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Home My WebLink About1437 YOURELL AVE; ; CB162623; PermitCarlsbad Print Date 03/01/2018 Permit No CB162623 Job Address: 1437 Yourell AV - Permit Type: BLDG-Residential Work Class: . Second Dwelling Unit Status: . Closed - Finaled Parcel No: 1560520400 Lot . : . Appiied: 07/07/2016 Valuation: $ 135,953.00 ., Reference #: Issued:. 09/13/2016 Occupancy Group: ' Construction Type: . Permit Finaled: 03/01/2018 # Dwelling Units: . Bathrooms: . Inspector: Akrog Bedrooms:' Orig. Plan Check Final Plan Check #: Inspection: 2/21/2018 10:03:35AM Project Title: . •. - .. - . . Description LLOYD 640 SF 2DU W/ 690 SF GARAGE / 162 SF PATIO Applicant: ' Owner: - MIKE LLOYD . TRUST GLEASON LAUREN D LIVING -TRUST.,"- - 2138 Curtis Dr - 06-11-09 . . . Vista, CA 92084-2527 36540 SilverSpur Rd 760-403-5297 . Temecula, CA 92592-9086 . . '. . . Total Fees Total Payments To Date Balance Due Please take NOTICE that approval of your project includes the 'Imposition of fees, dedications reservations, or àther exactions hereafter, collectively referred to as "fees/exaction.' 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 procedi)res set forth in Government Code Section 66020(a), and fil&the protest and any other required information with the City Manager fo 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 r You are herebç' FURTHER NOTIFIED that your right t&protest the specified fees /exactions DOES NOT APPLY to watr and sewer connection fees 6nd capacity changes, nor planning, zoning, grading or other similar application processing or service feei 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 limitation has previously otherwise expired. " ' • , •4 * fr . .4 .. '' - . . . 1635 Faraday Avenue, Carlsbad, CA 92008-7314 1'760-602-2700 1 760-602-8560 f I www carlsbadca gov City of Carlsbad - S 1635 FaradayAv Carlsbad, CA 92008 09-13-2016 Residential Permit Permit No: CB162623 • Building Inspection Request Line (760) 602-2725 Job Address: 1437 YOURELL AV CBAD Permit Type: RESDNTL Sub Type: 2DU Status: ISSUED Parcel No: 1560520400 Lot #: 0 Applied: 07/07/2016 Valuation: $135953.00 Constuction Type: 5B Entered By: JMA Occupancy Group: Reference #: Plan Approved: 09/13/2016 # Dwelling Units: 0 Structure Type: Issued: 09/13/2016 Bedrooms: 0 Bathrooms: 0 Inspect Area: Orig PC #: Plan Check #: Project Title: LLOYD: 640 SF 2DU W/ 690 SF GARAGE/ 162 SF PATIO Applicant: Owner: MIKE LLOYD GLEASON LAUREN D LIVING TRUST 06-11-09 2138 CURTIS DR 36540 SILVER SPUR RD VISTA CA 92084-2527 TEMECULA CA 92592 760-403-5297 Building Permit $753.86 Meter Size FS1 AddI Building Permit Fee $0.00 Add'l Red. Water Con. Fee $0.00 Plan Check $527.70 Meter Fee $356.00 AddI Plan Check Fee $0.00 SDCWA Fee $0.00 Plan Check Discount $0.00 CFD Payoff Fee $0.00 Strong Motion Fee $17.67 PFF (3105540) $2,474.34 Park in Lieu Fee $0.00 PFF (4305540) $2,284.01 Park Fee $0.00 License Tax (3104193) $0.00 LFM Fee $0.00 License Tax (4304193) $0.00 Bridge Fee $0.00 Traffic Impact Fee (3105541) $0.00 Other Bridge Fee $0.00 Traffic Impact Fee (4305541) $0.00 BTD #2 Fee $0.00 Sidewalk Fee $0.00 BTD #3 Fee $0.00 PLUMBING TOTAL $144.00 Renewal Fee $0.00 • ELECTRICAL TOTAL $89.00 Add'I Renewal Fee $0.00 MECHANICAL TOTAL $65.95 Other Building Fee $0.00 Housing Impact Fee $0.00 HMP Fee $0.00 Housing InLieu Fee $0.00 Pot. Water Con. Fee $0.00 Housing Credit Fee $0.00 Meter Size FS1 Master Drainage Fee $1,986.88 AddI Pot. Water Con. Fee $0.00 Sewer Fee $0.00 Red. Water Con. Fee $0.00 Additional Fees ($272.00) Green Bldg Stands (SB 1473) Fee $6.00 Fire Sprinkler Fees $0.00 Green Bldg Stands Plan Chk Fee $163.00 Fire Expedited PC Fees $0.00 TOTAL PERMIT FEES $8,596.41 Total Fees: $8,596.41 Total Payments to Date: $8,596.41 Balance Due: $0.00 FINAL APPROVAL S Inspector: Date: _______________ Clearance: NOTICE Please take NOTICE that approval of your pqect includes the lrrition" of fees, deflcaticr, res&va&, or other exadicns hereafter collectively referred to as 'feeexaior." You have 90 days from the date this pernit vms issued to protest insitiau of these fees/exactions If ai pittest desu yw niist follow the protest puxedares set forth in Gerauent Code Section 66020(a), and file the protest and any other reqiired infauau wth the City Manager for ptKesang in aax,darw wth Carlsbad Minicipal Code Section 332030. Failure to tinely fdlow that procedure Will bar any sutisecjerrt legd action to attack review, set aside, void, or annul their irrxtion. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions [XIS NOT 4PRY to varter and sever ct*unadicn fees and capacity deeuges nor planning, zoning, gractrig or other simlar apØitiau processing or service fees in crzineciiczu wth this prqed. NCR DOES lT4PRY to any fees/exactions of yhch you have rzasIv been aen a NOTICE sirrilar to this. or as to Mich the statute of lirritatiorsi has oreiiaalv dtse edred City of Carlsbad, 1635 Faraday Av Carlsbad, CA 92008 Storm Water Pollution. Prevention Plan (SWPPP) Permit Permit No:SW160313 1437 YOU RELL AV CBAD SWPPP Status: ISSUED 1560520400 Lot #: 0 Applied: 07/07/2016 Entered By: JMA CB162623 Issued: 09/13/2016 Inspect Area: LLOYD: 640 SF 2DU W/ 690 SF - Tier: 1 Priority: L Owner: GLEASON LAUREN D LIVING TRUST 06-11-09 36540 SILVER SPUR RD TEMECULA CA 92592 09-13-2016 Job Address: Permit Type: Parcel No: Reference #: CB#: Project Title: Applicant: MIKE LLOYD 760-403-5297 Emergency Contact: KYLE LLOYD L4.I4I1 SWPPP Plan Check SWPPP Inspections Additional Fees TOTAL PERMIT FEES $49.00 $59.00 $0.00 $108.00 Total Fees: $108.00 Total Payments To Date: $108.00 Balance Due: $0.00 THE FOLLOWING APPROVALS REQUIRED PRIOR TO PERMIT ISSUANCE: ZtANNING ,NGINEERING ILDING EFIRE EJHEALTH EIHAZMATIAPCD of Building Permit Application 1635 Faraday Ave., Carlsbad, CA 92008 . Ph: 760-602-2719 Fax: 760-602-8558 email: building@carlsbadca.gov Cdflsbad www.carlsbadca.gov Plan Check No. 3Cit Est. VaIue'l' /(,,, .5'7i 0-1 Plan Ck. Deposit Date Iswpp 3i I JOB ADDRESS 'i' ,( SUITE#/SPACE#/UNIT# APN - - CT/PROJECT B OF UNITS # BEDROOMS S BATHROOMS TENANT BUSINESS NAME CONSTR. TYPE OCC CROUP DESCRIPTION OF WORK: Include Square Feet of Affected Area(s) (J4 Lr)jl cW2' &'2i7Or 10, EXISTING USE PROPOSED USE GARAGE (SF) PATIOS (SF) DECKS (SF) I FIREPLACE YES# NO[::] I AIR CONDITIONING YES tINOEJ IFIRESPRINKLERS YESIINOE APPLICANT NAME Primary Contact /P/?ri CI PROPER ADDRESS ADORES p - CITY STATE CITY PHO1) F FAX ZIP 7&O /o'-ctfl PHME FAX EMAIL , EMAIL DESIGN PROFESSIONAL . CONTRACTOR BUS. NAME ADDRESS ) . ADDRESS CITY STATE ZIP , CITY STATE ZIP PHONE FAX PHONE FAX EMAIL , EMAIL STATE LIC. a STATE LICe . CLASS CITY BUS. LIC.# (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 Contractors 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)). Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations: [1 I have and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. [I] I have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Insurance Co.. ' Policy No. Expiration Date - This section need not be completed if the permit is for one hundred dollars ($100) or less. (Ii Certificate of Exemption: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California. WARNING: Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars (&100,000), in addition to the cost of compensation, damages as provided for in Section 3706 of the Labor code, interest and attorney's fees. - - CONTRACTOR SIGNATURE . D AGENT DATE DOODoOO(MOO OGDICOUO(Z1 - - - - thereby affirm that lam exempt from Contractor's License Lew for the following reason: E11 I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sate. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). [] I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Businesg and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). I am exempt under Section ______________Business and Professions Code for this reason: I personally plan to provide the major labor and materials for construction of the proposed property improvement EYes DNo - -. I (have / have not) signed an application for a building permit for the proposed work. I have contracted with the following person (firm) to provide the proposed construction (include name address I phone /contractors' license number): I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name / address I phone /contractors' license number): I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name I address / phone / type of work): ..PROPERTY OWNER SIGNATURE . DAGENT - DATE i.JtiI Jr rI ri lI1iI1T B U ILDIN GrpliL'!i s — Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? 0 Yes 0 No - Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? - 0 Yes .0 No - Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? 0 Yes 0 No IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. aiIUV • .W1rwju I hereby affirm that there is a construction lending agency for the performance of the work this permit is issued (Sec. 3097 (i) Civil Code). . . -. Lender's Name ' Lender's Address I certify that I have read the application and state thatthe above information is correct and that the information on the plans is accurate. I agree to complywith all City ordinances and State laws relating to building construction. I hereby authorize representative of the City of Carlsbad to enter upen the above mentioned property for inspection purses. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANYWAY ACCRUE AGAINST SAID CITY INCONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA permif is required for excavations over 50' deep and demolition or construction of structures over 3 stories in height. EXPIRATION: Every permit issued by the Building Official under the provisions of this Code shall expire by limitation and become null and sold if the building or work authorized by such permit is not commenced within 180daysfrorn thedateofsuch permit or if the building or vork authorized by such permit is suspended or abandoned at any time after the work is commenced for period of 180 days (Section 100.4:4 Uniform Building Code). A5APPLICANT'S SIGNATURE DATE —7 j,' LT - , . . STOP: THIS SECTION NOT REQUIRED FOR BUILDING PERMIT ISSUANCE Complete the following ONLY if a Certificate of Occupancy will be requested at final inspection. .Il I U JICATE OF OC C UPAN CYkt(Comm e rcial Project s Onl y ) J Fax (760) 602-8560, Email buiIdina(äCaI1sbad9a.gov or Mail the completed form to City of Carlsbad, Building Division 1635 Faraday Avenue, Carlsbad, California 92008. CO#: (Office Use Only) •. - - . CONTACT NAME OCCUPANT NAME ADDRESS - BUILDING ADDRESS CITY STATE . s ZIP. - CITY STATE . - ZIP Carlsbad .. - CA - PHONE - FAX .. EMAIL . .4 - . OCCUPANT'S BUS. LIC. No. . . . DELIVERY OPTIONS ii PICK UP: CONTACT (Listed abové) a OCCUPA NT (Listed above) * . a CONTRACTOR (On P. i) MAIL TO: a CONTACT (Listed above) o OCCUPANT (Listed above) ASSOCIATED CB# CONTRACTOR (On Pg. 1) NO CHANGE IN USE NO CONSTRUCTION 'MAIL /FAX TOOTHER: .- - o'CHANGEOF USE /NOCONSTRUCTION ..APPLICANT'S SIGNATURE - - . DATE - S . S.- - :'- -S -S S - 5 4 Permit Type: BLDG-Residential Application bate: 07/07/2016 Owner: - TRUST GLEASON LAUREN D / LIVING TRUST O6-11-09- Work Class Second Dwelling Unit Issue Date 09/13/2016 Subdivision SHANGRILA TRACT Status: Closed -Finaléd Expiration Date: 05/14/2018. Address: 1437 Yourell Av Carlsbad, CA - - - IVR Number: 715646 ' Scheduled Actual Start Date Inspection Type Inspection No 'Inspection Status Primary Inspector Reinspection Complete Date 07/26/2017 07/26/2017 BLDG 16 Insulation 029869-2017 Passed Michael Collins l Complete Checklist Item -COMMENTS * ' Passed BLDG-Building Deficiency - • . Yes .5. . . S ' ' BLDG-27 Shower 029946-2017 Passed Michael Collins ,- Complete - . Pan/Tubs Checklist Item COMMENTS Passed BLDG Building Deficiency Yes 11/15/2017 11/15/2017 BLDG-1 7 Interior 040475-2017. Passed Andy Krogh Complete Lath/Drywall .• , -. 02/16/2018 S S 02/16/2018 BLDG-Final 049088-2018 . '•5 - - . -.5 -j .. - Failed - Andy Krogh ROinspection Complete Inspection Checklist Item COMMENTS - -! 'Passed"' • - BLDG-Building Deficiency . Corrections as noted on card - No . . BLDG-Plumbing Final - - - .' No * BLDG-Mechanical Final No - BLDG-Structural Final - , . No, • - : , / BLDG-Electrical Final No , - f_S S . - S 5 5 _1• - 02/21/2018 02/21/2018 BLDG-Final 049293-2018 - Passed Andy Krogh 0 Complete Inspection Checklist Item COMMENTS - r . Passed BLDG-Plumbing Final - - - . - Yes - BLDG-Mechanical Final • -, - ' . - -. . Yes BLDG-Structural Final . - 0 Yes BLDG Electrical Final Yes 5. .. 5 . 0 - -•-- S 5 5 0• - -. S :.- . -. -T . - •.• -, . S -. 'S. - .5 .1 •.• •• - • - ,.- '-- : '- • March 01,01, 2018 - - . .t - . . 5 . •, - . . • Page 2 of 2 'I Permit Type: BLDG-Residential Application Date: 07/07/2016 Owner: TRUST GLEASON LAUREN D LIVING TRUST 06-11-09 Work Class: Second Dwelling Unit - Issue Date: 09/13/2016, Subdivision: SHANGRILA TRACT Status: Closed - Finaled Expiration Date: 05/14/2018 Address: 1437 Yourell Av - Carlsbad, CA lVR Number: 715646 - Scheduled Actual Date Start Date Inspection Type Inspection No Inspection Status Primary Inspector Reinspection Complete 12/02/2016 12/02/2016 BLDG-21 004185-2616 Passed Andy Krogh Complete tinderground/Underf : loor Plumbing t 12/08/2016 12/08/2016 BLDG-11 004681-2016 -' - Passed ' Andy Krogh Complete Foundation/Ftg/Pier -. s (Rebar) / .•fr r / 02/08/2017 02/08/2017 BLDG-22 013043-2017 ' Passed Andy Krogh . Complete Sewer/Water Service - 1 :a'' 03/29/2017 03/29/2017 BLDG-15 . 018056-2017.. Partial Pass Andy Krogh . Reinspection Incomplete Roof/ReRoof (Patio) Checklist lte'm COMMENTS Passed - BLDG-Building Deficiency Submit plans showing patio deletion or No - .- install prior to roof covering 03/31/2017 03/31/2017 BLDG 23 018428-2017 Passed Andy Krogh Complete Gas/Test/Repairs Checklist Item COMMENTS . Passed BLDG-Building Deficiency: Meter to 2nd DU Yes 04/07/2017 04/07/2017 BLDG-31 019266-2017 Passed . Peter Dreibelbil Complete Underground/Condu - it Wiring ., Checklist Item '- . COMMENTS - - Passed, BLDG-Building Deficiency - • Yes -, 07/13/2017 07/13/2017 BLDG-13 Shear 028579-2017 - Passed '. Andy Krogh4 Complete Panels/HD (ok to - - wrap) - - BLDG-24 . ' - 028580-2017 - Failed Andy Krogh Reinspection Complete Rough/Topout - Checklist Item COMMENTS Passed - BLDG-Building Deficiency Needs house wrapped No £ 07/19/2017 07/19/2017 BLDG-84 Rough 029171-2017 Passed Paul Burnette - Complete Combo(14,24,34,44) - Checklist Item COMMENTS Passed BLDG-Building Deficiency. ' -. Yes * - BLDG-14 - . • . . Yes Frame-Steel-Bolting-Welding ., : • (Decks). -. * BLDG-24 Rough-Topout Yes BLDG-34 Rough Electrical - -- * - Yes BLDG-44 ' - _) Yes Rough-Ducts-Dampers • , • • - f 'March 0l,2018 .- •• : •' - Page lof2.. ENGINEERING DESIGN GROUP EL SiqjCtuA . -_ 2121 Montiel Road San Marcos California 92069-.(760).'839-7302. Fax (760) 480 7477 www designgroupca corn Date: June 29, 2016 To: Kyle Lloyd 1435 Yourell Avenue Carlsbad, CA 92008 Re: Proposed new detached garage and second dwelling unit, 1435 Yourell Avenue, Carlsbad, California. References: Plans for 2nd Dwelling Unit for Mr. & Mrs. Kyle Lloyd, 1435 Yourell Ave, Carlsbad, CA, prepared by Lloyd and Associates, dated June 21, 2016, sheets Si and Dl. "Geotechnical Investigation and Foundation Recommendations, Proposed new Garage and Second Dwelling, to be located at 1435 Yourell Avenue, Carlsbad, California 92008", prepared by Engineering Design Group, dated June 29, 2016. We have prepared this letter as part of our geotechnical review of the project structural sheets referenced above. We find the plans are in general conformance with the above referenced soils report. If you have any questions regarding this letter, please feel free to contact our office. Sincerely, ENGINEERING DESIGN GROUP E. C 65122 Erin Rist Project Engineer Project No. 15636-1 V:\2016\LLOYD, KYLE - 1435 YOURELL - 165636-1\REP0RTS, LETTERS\PLAN REVIEW LTR.docx EsGil Corporation In Partners/lip with government for Building Safety DATE: 08/22/2016 p APLICANT 1URIS. JURlSDICTlON:Cty of Carsba4Ii? 0 PLAN REVIEWER 0 FILE PLAN CHECK NO.: 16-2623 SET: II PROJECT ADDRESS: 1435 Yourell Ave. PROJECT NAME: MR. & MRS. KYLE LLOYD 2ND DWELLING The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. LII The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil Corporation until corrected plans are submitted for recheck. 