2445 Torrejon Place SET: III DATE PLAN RECEIVED BY DATE RECHECK COMPLETED: ESGIL CORPORATION: 10/25 November 1, 2005 REVIEWED BY: Sergio Azuela FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 106.4.3, 1997 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law. A. To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans. B. The following items have not been resolved from the previous plan reviews. The original correction number has been given for your reference. In case you did not keep a copy of the prior correction list, we have enclosed those pages containing the outstanding corrections. Please contact me if you have any questions regarding these items. C. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located on the plans. Have changes been made not resulting from this list? QYes QNo Carlsbad pc05-92 November 1, 2005 1. Please make all corrections on the original tracings, as requested in the correction list. Submit three sets of plans for commercial/industrial projects (two sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1. 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. 2. 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. 8. Specify on the plans the following information for the deck materials, per Section 106.3.3: c) ICBO approval number, or equal. • The required information was not provided. Original correction is still applicable. 10. Garage requires one-hour fire protection (i.e., 5/8" Type X drywall) on the garage side of walls and ceiling common to the dwelling. Table 3-B, Section 302.4. a) Please clearly show it on plans to be installed from floor to roof sheathing. • If the ceiling at the garage is intended to be a part of the required occupancy separation: o Provide 2 layer of 5/8" type "X" gypsum board at the ceiling (trusses @ 24" o.c.). 11. Show garage framing sections, size of header over garage opening. Chapter 16. NOTE: Maximum shear panel heiqht-to-width ratio is 31/2 -to-1 for plywood. Table 23-ll-G. In Seismic Zone 4, this 31/2-to-1 ratio is only permitted in one-story garages with a wall height not exceeding 10 feet. • Provide ICBO or equal approved number, installation details, specifications, etc, for the pre-fabricated shear panels. Original correction is still applicable. 27. Provide drag and strut members and connections at all re-entrant corners to show compliance with Section 1633.2.9 Items 6 and 7. • Missing on lines 3 and B at roof level, line 5 at roof level and line B at floor level. Original correction is still applicable. • The required information was not provided on plans. Please clearly show the analysis for the deformation in different directions for each side of the building at each "RE-ENTRANT CORNER" or provide the required straps and connections. Carlsbad pc05-92 November 1, 2005 28. Provide structural design calculations for the buildings separations as required by Section 1633.2.11. Or provide structural design calculations including all lateral loads imposed by the existing house into the new framing. Additional corrections may follow. • The required calculations were not provided. Original correction is still applicable. • Please provide a 1hr wall assembly at the new seismic separation detail on sheet D3. If you have any questions regarding these plan review items, please contact Sergio Azuela at Esgil Corporation. Thank you. EsGil Corporation In Partnership with government for Quitting Safety DATE: September 29, 2005 CUAEPJJCANT JURISDICTION: Carlsbad a PLAN REVIEWER a FILE PLAN CHECK NO.: pc05-92 SET: III PROJECT ADDRESS: 2445 Torrejon Place PROJECT NAME: Gaffney Residence - SFD (Twin Home/one existing) 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. X] The applicant's copy of the check list has been sent to: Martin Holtom 1065 Neptune Ave., Encinitas, CA 92024 Esgil Corporation staff did not advise the applicant that the plan check has been completed. |il Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Martin Holtom Telephone #: (760) 846-1220 Date contacted: <t/tff& (by:4<X ) Fax #: (866) 328-9780 Mail Telephone Fax ^w\ Person REMARKS: By: Sergio Azuela Enclosures: Esgil Corporation D GA D MB D EJ D PC 9/22 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 * San Diego, California 92123 + (858)560-1468 4 Fax (858) 560-1576 Carlsbad pc05-92 September 29, 2005 RECHECK PLAN CORRECTION LIST JURISDICTION: Carlsbad PLAN CHECK NO.: pc05-92 PROJECT ADDRESS: 2445 Torrejon Place SET: III DATE PLAN RECEIVED BY DATE RECHECK COMPLETED: ESGIL CORPORATION: 9/22 September 29, 2005 REVIEWED BY: Sergio Azuela FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 106.4.3, 1997 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law. A. To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans. B. The following items have not been resolved from the previous plan reviews. The original correction number has been given for your reference. In case you did not keep a copy of the prior correction list, we have enclosed those pages containing the outstanding corrections. Please contact me if you have any questions regarding these items. C. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located on the plans. Have changes been made not resulting from this list? QYes QNo Carlsbad pc05-92 September 29, 2005 1. Please make all corrections on the original tracings, as requested in the correction list. Submit three sets of plans for commercial/industrial projects (two sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1, 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. 2. 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. 6. Guardrails (Section 509.1): a) Shall be detailed showing adequacy of connections to resist the horizontal force prescribed in Table 16-B. i) Please clearly show it on plans for the open guardrail at balcony. Provide construction detail including all supports size and spacing as well as the connections between the supports and the house framing, including the size and spacing of all fasteners. » No response was provided for this correction. Original correction is still applicable. 7. Specify on the plans the following information for the roof materials, per Section 106.3.3: c) ICBO approval number, or equal. ASTM number is not equal to an ICBO number. ASTM specifically approved only isolated materials and does not perform testing on roofing assemblies, as the ICBO and the UL laboratories. Original correction is still applicable. 8. Specify on the plans the following information for the deck materials, per Section 106.3.3: a) Manufacturer's name. b) Product name/number. c) ICBO approval number, or equal. • The required information was not provided. Original correction is still applicable. Carlsbad pc05-92 September 29, 2005 10. Garage requires one-hour fire protection (i.e., 5/8" Type X drywall) on the garage side of walls and ceiling common to the dwelling. Table 3-B, Section 302.4. a) Please clearly show it on plans to be installed from floor to roof sheathing. • If the ceiling at the garage is intended to be a part of the required occupancy separation: o Provide 2 layer of 5/8" type "X" gypsum board at the ceiling (trusses @ 24" o.c.). o Provide one layer of 5/8" type "X" gypsum board over all walls(not only the common walls between the house and the garage) at the garage. o Clearly show the above on the floor plans and on the building sections. o Original correction is still applicable. 11. Show garage framing sections, size of header over garage opening. Chapter 16. NOTE: Maximum shear panel height-to-width ratio is 3!4 -to-1 for plywood. Table 23-ll-G. In Seismic Zone 4, this 3%-to-1 ratio is only permitted in one-story garages with a wall height not exceeding 10 feet. • Provide ICBO or equal approved number, installation details, specifications, etc. for the pre-fabricated shear panels. Original correction is still applicable. 13. 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: b) Slab on grade shall be 5" thick and shall be reinforced with # 3 bars at 18" o.c. each way. Also the underlayment shall be provided a minimum of 15 mill. Vapor barrier membrane. • Detail 3/D1 is still showing 4" thick slab and 6 mill. Original correction is still applicable. 24. Please provide evidence that the engineer-of-record (or architect) has reviewed the truss calculation package prepared by others (i.e., a "review" stamp on the truss calculations or a letter). Section 106.3.4.1. 27. Provide drag and strut members and connections at all re-entrant corners to show compliance with Section 1633.2.9 Items 6 and 7. • Missing on lines 3 and B at roof level, line 5 at roof level and line B at floor level. Original correction is still applicable. 28. Provide structural design calculations for the buildings separations as required by Section 1633.2.11. Or provide structural design calculations including all lateral loads imposed by the existing house into the new framing. Additional corrections may follow. • The required calculations were not provided. Original correction is still applicable. 30. Detail shear transfer connections, including roof and floor diaphragms, to shear walls. Section 2315. a) Also provide cross-reference from details to plans for all shear walls. • The required information was not provided. Original correction is still applicable. Carlsbad pc05-92 September 29, 2005 40. Show details of duplex common (party) walls and floor/ceiling assemblies to achieve a Sound Transmission Class (STC) rating in walls of 50 decibels and an Impact Insulation Class (IIC) rating on floor/ceiling of 50 decibels. Title 24. • The required information was not provided. Original correction is still applicable. 41. Show how penetrations of assemblies for piping, electrical devices, recessed cabinets, bathtubs, soffits, or heating ventilating, or exhaust ducts shall be sealed, lined, or insulated to maintain required sound transmission rating. Title 24. • The required information was not provided. See attached sheet as an example of the required details. Original correction is still applicable. If you have any questions regarding these plan review items, please contact Sergio Azuela at Esgil Corporation. Thank you. SOUND TRANSMISSION CONTROL PLUMBING AND ELECTRICAL DETAILS Acoustical sealant (latex rubber compotftdf be fort piate fs retailed'- Cut n»at openings (Uaatwm opining board ELECTRICAL OUTLETS Seof boxes air tight with acoustical sealant (late* rubbtf compound) 5 CEILING FIXTURES Acoustical seafaiit- (Electrical bsj pods) .Mm. •Tils -Acoustisa! s*c/ant Etttnd ftyuffd fall coraring behind tub if sound raftd *otl is BATHTU35 ffesiHent pods insulation Acoustical sealont (£Itetrfeot box pads] 24 Ma. WALL FIXTURES Isolator oastfts rStructural ceiling stab J Furnace aA> air cond. -<f-ducf Ftrnece aA air Flea'at* toot 'solgtors faeergved springs, SSSSKRro^V^\\\^\\^^^^ *' •£ s • TTT: .-nsr.—: — 2 La/ers pi, - joints stagger*\ — Ui* . 1'1^ •»-:.•» — ,~. ' "\: i\ -.-•• ,••• i •• • . . ; • • • > - ;i A .' .-.'.,"-'"'// r ^_*^-i PIPE SUPPORT Set note "II -Acoustical sealant PIPE PENETRATIONS ATTIC INSTALLATION Glass woof Wartit/ Ceiing joist ftnffltnt cfpi or cftomft Ceiling: 2 foyers qytsum board er fjftum lathand piaster EsGil Corporation In (Partnership witb government for <Buiftfing Safety DATE: August 25, 2005 Q APpyQANT Q^JURIS.3 JURISDICTION: Carlsbad a PLAN REVIEWER Q FILE PLAN CHECK NO.: pc05-92 SET: I PROJECT ADDRESS: 2445 Torrejon Place PROJECT NAME: Gaffney Residence - SFD (Twin Home/one existing) 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: Martin Holtom 2115 Torrojon Ploco^EfletftkH^, CA 92024 Esgil Corporation staff did not advise the applicant that the plan check has been completed. Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Martin Holtom Telephone #: (760) 846-1220 Date contacted: * fl(p(o5(by: p^ ) Fax #: $£ £$• ffl?O Mail Telephone -' Fax In Person REMARKS: By: Sergio Azuela Enclosures: Esgil Corporation D GA D MB D EJ D PC 8/11 tmsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 * (858)560-1468 + Fax (858) 560-1576 Carlsbad pc05-92 August 25, 2005 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK NO.: pc05-92 JURISDICTION: Carlsbad PROJECT ADDRESS: 2445 Torrejon Place FLOOR AREA: Dwelling 2,397 SF STORIES: 2 Garage 400 SF Balcony 20 SF HEIGHT: REMARKS: DATE PLANS RECEIVED BY DATE PLANS RECEIVED BY JURISDICTION: ESGIL CORPORATION: 8/11 DATE INITIAL PLAN REVIEW PLAN REVIEWER: Sergio Azuela COMPLETED: August 25, 2005 FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinance by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. Present California law mandates that residential construction comply with the 2001 edition of the California Building Code (Title 24), which adopts the following model codes: 1997 UBC, 2000 UPC, 2000 UMC and 2002 NEC. The above regulations apply to residential construction, regardless of the code editions adopted by ordinance. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 106.4.3, 1997 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i.e.. plan sheet number, specification section, etc. Be sure to enclose the marked up list when you submit the revised plans. Carlsbad pc05-92 August 25, 2005 • PLANS 1. Please make all corrections on the original tracings, as requested in the correction list. Submit three sets of plans for commercial/industrial projects (two sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1. 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. 2. 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 2001 edition of the California Building Code (Title 24), which adopts the 1997 UBC. 2000 UMC, 2000 UPC and the 2002 NEC. • GENERAL RESIDENTIAL REQUIREMENTS 3. Provide mechanical ventilation capable of providing five air changes per hour in bathrooms and water closet compartments if required openable windows are not provided. Section 1203.3. 4. Note that the discharge point for exhaust air will be at least 3 feet from any opening which allows air entry into occupied portions of the building. Section 1203.3. 5. Dimension on the plans 30" clear width for water closet compartments and 24" clearance in front of water closet. Section 2904, • EXITS, STAIRWAYS, AND RAILINGS 6. Guardrails (Section 509.1): a) Shall be detailed showing adequacy of connections to resist the horizontal force prescribed in Table 16-B. i) Please clearly show it on plans for the open guardrail at balcony. Provide construction detail including all supports size and spacing as well as the connections between the supports and the house framing, including the size and spacing of all fasteners. Carlsbad pcO5-92 August 25, 20O5 • ROOFING 7. Specify on the plans the following information for the roof materials, per Section 106.3.3: a) Manufacturer's name. b) Product name/number. c) ICBO approval number, or equal. 8. Specify on the plans the following information for the deck materials, per Section 106.3.3: a) Manufacturer's name. b) Product name/number. c) ICBO approval number, or equal. 9. Balconies and decks exposed to the weather and sealed underneath shall be sloped a minimum of % inch per foot for drainage. Section 1402.3. • GARAGE AND CARPORTS 10. Garage requires one-hour fire protection (i.e., 5/8" Type X drywall) on the garage side of walls and ceiling common to the dwelling. Table 3-B, Section 302.4. a) Please clearly show it on plans to be installed from floor to roof sheathing. 11. Show garage framing sections, size of header over garage opening. Chapter 16. NOTE: Maximum shear panel heigh Mo-width ratio is 31A -to-1 for plywood. Table 23-ll-G. In Seismic Zone 4, this 31/2-to-1 ratio is only permitted in one-story garages with a wall height not exceeding 10 feet. • FOUNDATION REQUIREMENTS 12. Note on the plan the soils classification, whether or not the soil is expansive and note the allowable bearing value. Section 106.3.3. 13. 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: a) Foundation depth shall be 18" at two story floor loads. b) Slab on grade shall be 5" thick and shall be reinforced with # 3 bars at 18" o.c. each way. Also the underlayment shall be provided a minimum of 15 mill. Vapor barrier membrane. c) Concrete shall have water-cement ratio of 0.45 and have a minimum F'c = 4,500 psi. Please note that this type of concrete shall have "Special Inspection". Carlsbad pc05-92 August 25, 2005 14. 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: a) The building pad was prepared in accordance with the soils report, b) The utility trenches have been properly backfilled and compacted, and c) The foundation excavations, the soils expansive characteristics and bearing capacity conform to the soils report." 15. Provide a letter from the soils engineer confirming that the foundation plan, grading 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 documents (required by the soil report - page 23). 16. Show distance from foundation to edge of cut or fill slopes ("distance-to- daylight") and show slope and heights of cuts and fills. Chapter 18. 17. Note on plans that surface water will drain away from building and show drainage pattern. Section 1804.7. 18. Show foundation bolt size and spacing. Foundation bolt size and spacing for shear walls must be clearly shown on the foundation plan. Section 1806.6. a) Clearly show on the Foundation Plan all shear walls. 19. If required, show size, embedment and location of hold down anchors on foundation plan. Section 106.3.3. • FRAMING 20. Show blocking at ends and at supports of floor joists, rafters and trusses at exterior walls. Section 2320.8.3. 21. Show or note fire stops at the following locations per Section 708.2.1: a) In concealed spaces of stud walls and partitions, including furred spaces, at the ceiling and floor levels and at 10 foot intervals both vertical and horizontal; b) At all interconnections between concealed vertical and horizontal spaces such as occur at soffits, drop ceilings and cove ceilings; c) In concealed spaces between stair stringers at the top and bottom of the run and between studs along and inline with the run of stairs if the walls under the stairs are unfinished; d) In openings around vents, pipes, ducts, chimneys, fireplaces and similar openings which afford a passage for fire at ceiling and floor levels, with noncombustible materials. e) At openings between attic spaces and chimney chases for factory-built chimneys. Carlsbad pcOS-92 August 25, 2005 22. Show double top plate with minimum 48" lap splice. Section 2320.11.2. 23. Show stud size and spacing. Maximum allowable stud heights: Bearing wall: 2 x4 and 2 x 6 max. 10'; Non-bearing: 2x4 max. 14', 2 x 6 max. 20'. Table 23-IV-B. a) Exterior walls at the Living. 24. Specify truss identification numbers on the plans. 25. Specify all header sizes for openings over 4' wide. Section 2320.11.6. a) Missing on plans at: Garage door, Study window, Family SLGD, and Kitchen windows. 26. Provide calculations for lateral loads, shear panels, shear transfer and related. Section 106.3.3. 27. Provide drag and strut members and connections at all re-entrant corners to show compliance with Section 1633.2.9 Items 6 and 7. 28. Provide structural design calculations for the buildings separations as required by Section 1633.2.11. Or provide structural design calculations including all lateral loads imposed by the existing house into the new framing. Additional corrections may follow. 29. The Conventional Light-Frame Construction provisions of Section 2320 may not be used in Seismic Zones 3 & 4 for "unusually shaped buildings," and thus design calculations must be provided, as per. Section 2320.5.4: a) When braced wall lines do not occur in two perpendicular directions. 30. Detail shear transfer connections, including roof and floor diaphragms, to shear walls. Section 2315. a) Also provide cross-reference from details to plans for all shear walls. • MECHANICAL (UNIFORM MECHANICAL CODE) 31. Show the type and size (BTU's) of all heating and cooling appliances or systems. 32. Specify on the plans the following information for the fireplace(s), per Section 106.3.3: a) Manufacturer's name. b) Model name/number. c) ICBO approval number, or equal. d) Show height of chimney above roof per I.C.B.O. approval or UBC Table 31-B. 33. Note on plan: Gas vents and noncombustible piping in walls, passing through three floors or less, shall be effectively draft stopped at each floor or ceiling. UBC, Section 711.3. Carlsbad pc05-92 August 25, 2005 34. Detail the dryer exhaust duct design from the dryer to the exterior. The maximum length is 14 feet with (two) 90° elbows. UMC Section 504.2.2. * ELECTRICAL (NATIONAL ELECTRICAL CODE) 35. Show on the plan the amperage of the electrical service, the location of the service panel and the location of any sub-panels. If service is over 200 amps, submit single line diagram, panel schedule and load calculations. 36. Show on the plan that ground-fault circuit-interrupter protection complies with NEC Art. 210-8, which reads as follows: All 125-volt, single-phase, 15- and 20- ampere receptacles installed in bathrooms, garages, outdoors and kitchen counters. • PLUMBING (UNIFORM PLUMBING CODE) 37. In the garage, provide an adequate barrier to protect water heater from vehicle damage, such as by a 3" pipe column filled with concrete. An 18" platform for the water heater does not satisfy this requirement. UPC, Section 510.3. 38. Show T and P valve on water heater and show route of discharge line to exterior. UPC, Section 608.5. 39. In Seismic Zones 3 and 4, show that water heater is adequately braced to resist seismic forces. Provide two straps (one strap at top 1/3 of the tank and one strap at bottom 1/3 of the tank). UPC, Section 510.5 • NOISE INSULATION (DUPLEXES) 40. Show details of duplex common (party) walls and floor/ceiling assemblies to achieve a Sound Transmission Class (STC) rating in walls of 50 decibels and an Impact Insulation Class (IIC) rating on floor/ceiling of 50 decibels. Title 24. 41. Show how penetrations of assemblies for piping, electrical devices, recessed cabinets, bathtubs, soffits, or heating ventilating, or exhaust ducts shall be sealed, lined, or insulated to maintain required sound transmission rating. Title 24. • ENERGY CONSERVATION 42. The regulations require a properly completed and properly signed Form CF-1R to be either imprinted on the plans, taped to the plans or "sticky backed" on the plans, to allow the building inspector to readily compare the actual construction with the requirements of the approved energy design. a) The owner signature is missing. 43. Show the make, model, type and efficiency of the space heating (or cooling) system. Carlsbad pc05-92 August 25, 2005 44. The window schedule shall clearly describe the required U-factor and solar heat gain coefficient (SHGC) values and demonstrate compliance with the Title 24 energy calculations. CARLSBAD SPECIAL CODE REQUIREMENTS 45. Roof coverings, other than wood shakes and shingles, shall be Class A. 46. 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). 47. 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). 48. 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, calculation page, etc. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list If there are other changes, please briefly describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: Yes U No 8 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 Sergio Azuela at Esgil Corporation. Thank you. Carlsbad pc05-92 August 25, 2005 VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PREPARED BY: Sergio Azuela BUILDING ADDRESS: 2445 Torrejon Place BUILDING OCCUPANCY: R-3 & U-l PLAN CHECK NO.: pcO5-92 DATE: August 25, 2005 Gaffney Residence - SFD (Twin) TYPE OF CONSTRUCTION: V-N BUILDING PORTION Dwelling Garage Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code AREA ( Sq. Ft.) 2397 400 2397 cb Valuation Multiplier 92.00 24.00 3.50 By Ordinance Reg. Mod. VALUE ($) 220,524 9,600 8,390 238,514 $974.68 Plan Check Fee by Ordinance Type of Review: f~j Repetitive FeeRepeats Complete Review D Other Q Structural Only D Hourly Hour Esgll Plan Review Fee $633.54 $545.82 Comments: Sheet 1 of 1 macvalue.doc City of Carlsbad Public Works — Engineering BUILDING PLANCHECK CHECKLIST DATE:PLANCHECK NO.: BUILDING ADDRESS: PROJECT DESCRIPTION: ASSESSOR'S PARCEL NUMBER: ENGINEERING DEPARTMENT APPROVAL EST VALUE: DENIAL The item you have submitted for review has been approved. The approval is based on plans, information and/or specifications provided in your submittal; therefore any changes to these items after this date, including field modifications, must be reviewed by this office to insure continued conformance with applicable codes. Please review carefully all comments attached, as failure to comply with instructions in this report can result in suspension of permit to build. D A Right-of-Way permit is required prior to construction of the following improvements: Please seeythp^ttached report of deficiencies marked with fofMake necessary corrections to plans or specifi0atio\s for compliance with applicable codes and standards. Submit corrected plans and/or specifications to this office for review. Date: Date: Date:By: FOR OFFICIAL USE ONLY ENGINEERING AUTHORIZATION TO ISSUE BUILDING PERMIT: Date: ATTAgHWETTfS D Dedication Application H Dedication Checklist LJ Improvement Application D Improvement Checklist D Future Improvement Agreement D Grading Permit Application 0 Grading Submittal Checklist D Right-of-Way Permit Application rj Right-of-Way Permit Submittal Checklist and Information Sheet Q Sewer Fee Information Sheet Name: ENGINEERING PERT. CONTACT PERSON JOANNE JUCHNIEWICZ City of Carlsbad Address: 1635 Faraday Avenue. Carlsbad, CA 92008 Phone: (760) 602-2775 CFD INFORMATION Parcel Map No: Lots: Recordation: Carlsbad Tract: Car(sbad CA 92OO817314 • (760) 602-272O • FAX (760) BUILDING PLANCHECK CHECKLIST [ST SITE PLAN 1. Provide a fully dimensioned site plan drawn to scale. Show: A. North Arrow B. Existing & Proposed Structures Existing Street Improvements Property Lines Easements /A. D. F. G. J. Right-of-Way Width & Adjacent Streets Driveway widths Existing or proposed sewer lateral Existing or proposed water service- Existing or proposed irrigation service Show on site lan: Drainage Patterns 1. Building pad surface drainage must maintain a minimum slope of one percent towards an adjoining street or an approved drainage course. 2. ADD THE FOLLOWING NOTE: "Finish grade will provide a minimum positive drainage of 2% to swale 5' away from building." Existing & Proposed Slopes and Topography §v Size, type, location, alignment of existing or proposed sewer and water service that serves the project. Each unit requires a separate service, however, second dwelling units and apartment complexes are an exception. Sewer and water laterals should not be located within proposed driveways, per standards. 3. Include on title sheet: A. Site address B. Assessor's Parcel Number C. Legal Description For commercial/industrial buildings and tenant improvement projects, include: total building square footage with the square footage for each different use, existing sewer permits showing square footage of different uses (manufacturing, warehouse, office, etc.) previously approved. EXISTING PERMIT NUMBER DESCRIPTION F:BUILDING PLANCHECK CKLST FORM.doc BUILDING PLANCHECK CHECKLIST 1ST 2ND 3RD DISCRETIONARY APPROVAL COMPLIANCE D D D 4a. Project does not comply with the following Engineering Conditions of approval for Project No. D D 4b. All conditions are in compliance. Date: DEDICATION REQUIREMENTS 5. Dedication for all street Rights-of-Way adjacent to the building site and any storm drain or utility easements on the building site is required for all new buildings and for remodels with a value at or exceeding $ 15.276 . pursuant to Carlsbad Municipal Code Section 18.40.030. Dedication required as follows: _ Dedication required. Please have a registered Civil Engineer or Land Surveyor prepare the appropriate legal description together with an 8 Yt x 11" plat map and submit with a title report. All easement documents must be approved and signed by owner(s) prior to issuance of Building Permit. Attached please find an application form and submittal checklist for the dedication process. Submit the completed application form with the required checklist items and fees to the Engineering Department in person. Applications will not be accept by mail or fax. Dedication completed by: Date: IMPROVEMENT REQUIREMENTS 6a. All needed public improvements upon and adjacent to the building site must be constructed at time of building construction whenever the value of the construction exceeds $ 76.380 . pursuant to Carlsbad Municipal Code Section 18.40.040. Public improvements required as follows: Attached please find an application form and submittal checklist for the public improvement requirements. A registered Civil Engineer must prepare the appropriate improvement plans and submit them together with the requirements on the attached checklist to the Engineering Department through a separate plan F:\BUILCHNG PLANCHECK CKLST FORM.dOC BUILDING PLANCHECK CHECKLIST iST ,ND ,RD D D checklist must be submitted in person. Applications by mail or fax are not accepted. Improvement plans must be approved, appropriate securities posted and fees paid prior to issuance of building permit. Improvement Plans signed by:Date: 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 $360 so we may prepare the necessary Neighborhood Improvement Agreement. This agreement must be signed, notarized and approved by the City prior to issuance of a Building permit. n n n n n Future public improvements required as follows: 6c. Enclosed please find your Neighborhood Improvement Agreement. Please return agreement signed and notarized to the Engineering Department. Neighborhood Improvement Agreement completed by: Date: 6d. No Public Improvements required. SPECIAL NOTE: Damaged or defective improvements found adjacent to building site must be repaired to the satisfaction of the City Inspector prior to occupancy. n n GRADING PERMIT REQUIREMENTS The conditions that invoke the need for a grading permit are found in Section 15.16.010 of the Municipal Code. 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. 7b. Grading Permit required. A separate grading plan prepared by a registered Civil Engineer must be submitted together with the completed application form attached. NOTE: The Grading Permit must be issued and rough grading approval obtained prior to issuance of a Building Permit. ODD Grading Inspector sign off by:Date: 7c. Graded Pad Certification required. (Note: Pad certification may be required even if a grading permit is not required.) F:*UHOING PLANCHECK CKLST FORM.Mc 4 BUILDING PLANCHECK CHECKLIST ST1 D n pND ~RD D D D D 7d .No Grading Permit required. 7e. If grading is not required, write "No Grading" on plot plan. MISCELLANEOUS PERMITS 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: 5 to a D 9. INDUSTRIAL WASTE PERMIT If your facility is located in the City of Carlsbad sewer service area, you need to contact the Carlsbad Municipal Water District, located at 5950 El Camino Real, Carlsbad, CA 92008. District personnel can provide forms and assistance, and will check to see if your business enterprise is on the EWA Exempt List. You may telephone (760) 438-2722, extension 7153, for assistance. Industrial Waste permit accepted by: Date: 10. NPDES PERMIT Complies with the City's requirements of the National Pollutant Discharge Elimination System (NPDES) permit. The applicant shall provide best management practices to reduce surface pollutants to an acceptable level prior to discharge to sensitive areas. Plans for such improvements shall be approved by the City Engineer prior to issuance of grading or building permit, whichever occurs first 11. tf Required fees are attached Q No fees required WATER METER REVIEW 12a. Domestic (potable) Use Ensure that the meter proposed by the owner/developer is not oversized. OveTs1zeTl"m~eteTS~^i^1rraccarate during low-flow~conditions. If it is"overs1zed;for the life of the meter, the City will not accurately bill the owner for the water used. • All single family dwelling units received "standard" 1" service with 5/8" service. F:\BUILOrNO PLANCHECKCKLSTFORM.doc iST ,ND ,RD D D BUILDING PLANCHECK CHECKLIST • If owner/developer proposes a size other than the "standard", then owner/developer must provide potable water demand calculations, which include total fixture counts and maximum water demand in gallons per minute (gpm). A typical fixture count and water demand worksheet is attached. Once the gpm is provided, check against the "meter sizing schedule" to verify the anticipated meter size for the unit. • Maximum service and meter size is a 2" service with a 2" meter. • If a developer is proposing a meter greater than 2", suggest the installation of multiple 2" services as needed to provide the anticipated demand, (manifolds are considered on case by case basis to limit multiple trenching into the street). 12b. Irrigation Use (where recycled water is not available) All irrigation meters must be sized via irrigation calculations (in gpm) prior to approval. The developer must provide these calculations. Please follow these guidelines: 1. If the project is a newer development (newer than 1998), check the recent improvement plans and observe if the new irrigation service is reflected on the improvement sheets. If so, at the water meter station, the demand in gpm may be listed there. Irrigation services are listed with a circled "I", and potable water is typically a circled "W". The irrigation service should look like: STA1+00 Install 2" service and 2. 1.5: meter (estimated 100 gpm) If the improvement plans do not list the irrigation meter and the service/meter will be installed via another instrument such as the building plans or grading plans (w/ a right of way permit of course), then the applicant must provide irrigation calculations for estimated worst-case irrigation demand (largest zone with the farthest reach). Typically, Larry Black has already reviewed this if landscape plans have been prepared, but the applicant must provide the calculations to you for your use. Once you have received a good example of irrigation calculations, keep a set for your reference. In general the calculations will include: • Hydraulic grade line • Elevation at point of connection (POC) • Pressure at POC in pounds per square inch (PSI) • Worse case zone (largest, farthest away from valve • Total Sprinkler heads listed (with gpm use per head) • Include a 10% residual pressure at point of connection 3. In general, all major sloped areas of a subdivision/project are to be irrigated via separate irrigation meters (unless the project is only SFD with no HOA). As long as the project is located within the City recycled water F:\BUILO1NG PLANCHECK CKLST FORM.dOC BUILDING PLANCHECK CHECKLIST 2ND 3RD service boundary, the City intends on switching these irrigation services/meters to a new recycled water line in the future. n D 12c. Irrigation Use (where recycled water is available) 1. Recycled water meters are sized the same as the irrigation meter above. 2. If a project fronts a street with recycled water, then they should be connecting to this line to irrigate slopes within the development. For subdivisions, this should have been identified, and implemented on the improvement plans. Installing recycled water meters is a benefit for the applicant since they are exempt from paying the San Diego County Water Capacity fees. However, if they front a street which the recycled water is there, but is not live (sometimes they are charged with potable water until recycled water is available), then the applicant must pay the San Diego Water Capacity Charge. If within three years, the recycled water line is charged with recycled water by CMWD, then the applicant can apply for a refund to the San Diego County Water Authority (SDCWA) for a refund. However, let the applicant know that we cannot guarantee the refund, and they must deal with the SDCWA for this. D D D 13. Additional Comments: F:«UKdNO PLANCHECKCKLST FORM.*"C ENGINEERING DEPARTMENT FEE CALCULATION WORKSHEET 'stimate based on unconfirmed information from applicant. Calculation based on building plancheck plan submittal. Address: ^- / '5r Prepared bv: o3 EDU CALCULATIONS: Types of Use: Tvpes of Use: APT CALCULATIONS: ^C^lTvpes of Use: o \. Tvpes of Use: FEES REQUIRED: \ t>f P e. \G^\ \ "^C* Bldo. Permit No. Date: 6(6/& S" Checked bv: List types and square footages for all uses. Sq. Ft/Units: Sq. Ft/Units: List types and square footages for all uses, n ^ Sq. FtAJnits: Sq. Ft/Units: O-1500. Date: EDU's: U EDU's: ADT's: ADTs: 51 57 e^Jcc^cJLn: ( WITHIN CFD: D YES (no bridge & thoroughfare fee in District #1, reduced Traffic Impact Fee)'NO . PARK-IN-LIEU FEE FEE/UNIT: PARK AREA & #: X NO. UNITS:.=$_ 2. TRAFFIC IMPACT FEE ADTs/UNITS:L X FEE/APT:^ 7O 3. BRIDGE AND THOROUGHFARE FEE (DIST. #1 _^_ DIST. #2 /670 ADTs/UNITS: 4. FACILITIES MANAGEMENT FEE UNIT/SQ.FT.: / 5. SEWER FEE EDU's: BENEFIT AREA: EDU's: X FEE7ADT: ZONE: (O X FEE/SQ.FT./UNIT:. X FEE/EDU: DIST. #3 =$_ FEE/EDU: D EWER LATERAL ($2,500) 7. DRAINAGE FEES PLDA ACRES: . £3. X 8. POTABLE WATER FEES UNITS CODE CONNECTION FEE HIGH FEE/AC: /LOW =$_ ""*_ =$. «$_ I/O METER FEE SDCWA FEE IRRIGATION F:\FEECALCUUTION WORKSHEET.doc 1of2 Rev. 7/14/00 "flO s tO rsj 3-u J I I DD PLANNING DEPARTMENT BUILDING PLAN CHECK REVIEW CHECKLIST Plan Check No. Planner APN:_ Type of Project & Use:. Zoning: p-' ^-General Plan:. CFD (In/out) #_Date of participation:. Address Phone (760) 602- Net Project Density: M/rV D^/AC Facilities Management Zone: //>> / Remaining net dev acres:. ClrdiOrw (For non-residential development Type of land used created by this permit. • • ) Legend:_ 13 Item Complete D Item Incomplete - Needs your action Environmental Review Required: YES NO TYPE _^ : DATE OF COMPLETION: ' Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval: ' Discretionary Action Required: APPROVAL/RESO. NO. PROJECT NO. OTHER RELATED CASES: Compliance with conditions or approval? If not, state conditions which require action. Conditions of Approval: ; ; D D • Coastal Zone Assessment/Compliance ... Project site located'ln Coastal Zone? YES _ ^ NO _ CA Coastal Commission Authority? YES _ NO _ ^ If California Coastal Commission Authority: Contact them at -7575 Metropolitan Drive, Suite 103, San Diego CA 92108-4402; (619) 767-2370 Determine status (Coastal Permit Required or Exempt): ' _ _ Coastal Permit Determination Form already completed? YES _ NO __ If NO, complete Coastal Permit Determination Form now. Coastal Permit Determination Log #: ___^ _ Follow-Up Actions: . 1) Stamp Building Plans as "Exempt" or "Coastal Permit Required" (at minimum Floor Plans). 2) Complete Coastal Permit Determination Log as needed. DD Incluslonary Housing Fee required: YES _ NO _ (Effective date of Inclusionary Housing Ordinance - May 21 , 1 993.) Data Entry Completed? YES _ NO _ (A/P/Ds, Activity Maintenance, enter CB#, toolbar, Screens, Housing Fees, Construct Housing Y/N. Enter Fee, UPDATEI) Site Plan: H:\ADMINVCOUNTERNBWpP»nchkR«vChWrt XDD 1 Provide a fully dimensional site plan drawn to scale. Show:. North arrow, property lines, ' easements, existing and proposed structures, streets, existing street improvements, right-of-way width, dimensional setbacks and existing topographical lines (including all .side and rear yard slopes). 2. Provide legal description of property and assessor's parcel number. Policy 44 - Neighborhood Architectural Design Guidelines _J LJ 1— 1 HDD U.DD ygn HDD HDD HDD HDD 2 Project complies YES Zoning: 1. Setbacks: Front Interior Side: Street Side: . Rear Top of slope: 2. Accessory structure setba Front Interior Side: Street Side: Rear Structure separation: 3. Lot Coverage: 4. Height 5. Parking: Spaces (breakdown by i Residential Guest Spaces Ret Additional Comments NO Required /^B Rpqiilrad ' ^ Required / Roqulrad (if Required icks: Required Required Required . Required Required Required ^ 5^ ( Required 5 0 Required // *t" l^ uses for commercial and luired Shown ^P Shown ^/ Shown L Shown ' M' Shown [ _„ Shown Shown Shown Shown Shown £-? Shown 1 «• Shown ' !4Shown /, , Industrial projects required) • shown DICTO ISSUE AND ENTERED APPROVAL INTO COMPUTER DATE BAIRD ENGINEERING 4939 GARFIELD ST. LA MESA, CALIFORNIA 91941 (619) 460-6989 voice, (619) 461-5803 fax Z-fe r> £z*=i ! s -=%\«-/ . . :-t* b *P , "^ tJ V) CIVIL ENGINEERING • STRUCTURAIT DESIGN DATE: TO: FROM: SUBJECT: References: Geotechnical • Geologic • Environmental 5741 Palmer Way • Carlsbad, California 92008 • (760)438-3155 • FAX(760)931-0915 W.O. 4842-C-SC MEMORANDUM January 16, 2006 Mr. David Gaffney Robert Crisman, Engineering Geologist Concrete Compressive Strength, 2445 Torrejon Place, City of Carlsbad, California 1. "Geotechnical Plan Review, 2445 Torrejon Place, Carlsbad, San Diego County, California," W.O. 4842-A1-SC, dated Septemver 28, 2005 2. "Preliminary Geotechnical Evaluation, 2445Torrejon Place, Carlsbad, San Diego County, California," W.O. 4842-A-SC, dated July 29, 2005, by GeoSoils, Inc. In accordance with your request, GSI has reviewed the existing recommendations regarding the concrete compressive strength used in floor slab construction. Unless specifically superceded herein, the conclusions and recommendations presented in the referenced reports remain valid and applicable. Based on our review, the following comments are offered: • The concrete compressive strength specified for the proposed floor slab may be reduced to the minimum, per code, and/or as required by the City. * Reducing the compressive strength of concrete will result in a general increase in the permeability of the concrete. As such, the potential for the intrusion of moisture into the slab, from sources such as irrigation, broken utilities, storm water, etc., will increase, and should be anticipated. The statements presented above are professional opinions. These opinions have been derived in accordance with current standards of practice, and no warranty, either expressed or implied, is given. Standards of practice are subject to change with time. GSI assumes no responsibility or liability for work or testing performed by others. Should you have any questions, please contact this office. Geotechnical • Coastal • Geologic * Environmental PRELIMINARY GEOTECHNICAL EVALUATION 2445 TORREJON PLACE, CARLSBAD SAN DIEGO COUNTY, CALIFORNIA FOR MR. DAVID GAFFNEY 2228 ENCINITAS BOULEVARD ENCINITAS, CALIFORNIA 92024 W.O. 4842-A-SC JULY 29, 2005 Geotechnical • Coastal • Geologic • Environmental 5741 Palmer Way • Carlsbad, California 92008 • (760) 438-3155 • FAX (760) 931-0915 July 29, 2005 W.O. 4842-A-SC Mr. David Gaffney 2228 Encinitas Boulevard Encinitas, California 92024 Subject: Preliminary Geotechnical Evaluation, 2445 Torrejon Place, Carlsbad, San Diego County, California Dear Mr. Gaffney: In accordance with your request, GeoSoils, Inc. (GSI) has performed a preliminary geotechnical evaluation of the subject site. The purpose of the study was to evaluate the onsite soils and geologic conditions and their effects on the proposed site development from a geotechnical viewpoint. EXECUTIVE SUMMARY Based on our review of the available data (see Appendix A), field exploration, laboratory testing, and geologic and engineering analysis, residential development of the property appears to be feasible from a geotechnical viewpoint, provided the recommendations presented in the text of this report are properly incorporated into the design and construction of the project. The most significant elements of this study are summarized below: It is our understanding that the proposed additional construction is to consist of preparing a portion of the rear yard for the construction of a two-story residential addition that would be supported by continuous spread footings with a concrete slab-on-grade floor. It is our understanding from the Client that a cut excavation, on the order of 8 to 12 inches below grade, is necessary to achieve the proposed pad grade. • Our review indicates that all topsoil and near surface weathered bedrock are considered potentially compressible under loading conditions. These materials should be removed and recompacted, and/or processed in place (dependant on the remaining thickness of the soil layer) in areas where settlement-sensitive improvements and/or engineered fills are proposed. At this time, removal depths (within explored areas), on the order of ±1/2 to ±1 foot below the existing grade, should be anticipated. For foundation support, the building area should be undercut to at least 3 feet below pad grade, and brought back to pad grade with properly compacted fill. Alternatively, any unsuitable, near surface soils remaining after excavation to pad grade may be processed in place and the foundation system deepend into the underlying sedimentary bedrock, and foundations designed as indicated in the text of this report. The expansion potential of tested onsite soils is very low. However, the potential low expansive soils to be locally encountered, may not be precluded. In general, and based upon the available data to date, regional groundwater is not expected to be a major factor in development of the site; however, perched water may occur during construction and/or after site development, and should be anticipated. Thus, more onerous slab design is warranted for mitigation of water and vapor transmission through the foundations and slabs. The potential for perched water to occur after development should be disclosed to all homeowners. Conventional continuous footings with concrete slabs-on-grade or post-tensioned slab foundation systems may be utilized for the support of the addition. Our review and analysis of site conditions indicates that the site has a very low potential for liquefaction. Therefore, no recommendations for mitigation are deemed necessary. The seismic acceleration values and design parameters provided herein should be considered during the design and construction of the proposed development. Our evaluation indicates there are no known active faults crossing the site. Adverse geologic features that would preclude project feasibility were not encountered. The recommendations presented in this report should be incorporated into the design and construction considerations of the project. Mr. David Gaffney W.O. 4842-A-SC File:e:\wp9\4800\4842a.pge Page Two GeoSoils, Inc. The opportunity to be of service is sincerely appreciated. If you should have any questions, please do not hesitate to contact our office. Respectfully submitted GeoSoils, Inc. 1934 Certified Engineering Geologist Robert C. Engineering Geologist^ RGC/DWS/JPF/jk Distribution: (4) Addressee SavfdW.Sk Civil Engineer, RCE Mr. David Gaffney Filere :\wp9\4800\4842a. pg e W.O. 4842-A-SC Page Three GeoSoils, Inc. TABLE OF CONTENTS SCOPE OF SERVICES 1 SITE CONDITIONS/PROPOSED DEVELOPMENT 1 SITE EXPLORATION 3 SITE GEOLOGIC UNITS 3 Topsoil 3 Santiago Formation 3 FAULTING AND REGIONAL SEISMICITY 3 Faulting 3 Seismicity 4 Seismic Shaking Parameters 6 Seismic Hazards 6 GROUNDWATER 7 MASS WASTING 7 SLOPE STABILITY 8 LABORATORY TESTING 8 General 8 Classification 8 Moisture-Density Relations 8 Shear Testing 9 Expansion Potential 9 Soluble Sulfates/Corrosion 9 PRELIMINARY CONCLUSIONS AND RECOMMENDATIONS 9 General 9 EARTHWORK CONSTRUCTION RECOMMENDATIONS 11 General 11 Treatment of Existing Ground 12 Fill Placement 12 PRELIMINARY FOUNDATION RECOMMENDATIONS 13 General 13 Foundation Design 13 Preliminary Foundation Settlement 14 Foundation Construction 14 Expansion Classification - Very Low to Low (E.I. 0 to 50) 14 GeoSoils, Inc. UTILITIES 16 DRIVEWAY, FLATWORK, AND OTHER IMPROVEMENTS 16 DEVELOPMENT CRITERIA 18 Drainage 18 Erosion Control 19 Landscape Maintenance 19 Gutters and Downspouts 19 Subsurface and Surface Water 19 Site Improvements 20 Tile Flooring 20 Additional Grading 20 Footing Trench Excavation 20 Trenching/Temporary Construction Backcuts 21 Utility Trench Backfill 21 SUMMARY OF RECOMMENDATIONS REGARDING GEOTECHNICAL OBSERVATION AND TESTING 22 OTHER DESIGN PROFESSIONALS/CONSULTANTS 23 PLAN REVIEW 23 LIMITATIONS 24 FIGURES: Figure 1 - Site Location Map 2 Figure 2 - California Fault Map 5 ATTACHMENTS: Appendix A - References Rear of Text Appendix B - Hand Auger Boring Logs Rear of Text Appendix C - Laboratory Data Rear of Text Appendix D - General Earthwork and Grading Guidelines Rear of Text Plate 1 - Boring Location Map Rear of Text in Folder Mr. David Gaffney Table of Contents File:e:\wp9\4800\4842a.pge Page ji GeoSoils, Inc. PRELIMINARY GEOTECHNICAL EVALUATION 2445 TORREJON PLACE, CARLSBAD SAN DIEGO COUNTY, CALIFORNIA SCOPE OF SERVICES The scope of our services has included the following: 1. Review of the available geologic literature for the site (see Appendix A). 2. Geologic site reconnaissance, subsurface exploration with three exploratory hand auger borings (see Appendix B), sampling, and mapping. 3. General areal seismicity evaluation. 4. Appropriate laboratory testing of representative soil samples (see Appendix C). 5. Engineering and geologic analysis of data collected. 6. Preparation of this report and accompaniments. SITE CONDITIONS/PROPOSED DEVELOPMENT The site consists of a relatively flat-lying, rectangular-shaped property, located at 2445Torrejon Place, in Carlsbad, San Diego County, California (see Figure 1, Site Location Map). The property is bounded by existing residential property to the north, south, and west, and by Torrejon Place to the east. An existing two-story residential structure occupies approximately one-third of the property. It is our understanding that the existing residence was originally constructed in the early 1970's. Site drainage appears to be directed to the east into Torrejon Place via sheet flow runoff toward the street area. Vegetation consists of grass and other, typical residential landscaping. Our observations and review of available data (see Appendix A) indicates the site was previously graded as a cut lot. Based on a conversation with Mr. Martin Holtom, project architect, it is our understanding that the proposed additional construction is to consist of preparing a portion of the rear yard for the construction of a two-story residential addition that would be supported by continuous spread footings with a concrete slab-on-grade floor. It is our understanding from the Client that cut excavation, on the order of approximately 8 to 12 inches below existing grade is planned to create the desired grade. Building loads are anticipated to be typical for this type of relatively light construction. The need for import soil is unknown at this time. GeoSoils, Inc. Base Map: TOPO!® ©2003 National Geographic, USGS Encinitas (dated 1997, current 1999) and Rancho Santa Fe (dated 1996, current 1999) Quadrangles, California-San Diego County Co., 7.5-Minute. Base Map: The Thomas Guide, San Diego Co. Street Guide and Directory, 2005 Edition, by Thomas Bros. Maps, page 1147. Reproduced with permission granted by Thomas Bros. Maps. This map is copyrighted by Thomas Bros. Maps. K is unlawful to copy or reproduce all or any part thereof, whether for personal or resale, without permission. All rights Reserved LOCATION AND SCALES APPROXIMATE GeoSoils, Inc.W.O. 4842-A-SC SITE LOCATION MAP Figure 1 SITE EXPLORATION Site exploration for the purpose of this investigation was performed on June 27,2005, by a representative of this office. Near-surface soil conditions were explored with three exploratory borings, completed using a hand-auger. The location of each boring excavation is shown on the Boring Location Map (Plate 1). Each excavation was logged and representative samples were collected for laboratory testing. Logs of each excavation are presented in Appendix B. SITE GEOLOGIC UNITS Based on our review and site observations, onsite existing earth materials consist of topsoil overlying sandstone belonging to the Eocene age Santiago Formation. Topsoil Topsoil was observed to mantle the site and generally consists of gray brown, dry to slightly moist, loose, porous, silty sands. The materials encountered ranged on the order of less than a foot in thickness. Topsoil is considered potentially compressible and is not suitable for the support of settlement-sensitive improvements or engineered fill in its present condition. Therefore, mitigation in the form of removal and recompaction will be necessary. Santiago Formation Bedrock materials of the Tertiary-age Santiago Formation were encountered in our borings and appear to underlie the entire site. The formational materials consist of light yellowish brown, silty sandstone. These bedrock materials were slightly moist to moist and medium dense to dense. The upper 1/2 foot of these materials was observed to be weathered, loose, and burrowed. The weathered materials are considered potentially compressible and are not suitable for the support of settlement-sensitive improvements or engineered fill in its present condition. Therefore, mitigation in the form of removal and recompaction or the upper 6 inches of the bedrock should be scarified, brought to at least optimum moisture content, and recompacted to a minimum relative compaction of 95 percent of the laboratory standard. FAULTING AND REGIONAL SEISMICITY Faulting The site is situated in a region of active, as well as potentially-active, faults. Our review indicates that there are no known active faults crossing the site within the areas proposed Mr. David Gaffney 2445 Torrejon Place, Carlsbad File: e:\wp9\4800\4842a.pge W.0. 