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: Mike Telephone #: 760-403-5297 Date contacted_Jl:) Email: MikeLloyd@cox.net Mail Telephone Fax In Person REMARKS: Structural plans shall be sealed (with a real sealed not a sticker) and signed by the engineer. • 3fJL By: Sergio Azuela Enclosures: EsGil Corporation LI GA El EJ LI MB LI PC 08/16/2016 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax(858)560-1576 EsGil Corporation In Partners/lip wit/i government for Bui(iing Safety DATE: 08/22/2016 P AP LICANT URIS. JURISDICTION: City of Carlsbad 0 PLAN REVIEWER 0 FILE PLAN CHECK NO.: 16-2623 SET: II PROJECT ADDRESS: 1435 Yourell Ave. PROJECT NAME: MR. & MRS. KYLE LLOYD 2ND DWELLING The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. EJ The plans transmitted herewith will substantially comply with the jurisdiction's 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: Mike Lloyd Telephone #: 760-403-5297 Date contacted: 8122,1 1((b q.a-) Email: MikeLloyd@cox.net Mail 4eIephone Fax In Person REMARKS: By: Sergio Azuela Enclosures: EsGil Corporation LI GA LI EJ LI MB LI Pc 08/16/2016 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 City of Carlsbad 16-2623 08/22/2016 NOTE: The items listed below are from the previous correction list. These remaining items have not been adequately addressed. The numbers of the items are from the previous check list and may not necessarily be in sequence. The notes in bold font are current. Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Enneering and Fire Departments. Bring TWO 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. Structural plans shall have the structural portions signed and sealed by the California state licensed engineer responsible for their preparation. (California Business and Professions Code). Sheet SN is missing the required engineer's seal and signature. 08/22/2016 - Sheet SN is missing the required seal and signature. 8. In the garage, provide an adequate barrier to protect the water heater from vehicle damage. An 18" platform for the water heater does not satisfy this requirement. CPC Section 507.13. 08/22/2016 - The required vehicle protection was not provided. Original correction is still applicable. To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: Yes El No 0 City of Carlsbad 16-2623 08/22/2016 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. EsGil Corporation In (Partnership with government for Building Safety DATE: 07/13116 0 IPPLICANT 'J URIS. JURISDICTION: City of Carlsbad 0 PLAN REVIEWER 0 FILE PLAN CHECK NO.: 16-2623 SET: I PROJECT ADDRESS: 1435 Yourell Ave. PROJECT NAME: MR. & MRS. KYLE LLOYD 2ND DWELLING The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. L 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: El EsGil Corporation staff did not advise the applicant that the plan check has been completed. EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Mike Lloyd Telephone #: 760-403-5297 sate c Zphone ctedJ"1 (by1 —) Email: MikeLloyd@cox.net 'kAvi aii Fax In Person REMARKS: By: Sergio Azuela Enclosures: EsGil Corporation LI GA LI EJ El MB LI PC 07/08 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 City of Carlsbad 16-2623 07/13/16 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK NO.: 16-2623 JURISDICTION: City of Carlsbad PROJECT ADDRESS: 1435 Yourell Ave. FLOOR AREA: 2' Dwelling 640 SF (N) Garage 690 SF (N) Deck 162 SF, (N) Laundry 84 SF REMARKS: DATE PLANS RECEIVED BY JURISDICTION: 07/07 DATE INITIAL PLAN REVIEW COMPLETED: 07/13/16 FOREWORD (PLEASE READ): STORIES: 1 HEIGHT: DATE PLANS RECEIVED BY ESGIL CORPORATION: 07/08 PLAN REVIEWER: Sergio Azuela This plan review is limited to the technical requirements contained in the California version of the International Residential Code, International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinance by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. Present California law mandates that construction comply with the 2013 edition of the California Code of Regulations (Title 24), which adopts the following model codes: 2012 IRC, 2012 IBC, 2012 UPC, 2012 UMC and 2011 NEC. The above regulations apply, regardless of the code editions adopted by ordinance. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 105.4 of the 2012 International Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet number, specification section, etc. Be sure to enclose the marked up list when you submit the revised plans. City of Carlsbad 16-2623 07/13/16 . PLANS Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. Bring TWO 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. Structural plans shall have the structural portions signed and sealed by the California state licensed engineer responsible for their preparation. (California Business and Professions Code). Sheet SN is missing the required engineer's seal and signature. Provide a statement on the Title Sheet of the plans stating that this project shall comply with the 2013 California Residential Code, which adopts the 2012 IRC, 2012 UMC, 2012 UPC and the 2011 NEC. Section R106.1. . FIRE PROTECTION An automatic residential fire sprinkler system shall be installed in one- and two-family dwellings. Please clearly note this on the plans. Section R313.2. . GENERAL RESIDENTIAL REQUIREMENTS Glazing in the following locations should be shown on the plans as safety glazing material in accordance with Section R308.4: a) Glazing adjacent to a door where the nearest vertical edge of the glazing is within a 24" arc of either vertical edge of the door in a closed position and where the bottom exposed edge of the glazing is less than 60" above the walking surface. i) Clearly show it on plans for the 6'-0" X 6-0" XO at the East Side of the Living. Revise the plans to show the minimum required 36" depth Inading at exterior doors in the East and West Sides. Section R311.3. City of Carlsbad 16-2623 07/13/16 Provide stairway and landing details. Section R311.7. a) The floor plan provided is showing a three steps exterior stair on the East Side. Please clarify. Additional corrections may follow. . GARAGE AND CARPORTS In the garage, provide an adequate barrier to protect the water heater from vehicle damage. An 18" platform for the water heater does not satisfy this requirement. CPC Section 507.13. . MASONRY Provide detailing on the plans to show veneer attachment to the stud walls, in accordance with the provisions of Section R703.7. . FOUNDATION REQUIREMENTS 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 - pg 11). . FRAMING The lateral analysis does not include Line 4. Please clarify how the Patio Covered will be supporting lateral loads. Additional corrections may follow. Please clearly show how were the wind pressure forces obtained: P = 19.2 psf and the P = 12.8 psf. Identify all parameters. 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). CBC Section 107.3.4.1. . MECHANICAL Detail the dryer exhaust duct design from the dryer to the exterior. The maximum length is 14 feet with a maximum of two 90-degree elbows or provide the manufacturer's duct length specification description on the plans: Include the dryer specifications (manufacturer, model, and fuel type) as well as the duct description (size and type). CIVIC Section 504.3. . PLUMBING Please clarify why? The GAS, LINE ISO provided on sheet 3 is showing a tankless WH, and the energy calculations, as well as, the rest of the plans are showing a 50 GAL WH. City of Carlsbad 16-2623 07/13/16 Specify on the plans: Water conserving fixtures: New water closets shall use no more than 1.28 gallons of water per flush, kitchen faucets may not exceed 1.8 GPM, lavatories are limited to 1.5 GPM, and showerheads may not exceed 2.0 GPM of flow. CPC Section 403 and 408. . RESIDENTIAL GREEN BUILDING STANDARDS The California Building Standards Commission has adopted the Green Building Standards Code which became effective January 1, 2011 and must be enforced by the local building official. The following mandatory requirements for residential construction must be included on your plans. CGC Section 101:3. The Standards apply to newly constructed residential buildings, along with additions/alterations that increase the building's conditioned area, volume or size. CGC Section 303.1.1. Provide a sheet on the plans labeled "Green Building Code Requirements" and include the following notes as applicable. Electric Vehicle Charging. Note on the plans that electrical vehicle supply equipment (EVSE) is required in NEW one and two family dwellings and townhomes with attached garages. Show on the plans the location of the electrical vehicle supply equipment. The EVSE must consist of minimum 1" conduit extending from the main panel to a junction box where the EVSE receptacle will be provided. The main service panel must be sized to accommodate 208/240 Volt, 40 amp dedicated branch circuit. For new multifamily dwellings, where there are 17 or more units, 3% of the total parking spaces, but not less than one, shall be equipped with electrical vehicle charging stations. EVCS shall be shown on the plans in common use areas available to all residents. CGC 4.106.4. Indoor water use. Show compliance with the following table for new/replaced fixtures, per CGC 4.303.1. FIXTURE FLOW RATES FIXTURE TYPE MAXIMUM FLOW RATE Water closets 1.28 gallons/flush Urinals 0.5 gallon/flush Showerheads 2 gpm @ 80 psi Lavatory faucets 1.5 gpm @ 60 psi' Kitchen faucets 1.8 gpm @ 60 psi Metering faucets 0.25 gallons per cycle 1. Lavatory faucets shall not have a flow rate less than 0.8 gpm at 20 psi. / Recycling. Note on the plans that the contractor shall submit a Construction Waste Management Plan to the jurisdiction agency that regulates waste management, per CGC 4.408.2. City of Carlsbad 16-2623 07/13/16 . MISCELLANEOUS To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: YesU No U The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Sergio Azuela at EsGil Corporation. Thank you. 0 City of Carlsbad 16-2623 07/13/16 'd ...., [DO NOT-PAY— THIS IS NOT AN INVOICE] 2 ti VALUATION AND PLAN CHECK FEE JURISDICTION City of Carlsba&I PLAN CHECK NO 16-2623 PREPARED BY: Sergio Azuëla .. DATE: 07/13/16 - 0 -- BUILDING ADDRESS 1435 Yourell Ave BUILDING OCCUPANCY R-3/U BUILDING PORTION - AREA (Sq. Ft.) - Valuation - Multiplier Reg. - Mod.-- . VALUE 2nd Dwelling 640 - 132.52 . 84,813 Laundry - . 84 - -132.52 . 11,132 Garage 690 36.40: - - . . 25,116 Patio Covered - 162 12.13 . .1,965 Fireplace 1 0: .3,319.61 '. - . 3,320 Air Conditioning - .' 640 5.31 . - - . 3,398 Fire Sprinklers 1576 . 3.94 . - - . 6,209 TOTAL VALUE - ,- - -• - - - - - 135,953 Jurisdiction Code - cb - By 0rd1nance - I $753.861 ' Bldg. Permit Fee by Ordinance - Plan Check Fee by Ordinance I $490 Oil Type of Review Complete Review Structural Only 0 . .- - Lii10ther -' EliRepetiuve Fee . . . . Repeats Hourly Hr.- * El EsGul Fee $422 i 61 0 0 0 0 - Comments: . naddifirit&thabove 100/hr )f&Greénrev O . . Sheet 1 of .1 macvalue doc + . 0,0, •- - 0 . 0•• . -. - - • 0 0 0 - •_ •'- 0 0•• - 0 - ',—- •0• - - - . . ---. -- •:- 0 ••• __i._ p I.. PLANNING DIVISION ' Development Services BUILDING PLANCHECK Planning Division CITYOF . . APPROVAL. . . 1635 Faraday Avenue CAR LS BAD . P28. . wwr?ba° S. a . . . S •• * DATE: 8/17/16 PROJECTNAME: DETACHED GARAGE & SDU PROJECT ID: PLAN CHECK NO: CB162623 SET#: . ADDRESS: 1435 YOURELL AV This plan check review is corn plete and has been APPROVED by the PLANNING Division. ... By: GINA RUIZ ... . A Final Inspection by the PLANNING Division is required Ys ZNo You may also have corrections from one or more of the divisions listed below. Approval from these divisions may be required prior to the issuance of a building permit.. Resubmitted plans should include corrections from all divisions: This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check Comments have been sent to: MIKELLOYD@COX.NET . For questions or clarifications on the attached checklist please contact the following reviewer as marked: PLANNING .. . ENGINEERING. FIRE.PREVENTION 760-602-4610 . S • 760-602-2750 : - 760-602-4665 Chris Sexton 760-602-4624 . • . a - * Chris.Sexton@carlsbadca.gov 'Gina RUIz 760-602-4675 Gina.Ruiz@carlsbadca.gov a Plan Check No. CB162623 Address)1435 YOURELL AV Date 8/17/16 Review #2 Planner GINA RUIZ Phone (760) 602- 4675 Type of Project & Use: DETACHED GARAGE WITH SDU Zoning: R-1 General Plan: R-4 Facilities Management Zone: I CFD (in/out) #Date of participation:_ Remaining net dev acres:____ (For non-residential development: Type of land use created by this permit: REVIEW #: 1 2 3 Legend: Z Item Complete El Item Incomplete - Needs your action LI El Environmental Review Required; YES LI NO Z TYPE DATE OF COMPLETION: Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval: • El El Discretionary Action Required: APPROVAL/RESO. NO. DATE PROJECT NO. OTHER RELATED CASES: Compliance with conditions or approval? If not, state conditions which require action. Conditions of Approval: LI El Coastal Zone Assessment/Compliance Project site located in Coastal Zone? YES EJ NO CA Coastal Commission Authority? YES 111 NO If California Coastal Commission Authority: Contact them at - 7575 Metropolitan Drive, Suite 103, San Diego, CA 921084402; (619) 767-2370 Determine status (Coastal Permit Required or Exempt): El El Habitat Management Plan Data Entry Completed? YES El NO If property has Habitat Type identified in Table 11 of HMP, complete HMP Permit application and assess fees in Permits Plus (A/P/Ds, Activity Maintenance, enter CB#, toolbar, Screens, HMP Fees, Enter Acres of Habitat Type impacted/taken, UPDATE!) . El El Inclusionary Housing Fee required: YES [-] NO (Effective date of Inclusionary Housing Ordinance - May 21, 1993.) Data Entry Completed? YES El NO El (A/P/Ds, Activity Maintenance, enter CB#, toolbar, Screens, Housing Fees, Construct Housing YIN, Enter Fee, UPDATE!) El El El Housing Tracking Form (form P-20) completed: YES El NO El N/A LI P-28 Page 2 of 3 07/11 Site Plan: L1E El El PLEASE CALL OUT THE PROPERTY LINE City Council Policy 44 - Neighborhood Architectural Design Guidelines Applicability: YES LI NO Project complies: YES LI N0111 MAIWO Zoning: 1. Setbacks: Front: Interior Side: Rear: Structure Separation Required Shown 2 Required 9'-6" Shown 9-6" Required 1 Shown 37' Required .101 Shown 13.5' Lot Coverage: Required 40% MAX Shown 21% Height: Required 14' MAX (5:12 PITCH STATED ON 'PLANS) Shown 14' Parking: Spaces Required 20'X 20' Shown 25-10" X 24' OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER GINA RUIZ DATE 8/17/16 P-28 Page 3 0f3 -' 07/11 PLAN CHECK Community & Economic City of REVIEW Development Department 1635 Faraday Avenue Cdistmd TRANSMITTAL Carlsbad CA 92008 www.carlsbadca.gov DATE: 08-22-2016 PROJET NAME: LLOYD RESIDENCE 2DU/GARAGE PROJECT iD:CB162623 PLAN CHECK NO: SET#: 2 ADDRESS: 1435 YOURELL AVE.'.. APN: 156-052-04 VALUATION: $1i6,374 SCOPE OF WORK: 640 SQ. FT. 2DU, 690 SQ. FT. GARAGE This plan check review IS complete and has been APPROVED by LAND DEVELOPMENT ENGINEERING DIVISION. , Final Inspection by Construction Management & Inspection Division is required Yes LIII No EZI This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist Please resubmit amended plans as required Plan Check Comments have been sent to:' MIKELLOYD@CQX.NET 'S To determine status by one of the divisions listed below, please contact 760-602-2719.,- LAND DEVELOPMENT $V i1J ......... 760-6022750 F-1 Chris Sexton' - S Chris Glassen - Greg Ryan - 760-602-4624 - - 760-602-2784 - S '760-602-4663 Chrig.Sexton@carlsbadca.gov Christopher.Glassen@carisbadca.gov Gregory. Ryan@carlsbadca.gov Gina Ruiz LindaOntiverós [j Cindy Wong 760602-4675 760-602-2773 760-602-4.662 - Gina.Ruiz@carlsbadca.gov Linda.Ontiveros@carisbadca.gov S Cynthia.Wong@carlsbadca.gov -ValRay Nelson - - Dominic Fieri .. LJ , 760-602-2741- ' 760-602-4664 - VaiRay.Marshaii@carisbadca.gov . Dominic.Fieri@carlsba dca.gov LLOYD RESIDENCE 2DU/GARAGE PLAN CHECK NO # Please • o Outstanding issues are marked with "Xi . Items that conform to permit so. requirements are marked with [ii] or have intentionally been left blank. 