4842-A-SC July 29, 2005 Page 3 Inc. for development (Jennings, 1994), and the site is not within an Earthquake Fault Zone (Hart and Bryant, 1997). There are a number of faults in the southern California area that are considered active and would have an effect on the site in the form of ground shaking, should they be the source of an earthquake. These faults include, but are not limited to: the San Andreas fault; the San Jacinto fault; the Elsinore fault; the Coronado Bank fault zone; and the Newport-lnglewood - Rose Canyon fault zone. The location of these and other major faults relative to the site are located on Figure 2 (California Fault Map). The possibility of ground acceleration or shaking at the site may be considered as approximately similar to the southern California region as a whole. The following table lists the major faults and fault zones in southern California that should have a significant effect on the site should they experience significant activity. ABBREVIATED FAULT NAME Rose Canyon Newport - Inglewood (Offshore) Elsinore (Temecula) Coronado Bank Rose Canyon Elsinore (Julian) Elsinore (Temecula) Elsinore (Glen Ivy) Earthquake Valley Palos Verdes San Jacinto - Anza San Jacinto - San Jacinto Valley San Jacinto - Coyote Creek Elsinore (Coyote Mountain) Newport - Inglewood (L.A. Basin) APPROXIMATE DISTANCE MILES (KM) 6.2(10.0) 11.3(18.2) 21.1 (33.9) 24.6 (39.6) 24.7 (39.7) 39.0 (62.7) 39.6 (63.8) 41.9(67.4) 47.4 (76.3) 49.3 (79.4) 50.4(81.1) 52.4 (84.4) 52.9 (85.1) Seismicitv The acceleration-attenuation relations of Bozorgnia, Campbell, and Niazi (1999), Campbell and Bozorgnia (1997 Revised), and Boore, et at. (1997) have been incorporated into EQFAULT (Blake, 2000a). EQFAULT is a computer program developed by Thomas F. Blake which performs deterministic seismic hazard analyses using digitized California faults as earthquake sources. Mr. David Gaffney 2445 Torrejon Place, Carlsbad File: e:\wp9\4800\4842a.pge GeoSoils, Inc. W.O. 4842-A-SC July 29, 2005 Page 4 CALIFORNIA FAULT MAP Gaffiiey 1100 1000-- 900 800 -- 700 -- 600 -- 500 -- 400-- 300 -- 200 -- 100 -- 0-- -100 -400 -300 -200 -100 100 200 300 400 500 600 W.O. 4842-A-SC Figure 2 GeoSoils, Inc. The program estimates the closest distance between each fault and a given site. If a fault is found to be within a user-selected radius, the program estimates peak horizontal ground acceleration that may occur at the site from an upper bound ("maximum credible") earthquake on that fault. Site acceleration (g) is computed by one or more user-selected acceleration-attenuation relations that are contained in EQFAULT. Based on the EQFAULT program, peak horizontal ground accelerations from an upper bound event at the site may be on the order of 0.391 g to 0.664g. Seismic Shaking Parameters Based on the site conditions, Chapter 16 of the Uniform Building Code/California Building Code ([UBC/CBC], International Conference of Building Officials [ICBO], 1997 and 2001), the following seismic parameters are provided below. The Rose Canyon fault is the design earthquake fault for the subject site as it is located approximately 6.2 miles (10.0 km) northeast of the site. Seismic zone (per Figure 16-2*) Seismic Zone Factor (per Table 1 6-I*) Soil Profile Type (per Table 16-J*) Seismic Coefficient Ca (per Table 16-Q*) Seismic Coefficient Cv (per Table 16-R*) Near Source Factor Na (per Table 16-S*) Near Source Factor Nv (per Table 1 6-T*) Seismic Source Type (per Table 16-U*) Distance to Seismic Source (Elsinore [Julian]) Upper Bound Earthquake 4 0.40 SD 0.56 Na 0.64 Nv 1.0 1.0 B 6.2 mi (10.0 km) MW6.9 * Figure and table references from Chapter 16 of the UBC (ICBO, 1997). Seismic Hazards The following list includes other seismic related hazards that have been considered during our evaluation of the site. The hazards listed are considered negligible and/or completely mitigated as a result of site location, soil characteristics, and typical site development procedures: Mr, David Gaffney 2445 Torrejon Place, Carlsbad File:e:\wp9\4800\4842a.pge GeoSoils, Inc. W.O. 4842-A-SC July 29, 2005 Page 6 Liquefaction Dynamic Settlement • Surface Fault Rupture Ground Lurching or Shallow Ground Rupture Tsunami • Seiche It is important to keep in perspective that in the event of a maximum probable or credible earthquake occurring on any of the nearby major faults, strong ground shaking would occur in the subject site's general area. Potential damage to any structure(s) would likely be greatest from the vibrations and impelling force caused by the inertia of a structure's mass than from those induced by the hazards considered above. This potential would be no greater than that for other existing structures, and improvements in the immediate vicinity. GRQUNDWATER Subsurface water was not encountered within the property during field work performed in preparation of this report. Regional subsurface water is not anticipated to adversely affect site development, provided that the recommendations contained in this report are incorporated into final design and construction and that prudent surface and subsurface drainage practices are incorporated into the construction plans. These observations reflect site conditions at the time of our investigation and do not preclude future changes in local groundwater conditions from excessive irrigation, precipitation, or that were not obvious, at the time of our investigation. Seeps, springs, or other indications of a high groundwater level were not noted on the subject property during the time of our field investigation. However, seepage may occur locally (due to heavy precipitation or irrigation) in areas where fill soils overlie silty or clayey soils. Such soils may be encountered in the earth units that exist onsite. Perched groundwater conditions along fill/bedrock contacts and along zones of contrasting permeabilities should not be precluded from occurring in the future due to site irrigation, poor drainage conditions, or damaged utilities, and should be anticipated. Should perched groundwater conditions develop, this office could assess the affected area(s) and provide the appropriate recommendations to mitigate the observed groundwater conditions. MASS WASTING Our review of available data (Property I.D., 2000) indicates the site is in an area of slide- prone formations. Our review of site conditions and other published reports/maps (see Mr. David Gaffney 2445 Torrejon Place, Carlsbad File-.e:\wp9\4BOO\4842a.pge W.O. 4842-A-SC July 29, 2005 Page 7 Inc. Appendix A) indicate that landslide deposits are not present on site. Furthermore, it is our opinion the findings presented in Property I.D. (2000) are somewhat generalized for the "area." Our experience indicates that slope stability issues in these areas are more or less limited to existing fill over natural slopes located north of the site. As the site is over approximately 200 feet from any hillside slopes, and is relatively flat lying, the potential for mass wasting to affect the site is considered low. SLOPE STABILITY It is our understanding that significant slopes (i.e., greater than 5 feet in height) are not proposed as part of this additional construction. Minor slopes are considered to be relatively stable, assuming proper construction and maintenance, under normal rainfall conditions. LABORATORY TESTING General Laboratory tests were performed on representative samples of the onsite earth materials in order to evaluate their physical and engineering characteristics. The test procedures used and results obtained are presented below. Classification Soils were classified visually according to the Unified Soils Classification System (Sowers and Sowers, 1979). The soil classifications are shown on the Hand Auger Boring Logs in Appendix B. Moisture-Density Relations The maximum density and optimum moisture content were determined for the major soil type encountered in the borings. The laboratory standard used was ASTM D-1557. The moisture-density relationship obtained for this soil is shown below: SOIL TYPE Yellowish Brown, SILTY SAND BORING LOG AND DEPTH (FT) B-1 Composite MAXIMUM DRY DENSITY (PCF) 114.0 OPTIMUM MOISTURE CONTENT (%) 15.0 Mr. David Gaffney 2445 Torrejon Place, Carlsbad File: e:\wp9\4800\4842a.pge GeoSoils, Inc. W.O. 4842-A-SC July 29, 2005 Pages Shear Testing Shear testing was performed on a representative, remolded sample of site soil in general accordance with ASTM Test Method D-3080 in a direct shear machine of the strain control type. The shear test results are presented below and in Appendix D: SAMPLE LOCATION AND DEPTH (FT) B-1 Composite PRIMARY COHESION (PSF) 314 FRICTION ANGLE (DEGREES) 34 RESIDUAL COHESION (PSF) 123 FRICTION ANGLE (DEGREES) 36 Expansion Potential Expansion testing was performed on a representative sample of site soil in accordance with the UBC/CBC (ICBO, 1997 and 2001) Standard 18-2. The results of expansion testing are presented in the following table. SAMPLE LOCATION AND DEPTH (FT) B-1 Composite EXPANSION INDEX <10 EXPANSION POTENTIAL Very Low Soluble Sulfates/Corrosion A representative sample of site material was analyzed for corrosion/soluble sulfate potential. The testing included evaluation of pH, soluble sulfates, and saturated resistivity. Test results indicate that the soil presents a negligible sulfate exposure to concrete, in accordance with Table 19-A-4 of the UBC (1997 edition), and is moderately corrosive to ferrous metals based on saturated resistivity. Site soils are considered to be relatively neutral (pH = 7.0). A corrosion specialist should be consulted for the appropriate mitigation recommendations, as needed. Test results are shown in Appendix C. PRELIMINARY CONCLUSIONS AND RECOMMENDATIONS General Based on our field exploration, laboratory testing, and geotechnical engineering analysis, it is our opinion that the site appears suitable for the proposed development from a Mr. David Gaffney 2445 Torrejon Place, Carlsbad File'.e:\wp9\4800\4&42a .pge GeoSosls, Inc. W.O. 4842-A-SC July 29, 2005 Page 9 geotechnical engineering and geologic viewpoint, provided that the recommendations presented in the following sections are incorporated into the design and construction phases of site development. The primary geotechnical concerns with respect to the proposed development are: Depth to competent bearing material. • Potential for perched groundwater during and after development. • Expansion and corrosion potential of site soils. Regional seismic activity and related hazards. The recommendations presented herein consider these as well as other aspects of the site. The engineering analyses, performed, concerning site preparation and the recommendations presented herein have been completed using the information provided and obtained during our field work. In the event that any significant changes are made to proposed site development, the conclusions and recommendations contained in this report shall not be considered valid unless the changes are reviewed and the recommendations of this report verified or modified in writing by this office. Foundation design parameters are considered preliminary until the foundation design, layout, and structural loads are provided to this office for review. 1. Soil engineering, observation, and testing services should be provided during grading to aid the contractor in removing unsuitable soils and in his effort to compact the fill. 2. Geologic observations should be performed during grading to verify and/or further evaluate geologic conditions. Although unlikely, if adverse geologic structures are encountered, supplemental recommendations and earthwork may be warranted. 3. All compressible topsoil of about 1/2 to 1 foot thick and the upper ±1/2 foot of the weathered bedrock are considered unsuitable for the support of settlement- sensitive improvements and/or engineered fill in their present condition, based on current industry standards. These materials are potentially compressible in their present condition, and may be subject to adverse differential settlement. Mitigation in the form of removal and recompaction and/or processing in place will be necessary. 4. In order to provided foundation support, the building area should be undercut at least 3 feet below pad grade, to a minimum of 5 feet outside the building footprint, and brought to grade with compacted fill. Alternatively, any remaining (after cut excavation) compressible topsoils and/or weathered bedrock maybe processed in place, and the foundation system deepened into the underlying sedimentary bedrock. This will require more onerous foundations, as indicated herein. Mr. David Gaffney W.O. 4842-A-SC 2445 Torrejon Place, Carlsbad July 29, 2005 File:e:Vwp9\4800\4842a.pge Page 10 GeoSoils, Inc. 5. In general and based upon the available data to date, regional groundwater is not expected to be a major factor in development of the site. However, perched groundwater conditions along fill/bedrock contacts, and along zones of contrasting permeabilities, may not be precluded from occurring in the future due to site irrigation, poor drainage conditions, or damaged utilities, and should be anticipated. Thus, more onerous slab design for mitigation is warranted. Should perched groundwater conditions develop, this office could assess the affected area(s) and provide the appropriate recommendations to mitigate the observed groundwater conditions. The potential should be disclosed to all homeowners and any homeowners association. 6. Our laboratory test results and experience on nearby sites related to expansion potential indicate that soils with a very low Expansion Index (E.I.) generally underlie the site. However, the potential for low expansive soils to be encountered locally cannot be precluded. This should be considered during project design and construction. Preliminary foundation design and construction recommendations are provided herein for very low to low and medium expansion potential classifications. 7. On a preliminary basis, conventional and/or post-tension foundations may be utilized for the soil conditions encountered during this investigation. Preliminary conventional and post-tension foundation design and construction recommendations are provided herein for very low to low expansion potential classifications. Final foundation design and construction recommendations will be provided at the conclusion of site grading. 8. The seismicity-acceleration values provided herein should be considered during the design and construction of the proposed development. 9. General Earthwork and Grading Guidelines are provided at the end of this report as Appendix D. Specific recommendations are provided below. EARTHWORK CONSTRUCTION RECOMMENDATIONS General All grading should conform to the guidelines presented in Appendix Chapter A33 of the UBC (ICBO, 1997), the requirements of the City or County, and the Grading Guidelines presented in Appendix D, except where specifically superceded in the text of this report. Prior to grading, a GSI representative should be present at the preconstruction meeting to provide additional grading guidelines, if needed, and review the earthwork schedule. During earthwork construction, all site preparation and the general grading procedures of the contractor should be observed and the fill selectively tested by a representative(s) of Mr. David Gaffney W.O. 4842-A-SC 2445 Torrejon Place, Carlsbad July 29, 2005 File: e:\wp9\4800\4842a.pge Page 11 GeoSoils, Inc. GSI. If unusual or unexpected conditions are exposed in the field, they should be reviewed by this office and, if warranted, modified and/or additional recommendations will be offered. All applicable requirements of local and national construction and general industry safety orders, the Occupational Safety and Health Act (OSHA), and the Construction Safety Act should be met. Treatment of Existing Ground 1. All topsoil (total 1/2 to 1 foot in thickness) should be removed to bedrock materials, or may be processed in place, if the total remaining thickness of the unsuitable soil layer is less than 12 inches. Variations from these thicknesses should be anticipated. Actual depths of removals will be evaluated in the field during grading by the geotechnical engineer. 2. Building foundations may either be deepened through the processed surficial layer of former topsoils/weathered bedrock, or the pad area should be undercut to a minimum depth of 3 feet below pad grade. Undercutting should be completed for a minimum lateral distance of 5 feet outside the building footprint. 3. Subsequent to the above removals, the upper 12 inches of the bedrock should be scarified, brought to at least optimum moisture content, and recompacted to a minimum relative compaction of 95 percent of the laboratory standard. 4. Existing topsoil and removed natural ground materials may be reused as compacted fill provided that major concentrations of vegetation and miscellaneous trash and debris are removed prior to or during fill placement. 5. Localized deeper removal may not be precluded, based on conditions exposed during grading, and should be anticipated. Fill Placement 1. Subsequent to ground preparation, fill materials should be brought to at least optimum moisture content, placed in thin 6- to 8-inch lifts, and mechanically compacted to obtain a minimum relative compaction of 95 percent of the laboratory standard. 2. Fill materials should be cleansed of major vegetation and debris prior to placement. 3. Any import materials should be observed and determined suitable by the soils engineer prior to placement on the site. At least three business days of lead time should be allowed by builders or contractors for proposed import submittals. This lead time will allow for particle size analysis, specific gravity, relative compaction, expansion testing, and blended import/native characteristics as deemed necessary. Mr. David Gaffney W.O. 4842-A-SC 2445 Torrejon Place, Carlsbad July 29, 2005 File:e:\wp9\4800\4842a.pge Page 12 GeoSoils, Inc. Import material (if any) for a fill cap should be very low to low expansive (E.I. less than 50). Foundation designs may be altered if import materials have a greater expansion value than the onsite materials encountered in this investigation. PRELIMINARY FOUNDATION RECOMMENDATIONS General In the event that the information concerning the proposed development concept is not correct, or any changes in the design, location or loading conditions of the proposed structures are made, the conclusions and recommendations contained in this report shall not be considered valid unless the changes are reviewed and conclusions of this report are modified or approved in writing by this office. It is anticipated that the proposed foundation system will be founded into very low expansive compacted fill or sandstone bedrock (E.I. - Oto 20). However, the potential for low expansive soils (E.I. = 21 to 50) to be exposed at finish grade cannot entirely be precluded. The information and recommendations presented in this section are not meant to supercede design by the project structural engineer. Upon request, GSI could provide additional input/consultation regarding soil parameters, as related to foundation design. Foundation Design 1. On a preliminary basis, conventional spread and continuous footings may be used to support the proposed residential structures provided they are founded entirely into compacted fill. Footings should not simultaneously bear directly on formational material and fill soils. 2. Analyses indicate that an allowable bearing value of 2,000 pounds per square foot (psf) may be used for design of continuous footings 18 inches deep by 15 inches wide, and design of isolated pad footings 24 inches square and 24 inches deep. This value may be increased by 20 percent for each additional 12 inches in depth, to a maximum of 3,000 psf. The bearing value may be increased by one-third for seismic or other temporary loads. Footing embedment should be measured from the lowest adjacent grade. All footings should be supported by properly compacted fill. 3. For lateral sliding resistance, a 0.35 coefficient of friction may be utilized for a concrete to soil contact when multiplied by the dead load. 4. Passive earth pressure may be computed as an equivalent fluid having a density of 300 pounds per cubic foot (pcf) with a maximum earth pressure of 3,000 psf. Mr. David Gaffney W.O. 4842-A-SC 2445 Torrejon Place, Carlsbad July 29, 2005 File: e:\wp9\4800\4842a-pge Page 13 GeoSoils, Inc. 5. When combining passive pressure and frictional resistance, the passive pressure component should be reduced by one-third. 6. Footings should maintain a horizontal distance or setback between any adjacent slope face and the bottom outer edge of the footing. The horizontal distance may be calculated by using h/3. The horizontal setback should not be less than 7 feet, nor need not be greater than 40 feet (per code). The setback may be maintained by simply deepening the footings. Flatwork, utilities or other improvements within a zone of h/3 from the top of slope may be subject to lateral distortion. Footings, flatwork, and utilities setbacks should be constructed in accordance with distances indicated in this section, and/or the approved plans. Preliminary Foundation Settlement Foundation systems should be preliminarily designed to accommodate a total settlement of 11/2 inches and a differential settlement of at least % inch in a 40-foot span. When deepened footings are used, a differential settlement of 1/4 inch should be applied across the transition from floor slabs supported on reprocessed soil to footings bearing on bedrock. Foundation Construction The following preliminary foundation construction recommendations are presented as a minimum criteria from a soils engineering standpoint. The onsite soil expansion potential is generally very low to low (E.I. 0 to 20). However the potential for low expansive soils (E.I. 21 to 50) to be exposed at finish grade cannot entirely be precluded. Preliminary recommendations for very low to low expansive soil conditions (E.I. 0 to 50) are presented herein. Recommendations by the project's design-structural engineer or architect, which may exceed the soils engineer's recommendations, should take precedence overthe following minimum requirements. Final foundation design will be provided based on the expansion potential of the near surface soils encountered during grading, Expansion Cfassification - Very Low to Low (E.l. 0 to 50) 1. Exterior footings, supported by a compacted fill cap, should be founded at a minimum depth of 12 inches below the lowest adjacent ground surface for one- story floor loads and 18 inches below the lowest adjacent ground surface for two- story floor loads. Footings penetrating surficial reprocessed material and embedded into the underlying sedimentary bedrock should be at least 24 inches in depth, or embedded at least 12 inches into the underlying bedrock, whichever is greater. Isolated exterior footings should be founded at a minimum depth of Mr. David Gaffney W.O. 4842-A-SC 2445 Torrejon Place, Carlsbad July 29, 2005 File: e:\wp9\4800\4842a.pge Page 14 GeoSoils, Inc. 24 inches below the lowest adjacent ground surface into properly compacted fill, or bedrock. Footings for one-story floor loads should have a minimum width of 12 inches, and footings for two-story floor loads should have a minimum width of 15 inches. All footings should have one No. 4 reinforcing bar placed at the top and one No. 4 reinforcing bar placed at the bottom of the footing. 2. A grade beam, reinforced as above, and at least 12 inches square, should be provided across the garage entrances. The base of the reinforced grade beam should be at the same elevation as the adjoining footings. 3. Concrete slabs in residential and garage areas should be a minimum of 5 inches thick, and underlain with a vapor barrier consisting of a minimum of 15-mil, polyvinyl-chloride membrane, with all laps sealed, per the UBC. This membrane should be covered with a minimum of 2 inches of sand to aid in uniform curing of the concrete. Pea gravel, totaling 4 inches in thickness, should be placed directly on grade and below the membrane. All slabs should be sealed with a suitable slab sealant. Concrete should have a maximum water-cement ratio of 0.45, and a minimum compressive strength of 4,500 psi. 4. Concrete slabs, including garage slabs, should be minimally reinforced with No. 3 reinforcement bars placed on 18-inch centers, in two horizontally perpendicular directions (i.e., long axis and short axis). All slab reinforcement should be supported to ensure proper mid-slab height positioning during placement of the concrete. "Hooking" of reinforcement is not an acceptable method of positioning. 5. Garage slabs should be poured separately from the residence footings and be quartered with expansion joints or saw cuts. A positive separation from the footings should be maintained with expansion joint material to permit relative movement. 6. Presaturation is not necessary for these soil conditions. However, the moisture content of the subgrade soils should be equal to or greater than optimum moisture to a depth of 12 inches below the adjacent ground grade in the slab areas. 7. Soils generated from footing excavations to be used onsite should be compacted to a minimum relative compaction 95 percent of the laboratory standard, whether it is to be placed inside the foundation perimeter or in the yard/right-of-way areas. This material must not alter positive drainage patterns that direct drainage away from the structural areas and toward the street. Mr. David Gaffney W.O. 4842-A-SC 2445 Torrejon Place, Carlsbad July 29, 2005 File: e:\wp9\4800\4842a.pge Page 15 GeoSoils, Inc. 8. Foundations near the top of slope should be deepened to conform to the latest edition of the UBC (ICBO, 1997) and provide a minimum 7-foot horizontal distance from the slope face. Rigid block wall designs located along the top of slope should be reviewed by a soils engineer. 9. Post-tension slab foundations may also be utilized. Recommendations for post- tension foundation design can be provided upon request. UTILITIES Utilities should be enclosed within a closed utilidor (vault) or designed with flexible connections to accommodate differential settlement and expansive or corrosive soil conditions. Due to the potential for differential settlement, air conditioning (A/C) units should be supported by slabs that are incorporated into the building foundation or constructed on a rigid slab with flexible couplings for plumbing and electrical lines. A/C waste waterlines should be drained to a suitable outlet. DRIVEWAY. FLATWORK. AND OTHER IMPROVEMENTS The soil materials on site may be expansive. The effects of expansive soils are cumulative, and typically occur over the lifetime of any improvements. On relatively level areas, when the soils are allowed to dry, the dessication and swelling process tends to cause heaving and distress to flatwork and other improvements. The resulting potential for distress to improvements may be reduced, but not totally eliminated. To that end, it is recommended that the developer should notify any homeowners or homeowners association of this long-term potential for distress. To reduce the likelihood of distress, the following recommendations are presented for all exterior flatwork: 1. The subgrade area for concrete slabs should be compacted to achieve a minimum 90 percent relative compaction, and then be presoaked to 2 to 3 percentage points above (or 125 percent of) the soils' optimum moisture content, to a depth of 18 inches below subgrade elevation. If very low expansive soils are present, only optimum moisture content, or greater, is required and specific presoaking is not warranted. The moisture content of the subgrade should be proof tested within 72 hours prior to pouring concrete. 