1. SITE PLAN . Provide a fully dimensioned site plan drawn to scale. Show: L11J F-71 North arrow [] [] Driveway widths LJ F 7 Existing & proposed structures Lii LZJ Existing or proposed sewer lateral Lu LJ Existing street improvements Lii [21] Existing or proposed water service E1] LII Property lines (show all dimensions) . . LIIIJ L11] Submit on signed approved plans: El LIII Easements DWG No. LIII LIl Right-of-way width & adjacent streets Show-on site plan: LIII ff1] Drainage patterns and proposed site elevations. Show all high points. El =Building pad surface drainage must maintain a minimum slope of one percent towards an adjoining street or an approved drainage course. El =ADD THE FOLLOWING NOTE: Finish grade will provide a minimum positive drainage of 2% to swale 5' away from building". El El Existing & proposed slopes and topography El =Size, location; alignment of existing or proposed sewer and water service(s) that serves the project. Each unit requires a separate service; however, second dwelling units and apartment complexes are an exception. El LII Sewer and water laterals should not be located within proposed driveways, per standards. Include on title sheet:. LZJ Site address EI.711 Assessor's parcel number L211 Legal. description/lot number El 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. El El Show all existing use of SF and new proposed use of SF. Example: Tenant improvement for 3500 SF of warehouse to 3500 SF of office. Lot/Map No.: 5, 3179 Subdivision/Tract: SHANGRILA Reference No(s): E-36 Page 2o16 REV 6/01/12 LLOYD RESIDENCE ZDU/GARAGE' / PLAN CHECK NO # 5. GRADING PERMIT REQUIREMENTS The conditions that require a grading permit are found in Section 15.16 of the Municipal Code. =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. If no grading is proposed write: "NO GRADING" LEJ Liii Grading Permit required. NOTE: The grading permit must be issued and rough grading approval obtained prior to issuance of a building permit. Graded Pad Certification required. (Note: Pad certification'. may be required even if a grading permit is not required.) All required documentation must be provided to your Engineering Construction Inspector The inspector will then provide the engineering counter with a release for the building permit. EIZJ No grading permit required. Liii LII Minor Grading Permit required. See additional comments for project- specific requirements. 6.' MISCELLANEOUS PERMITS LII RIGHT-OF-WAY PERMIT is required to do work in city' right-of-way and/or private work TO BE APPLIED, adjacent to the, public right-of-way. Types of work include, but are not limited to: street FOR , improvements, tree trimming, driveway construction, tying into public storm drain, sewer and SEPERATELY water utilities. LII] Right-of-way permit required for: E-6 ' Page 4of6 REV 6/01/12 Required fees have been entered in building permit. Drainage fee applicable S Added square feet Added square footage in last tvo years? F-I yes LI no Permit No. S , Permit No. S S Project built after 1980 , , F-1 yes fIIno Impervious surface > 50% , []yes Limo Impact unconstructed facility El Yes UI no Fire sprinklers' required 7yes Limo (is addition over 150 from center line) Upgrade yes Limo No fees required LII 4" LLOYD RESIDENCE ZDU/GARAGE S •, ' PLAN CHECK NO # WATER METER REVIEW ' Domestic (potable) Use '. 1" METER LII 7J What size meter is required? S REQUIRED FORL:I FEWI I Where a residential unit is required to have an automatic fire extinguishing system; the minimum meter size shall be a 1 meter. SPRINKLERS NOTE: the connection fee, SDCWA system' capacity charge and the 5 water treatment capacity charge will be based on the size of the meter necessary to meet the water use requirements. J For residential units the minimum size meter, shall be 5/8", except where the residential unit is larger than 3,500 square feet or on a lot larger than one quarter (1/4) acre where the meter size shall be W. FEES 10. ADDITIONAL COMMENTS S Attachments: j Engineering Application Storm Water Form UJ Right-of-Way Application/ Info. 'LIII Reference Documents E-36 S Page 6of6 REV 6/011/12 156-052-04-00 CBI 6.2623 Fee Calculation Worksheet ENGINEERING DIVISION, Prepared by: CG Address: Fees Update by: . Date: 8/22/16 GEO DATA: LFMZ: '1 B&T: . . Bldg. Permit#: Date: Fees Update by: . Date: EDU CALCULATIONS: List types and square footages for all uses. . Types of Use: . . Sq.Ft./Units . EDU's: Types. of Use: Sq.Ft./Units . EDU's: Types of Use: . Sq.Ft./Units EDU's: Types of Use: Sq.Ft./Units EDU's: ADT CALCULATIONS: List types and square footages for all uses. Types of Use: . : . Sq.Ft./Units -ADT's: Types of Use: Sq.Ft./Units ADT's: Types of Use: . Sq.Ft./Units ADT's: Types of Use: . Sq.Ft./Units . . ADT's: FEES REQUIRED: . .. . . S Within CFD: EYES (no bridge & thoroughfare fee in District #1, reduces Traffic Impact Fee). Li NO 1. PARK-IN-LIEU FEE: L]NW QUADRANT LINE QUADRANT L]SE QUADRANT [j]W QUADRANT ADT'S/UNITS: X FEE/ADT: $ . 2.TRAFFIC IMPACT FEE: . . .. . ADTS/UNITS: . . X FEE/ADT: . 3. BRIDGE & THOROUGHFARE FEE: LIDIST. #1 LIIDIST.#2 EDIST.#3 (USE SANDAG)ADT'S/UN ITS X FEE/ADT: . . . 4, FACILITIES MANAGEMENT FEE ZONE: . . . ADT'S/UNITS: . X FEE/SQ.FT./UNIT: 5. SEWER FEE EDU's . BENEFIT AREA: EDU'.' I x DRAINAGE FEES: A PLDA: ACRES: .32 X POTABLE WATER FEES: UNITS CODE FEE/EDU: $ FEE/EDU: - S LIIHIGH LI MEDIUM ]LOW FEE/AC:- $6,209 j 4 $1,986.88 CONN. FEE I METER FEE I SDCWA FEE. I- TOTAL ***This may not represent a comprehensive list of fees due for this project. Please contact the Building division at (760) 602-2719 for a complete listing of fees*ss '.5 -. RVI5Ed . •.StructuraICacutations Per Plan check Correctons # 16-2623 KyléL!o\"d Guest House i43 YoirI1 Avenues .CarbadCA90008 • • Goveig foe 2.013 CBC • -. • : - • . - - . . - , (iuuiuiiiii;iiuii. Designer Aike'LiSyd Enguieer neerir n Manning Erigi I AUG 1 a 2016 41892 Enterprise Circte South Suite E • . . • ... Ternecu1,CA9259O -.. 4 . TeI. 951-296-1044 . .. . -• Fax.951-296-1047 . . . • . . . .. • . - . •-,• t -. . - - . . Jub5917 * - c016 24 23 j.Ij! if: f OF J!{Q .A2/S OF 4. .u r LA . DMcM sp)C G7-AO/Y - 'j :4k j •.1O: P e• /3 :F'g2 FdSs . (i - ( si A?•1cD 5D. . ' Aa • ip a p p O?')' fpc1= PAdJECTJ1&4 ENGR DATE 1RSAD CA rP4G: NGJEJNG,INC. 692 E?'4TRPR9E CIRCLE SO tE 1EMCU, C~LJFORNIA 92590 I-IONE9S1 iQ44 A25 047 rP7 •1. L _____ YoT - - . - .41 II LOLTEAL /LS JS U PY x £1 1F. 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Actual?17 1 F' t Uift In Sp4I1 I AIigw 25MI)Pi .bad Cor1b 44Lit Max.My.Rtto -4z U23 i AdLIa 6Eipi Oc4J0ipail F'v 225:00 pi Lci C-tnb: ±D+Lr++4 Left 5,ppret 0- 72. 0:32 lott skip prt 0,T7 0.32 - U Oewnn L+Li Upward LtLr+'S c,00 'in Live L' Rat Z44,4 ward Total in rd'Ta DeIiRatio 70>I - ttt ILiri1 UIIE YOU cain phsr~jebig ares Engineer: S€àic iuJtn pf9ja-ct Dcr, - rd 1Her virLg lte •1! Tl Blcthirt TkLifl8 I MuWpIe PJ-Qj IE 5 Wood Beam Design HDR IC 21 Z , ASCE T-O EAM z: 4K10fl, FLL Unbrd . Ii31 AIJ'Ie S1 gn .tn ASCE 1 Lead CbitJo1; Ma jor Erd,ri 11'Iccd Spce: bguFii Lrc-h .. . . . . . b TsIar I DtJ 0 p' F - P1I CIA Psi R 18 r Eben I T0 b i PSiIf I 3 pcf Ciir 1U*L0 pal Pc Prp Ft 675,0 psi rninbfld edi Loads: 2gQL 01 iiibJift S 11 iaxFbRUo . . - N: iu i0&3. psi i 5;t30 r* 1 Fb. J!cabh 3(0 P' Ld Ooptb: 4-Ol-LJ4H 1 • at.93 t In Sp.an.1 BE Fv, Abi-: Lead Comb: MRi J(] .. i$. or; t t i,• 043 1:: I1DIR rn De brt4Lr-i.S 0,072in 0204 in Uard i*L-tS 00C3 In UYArd Tat- 0 40 iM Lre Li9d Oft {bo 15 TaII D1 R.Th ac CC ""Al 4xvsawn, Fully Unbmeed, . . Wing 4iobl Stre Design WTIJ, A$I2E 7 tO Lca lPtKiN JfAfl Edin WDa acles igl Na Fir Lerch 'kood rade Pc 1 Terrx) jC'0 U pJ F-c rli 1 EUD 0 p1 1 0 ' p1 EerJ X I ki ersy 120 25.0 .1 C,0O . psi' Ft 75.Ol £nhefli1- aOksi. Wood am Design: HORS LIth er P(ES ZQ2, cOi2,CSC20l3:AScE1-EO BAM.$ize.: 4x16 Sawn, .FiIy, aced . . U A11cwabIe 5t'z Drts ig n wiihCE O L Eonuinabcnta aJcfAIs 9idIng 'ko Sedes: airgI FirL . . - i v-Tor , 1"0-00.0 Fç - r'ii 1 .00 C' ps I CO ps Enerd x 1 U 1 ensy 31A000, Pb - Cnp7 pj Psi F; 7pi EiinbalX 822 Ld = OZTU. L 15O k1 . Ti .1:,0l JnhLsd Point D 1.210. L3kOit - Matrb/RtiO t fr : Auei:' ' . .........p . ! t 2.000i irb:Si 1 : Aiksb; 124J.0U Ei 1,69d tLtH Mi* fvXvIRsto = I . F :Alweeis 1&J-00 psi +L4-LH' !L SpK 14 1,08 uppct 1.2€ D''a L*Lri- 0.24 0.7 111 Lr*$, U.00Q- I!, ,ypwrd Tht1, QQ!n Lthaefi ta.' ..3.G& 3€ TQtI Del R1i 15. "1 ad Ori;CA LIIPI - Thu cn !1ly 1II5 erea niar P(eCt ID ti."th &iihj: 1i Hem ?i t CW pd bEhAsM olhe1-311nir4i 1ti'3 CJCK iC,fl. Title B)a CR L 6 4* - b1 17tEi Multipte Simp'e Beam 6,ERCAM 1. c ia-ois E.1E721 escrIptIóri__H41iDR6. Woad.lBearn;Pesmgn I1R4 CF6uIat1ei pip rNS 212. E&C.12 CB 21C1-1 EAPI s' 4x6 Swn FuIy tJrtbied - IJrg Ilaws 5te with ASCE 7 10 La rtr MeJ Aiø Eani Wco S ie Du!a Fir th Fb - teriri I 00l gi Fç- Pr 150's) F Woi Na 1 EbBn-x 1 7 0kl Denty -.l 20 pd Fb Cm 1 QO 0 Fc pp F 675g rr'tibeft1 fl 620IVS Mu r DsrH' Mx M pii ft) FFatio = b 41 1 93;28pai.at. _pap - F AIIb 225 Lead Comb 40-LJ4H Fclionr Max Rcc1,5 Ik) L Li Drrari -L$ 1) {Q.3 m Dow nard TtaI Le41 Supofl 0 0 66 Lwid L'-LTlS ..0 ,00 ir Lwd Total if $ipczt 0 6 66 zl Lc Dell Ra'h, 2JT'Z 'Q T NO talm 83 160 Wod Beam Degw kR5 -. C1aIp.pqr S2O2,IBC 212 CC 2D13 A$ 7-10 Stze 4 SawnuIIy Unbraced Lk'sm IjwI Srs tn th AS'CE 7 1 .cU Co ''c" BIidtii Wood D;v;t Fx Lt Lpk c3re N 1 Fb -Tnsion 1 U 0 p F PrIl 1 E30 0 psI F 6Q 0 pi ""E be XX 1,71 lcsi Cpsiy 3t2Oe' Fbj. Ci- I 00 0 psi F Per 6250 pSI Ft 7i 0 psi Enautheii XX OkI JilLo' t 0.40 LR;fl1 Trb:1clIt - V..- -- m Ld Cmb -O-Lr-H Max fv.-IFvRamio, 0-201 Aral; 6 --i1tnSpn*1 - tad Comb 4b-Lr-ø Maz be cthn - Max Ri 'kj j !ii E omiar4 L -r+ 0 07 ir Dwrrd TtI 17 m Lefl Sipprt U 7 0 50 Up'ar L+Lr I) 0I0 ir Lipw ToLI Rh SupmYt 0 67 0 0 L LaS Dell I.a1Io 411 60 TD2I Dl1i Rat 24 t8O Wood em egn HDR CAickdalions NDS 2fJ12C 201Z COO 2.013i AS.CE 14 EAMSZ 4x12Saw Pu Unbraced - n1&wbt yes D*ti tilh AEicE 7 0 Lcd Cks JcAxi5BendLn WtItidSteo 'L rizs Fir- Lerr.I Wd 'Grd K'i V. Trj,i-i 1QC.0 Fr, PHI 1 OCtii 1i Eeitd x 1 7D1 0 De(t&ty 31.20p Fb ComnpT I O0;& crRII, U15,1 4 Emiflbf x LLIJ 60I10 Lr=0xiTnbJil LfrLnad OJ23(t LrtJ25O*i P Clap, .. - Max ibiF-b R.itià'= -. O.5i' j-.. lb 1946 1 107 7 psi 3 2.VE]0 PVtñ Jt}5 -M0 pl ---------------------.. S _______ ______ - Laad Ccrnb )1exffFdRatio= .5O I - I13&JpSi:1 l-vAlfwt1 225'&0i if A Li Om-,cp. -Lri41 eaUor- i wrrd t'L+S 424 in wnwr T*l 45 in L Si.ao! 2 D 1.64 Jari LI-tr45' 0 in rjrit Smjprt I 1,02.b Emiilyewkeoo 3C&35 60 TstI Elcirm Ftaro 13.4 '-IZW You tit th pa tKis alred id t3*.n. ii.i e Ririlir ,U le 8 I'dc1" TftJ Lir,634 MtiItpe Simpló Beam 111=. F'ccjed cr: fctID: jo DcriptI.on: HDRI WOod Bni: Desg 2Dt2. E2C OO1LA$C I-ia SEAM Size. . 40- Fully Unbtace ... •• •. LAJtIe Sir DlGn wth AE 7 i:; Load nbattc.-i PAJQr Er1i Vod ecIe \fd G( Nb I Fb Teri:n sI FLPr1l 1,00,15 psi Fu 181) 01psi Eberd x 101 Drt?y 31,10 Ib- Campy,}0C - Pep a2Di •Fj ThD,3i flhinbP-x 2cCi Ur1Lci .D i41!, = 1O1 ' T .1.0 11,. cL9jQn Swmmry b.Uo &4 1 .t UXIM,InSr Fb dImvbk; i;62B aF L11.F: : .Fu At bIa 25L00 pi LO C-rb t tr4N ftSprl: Q•t 0 Uesign: HDRS. LtLrS 0.Ui in Dcflwar Ti 04 n Upward LLS 0.000 in UPA:Tat LPe Lctd Dfl Ra1j 0 Tro-p r i0 - Using AiIbLi'e Din wiijh,5 CE 10 LeSd, Ccrrtbhptr M -is aci Sp Oeu 0. ta Fnf L - th Woc rae Nb 1 b p Trisb1 1 O 0 U pi Fe - F1i I Q I F, 186.10 pi i- x 1 7O 0 ki teiir 3.1 2pcf - C1P 1Ufl pi Fe- Prp •'Op •F 675.0 pi nId'- 6200W &ieA1 U4 Load: D(J;2, L.=k.Trb1ft Maxib'F4ib R 2'1 i ot b:Ax±tiit, • a.7; I 103.3ap •t tn5pI1 .F:.Aa: E25 p Ld Cwnb; 0i4 1 t. .5.5dJit iftS F fIII 22E].i aubnE. L . ii :Lart sypp~et 9 Rigm IM9 0,13 LI. auwnwwd • 0" -,4Tot3I . Utt+Lr+S O.i[3Tn JardteaI 0.000 In LrL8d 00R#00 1G20 O Tat4 Dl 313 ASc.7.0 .......7 t kit 1Jir AII'a Str Lair uIhASC 7-10 Lcad C buihQrs. MorAxr Sn11n Wand pvc DCL4ed5,Pilt- Larch Wcd G Ni I Fb Tatiitn 11J 0 pu fc PrJI iE0 U 1JQ U pl Eben- 710 C't itty 31 20 Pd Fb'Corripr 300..i Fe' •8bpI FL •191 0pI Eitefldcr 2Qc. Aaft VrLa DUi'U Lr=Oljfi Tcih1Oi Qrrrna4t P4'FbRatio 0117 1 .. . • Fb Mtut 21 15 P 81 1 1300 jn I flbI I .9?5CU . M3XVFik fvX ,.1,: ... I . • ...... • t 1ua1 : 22.P 1Yi .(OD t IA'- 4pa 1 Mcbt! 25.013 Comb,.; • 4Lr-t • . - MxRecn8 k) L LI a If .E.,• L0 0 0i QLO Pit ji1 6,4 0.06. rr!LtLr*S 0001 in D rdTói 'O.O4iri. ard U-Lft-S 0tm00 in . Uprd ThL3I, 0 m LDIRs 36 71 .0 Tth1ICefftiQ' 5401 siQ ir I yOU can .Iari ts tea e0 iti1 ;priij Trle 5ck ciri ,;plied 11 Pf llLIné i$rript.8óam 19 F. - C ;~Sm~ k QR DTh HOR up. eam Design WQ1Dd B 201-t.2111DC 201, koCE3C 201 CE7-1i La Ccmbre1JQrn Moor rdin UauIa.FL7h ; E x 1 7OO IJks De8Ity 31 2J pf Fb Coripr X1O Q c F Pp Ii1I D:~64D4LL4i Lr=L'Tih1(J .MaxbR'= .;4i;. 7 , Md"' - i ACtUW " i t14Ii6p.ir AIkf& E.75 1) Load Ccjrb ,, Iv AttiaI 67 1 pi F !.JybIa 225A A*St Ld Crb 3O4Lrt4 LL S Vt scbOn - Drt'Aiii L4Lr+S A161n.. ownwd TotI 0 013 u' - X 0A U1rd LLt45 0 iQ ib wd ThfI Q00 hi 7ait fppt 44 0 - Ltthad IJcd1R3Uo 1ii6D - Wood Beam Design HCR per M~S1 20 CCzV1ASCE7-1O IEAM Si 4G awxFLi1LyUnbraLd Urng Aliwt SLr 0er wrSCE 11D LO&1 Conth1lxi Be !r4:-. Se4r DouyIa! Fir Ltth Fb Teriari 1 00M€ Fc 1 55 Woc1 Nci Fix 10pBI Ebe- 1700Ks DEc1sty 31 pcf Fb r11r i M. 0 p c Poip 6254 ps 9 Errber G20 Okol = 11048-A ft) ACIUaP 101P' ai 21X10I InpnI Fb wbI i62.'Opi Lc#dCOfl:.: 'd*Lff4H ) Max U4I I - u AtuE3 S61 2-8 U0130ft ir.?Spn1 y w1e 225 (10 psi ____ _____________ Ld Cr.rr -D4LrH Ma (fr) L, ,i j Donwd L4th-5 0023 , Oj'T164 2 0 05 in L21t 5upioit 0 &' ) BE' - tUpwE L-Lr4S' ,e0l} - Up'i.rd 1ai I] 0C in SLpt 0 0 6 11vrLad DeJ R 27/ >&E' Total Dcrfl PiIo t3 1E1]. Wood Beam Dsgn HIDR12 Cc1a1om $v MDS 201 1C 2O1 CB 201 S ASC 740 BEAM U66 Se TtIUnbrac j LJ&rng Ailgalo tçe sirLw*t3CE 1-10 Ld Combtnii Major'Ams Ben,11ng Otti Fir LarPi Wood G.'zf No l 0 _G.Pel Ft Pill 1 EQ 0 pj F-, 1 0pi Ebn- 1 70.E'h Dcrrty 31 2'?1 cf C i F -Cirq I 000 psi F; Prp 2'5 Ft 675 0 p _S rmnend 620 t UMLcIL 0 = a4cr'(1, Lr'U 2 PJIL Thb 1 0 iI fJ/lT1 - Max fbeFbtia lb Aiffl S&1 (14 p t 1 ijtJi * ur I Fb ikabjg 1,875,00 psI - I eCw. fPftrH.,, Mx ry1q-vRatio J)165' 1 IN` Mbw'ablo 225 01),&i 2u L lod crib O Lr4s • aX - x Re&bors., ki Lu E a Oc,iwird L*tr'- 0 QflE In Dyr T&sl 0012 iii L1 $uOrl 040 0 2 Uwith L*Lr-' J0fJ in Jpwr Te..a OAJDD In Right ipt 13 4V 0 2 Li8 L'D1 1Gi 4E61 T.taI OjfIRsIio 7 J i Lie 111OCt, L3 YI)lJi uir eits' rret -r 1hrh-Llfl1 3.f1 i mue 8to1c Lr4 pie seam F0t1 Iiuri ,Eineèr.: POjCt Or ii . HOR 2 C 212. CC 201 , A 7-10 .EAM 44awn thing A!k '1e Sir L'e4gn IC. Load Conibt iljo. MJor Ax Br4it 'MoI)d &p 5, Fir- Lair M*-, Vd No u -ThIDF I D C) pi F- liI 1 'O U pi r i&i J pci AX I iQC'k DiiIf 31 ~pcf Fb Conpr 1U U P5 F' Prp 625 a p F 5750 pi crnirind - 2Q C] k1 Affé LLJ L.4O2Ct, M Ob/!i1i9 = b Acluar., 113N 31 P S f'(,:in 1 F.b:.abI. 1&OOpi +1Lr4-H Max, MFvRaLi AcuaI:, 102-53 mI at: 2,710 in pa 225.4]E LcdCb . MaR-acn ik L £ b Left5upcir1 .6D 06') •. .0.44 Wood Beam. gfHDR14. rd LL*5 OMB im cI.1x0 in if D1 R1i. 1410 m 0. Size 4x121 w..IY 1fribrcéd .......... ..., . •.. . ..... L3In9 AI1wt 1r weh #SCE 7-10 Load:Cribtn1io MIQr Av. BMII 'f'kJ tji Fit Lat Md N01 Toi 1 U Fe PIJ 1 C) U pi Fv 150 0 pi bend' 1 73 b ki De&Ly 31 O ptf Cc' 1 0CJ 0 pt Fit vaa pr PC.': F375-0 pi rntnbt$ - 50,0 Icsi L2M D=1)27U P_-alE ir TrIr-1Ift t.v t± D O13O. L i2 kL.0 i3.0 T!i=10i rit D1DD, 3flft: Max lb/Fb Rtt 0 60 tti Adua PI i cv r5 ti 5cF - Fb ALowa*; 11.0!X3 9A 41 MFvRato = 0 448 1 N Pcta 50 53 at U 0 St in Span 1 . . - .. .. . Fv,; MçbI rnb..:. 40LW . . . ,.. MaxRathi IN t LI L Drnt L+Lr4 lelt I,p:or1 I 'l A.04 tJIWdid LLr, 1.51....8 Ove Ltgd.D.11 F D.015in, D1warciT4R1:. 03i1 "D.020, IF3 Uwrd Total DIX 197?t80 .IIt1 Line . . to fl: re 1ñ riJ1.iw Erneaf Pjed D Ubi t 151flU Iffl PretDccr 1 Li llie Pli1 .. TiIk Bci:' seoclin. EL Multpte Simple Beam ENEHALC INC i1t172l Vr72 I ea.i1pton: RIDGE BM1R1tX3 SM2 Wood Bern DeSifl + RIDGE BM1 caIcutatI per N 12 C 2012. CBC ZO13 MCE 71 1 .............=...... BEA.1 Si2 . 4X1O;Sawfli. Fully Urbfced ............. LJ-ir IbIe Stress s&n wr t ACE 10 Li iirhr Mapr xis b'O Sec OOuI fIr LEJCh Fb Teitsr fCO ir Fç Pr 1 Wood cd i 16*s1 Eend 1 7Oci Dr2 31 picd Pb Corn I R Pcp rrbOd -joi 52a0sI L114 LCO& DU2O 061tnb=011 $?' urrjrPiV — Mafb'FbRaljo =0.743, 1 pI a 4250 Ft JIM. Pan Fla 1 l4ad 'Comb '4.13+-Lr+H.. iAct'uAl 62A3 psi i 77i a3 41O Fu 1 AIwb 2Z cO psi L C'Wnb.r-I1 f..ax Deflei M ector ) £, U Oownd L4-S.-S 75 isi Eowiiw TqtI (I 154 in LOH Spctt I 2 I QJwi L-Itr1-$ 00 in 'Upwars ThiiJ 0.'000 in tSijpirt i.;0 ii I. 1Ii Wood Beam Deg" RDGE rz jQ12, CBC O1LlASC 10 .M SIze:,. 4x1O.Sawii Pukly Uhbram'v-d,... . . . •. .. .• . .. . .. . .... UIri ,.JlciabI 5tes J)an with A.0 to La 7 Crai MajUr Ad Wo ks CuuqI Fir th GrdE O 1 Fb Ter1or1 1JOD F Pi 1 50p1 E Eiend ix 1 7D] 0k91 DerL6±S 31 lb pd ? Fb Co.r 1 OUC'Ii Fc Pp 625 s1 F F3 75-Ct Emi1bsriI-"Xi 8 Oksi gpYèdLoads .. Lr Lc'aJ D=-D1IJ. Lr= 1O T4rl O lb tpi 1 ['42 !i pi at 5 1 5 ft In Spai iF AiIab; . - • . LdCb; D+L4-1- - •S- -. (•' . . i• Max vRi' 12 1- . •. . dv C$IJa 70 24 psi 2t-'9_7 ft inZan 91 .FwiIe - . . - . - I '22500p51 • .'•..... LaciCcinib ex D—WilurzibriE, Mx Redin 4p 1. li Oowiwar LsLrt-5 0 107 In 0.2 .9 In Left pprt 0 082 Upward LL 4S I] 046 in Upeft1 Ttal au .035 in RSi.pot 115 110 LLai1Rflo 176 TQaDr1Ra> 1010 It. NIP, lxt1 ; Dciiwr I44Lr4S- 0.053 In P :uärLAs:.. O.o- In. U iLad Dell :aLw. 3E 1 r nil Tol 8 0,13A In, rdT.thl. 0.00 in baiRá AOP La LKL D01 W U4Oft1 Thbioi Pcit-D,-121 0, Lb Ic 7Ti it Surnrcy Max-.11i'Fb .Rli6: = fb AcIu 1:4-59,78 L1 -77ori nSm*t All&ablel 1,0 psi. :4DtLf*H M.fFRti= '.D2?8:1' .. -------•.--.. - t la an1 212]- p4 --: L IfcnS D'-Lz'41 Ma Rckn (Ic) k k! 'tY L1 &ioa 1;4' 1;1-7 T~tsk 0ZQln UmdToIil DtJ0i 521 -0 1Qi1 '1 Ri &1 .:.:' Line 1 Y,P;j pan ethIsara U91171g. 04 Sefti iO rner1J am il-en uiV 1J- "Frrntmg & je1In. T1IIe Mack L F Mt:5h1 Bearn Wood R-am' DCSgr ;ii: nt 2o$2,15C m EAM SF lo Sn, Friy tJlnbraceci - 'Using N vcbI 5te fth ASCE ?-( Lc'9 Crinatiws ajir Aa idii Wt Sped (4UgI25 Fir'-1ri uofl Gd i 1 Fb Teriti9 I 0 Fc Pril i 7OO; Ed KX 1iQci .L2Opc Fb..Cempr t50Q -Pip 2501 1 Enin IjiIILj oaLfaUhmb=tOtt D.332. - i teI 54-5p at C v pri F ArawaI I ;i Lcad Comb; -DLLr4H M /Fo= Oie3 -1. f';.AduEI: 34.b'2.4 at 00*1t in span .1 Fv cabIe 212.6D Pal :Lc ad Crnb- McReatIon N% LftSurt RL&upori: I Beam Design BEAM Site-:, O;awfL FuIIy UflbracI, -. • tJir NIbl She Danwflh4CE 7 10 Ld OnlblmatQrL MrAxI3 CobW Fir L -th W ra No 1 F t Tenn 1 .3b 0 pP Fc P-621g25 0 1 Wi ' pi Ebnd- x 1 b ii DenitV 1 20 .PO, Fb- ç1pT 1354' EL c Pcp 0'a Ft psi ninber4 - $J Ok .NdLèd -fall Ax thJEb Ratio., th Actua' 4 a 50 !in win i T hII1bI 15B7Op' I LdCn i-D4Lr.H Mfv,IrRaL1a K iD i8 1 fv AthiI t- pi i 9713 A SI 1 F AIioa Mu: ; 2.150 ps4 -. L: CSi .!E1J'tH M ax Rethir (K L Ii £ LtJi1 0.5W RioJlt 5uocart 11 0.89 ILM Wood Ben Oeign;, _ -,,.-- -- rd L+$ O.045 in Dwnwrd 311 Total I1 1$ in 1-0.027 iii Uaicd Tots I -4}651ll C Mob. 1 EilS 6C' Total Dell fft!Q - ~U' IM r'-VIVIPI NQ-- r i4D ,f BEAM ze 6X121 Swfl Unbraed U&n NIow.abI 9t'e Dar iih ASC 7 10 Lz C riLxirS MoJorA1& -41thJig Mod Siemi Dugbt rr - r Wooc c3rzd 1 - Fb Tettri 101 Pr F Eeld x 1 6000I Der pd Fb C'mpe 1 0- c eip 50 E1barr1-xx ,550JI _4 Ld LflhLd: MaftFh 0•22.1."1 322.4i 3t psi LÔ1 inb: D4-Lfl*i f: AtiuI; . 28'pi t Cr3O i Sçr4i FV,l AIcb.: 25iU'3 psi, L COMOP Xctiñ! (Ii) 1 6 Li Left 30imrl 0.2 O2.O Si-AM Sipit 0,2 O2O -. Upri L*ij$ O.OW in YF TtaI oo;o ir Li t.adDatI Pato A5 4J. ro11D1 R 17.E3 -180 riø t1ck Lii 1 PrrjcL ID: Proct: an d them. u' tj no Ptir7. 11t .... . wiultipie mpie am -. . 17 KE Pc-.Lc ir 1i6 81i 11ET ' d Beti RAFTR$ 01Z C 2GIZ CC2.3$CE7O' UFA re: 20, Sawn, Fully Unbrø .. $ Qein w.h IC 21 Ld Conbip1'n MjorAv dir WoJ DJ3s Fir Larch Wcd CrC No .2 Fb-Trfl 93O p Fit:-P1l 11 5OOps Fi 1SrJpi 1 tjOk±.i 3120pf Fô -Cjivir 9OtfJ pi c- Perp 6zS.Q pi Ft 5T500 flbar- 5E0.0k f,9Ded LWi LbRt'j D 112U, 1i 00270tJfL T: 1,011 Qfl.flt)f!/ ajio:= Dual 1 ft.Jtuiii1: 11I.421pi at S.75raft jfln' 1 b waI; teai Cqrrjb 40*Li4Et rvlax 77F1 12.15 tt Span 1 FI 5VJQ pi &WOO r (k) t L LL. ... Y, LSuor GAS U.1 jppti: O.1 Wood Beam RAFTER Crfr;it LLrPS o-265 in. cwnrd 1taI L\,5.t2 1 :L2war 1i4-s to ii 1wtiTotaI '•(ID in Li'e L I3fI Si 5G$ 3a TlI Dent I iltij cuItôns per .NDS 24112, ..CBC200E 7.10 IEP.J1 b LLiThracel......... . .• •.. .... . LJir IIcts Sta Dasgri .n1h IC 201i Lei MAxIs tidnp Spe DOuab Fir Lerch Wi crdc 2 Fb T9rs c 7, Pri 050A) pi F E1?r 1 OOi Drwy 3 Uid Fb-Cofl 'ThDpi ninbe- n .LL 201. IF ••d••/2 JL) H?L LL # W 2hz t 21 + 2 ) 2) (i246 55L) OL(1IL )2t )LLçzM/z t2) 2c p R 0 J. CT—Liw4, .ATE MAN:.G.:ENGEERiNc INC '41 Ba2 SIE CRCLE SO.STE TEMECULA CAL1FOflA 92590 PHO 52944 FAX:9$ 2B' 047, PdJEbT____MANNiNCT ENGiNEERING, INC. 4Cr~ ENTERR$E CIRCL 50-, STE. E ENGR TEMEULi. CALIFNIA DATE 259 PHONE 1--14 FAX g51-2g&-o ur- kV1d2 F3tM7 1 (II4OL) tL P?<jtt r 41 41RPRISE CLRCLE SO Sit ENGR TEMECULA CAUFORMA Q2O PHONE 951 2-1O4d JOB# 0 rfr.it ME MANNiNG:. E 4192 EFTERPIS. ctRCLE SO STE E 'r L~IFOAML4,425gb '247 v&L Wf2o) - / ( Vt i L L j L3 L/CL) LL POJE DATE cTI, .GLNEEINC; 41 S2 ENT PRS CiCL $TE E L.,CAUFORNA 9290 PHONE 9S1 2 -1G44 PAX51 '1 B9Z EfflepflSe Cur Sü Ste TrnecuIa G ) :24i 0•7' .b inc 01)L.. [Genra Footilig .D em cripiii1 .. •• ________________________________________ 1ad ombirakoflE Used ASCE 7O Genets Mriteia 0p4frtes .. ft Concrete 28 y strength 2 O Swt Oesn ValueS titzyabe Soil ea.i = o F Rbf '(tald 40 rcreese Barm t Footing WetJfl = Ik Ec C'ncree EIat M3duts C,oncrtDenart' 3 22 0 k1 .- enca tar $Uding) = Soil Pase kesis 0 $oiliCotCFrlctonCg€ff = 100 pr 0250 Valu Flexuro ID()" 'stile 0 rcre.a on for!9 Depth Footing 1se deph tClO surace = A1ti of depth = ft.. Min Steci % ndirQ Rermf press lrmcree per 1ooL Mm Allo' % Temp Rmn 0,001813 ien fcoiir ba is belqn ft M Oveturwim, Sety FatIcr MirSidmna S1ey Factor = 1 0 1 = 1 0 1'. lnc1reae bed on fótrn9 pndLnesL1a, Add 1 t far Sof Pstre AIIQable prSUre nreas.e per ft 1 depth Li ttg wi fcr tblII/ ruomen & ehers rn lgth cc width gr1ec than ' AdC ee6t3 W f $oil Pressure No Lls Pdeb1I wtfor,vj LibilIt mcti & s1,ctr Iion .... - — . - I'L RaiaIW o X-X Axi = 24)A L&gth parad iocZZ Axis = LO t Footinq. • y' Pde I. p In aIeI 1Z-ZAxi in Fb cm 1 ceof Coni'i • .: ReF9forr.ing .• H1 -:•-- -Ti - -L1. ';-- —. X m..:1 -' 1. pramie cOAA frc . .- rs paraIbt 16Z-Z Axis NO merofLas = Cri114Cifl F$r, Size = ___________ • nc1*i1ha outLon Chek MCI 1544 2J _ ..... ________) Oiredieo ReWleing Cloa& Sara ri'i # .ars requd th;n on n/a Be5, reLjirec a rude of z.oi n/a I 'J.••. - • • :boo OB OIrbrn:. ASI •. • • - -- k ry 1m1Q. Eni ring Ir -ojecni:. 41 82 ErIIerpn Cr So Sb a En1neer PruIcl [ - jCtDc 7 14051 l G Ij LPIU1 (tD0cUME-1 C. enera r00tifl9 1-2fl15 ik11i Vr& FF E5IG.SUMMMY - .- __!1 lk —I - MIiI bô J Cpjcibj Goicmin Ld CithInaton 6220 oi e 1 383 k&f. t SQ f +04L*1 6bou ZZ aiI PASS eiunir f-X 00 'I 0O k-ft N Crurtrning PASS ru Ortutnir - Z Z 00 k-ft t 0 k-ft No Oerturning SIi4inj X I) 0 0 0 K N Sting PASS n/ Shfrg Z-Z 00k 00Ik NoS1ithr PASS IJvt 0.0 0.0'k No Up1 PASS 0 04 1 Z Fkcre (X U 847 k-Il 5 t44 k-ft -'-1 ~-ODi0 5C4s1 £UL+1 011 PASS 0.,1041 Z FIxure (-X)t, 0,6471-51 k-f, S 144, K N .rl 20040 &)Lr4i &4-I BOH PASS 0,1 .04 X Fus +) 08475 k-fl '.8-144-Rik:-4 20 &)Lr+ 77", 1 QTi GOH PASS 0.104 X FeA,ire (-Z 0 47 fr ft 144 -f 41 20D+U 0Lr+i 80L+1 0I PASS 0 048 1 ay hr {4X) S82si 750 p + j., 1 20D+O SOLs+1 6OL1 6011 4SS 0 0550 -wy hesr (-Xi 4 185 70 PSI #1.20D#G 5OUt60L+1 0H PASS :'644683 1 vay Sar i4Zi 3 6€2 pi 750 (Al 2040 S0Lrt 50-1 O'-1 PASS 0 ('65B0 1 way S*ear' 4 155 p&I 750 PSI 4t 20D&) 40 Lr*1 GOU-1 0H PASS 0120 2-w PunchI t8 pi 1 500 pg - 2QD) 501.j+1 0L1 60H aiBrkig _________________________ otatO.n Aids - ZE6L AtijijI SOL Be Strese MiUBI I MIu, c+n -os MIw ble ".. Bot Z Tp+Z Left -X .Riht-It)(: j: .iiIá. .o am X , -i-Li+i 513 n/a U 0 1 1 33 riI 0 922 X-X D+Lr*H SD n/s 00 0'.8575 0 8575 n/a n?a 0 WO00 0 8575 0 8575 Wa na 0 5'Z 750Lr0 750L-H 1 5(1 riJ 00 1 251 1 251 834 x '4-6-0 7o50L40 7505+11 1 50 Wa 00 1 251 h4, n/a M34 X X. -4-t*0 601/-* 1 50 /a 00 0 B575 08575 n n/a 0.572 4-+0UE-t-H I 50 00 0875 U875 ri/a 0572 X-X -D-0 7SU1i.z+0 750L0 4W 1 rtIt 00 1 251 1 - U.834 X. X '4J+(3 750Ls-U 751)5-0 45CM 50 na 00 251 1 21 34 X-X +0+0 75OL40 750S-0 i5ZSUE fn/st 00 !'1;25' 1.251 ida n/a' 34 0-7 Xx *0 600-0 50v'V0 0H 1 Z0 n/a 0 0 0:514,5"", 0 5t45 rI/a ti/a 0.343 )X 4060040 70E"0&3H 150 Wa 00 05145 05145 n/2 0.243 00 nI Wa ia 08575 Cr8575 0.672 O+LH 1 50 0 U Wa ida 1 .83 I 3B 1 22 Z'Z *)+j+ 1 50 00 n/a rI/a n/a 08575 0;.85751 0672 ZZ 4DtS+H T. 00 kn112 n# 08&75 06575 0572 Z Z'*E>-fl 70Lr-I) 750L4H 1 50 00 n/a Wa 1.~1 1 251 I) 834 Z Z +[]s4 7&)L0 5Q-i-H I 50 00 nla n/a n/a 1 251 1 251 0.834: Z Z_404-0 50WH 1 50 (1 0 rt/ n/a n/a 08575 1) 8575 +D0 TOE4H 1 50 0(1 Z n/a 085-75 0 37S 0 57 L 4'DirO 7&3Li-f0?S0L+0 45Q? 1 Q 0I) Wa rife n/a 1 51 1.2 13 854 ZZ *D-0 750L40 750Si'O 45GW 1 50 00 va Wa n/b. 1 751 1 251 0 &-4 Z-Zm,i-Q TSOL+0 750-0 S2SOE 1.50 n/a Wa 1 ~51 t.251 0 2 Z -0 rztjD--0QW+080t1 .1.50. 00 n/a id 0 5445 0 5145 1) 3 ZZ *0 60D-0 7u 0 501-3 1 5() 00 n/a n/a n/a 05145 0 5145' -O L'34-3 ôlngstabiiit - ... - RatonAxls& Load Cotiibinaton - OvrnIngMcrtient Resisting Mmetit Stablirty RII Status FootIng I-L NO Oartumii S*atitI .. :,ii --,:.. .. . . L4 COmbkiaborj! t3n4 Forcd..Rt5tIfl orce Sabilitv RaIo -StMtia F.n-fa6N0Shdit .,, nInr 4iB2sitrpnCff E eiu1 C 959 Proj€d Jescr Fr51 hrpan nng I' CnerI Footrng riic F1 FIs'ur Ac & La Cob1tiQzL Mu Se Tron 5urtae M Req Grni M . .in• 2 X-X +1 4ODt H 0 488 +Z Br4tfl 22 Mu! TCm ' Mn*g E .reing Irte. II 4i8Z iterp n Cr 5c Sb Project, D Tie.u1a, ba.925cJ Prolect DEscr. T.(951-) 2iQ44• F :(5i)29W47 flOw 0 EP1PCALC Ir4 1 -2O1?tL1L1L1 ie&s fa FIIuire & K- I in k-f. Y :x 1 400+1 6Uf- 0 4B Z Botftm U252 Mi TEmp ü 'G '5'2 MiTemr% 0.310 0310 8- 144 8.144 OK (D X-X 41200+Q5OLt4-1QL1-1 eo 0e4Ts x-x i Q5OL~10-1 6G 084Th + 2 torn B<ytrn 0252 MfnTemrJ% 0ZQ 8i44 OK X-X I 6GtrO 5C1 166:H`0.8475 -42 ol1cqn 0 2 Mm Temp 0.310 8144 8 t44 Ckc X-X +1 2O[)* I $JL+0 5Ol EOf- 0 8475 Bottcrn 0 Z92 Mm T'r 0.310 x4, +1 200-1 6OLr*0 50L+1 F 0,5688 +Z Bttort 0 25Q2 Mm Tei 0210 8 44 OK X +t2OD+1Lr*0&3L+1 €jQl' 0 Z 0 2592 Mm Trrp c O92 MinT MU) ° 0210 0 310 8 44 8 144 OK OK X *1 20D4-1 #DLrt0 &JW+l 60 xx +1-2. 04275 -z Z cfr,m Btvm 0292 M!riTemP% 0310 6144 OK X4, +1 200+0. 50L+1 GDS+1 8i3 0 -z B1tani 0 25fl MIrb ThmP 0.31 0 8 144 OK X-X +1,201 50L+1 6U4-1 0- 0 5 Z Bc'Itvm C 259 Mm Tcm % 0310 8 144 X 1 200+1 GUSi-0..50W4-1 475 +Z BUm 0.25 M Temp 7 0 3.10 8 144 .144 OK OK 200+1 60S+CI 50Wt 601 0 4275 2 Bo1rfl 0252 Mm Temp % 0 310 X.-X' - Z00 C0th-0 5OLW"1 C) 5589 +;-7 rt1om C) 292 Mn Temp % 0310 8 144 OK OX ,A-X, -41 28[)'O 60U0 L'W41 CI-5588 -Z aotlwi 02592 Miri Temp 0.310 &.144 01< -X +1 20D-0 010 5Qc4W41 A 05588 -'-Z boticn az5 q.2 Min Temp % a 30 8 144 X-)C 4-12UD0 50L-C' OS4W*1 i 05588 .2 Bottom 0 Mm Ti- 0-11 8 44 OK XX 6 120O+05QL40)S-tE1 0558 Z B ottor 02592 Mmniw' Te 0310 8,144 OK OK, XX +1,2Q+0.50Lt0.20S+E+1 fl5& -Z Bttti. 0.2592. Min.Tr :O..310 6144. x +(j&,-w40 0H 0 2OG -z Bqri 4.2592,6141; Temp % 0 310 :8.144 01< 4- .X -.X, 0 0Ui-W+0 90H 0 320 Z 8 e4tom U` 29 Mirb Temp IS 0310 8 144 01< X - 00-i-E4O H 0-3206. 4Z ottDm 02592 Min Temp %., 0310 8 144 OK x x -o sD'i'E-f0 90I-I 0 3206 -Z >11om 0 2562 Mi Temp 0310' 3164 OK :Z-z 41 40bs1 60H a 488 A, EW hem 02562 Mn Temp 0.310 144 OK Z -i-i 40t)41 E-OH 0 48.8 ( Ilcim 02562 Mm Temp 0310 144 OK z 4-120D+00Lr 10L-4i 60F 08475 -7 4Jt1&fl 02592 flTi'i3% 0310 144 ox Z *1200+050Lr+180L.41&)F 06475 +X otIn 02562 TnTm% 0.310 8,144 Z 41 2o1Di-1 60L0 501 681-E J 8475 -X utto -ri 02562 Mm T0i) % 0 310 8 144 01< Z-Z -'-1 0O-t I 60L-m0 506+1 60'4 CL8475 i-X Bottr; 0 292 Mm Teip ( C 30 8-1 44 OK Z-Z. + 1 200+1 0Lr+0 501+1 Ei0}- 0 55 -X Bottom 02592 Mn Terip I) 310 144 OK !-Z., i-i 200+1 flLr-0 501*-I 0- L5588 4-)' tom 0 2592 Mm Temp -14-4 0.31-0. Z 144 01< 22;f12oD+18oL+o50'W41..60 0.4275 -X Lrn 0.2892.MirtTmm% 0210 8144. OK Z-2 +1 20D+150Lr40 50"V41 60 014275 1- 4Itt 0:202: Mifl Tm % O $1 8.1-441, OK 41 200+0 SOL+1 80&*1 0H U S58 -X Bct0i 0,2S02 Mir Temp % 0310 8 144 OK 4t20D-050L+1604-1 601 U S56 i-X Bo4brm V252 1lrtTemp% 0310 144 OK Z 20L1 60S+& 50W1 501 (} 427 X Bottom a 2592 1lPb Temp % 0310 Z-Z 1 200*-I 80S*0 5OW-1 0t 04275 4( Bc'iton 02592 Mir Tem 6 % 0310 8.144- OK z z 2QO0 Uu*0 £0L-\+1 0 5568 X f3oltom 0 2592 MmnTmp 7 0310 ..8-144+ OK Z-Z 1 200+0 50L'+O 5Q+1 I) 5568 B04om 0-2592 MicTemp 0,310 6 144 OK ZZ i 20D-0 501+0 5SiW-i & 68 X Bolthm 0 2592 lir Temp % 0310 0.144 01< 7Z ODD0 5QL--0' 508-W*i 4 0' X Boltom G-2592 Mi TPm% 03.10 8 14-41 OK Z 20Di0 501+0 20S.*-E+1 8 0,5-588 X Boltm 02562 P1m TemD 11, 0310 144 OK Z.Z 4-1 213*-05U1-t-0 20SE+1 6 0 5588 i-x (L2S2 Min'Temp 0310 14-1 Ql< Z-Z +00b.Vvi'00H 03206 < Bottom 2i1LnTemp 0310 8144 OK Z Z 3Q OUH 03206 X 9otom 0 252 Mtn Temp 0310 8 1.44,'OK 0hl 03206 -X Botom 02592 Mm Ternp% 0310 a-144. OK Z Z +0 9oD-'-a 03208 -X Botiom 01259Z Mn Temp% 03.10 a.1 04< On Wy Shmial,- Load Corn biran Vu Vu +X Vi,i Z V4J +Z Vu Max Fbi Vii Vu I Ph1V Status + 1 400+1 OH 2 463 psi 2 155 psi '2.453,0:91 2 155 p 2.463 psi 75 psi 003284 ON: i-i 200-I'D 50Lr4-1 60L-i-1 80-1 4.15$p :1662 4 185 psi 3662 p A18-`01 7-5 pi 0 0558 OK -'-1 *- 60L+0 505+1 &IH 4 185 3 592 4 185 psI 3 F382 psi 4 185 psi 75 pI1. C) C1 56 OK -1 201J4-1 8QU0.50L1 0H 2359 psi; 2 414psi .2 ,.7 psI 2414 psi 2.7-59 psi 75 pd 0,03679 OK -t-1 20D+160Li-i-050i'-*-i SOH a1iipI 1 847ps1 211 pi 1 847 psi 2111 pal 75 psi 002815 OK i 200±0 501*1 608+1 6O 2J596. 2 414psi 2 75 psi 2414 psi ,2.75!3D8, 7 L 0 '367 OK 1 2013+1&SI} 50W-ri GOH 2111 v si 1 947 2, 111 -i -1-8-47 psi 2 111 i 75 mi 0 0251 OK -t 20 OSOLDr0S0L-'-Ws-1 601-4 2759s 24l4lD 2769f 2414psi 2 759psi 75&i 0036.79 O( -120 o50t.-os0S*-W+1S0d 27&9pm 2414psi 2Th9 4l4I 2756ps1 75-pm 0036.79 OK -si 200+0 SOL-fO 20--1 5Ci4 2759 psi 2 414 psi.2.7519,m-2414 2 759 ps 5 psi 0-03670 OK 8 9JD-Wi0 60H 1 553 p& 1 365 psi 1 583 pm I 365 ? 583 c"J 5 psi 002111 OK 4-Q 9DD-tt0 1 53 i 1 385 si 1 553 psi 1 3-85 o I p9., 75 6.021 i 41 01< Mannimg. h :tfl- -. : 41S92 rLprIse Cir So Ste -. . rJj U En9ineer . . • Prjec D 'tmecula Ca 290 Dewr Tel 51 ~BtQ44 FiAl, Prciject I (95i5 1047 - .. Genera Fothig vHEIOIU-1 MAN J& $RCAiMKELL-1C&917L-1 ELG - NERCALC INC i921S ui.i1 V i511 Dew np1ion Fl Puiithrr Sbear All uns Cow biajocn Vu PPI' V f PhiVni StaLu5 -1 4iJ.1 UH 10059 ry 71Q6 QK +1 20D+ 5L1 OL+1 GOH a 13 pi 1Osr l2 OK i2CD+16UL+O5QS4l&I 1.11rcI U12O OK -1 WtJt-1 Ot.T-05C4L-1 6C'H £41 Ds OK '4- 2Q1 EC(Lr''O OW-i U O6O1 OK 2ODi-O 5OL-i 6CS41 QH ii 941 L5p Li O761 OK -ri 20B4-1 6OSO(YVi-1 )I4 ') 15s O6C91 OK i-1 20D-O OLr-f 50LW* 63H 11 41 r 5UPE' C C71 12ADO OL+iD 5'S+W 5IQH Al 41 0 07361 OK +1 SOL+O 2OS+E1 OJ1 11 41 15bp5- J) 1)7961 'OK O 911P4Wi0 H &S2 t t) 04568 OK *090D+EO.JH • . . .' ;o4s.s . • S • S. S - . S . '- S • - . S • - . S . . - • :-- . . - S S -5- .• ..S - ••. .. .5 . 5 S•S5 . S S - •_. •• -4 5 S . .S - S 5• 4 . . .5 .5 _2 - 'S5 S - S . S S - S S ., . S • - S - 4 • S., - 5• 5 I • ,S • S .1'5 S . - 55 - S - . 5- . • V!fl1 L9 2 11 LLJYD [qu.10mce 145 YO1JEELL AV# CARLMBAP,CA L- TO4IE TRUSS '"j Y6O-521491e (wl3lblo q P AUG I .;9 2016 ri. ALPINE IWCOM.?W1 Alpine, an ITW Company. 8351 Rovana Circle Sacramento, CA 95828 Phone: (800)877-3678 (916)387-0116 Fax: (916)387-1110 sacseals@itwbcg.com LW IIIIJI IIIaIJII. omer Stone Truss . Job Number: A093 )escription: LLOYD GRANNY FLAT - ass: 1435 YOURELL AVE. City, State, Zip: CARLSBAD, CA 92008 I, Cnninnarinn rra#nrh,. gn Code: CBC 2013 Res View Version: 15.01.01.0611.00 JRef#: 1VSY92820001 i Standard: ASCE 7-10 Wind Speed (mph): 110 Roof Load (psI): 20.00-14.00-0.00- Floor Load (psI): None 10.00 This package Contains ajob notes page, 14 truss drawings and 0 details. Item Seal# Truss 1 - 217.16.1541.37217 A 3PLY SCIS HIP 8 3 217.16.154144970 A2 SCIS HIP 12 5 217.16.1541.52473 A4 SCIS 7 217.16.1542.01190 STUB SCIS DRAG 9 217.16.1542.35060 B COMN FAU 11 217.16.154244190 B2 HIP 12 13 217.16.1542.48803 B4 2PLY HIP 8 Item Seal # Truss 2 217.16.1541.41803 Al SCIS HIP 10 4 217.16.1541.49073 A3 SCIS HIP 14 6 217.16.1541.55437 A5 STUB SCIS 8 217.16.1542.31 460 A6D SCIS DRAG 10 217.16.1542.41400 Bi 2PLY COMN FAU 12 217.16.1542.46513 B3 HIP 10 14' 217.16.1543.19567 C 2PLY HIP 2 GIRD V /04/20161*' -1"--ZOF tX Printed 8/4/2016 3:43:27 PM Job Number. A093 Ply: 3 SEQN: 22110 / T41 CHIP Cust: R9282 JRef: 1VSY92820001 LLOYD GRANNY FLAT Qty : 1 FROM: RB DiwNo: 217.16.1541.37217 Truss Label: A 3PLY SCIS HIP 8 / CWC 08/04/2016 I 3 Complete Trusses Required I I 287" 2' 71015 1218 162' 2081 24910 267" 2' 419 429 408 461 419 196 1II2X4 10Xi0(l 10X10(l) - w3X4 E3X4 w3X5 12 L X4 B "=HD715 ip0o A R Q M 11'2 . 3X4 M 3X4 3X4 L 1112X4 1112X4 E~7X6 m7X6 12 342 3710 1'1" 408 408 39" 1'1"1 3710 342 Al 3710 734 8'4" 12'S" 1658 2028 21'312 24116 283 8 3-8 Loading Criteria (pot) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10. TCDL: 14.00 Speed: 110 mph BCLL: 0.00 Enclosure: Closed BCDL 10.00 Risk Category: II EXP: C Des LC 44.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL 84 psf Soffit: 2.00 BCDL: 6.0 psI Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0" C&C Dist a: 3.00 It Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.33 Lumber Top chord 2x4 DF-L #1&Bet.(g) Bot chord 2x4 DF-L #1 &Bet.