2. Concrete slabs should be cast over a non-yielding surface, consisting of a 4-inch layer of crushed rock, gravel, or clean sand, that should be compacted and level prior to pouring concrete. If very low expansive soils are present, the rock or gravel or sand may be deleted. The layer or subgrade should be wet-down completely prior to pouring concrete, to minimize loss of concrete moisture to the surrounding earth materials. Mr. David Gaffney W.O. 4842-A-SC 2445 Torrejon Place, Carlsbad July 29, 2005 File: e:\wp9\4800\4842a.pge Page 16 GeoSoils, Inc. 3. Exterior slabs should be a minimum of 4 inches thick. Driveway slabs and approaches should additionally have a thickened edge (12 inches) adjacent to all landscape areas, to help impede infiltration of landscape water under the slab. 4. The use of transverse and longitudinal control joints are recommended to help control slab cracking due to concrete shrinkage or expansion. Two ways to mitigate such cracking are: a) add a sufficient amount of reinforcing steel, increasing tensile strength of the slab; and, b) provide an adequate amount of control and/or expansion joints to accommodate anticipated concrete shrinkage and expansion. In order to reduce the potential for unsightly cracks, slabs should be reinforced at mid-height with a minimum of No. 3 bars placed at 18 inches on center, in each direction. If subgrade soils within the top 7 feet from finish grade are very low expansive soils (i.e., E.I. <20), then 6x6-W1.4xW1.4 welded-wire mesh may be substituted for the rebar, provided the reinforcement is placed on chairs, at slab mid-height. The exterior slabs should be scored or saw cut, 1/2 to % inches deep, often enough so that no section is greater than 10 feet by 10 feet. For sidewalks or narrow slabs, control joints should be provided at intervals of every 6 feet. The slabs should be separated from the foundations and sidewalks with expansion joint filler material. 5. No traffic should be allowed upon the newly poured concrete slabs until they have been properly cured to within 75 percent of design strength. Concrete compression strength should be a minimum of 2,500 psi. 6. Driveways, sidewalks, and patio slabs adjacent to the house should be separated from the house with thick expansion joint filler material. In areas directly adjacent to a continuous source of moisture (i.e., irrigation, planters, etc.), all joints should be additionally sealed with flexible mastic. 7. Planters and walls should not be tied to the house. 8. Overhang structures should be supported on the slabs, or structurally designed with continuous footings tied in at least two directions. If very low expansion soils are present, footings need only be tied in one direction. 9. Any masonry landscape walls that are to be constructed throughout the property should be grouted and articulated in segments no more than 20 feet long. These segments should be keyed or doweled together. 10. Utilities should be enclosed within a closed utilidor (vault) or designed with flexible connections to accommodate differential settlement and expansive soil conditions. Mr. David Gaffney W.O. 4842-A-SC 2445 Torrejon Place, Carlsbad July 29, 2005 File:e:\wp9\4800\4842a.pge Page 17 GeoSoils, Inc. 11. Positive site drainage should be maintained at all times. Finish grade on the lots should provide a minimum of 1 to 2 percent fall to the street, as indicated herein. It should be kept in mind that drainage reversals could occur, including post-construction settlement, if relatively flat yard drainage gradients are not periodically maintained by the homeowner or homeowners association. 12. Air conditioning (A/C) units should be supported by slabs that are incorporated into the building foundation or constructed on a rigid slab with flexible couplings for plumbing and electrical lines. A/C waste water lines should be drained to a suitable non-erosive outlet. 13. Shrinkage cracks could become excessive if proper finishing and curing practices are not followed. Finishing and curing practices should be performed per the Portland Cement Association Guidelines. Mix design should incorporate rate of curing for climate and time of year, sulfate content of soils, corrosion potential of soils, and fertilizers used on site. DEVELOPMENT CRITERIA Drainage Adequate lot surface drainage is a very important factor in reducing the likelihood of adverse performance of foundations, hardscape, and slopes. Surface drainage should be sufficientto prevent ponding of water anywhere on a lot, and especially near structures and tops of slopes. Lot surface drainage should be carefully taken into consideration during fine grading, landscaping, and building construction. Therefore, care should be taken that future landscaping or construction activities do not create adverse drainage conditions. Positive site drainage within lots and common areas should be provided and maintained at all times. Drainage should not flow uncontrolled down any descending slope. Water should be directed away from foundations and not allowed to pond and/or seep into the ground. In general, the area within 5 feet around a structure should slope away from the structure. We recommend that unpaved lawn and landscape areas have a minimum gradient of 1 percent sloping away from structures, and whenever possible, should be above adjacent paved areas. Consideration should be given to avoiding construction of planters adjacent to structures (buildings, pools, spas, etc.). Pad drainage should be directed toward the street or other approved area(s). Although not a geotechnical requirement, roof gutters, down spouts, or other appropriate means may be utilized to control roof drainage. Down spouts, or drainage devices should outlet a minimum of 5 feet from structures or into a subsurface drainage system. Areas of seepage may develop due to irrigation or heavy rainfall, and should be anticipated. Minimizing irrigation will lessen this potential. If areas of seepage develop, recommendations for minimizing this effect could be provided upon request. Mr. David Gafffney W.O. 4842-A-SC 2445 Torrejon Place, Carlsbad July 29, 2005 File: e:\wp9\4800\4842a.pge Page 18 GeoSoils, Inc. Erosion Control Cut and fill slopes will be subject to surficial erosion during and after grading. Onsite earth materials have a moderate to high erosion potential. Consideration should be given to providing hay bales and silt fences for the temporary control of surface water, from a geotechnical viewpoint. Landscape Maintenance Only the amount of irrigation necessary to sustain plant life should be provided. Over-watering the landscape areas will adversely affect proposed site improvements. We would recommend that any proposed open-bottom planters adjacent to proposed structures be eliminated for a minimum distance of 10 feet. As an alternative, closed-bottom type planters could be utilized. An outlet placed in the bottom of the planter, could be installed to direct drainage away from structures or any exterior concrete flatwork. If planters are constructed adjacent to structures, the sides and bottom of the planter should be provided with a moisture barrierto prevent penetration of irrigation water into the subgrade. Provisions should be made to drain the excess irrigation water from the planters without saturating the subgrade below or adjacent to the planters. Graded slope areas should be planted with drought resistant vegetation. Consideration should be given to the type of vegetation chosen and their potential effect upon surface improvements (i.e., some trees will have an effect on concrete flatwork with their extensive root systems). From a geotechnical standpoint leaching is not recommended for establishing landscaping. If the surface soils are processed for the purpose of adding amendments, they should be recompacted to 90 percent minimum relative compaction. Gutters and Downspouts As previously discussed in the drainage section, the installation of gutters and downspouts should be considered to collect roof water that may otherwise infiltrate the soils adjacent to the structures. If utilized, the downspouts should be drained into PVC collector pipes or other non-erosive devices (e.g., paved swales or ditches; below grade, solid tight-lined PVC pipes; etc.), that will carry the water away from the house, to an appropriate outlet, in accordance with the recommendations of the design civil engineer. Downspouts and gutters are not a requirement; however, from a geotechnical viewpoint, provided that positive drainage is incorporated into project design (as discussed previously). Subsurface and Surface Water Subsurface and surface water are not anticipated to affect site development, provided that the recommendations contained in this report are incorporated into final design and construction and that prudent surface and subsurface drainage practices are incorporated into the construction plans. Perched groundwater conditions along zones of contrasting permeabilities may not be precluded from occurring in the future due to site irrigation, poor Mr. David Gaffney W.O. 4842-A-SC 2445 Torrejon Place, Carlsbad July 29, 2005 File:e:\wp9\4800\4842a.pge Page 19 GeoSoils, Inc. drainage conditions, or damaged utilities, and should be anticipated. Should perched groundwater conditions develop, this office could assess the affected area(s) and provide the appropriate recommendations to mitigate the observed groundwater conditions. Groundwater conditions may change with the introduction of irrigation, rainfall, or other factors. Site Improvements If in the future, any additional improvements (e.g., pools, spas, etc.) are planned for the site, recommendations concerning the geological or geotechnical aspects of design and construction of said improvements could be provided upon request. Pools and/or spas should not be constructed without specific design and construction recommendations from GSI, and this construction recommendation should be provided to the homeowners, any homeowners association, and/or other interested parties. This office should be notified in advance of any fill placement, grading of the site, or trench backfilling after rough grading has been completed. This includes any grading, utility trench and retaining wall backfills, flatwork, etc. THe Flooring Tile flooring can crack, reflecting cracks in the concrete slab below the tile, although small cracks in a conventional slab may not be significant. Therefore, the designer should consider additional steel reinforcement for concrete slabs-on-grade where tile will be placed. The tile installer should consider installation methods that reduce possible cracking of the tile such as slipsheets. Slipsheets or a vinyl crack isolation membrane (approved by the Tile Council of America/Ceramic Tile Institute) are recommended between tile and concrete slabs on grade. Additional Grading This office should be notified in advance of any fill placement, supplemental regrading of the site, or trench backfilling after rough grading has been completed. This includes completion of grading in the street, driveway approaches, driveways, parking areas, and utility trench and retaining wall backfills. Footing Trench Excavation All footing excavations should be observed by a representative of this firm subsequent to trenching and prior to concrete form and reinforcement placement. The purpose of the observations is to evaluate that the excavations have been made into the recommended bearing material and to the minimum widths and depths recommended for construction. If loose or compressible materials are exposed within the footing excavation, a deeper footing or removal and recompaction of the subgrade materials would be recommended at that time. Footing trench spoil and any excess soils generated from utility trench Mr. David Gaffney 2445 Torrejon Place, Carlsbad File: e:\wp9\4800\4842a.pge W.O. 4842-A-SC July 29, 2005 Page 20 Inc. excavations should be compacted to a minimum relative compaction of 90 percent, if not removed from the site. Trenching/Temporary Construction Backcuts Considering the nature of the onsite earth materials, it should be anticipated that caving or sloughing could be a factor in subsurface excavations and trenching. Shoring or excavating the trench walls/backcuts at the angle of repose (typically 25 to 45 degrees [except as specifically superceded within the text of this report]), should be anticipated. All excavations should be observed by an engineering geologist or soil engineer from GSI, prior to workers entering the excavation or trench, and minimally conform to CAL-OSHA, state, and local safety codes. Should adverse conditions exist, appropriate recommendations would be offered at that time. The above recommendations should be provided to any contractors and/or subcontractors, or homeowners, etc., that may perform such work. Utility Trench Backfill 1. All interior utility trench backfill should be brought to at least 2 percent above optimum moisture content and then compacted to obtain a minimum relative compaction of 90 percent of the laboratory standard. As an alternative for shallow (12-inch to 18-inch) under-slab trenches, sand having a sand equivalent value of 30 or greater may be utilized and jetted or flooded into place. Observation, probing and testing should be provided to evaluate the desired results. 2. Exterior trenches adjacent to, and within areas extending below a 1:1 plane projected from the outside bottom edge of the footing, and all trenches beneath hardscape features and in slopes, should be compacted to at least 90 percent of the laboratory standard. Sand backfill, unless excavated from the trench, should not be used in these backfill areas. Compaction testing and observations, along with probing, should be accomplished to evaluate the desired results. 3. All trench excavations should conform to CAL-OSHA, state, and local safety codes. 4. Utilities crossing grade beams, perimeter beams, or footings should either pass below the footing or grade beam utilizing a hardened collar or foam spacer, or pass through the footing or grade beam in accordance with the recommendations of the structural engineer. Mr. David Gaffney W.O. 4842-A-SC 2445 Torrejon Place, Carlsbad July 29, 2005 File: e:\wp9\4800\4842a.pge Page 21 GeoSoils, Inc. SUMMARY OF RECOMMENDATIONS REGARDING GEOTECHNICAL OBSERVATION AND TESTING We recommend that observation and/or testing be performed by GSI at each of the following construction stages: • During grading/recertification. During excavation. During placement of subdrains, toe drains, or other subdrainage devices, prior to placing fill and/or backfill. After excavation of building footings, retaining wall footings, and free standing walls footings, prior to the placement of reinforcing steel or concrete. Prior to pouring any slabs or flatwork, after presoaking/presaturation of building pads and other flatwork subgrade, before the placement of concrete, reinforcing steel, capillary break (i.e., sand, pea-gravel, etc.), or vapor barriers (i.e., visqueen, etc.). During retaining wall subdrain installation, prior to backfill placement. During placement of backfill for area drain, interior plumbing, utility line trenches, and retaining wall backfill. During slope construction/repair. • When any unusual soil conditions are encountered during any construction operations, subsequent to the issuance of this report. • When any developer or homeowner improvements, such as flatwork, spas, pools, walls, etc., are constructed, prior to construction. GSI Should review and approve such plans prior to construction. A report of geotechnical observation and testing should be provided at the conclusion of each of the above stages, in order to provide concise and clear documentation of site work, and/or to comply with code requirements. • GSI should review project sales documents to homeowners/homeowners associations for geotechnical aspects, including irrigation practices, the conditions outlined above, etc., prior to any sales. At that stage, GSI will provide homeowners maintenance guidelines which should be incorporated into such documents. Mr. David Gaffney W.O. 4842-A-SC 2445 Torrejon Place, Carlsbad July 29, 2005 File:e:\wp9\4800\4842a.pge Page 22 GeoSoils, Inc. OTHER DESIGN PROFESSIONALS/CONSULTANTS The design civil engineer, structural engineer, post-tension designer, architect, landscape architect, wall designer, etc., should review the recommendations provided herein, incorporate those recommendations into all their respective plans, and by explicit reference, make this report part of their project plans. This report presents minimum design criteria for the design of slabs, foundations and other elements possibly applicable to the project. These criteria should not be considered as substitutes for actual designs by the structural engineer/designer. Please note that the recommendations contained herein are not intended to preclude the transmission of water or vapor through the slab or foundation. The structural engineer/foundation and/or slab designer should provide recommendations to not allow water or vapor to enter into the structure so as to cause damage to another building component, or so as to limit the installation of the type of flooring materials typically used for the particular application. The structural engineer/designer should analyze actual soil-structure interaction and consider, as needed, bearing, expansive soil influence, and strength, stiffness and deflections in the various slab, foundation, and other elements in order to develop appropriate, design-specific details. As conditions dictate, it is possible that other influences will also have to be considered. The structural engineer/designer should consider all applicable codes and authoritative sources where needed. If analyses by the structural engineer/designer result in less critical details than are provided herein as minimums, the minimums presented herein should be adopted. It is considered likely that some, more restrictive details will be required. If the structural engineer/designer has any questions or requires further assistance, they should not hesitate to call or otherwise transmit their requests to GSI. In order to mitigate potential distress, the foundation and/or improvement's designer should confirm to GSI and the governing agency, in writing, that the proposed foundations and/or improvements can tolerate the amount of differential settlement and/or expansion characteristics and other design criteria specified herein. PLAN REVIEW Final project plans (grading, precise grading, foundation, retaining wall, landscaping, etc.), should be reviewed by this office prior to construction, so that construction is in accordance with the conclusions and recommendations of this report. Based on our review, supplemental recommendations and/or further geotechnical studies may be warranted. Mr. David Gaffney W.O. 4842-A-SC 2445 Torrejon Place, Carlsbad July 29, 2005 File:e:\wp9\4800\4642a.pge Page 23 GeoSoils, Inc. LIMITATIONS The materials encountered on the project site and utilized for our analysis are believed representative of the area; however, soil and bedrock materials vary in character between excavations and natural outcrops or conditions exposed during mass grading. Site conditions may vary due to seasonal changes or other factors. Inasmuch as our study is based upon our review and engineering analyses and laboratory data, the conclusions and recommendations are professional opinions. These opinions have been derived in accordance with current standards of practice, and no warranty, either express or implied, is given. Standards of practice are subject to change with time. GSI assumes no responsibility or liability for work or testing performed by others, or their inaction; or work performed when GSI is not requested to be onsite, to evaluate if our recommendations have been properly implemented. Use of this report constitutes an agreement and consent by the user to all the limitations outlined above, notwithstanding any other agreements that may be in place. In addition, this report may be subject to review by the controlling authorities. Thus, this report brings to completion our scope of services for this portion of the project. All samples will be disposed of after 30 days, unless specifically requested by the client, in writing. Mr. David Gaffney W.O. 4842-A-SC 2445 Torrejon Place, Carlsbad July 29, 2005 File:e:\wp9\4800\4842a.pge Page 24 GeoSotls, Inc. APPENDIX A REFERENCES APPENDIX A REFERENCES Benton Engineering, Inc., 1970, Project no. 69-10-250, Final report on compacted filled ground, Lots 207 to 237, inclusive, Lots 239,342,246 to 248 inclusive, Lots 250 and 251, and 255 to 257, inclusive, La Costa South Unit No. 3, San Diego County, California, January 16. Blake, Thomas F., 2000a, EQFAULT, A computer program for the estimation of peak horizontal acceleration from 3-D fault sources; Windows 95/98 version. , 2000b, EQSEARCH, A computer program for the estimation of peak horizontal acceleration from California historical earthquake catalogs; Updated to December, 2002, Windows 95/98 version. , 2000c, FRISKSP, A computer program for the probabilistic estimation of peak acceleration and uniform hazard spectra using 3-D faults as earthquake sources; Windows 95/98 version. Boore, D.M., Joyner, W.B., and Fumal, T.E., 1997, Equations for estimating horizontal response spectra and peak acceleration from western North American earthquakes: A summary of recent work, jn Seismological Research Letters, v. 68, No.1, pp. 128-153. Bozorgnia, Y., Campbell K.W., and Niazi, M., 1999, Vertical ground motion: Characteristics, relationship with horizontal component, and building-code implications; Proceedings of the SMIP99 seminar on utilization of strong-motion data, September 15, Oakland, pp. 23-49. California Department of Conservation, Division of Mines and Geology, 1995, Landslide hazards in the northern part of the san Diego metropolitan area, San Diego County, California, landslide hazard identification map No. 35., DMG Open File Report 95-04. Campbell, K.W. and Bozorgnia, Y., 1997, Attenuation relations for hard rock conditions; jn EQFAULT, A computer program for the estimation of peak horizontal acceleration from 3-D fault sources; Windows 95/98 version, Blake, 2000a. Campbell, K.W., 1997, Empirical near-source attenuation relationships for horizontal and vertical components of peak ground acceleration, peak ground velocity, and pseudo-absolute acceleration response spectra, Seismological Research Letters, vol.68, No. 1,pp. 154-179. GeoSoils, Inc. Eisenberg, 1983, Pleistocene and eocene geology of the Encinitas and Rancho Santa Fe quadrangles, Plate 3, in Abbott, P.L ed., On the manner of deposition of Eocene strata in Northern San Diego County, San Diego Association of Geologists Guidebook, dated April 13,1985. Hart, E.W. and Bryant, W.A., 1997, Fault-rupture hazard zones in California, Alquist-Priolo earthquake fault zoning act with index to earthquake fault zones maps; California Division of Mines and Geology Special Publication 42, with Supplements 1 and 2,1999. International Conference of Building Officials, 2001, California building code, California code of regulations title 24, part 2, volume 1 and 2. , 1997, Uniform building code: Whittier, California, vol. 1, 2, and 3. Jennings, C.W., 1994, Fault activity map of California and adjacent areas: California Division of Mines and Geology, Map sheet no. 6, Scale 1:750,000. Property I.D., 2000, Landslide inventory reportfor 2445 Torrejon Place, Carlsbad, California 92009. Sowers and Sowers, 1979, Unified soil classification system (After U. S. Waterways Experiment Station and ASTM 02487-667) in Introductory soil mechanics, New York. Tan, S.S., and Kennedy, Michael P., 1996, Geologic maps of the northwestern part of San Diego County, California: California Division of Mines and Geology, Open File Report 96-02. Mr. David Gaffney Appendix A File:e:\wp9\4800\4842a.pge Page 2 GeoSoils, Inc. APPENDIX B HAND AUGER BORING LOGS UNIFIED SOIL CLASSIFICATION SYSTEM Major Divisions Coarse-G rained SoilsMore than 50% retained on No. 200 sieves200 sieve0 o«z TJ o, £ £.£ «* IS>- (D O CL 0 01 S ou_ E o^om Q) _ m ° 1 ?•5- - 'a .52 SS 5 * ° 5 fill> c H— 1 o e ° 3S1 1-10 ° 1 11E 0 * •-o c <°O ,_ > « 12c n) in c * £ " 0 £«BS* ^7 °oU :£ tn ,0 m to to |§1 |£| " " I*E in «••! B O .E J5 ? 2 0 10 n-^S ~. o (O tn ^&«s"is^B£ M 3 *W .CTS*^ i cn to 2o» Highly Organic Soils Group Symbols GW GP GM GC SW SP SM SC ML CL OL MH CH OH PT Typical Names Well-graded gravels and gravel- sand mixtures, little or no fines Poorly graded gravels and gravel-sand mixtures, little or no fines S Ity gravels gravel-sand-silt mixtures Clayey gravels, gravel-sand-clay mixtures Well-graded sands and gravelly sands, little or no fines Poorly graded sands and gravelly sands, little or no fines Silty sands, sand-silt mixtures Clayey sands, sand-clay mixtures Inorganic silts, very fine sands, rock flour, silly or clayey fine sands Inorganic clays of low to medium plasticity, gravelly clays, sandy clays, silty clays, lean clays Organic silts and organic silty clays of low plasticity Inorganic silts, micaceous or diatomaceous fine sands or silts, elastic silts Inorganic clays of high plasticity, fat clays Organic clays of medium to high plasticity Peat, mucic, and other highly organic soils CONSISTENCY OR RELATIVE DENSITY CRITERIA Standard Penetration Test Penetratio Resistance (blows/ft) 0-4 4-10 10-30 30-50 > 50 1 N Relative Density Very loose Loose Medium Dense Very dense Standard Penetration Test Penetration Resistance N (bfows/ft) <2 2-4 4-8 8-15 15-30 >30 Unconfined Compressive Strength Consistency (tons/ft5) Very Soft <0.25 Soft 0.25 - .050 Medium 0.50 - 1 .00 Stiff 1.00-2.00 Very Stiff 2.00 - 4.00 Hard >4.00 3" 3/4" #4 #10 #40 #200 U.S. Standard Sieve Unified Soil n«KHi« Classification Gravel Sand coarse fine coarse medium MOISTURE CONDITIONS MATERIAL QUANTITY Silt or Ciav fine OTHER SYMBOLS Dry Absence of moisture: dusty, dry to the touch trace 0-5% C Core Sample Slightly Moist Below optimum moisture content for compaction few 5 - 1 0 % S SPT Sample Moist Near optimum moisture content little 10-25% B Bulk Sample Very Moist Above optimum moisture content some 25 - 45 % T Groundwater Wet Visible free water; below water table Qp Pocket Penetrometer BASIC LOG FORMAT: Group name, Group symbol, (grain size), color, moisture, consistency or relative density. Additional comments: odor, presence of roots, mica, gypsum, coarse grained particles, etc. EXAMPLE: Sand (SP), fine to medium grained, brown, moist, loose, trace silt, little fine gravel, few cobbles up to 4" in size, some hair roots and rootlets. File:Mgr: c;\SoilClassif.wpd PLATE B-1 o CO CD cd o t ^ w SS£ (D C K =>CO -3OQ_ Si0- in eg (3Z ccom cco5cco Q-2 U.O O O Z DESCRIPTIO&&Q t c- gSll— J in "•— p*yg UJ DC B —I— .«(O Sios ^xa H -r |gi£ SQ GROUPSYMBOL iX• -p ^ n .. *&£o a ii0 Z m •o0)5oi^ 3 JD b" (OO_g. "to'oE>, JZ?*^U) "too frT3 cf O ^>.cd OJ Q": SILTY SANTOPSOILfew roots.2 CO T— o >.•t— i ^_D) "w c" O ^ Q•z.< CO «s_ ^CO FORMATION:sive.§1< b j- b" Z ^< s(/) -o Q E UJ .5DC T3 WEATHEImoist, meS CO ^^T >.