(g) Webs 2x4 DF-L Standard(g) :W4 2x4 DF-L #1&Bet(g): Nailnote Nail Schedule:0.128"x3", mm. nails Top Chord: 1 Row @6.25" o.c. Bot Chord: 1 Row @12.00" o.c. Webs :lRow @4"o.c. Repeat nailing as each layer is applied. Use equal spacing between rows and stagger nails in each row to avoid splitting. Plating Notes Connectors in green lumber (g) designed using NDS/TPI reduction factors. (I) - plates so marked were sized using 0% Fabrication Tolerance, 0 degrees Rotational Tolerance, and/or zero Positioning Tolerance. (**) 2 plate(s) require special positioning. Refer to scaled plate plot details for special positioning requirements. Snow Criteria (Pg,Pf in PSF) Defl!CSI Criteria A Maximum Reactions (Ibs) Pg: NA Ct: NA CAT: NA PP Deflection in bc Udell U# Loc R I U / Rw I Rh I RL /W P1: NA Ce: NA VERT(LL): 0.513 C 668 240 U 2978 I- /203 I- I- /3.5 Lu: NA Cs: NA VERT(TL): 1.829 G 187 180 L 2970 I- /203 I- I- /3.5 Snow Duration: NA HORZ(LL): 0.170 L - - Wind reactions based on MWFRS HORZ(TL): 0.605 L - - U Min Brg Width Req = 1.5 Code! Misc Criteria Creep Factor: 2.0 L Min Brg Width Req = 1.5 Bldg Code: CBC 2013 Res Max TC CSI: 0.815 Bearings U & L are a rigid surface. TPI Std: 2007 Max BC CSI: 0.922 Rep Factors Used: No Max Web CSI: 0.941 Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) FT/RT:20(0)/0(0) Chords Tens.Comp. Chords Tens. Comp. Plate Type(s): WAVE, HS VIEW Ver: 15.01.O1C.0611.00 A - B 1 3648 F - C 0 -6037 D-E 0-5402 G-H 0 -5999 Loading A - U 0 -3653 H - I 0 -5254 Bottom chord checked for 10.00 psI non-concurrent B - C 0 -3636 I - J 0 -4195 live load. c - D 0 -4205 J - K 0 -3625 #1 hip with 7-10-15 setback supports jack trusses or E - F 0 -5155 K - L 1 -3638 rafters and joists. Corner(s) framed with a hip rafter supporting corner rafters or jack top chords. Corner Maximum Bot Chord Forces Per Ply (Ibs) jack bottom chords or ceiling joists span between this truss and the end wall Chords Tens.Comp. Chords Tens. Comp. Extend sloping top chord of truss and jacks to hip A - T 3458 0 P -0 5172 0 rafter. Support extensions every 2.00 It to flat IC. T - 5 3525 0 0 - N 4026 0 Spacing of supports originates from #1 hip. Attach - R 4038 0 N - M 3515 0 2x4 lateral bracing to flat TC @24" OC with 2-1ed R -0 6023 0 M - L 3448 0 Box or Gun nails(0.135"x3.5",min.) and diagonally - 6051 0 brace per DWG. BRCALHlP1014. Support hip rafter with cripples at 2-9-15 OC. Wind Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. Wind loads and reactions based on MWFRS. C-S 517 -25 P-H 875 0 D-R 2524 0 H-O 0 -1317 E-R 0-1197 0-I 2317 0 R-F 0 -917 N-J 516 -24 Additional Notes In lieu of structural panels or rigid ceiling use putlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 0 -0.00 2.00 TC 24 8.23 21.07 TC 0 26.58 28.58 BC 101 -0.00 8.38 IU 0.130 20.21 Xte K ~Xaos BC 101 20.21 28.58 OF C Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. 08/04/2016 Building designer is responsible for conventional WARNING framing. READ AND FOLLOW ALL NOTES ON THIS DRAWING! Stone Tmss -IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS 507 Jones Road Trusses require extremecare in fabricatina handlina shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building CA 92054 Component Safety Information by TPI an8'SBCA) for safety practices pnor to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise top chord shall have properly attached structural sheathina and bottom chord shall have a prooeriy attached riaid ceilina. Locations shown f&permanent lateral restraint of webs shall have bracina installed per BCSI sections B3 B7 or B1O, as applicable. AppTy elates to each face or truss and position as shown above and on the Join Details, unless noted otherwise. fefer to drawings 160A-Z for standard plate positions. ALPINE a division of ITW Buildina Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSI PI 1 or for handIing shipping, installation and bracing of trussesA seal on this drawing or cover paae listing this drawing, indicates acceptance of oroTesslonal engineering responsibility solely for the desicin shown. The suitability 8351 Rovana Circle and use of this dawing for any structure is the responsibility of the Building Designer per ANSIITPI I Sec.2. For more information see this job's general notes page and these web sites: ALPINE: www.aipineitw.com: TPI: .tpinst.org: SBCA: www.sbcindustry.com; CC: w'wiccsgorg Sacramento, CA 95828 Job Number A093 Ply: 1 SEON: 22114 / T42 CHIP Cust: R9282 JRef: 1VSY92820001 LLOYD GRANNY FLAT Qty: 1 FROM:RB DrwNo: 217.16.1541.41803 Truss Label: Al SCIS HIP 10 . / CWC 08/04/2016 2' 514 91015 1438 1881 23512 267" 287" 2' 314 4912 449 449 4911 . 314 2' 5X8(I) 3X7 5X8(I) 4X4( ~1-10612(SRS) 1112X4 =_H0612(SRS) 1112X4 1112X4 M 22E6xi w6Xl0 2 12 48' 52" 42" 42" 52" 48" 4118 A X8 1018 1438 1858 2378 2838 ' X8 Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria A Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NI PP Deflection in bc L/defl U# Loc R I U / Rw / Rh / RL /W 0 1301 /86 /762 I - /52 /3.5 TCDL: 14.00 Speed: 110 mph Pf: NA Ce: NA VERT(LL): 0.445 L 771 240 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 1.548 L 221 180 I 1299 I lOb /761 / - / - /3.5 BCDL: 10.00 Risk Category: 11 Snow Duration: NA HORZ(LL): 0.175 I - - Wind reactions based on C&C Des Ld : 44.00 EXP: C HORZ(TL): 0.610 I - - 0 Min Brg Width Req = 1.5 Code / Misc Criteria NCBCLL: 10.00 Mean Height: 15.00 It TCDL: 8.4 psf Creep Factor: 2.0 I Min Brg Width Req = 1.5 Soffit: 2.00 BCDL 6.0 psf Bldg Code: CBC 2013 Res Max TC CSI: 0.637 Bearings 0 & I are a rigid surface. Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2007 Max BC CSI: 0.823 Members not listed have forces less than 375# Spacing: 24.0" C&C Dist a: 3.00 ft Rep Factors Used: No Max Web CSI:0.539 Maximum Top Chord Forces Per Ply (Ibs) Loc. from endwalb: Any FTIRT:20(0)/0(0) PlateType(s): Chords Tens.Comp. Chords Tens. Comp. GCpi: 0.18 VIEW Ver. 15.01.01C.0611.00 A- B 352 -4886 E - F 131 4710 flC 51') .471') C fl III ACCO Wind Duration: 1.33 WAVE, HS Lumber A-0 340 -4899 G - H 236 -4852 Top chord 2x4 DF-L #1&Bet.(g) B - C 369 -4857 H - I 306 -4881 Bot chord 2x4 DF-L #1&Bet.(g) C - D 302 -4562 Webs 2x4 DF-L Standard(g) Plating Notes ' Maximum Bot Chord Forces Per Ply (Ibs) Connectors in green lumber (g) designed using Chords Tens.Comp. Chords Tens. Comp. NDSITPI reduction factors: A-N 4627 -310 L-K 5540 -81 (I) - plates so marked were sized using 0% - N - M 4686 -322 K - J 4681 -177 Fabrication Tolerance, 0 degrees Rotational M - L 5540 -81 J - I 4622 -168 Tolerance, and/or zero Positioning Tolerance. (**) 2 plate(s) require special positioning. Refer to . Maximum Web Forces Per Ply (Ibs) scaled plate plot details for special positioning Webs Tens.Comp. Webs Tens. Comp. requirements. D-M 1326 0 E-K 102 -902 Loading M-E 0 -899 K-F 1325 -26 Bottom chord checked for 10.00 psf non-concurrent live load. - Wind Member design based on both MWFRS and C&C. - Additional Notes In lieu of structural panels or rigid ceiling use purbins - W. to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 0 0.00 2.00 45 TC 24 9.52 19.07 TC 0 26.58 28.58 BC 120 0.00 10.13 BC 100 10.13 18.46 CIVI BC 120 . 18.46 28.58 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. 08/04/2016 -WARNING- READ AND FOLLOW ALL NOTES ON THIS DRAWING' Stone Trans -IMPORTANT'* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS 507 Jones Road Trusses require extreme care in fabricating, handlina shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information by TPl anfl'SBCA) t'r saety practices prior to performing these functions. Installers shall provide temporary CA 92054 bracing per BCSI. Unless noted oiherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a prooeriy attachea rigid ceiling. Locations shown for Dermanent lateral restraint of webs shall have bracina installed per BCSI sections B3 B7 or 010, as applicable. Apply to each face of truss 101161111., plates and position as shown above and on the Join Details, unless noted otherwise. efer to drawings 160A-Z for standard plate positions. ALPINE Alpine, a division of ITW Buildina Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSli I P1 1 or for handlin shippin9, installation and bracing of trussesA seal on this drawing or cover paae listing this drawing indicates acceptance MWO5MY of oro esslona engineerun... w responsibility solely for the desian shown. The suitability and use of this afawing for any structure is the responsibility of the uilding Designer per ANSIITPI I Sec.2. 8351 Rovana Circle For more information see this job's general notes pate and these web sites: ALPINE: www.alpineitw.com; TPi: www.tpinsi.org; SBCA: www.sbcindustry.com; ICC: w.iccsafe.org Sacramento, CA 95828 - Job Number A093 Ply: 1 SEQN: 22116 / 143 CHIP Cust: R9282 JRef: 1VSY92820001 LLOYD GRANNY FLAT Qty: 1 FROM:RB DrwNo: 217.16.1541.44970 Truss Label: A2 SCIS HIP 12 / CWC 08104/2016 2' 538 111015 1438 1681 2338 267" 287" 2' 338 677 249 249 677 338 2' 6X8 ru6X8 -L 1112X4 1112X4 w6X10 - 2 12 4104 61112 44" 61112 4104 38 5112 1218 1658 2354 2838 A 38 Loading Criteria (psi) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 14.00 Speed: 110 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II Des Ld: 44.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 84 psf Soffit: 2.00 BCDL: 6.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h12 Spacing: 24.0" C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.33 Lumber Top chord 2x4 DF-L #1&Bet.(g) Bot chord 2x4 DF-L #1&Bet.(g) Webs 2x4 DF-L Standard(g) Plating Notes Connectors in green lumber (g) designed using NDSITPI reduction factors. (**) 2 plate(s) require special positioning. Refer to scaled plate plot details for special positioning requirements. Loading Bottom chord checked for 10.00 psf non-concurrent live load. Wind Member design based on both MWFRS and C&C. Additional Notes In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 0 0.00 2.00 TC 32 11.52 17.07 TC 0 26.58 28.58 BC 120 0.00 12.13 BC 52 12.13 16.46 BC 120 16.46 28.58 Apply purtins to any chords above or below fillers at 24" OC unless shown otherwise above. Snow Criteria (Pg,Pf in PSE) Defl!CSI Criteria A Maximum Reactions (Ibs) Pg: NA Ct: NA CAT: NA PP Deflection in bc L/defl U# Loc R / U / Rw I Rh I RL 1W Pf: NA Ce: NA VERT(LL): 0.384 E 892 240 N 1301 /145 /767 I- /62 /3.5 Lu: NA Cs: NA VERT(TL): 1.338 E 256 180 I 1299 /116 /767 I- I- /3.5 Snow Duration: NA HORZ(LL): 0.165 I - - Wind reactions based on C&C HORZ(TL): 0.576 I - - N Min Brg Width Req = 1.5 Code! Misc Criteria Creep Factor: 2.0 I Min Brg Width Req = 1.5 Bldg Code: CBC 2013 Res Max TC CSI: 0.823 Bearings N & I are a rigid surface. TPI Std: 2007 Max BC CSI: 0.821 Rep Factors Used: No Max Web CSI: 0.665 Members not listed have forces less than 375# FT/RT:20(0)/0(0) Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. Plate Type(s): WAVE VIEW Ver: 15.01.01C.0611.00 A - B 490 4999 E - F 345 -4291 D-E 324 -4293 F-G 318 -4227 A-N 426 -5012 G-H 416 -4963 B - C 435 -4970 H - I 397 -4992 C-D 308-4229 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp A-M 4740 -357 K-J 4791 -371 M-L 4798 -372 J - l 4734 -355 L-K 4589 -185 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C-L 211 -776 E-K 36 -417 D-L 1245 -25 K-F 1245 -5 L - E 40 -414 K-G 239 -772 W. 18/04/2016 1NARNING READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS require extreme care in fabricating, handlin, shipping, installing and bracing. . Refer to and follow the latest edition of BCSI (Building lent Safety Information, by TPI and SBCA) fOr safety practices prior to performing these functions. Installers shall provide temporary 91% er BCSI. Unless noted oTherwise,top chord shall have property attached structural sheathing and bottom chord shall have a properly i rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections 83, B7 or blO, cable. Apply plates to each face or truss and position as shown above and on the Join Details, unless noted otherwise. efer to Is 160A-Z for standard plate positions. a division of 11W Building,Components Group Inc. shall not be responsible for any deviation from this drwing,any failure to build the conformance with, ANSI 1, or for handling, shipping, installation and bracing of•trussesA seal on this drawing or cover pane his drawing, indicates acceptance of proTessuonal engineeripq responsibility solely for the design shown. The suitability e of this drawing for any structure is the responsibility of the Building Designer per ANSI!TPI I sec.2. Pane Truss 507 Jones Read CA 92054 ALPINE JflTWCOMPMeY 8351 Rovana Circle Sacramento, CA 95828 Job Number A093 Ply: 1 SEQN: 22123 / T44 CHIP Cusi: R9282 JRe1: 1VSY92820001 LLOYD GRANNY FLAT Qty: 1 FROM: RB DrwNo: 217.16.1541.49073 Truss Label: A3 SCIS HIP 14 I CWC 08104/2016 2' 10' 131015 14'p"l 187" 251" 267' 2' 66" 31015 9" 31015 66' 16" 5X8 5X8 3X4 Z~ 3X4 3X4 12 2 4 5x5i1 6LO 4 ::: an 3X4 3X4 6X1O 12 588 838 838 588 6' 1438 227" 2838 139-8 L8 Loading Criteria (psi) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 14.00 Speed: 110 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II Des Ld: 44.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL 8.4 psI Soffit: 2.00 BCDL: 6.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.33 Lumber Top chord 2x4 DF-L #1&Bet.(g) Bot chord 2x4 DF-L #1 &Bet.(g) Webs 2x4 DF-L Standard(g) Plating Notes Connectors in green lumber (g) designed using NDS/TPI reduction factors. (**) 2 plate(s) require special positioning. Refer to scaled plate plot details for special positioning requirements. Loading Bottom chord checked for 10.00 psfnon-concurrent live load. Purlins In lieu of structural panels or rigid ceiling use purlins to brace all flat TC @ 32" CC, all BC @95CC. Wind Member design based on both MWFRS and C&C. Snow Criteria (Pg,Pf in PSF) Defl!CSl Criteria A Maximum Reactions (Ibs) Pg: NA Ct: NA CAT: N/ PP Deflection in bc L/defb u# . LOC R / U / Rw / Rh / RL 1W P1: NA Ce: NA VERT(LL): 0.379 L 904 240 N 1303 /179 /771 I- /73 /3.5 Lu: NA Cs: NA VERT(TL): 1.324 L 259 180 J 1303 / 179 /771 I- I- /3.5 Snow Duration: NA HORZ(LL): 0.169 J - - Wind reactions based on C&C HORZ(TL): 0.589 J - - N Min Brg Width Reg = 1.5 Code! Misc Criteria . Creep Factor: 2.0 J Min Brg Width Reg = 1.5 Bldg Code: CBC 2013 Res Max TC CSI: 0.967 Bearings N & J are a rigid surface. TPI Std: 2007 Max BC CSI: 0.975 Rep Factors Used: No Max Web CS 0.441 Members not listed have forces less than 375# FT/RT:20(0)/0(0) Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. Chords Tens. Comp. Plate Type(s): WAVE VIEW Ver: 15.01.01C.0611.00 A -13 777 -5402 D - E 439 -3728 E-F 461 -3803 F-G 440 -3728 A-N 739-5422 G-H 518 -4774 B - C 733 -5373 H-1 732 -5373 C-D 518-4774 l-J 777 -5402 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-M 5145 -660 L-K 4350 -479 M-L 4350 -478 K - J 5145 -659 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp C-M 286 -646 L-F 1086 -111 M-D 444 0 L-G 222 -825 D-L 222 -825 G-K 444 0 E - L 1086 -111 K-H 286 -646 08/04/2016 —WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in fabricating, handling, shipping, installing and bracing. . Refer to and 19110w the latest edition of BCSI (Building Safety Information, by TPI ?nd SBCA) fOr safety practices pnor to performing these functions. Installers shall provide temporary BCSI. Unless noted olherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly id ceiling. Locations shown forpermanent lateral restraint of webs shall have bracing insalIed per BCSI sections B3, B7 or B1O, lid Apply plates to each face or truss and position as shown above and on the Join Details, unless noted otherwise. efer to 60A-Z for standard plate positions. a division of lTVi/ BuildinqComponents Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the conformance with ANSI PI 1, or for handling, shipping, installation and bracing of trussesA seal on this drawing or cover pane this drawing, indicates acceptance çf professionar e.nglneerl9g responsibility solely for the design shown. The suitability e of this drawing for any structure is the responsibility of the Building Desigiler per ANSI/TPI I Sc.2. Stone Truss 507 Janes Road CA 92054 1146111111, ALPINE unwcoMPuey 8351 Rovana Circle Job Number A093 Ply: 1 SEQN: 22127 I T45 SClS Gust: R9282 JRef: 1VSY92820001 LLOYD GRANNY FLAT Qty: 2 FROM: RB DiwNo: 217.16.1541.52473 Truss Label: A4 SClS . . I CWC - 08104/2016 7'38 1438 2138 287" 738 7' 7' 738 5X6 0 6104 7112 T1"12 6'10"4 A 7112 1438 2154 2838 Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: N/ PP Deflection in bc Udell U# TCDL: 14.00 Speed: 110 mph Pf: NA Ce: NA VERT(LL): 0.365 I 939 240 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 1.274 I 269 180 BCDL 10.00 Risk category: ii Snow Duration: NA HORZ(LL): 0.185 H - - Des LE 44.00 EXP: C HORZ(TL): 0.646 H - - Code! Misc Criteria NCBCLL: 10.00 Mean Height: 15.00 ft TCDL: 84 psf Creep Factor: 2.0 Soffit: 2.00 BCDL: 6.0 psf Bldg Code: CBC 2013 Res Max TC CS!: 0.748 Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2007 Max BC CS!: 0.999 Spacing: 24.0" C&C Dist a: 3.00 It Rep Factors Used: No Max Web CS!: 0.836 Loc. from endwall: Any FT/RT:20(0)/0(0) GCpi: 0.18 Plate Type(s): i VIEW Ver: 15.01.01C.0611.00 Wind Duration: 1.33 WAVE Lumber Top chord 2x4 DF-L #1&Bet.