+-• -C D) "(O_ C£ O ^.cen S ^"o>. UJ "Z.o SILTY SANDSTnse; massive... CD Z TJg o 0 FORMATdium denseSANTIAGmoist, me2 CO CO ^i counteredL-LU D)c th = 3'd water/Cavil6-27-2005D. C TJS Si«O:Bo ° to\- -z. m CO CD CO CD UJ APPENDIX C LABORATORY DATA 07/26/2005 12:16 9096263316 M. J. Schiff & Associates, Inc. MJ SCHIFF AND ASSOC PAGE 81 Consulting Cmrosian Engineers - Since 1959 431 W. Baseline Road Claremont, CA 9/777 Phone: (909) 626-0967Fax: (909) 626-33W E-mail lab($mjschiff.com website: mjscMfflcom Table 1 - Laboratory Tests on Soil Samples GeaSftifs, Inc. Gaffney Your$4842-A-SCt MJS&A W5-09361SD 5~Jut-05 Sample ID Composite E7MmKKlTOmHmi*^WMW Resistivity as-received saturated pH Electrical Conductivity Chemical Analyses Cations calcium Ca2T magnesium Mg2* sodium Na1+ Aiuons carbonate CO32" bicarbonate HCOj ' chloride Cl1' sulfate SO*2" Other Tests ammonium NH*1* nitrate NOj1" sulfide S2' Redox Units ohm-cm ohm-cm. mS/cm me/kg mg/kg mg/kg mg/kg '" mg/kg mg/kg mg/kg mg/kg mg/kg qua! mV 5,300 2,200 7.0 0.08 16 19 11 NO 92 20 40 na na na na Electrical conductivity in miUisicmens/cm and chemical analysis were made on a 1:5 soil-to-water extract mg/kg =• milligrams per kilogram (parts per million) of dry aoil. Redox = oxidation-reduction potential in millivolts ND = not detected na = not analyzed Page I of 1 W.O. 4842-A-SC Plate C-1 APPENDIX D GENERAL EARTHWORK AND GRADING GUIDELINES GENERAL EARTHWORK AND GRADING GUIDELINES General These guidelines present general procedures and requirements for earthwork and grading as shown on the approved grading plans, including preparation of areas to filled, placement of fill, installation of subdrains and excavations. The recommendations contained in the geotechnical report are part of the earthwork and grading guidelines and would supercede the provisions contained hereafter in the case of conflict. Evaluations performed by the consultant during the course of grading may result in new recommendations which could supercede these guidelines or the recommendations contained in the geotechnical report. The contractor is responsible for the satisfactory completion of alf earthwork in accordance with provisions of the project plans and specifications. The project soil engineer and engineering geologist (geotechnical consultant) or their representatives should provide observation and testing services, and geotechnical consultation during the duration of the project. EARTHWORK OBSERVATIONS AND TESTING Geotechnical Consultant Prior to the commencement of grading, a qualified geotechnical consultant (soil engineer and engineering geologist) should be employed for the purpose of observing earthwork procedures and testing the fills for conformance with the recommendations of the geotechnical report, the approved grading plans, and applicable grading codes and ordinances. The geotechnical consultant should provide testing and observation so that determination may be made that the work is being accomplished as specified. It is the responsibility of the contractor to assist the consultants and keep them apprised of anticipated work schedules and changes, so that they may schedule their personnel accordingly. All clean-outs, prepared ground to receive fill, key excavations, and subdrains should be observed and documented by the project engineering geologist and/or soil engineer prior to placing and fill. It is the contractors's responsibility to notify the engineering geologist and soil engineer when such areas are ready for observation. Laboratory and Field Tests Maximum dry density tests to determine the degree of compaction should be performed in accordance with American Standard Testing Materials test method ASTM designation D-1557-78. Random field compaction tests should be performed in accordance with test method ASTM designation D-1556-82, D-2937 or D-2922 and D-3017, at intervals of approximately 2 feet of fill height or every 100 cubic yards of fill placed. These criteria GeoSoils, Inc. would vary depending on the soil conditions and the size of the project. The location and frequency of testing would be at the discretion of the geotechnical consultant. Contractor's Responsibility All clearing, site preparation, and earthwork performed on the project should be conducted by the contractor, with observation by geotechnical consultants and staged approval by the governing agencies, as applicable. It is the contractor's responsibility to prepare the ground surface to receive the fill, to the satisfaction of the soil engineer, and to place, spread, moisture condition, mix and compact the fill in accordance with the recommendations of the soil engineer. The contractor should also remove all major non-earth material considered unsatisfactory by the soil engineer. It is the sole responsibility of the contractor to provide adequate equipment and methods to accomplish the earthwork in accordance with applicable grading guidelines, codes or agency ordinances, and approved grading plans. Sufficient watering apparatus and compaction equipment should be provided by the contractor with due consideration for the fill material, rate of placement, and climatic conditions. If, in the opinion of the geotechnical consultant, unsatisfactory conditions such as questionable weather, excessive oversized rock, or deleterious material, insufficient support equipment, etc., are resulting in a quality of work that is not acceptable, the consultant will inform the contractor, and the contractor is expected to rectify the conditions, and if necessary, stop work until conditions are satisfactory. During construction, the contractor shall properly grade all surfaces to maintain good drainage and prevent ponding of water. The contractor shall take remedial measures to control surface water and to prevent erosion of graded areas until such time as permanent drainage and erosion control measures have been installed. SITE PREPARATION All major vegetation, including brush, trees, thick grasses, organic debris, and other deleterious material should be removed and disposed of off-site. These removals must be concluded prior to placing fill. Existing fill, soil, alluvium, colluvium, or rock materials determined by the soil engineer or engineering geologist as being unsuitable in-place should be removed prior to fill placement. Depending upon the soil conditions, these materials may be reused as compacted fills. Any materials incorporated as part of the compacted fills should be approved by the soil engineer. Any underground structures such as cesspools, cisterns, mining shafts, tunnels, septic tanks, wells, pipelines, or other structures not located prior to grading are to be removed or treated in a manner recommended by the soil engineer. Soft, dry, spongy, highly fractured, or otherwise unsuitable ground extending to such a depth that surface Mr. David Gaffney Appendix D File: e:\wp9\4800\4842a.pge Page 2 GeoSoils, Inc. processing cannot adequately improve the condition should be overexcavated down to firm ground and approved by the soil engineer before compaction and filling operations continue. Overexcavated and processed soils which have been properly mixed and moisture conditioned should be re-compacted to the minimum relative compaction as specified in these guidelines. Existing ground which is determined to be satisfactory for support of the fills should be scarified to a minimum depth of 6 inches or as directed by the soil engineer. After the scarified ground is brought to optimum moisture content or greater and mixed, the materials should be compacted as specified herein. If the scarified zone is grater that 6 inches in depth, it may be necessary to remove the excess and place the material in lifts restricted to about 6 inches in compacted thickness. Existing ground which is not satisfactory to support compacted fill should be overexcavated as required in the geotechnical report or by the on-site soils engineer and/or engineering geologist. Scarification, disc harrowing, or other acceptable form of mixing should continue until the soils are broken down and free of large lumps or clods, until the working surface is reasonably uniform and free from ruts, hollow, hummocks, or other uneven features which would inhibit compaction as described previously. Where fills are to be placed on ground with slopes steeper than 5:1 (horizontal to vertical), the ground should be stepped or benched. The lowest bench, which will act as a key, should be a minimum of 15 feet wide and should be at least 2 feet deep into firm material, and approved by the soil engineer and/or engineering geologist. In fill over cut slope conditions, the recommended minimum width of the lowest bench or key is also 15 feet with the key founded on firm material, as designated by the Geotechnical Consultant. As a general rule, unless specifically recommended otherwise by the Soil Engineer, the minimum width of fill keys should be approximately equal to Y2 the height of the slope. Standard benching is generally 4 feet (minimum) vertically, exposing firm, acceptable material. Benching may be used to remove unsuitable materials, although it is understood that the vertical height of the bench may exceed 4 feet. Pre-stripping may be considered for unsuitable materials in excess of 4 feet in thickness. All areas to receive fill, including processed areas, removal areas, and the toe of fill benches should be observed and approved by the soil engineer and/or engineering geologist prior to placement of fill. Fills may then be properly placed and compacted until design grades (elevations) are attained. Mr. David Gaffney Appendix D File: e:\wp9\4800\4842a.pge Page 3 GeoSoils, Inc. COMPACTED FILLS Any earth materials imported or excavated on the property may be utilized in the fill provided that each material has been determined to be suitable by the soil engineer. These materials should be free of roots, tree branches, other organic matter or other deleterious materials. All unsuitable materials should be removed from the fill as directed by the soil engineer. Soils of poor gradation, undesirable expansion potential, or substandard strength characteristics may be designated by the consultant as unsuitable and may require blending with other soils to serve as a satisfactory fill material. Fill materials derived from benching operations should be dispersed throughout the fill area and blended with other bedrock derived material. Benching operations should not result in the benched material being placed only within a single equipment width away from the fill/bedrock contact. Oversized materials defined as rock or other irreducible materials with a maximum dimension greater than 12 inches should not be buried or placed in fills unless the location of materials and disposal methods are specifically approved by the soil engineer. Oversized material should be taken off-site or placed in accordance with recommendations of the soil engineer in areas designated as suitable for rock disposal. Oversized material should not be placed within 10 feet vertically of finish grade (elevation) or within 20 feet horizontally of slope faces. To facilitate future trenching, rock should not be placed within the range of foundation excavations, future utilities, or underground construction unless specifically approved by the soil engineer and/or the developers representative. If import material is required for grading, representative samples of the materials to be utilized as compacted fill should be analyzed in the laboratory by the soil engineer to determine its physical properties. If any material other than that previously tested is encountered during grading, an appropriate analysis of this material should be conducted by the soil engineer as soon as possible. Approved fill material should be placed in areas prepared to receive fill in near horizontal layers that when compacted should not exceed 6 inches in thickness. The soil engineer may approve thick lifts if testing indicates the grading procedures are such that adequate compaction is being achieved with lifts of greater thickness. Each layer should be spread evenly and blended to attain uniformity of material and moisture suitable for compaction. Fill layers at a moisture content less than optimum should be watered and mixed, and wet fill layers should be aerated by scarification or should be blended with drier material. Moisture condition, blending, and mixing of the fill layer should continue until the fill materials have a uniform moisture content at or above optimum moisture. Mr. David Gaffney Appendix D RIe:e:\wp9\4BOO\4842a.pge Page 4 GeoSoils, Inc. After each layer has been evenly spread, moisture conditioned and mixed, it should be uniformly compacted to a minimum of 90 percent of maximum density as determined by ASTM test designation, D-1557-78, or as otherwise recommended by the soil engineer. Compaction equipment should be adequately sized and should be specifically designed for soil compaction or of proven reliability to efficiently achieve the specified degree of compaction. Where tests indicate that the density of any layer of fill, or portion thereof, is below the required relative compaction, or improper moisture is in evidence, the particular layer or portion shall be re-worked until the required density and/or moisture content has been attained. No additional fill shall be placed in an area until the last placed lift of fill has been tested and found to meet the density and moisture requirements, and is approved by the soil engineer. Compaction of slopes should be accomplished by over-building a minimum of 3 feet horizontally, and subsequently trimming back to the design slope configuration. Testing shall be performed as the fill is elevated to evaluate compaction as the fill core is being developed. Special efforts may be necessary to attain the specified compaction in the fill slope zone. Final slope shaping should be performed by trimming and removing loose materials with appropriate equipment. Afinal determination of fill slope compaction should be based on observation and/or testing of the finished slope face. Where compacted fill slopes are designed steeper than 2:1 (horizontal to vertical), specific material types, a higher minimum relative compaction, and special grading procedures, may be recommended. If an alternative to over-building and cutting back the compacted fill slopes is selected, then special effort should be made to achieve the required compaction in the outer 10 feet of each lift of fill by undertaking the following: 1. An extra piece of equipment consisting of a heavy short shanked sheepsfoot should be used to roll (horizontal) parallel to the slopes continuously as fill is placed. The sheepsfoot roller should also be used to roll perpendicular to the slopes, and extend out over the slope to provide adequate compaction to the face of the slope. 2. Loose fill should not be spilled out over the face of the slope as each lift is compacted. Any loose fill spilled over a previously completed slope face should be trimmed off or be subject to re-rolling. 3. Field compaction tests will be made in the outer (horizontal) 2 to 8 feet of the slope at appropriate vertical intervals, subsequent to compaction operations. 4. After completion of the slope, the slope face should be shaped with a small tractor and then re-rolled with a sheepsfoot to achieve compaction to near the slope face. Subsequent to testing to verify compaction, the slopes should be grid-rolled to Mr. David Gaffney Appendix D Flle:e:\wp9\4800\4842a.pge Page 5 GeoSoils, Inc. achieve compaction to the slope face. Final testing should be used to confirm compaction after grid rolling. 5. Where testing indicates less than adequate compaction, the contractor will be responsible to rip, water, mix and re-compact the slope material as necessary to achieve compaction. Additional testing should be performed to verify compaction. 6. Erosion control and drainage devices should be designed by the project civil engineer in compliance with ordinances of the controlling governmental agencies, and/or in accordance with the recommendation of the soil engineer or engineering geologist. SUBDRAIN INSTALLATION Subdrains should be installed in approved ground in accordance with the approximate alignment and details indicated by the geotechnical consultant. Subdrain locations or materials should not be changed or modified without approval of the geotechnical consultant. The soil engineer and/or engineering geologist may recommend and direct changes in subdrain line, grade and drain material in the field, pending exposed conditions. The location of constructed subdrains should be recorded by the project civil engineer. EXCAVATIONS Excavations and cut slopes should be examined during grading by the engineering geologist. If directed by the engineering geologist, further excavations or overexcavation and re-filling of cut areas should be performed and/or remedial grading of cut slopes should be performed. When fill over cut slopes are to be graded, unless otherwise approved, the cut portion of the slope should be observed by the engineering geologist prior to placement of materials for construction of the fill portion of the slope. The engineering geologist should observe all cut slopes and should be notified by the contractor when cut slopes are started. If, during the course of grading, unforeseen adverse or potential adverse geologic conditions are encountered, the engineering geologist and soil engineer should investigate, evaluate and make recommendations to treat these problems. The need for cut slope buttressing or stabilizing should be based on in-grading evaluation by the engineering geologist, whether anticipated or not. Unless otherwise specified in soil and geological reports, no cut slopes should be excavated higher or steeper than that allowed by the ordinances of controlling governmental agencies. Additionally, short-term stability of temporary cut slopes is the contractors responsibility. Mr. David Gaffney Appendix D File:e:\wp9\4800\4842a.pge Page 6 GeoSoils, Inc. Erosion control and drainage devices should be designed by the project civil engineer and should be constructed in compliance with the ordinances of the controlling governmental agencies, and/or in accordance with the recommendations of the soil engineer or engineering geologist. COMPLETION Observation, testing and consultation by the geotechnical consultant should be conducted during the grading operations in order to state an opinion that all cut and filled areas are graded in accordance with the approved project specifications. After completion of grading and after the soil engineer and engineering geologist have finished their observations of the work, final reports should be submitted subject to review by the controlling governmental agencies. No further excavation or filling should be undertaken without prior notification of the soil engineer and/or engineering geologist. All finished cut and fill slopes should be protected from erosion and/or be planted in accordance with the project specifications and/or as recommended by a landscape architect. Such protection and/or planning should be undertaken as soon as practical after completion of grading. JOB SAFETY General AtGeoSoils, Inc. (GSI) getting the job done safely is of primary concern. The following is the company's safety considerations for use by all employees on multi-employer construction sites. On ground personnel are at highest risk of injury and possible fatality on grading and construction projects. GSI recognizes that construction activities will vary on each site and that site safety is the prime responsibility of the contractor; however, everyone must be safety conscious and responsible at all times. To achieve our goal of avoiding accidents, cooperation between the client, the contractor and GSI personnel must be maintained. In an effort to minimize risks associated with geotechnical testing and observation, the following precautions are to be implemented for the safety of field personnel on grading and construction projects: Safety Meetings: GSI field personnel are directed to attend contractors regularly scheduled and documented safety meetings. Safety Vests: Safety vests are provided for and are to be worn by GSI personnel at all times when they are working in the field. Mr. David Gaffney Appendix D File: e:\wp9\4800\4842a.pge Page 7 GeoSoils, Inc. Safety Flags: Two safety flags are provided to GSI field technicians; one is to be affixed to the vehicle when on site, the other is to be placed atop the spoil pile on all test pits. Flashing Lights: All vehicles stationary in the grading area shall use rotating or flashing amber beacon, or strobe lights, on the vehicle during all field testing. While operating a vehicle in the grading area, the emergency flasher on the vehicle shall be activated. In the event that the contractor's representative observes any of our personnel not following the above, we request that it be brought to the attention of our office. Test Pits Location. Orientation and Clearance The technician is responsible for selecting test pit locations. A primary concern should be the technicians's safety. Efforts will be made to coordinate locations with the grading contractors authorized representative, and to select locations following or behind the established traffic pattern, preferably outside of current traffic. The contractors authorized representative (dump man, operator, supervisor, grade checker, etc.) should direct excavation of the pit and safety during the test period. Of paramount concern should be the soil technicians safety and obtaining enough tests to represent the fill. Test pits should be excavated so that the spoil pile is placed away form oncoming traffic, whenever possible. The technician's vehicle is to be placed next to the test pit, opposite the spoil pile. This necessitates the fill be maintained in a driveable condition. Alternatively, the contractor may wish to park a piece of equipment in front of the test holes, particularly in small fill areas or those with limited access, A zone of non-encroachment should be established for all test pits. No grading equipment should enter this zone during the testing procedure. The zone should extend approximately 50 feet outward from the center of the test pit. This zone is established for safety and to avoid excessive ground vibration which typically decreased test results. When taking slope tests the technician should park the vehicle directly above or below the test location. If this is not possible, a prominent flag should be placed at the top of the slope. The contractor's representative should effectively keep all equipment at a safe operation distance (e.g., 50 feet) away from the slope during this testing. The technician is directed to withdraw from the active portion of the fill as soon as possible following testing. The technician's vehicle should be parked at the perimeter of the fill in a highly visible location, well away from the equipment traffic pattern. The contractor should inform our personnel of all changes to haul roads, cut and fill areas or other factors that may affect site access and site safety. Mr. David Gaffney Appendix D File:e:\wp9\4800\4842a.pge Page 8 GeoSoi Is, Inc. In the event that the technicians safety is jeopardized or compromised as a result of the contractors failure to comply with any of the above, the technician is required, by company policy, to immediately withdraw and notify his/her supervisor. The grading contractors representative wiil eventually be contacted in an effort to effect a solution. However, in the interim, no further testing will be performed until the situation is rectified. Any fill place can be considered unacceptable and subject to reprocessing, recompaction or removal. In the event that the soil technician does not comply with the above or other established safety guidelines, we request that the contractor brings this to his/her attention and notify this office. Effective communication and coordination between the contractors representative and the soils technician is strongly encouraged in order to implement the above safety plan. Trench and Vertical Excavation It is the contractor's responsibility to provide safe access into trenches where compaction testing is needed. Our personnel are directed not to enter any excavation or vertical cut which: 1) is 5 feet or deeper unless shored or laid back; 2) displays any evidence of instability, has any loose rock or other debris which could fall into the trench; or 3) displays any other evidence of any unsafe conditions regardless of depth. All trench excavations or vertical cuts in excess of 5 feet deep, which any person enters, should be shored or laid back. Trench access should be provided in accordance with CAL-OSHA and/or state and local standards. Our personnel are directed not to enter any trench by being lowered or "riding down" on the equipment. If the contractor fails to provide safe access to trenches for compaction testing, our company policy requires that the soil technician withdraw and notify his/her supervisor. The contractors representative will eventually be contacted in an effort to effect a solution. All backfill not tested due to safety concerns or other reasons could be subject to reprocessing and/or removal. If GSI personnel become aware of anyone working beneath an unsafe trench wail or vertical excavation, we have a legal obligation to put the contractor and owner/developer on notice to immediately correct the situation. If corrective steps are not taken, GSI then has an obligation to notify CAL-OSHA and/or the proper authorities. Mr. David Gaffney Appendix D File: e:\wp9\4800\4842a.pge Page 9 GeoSofls, Inc. co oCO T3^ - Q>PQ s5^°- COao z ccoCD CCo 5CCo Q.S3u.O OO O DESCRIPTI%tQfe^— Wo3==sjygu_ UJcc 15• *"rr*•^ ^?to £, os 3E%£?S nj fc.5° ^ooi^?w^ X1- ^n dJSi£ D a lio *•m >.cCO>0)t^tn"^jn5CDCD"COo_o>! ~a cf5o ^>.CO D3 § CO<^CO 0 s! CO » J § O cffilp§ 2CO ^6 ^£D)"53-El52 «J3 D). CQ =cz o< ECO C03>• SH x_l 0CO g.. t»z M~-WEATHERED SANTIAGO FORMATIOmoist, loose to medium dense; burrowed•\ — :£ © ^£. •3 CD SCO ^ JZ_too^^CD^fc_^ino^4-"-C_D)-JDSTONESANTIAGO FORMATION: SILTY SAP^brown, slightly moist, dense; massive.CO @ y "5CQ SCO CO •A Total Depth - 3'No Groundwater/Caving EncounteredBackfilled 6-27-2005ra CDCOOjO+-TCO"o>.4—1 TOPSOIL: SILTY SAND, orav brown, sliaSCO 6 co.QCOL_CDUJO1COQ: SILTY SAWEATHERED SANTIAGO FORMATION:<oOOa>to brown, slightly moist, loose; massive, 1SCO ^ T— „w'oEcf>-QJ^CO£CD>.UJ•z.oCO SANTIAGO FORMATION: SILTY SANDdense; massive.^CO CO ^fy>:Total Depth = 3'No Groundwater/Caving EncounteredBackfilled 6-27-2005CVJ CO <NCQUJsa. HOV-16-2005 WED 02:20 Ptl CITY OF CARSLBAD FAX MO. 760 602 8558 P. 02 City of Carlsbad Q5 Pj Building Department CERTIFICATE OF COMPLIANCE PAYMENT j)F SCHOOL FEES OR OTHER MITIGATION This form must be completed by the City, the applicant, and the appropriate school districts and returned to the City prior to issuing a building permit. The City will not issue any building permit without a completed school fee form. Project Name: Building Permit Plan Check Number: Project Address: A.P.N,: Project Applicant (Owner Name): Project Description; Building Type: Residential: A oo £337 /V/£KJ Numbar of Nevy Dwelling I Jnfta Second Dwelling Unit: Residential Additions: Square Feet of Living Area in New Dwelling <gt 33 7 Square Feet of Living Area in SOU Net Square Feet New Area Commercial/Industrial: Square Feet Floor Area City Certification of Applicant Information:^TH^9u.Date: u SCHOOL DISTRICTS WITHIN THE CITY OF CARLSBAD Carlsbad Unified School District 6225 El Camilla Real Carlsbad CA 92009 (331-5000) San Marcos Unified School District 215MataWay San Marcos, CA 92069 (290-2649) Contact: Nancy Dolce (By Appt. Only) Encinitas Union School District 101 South Rancho Santa Fe Rd Encinitas, CA 92024 (944-4300 CXT 166) San Dieguito Union High School District 710 Encinitas Blvd. CA 92024 (753-6491) Certification of Applicant/Owners, The person executing this declaration ("Owner") certifies under penalty of perjury that (1) the information provided above Is correct and true to the best of the Owner's knowledge, and that the Owner will file art amended certification of payment and pay the additional fee if Owner requests an increase in the number of dwelling unfts w square footage after the building permit is issued or if the initial determination of units or square footage Is found to be incorrect, and that (2) tha Ownef is the owner/developer of the above described projects), or that the person executing this declaration is authorized to sign on behalf Of the Owner. Signature:Date; Revised 4/20/00 1635 Faraday Avenue • Carlsbad, CA 92009-7314 • (760) 6O5-2700 Building Counter • (76O) 6O2-2719 • FAX (760) 6O2-855S NOV-16-2005 WED 02'20 Ptl CITY OF CARSLBAD FAX HO, 760 602 8558 P. 03 SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school district(s)) THIS FORM INDICATES THAT THE SCHOOL DISTRICT REQUIREMENTS FOR THE PROJECT HAVE BEEN OR WILL BE SATISFIED. SCHOOL DISTRICT: The undersigned, being duly authorized by the applicable School District, certifies that the developer, builder, or owner has satisfied the obligation for school facilities. This is to certify that the applicant listed on page 1 has paid all amounts or completed other applicable school mitigation determined by the School District. The City may issue building permits for this project. SIGNATURE OF AUTHORIZED SCHOOL DISTRICT OFFICIAL TITLE NAME OF SCHOOL DISTRICT Bu^\^ Uht^ S.D, DATE PHONE NUMBER \\\li OB Clio) w-^ x to Revised 4/20/00 o z TJ O gO 03-15-2006 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Plan Check Revision Permit No:PCR06030 Building Inspection Request Line (760) 602-2725 Job Address: 2447 TORREJON PL CBAD Permit Type: PCR Parcel No: 2162402300 Lot#: Valuation: $0.00 Construction Type: Reference*: CB053139 Project Title: GAFFNEY RES-TRUSS REVISION 0 NEW Status: ISSUED Applied: 03/02/2006 Entered By: RMA Plan Approved: 03/15/2006 Issued: 03/15/2006 Inspect Area: Applicant: MARTIN HOLTOM 760846-1220 Owner: GAFFNEY DAVID&RICA 2228 ENCINITAS BLVD ENCINITAS CA 92024 Plan Check Revision Fee Additional Fees $120.00 $0.00 Total Fees:$120.00 Total Payments To Date:$120.00 Balance Due:$0.00 Inspector: FINAL APPROVAL Date:Clearance: NOTICE: Please take NOTICE that approval of your project includes the Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exactions." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a}, and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You ate 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 vou have-Previously been given a NOTICE similar to this, oras to which the statute of limitations has previously otherwise expired. PERMIT APPLICATION CITY OF CARLSBAD BUILDINCTDEPARTMENT 1635 Faraday Ave., Carlsbad, CA 92008 FOR OFFICE USE ONLY PLAN CHECK EST. VAL. Plan Ck. Deposit Validated By_ Date J/JX 'Address (include Bldg/Suite #)Business Name (at this address) Legal Description Lot No.Subdivision Name/Number Unit No.Phase No. Total 9 of units Assessor'* Parcel 9 Existing Use Proposed Use \l DescriDjlQn of Work #of Storiesz # of Bedrooms of Betfirooms Name Address City State/Zip Telephone # Name Address City State/Zip Telephone * (Sec. 7031.5 Business and Professions Code: Any City or County which requires s permit to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to tile 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 basft for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars [»50011, Nam* State License * Address License Cless City StamfZip Cttv Business License 9 Telephone f Designer Ntme State License * Address City State/Zip Telephone Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations: Q I have and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is lasued. Q t have and wit) maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit Is issued. My worker's compensstion insurance carrier and policy number are: Insurance Company Policy No. Expiration Date (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS [$100] OR LESS) Q 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 anal subject an employer to criminal panaMa* and dvt fines up to one hundred thousand dollar* (* 100.000), In addition to the cost of compensation, damage* a* provided for In Section 3706 of the Labor coo*. Interest and attorney's feu. SIGNATURE __.__.._ _ DATE I hereby affirm that I am exempt from the Contractor's License Law for the following reason: Q I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not Intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law doe* not apply to an owner of property who builds or improves thereon, and who does such work himself or through hts 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). Q i, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, end contracts for such projects with contracforis) licensed pursuant to the Contractor's License Law). D I "rn exempt under Section Business and Professions Code for this reason: 1. I personally plan to provide the major labor and materials for construction of the proposed property improvement. Q YES QNO 2. I thave / have not) signed an application for a building permit for the proposed work. 3. I have contracted with the following person (firm) to provide the proposed construction (Include name / address / phone number / contractors license number): 4. I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name / address / phone number / contractors license number): '_ . _. _ 5. I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name / address / phone number / type of work); _ . PROPERTY OWNER SIGNATURE DATE Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25633 or 25534 of the Presley-Tanner Hazardous Substance Account Act? Q YES Q NO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? Q YES Q NO Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? Q YES Q NO IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 3097(i) Civil Code). LENDER'S NAME LENDER'S ADDRESS I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate. I agree to comply with all Cfty ordinances and State laws relating to building construction. 1 hereby authorize representatives of the Cftt of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OP CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS. COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA permit is required for excavations over 5'0" deep and demolition or construction of structures over 3 stories in height. EXPIRATION: Every permit Issued by the building Official under the provisions of this Code shall expire by limitation and become null and void If the building or wortc authorized by such permit Is not commencedwithtflSO days from the date of such permit or If the building or work authorized by such permit Is suspended of abandoned at any time alter the work Is commencaWgEgSSS^aQ daysJSection 106.4.4 Uniform Building Code). APPLICANT'S SIGNATURE DATE WHITE: File YELLOW: Applicant PINK: Finance EsGil Corporation In Partnership witK government for (Buifffing Safety DATE: March 15, 2006 g_APPLICANT JURISDICTION: Carlsbad Q FILE PLAN CHECK NO.: pc05-92 SET: II (REV) PROJECT ADDRESS: 2447 Torrejon Place PROJECT NAME: Gaffney Residence/Plan Changes/Trusses XI 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: XI Esgil Corporation staff did not advise the applicant that the plan check has been completed. Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: (by: ) Fax #: Mai! Telephone Fax In Person REMARKS: By: Sergio Azuela Enclosures: Esgil Corporation n GA D MB D EJ D PC 3/14 trnsmtl.dot EsGil Corporation In Partnership witfi government for (Building Safety DATE: March 9, 2006 a APPLICANT a JURIS. JURISDICTION: Carlsbad a PLAN REVIEWERa FILE PLAN CHECK NO.: pc05-92 PC-fc. <&(* o3»O SET: I (REV) PROJECT ADDRESS: 2447 Torrejon Place PROJECT NAME: Gaffney Residence/Plan changes/Trusses 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 fora complete recheck. XI 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: Martin Holtom 306 Chinquapin Ave., Carlsbad, CA 92009 Esgil Corporation staff did not advise the applicant that the plan check has been completed. XI Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Martin Holtom Telephone #: (760) 846-1220 Datecontactedr£-(0-cJj? (by:>=*\) Fax #: Mail Telephone /Fax In Person REMARKS: By: Sergio Azuela Enclosures: Esgil Corporation D GA D MB D EJ D PC 3/2 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 * San Diego, California 92123 + (858)560-1468 + Fax (858) 560-1576 Carlsbad pc05-92 March 9, 2006 GENERAL PLAN CORRECTION LIST JURISDICTION: Carlsbad PLAN CHECK NO.: pc05-92 PROJECT ADDRESS: 2447 Torrejon Place DATE PLAN RECEIVED BY DATE REVIEW COMPLETED: ESGIL CORPORATION: 3/2 March 9, 2006 REVIEWED BY: Sergio Azuela FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 106.4.3, 1997 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law. * To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans. • Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located on the plans. Have changes been made not resulting from this list? Q Yes a No Carlsbad pcO5-92 March 9, 2006 1. Please make all corrections on the original tracings, as requested in the correction list. Submit three sets of plans for commercial/industrial projects (two sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1. 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. 2. 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. Specify truss identification numbers on the plans. 3. Please provide evidence that the engineer-of-record (or architect) has reviewed the truss calculation package prepared by others (i.e., a "review" stamp on the truss calculations ora letter). Section 106.3.4.1. 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 Sergio Azuela at Esgil Corporation. Thank you. Carlsbad pc05-92 March 9, 2006 VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK NO.: pc05-92 PREPARED BY: Sergio Azuela DATE: March 9, 2006 BUILDING ADDRESS: 2447 Torrejon Place Gaffney Residence/Trusses BUILDING OCCUPANCY: R-3&U-1 TYPE OF CONSTRUCTION: V-N BUILDING PORTION Time Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code AREA ( Sq. Ft.) cb Valuation Multiplier By Ordinance Reg. Mod. VALUE ($) Plan Check Fee by Ordinance **" Type of Review: Q Complete Review $120.00 [^Repetitive Fee ~~l Repeats * Based on hourly rate Comments: D Other m Hourly Structural Only Hour* Esgil Plan Review Fee $96.00 Sheet 1 of 1 macvalue.doc Mar 14 06 01:48a 619 461 5803 Baird Eng 619 461 5803 p.l BAIRD ENGINEERING 4939 GARFIELD ST. LA MESA, CALIFORNIA 91941 (619) 460-6989 voice. (619) 461-5803 fax March 14, 2006 Esgil 858-5601576 David Gaffney 866-328-9780 Subject: Plan check no. pc05-92, Gafifhey residence To whom it may concern, I have reviewed the Gaffney residence new truss calcs and the loads used are satisfactory. Gaffney residence new truss calculations by MiTek Industries pages R19979657 thru Rl 9979673 by Yu Ray RCE 49919. Walter T. Baird RCE 31429 CIVIL ENGINEERING STRUCTURAL DESIGN SCISSOR GEF SID DIXIELINE LUMBER ENGINEERED WOOD PRODUCTS 1140 TtDElANDS AVENUE _NAT1pNALqTY,CAUFORNIA9]9SU PHONE (619) 263-6161 FAX {619} 47J-6B1 ISO ROSS AVENUE EL CENTRp, CALIFORNIA 93243 FAX (160) 352-7739 G^FNEY JOD J 0600024 iruss SI iruss lype SCISSORS uiy 1 fiy 1 GAFNEY R1 B97BB57 SCISSOR TRUSSJob Reference (optional) Dixie line National City -1-6-0 . 3-2-6 B.3QOEJan1S 2006 MiTak Influslriss, Inc. Fri Feb 03 11:47:35 2006 Page 1 22-11-0 | 30-4-0 ,31-10-0, 1-6-0 3-2-6 6-3-8 7-5-0 1-6-0 Plate Offsets (X,Y): [7:0-4-8,0-3-0], [11:0-4-8,0-3-0], [13:0-3-3,Edge] LOADING TCLL TCDL BCLL BCDL (psf) 16.0 14.0 0.0 5.0 SPACING Plates Increase Lumber Increase Rep Stress Incr 2-0-0 1.25 1.25 YES Code UBC97/ANSI95 CSI TC BC WB 0.60 0.64 0.79 (Matrix) DEFL Vert(LL) Vert(TL) Horz(TL) in (loc) 0.66 10-11 -0.51 10-11 0.25 13 i/defi >544 >703 n/a L/d 240 180 n/a PLATES MT20 Weight 145 Ib GRIP 220/195 LUMBER TOP CHORD 2X4DFNo.1&BtrG BOT CHORD 2X4DFNo.1&BtrG WEBS 2 X 4 DF Std G BRACING TOP CHORD BOT CHORD Sheathed or 2-11-1 oc purlins, except end verticals. Rigid ceiling directly applied or 3-9-1 oc bracing. REACTIONS (Ib/size) 8=1154/0-3-8,13=1154/0-3-8 Max Horz 8=-377(load case 3) Max Uplift8=-754(load case 3), 13=-799(load case 3) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/39, 2-3=-56/218, 3-4=-1366/1064, 4-5=-1370/1068. 5-6=-2963/2314, 6-7=-2982/2114, 7-8-3997/2810, 8-9=0/33, 2-13-212/242 BOT CHORD 12-13=-366/737, 11-12=-1239/1936. 10-11=-2811/3673, 8-10=-2813/3673 WEBS 3-12=-260/622, 4-12=-543/742, 5-12=-827/786, 5-11=-953/1142, 6-11=-331/393, 7-11=-913/876, 7-10=0/194, 3-13=-1270/797 NOTES 1) Unbalanced roof five loads have been considered for this design. 2) This truss has been designed for the loads generated by 70 mph winds at 23 ft above ground level located 100 mi from the hurricane oceanline. ASCE 7-93 components and cladding external pressure coefficients for the exterior(2) zone and 14.0 psf top chord and 5.0 psf bottom chord dead load are being used, The design assumes occupancy category I, terrain exposure C and internal pressure coefficient condition II. If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4} A plate rating reduction of 20% has been applied for the green lumber members. 5) Bearing at joint(s) 8, 13 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. LOADCASE(S) Standard February 6,2006 ^^ WASHING Verify d««i»n parameter! and READ NOTES Oft THIS AND INCLUDED MITEK REFERENCE PAGE M21-7473 BEFORE USE. Design valid lor use only with MiTek connectors. This design is based only upon parameters shown, and is lor an individual building componentApplicability ol design paramenters and proper incorporation of component is responsibility ot building designer - not Iruss designer. Bracing show b for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is Ihe responsibility ot the erector. Additional permanent bracing of Ihe overall structure is the responsibility ol the building designer. For general guidance regarding labrication. quality control, storage, delivery, erection and bracing, consult ANSI/mi Quality Criteria. D5B-8? and BCSI1 Building Component 5a1«ty Information available from Truss Plate Institute, 5B3 D'Onafrb Drive. Madison. Wl 53719. 7777 Greennack Lane MiTek* J6b JOG00024 iruss S1A truss lype SCISSORS Uty 1 Hiy 1 GAFNEY R1997965B SCISSOR TRUSS Job Reference (optional) Dixie!me, National City 6,3DDBJai,1S200BMITek Industries,Inc. Fri Fab D3 11:47:36 2006 Page 1 1-6-00-4-6 4-9-14 6-6-0 18-7-8 9-1-8 Plate Offsets (X,Y): [7:0-4-8,0-3-0], [11:0-4-8,0-3-0], [13:0-2-15.Edge] LOADING TOLL TCDL BCLL BCDL (psf) 16.0 14.0 0,0 5.0 SPACING Plates Increase Lumber Increase Rep Stress Incr 2-0-0 1.25 1.25 YES Code UBC97/ANSI95 CSl TC BC WB 0.80 0.68 0.79 (Matrix) DEFL Vert(LL) Vert(TL) Horz(TL) in (loc) 0.75 10-11 -0.59 10-11 0.32 13 l/defl >513 >650 n/a L/d PLATES 240 180 n/a MT20 Weight: 152 Ib GRIP 220/195 LUMBER TOP CHORD 2X4DFNo.1&BtrG BOT CHORD 2X4DFNo.1S.BtrG WEBS 2 X 4 DF Std G BRACING TOP CHORD BOTCHORD WEBS Sheathed or 2-9-2 oc purlins, except end verticals. Rigid ceiling directly applied or 3-7-13 oc bracing. 1 Rowatmidpt 3-13 REACTIONS (Ib/size) 8=1224/0-3-8, 13=1224/0-3-8 Max Horz 8=-327(load case 3) Max UpliftB=-809(load case 3), 13=-838(load case 3) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/39, 2-3=-122/269, 3-4=-1725/1287, 4-5=-1725/1287, 5-6=-3310/2536, 6-7=-3329/2336, 7-8=-4328/3020, 8-9=0/33, 2-13=-287/310 BOT CHORD 12-13=-670/1231, 11-12=-1397/2269, 10-11=-2957/3983, 8-10=-2959/3983 WEBS 3-12=-52/465, 4-12=-730/1027, 5-12=-824/791, 5-11 =-954/1134, 6-11=-332/393, 7-11=-900/863, 7-10=0/195, 3-13=-1618/1003 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the loads generated by 70 mph winds at 23 ft above ground level located 100 mi from the hurricane oceanline. ASCE 7-93 components and cladding external pressure coefficients for the exterior(2} zone and 14.0 psf top chord and 5.0 psf bottom chord dead load are being used. The design assumes occupancy category I, terrain exposure C and internal pressure coefficient condition !i. If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Bearing at joint(s) 8, 13 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. LOAD CASE(S) Standard February 6,2006 ^ WARNING - Verify de.ijjn parameter, and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAOE MU-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is cased only upon parameters shown, and is for on Individual building component. Applicability of design paramenlers and proper incorporation of component is responsibility of building designer - nal truss designer. Bracing shown is lot lateral support of Individual weo members only. Additional temporary bracing fo insure stability curing construction is the responsibility of the erector AOditional permanenl braciny ol the overall structure is fhe responsibility of Ihe building designer. For genera, guidance regarding fabrication, quality control, storage, delivery, ereclion and bracing, consult ANSI/TPI1 Quality Criteria, DSB-B? and 1CSI1 Building ComponentSafely Information available from Truss Plate Institute. 563 D'Onofria Drive, Madison. Wl 53719. 7777 Greenback Lane ^•^•V MiTek* Job J06000Z4 Dixie line, National City . -1-6-0 . 2-4-8 1-6-0 !-4-8 irUSS 51 B 7-2-6 4-9- 14 IrUsS lype SCISSORS 11-6-0 . 15-9-10 4-3-10 4-3-10 Uty 1 Ply 1 GAFNEY R1B97965S SCISSOR TRUSSJob Reference (optional) 6. SDOsJan 192006 MiTek Industries, Inc. Frl Fsb 03 11i47:37 2006 Page 1 20-7-8 . 26-11-0 34-4-0 35-10-0, 4-0-14 6-3-8 7-5-0 1-6-0 Plate Offsets (X,Y): [6:0-4-8,0-3-0], 112:0-4-8,0-3-41 LOADING TCLL TCDL BCLL BCDL (psf) 16.0 14.0 0.0 5.0 SPACING Plates Increase Lumber Increase Rep Stress Incr 2-0-0 1.25 1.25 YES Code UBC97/ANSI95 CSI TC BC WB 0.68 0.72 0.97 (Matrix) DEFL. Vert(LL) Vert(TL) Horz(TL) in (loc) 0.84 11-12 -0.67 11-12 0.38 15 I/deft >48B >611 n/a L/d 240 180 n/a PLATES MT20 Weight; 164 Ib GRIP 220/195 LUMBER TOP CHORD 2X 4DFNo.1&BtrG EOT CHORD 2X 4 DF No.1&Btr G WEBS 2X4DFStdG BRACING TOP CHORD EOT CHORD Sheathed or 2-7-3 oc purlins, except end verticals. Rigid ceiling directly applied or 3-6-12 oc bracing. REACTIONS (Ib/size) 15=1294/0-3-8, 9=1294/0-3-8 Max Horz 9=-277(load case 3) Max Uplift15=-880(load case 3), 9=-861(load case 3) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/39, 2-3=-951/717, 3-4=-987/B71, 4-5=-2081/1504, 5-6=-2080/1503, 6-7=-3658/2746, 7_8=-3677/2547, 8-9=-4659/3222, 9-10=0/33, 2-15=-1302/853 EOT CHORD 14-15=-14/78, 13-14=-937/1720, 12-13—1548/2601, 11-12—3095/4293,9-11—3097/4293 WEBS 3-14=-229/264, 4-14=-1169/67Q, 4-13=0/324, 5-13-896/1301, 6-13=-821/788, 6-12=-950/1130, 7-12=-333/393, 8-12=-887/854, 8-11=0/193, 2-14=-690/1180 NOTES 1} Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the loads generated by 70 mph winds at 23 ft above ground level located 100 mi frorft the hurricane oceanline. ASCE 7-93 components and cladding external pressure coefficients for the exterior(2) zone and 14.0 psf top chord and 5.0 psf bottom chord dead load are being used. The design assumes occupancy"category I, terrain exposure C and internal pressure coefficient condition !!. If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Bearing at joint(s) 15, 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. LOAD CASE(S) Standard February 6,2006 WASHING • Verify detigr. parameters and READ NOTES OK THIS AND INCLUDED MITEK REFERENCE PAGE MIT-74 73 BEFORE USE. Design valid for use only wiih MTlefc connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability ot design parameters and proper incorporation of componen! n responsibility ot building designer - not truss designer Bracing showis to; lateral support ol individual web members only. Additional temporary bracing 10 insure staoility during construction is the responsibility ot the erector. Addilional permanent bracing ot the overall structure is Ihe responsibility of the building designer. For general guidance regardinglabncation. qualify control, storage, delivery, erection and bracing, consult ANSI/TPI] Quglfty CrHerla, DSB-B9 and BCSI1 Building ComponentSolely Inroimatlon available from Truss Plate Institute. 583 D'Onofrio Drive. Madison. Wl 5371?. 7777 Greennac* LaneSuite 1D9 Citrus Heights. CA. 35610 MiTek* JOb J 06 00 024 I FUSS S1C Dixie line, National City ,-1-6-0 , 3-2-B B-0-6 1-6-0 3-2-6 4-9-1* iruss type SCISSORS uty 5 Ply 1 GAFNEV SCISSOR TRUSSJob Reference (optional) R 13979660 6, SOOsJan 19 2006 MiTek Industries, Inc FrlFsb 03 11:47:382006 Page 1 12-4-0 16-7-10 21-5-6 27-B-O 35-2-0 36-B-O , 4-3-10 4-3-10 4-B-14 6-3-8 7-5-0 1-6-0 8.00(12" Plate Offsets (X.Y): [8:0-4-8,0-3-0], [9:0-2-14,Edge], [12:0-4-8,0-3-41 LOADING TOLL TCDL BCLL BCDL (psf) 16.0 14.0 0.0 5.0 SPACING Plates Increase Lumber Increase Rep Stress tncr 2-0-0 1.25 1.25 YES Code UBC97/ANSI95 CSI TC BC WB 0.70 0.74 0.83 (Matrix) DEFL Vert(LL) Vert(TL) Horz(TL) in (loc) 0.88 11-12 -0.70 11-12 0.40 15 l/defl >477 >594 n/a L/d 240 180 n/a PLATES MT20 Weight: 167 Ib GRIP 220/195 LUMBER TOP CHORD 2X4DFNo.1SBtrG BOT CHORD 2X4DFNo.1&BtrG WEBS 2 X A DF Std G BRACING TOP CHORD Sheathed or 2-6-7 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 3-6-5 oc bracing. REACTIONS (Ib/size) 15=1323/0-3-8, 9=1323/0-3-6 Max Horz 9=-257(load case 3) Max Up1ift15=-898(load case 3), 9=-883(load case 3) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/39, 2-3=-1302/938, 3-4--1325/1101, 4-5=-2229/1501. 5-6=-2228/1590, 6-7=-3803/2832. 7-8=-3822/2632, S-9--4797/3304, 9-10=0/33, 2-15—1319/881 BOT CHORD 14-15=-11/67, 13-14--1046/1924. 12-13=-1609/2739, 11-12=-3151/4422, 9-11=-3152/4422 WEBS 3-14=-244/288,4-14=-1006/547, 4-13=0/267, 5-13=-963/1415,6-13=-820/788,6-12=-948/1128, 7-12=-334/394, 8-12—881/B49, 8-11=0/193, 2-14=-789/1345 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the loads generated by 70 mph winds at 23 ft above ground level located 100 mi from the hurricane oceanline. ASCE 7-93 components and cladding external pressure coefficients for the exterior(2) zone and 14.0 psf top chord and 5.0 psf bottom chord dead load are being used. The design assumes occupancy category I, terrain exposure C and internal pressure coefficient condition II. If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip D0l_=1.33 Plate metal DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5} Bearing at }oint{s) 15, 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. LOAD CASE{S) Standard February 6,2006 A. WARNING- Verify design parameter* and READlfOTES OK THIS AND IHCL.UDED MITEK REFERENCE PAGE KB- 7173 BEFORE USE. Design valid lor use only witn MFIek connectors. This design is based only upon parameters shown, and is lor an individual building component. Applicability ot design paiarnenters and proper incorporation ot component is responsibility o! building designer - not truss designer, bracing showis tor lateral support ot individual web members only. Additional temporary bracing to insure stability during construction is the responsibility ot the erector. Additional permanent bracing ot tne overall structure is the responsibility of trie building designer. Foi general guidance regardingfabrication, qualify control, storage, delivery, erection ana bracing consult ANSI/TFI1 Quality Criteria. DSB-B9 and BCStl lulldlng Component Safety Intarmatlon available tram Truis Plate Instilute, 583 D'Onofrio Drive. Madison, Wl 53719. 7777 Greenback LanfSuite 10S Citrus Heights, CA. 95610 MiTek JOb JOB DO 024 IWS6 S1D Dixleline, National Ctty I -1-6-0 3-2-B . B-D-6 1-6-0 3-2-B 4-B-14 IruSS lype SCISSORS Uty 1 Hiy i GAFNEY SCISSOR TRUSSJob Reference (optional) R1 9979661 6.300 s Jan 19 2006 Mrrek Industries, Inc. FriFeb 03 11:47:392006 Pagu 1 12-4-0 , 16-7-10 , 21-5-B 27-9-0 , 35-2-0 36-B-O , 4-3-10 4-3-10 4-9-14 6-3-8 7-6-0 1-6-0 Plate Offsets (X,Y): [6:0-4-8.0-3-0], [12:0-4-8,0-3-01 LOADING TOLL TCDL BCLL BCDL (psf) 16.0 14.0 0.0 5.0 SPACING Plates Increase Lumber Increase Rep Stress Incr 2-0-0 1.25 1.25 YES Code UBC97/ANSI95 CSI TC BC WB 0.35 0.32 0.75 (Matrix) DEFL Vert(LL) Verl(TL) Horz(TL) in (loc) 0.13 9-11 -0.16 13-14 -0.04 15 l/defi >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 167 Ib GRIP 220/195 LUMBER TOP CHORD 2X4 DFNo.1&BtrG BOT CHORD 2X4DFNo.1&BtrG WEBS 2 X 4 DF Std G BRACING TOP CHORD BOT CHORD WEBS Sheathed or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 14-15, 1 Rowatmidpt 6-12 REACTIONS (Ib/size) 15=748/0-3-8, 12=1476/0-3-8, 9=422/0-3-8 Max Horz9=-257(load case 3) Max Uplift15=-496(load case 3), 12=-1031(load case 3), 9=-254(load case 3) Max Grav15=748(load case 1), 12=1476(load case 1), 9=433(load case 5} FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/39, 2-3=-655/487, 3-4=-676/648. 4-5=-663/498, 5-6=-661/495, 6-7=~3 37/770, 7-8=-553/786, 8-9=-584/326, 9-10=0/33, 2-15=-747/482 BOT CHORD 14-15=-14/71, 13-14=-230/757, 12-13=0/290, 11-12=-361/475, 9-11=-366/481 WEBS 3-14=-239/284. 4-14=-225/1, 4-13=-226/372. 5-13=-125/290, 6-13=-27/372, 6-12=-1353/784, 7-12=-337/396, 8-12=-1077/999, 8-11=0/210, 2-14=-318/671 NOTES 1) Unbalanced roof live loads have been considered for this design, 2) This truss has been designed for the loads generated by 70 mph winds al 23 ft above ground level located 100 mi from the hurricane oceanline. ASCE 7-93 components and cladding external pressure coefficients for the exterior(2> zone and 14.0 psf top chord and 5,0 psf bottom chord dead load are being used. The design assumes occupancy category I, terrain exposure C and internal pressure coefficient condition II. If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4} A plate rating reduction of 20% has been applied for the green lumber members. 5) Bearing at joint(s) 15, 9 considers parallel to grain value using ANSI/Tp] 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 12. LOAD CASE(S) Standard February 6,2006 ^ WARNING - Verify design parameters and READ NOTES ON THIS AltD INCLUDED MTTEK REFERENCE PAGE Htn-7473 BEFORE USE. Design valid Ira use only wltn MiTek connectors. Ttiis design is based only upon parameters snown. and is tor an individual building component. Applicability of design paramenlefs and proper incorporation of component is respansiDlllty oi building designei - not fruss designer Bracing shownis lor lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of tne erector. Additional permanent bracing of ihe overall structure is the responsibility of the building designer. For general guiaanee regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/IPM Quality Criteria. DSB-89 and BCSI! Bullfllna Component Satety Information available from Truss Plale Institute, 5B3 D'Onafrio Drive, Madison, Wl 53719. 7777 GreenBaSuite 109Gurus Heights MiTek' Jdb iruss S1E I niss iy GABLE 5fe D Mo Una, National City ,-1-B-O 1-6-0 2-1-0 2-1-0 B-4-8 6-3-B 13-2-6 4-9-14 17-6-0 4-3-1 Q 21-9-10 4-3-10 Uty 1 Hly GAFNEY SCISSOR TRUSS R1 9979682 Job Reference (ootional) 6.300s Jari 1B 2006 UtTek Industries, Inc. Fri Feb 03 11:47:40 20QG Page 1 26-7-6 32-11-0 4-B-14 6-3-B 40-4-0 41-10-Q 7-5-D 1-6-0 6-3-8 Plate Offsets (X,Y1: [2:0-2-12,0-2-81, [3:0-3-0.0-3-0], [9:0-4-8.0-3-0], [13:0-4-8,0-3-0] LOADING TCLL TCDL BCLL BCDL (PSf) 16.0 14.0 0.0 5.0 SPACING Plates Increase Lumber Increase Rep Stress Incr 2-0-0 1.25 1.25 YES CSI TC BC WB 0,50 0,35 0.75 Code UBC97/ANS195 (Matrix) DEFL Vert(LL) Vert(TL) Horz(TL) in (loc) 0.13 10-12 -0.21 14-15 -0.05 16 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 1941b GRIP 220/195 LUMBER TOP CHORD BOT CHORD WEBS OTHERS 2X4DFNo.1&BtrG 2X4DFNo.1&BtrG 2 X 4 DF Std G 2 X 4 DF Std G BRACING TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Rowatmidpt 7-13 REACTIONS (Ib/size) 19=-196/5-2-0, 18=1237/5-2-0. 