(g) Bot chord 2x4 DF-L #1&Bet.(g) Webs 2x4 DF-L Standard(g) :Lt Slider 2x4 DF-L Standard(g): BLOCK LENGTH = 3.536 :Rt Slider 2x4 DF-L Standard(g): BLOCK LENGTH = 3.536' Bracing (a) Continuous lateral restraint equally spaced on member. Plating Notes Connectors in green lumber (g) designed using NDSITPI reduction factors. Loading Bottom chord checked for 10.00 psf non-concurrent live load. Wind Member design based on both MWFRS and C&C. Additional Notes W. c c In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) w BC 106 0.00 14.29 cc 45 BC 107 14.29 28.58 Apply purlins to any chords above or below fillers at 24" CC unless shown otherwise above. QFC 08/04/2016 A Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL 1W A 1283 /192 /751 I- /75 /3.5 G 1283 /192 /752 I- I- /3.5 Wind reactions based on C&C A Min Brg Width Req = 1.5 G Min Brg Width Req = 1.5 Bearings A & G are a rigid surface. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-B 642-5089 D-E 486 -3796 B-C 610-5013 E-F 610 -5013 C-D 487-3796 F-G 642 -5089 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-J 4788 -511 I - H 4805 -520 J - I 4805 -521 H-G 4788 -511 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - I 218-1201 I - E 218 -1201 D - I 1866 -112 **WARNING* READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in fabricating, handling, shipping, intalIing and bracing.. Refer to and follow the latest edition of BCSI (Building Safety Information, by TPI an8 SBCA) tr safety practices pnor to performing these functions. Installers shall provide temporary - BCSI. Unless noted omerwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly id ceiling. Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, 67 or BlO, fie. Apply plates to each face of truss and position as shown above and on the Join{Details, unless noted otherwise. efer to 60A-Z for standard plate positions. - failure to build the or cover page, n. The suuthbility Stone Truss 507 Jones Road CA 92054 ALPINE mnwco 8351 Rovana Circle Sacramento, CA 95828 of TPI 1,or for h acceptance any structure rai notes page and Job Number A093 LLOYD GRANNY FLAT Truss Label: AS STUB SCIS Ply: 1 SEQN: 22131 / T46 SCIS Cust: R9282 JRef: 1VSY92820001 Qty: 3 FROM: RB DiwNo: 217.16.1541.55437 / CWC 08104/2016 538 12'3"8 1938 267" 538 7, 7' 738 5X6 D III 3X .13 4104 k38 5112 1 a 1238 7'1"12 1954 2638 6'104 I8 Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria . A Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in bc L/defl u# Loc R / U / Rw / Rh / RL /W TCDL: 14.00 Speed: 110 mph Pf: NA Ce: NA VERT(LL): 0.286 I 999 240 A 1193 /187 /690 / - /76 /3.5 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 1.052 I 303 180 G 1193 /182 /706 I- I- /3.5 BCDL: 10.00 Risk Category. II Snow Duration: NA HORZ(LL): 0.140 H - - Wind reactions based on C&C Des Ld 44.00 EXP: C HORZ(TL): 0.515 H - - A Mm Brg Width Reg = 1.5 NCBCLL: 10.00 Mean Height: 15.00 it Code! Misc Criteria Creep Factor: 2.0 G Min Brg Width Req = 1.5 TCDL: 8.4 psf Soffit: 2.00 BCDL: 6.0 psf Bldg Code: CBC 2013 Res Max TC CSI: 0.906 Bearings A & G are a rigid surface. Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2007 Max BC CSI: 0.970 Members not listed have forces less than 375# Spacing: 24.0" C&C Dist a: 3.00 ft Rep Factors Used: No Max Web CSI: 0.762 Maximum Top Chord Forces Per Ply (Ibs) Loc. from endwall: Any FT/RT:20(0)/0(0) Chords Tens.Comp. Chords Tens. Comp. GCpi: 0.18 Plate Type(s): Wind Duration: 1.33 WAVE VIEW Ver: 15.01.01C.061 1.00 I A-13 448 -3571 D - E 433 -3322 B-C 457 -3482 E-F 559 -4561 Lumber - C-D 438 -3310 F-G 594 -4637 Top chord 2x4 DF-L #1&Bet.(g) Bot chord 2x4 DF-L #1&Bet.(g) Webs 2x4 DF-L Standard(g) Maximum Bot Chord Forces Per Ply (Ibs) :Lt Slider 2x8 DF-L #2(g): BLOCK LENGTH = 3.489' Chords Tens.Comp. Chords Tens. Comp. :Rt Slider 2x4 DF-L Standard(g): BLOCK LENGTH = 3.536' . - A - J 3257 -349 I - H 4373 -474 Bracing J - l 3289 -361 H-G 4357 -464 (a) Continuous lateral restraint equally spaced on member. Maximum Web Forces Per Ply (Ibs) - Webs Tens.Comp. Webs Tens. Comp. Plating Notes D-1 1512 -72 I - E 220 -1221 Connectors in green lumber (g) designed using NDS/TPI reduction factors. Loading Bottom chord checked for 10.00 psf non-concurrent live load. Wind Member design based on both MWFRS and C&C. Additional Notes . In lieu of structural panels or rigid ceiling use purlins W. to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 120 2.00 14.29 BC 111 14.29 28.58 Apply purlins to any chords above or below fillers 845 at 24" OC unless shown otherwise above. - 08/04/2016 "WARNING READ AND FOLLOW ALL NOTES ON THIS DRAWING! SioneTiuss ""IMPORTANT"" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS 507 Jones Road Trusses require extreme care in fabricating handlina shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building CA 92054 Component Safety Information by TPl ana'SBCA) for safety practices prior to performing these functions. Installers shall Provide temporary bracing oer BCSI. Unless noted oiherwise,top chord shall have properly attached structural sheathina and bottom chord shall have a prooerly attache rigid ceilmn. Locations shown for?ermanent lateral restraint of webs shall have bracing inslalled per BCSI sections B3 B7 or B1O, as applicabie. Apply plates to each face o truss and position as shown above and on the Joint Details, unless noted otherwise. efer to drawings 160A-Z for s andard plate positions. ALPINE Alpine a division of ITW BuildingComponents Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSI, i P1 1 or for handlmnq, shippin9, installation and bracing of trussesA seal on this drawing or cover page 8351 Rovana Circle listing this drawing indicates acceptance of pro esslonai engineerina responsibility solely for the design shown. The suitability and use of this awing for any Structure is the responsibility of the Building Designer per ANSI!TPI I Sc.2. For more information see this iob's general notes page and these web sites: ALPINE: w.alpineitw.com; TPl: www.tpinst.org: SBcA: wv.sbcindustjy.com: cc: www.iccsate.org Sacramento, CA 95828 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: N/ Pt NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Defl!CSI Criteria PP Deflection in bc Udefi L/# VERT(LL): 0.298 I 999 240 VERT(TL): 1.040 I 306 180 HORZ(LL): 0.146 H - - HORZ(TL): 0.510 H - - Code! Misc Criteria Creep Factor: 2.0 Bldg Code: CBC 2013 Res Max TC CSI: 0.906 TPI Std: 2007 Max BC CSI: 0.993 Rep Factors Used: No Max Web CSI: 0.762 FT/RT:20(0)/0(0) Plate Type(s): WAVE VIEW Ver: 15.01.01C.0611.00 Job Number. A093 Ply: 1 SEQN: 22135 / T55 SCIS Cust: R9282 JRef: 1VSY92820001 LLOYD GRANNY FLAT Qty: 1 FROM: RB DrwNo: 217.16.1542.01190 Truss Label: A5D STUB SCIS DRAG / CWC 08104/2016 538 19'38 267" 538 7, 738 m5X6 D 4104 7112 7112 6'104 5112 1238 1954 26'3"8 Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 14.00 Speed: 110 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Des Ld: 44.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 8.4 psf Soffit: 2.00 BCDL: 6.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0" C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.33 Lumber Wind Top chord 2x4 DF-L #1&Bet.(g) Member design based on both MWFRS and C&C. Bot chord 2x4 DF-L #1&Bet.(g) Webs 2x4 DF-L Standard(g) Additional Notes .Lt Slider 2x8 DF-L #2(g): BLOCK LENGTH = 3.489' Uplift reactions require connections continuous to :Rt Slider 2x4 DF-L Standard(g): BLOCK LENGTH = 3.536' foundation or offsetting dead load. See upliifts in U Bracing column of Max Reactions table. (a) Continuous lateral restraint equally spaced on In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: member. Chord Spacing(in oc) Start(ft) End(ft) Plating Notes BC 76 0.00 12.29 BC 66 12.29 26.58 Connectors in green lumber (g) designed using , Apply puulins to any chords above or below fillers NDS/TPI reduction factors. at 24" OC unless shown otherwise above. Loading Truss transfers a maximum horizontal load of 4000 # ( 150.47 plf) along top chord, from either direction, to supports where indicated. Diaphragm and connections are to be designed by Engineer of Record. Drag Loads: Force(#) (PLF) Mbr Start End Case 1: 4000 150.47 TC 0.00 26.58 4000 153.85 BC 0.29 26.29 Drag loads applied to wind load cases parallel to truss. Bottom chord checked for 10.00 psf non-concurrent live load. A Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL 1W A 1193 /200 /726 I- /93 /3.5 G 1193 /247 /759 /- I- /3.5 Wind reactions based on C&C A Min Brg Width Req = 1.5 G Min Brg Width Req = 1.5 Bearings A & G are a rigid surface. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp A - B 1248 -3921 D - E 762 -3322 B - C 457 -3482 E - F 974 -4561 C-D 480 -3310 F-G 1486 -4637 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-J 3257 -712 I-H 4373 -474 J - I 3289 -361 H-G 4357 -1423 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - I 609 -661 l - E 220 -1221 0-I 1512 -72 08/04/2016 -WARNING- READ AND FOLLOW ALL NOTES ON THIS DRAWING! Stone Truss *IMPORTANT* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS 507 Jones Road Trusses require extreme care in fabricating, handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building CA 92054 Component Safety Information by TPI an6'SBCA) t'r sa ety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted oiherwise top chord shall have properly attached structural sheathuna and bottom chord shall have a pro oeriy attachea riMid ceiling. Locations shown fo Dermanent lateral restraint of webs shall have bracina installed per BCSI sections B3 B7 or B1O, as applicab e. Apply ?lates to each lace of truss and position as shown above and on the JoinrDetails, unless noted otherwise. efer to drawings 160A-Z for s.andard plate positions. ALPINE Alpine a division of ITW BuildinComponents Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSIF P1 1 or for handIinq shipping, installation and bracing of trussesA seal on this drawing or cover paae 8351 Rovana Circle listing this drawing indicates acceptance of oro essionai engineerinci responsibility solely for the desian shown. The suitability and use of this aawing for any structure is the responsibility of the Building Designer per ANSI/TPI I Sc.2. For more information see this iob's general notes page and these web sites: ALPINE: www.alpineitw.com; TPI: ww.tpinst.org; SBCA: www.sbcindusiry.com; ICC: 'w.iccsafe.org Sacramento, CA 95828 of Job Number: A093 Ply: 1 SEQN: 22138 / T57 SCIS Cust: R9282 JRef: 1VSY92820001 LLOYD GRANNY FLAT Qty : 1 FROM:RB DrwNo: 217.16.1542.31460 Truss Label: A613 SCIS DRAG / CWC 08/04/2016 738 1438 2138 287" 738 7' 7' 738 5X6 D 6104 7112 7112 6104 AL 7112 1438 2154 ' 2838 Loading Criteria (psf) TCLL: 20.00 TCDL: 14.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 44.00 NCBCLL: 10.00 Soffit: 2.00 Load Duration: 1.25 Spacing: 24.0' Lumber Wind Criteria Wind Std: ASCE 7-10 Speed: 110 mph Enclosure: Closed Risk Category: II EXP: C Mean Height: 15.00 ft TCDL: 8.4 psf BCDL: 6.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.33 Snow Criteria (PgPf in PSE) P9: NA Ct: NA CAT: N/ Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code! Misc Criteria Bldg Code: CBC 2013 Res TPI Std: 2007 Rep Factors Used: No FT/RT:20(0)/0(0) Plate Type(s): WAVE Wind Defl!CSI Criteria PP Deflection in bc Lfdefl U# VERT(LL): 0.365 I 939 240 VERT(TL): 1.274 I 269 180 HORZ(LL): 0.185 H - - HORZ(TL): 0.646 H - - Creep Factor: 2.0 Max TC CSI: 0.748 Max BC CSI: 0.999 Max Web CSI: 0.836 VIEW Ver: 15.01.01C.0611.00 A Maximum Reactions (bbs) Loc R /U /Rw IRh IRL 1W A 1283 /192 /751 I- /83 /3.5 G 1283 /192 /752 I- I- /3.5 Wind reactions based on C&C A Min Brg Width Req = 1.5 G Min Brg Width Req = 1.5 Bearings A & G are a rigid surface. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp A-B 642-5089 D-E 486 -3796 B-C 610-5013 E-F 610 -5013 C-D 487-3796 F-G 642 -5089 Top chord 2x4 DF-L #1&Bet.(g) Member design based on both MWFRS and C&C. Bot chord 2x4 DF-L #1 &Bet.(g) Webs 2x4 DF-L Standard(g) Additional Notes Lt Slider 2x4 DF-L Standard(g): BLOCK LENGTH = 3.536 In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: :Rt Slider 2x4 DF-L Standard(g): BLOCK LENGTH = 3.536' Chord Spacing(in oc) Start(ft) End(ft) BC 106 -2.00 12.29 Bracing BC 107 12.29 26.58 (a) Continuous lateral restraint equally spaced on Apply purlins to any chords above or below fillers member. at 24" OC unless shown otherwise above. Plating Notes Connectors in green lumber (g) designed using NDS/TPI reduction factors. Loading Truss transfers a maximum horizontal load of 2000 # ( 69.97 plf) along top chord, from either direction, to supports where indicated. Diaphragm and connections are to be designed by Engineer of Record. Drag Loads: Force(#) (PLF) Mbr Start End Case 1: 2000 69.97 TC 0.00 28.58 2000 71.43 BC 0.29 28.29 Drag loads applied to wind load cases parallel to truss. Bottom chord checked for 10.00 psf non-concurrent live load. Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-J 4788 -511 I - H 4805 -520 J - I 4805 -521 H-G 4788 -511 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - I 218 -1201 I - E 218 -1201 D-I 1866 -112 OF CM.*.d 16 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! -IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS the latest edition of BCSI (Building Installers shall provide temporary bottom chord shall have a properly per BCSI sections B3, B7 or 810, inless noted otherwise. kefer to I Fi 1, or tor nanalinp. snippir acceptance of protessiont any structure is the respons information see this failure to build the I or cover aqe n. The supitability Stone Truss 507 Jones Road A 92054 ALPINE unwcosy 8351 Rovana Circle Sacramento, CA 95828 Loading Criteria (psi) TCLL: 20.00 TCDL: 14.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 44.00 NCBCLL: 10.00 Soffit: 2.00 Load Duration: 1.25 Spacing: 24.0' Wind Criteria Wind Std: ASCE 7-10 Speed: 110 mph Enclosure: Closed Risk Category: II EXP: C Mean Height: 15.00 ft TCDL: 8.4 psf BCDL: 6.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.33 Lumber Top chord 2x4 DF-L #1&Bet.(g) Bot chord 2x4 DF-L #1 &Bet.(g) Webs 2x4 DF-L Standard(g) Bracing (a) Continuous lateral restraint equally spaced on member. Plating Notes Connectors in green lumber (g) designed using NDSITPI reduction factors. Loading - Bottom chord checked for 10.00 psf non-concurrent live load. Truss supports 300# mech unit; unit centered at 12-3-8; supported by BC; unit width 3-0-0; supported by 3 trusses. Purlins In lieu of rigid ceiling use purlins to brace BC @ 120" OC. Wind Member design based on both MWFRS and C&C. Job Number. A093 Ply: 1 SEON: 22039 / T50 COMN Cust: R9282 JRef: 1VSY92820001 LLOYD GRANNY FLAT Qty : 3 FROM: RB DrwNo: 217.16.1542.35060 Truss Label: B COMN FAU / CWC 08/04/2016 1238 46" 9112 102" 218 145" 201" 247" 46" - 4712 1'0" 218 47"12 46" 3X4 5X 9. 67" 9' 9. 157" 247" Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria A Maximum Reactions (Ibs) Pg: NA Ct: NA CAT: N/ PP Deflection in bc Udefi U# Loc R /U / Rw I Rh I RL /W Pf: NA Ce: NA VERT(LL): 0.164 K 999 240 A 1200 /179 /648 I- /64 /3.5 Lu: NA Cs: NA VERT(TL): 0.933 C 315 180 I 1200 /179 /648 I- I- /3.5 Snow Duration: NA HORZ(LL): 0.044 J - - Wind reactions based on C&C HORZ(TL): 0.256 C - - A Min Brg Width Req = 1.5 Code! Misc Criteria Creep Factor: 2.0 I Min Brg Width Req = 1.5 Bldg Code: CBC 2013 Res Max TC CSI: 0.788 Bearings A & I are a rigid surface. TPI Std: 2007 Max BC CSI: 0.840 Rep Factors Used: No Max Web CSI: 0.411 Members not listed have forces less than 375# FT/RT.20(0)/0(0) Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. Plate Type(s): WAVE VIEW Ver: 15.01.01C.0611.00 A-B 414 -2740 FG 327 2102 B - C 309 -2333 G - H 310 -2333 C-D 327 -2101 H-1 414 -2740 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-K 2528 -335 J-1 2527 -335 K-J 2141 -178 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. B-K 169 -519 G-J 376 0 K-C 377 0 J - H 170 -518 0-F 276-2452 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! - "IMPORTANT FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in fabricating, handling, shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building it Safety Information, by TPI and SBCA) 18r safety practices pnor to performing these functions. Installers shall provide temporary BCSI. Unless noted olherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly id ceiling. Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections 83, 67 or B1O, lie. AppTy plates to each face. or truss and position as shown above and on the Join{Details, unless noted otherwise. efer to 60A-Z for standard plate positions. his drawing,any failure to build the on this drawing or cover pane ie desn shown. The suitability Stone Truss 507 Jones Road CA 92054 ALPINE mnwcGM.y 8351 Rovana Circle Sacramento, CA 95828 a division of II-'l 1, or tor r acceptance any structure information 9' 9' Loading Criteria (psf) TCLL: 20.00 TCDL: 14.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 44.00 NCBCLL: 10.00 Soffit: 2.00 Load Duration: 1.25 Spacing: 24.0" Wind Criteria Wind Std: ASCE 7-10 Speed: 110 mph Enclosure: Closed Risk Category: II EXP: C Mean Height: 15.00 ft TCDL: 8.4 psf BCDL: 6.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.33 Lumber Top chord 2x4 DF-L #1 &Bet.(g) Bot chord 2x4 DF-L #1&Bet.(g) Webs 2x4 DF-L Standard(g) :W4 2x8 DF-L #2(g): Nailnote Nail Schedule:0.128"x3", mm. nails Top Chord: 1 Row @6.25" o.c. Bot Chord: 1 Row @12.00" o.c. Webs :1 Row @ 4" o.c. Use equal spacing between rows and stagger nails in each row to avoid splitting. Special Loads --(Lumber Dur.Fac.=1.25/ Plate Dur.Fac.=1.25) TC- From 70 p11 at 0.00 to 70 p11 at 12.29 TC- From 70 p11 at 12.29 to 70 p11 at 24.58 BC- From 20 plf at 0.00 to 20 pIt at 24.58 TC- 2950 lb Conc. Load at 12.29 PLB- 100 lb Conc. Load at (10.79,10.12), (13.79,10.12) Plating Notes Connectors in green lumber (g) designed using NDSITPI reduction factors. Loading Bottom chord checked for 10.00 psf non-concurrent live load. Purlins In lieu of rigid ceiling use purlins to brace BC @ 120" CC. Job Number. A093 Ply: 2 SEQN: 22036 / T51 COMN Cust: R9282 JRef: 1VSY92820001 LLOYD GRANNY FLAT - . Qty: 2 FROM: RB DtwNo: 217.16.1542.41400 Truss Label: 81 2PLY COMN FAU . / CWC 08/04/2016 2 Complete Trusses Required 1238 1554 46" 9112 10'2' 218 145" 201" 247 46" 4712 . 1'0 218 4712 46" 4X4 Ill 2X4 E 2) 67" 9' 157" 247" Snow Criteria (Pg,Pf in PSE) Defl!CSI Criteria A Maximum Reactions (Ibs) Pg: NA Ct: NA CAT: NI PP Deflection in bc Udell u# Loc R / U I Rw / Rh / RL /W P1: NA Ce: NA VERT(LL): 0.187 C 999 240 A 2675 179 /648 I- /64 /3.5 Lu: NA Cs: NA VERT(TL): 0.807 C 364 180 1 2675 /179 /648 I- I- /3.5 Snow Duration: NA HORZ(LL): 0.063 J - - Wind reactions based on C&C - HORZTL): 0.228 J - - A Min Brg Width Req = 1.5 Code! Misc Criteria Creep Factor: 2.0 I Min brg Width Req = 1.5 Bldg Code: CBC 2013 Res Max TC CSI: 0.784 Bearings A & I are a rigid surface. TPI Std: 2007 Max BC CSI: 0.983 Rep Factors Used: No Max Web CSI: 0.362 Members not listed have forces less than 375# FT/RT:20(0)/0(0) Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. Plate Type(s): WAVE VIEW Ver: 1501.01C.0611.00 A - B 207 -3304 E - F 108 -2125 Wind B-C 155 -3280 F-G 163 -3202 C-D 164-3203 G-H 155 -3280 Member design based on both MWFRS and C&C. D - E 108 -2118 H - I 207 -3305 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-K 3067 -167 J - I 3067 -167 K-J 3093 -89 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. D-L 134-1128 L - F .134 -1128 L'op cd 08/04/2016 **WARNING.* READ AND FOLLOW ALL NOTES ON THIS DRAWING! Stone Truss —IMPORTANT'* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS 507 Jones Road Trusses require extreme care in fabricating handling shipping, installing and bracing. Refer to and follow the latest edition of BCSl (Building CA 92054 Component Safety Information by TPI ana'SBCA) handling saty practices prior to performing these functions. Installers shall provide temporary bracing oer BCSI. Unless noted oTherwise,top chord shall have properly attached structural sheathina and bottom chord shall have a prooerly attached rigid ceilina. Locations shown for permanent lateral restraint of webs shall have bracina installed per BCSI sections B3 87 or B1O, as applicabte AppTy plates to each face o truss and position as shown above and on the JoinrDetails, unless noted otherwise. efer to drawings 160A-Z for standard plate positions. ALPINE Alpine a division of lTW Build ino Components Group Inc. shall not be responsible for any deviation from this drawing,ay failure to build the truss it conformance with ANSI, Pb 1 or for handlin shippmna installation and bracing of trussesA seal on this drawing or cover pane 8351 Rovana Circle listing this drawing, indicates acceptance of pro essional'engineerina responsibility solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building Designer per ANSI!TPI I S'éc.2. For more information see this job's general notes page and these web sites: ALPINE: www.alpineitw.com; TPI: www.tpinst.org: SBCA: www.sbcindustry.com: ICC: www.iccsafe.org Sacramento, CA 95828 Job Number A093 Ply: 1 SEON: 22029 / T49 CHIP Cust: R9282 JRef: 1VSY92820001 LLOYD GRANNY FLAT Qty : 1 FROM: RB DrwNo: 217.16.1542.44190 Truss Label: B2 HIP 12 I. CWC 08/04/2016 51111 111015 i 12'"1 1875 247 51111 .5114 9 5114 51111 4X6(B2) III2X4 =_ 3X7 m5X5 Ill 2X4 4X6(B2) 5915 571 110121 555 5915 5915 11,5" 13'3"1 1891 247" Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std ASCE 7-10 TCDL: 14.00 Speed: 110 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II Des Ld: 44.00 Mean Height: 15.00 it NCBCLL: 10.00 TCDL: 8.4 psf Soffit: 2.00 BCDL: 6.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.33 Lumber Top chord 2x4 DF-L #1 &Bet.(g) Bot chord 2x4 DF-L #1 &Bet.(g) Webs 2x4 DF-L Standard(g) Plating Notes Connectors in green lumber (g) designed using NDS/TPI reduction factors. Loading Bottom chord checked for 10.00 psf non-concurrent live load. Purlins In lieu of structural panels or rigid ceiling use purlins to brace all flat TC @ 32" OC, all BC © 120" OC. Wind Member design based on both MWFRS and C&C. Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria A Maximum Reactions (Ibs) Pg: NA Ct: NA CAT: NA PP Deflection in bc Udefi U# Loc R /U I Rw / Rh I RL /W Pf: NA Ce: NA VERT(LL): 0.115 H 999 240 A 1100 /177 /648 /- /62 /3.5 Lu: NA Cs: NA - VERT(TL): 0.400 H 733 180 F 1100 / 177 /648 I- I- /3.5 Snow Duration: NA HORZ(LL): 0.041 G - - Wind reactions based on C&C HORZ(TL): 0.142 G - - A Min Brg Width Reg = 1.5 Code! Misc Criteria Creep Factor: 2.0 F Min Brg Width Reg = 1.5 Bldg Code: CBC 2013 Res Max TC CSI: 0.505 Bearings A & F are a rigid surface. TPI Std: 2007 Max BC CSI: 0.765 Rep Factors Used: No Max Web CS 0.369 Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) FT/RT:20(0)/0(0) Chords Tens.Comp. Chords Tens. Comp. Plate Type(s): WAVE VIEW Ver: 15.01.01C.0611.00 C - D 321 -1654 D - E 306 1827 A-B 343-2411 E-F 343 -2411 B-C 304-1819 Maximum Bot Chord FOrces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp A-J 2215 -258 H-G 2214 -262 J - l 2214 -262 G-F 2215 -258 I - H 1650 -154 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. B - I 130 -596 H - E 130 -590 W. 08/04/2016 **WARNING READ AND FOLLOW ALL NOTES ON THIS DRAWING! Stone Truss —IMPORTANT'* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS 507 Jones Road Trusses require extreme care in fabricating, handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building CA 92054 Component Safety Information by TPI anSBCA) or safety practices prior to performing these functions. Installers shall provide temporary bracing oer BCSI. Unless noted orherwise top chord shall have properly attached structural sheathing and bottom Chord shall have a proDefly attached rigid ceiling. Locations shown f&permanent lateral restraint of webs shall have bracing installed per BCSI sections B3 B7 or B1O, as applicable. Apply Iates to each face or truss and position as shown above and on the JointDetails, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. ALPINE Alpine a division of ITW Buildina Components Group Inc. shall not be responsible for any deviation from this drawing any failure to build the truss in conformance with ANSI/TPI 1 or for handlin, shipping, installation and bracing of trussesA seal on this drawing or cover page listing this drawing, indicates acceptance of oro essionai engineerina responsibility solely for the design shown. The suitability 8351 Rovana Circle and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI I Sec.2. For more information see this job's general notes page and these web sites: ALPINE: ww.aIpineitwcom; TPI: wsw.tpinsl.org; SBCA: www.sbcindusiry.com; ICC: www.iccsafe.org Sacramento, CA 95828 Loading Criteria (psf) TCLL: 20.00 TCDL: 14.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 44.00 NCBCLL: 10.00 Soffit: 200 Load Duration: 1.25 Spacing: 24.0" Wind Criteria Wind Std: ASCE7-10 Speed: 110 mph Enclosure: Closed Risk Category: II EXP: C Mean Height: 15.00 ft TCDL: 8.4 psf BCDL: 6.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.33 Lumber Top chord 2x4 DF-L #1&Bet.(g) Bot chord 2x4 DF-L #1&Bet.(g) Webs 2x4 DF-L Standard(g) Plating Notes Connectors in green lumber (g) designed using NDS/TPI reduction factors. Job Number. A093 Ply: 1 SEQN: 22027 / T48 CHIP Cust: R9282 JRe1: 1VSY92820001 LLOYD GRANNY FLAT Oly: I FROM:RB DrwNo: 217.16.1542.46513 Truss Label: B3 HIP 10 / CWC 08/04/2016 4915 91015 1481 1991 247 4915 51 492 51 4915 4X6(B2) 3X7 5X5 4X6(B2) 9-5-- 51012 9'3"4 9-5" 15312 247' Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria A Maximum Reactions (Ibs) P9: NA Ct: NA CAT: NA PP Deflection in bc Udefi j# Loc R I U I Rw I Rh / RL /W P1: NA Ce: NA VERT(LL): 0.116 G 999 240 A 1100 /168 /647 I - /52 /3.5 Lu: NA Cs: NA VERT(TL): 0.403 G 728 180 F 1100 /168 .1647 I- I- /3.5 Snow Duration: NA HORZ(LL): 0.041 G - - Wind reactions based on C&C - HORZ(TL): 0.142 G - - A Min Brg Width Req = 1.5 Code! Misc Criteria Creep Factor: 2.0 F Min Brg Width Req = 1.5 Bldg Code: CBC 2013 Res Max TC CSI: 0.517 Bearings A & F are a rigid surface. TPI Std: 2007 Max BC CSI: 0.767 Rep Factors Used: No Max Web CSI: 0.163 Members not listed have forces less than 375# FT/RT:20(0)/0(0) Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. Plate Type(s): WAVE VIEW Ver: 15.01.01C.0611.00 C - D 309 -1880 D - E 287 -2046 A - B 387 -2426 E - F 387 -2426 B-C 285-2039 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-H 2231 -321 G-F 2232 -321 H-G 1875 -169 Loading Bottom chord checked.for 10.00 psf non-concurrent, live load. Purlins In lieu of structural panels or rigid ceiling use purlins to brace all flat TC @ 32' OC, all BC @ 120' OC. Wind Member design based on both MWFRS and C&C. 08/04/2016 —WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! Stone Truss *IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS 507 Jones Road Trusses require extreme care in fabricating handlino shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building CA 92054 Component Safety Information b TPI ano'SBCA) for saety practices prior to performing these functions. Installers shall provide temporary bracing oer BCSI. Unless noted o herwise top chord shall have properly attached structural sheathina and bottom chord shall have a prooerly attache rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracino installed per BCSI sections B3 B7 or B1O, as applicable. App iy plates to each face of truss and position as shown above and on the JoinrDetails, unless noted otherwise. ftefer to 1.464, drawings 160A-Z for sLandard plate positions. ALPINE a division of ITW Buildina Components Group Inc. shall not be responsible for any deviation from this drawingany failure to build the truss in conformance with ANSI PI 1 or for handling,shipping, installation and bracing of trussesA seal on this drawing or cover paqe 8351 Rovana Circle listing this drawing indicates acceptance of oro essionai engineerina responsibility solely for the desian shown. The suitability and use of this drawing, for any structure is the responsibility of the Building Designer per ANSIITPI I Sc.2. For more information see this lobs general notes page and these web sites: ALPINE: w.alpineitw.com: TPI: www.tpinst.org: SBcA: w.sbcindustry.com: icc: .iccsafe.org Sacramento, CA 95828 2) 08/04/2016 "WARNING READ AND FOLLOW ALL NOTES ON THIS DRAWING! IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS sses require extreme care in fabricating, handling, shipping, installing and bracing.. Refer to and follow the latest edition of BCSI (Building nponent Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary ing per BCSI. Unless noted olherwisetop chord shall have properly attached structural sheatIing and bottom chord shall have a properly iched rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or blO, pphcabli. ppTy plates tp each face of truss and position as shown above and on the Join[Details, unless noted otherwise. Refer to of 'ii-'i i,or tor n acceptance any structure from this drawingany failure to build the seal on this drawing or cover pane for the design shown. The suitability ANSI!TPI I Sec.2. Job Number A093 - -- - Ply: 2 SEQN: 22025 / 147 CHIP Cust: R9282 JRef: 1VSY92820001 LLOYD GRANNY FLAT Qty: 1 FROM:RB DrwNo: 217.16.1542.48803 Truss Label: B4 2PLY HIP 8 / CWC 08/04/2016 ç 2 Complete Trusses Required 71015 1238 1681 247" 71015 4,4,,9 449 71015 12 3Xi0 _= 3X4 3X10 7612 958 7612 7612 1704 247 I Loading Criteria (pst) I Wind Criteria TCLL: 20.00 I Wind Std: ASCE 7-10 TCDL: 14.00 I Speed: 110 mph BCLL: 0.00 I Enclosure: Closed BCDL: 10.00 I Risk Category: II i I EXP: C Des Ld: 44.00 I Mean Height: 15.00 ft NCBCLL: 10.00 I TCDL 84 psI Soffit 2.00 I BCDL: 6.0 psI Load Duration: 1.25 MWFRS Parallel Dist 0 to h/2 Spacing: 24.0 ' I C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 I Wind Duration: 1.33 Lumber Top chord 2x4 DF-L #1&Bet.(g) Bot chord 2x4 DF-L #1&Bet.(g) Webs 2x4 DF-L Standard(g) Nailnote Nail Schedule:0.128'x3", mm. nails Top Chord: 1 Row @7.25" o.c. Bot Chord: 1 Row @12.00" o.c. Webs :lRow @ 4" o.c. Use equal spacing between rows and stagger nails in each row to avoid splitting. Plating Notes Connectors in green lumber (g) designed using NDSITPI reduction factors. Loading Bottom chord checked for 10.00 psf non-concurrent live load. #1 hip with 7-10-15 setback supports jack trusses or rafters and joists. Corner(s) framed with a hip rafter supporting corner rafters or jack top chords. Corner jack bottom chords or ceiling joists span between this truss and the end wall. Extend sloping top chord of truss and jacks to hip rafter. Support extensions every 2.00 ft to flat IC. Spacing of supports originates from #1 hip. Attach 2x4 lateral bracing to flat IC @ 32" OC with 2-16d Box or Gun nails(0.135'x3.5",min.) and diagonally brace per DWG. BRCALHlP1014. Support hip rafter with cripples at 2-9-15 CC. see Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria Pg: NA Ct: NA CAT: N/ PP Deflection in bc Udefi Li# Pf: NA Ce: NA VERT(LL): 0.190 C 999 240 Lu: NA Cs: NA VERT(TL): 0.678 C 433 180 Snow Duration: NA HORZ(LL): 0.060 F - - HORZ(TL): 0.215 F - - Code! Misc Criteria Creep Factor: 2.0 Bldg Code: CBC 2013 Res Max TC CSI: 0.634 TPI Std: 2007 Max BC CSI: 0.981 Rep Factors Used: No Max Web CSI: 0.213 FT/RT:20(0)/0(0) Plate Type(s): WAVE VIEW Ver: 15.01.01C.0611.00 Purlins In lieu of structural panels or rigid ceiling use purtins to brace all flat IC @ 32' CC, all BC @ 120' CC. Wind Wind loads and reactions based on MWFRS. Additional Notes Building designer is responsible for conventional framing. W. j oF cP.* TPI: A Maximum Reactions (Ibs) Loc R /U /Rw IRh /RL 1W A 2491 I- /150 I I- /3.5 E 2483 I- /151 I- I- /3.5 Wind reactions based on MWFRS A Min Big Width Req = 1.5 E Min Big Width Req = 1.5 Bearings A & E are a rigid surface. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B-C 0-2803 C-D 0 -2794 A-B 0-2995 D-E 0 -2984 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords . Tens. Comp. A-G 2786 0 F-E 2776 0 G-F 3424 0 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. G-C 52 -721 C-F 52 -732 B-G 519 0 F-D 523 0 Stone Truss 507 Jones Road CA 92054 1411161111.1 ALPINE ="nwcoMnNY 8351 Rovana Circle Sacramento, CA 95828 12 4 I 3X4 B T N 613 3X6 3X4(B2) Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 14.00 Speed: 110 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Des Ld: 44.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 84 psf Soffit: 2.00 BCDL: 6.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.33 Top chord 2x4 DF-L #1&Bet.(g) Bot chord 2x4 DF-L #1&Bet.