13=1590/0-3-8, 10=391/0-3-8, 17=-119/5-2-0, 16=104/5-2-0 Max Horz 10=-128(load case 3) Max Uplift19=-196(load case 1), 18=-909(load case 3), 13=-1049(ioad case 3), 10=-277(load case 3), 17=-119(load case 1), 16=-43{load case 3} Max Grav19=155(ioad case 3), 16=1237(!oad case 1), 13=1590{load case 1), 10=-414(!oad case 5), 17=iOO(load case 3), 16=116(load case 2) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/39, 2-3=-251/456, 3-4=-1111/731, 4-5—1097/841. 5-S=-737/516, 6-7=-736/515, 7-8=-355/926, 8-e=-571/941, 9-10-496/311, 10-11=0/33, 2-10--150/212 BOT CHORD 18-19=-92/124, 17-18-360/325, 16-17=-335/308, 15-16=-353/325, 14-15=-188/927, 13-14=0/282, 12-13=-216/393, 10-12=-221/399 WEBS 3-18=-973/731, 3-15=-660/1298, 4-15--339/411, 5-15—25V134, 5-14—342/455, 6-14--132/331, 7_14=-44/452, 7-13-1549/816, 8-13=-338/396, 9-13=-1085/1003, 9-12=0/211, 2-18=-297/223 NOTES 1} Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the loads generated by 70 mph winds at 23 ft above ground level located 100 mi from the hurricane oceanline. ASCE 7-93 components and cladding external pressure coefficients for the exterior(2) zone and 14.Opsf top chord and 5.0 psf bottom chord dead bad are being used. The design assumes occupancy category I, terrain exposure C and internal pressure coefficient condition II. If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind- Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" I plates are 2x4MT2Q unless otherwise indicated,jntirnjedon page2 February 6,2006 A WARNING • Ver(f\> design .parameter* and READ NOTES Ow THIS AND INCLUDED XOTEK REFERENCE PAQE KI1-T473 BEFORE USE. Design valid lor use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component Applicability of design parameters and proper incorporation ol component is responsibiliTy oi building designer - not truss designer. Bracing shownis for lateral support of individual web members only. Additional isrnporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure B the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, election and bracing, consult ANSI/IPIl Quality Criteria, DSB-8? and BCSI1 Building ComponentSafety Information available fiom Truss Plate Inslilule. 583 D'Onofno Drive. Madison Wl 537 1 9 7777 Greenback Lane _^V> y Lv' ' IBSSHHS GSiBBi •|1BVW| HH^•VBB^IHMiTek* JOD J0600024 iruss S1E iruss type GABLE uiy 1 Hly 1 GAFNEY R1 8979662 SCISSOR TRUSSJob Reference (optional) DIxMine, National City 6.300 s Jan 19 2006 MITeK Industries. Inc Fri Fab 03 11:47:40 2006 Page 2 NOTES 5) Gable studs spaced at 1-4-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Bearing at joint(s) 19, 18, 10, 17, 16 considers parallel to grain value using ANSI/TP11 angle to grain formula. Building designer should verity capacity of bearing surface. 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 13. LOAD CASE(S) Standard WAHWOTG - Vtrtfy design parameter, and READ NOTKS OK THIS AND INCLUDED MITEK REFERENCE PAGE Itm-7473 BEFORE USE. Design volid for use only with MiTex connectors. This design is based only upon parameiets shown, ana it (or on individual building component Applicaoility of design paromenters and proper incorporation ol component is responsibility at building designer - no! truss designer. Bracing snownis tor lateral support oi individual web members only Additional temporary bracing to insure stability curing construction is (tie responsbilliT) of the erector. Additional permanent bracing of the overall structure is the responsibility ot the building designer. For general guidance regarding fabrication, quality control, sloroge. delivery, erection and bracing, consull ANSI/1PI1 Quality Criteria, DSB-89 and BCS11 Building Component Saletv Information available trom Truss Plate Institute. 583 D'Onotno Drive, Madison. Wl 5371 S. 7777 GreeriQack LaneSutle 109 Citrus Heigtits.CA, 9E610 MiTek Job JQ6D0024 iruss S1F iruss iype SCISSORS Uty 1 Hly 1 SAFNEY R1 0979663 SCISSOR TRUSSJob Reference (ootional) Dliieiine, National City .-1-6-0, 3-7-6 6.300 s Jatl 1B 2006 MiTflk Industries. Inc Fri Feb 03 11:47:40 2006 Page 1 2B-2-D , 34-5-B 41-10-6 ,43-4-B, 1-6-0 3-7-8 4-9-14 6-3-B 7-5-0 1-6-0SHU = V7S.7 2B-J-D Plate Offsets (X,Y): [3:0-3-0,0-3-01, [9:0-4-8,0-3-01, [13:0-4-8.0-3-0] LOADING TCLL TCDL BCLL BCDL (psf) 16.0 14.0 0.0 5.0 SPACING Plates Increase Lumber Increase Rep Stress Incr 2-0-0 1.25 1.25 YES Code UBC97/ANS195 CSl TC BC WB 0.42 0.38 0.76 (Matrix) DEFL Vert(LL) Vert(TL) Horz(TL) m (loc) 0,20 15 -0.26 14-15 -0.08 17 1/defl >999 >999 n/a Ud 240 180 n/a __ — _ . — . — — — PLATES MT20 Weight: 195 Ib GRIP 220/195 LUMBER TOP CHORD 2X4DFNo.1&BtrG BOT CHORD 2X 4 DF No.1S.Btr G WEBS 2 X 4 DF Std G BRACING TOP CHORD Sheathed or 4-6-9 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Rowatmidpt 7-13 REACTIONS (Ib/slze) 17=963/0-3-8, 13=1818/0-3-8, 10=334/0-3-8 Max Horz 10=-90(load case 3) Max Uplift17=-661(load case 3), 13=-1183(load case 3), 10=-252(load case 3) Max Grav17=963(load case 1), 13=1818(load case 1), 10=381(!oad case 5) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/39, 2-3-1749/1219, 3-4=-19BO/1307, 4-5«-1972/1521, 5-6=-910/622, 6-7=-908/622, 7-8=-517/1205, 8-9=-733/1222, 9-10=-340/253, 10-11=0/33, 2-17=-936/657 BOT CHORD 16-17=0/81, 15-16=-996/1635, 14-15=-404/1319, 13-14=0/292, 12-13^-204/247, 10-12=-200/253 WEBS 3-16=-386/322, 3-15=0/172, 4-15=-355/422, 5-15=-659/695, 5-14=-609/641, 6-14=-212/441, 7-14=-153/636, 7-13=-1935/1044, 8-13=-341/397, 9-13^-1095/1009, 9-12=0/211, 2-16=-975/1539 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the loads generated by 70 mph winds at 23 ft above ground level located 100 mi from the hurricane oceanline. ASCE 7-93 components and cladding external pressure coefficients for the exterior(2) zone and 14.0 psf top chord and 5.0 psf bottom chord dead load are being used. The design assumes occupancy category |, terrain exposure C and internal pressure coefficient condition II. If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1,33 plate grip DOL=1.33 Plate metal DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Bearing at joint(s) 17, 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 13. LOAD CASE(S) Standard February 6,2006 AL WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MH- 7473 BEFORE USE. Design valid (or use only wild Milet conneclors. This design a based only upon parameters shown, anc! ts lor an individual building componen;. Applicability ol design poronenters ona proper incorporation of comoonent is responsibility of building designer - no1 truss designer. Bracing shown is tor lateral support of individual wee members only. Additional temporary bracing to insure staoility during construction is the responsibility of the erector. Additional Dermanenl bracing or the overall structure is the responsibility ol the building designs!. For general guidance regarding fabrication, quality confrol storage, delivery, erection and bracing, consult ANSI/TFIl Qualify CrHerla, DSB-89 and BCS11 Buildtna Component Salary Information available from Truss Plate Institute, 5B3 D'Onofrio Drive, Madison. Wl 5371?. 7777 GreenoacK Lane MiTek' job J08D0024 iruss S1G iruss type my GABLE 1 Hly 1 GAFNEY SCISSOR GEFJob Reference (optional) R1987BSB4 Dixie line National Chy 6,300s Jan 19 2006 MITsK Industries. Inc FriFeb 03 11:47:41 2006 Page 1 , -1-6-D 5-6-0 2B-4-0 29-10-0, 1-6-0 5-6-0 22-10-0 1-6-0 CONTINUbUS BEARING LOADING (psf) TOLL 16.0 TCDL 14,0 BCLL 0.0 BCDL 5.0 SPACING Plates Increase Lumber Increase Rep Stress Incr 2-0-0 CSI 1.25 1.25 YES TC BC WB i DEFL 0.27 0.16 0.15 Code UBC97/ANS195 . (Matrix) Vert(lL) Vert(TL) Horz(TL) in 0.01 0.01 0.02 (loc) 22 22 21 l/defl n/r n/r n/a L/d 120 PLATES MT20 120 n/a Weight: 160 Ib GRIP 220/195 LUMBER TOP CHORD 2X BOTCHORD 2X WEBS 2 X OTHERS 2X 4DF No.1S.BtrG 4DF No.l&Btr G 4 DF Std G 4 DF Std G BRACING TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (Ib/size) 41 = 186/28-4-0, 37=109/28-4-0, 21=259/28-4-0, 38=101/28-4-0, 36=100/28-4-0, 23=404/28-4-0, 24=-92/28-4-0, 25=134/28-4-0, 26=85/28-4-0, 27=95/28-4-0, 28=93/28-4-0, 29=93/28-4-0, 31=93/28-4-0, 32=93/28-4-0, 33=93/28-4-0, 34=93/28-4-0, 35=92/28-4-0, 40=42/28-4-0, 39=94/28-4-0 Max Horz41=-427(load case 3) Max Uplift41=-345(load case 3), 21=-111{load case 3), 38=-62(load case 3), 36=-58{load case 3), 23=-370(load case 3), 24=-93(load case 2), 25—116(load case 3), 26=-77(load case 3), 27=-83(load case 3), 28=-82(load case 3), 29=-83(load case 3), 31=-83(load case 3), 32=-83{load case 3), 33=-83{load case 3), 34=-82{load case 3), 35=-91(load case 3), 40=-5(load case 3), 39=-90(load case 3) MaxGrav41=186(load case 1), 37=362(load case 3), 21=260()oad case 5), 38=103(load case 4), 36=102(load case 5), 23=404(!oad case 1), 24=83(load case 3), 25=134(load case 5), 26=65(load case 1), 27=95(load case 1), 28=93(load case 5), 29=93{load case 5), 31=93(load case 1), 32=93(load case 5), 33=93(load case 5), 34=93(load case 1), 35=92(load case 5), 40=54(load case 2), 39=94(load case 4) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1 -2=0/39, 2-3=-26/229, 3-4=-2/234, 4-5=-6/290, 5-6=-9/337, 6-7=-14/337, 7-8—11/290, 8-9=-12/238, 9-10=-12/187, 10-11 =-12/135, 11-12=-12/84, 12-13=-12/33, 13-14=-33/24, 14-15=-84/24, 15-16=-135/24, 16-17—185/22, 17-15=-240/33, 18-19—247/9, 19-20=-238/0, 20-21—447/74, 21-22=0/31,2-41 =-188/282 BOT CHORD 40-41=-7/523, 39-40=-10/533, 38-39=-9/531, 37-38—10/531, 36-37=-10/531, 35-36=-9/531, 34-35—9/531, 33-34=-9/531, 32-33—9/531, 31-32—9/531, 30-31—8/531, 29-30=-9/529, 28-29=-9/531, 27-28=-10/531, 26-27—9/531, 25-26=-10/531, 24-25=-8/531. 23-24=-23/532, 21-23=-17/531 WEBS 5-38=-88/75, 7-36=-85/74, 20-23=-317/382, 19-24=-63/55, 17-25=-107/l28, 16-26=-75/91, 15-27=-81/97, 14-28=-80/96, 13-29=-80/96, !2-31=-80/96, 11-32=-80/96, 10-33=-80/96, 9-34=-80/95, Continued on pag§-35=-79/104, 3-40=-30/0, 4-39=-83/114, 6-37=-133/0 A WARHING - Verify design parameters and READ NOTES ON THIS AND INCLUDED K1TEK REFERENCE PAGE MH 7473 BEFORE USE. Design valid (or use only with MiTek connectofs. This aeslgnis based only upon parameters shown, and is for an individual building component Applicability at design paramenlers and proper incorporation of componeni i: responsibility ol building designer - not truss designer Bracing snown K for lateral support of individual web members only. Additional temporary bracing lo insure stability aunng construction is the responsibility of trie erector. Additional permanenl bracing of trie overall structure is the responsibility of trie building designer. For general guidance regardingfabrication, quality control, storage, delivery, erection and bracing consult ANSI/TPI1 Quality Crtteiig, D5B-8? and BCSI1 Suildlns Component Solely Inlormatlon available from truss Ploie Institute, 583 D'Oriofrio Drive, Madison, Wl 53719. 7777 Greenback Lane Citrus heights. CA, MiTek job J06D0024 truss S1G imss lype GABLE Uty 1 Hly 1 GAFNEV R1997B664 SCISSOR GEFJob Reference (optional) Dixieline. National City 6.300s Jan 19 2006 MFTeH Industries, Inc. Fri Feb 03 11:47:41 200S Page 2 NOTES 1) Unbalanced roof live toads have been considered for this design. 2) This truss has been designed for the loads generated by 70 mph winds at 23 ft above ground level located 100 mi from the hurricane oceanline, ASCE 7-93 components and cladding external pressure coefficients for the exterior(2) zone and 14.0 psf top chord and 5.0 psf bottom chord dead load are being used. The design assumes occupancy category I, terrain exposure C and internal pressure coefficient condition II. If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" 4} All plates are 1x4 MT20 unless otherwise indicated, 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9} Bearing at joint{s) 37. 36, 31, 32, 33, 34, 35 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 41, 37, 38, 36, 23, 24,25, 26, 27, 26,29, 31, 32, 33, 34, 35, 40, 39. LOAD CASE(S) Standard ^^ WARKINQ Verljy detign parameter* and READ NOTES OK THIS MID INCLUDED UTTEK REFERENCE PAOE KII-7473 BEFORE, USE. Design valid for use only wilh MTTek connectors. This design is based only upon parameiers shown and is ID: an individual building component Applicability of design paramenters and proper incorporat-or. of componenl is responsibility of building designer - not truss designer Bracing snown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility ot tne erector. Addilional permanenl bracing of the overall structure is the responsioility o' ihe building designer. For general guidance regardingfabrication, quality control, storage, delivery, erection and orocing, consult AUSI/TPI1 Quality CiHerla. DSB-8* and BCSH Building Componerl Salety Inloimallon available from Truss Plate Institute, 563 D'Onofrra Dnye, Madisor,. Wl 53719. 7777 Greenoacfc Lane Suite 109 Cirrus Heights, CA. 9561D MiTek JOb J0600024 IrusE S1GA Iruss lype GABLE uty 1 Hly i GAFNEY R1 9979665 SCISSOR GEFJob Reference (optional) Dixlsitns. National City -1-6-0 , 6,SQDsJan 192006 MfTekIndustries, Inc. FriFafi03 11:47:422006 Page 1 24-5-0 .25-11-0 , 1-7-D 1-6-0 " 3*4 II LOADING TCLL TCDL BCLL BCDL (psf) 16.0 14.0 0.0 5.0 SPACING Plates Increase Lumber Increase Rep Stress Incr 2-0-0 1.25 1.25 YES Code UBC97/ANSI95 CSI TC BC WB 0,36 0.13 0.15 (Matrix) DEFL Vert(LL) Vert(TL) Horz(TL) in (ioc) -0.01 19 -0.02 18-19 0.00 20 i/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 133lb GRIP 220/195 LUMBER TOP CHORD 2X4DFNo.1&BtrG BOT CHORD 2X 4DFNo.1&BtrG WEBS 2 X 4 DF Std G OTHERS 2 X 4 DF Std G BRACING TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 DC bracing. REACTIONS (Ib/size) 21=66/24-5-0, 20=188/24-5-0, 2=260/24-5-0, 22=103/24-5-0, 35=404/24-5-0, 34=-92/24-5-0, 33=134/24-5-0, 32=85/24-5-0, 31=95/24-5-0, 30=93/24-5-0, 29=93/24-5-0, 27=93/24-5-0, 26=93/24-5-0, 25=93/24-5-0, 24=93/24-5-0, 23=93/24-5-0 Max Horz 2=524(load case 3} Max Uplift20=-225(load case 3), 22=-61(load case 3), 35=-373(load case 3), 34=-93(!oad case 2), 33=-116(loadcase3), 32=-77(load case 3), 31=-83(load case 3), 30=-82(load case 3), 29=-83(load case 3), 27=-83(load case 3), 26=-82(!oad case 3), 25=-83(load case 3), 24=-80{load case 3), 23=-94{load case 3) Max Grav21=139(load case 3). 20=189{load case 5), 2=260(load case 4), 22=103(load case 1), 35=404(load case 1), 34=83(load case 3), 33=134{ioad case 4), 32=85(load case 1), 31=95{!oad case 4), 30=93(load case 1), 29=93(load case 4), 27=93(load case 1), 26=93{load case 4), 25=93(load case 1), 24=93(load case 4), 23=93(load case 1) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/31, 2-3=-585/72, 3-4=-375/0, 4-5=-383/7, 5-6=-376/31, 6-7=-321/21» 7-8=-272/22. 8-9=-221/22, 9-1QS-169/22, 10-11=-118/22, 11-12=-67/22, 12-13=-16/22, 13-14=-12/50, 14-15—12/101, 15-16-12/154, 16-17=-16/208, 17-18=-28/242, 18-19=0/39, 18-20=-190/276 BOT CHORD 2-35=-17/124, 34-35=-22/126, 33-34=-6/124, 32-33=-8/125, 31-32=-8/125, 30-31=-8/125, 29-30=-8/125, 28-29=-8/122, 27-28=-6/125, 26-27=-8/125, 25-26=-8/125, 24-25=-8/125, 23-24=-8/124, 22-23=-8/126, 21-22=-7/121,20-21=-6/111 WEBS 16-22=-92/99, 3-35=-317/384, 4-34=-63/55, 6-33=-107/128, 7-32=-75/91, 8-31=-81/97, 9-30=-80/96, 10-29=-80/96, 11-27=-80/96, 12-26=-80/96, 13-25=-8D/96, 14-24=-80/95, 15-23=-79/100, 17-21=-161/0 NOTES 1) Unbalanced roof live loads have been considered for this design. Continued on page 2 February 6,2006 ^ WARNING- Verify detign parameter* and READ NOTES ON THIS AND INCLUDED KITEK REFERENCE PAGE MH-7473 BEFORE USE. Design valid tor use only with MiTek connectors. This design is based only upon parameters shown, ana is lor an individual building component Applicability of design paramenters ana props." incorporation ol component is res po mini lily o! building designer - not truss designer. Bracing shownis for lateral support ot individual web members only. Addilional temporary bracing to insure stability ourmg construction is tne responsibility ot (he erectoi. Additional permanent bracing ol the overal; siruclure is Ihe reiponsibility of the ouildtng designer. For general guidance regardingfabrication, quality control, storage, defivery, ereclion and bracing, consult ANS1/TPM QualHy CiHejIa. DSB-BJ and BCSM Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison. WI537I9. 7777 Greenback Lane Suite 109 Cilms Heights. CA, 9561D MiTek job JOB 00024 Iruss S1GA I fUSS lypfe GABLE Uty 1 Kiy 1 GAFNEY R 19979665 SCISSOR QEFJob Reference (optional) Dlxinitae, National CKy 6.300s Jan 132006 MFTeK Industries, Inc. FrlFeb03 11:47:422006 Page! NOTES 2) This truss has been designed for the loads generated by 70 mph winds at 23 ft above ground level located 100 mi from the hurricane oceanline. ASCE 7-93 components and cladding external pressure coefficients for the exterior{2) -1-6-11 to 25-11-11 zone and 14,0 psf top chord and 5.0 psf bottom chord dead load are being used. The design assumes occupancy category I, terrain exposure C and internal pressure coefficient condition II. If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" 4) Ah plates are 1x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6} Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Bearing at joint(s) 21. 22. 27, 26, 25, 24, 23 considers parallel to grain value using ANSI/TP! 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 21, 20, 22, 35, 34, 33, 32, 31. 30, 29, 27, 26, 25, 24, 23. LOAD CASE(S) Standard ^^ WARNING • Verify dtmign parameters and READ NOTES OK THIS AND INCLUDED MITEK REFERENCE PAGE MH- 7473 BEFORE USE. Design valid lor use only with MTTek connectors. This design is based only upon parameters snown. and is for an individuo! buiiaing componentApplicability of design parameters and proper incorporation of component is responsibility °' building designer - nol truss designer. Bracing shown is for lateral support of individual web membeis only. Additional temporary bracing fa insure stability during conslruclion is the responsibility a' tne erector Additional permanent bracing of the overall structure is the responsibility al the building designer For general guidance regardingfabrication, quality control, storage, delivery, erection and bracing, consult AMSI/IPI1 Quality Criteria, DSB-B9 and BCSI1 Building Componenl SaMry Information available trom Iruss Plate Institute, 583 D'Onofrb Drive, Madison, Wl 53719. 7777 Greenback Lane ' Suite 109 Citrus Heights, CA. 95610 MiTek Job JOB 00 024 IrtJSS S1H i rugs lype SCISSORS uiy 1 Mly 1 GAFNEY R1BB78666 SCISSOR TRUSS Job Reference (optional) Dixie line, National City -1-6-0, 6-0-6 6.300 S Jan 19 2006 MITBH Industries, Inc Frl Fob 03 11:47:43 2006 Page 1 30-7-D , 36-10-B , 44-3-8 1-6-0 6-0-B 4-9-14 6-3-B 7-5-0 1-6-D5ci» = r.n.t Plate Offsets (X,Y): [2:0-0-6.0-3-6], [4:0-3-0,0-3-0], 110:0-4-8,0-3-01, [14:0-4-8,0-3-0], [16:0-4-8.0-3.0] LOADING TOLL TCDL BCLL BCDL (psf) 16.0 14.0 0.0 5.0 SPACING Plates Increase Lumber Increase Rep Stress Incr 2-0-0 1.25 1.25 YES CSI TC BC WB 0.51 0.55 0.79 Code UBC97/ANSI95 ; (Matrix) DEFL Vert(LL) Vert(TL) Horz(TL) in (loc) 0.41 16-17 -0.35 16-17 0.14 2 l/defl >891 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 200 Ib GRIP 220/195 LUMBER TOP CHORD 2X4DFNo.1&BtrG BOT CHORD 2X4DFNo.1&BtrG WEBS 2 X 4 DF Std G SLIDER Left 2 X 4 DF Std -G 3-0-7 BRACING TOP CHORD Sheathed or 3-5-10 oc purlins. BOT CHORD Rigid celling directly applied or 5-2-10 oc bracing. WEBS 1 Rowatmidpt 8-14 REACTIONS (Ib/size) 14=2030/0-3-8, 2=1014/0-3-8, 11=241/0-3-8 Max Horz 11=-44(load case 3) Max Upliftl4=-1296(!oad case 3), 2=-704(ioad case 3), 11=-211 (load case 3) Max Grav14=2030(load case 1), 2=1014(load case 1), 11=329{load case 5) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/17, 2-3=-2855/1890, 3-4=-2777/1927, 4-5=-2307/1538, 5-6=-2322/1753, 6-7=-B70/594, 7-8=-869/594. 8-9=-767/1662, 9-1Q=-984/1679, 10-11=-165/682, 11-12=0/33 BOT CHORD 2-17=-1593/2556, 16-17=-1601/2567, 15-16=-415/1406, 14-15=0/425, 13-14=-606/253, 11-13=-601/250 WEBS 4-17=0/129. 4-16=-427/544, 5-16=-385/433, 6-16=-883/1029, 6-15=-756/743, 7-15=-190/411, 8-15=-243/806, 8-14=-2292/1235, 9-14=-342/397, 10-14=-1116/1022, 10-13=0/213 NOTES 1) Unbalanced roof live loads have been considered for this design, 2) This truss has been designed for the loads generated by 70 mph winds at 23 ft above ground level located 100 mi from the hurricane oceanline. ASCE 7-93 components and cladding external pressure coefficients for the exterior(2) zone and 14,0 psf lop chord and 5.0 psf bottom chord dead load are being used. The design assumes occupancy category I, terrain exposure C and internal pressure coefficient condition II. If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1,33 Plate metal DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Bearing at joint(s) 2, 11 considers parallel to grain value using ANSl/TPl 1 angle to grain formula. Building designer should verify capacity of bearing surface. B) Beveled plate orshim required to provide full bearing surface with truss chord at joint(s) 14.Continued on page 2 February 6,2006 ^ WARNING - Verify design parameter, and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE KU-7173 BEFORE USE. Design volid for use only with MiTek connectors This design is cosed only upon parameters shown, and is for an individual building component.ApplicabiJiry ot design parameriters and proper incorporation of component is responsibility of building designer - no: truss designer Bracing shown it for lateral suppart of indiviouol web memben only. Additional temporary bracing to insure stability durinQ construction is tne responsibility o' the erector. Additional permanenl bracing of the overall structure is Ihe responsibility of the building designer. For general guidance regarding fabrication, quality conirol, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-B7 and BCSI1 Building ComponentSafety Intormalion available trom Iruss Plate institute. 583 D'Cmofno Drive. Madison, Wl 53719, 7777 Greenback lane MiTek J6B J0600024 IruSS 81 H iruss lype SCISSORS Uty 1 Hy i GAFNEV R1B9796B6 SCISSOR TRUSSJob Reference (optional) Dixie line. Nation a! City 6,300s Jan 191006 MfTek Industries, Inc. Frl Fob 03 11:47:43 2006 Page 2 LOADCASE(S) Standard A. WARNING- Ver(fy detign parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERENCE PAGE ian-7473 BEFORE USE. Design valid tor use only with MiTek connectors. This assign is based only upon parameters snown, and is lor on indiviaual building component. Applicability ol assign paranienters and proper incorporation ol component is responsibility ot building designer - not Iruss designer. Bracing snownis far lateral suppon at individual web member! only. Additional lemporary bracing to insure liability during construction is Ine responsibility of Ine erector. Additional pefmanerit bracing of the overall slructuie K the responsibility ol the building Qesipnei. Far general guidance regardinglabrication. quality controi, storage, aeliyery. erection ond bracing, consult ANSI/tPIl Quality CrMerla, DSB-S? and BCSI1 Bulldinn Component Salety Inloimatlon available from Iruss Plate Institute. 563 D'Onolrio Drive, Madison, Wl 53719. 7777 Greenback LaneSuite 109 Citrus Heignts.CA, S6610 MiTek Job JM00024 IPlISS SI! IrUSs lype SCISSORS Uty 3 H!y 1 GAFNEY R1 9979667SCISSOR TRUSS Job Reference (optional) Dixiatine, National City rl-6-0, 7-5J! 6.300s Jan 192D06 MiTok Industries, he Fri Feb 03 11:47:44 2006 Page 1 31-11-8 , 38-3-0 , 45-8-0 67-2-0, 1-6-0 7-5-0 4-3-10 4-9-14 6-3-8 7-5-0 1-5-06cil.-1:780 13-s-e Plate Offsets (X,Y): [3:0-4-8,0-3-0], [9:0-4-8,0-3-0], [13:0-4-6,0-3-0], [15:0-4-8,0-3-0] LOADING TOLL TCDL BCLL BCDL (P8f) 16.0 14.0 0.0 5.0 SPACING Plates Increase Lumber Increase Rep Stress Incr 2-0-0 1.25 1.25 YES Code UBC97/ANSI95 CSI TC BC WB 0.56 0.57 0.86 (Matrix) DEFL Vert(LL) Vert(TL) Horz(TL) in (loc) 0.54 15-16 -0.46 15-16 0.17 2 l/defi >702 >B30 n/a L/d 240 180 n/a PLATES MT20 Weight: 200 Ib GRIP 220/195 LUMBER TOP CHORD 2X4DFNo.1&BtrG BOT CHORD 2X4DFNo.1&BtrG WEBS 2 X 4 DF Std G BRACING TOP CHORD BOT CHORD WEBS Sheathed or 3-2-7 oc purlins. Rigid ceiling directly applied or 4-6-3 oc bracing. 1 Rowatmidpt 7-13 REACTIONS (Ib/size) 13=2158/0-3-8,2=1044/0-3-8, 10=178/0-3-8 Max Uplift13=-1364(load case 3), 2=-729{load case 3), 10=-182(load case 3) Max Grav13=2158(load case 1), 2=1CW4(ioad case 1), 10=294(load case 5) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/33, 2-3=-3478/2328, 3-4=-2436/1602, 4-5=-2415/1799, 5-6=-814/541, 6-7=-812/539, 7-8=-956/1974, 8-9=-1173/1991, 9-10=-345/975, 10-11=0/33 BOT CHORD 2-16=-1977/3188, 15-16=-1974/3186, 14-15=-364/l416, 13-14=-96/565, 12-13=-880/466, 10-12-875/461 WEBS 3-16=0/198, 3-15=-939/908, 4-15=-329/389, 5-15=-961/1147, 5-14=-832/797, 6-14=-152/380, 7-14=-296/907, 7-13=-2510/1350, 8-13=-342/397, 9-13=-1131/1032, 9-12=0/214 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the loads generated by 70 mph winds at 23 ft above ground level located 100 mi from the hurricane oceanline. ASCE 7-93 components and cladding external pressure coefficients for the exterior{2} zone and 14.0 psf top chord and 5.0 psf bottom chord dead load are being used. The design assumes occupancy category I, terrain exposure C and internal pressure coefficient condition II. If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1,33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5} Bearing at joint(s) 2, 10 considers parallel to grain value using ANSl/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 13. LOAD CASE(S) Standard February 6,2006 A WARNING • Verify Hetlgn parameter, and READ NOTES ON THIS AND INCLUDED 1U1TEK REFERENCE PAGE 101-7473 BEFORE USE. Design valid for use only wilh MiTek conneclors. This design is based only upon parameters snown. and is lor an individual building component Applicability ol assign poromenters and proper incorporation ol component is responsibility of building designer - not truss designer. Bracing shownis loiialeral support ol individual web mempers only. Additional temporary bracing to insure stability aunng construction is Ihe responsibility o! theereclor. Additional permanent bracing of the overall structure is the responsibility ol Ihe building Designer. For general guidance regarding labricolion, quality control, storage, delivery, erection and bracine. consul! ANSI/TPI1 Quality Criteria, DSB-89 and BCSM Building ComponentSolely Inloimallon available trom Truss Plale Institute, 583 D'Onotrio Drive, Madison. Wl 5371?. 7777 Greenback Lane Sime 109CltruE Heights, CA, 95610 MiTek Job J 060002 4 iruss su iruss lype GABLE Uty 1 Ply 1 GAFNEY R1B97B668 SCISSOR TRUSSJob Reference (optional) Dmeline, National cny r1-6-0, 7-5-D 6.300 s Jan 19 znOBMrTeklnflustriBE, Inc. FM Fed 03 11:47:45 2006 Page 1 31-11-8 . 3B-3-0 , 45-B-O 47-2-0 1-6-0 7-5-0 4-B-11 6-3-6 7-5-0 1-6-0 6.00 [TF 11H CONTINUOUS BEARING Plate Offsets (X,Yj: [3:0-4-8.0-3-0]. [9:0-4-8,0-3-0], [17:0-4-8,0-3-01. [19:0-4-8.0-3-01, [28:0-1-13,0-1-01 LOADING TCLL TCDL BCLL BCDL (psf) 16.0 14.0 0.0 5,0 SPACING Plates Increase Lumber Increase Rep Stress Incr 2-0-0 1.25 1.25 YES Code UBC97/ANSI95 CSI TC BC WB 0.56 0.56 0.98 (Matrix) DEFL Vert(LL) Vert(TL) Horz(TL) in (loc) 0.54 19-20 -0.45 19-20 0.19 2 l/defl >710 >846 n/a L/d 240 180 n/a PLATES MT20 Weight: 21 3 !b GRIP 220/195 LUMBER TOPCHORD 2X4DFNo.1&BtrG BOT CHORD 2X4DFNo.1&BtrG WEBS 2 X 4 DF Std G OTHERS 2X4DFStdG BRACING TOP CHORD BOT CHORD WEBS Sheathed or 3-2-14 oc purlins. Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 4-6-5 oc bracing: 2-20 4-S-15oc bracing: 19-20 10-0-0 oc bracing: 18-19. 1 Rowatmidpt 7-17 REACTIONS (Ib/size) 17=2282/13-10-8, 14=-176/13-10-8, 2=1033/0-3-8, 10=191/13-10-8, 12=157/13-10-8, 13=-118/13-10-8, 15=28/13-10-8, 16--14/13-10-8 Max Horz 17=-1{load case 3) Max Uplift17=-1389(load case 3), 14=-387(load case 4), 2=-727(load case 3), 10=-175{load case 3), 12=-66{load case 3), 13=-124(load case 2), 16=-14(load case 1} Max Grav17=2282(load easel), 14=88(load case 5), 2=1033{load case 1), 10=233(load case 5), 12=229(load case 2), 13=96(load case 3), 15=52{!oad case 2), 16=29(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/33, 2-3=-3<J24/2319, 3-4=-2380/1594, 4-5=-2359/1791, 5-6-757/531, 6-7=-754/530, 7-B=-972/2096, B-9=-1188/2114, 9-10=-316/608, 10-11=0/31 BOT CHORD 2-20=-1970/3138, 19-20=-1967/3136, 18-19=-356/1363, 17-1B=-251/576, 16-17=-491/437, 15-16=-496/434, 14-15=-492/434, 13-14=-476/426. 12-13-503/444, 10-12=-482/428 WEBS 3-20=0/198, 3-19=-945/908, 4-19=-329/389, 5-19=-962/1149, 5-18=-B34/798, 6-1B=-145/341, 7-18=-299/934, 7-l7=-2564/1356, 8-17=-346/396, 9-17=-1410/1073, 9-14=-32/418 NOTES 1} Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the loads generated by 70 mph winds at 23 ft above ground level located 100 mi from the hurricane oceanline. ASCE 7-93 components .and cladding external pressure coefficients for the exterior{2) zone and 14.0 psf top chord and 5.0 psf bottom chord dead load are being used. The design assumes occupancy category I, terrain exposure C and internal pressure coefficient condition II. If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 Continued on page 2 February 6,2006 .it, WARNING- Verify del iff n parameters and READ NOTES OK THIS AMD INCLUDED MJTEE REFERENCE PAGE Ma- 7473 BEFORE USE. Design valid lor use only with MiTek connectors. This design is based only upon parameters shown. ana1 is lor an Individual building component.Applicability a! design paramenters and proper incorporation of component is responsibility of building designer - not Injss designer. Bracing shown is lor lateral suppar1 of individual web members only. Additional temporary bracing TO insure stability a unng construction is the responsibility of the ereclor. Additional permanent biacing of the overall structure is the responsibility ol the building designs;. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult AN5I/TPI1 Quality Criteria, DSB-B? and BCSil Building ComponentSafety Intorm all on available from Tiuss Plate Institute. 583 D'Onotric Drive, Madison. Wl 53719. 7777 GreenbacK Lane MiTek Job J06DD024 imss su I fuss iyp& GABLE uty 1 Ply 1 GAFNEV R19979668SCISSOR TRUSSJob Reference (ontionall Dixieline, National Ctty 6.300sJ8n182006MFTeUridustrle6.ini;. FriFsb 03 11:47:452006 Page z NOTES 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" 4} All plates are 2x4 MT20 unless otherwise indicated. 5) Gable studs spaced at 1-4-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Bearing atjoint(s) 17, 14, 2, 10, 12, 13, 15, 16 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. LOAD CASE(S) Standard ^^ WARNING • Verify detign parameters and READ NOTES OK THIS AWE INCLUDED XSTEK REFERENCE PAQC 101-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters snown. and is lor an Individual building componentApplicability ot assign parameters and prope' incorporation ot component is responsibility' Qi Duhding designer - not truss designer. Bracing shown is for laleral support of individual web members only. Additional temporary bracing to insure staoility during construction is Ihe responsibility ot tne elector. Additional permanent bracing of Ihe oyeroll structure is the responsibility of the building designer. For general guidance regardingfabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TP11 Quality Ciherla, DSfl-Bf and BCSI1 Bulldino ComponentSolcty InlorniaHon available from Truss Plate Institute, 5S3 D'Onoiiio Drive. Madison. Wl 53719. j 7777 GreeriDacK laneI Suite 109tlrus, Heights, CA. 95E10 MiTek JOD J060C024 Dlxieline iruss S1K National Ctty -1-6-0 , 7-5-0 1-6-0 7-5-0 iruss iype SCISSORS 13-B-B 6-3-8 UTV 1 1B-6-6 4-B-14 ny 1 GAFNEV SCISSOR TRUSSJob Reference (optional) R19B79BE9 6.3COsJan1B20D6MITeKlndultrlS5.lnc. Fri FBD 03 1 14715 2006 Page 1 22-1D-0 27-1-10 , 3D-5-0 31-11-0, 4-3-1 0 4-3-10 3-3-6 1-6-0 5.00 [vf Plate Offsets (X,Y): [3:0-4-8,0-3-01, [12:0-4-8.0-3-0] LOADING TCLL TCDL BCLL BCDL (psf) 16.0 14.0 0.0 5.0 SPACING Plates Increase Lumber Increase Rep Stress Incr 2-0-0 1.25 1.25 YES Code UBC97/ANSI95 CSI TC BC WB 0.59 0.64 0.79 (Matrix) DEFL Vert(LL) Vert(TL) Horz(TL) in (loc) 0.61 12-13 -0.52 12-13 0.22 2 l/defl >592 >700 n/a L/d 240 180 n/a PLATES MT20 Weight: 145 Ib GRIP 220/195 LUMBER TOP CHORD 2X4DFNo.1&BtrG BOT CHORD 2X4DFNo.1S,BtrG WEBS 2X4DFStdG BRACING TOP CHORD BOT CHORD Sheathed or 2-11-0 oc purlins, except end verticals. Rigid ceiling directly applied or 4-2-6 oc bracing. REACTIONS (Ib/size) 2=1156/0-3-8, 10=1156/0-3-8 Max Horz 10=374(toad case 3) Max Uplift2=-796(ioad case 3}, 10=-761(load case 3) FORCES {Ib} - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/33, 2-3=-4010/2644, 3-4=-2997/1931, 4-5=-2977/2130. 5-6=-1385/883, 6-7=-1381/879, 7_8=-58/216, 8-9=0/39, 8-10=-215/241 BOT CHORD 2-13=-2273/3686, 12-13=-2270/3686, 11-12=-682/1949, 10-11=0/757 WEBS 3-13=0/194, 3-12=-913/893, 4-12=-331/391, 5-12=-953/1142, 5-11=-826/789, 6-11=-404/753. 7-11=-145/615, 7-10=-1284/645 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the loads generated by 70 mph winds at 23 ft above ground level located 100 mi from the hurricane oceanline. ASCE 7-93 components and cladding external pressure coefficients for the exterior(2) zone and 14.0 psf top chord and 5.0 psf bottom chord dead load are being used. The design assumes occupancy category I, terrain exposure C and internal pressure coefficient condition II. If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Bearing at joint(s) 2, 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. LOAD CASE(S) Standard February 6,2006 ^ WARNING - Verify design parameters and READ NOTES OK THIS AND INCLUDED MTTEK REFERENCE PAOK MD-7473 BEFORE USB. Design valid for uie only with MiTek connectors This design is based only upon parameter! shown, and is for an individual b'jildine component. Applicability of aesign parameniers and proper incorporation of component is responsibility of cuhding designer- nol truss designer. Bfacing snowris tor lateral support of individual web member only. Additional temporary bracing lo insure stability during construction is the responsibility ot the erector Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consul! AN5I/TPI1 Quality Criteria, DSB-S9 ond BCSI1 Building Component Solely Information available from Truss Plate Institute. 583 D'Onotrid Drive. Madison, Wl 53719. 7777 Greenback Lane Burte 109Cilrus Heights, CA 95610 MiTek job JOB DO 024 Dixiehne, National City . -1-6-0 1-6-0 iruss STL iruss type SCISSORS 7-5-0 7-5-0 13-B-8 6-3-B Uty 1 Ply 1 1B-6-6 4-B-14 GAFNEY SCISSOR TRUSSJob Reference (optional) £.300 s Jan 19 2006 MITeK Industries, Inc. Ff 22-10-0 27-1-10 4-3-10 4-3-10 R19979670 FebD3 11:47:462006 Page 1 28-5-0 29-11-0, 1-3-6 1-6-0 b.OOfll" Plate Offsets fX.Yj: 13:0-4-8,0-3-01, [12:0-4-6.0-3-01 LOADING TCLL TCDL BCLL BCDL (psf) 16.0 14.0 0.0 5.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code UBC97/ANS195 CSI TC BC WB 0.57 0.60 0.79 {Matrix} DEFL Vert(LL) Vert(TL) Horz(TL) in 0.53 -0.45 0.16 (loc) 12-13 12-13 2 l/defl >632 >755 n/a Ud 240 180 n/a PLATES MT20 Weight: 138lb GRIP 220/195 LUMBER TOP CHORD 2X4DFNo.1&BtrG BOT CHORD 2X4DFNo.1&BtrG WEBS 2 X 4 DF Std G BRACING TOP CHORD Sheathed or 3-1-1 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-4-11 oc bracing. REACTIONS (Ib/size) 2=1086/0-3-8, 10=1086/0-3-8 Max Horz 10=424(load case 3) Max Uplift2=-754(load case 3), 10=-709(load case 3) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/33, 2-3=-3679/2445, 3-4=-2649/1721, 4-5=-2629/1919. 5-6=-1029/672, 6-7-1025/668, 7-8-30/199, 8-9=0/39, 8-10=-174/210 BOT CHORD 2-13=-2087/3376, 12-13=-2084/3375, 11-12=-484/1617, 10-11=0/413 WEBS 3-13=0/194, 3-12=-927/905, 4-12=-330/390, 5-12=-953/1148, 5-11—830/789, 6-11—242/516, 7-11 =-268/79 2, 7-10=-982/456 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the loads generated by 70 mph winds at 23 ft above ground level located 100 mi from the hurricane oceanline, ASCE 7-93 components and cladding external pressure coefficients for the exterior(2) zone and 14.0 psf top chord and 5.0 psf bottom chord dead toad are being used, The design assumes occupancy category I, terrain exposure C and internal pressure coefficient condition II. if end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Bearing at joint(s) 2, 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. LOAD CASE(S) Standard February 6,2006 WARNING Veryy design parameter* and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE KH-7173 BEFORE USE. Design valid for use only witn MTTek connectors This design is based only upon parar--'— •' ' ~ ' •—•—••-i. —i •- LJ:shown, and is lor an individual building compoient 7777 GieenEack LaneSurtelQS Citrus Heights, CA.9561D MiTek Job J06D0024 truss S1M I russ Type SCISSORS Dixie line. National City , -1-6-0 , 7-5-0 1-6-0 7-B-O 13-8-B 6-3-e uty 1 1 18-6-6 4-9-14 GAFNEY SCISSOR TRUSSJob Reference (optional) 6.300s Jan 1920Q5MfTe 22-10-0 4-3-10 R1 987 9671 K Industries, Inc FtiFob03 11:47:47 2006 Page 1 26-5-0 27-11-0, 3-7-0 1-6-0 7-5-0 22-1D-O Plate Offsets (X,Y): [2:0-1-5,0-0-8], [3:0-4-6,0-3-01. [11 :Q-4-8,0-3-01 LOADING TCLL TCDL BCLL BCDL (psf) 16.0 14.0 0.0 5.0 SPACING Plates Increase Lumber Increase Rep Stress Incr 2-0-0 1.25 1.25 YES Code UBC97/ANSI95 CSI TC BC WB 0.55 0.57 0.78 DEFL Vert(LL) Vert(TL) Horz(TL) in (loc) 0.47 11-12 -0.39 11-12 0.12 2 i/defl >673 >813 n/a (Matrix) Ud 240 180 n/a PLATES MT20 Weight: 127 Ib GRIP 220/195 LUMBER TOP CHORD 2X4DFNo.1S.BtrG EOT CHORD 2X4DFNo.1&BtrG WEBS 2 X 4 DF Std G BRACING TOP CHORD Sheathed or 3-3-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-7-4 oc bracing, REACTIONS (Ib/size) 9=1016/0-3-8,2=1016/0-3-8 Max Horz 9=474{load case 3) Max Uplift9=-655(load case 3), 2=-713(load case 3) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/33, 2-3=-3349/2252, 3-4=-2301/1516, 4-5=-2279/1713, 5-6--671/461, 6-7=-659/473, 7-8=0/39, 7-9=-1015/550 BOT CHORD 2-12=-1906/3067, 11-12=-1903/3065, 10-11-293/1287, 9-10=-5/594 WEBS 3-12=0/195, 3-11=-943/917, 4-11—326/386, 5-11 =-950/1149, 5-10=-838/805, 6-10=-144/312, 7-10=-280/810 NOTES 1) Unbalanced roof live loads have been considered for this design. 2} This truss has been designed for the loads generated by 70 mpb winds at 23 ft above ground level located 100 mi from the hurricane oceanline. ASCE 7-93 components and cladding external pressure coefficients for the exterior(2) zone and 14.0 psf top chord and 5.0 psf bottom chord dead load are being used. The design assumes occupancy category I, terrain exposure C and internal pressure coefficient condition II. If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3} This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other jive loads. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Bearing at joint(s) 9, 2 considers parallel to grain value using ANS1/TPI 1 angle to grain formula, Building designer should verify capacity of bearing surface. LOAD CASE(S) Standard February 6,2006 A WARNING- Verify at sign parameters ana HEAD NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE KH- 7*72 BEFORE USE. Design valid lor use only wiln MITek connectors. This design is based only upon parameters shown, and is for an individual bulling component ApplicaDilily of design paramenters and proper incorporation of component i? responsibility ol building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the lesponsiPillhy of tne erector, Additional permanent bracing ol the overall structure a the responsibility of the building designer Foi general guidance regarding fabrication, quality control, storage, aelivery, erection dnd bracing, consult ANSI/1P11 Quality Criteria, DSB-89 ond BCSI! Building ComponentSalety Intoimatltm available trom Truss Plate Instilule. 583 D'Onofrio Drive. Mddison. Wl 5371?. 7777 Greenback Lane Suite 109 Citrus Heights, CA. 95610 MiTek* Job JD600Q24 IruSS T1 UUSS lypfe COMMON uty a Hly 1 GAFNEY R 13379672 TRUSSJob Reference (optional) D Kiel me, National City h- G,300 s Jan 18 2006 MFTek Industries, Inc. Fri Fob D3 11:47:47 2D06 Page 1 20-3-B . 21-9-B 5-7-1 1-6-0 Scmle « rffi 0 Plate Offsets (X.Yj: [1:0-0-14,0-1-8]. [5:0-2-15,0.1-81, [7:0-4-8,0-3-0! LOADING {psf) TOLL 16,0 TCDL 14.0 BCLL 0.0 BCDL 5.0 SPACING Plates Increase Lumber increase Rep Stress Incr 2-0-0 1.25 CSI TC 1.25 ! BC YES Code UBC97/ANSI95 WB 0.28 0.44 0.21 (Matrix) DEFL Vert(LL) Vert(TL) Horz(TL) in -0.15 -0.25 -0.03 (toe) 5-7 5-7 5 l/defl >999 >941 n/a L/d 240 180 n/a PLATES MT20 Weight: 79 Ib GRIP 220/195 LUMBER BRACING TOP CHORD 2X4DFNo.1&BtrG TOP CHORD BOT CHORD 2X 4DFNo.1S.BtrG BOT CHORD WEBS 2 X 4 DF Std G Sheathed or 5-7-5 oc purlins. Rigid ceiling directly applied or 7-8-15 oc bracing. REACTIONS (Ib/size) 1=696/0-3-8, 5=806/0-3-8 Max Horz 1=-42(load case 3) Max Uplift1=-468(load case 3), 5=-543(load case 3) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1335/959, 2-3=-984/732, 3-4=-984/732, 4-5=-1354/963, 5-6=0/35 BOT CHORD 1-7—711/1181. 5-7--715/1188 WEBS 2-7=-362/422, 3-7=-270/512, 4-7=-387/426 NOTES 1) Unbalanced roof live loads have been considered for this design. 2} This truss has been designed for the loads generated by 70 mph winds at 23 ft above ground level located 100 mi from the hurricane oceanline. ASCE 7-93 components and cladding external pressure coefficients for the exterior(2) zone and 14.0 psf top chord and 5.0 psf bottom chord dead load are being used. The design assumes occupancy category I, terrain exposure C and internal pressure coefficient condition II. If end verticals or cantilevers exist, they are exposed to wind, if porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip D0i_=1.33 Plate metal DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) A plate rating reduction of 20% has been applied for the green lumber members. LOAD CASE(S) Standard February 6,2006 ^ WARNMG Verify design param.ters and READ NOTES OK THIS AND INCLUDED M1TEK REFERENCE PAGE MI!-7473 BEFORE USE. Design vplid for use only wilh MiTek connectors. Tnis design is Dosed only upon parameters shown, and is lor an individual buMding component Applicability of design paramenters and proper incorporation ot component is responsibility of building designer- nol truss designer Bracing shownis far lateral support of individual web msmbers only. Additional temporary bracing lo insure stability curing construction K the rssponsiaitliiy of the srecloi. Additional permanent bracing ot Ihe overall structure is tne responsibility ot the building designer, F<x general guiaance regarding fabrication, qualify control, storage, delivery, erecfion and bracing, consult AH5I/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component Surety Information available from Truss Plate Institute, 5B3 D'Onofrio Drive, Madison, Wl 53719. 7777 Greenback LaneSuite 109 Citrus HeigHls.CA. 9561D MiTek Job J06DOD24 iruss T1G iruss lype GABLE Uty 2 ny 1 GAFNEY R18879B73 GEFJob Reference (optional) Dixie line. Nation si city 6.300sJ8n132006MiTBklnouBtriBs.lnc. Frl Feb 03 11:47:48 2D06 Page 1 2Q-3-B | 21-8-8 1D-2-12 1-6-0 Swli • V35.D Plate Offsets (X,Y): [8:0-2-0, Edge] LOADING (psf) TCLL 16.0 TCDL 14.0 BCLL 0.0 BCDL 5.0 SPACING Plates Increase Lumber Increase Rep Stress Incr 2-0-0 1.25 1.25 NO Code UBC97/ANSI95 CSI TC BC WB 0.13 0.06 0.06 (Matrix) DEFL Vert(LL) Vert(TL) Horz(TL) in -0.01 -0.01 0.00 (loc) 16 16 15 l/defl n/r n/r n/a Ud 120 120 n/a PLATES MT20 Weight: 97 Ib GRIP 220/195 LUMBER TOP CHORD 2X 4DFNo.1&BtrG BOT CHORD 2X 4DFNo.1&BtrG OTHERS 2 X A DF Std G BRACING TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, REACTIONS (Ib/size) 1=76/20-3-8, 24=101/20-3-8, 22=101/20-3-8. 17=130/20-3-8, 18=82/20-3-8, 19=95/20-3-8, 20=92/20-3-6, 15=210/20-3-8, 21=99/20-3-8, 29=177/20-3-8, 26=60/20-3-8, 27=101/20-3-8, 26=91/20-3-8, 25=100/20-3-8 Max Horz 1=-42(load case 3) MaxUpiift1=-18(loadcase3), 17=-118(load case 3), 18=-72(load case 3), 19=-84(load case 3), 20=-80(load case 3), 15—116(load case 3), 21=-105(ioad case 3), 29=-162(load case 3), 28=-52(load case 3), 27=-89(load case 3), 26=-79()oad case 3), 25=-105(load case 3) Max Grav1=76(bad case 1), 24=101 (load case 1), 22=101 (load case 1), 17=130(load case 2), 18=82{load caseS), 19=95{loadcase5), 20=92(load case 1), 15=210(load case 1), 21=101(load case 5), 29=177{load case 4), 28=60(load case 4), 27=101(load case 4), 26=91(load case 1), 25=101(load case 4) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2-79/26. 2-3-32/31. 3-4=-24/72, 4-5=-25/126, 5-6=-25/175, 6-7=-27/236, 7-8=-26/239, 8-9=-26/239, 9-10=-27/236, 10-11=-25/175, 11-12—25/125, 12~13=-24/73, 13-14=-29/28, 14-15=-73/20. 15-16=0/34 BOT CHORD 1-29=0/149, 28-29=0/149, 27-28=0/149, 26-27=0/149, 25-26=0/149, 24-25=0/149, 23-24=0/149, 22-23=0/149, 21-22=0/149, 20-21=0/149, 19-20=0/149, 18-19=0/149, 17-18=0/149, 15-17=0/149 WEBS 7-24=-86/0, 9-22=-86/0, 14-17=-119/148, 13-18=-67/78, 12-19=-82/99, 11-20=-79/93, 10-21=-87/119, 2-29=-137/165, 3-28=-59/72, 4-27=-84/100, 5-26=-78/93, 6-25=-87/119 NOTES 1} Unbalanced roof live loads have been considered for this design, Continued on page 2 February £^2006 ^ WARNING - Verify design parameters and READ NOTES OK THIS AND INCLUDED MITEK REFERENCE PAGE MH-7073 BEFORE USE. Design valid lor use only with MiTek connectors. This design is based only upon parameters shown, ana u lor an individual building comoonen:. Applicability ot assign pararneriteri and proper incorporation 01 component [! responsibility of pullding designer- not truss designer. Bracing snow is for lateral supporr of individual web members only. Addilional temporary biocing lo insure stability during construction is Ine resppnsiailliiy of ineereelor, Additional permanenl bracing of the overall structure is ttie responsibility ol tne building aesigner. For general guidance regardinglabricalion, quality control, storage, aelivery. erection and bracms. consull ANSI/TFI1 Quality CrHetla, DSB-B9 and BCS11 flulldino Component Safety Information available from Truss Plale Institute. 5B3 D'Onolrio Drive. Madison. Wl 53719. 7777 Greencacn Lane MiTek Job J0600024 iruss T1G i fuss iype GABLE Uty 2 ny 1 GAFNEY R19879673 GEFJob Reference (optional) Dixieline, NaiionBl City 6.300 s Jan 19 2006 MiTsk Industries. Inc Fri Fob 03 11:47:46 2006 Pago 2 NOTES 2} This truss has been designed for the loads generated by 70 mph winds al 23 ft above ground level located 100 mi from the hurricane oceantine. ASCE 7-93 components and cladding external pressure coefficients for the exterior(2) zone and 14.0 psf top chord and 5.0 psf bottom chord dead bad are being used. The design assumes occupancy category I, terrain exposure C and internal pressure coefficient condition II. If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" 4} All plates are 1x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) A plate rating reduction of 20% has been applied for the green lumber members. LOADCASE(S) Standard ro r~r "t» —T; '- ' -^ TO </> ~7 5Uro £a p— co 5: M r«-" ^ 2-5 I**rr 1/1 "•*•3" 1-§|c.iSgg| U/ > SI c "° •IX > ^ S ^ > 5 =— r SP */\ s -H ?a^ i KV 5 x s |! , ,ik"* o \X - K S B8O \> S -^ ™ 08 MV \J > - 5-O -n =ll»|foil s Is N.^'1. nff"ong§l PP *£?! ° °PI P 911 WHJrtiii m in 'in mil us§5' :? § a- o- = i- Eg r pr B. i? =? £ 3^'l o ° a 8 wk^/tf>t —L/(>O *rf_ -^r*/^NS. 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ISH- D 3 —^ 5 — 3 ^-O r^ ? — O nCD -H-r, CDCD SE ~<^fh^ 3 SLa f & |r ^ 32 1| |S go |l 31 s o 1 S ? o o -H- ga 3 9 s-2 = a ro f— z*-?S-— < ® 3 3 X3S^-" n - ! £ a »£ & S N ^S ^ I | s I. 5"°oE a a g' 03:30; CT S:1/1 ^ ~i~ ^T r> Q — \ tt' ff, rr CD ^D ~1m ^^rCT)*1 .i ^ ^ tp u ^ -, oP R g £|' - g- Sjg- § r. u n w X < tu 4 g i^ ^o ^• ^ n 3 E. 2 2 ^5 2 a ; K a S 0 D => 2 3 «^ 5 ^ rt< r tc 3 0!<b ?£ fe>3 c ^^ 5^ *" -H /^fl> o (|) O -n /h-i o *" •D = 3 » S ^s * (D0 n ^3 S? r*9.0 U_ a. £ c/iis as 2. 7 < 1 Z1 a (Dc/i •*«»•« (MWTMkH: MM DIXIELtNE LUMBER BCHffiE] HOOD PRODUCTS 2740 TDEUUOS AVBAfE NKnGHKLCnY.QUJFOiWttn TRUSS CONNECTION DETAIL B II DEOELINE LUMBER mOHEEKD WOOD PSODUOSi 2749 HDEUNDS AVENUE KUKHUL OH, CAUfOIMiSWM GENERAL NOTES AND INDEX la «U«« MM* »t M HMHf IT DDCIELINE LUMBER BKIBQVnCOPRGOUCIS 27« TBBJWS AVfflUE GABLE END DETAILS (•DOMIC HI HMBIIf I ttm DMEUNE LUMBER BOBH) WOO PRODUCTS Z740 TTDSAWS AVBWE GABLE END DETAILS DDOEUNE LUMBER LJMCIJH WOOD PRODUCTS 2740 SCISS. GABLE END DETAIL >JL- J^-> DDOEUNE LUMBERHOBO) WHO nouns 2740 TTDBJWB AVBWE (SiaZBHISI FAXffHHT7-68t1 STANDARD FURRING DETAIL H HI mm B D~ ss ll ° "ilOQM •2=5Sft SS^-=I**Ka1"L «°»HESe^iS_ 3wCT_ llggB"*IOW^-.SawESl P^Q^ a^5s§ S^§S,siiia- «3M-° BSfeSga«' z^S E f a gj* -dgg IsS8? oH tfl r* O £ td" S5g| K- o1 SJs o IS^SEts^B^P-,MO lw^sg l^Hs5 i piM 1 oZ -q TOP CHORD NOTCH PROCEDURE SDC JACKS «TH DNEUNE LUMBER BGHSta) WOOD PBGDUCTS 2740 TDBANDS AVENUE HIP FRAMING DETAIL DMEUNE LUMBERBdEElWOCOPHOOUCIS ZWO TDBM03 AVBWE HIP FRAMING DETAIL 3' ft DDQBJNE LUMBER BOffiS) WOO PRODUCTS 2740 TSJBMD3 AVBA/E HIP FRAMING DETAIL -••n-irrni nr iinun n rrtnfmi 11 f»m in am iiM»n»nia-Hm O -H ~D ° m > p P om,--n nx*.n i m n aX2a po TJ i ^ t~~t n-o3 <2 £n a to if£rN r-/^M i^. ^1 I—*o Q. ^ i W 1 t— •o Q. -D a m S-n ^ to a oa 1/1 RC an DIXIELINE LUMBER BffiMraBl WOOD PRODUCTS 27« noawos AVBIUE HIP FRAMING DETAIL UUD aifM !• HU M « t•Di-merr,is i 02>2=Jm o DIX1EJNE LUMBER BtOBOWDGOPRCOlCIS 27« raa/NDS AVENUE (BH)2tM161 FAX(!19H7T-6»1 CONVEffflOiLHIPFf DIXiaiNE LUMBER BCKBED WOOD PRDDUCIS 2740 TDH/NDS AVBWE HIP BEAM DETAIL «f «i ntmn H fc-^ i SttM! 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TRUSS # 2 TRUSS f 3 TRUSS # 4 TRUSS # 5 TRUSS TRUSS TRUSS Jl 3f=t ^\ X s ' \J 1 1— ?USS 1 4 TRUSS # 5 DDQELJNE LUMBERearaffii HOOD PRODUCTS 2740 TEfiANDS AVENUE ATTiCACCES DETAIL m>m gsO gFl 22 OO >z d DIX1EUNE LUMBER BffilBtBlWDODPnJDUCIS Z7« TOBJWDS AVENUE 30X30 ATTIC ACCESS DDQQJNE LUMBERaaraswocopwouc 27« 7TDELWDS AVBJfE PIGGYBACK DETAIL COco<Dmen—imo -a o m—i> g x] GL 5" 01 H~\c.in CO CJ <[in" o" D "DI"> O^3 DmH> u15 COI- ED-neonOE?2^OS Z f>tn a3b 2^TJ 24 OCC\V>-If] R> ;o;0 Fl ^ ^t>F•=-n £° .>13esn33 -nsjt> a 3p £ n rc r? S« 9 DIXIEUNE LUMBER BfiKBQWOOOPflOOUCIS 274Q TDaANDS AVENUE 5KYUGHT/FIREPUCER 01090 •?• ' - 2 DDOEL1NE LUMBER OGIQQIVnODPROOUCTS Z74Q IIIELMDS AVENUE FLOOR BRACING DETAIL eJob Cover Sheet Page 1 of 1 TRUSWAL Engineering eJob 7/7/2005 This eJob is prepared exclusively for: Dixieline Lumber Company 2740 Tidelands National City, CA 91 950 Work Order: gaffney Job Customer: CASH ACCOUNT Job Name: GAFFNEY Job Address: 2445 TORRESON PLACE Truswal ID: T157989.J168306 I hereby verify that this document was prepared by me or under my direct supervision and that I am a duly Licensed Professional Engineer. I am responsible for the design of each component detail only - not for the proper manufacture of the components. This document is no longer valid if any modifications are made to it. Truswal Systems Corporation 4445 Northpark Drive, Suite 102 Colorado Springs, CO 80907 800-322-4045 U file://C:\Documents and Settmgs\TransfersC\Local Settings\Temp eJob Table of Contents Page I of 1 TRUSWAL Engineering eJob 7/7/2005 Table of Contents Page No. 1 4 7 10 13 16 Truss Label S1-1F S1C S1G S1I T1C T2 Page No. 2 5 8 11 14 17 Truss Label S1 S1D S1GA T1A T1D T2G Page No. 3 6 9 12 Truss Label S1B S1E S1H-F T1B 15 || T1E-G Page 1 Truswal Systems Corporation 4445 Northpark Drive, Suite 102 Colorado Springs, CO 80907 800-322-4045 file://C:\Documents and Settings\TransfersC\Local Settings\Temp\rad48952.tmp.0.eJob\eJo... 7/7/2005 eJob Scope of Work Statement Page 1 of 1 TRUSWAL 000009 STORMS Engineering eJob 7/7/2005 Truss Engineer Design Responsibilities The engineer's signature on this design certifies that the individual component depicted, if buitt with the materials and to the placements and tolerances specified, will bear the loads shown on the drawing. Users of the component are responsible for determining that any as-built component conforms to the design. The loading and dimensions specified have been provided by others and have not been verified by the signing engineer. The Building Designer is responsible for determining that the dimensions and loads for each component match those required by the plans and by the actual use of the individual component. The Building Designer is responsible for ascertaining that the loads shown on the designs meet or exceed applicable building code requirements and any additional factors required in the particular application. The engineer's seal on the attached component designs indicates acceptance of professional engineering responsibility solely for the design of the individual component assuming that the loading and dimension requirements are as represented to the engineer. The suitability and use of this component for any particular building is the responsibility of the Building Designer in accordance with ANSI/TPI Section 2. The engineer certifying this component is not responsible for anything beyond the specific scope of work set forth above, including but not limited to, the loading factors used in the design of the component, the dimensions of the component, the transfer of lateral loads from the roof and/or forward to the shear walls down to the foundation, connection of the components to the bearing support, the design of the bearing supports, the design and connection to the shear walls, the design of temporary or permanent building bracing required in the roof and/or floor systems, transfer of vertical loads down to the foundation, the design of the foundation or analysis in connection with the roof and/or floor diaphragms of the building. This is a high quality facsimile of the original engineering document. A wet or embossed seal copy of this engineering document is available upon request. Truswal Systems Corporation 4445 Northpark Drive, Suite 102 Colorado Springs, CO 80907 800-322-4045 file://C:\Documents and Settings\TransfersC\Local Settings\Temp\rad48952.tmp.0.eJob\eJo... 7/7/2005 eJob Table of Details Page 1 of 1 TRUSWALasaeaa SYSTEMS Engineering eJob 7/7/2005 Required Details" Other Available Details* ftp://140;trusWal@ftp.truswaLcom/PesignsDetaiis/CO/CAL-H I P. pdf ftp://140:truswal@ftp.truswai.com/DesignsDetails/CQ/EvaluationReport16Q7.pdf ftp://140:truswal@ftp.truswai.com/DesignsDetails/CO/FalseFrame.pdf ftp://140:truswa!(ajftp.truswai.com/DesignsDetaiis/CO/GableBrace.pdf ftp://'14Q:truswai(g)ftp.truswaLcom/DesiqnsDetaiis/CO/Piggvback.pdf ftp://140:truswai@ftp.truswai.com/DesignsDetaJls/CO/AltBrace;gdf *Sealed versions of these details are available upon request. 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