(g) Webs 2x4 DF-L Standard(g) Nailnote Nail Schedule:0.128'x3', mm. nails Top Chord: 1 Row @12.00 o.c. Bot Chord: 1 Row @11.50o.c. Webs :lRow @ 4'o.c. Use equal spacing between rows and stagger nails in each row to avoid splitting. Special Loads ----(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.1.25) TC- From 70 plf at 0.00 to 70 plf at 1.91 TC- From 70 plf at 1.91 to 104 plf at 3.91 TC- From 104 plf at 3.91 to 104 plf at 7.00 TC- From 104 plf at 7.00 to 70 plf at 9.00 TC- From 70 plf at 9.00 to 70 plf at 11.00 BC- From 168 plf at 0.00 to 168 plf at 1.91 BC- From 168 plf at 1.91 to 168 plf at 9.00 BC- From 168 plf at 9.00 to 168 plf at 11.00 Plating Notes Connectors in green lumber (g) designed using NDS/TPI reduction factors. Purlins In lieu of structural panels or rigid ceiling use purlins to brace all flat TC @ 32" OC, all BC @ 120 OC. Wind Wind loads and reactions based on MWFRS. Job Number. A093 Ply: 2 SEON: 22022 / T53 CHIP Cusl: R9282 JReI: 1VSY92820001 LLOYD GRANNY FLAT Oly: 1 FROM: RB DiwNo: 21716.1543.19567 Truss Label: C 2PLY HIP 2 GIRD / CWC 08/04/2016 I < 2 Complete Trusses Required 1'10'15 56" I 911 , 11' 11015 37"1 371 m 11015 3X10 3X4 C E G F III2X4 3X6 3X4(B2) 56 56' 56" 11' Snow Criteria (Pg,Pf in PSF) Defl!CSl Criteria ' A Maximum Reactions (Ibs) Pg: NA Ct: NA CAT: NA PP Deflection in bc Udefi u# Loc R / U / Rw / Rh / RL /W Pf: NA Ce: NA VERT(LL): 0.112 G 999 240 A 1396 / - /42 / - / - /3.5 Lu: NA Cs: NA VERT(TL): 0.374 G 349 180 E 1394 I- 142 I- I- /3.5 Snow Duration: NA HORZ(LL): 0.015 F - - Wind reactions based on MWFRS HORZ(TL): 0.049 F - - A Min Brg Width Req = 1.5 Code! Misc Criteria Creep Factor: 2.0 - - - Bldg Code: CBC 2013 Res Max TC CSI: 0.288 TPI Std: 2007 Max BC CSI: 0.634 Rep Factors Used: No Max Web CSI: 0.362 FT/RT:20(0)/0(0) Plate Type(s): WAVE VIEW Ver: 15.01.01 C.06 Loading Bottom chord checked for 10.00 psf non-concurrent live load. #1 hip with 1-10-15 setback supports jack trusses or rafters and joists. Corner(s) framed with a hip rafter supporting corner rafters or jack top chords. Corner jack bottom chords or ceiling joists span between this truss and the end wall. Extend sloping top chord of truss and jacks to hip rafter. Support extensions every 2.00 ft to flat TC. Spacing of supports originates from #1 hip. Attach 2x4 lateral bracing to flat IC @ 32" OC with 2-16d Box or Gun nails(O.135"x3.5",min.) and diagonally brace per DWG. BRCALH1P1014. Support hip rafter with cripples at 2-9-15 OC. Additional Notes California hip girder load case modified Building designer is responsible for conventional framing. 08/04/2016 E Mm Brg Width Req = 1.5 Bearings A & E are a rigid surface. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Te'Fis.Comp. Chords Tens. Comp. 11.00 B-C 0-1269 C-D 0 -1268 A-B 0-1351 D-E 0 -1349 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-H 1239 0 G - F 2891 0 H-G; 2891 0 F-E 1238 0 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. H-C 0-1647 C - F 0 -1648 B-H 442 0 F-D 443 0 "WARNING- READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT- FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in fabricating, handlinq, shipping, installing and bracing.. Refer to and follow the latest edition of BCSI (Building quire Information, by TPI an d SBCA) handling safety practices prior to performing these functions. Installers shall provide temporary BCSI. Unless noted olherwisetop chord shall have properly attached structural sheathing and bottom chord shall have a properly id ceiling. Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or 810, lie. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to 60A-Z for standard plate positions. failure to build the I or cover pqe, n. The suutbiluty these web Stone Truss 507 Jones Road CA 92054 ALPINE 8351 Rovana Circle Sacramento, CA 95828 a division of any ENGINEERING rGNqRoU S A SCC-. _SLST :1._s 2121 Montiel Road, San Marcos, California 92069. (760) 839-7302k Fax: (760) 480-7477.• www:designgroiipcacom GEO TECHNICAL INVESTIGATION AND FOUNDATION RECOMMENDATIONS PROPOSED NEW GARAGE AND SECOND DWELLING TQBELOCATEDAT 1435 YOURELL AVENUE CARLSBAD, CALIFORNIA 92008 EDG Project No. 165636-1 nz June 29, 2016 PREPARED FOR: Kyle Lloyd 1435 Yourell Avenue Carlsbad, CA 92008 Klloyd526@yahoo.com ENGINEERING DESIGN GROUP I I ioItcH CA cris UCWAA CAC IT .IWIAI CUICA , ro LT.IU.WT C CO,%I 2121 Montiel Road San Marcos California 92069 (760) 839-7.302 Fax (760) 48.0-7477 www designgroupca corn Date: June 29,2016 To: Kyle Lloyd 1435 Yourell Avenue Carlsbad, CA 92008 Klloyd526@yahoo.com Re: Proposed new garage and second dwelling unit to be located at 1435 Yourell Avenue, Carlsbad, California. Subject: Geotechnical Investigation and Foundation Recommendations Report In accordance with your request and our signed proposal we have provided this preliminary geotechnical investigation and report of the subject site for the proposed new detached garage and second dwelling unit. The findings of the investigation, earthwork recommendations and foundation design parameters are presented in this report. In general, it is our opinion that the proposed construction, as described herein, is feasible from a geotechnical standpoint, provided,-the recommendations of this report and generally accepted construction practices are followed. If you have any questions regarding the following report please do not hesitate to contact our office. Sincerely, ENGINEERING DESIGN GROUP E. 065122 óCIv'% Steven Norris Erin E. Rist California GE#2590 California RCE #65122 Table of Contents 1.0 SCOPE . 1 2.0 SITE AND PROJECT DESCRIPTION .............................................................................1 3.0 FIELD INVESTIGATION ................................................................................................ ....1 4.0 SUBSURFACE CONDITIONS.........................................................................................1 5.0 GROUNDWATER ............................................................................................................2 6.0 LIQUEFACTION ................................................................................................................ 3 7.0 CONCLUSIONS AND RECOMMENDATIONS................................................................4 7.1 GENERAL .................................................................................................................... 7.2 EARTHWORK .............................................................................................................4 7.3 FOUNDATIONS ........................................................................................................... 5 7.4 CONCRETE SLABS ON GRADE ................................................................................7 7.5 RETAINING WALLS ...................................................................................................10 8.0 SURFACE DRAINAGE .............................. . ...................................................................... 10 9.0 CONSTRUCTION OBSERVATION AND TESTING..: .................................................... 11 10.0 MISCELLANEOUS ......................................................... . ................................................ 12 FIGURES SiteVicinity Map .......................................................................................................Figure No. 1 SiteLocation Map .....................................................................................................Figure No. 2 SitePlan ....................................................................................................................Figure No. 3 Test Pit Logs ..................................................... Test Pit Logs 1 - 2 APPENDICES References..................................................................................................................Appendix A General Earthwork and Grading Specifications ........................................................... Appendix B Retaining Wall Drainage Detail ...................................................................................Appendix C 1.0 SCOPE This report gives our recommendations for the proposed new garage and second dwelling unit to be constructed at 1435 Yourell Avenue, Carlsbad, California. (See Figure No. 1, "Site Vicinity Map", and Figure No. 2, "Site Location Map"). The scope of our work conducted onsite to date has included a visual reconnaissance of the property and surrounding areas, review of maps, a limited subsurface investigation of the subject property and preparation of this report presenting our findings, conclusions and recommendations. 2.0 SITE AND PROJECT DESCRIPTION The subject property is located at 1435 Yourell Avenue, in City of Carlsbad, California. For the purposes of this report the lot is assumed to face north The property is bordered to the east, west and south by similarly developed single family residences and to the north by Yourell Avenue. The general topography of the site area consists of coastal foothill terrain. At the time of this report the lot is developed with a single family residence founded on a raised foundation. Based upon our discussion with project architect and with owners and our review of the proposed preliminary plan, we understand the proposed development will consist of the construction of a new, detached garage with second dwelling unit. 3.0 HELD INVESTIGATION Our field investigation of the property consisted of a site reconnaissance, site field measurements, observation of existing conditions on-site and on adjacent sites and a limited subsurface investigation of soil conditions. Our subsurface investigation consisted of visual observation of two exploratory test pits in the general areas of proposed construction, logging of soil types encountered, and sampling of soils for laboratory testing. The approximate locations of test pits are given in Figure No. 3, "Approximate Test Pit Locations". Fill soil and weathered profiles were encountered to an approximate depth between 3-3.5 feet below adjacent grade in our exploratory test pits. Soil types encountered within our test pits are described as follows: Lloyd Second Dwelling Unit Page No. 1 1435 Yourell Avenue, Carlsbad, California Job No. 165636-1 ENGINEERING DESIGN GROUP GEOTECI-INICAL, CIVIL, STRUCTURAL CONSULTANTS 4.1 Topsoil I Fill I Weathered Topsoil/fill/weathered, unsuitable materials were encountered to a depth of 3-3.5 feet below adjacent grade in our test pits. Fill and weathered materials consist of light brown to brown, dry to slightly moist, loose to medium dense, silty sands and sandy silts with roots in the upper up to 24 inches. In general these materials are not considered suitable for the support of structures and structural improvements in their present state, but may be utilized as re-compacted fill if necessary, provided the recommendations of this report are followed. Unsuitable soil materials classify as SW-SM according to the Unified Soil Classification System, and based on visual observation are considered to possess low to medium potential for expansion. 4.2 Sandstone: Sandstone was found to underlie the fill/weathered profiles material within the test pit excavations. The encountered sandstone consists of reddish brown, moist, dense to very dense, slightly silty sandstone. These materials are considered suitable for the support of structures and structural improvements, provided the recommendations of this report are followed. Sandstone materials classify as SW-SM according to the Unified Soil Classification System, and based on visual observation and our experience, possess a low potential to medium for expansion. Detailed logs of our exploratory test pits, as well as a depiction of the test pit locations, please see Figure No. 3, "Site Plan/Location of Test Pits", and Test Pit Logs Nos. 1 - 3. 5.0 GROUND WATER Groundwater was not encountered during our limited subsurface investigation. Groundwater is not anticipated to pose a significant constraint to construction, however based upon our experience, perched groundwater conditions can develop where no such condition previously existed. Perched groundwater conditions can develop over time and can have a significant impact, especially at basements. If groundwater conditions are encountered during site excavations, a slab underdrain system may be required. Bioretention infiltration facilities shall maintain sufficient horizontal and vertical offset to any additions so as not to create a groundwater condition. Proper surface drainage and irrigation practices will play a significant role in the future performance of the project. Please note in the "Concrete Slab on Grade" section of this report for specific recommendations regarding water to cement ratio for moisture sensitive areas should be adhered. The project architect and/or waterproofing consultant shall specifically address waterproofing details. Lloyd Second Dwelling Unit Page No. 2 1435 Yourell Avenue, Carlsbad, California . Job No. 165636-1 ENGINEERING DESIGN GROUP GEOTECI-INICAL, CIVIL, STRUCTURAL CONSULTANTS JIAlIJ[itL.R It is our opinion that the site could be subjected to moderate to severe ground shaking in the event of a major earthquake along any of the faults in the Southern California region. However, the seismic risk at this site is not significantly greater than that of the surrounding developed area. Liquefaction of cohesionless soils can be caused by strong vibratory motion due to earthquakes. Research and historical data indicate that loose, granular soils underlain by a near-surface ground water table are most susceptible to liquefaction, while the stability of most silty sands and clays is not adversely affected by vibratory motion. Because of the dense nature of the soil materials underlying the site and the lack of near surface water, the potential for liquefaction or seismically-induced dynamic settlement at the site is considered low. The effects of seismic shaking can be reduced by adhering to the most recent edition of the Uniform Building Code and current design parameters of the Structural Engineers Association of California. Lloyd Second Dwelling Unit Page No. 3 1435 Yourell Avenue, Carlsbad, California Job No. 165636-1 ENGINEERING DESIGN GROUP GEOTECHNICAL CIVIL, STRUCTURAL CONSULTANTS 7.0 CONCLUSIONS AND RECOMMENDATIONS 7.1 GENERAL In general it is our opinion that the proposed new detached second dwelling unit, as discussed and described herein, is feasible from a geotechnical standpoint, provided the recommendations of this report and all applicable codes are followed. We anticipate in the area of new detached garage a removal and recompaction of the unsuitable fill and weathered profiles to competent sandstone, approximately 3-3.5 feet. 7.2 EARTHWORK Where grading is conducted it should be done in accordance with the recommendations below as well as Appendix B of this report and the, standards of county and state agencies, as applicable. 7.2.a. Site Preparation Prior to any grading, the areas of proposed improvements should be cleared of surface and subsurface debris (including organic topsoil, vegetative and construction debris). Removed debris should be properly disposed of off-site prior to the commencement of any fill operations. Holes resulting from the removal of debris, existing structures, or other improvements which extend below the undercut depths noted, should be filled and compacted. 7.2.b. Removals Topsoil weathered and fill profiles found to mantle the site, approximately upper 3-3.5 feet in the area of the proposed new detached garage and second dwelling unit, are not suitable for the structural support of buildings or structural improvements in their present state. We anticipate a removal and recompaction of exisiting fill, weathered and topsoil material in the area of the new structures. Grading should consist of the removal of unsuitable soil and scarification of subgrade to a minimum depth of 8-12 inches and the recompaction of fill materials to 90 Fercent minimum relative compaction, in the area of the proposed slab-on-grade foundations. Excavated fill materials are suitable for reuse as fill material during grading provided they are cleaned of debris and oversize material in excess of 6 inches in diameter (oversized material is not anticipated to be of significant concern) and free of contamination. Lloyd Second Dwelling Unit . Page No. 4 1435 Yourell Avenue, Carlsbad, California Job No. 165636-1 ENGINEERING DESIGN GROUP GEOTECHNICAL, CIVIL STRUCTURAL CONSULTANTS 7.2.c. Transitions All settlement sensitive improvements should be constructed on a uniform building pad. An undercut of the building pad area shall occur at any cut-fill transitions. Removals and undercuts should extend a minimum of 5 feet (or to a distance at least equal to depth of fill removals, whichever is greater) beyond the footprint of the proposed structures (including exterior columns) and settlement sensitive improvements. Where this condition cannot be met it should be reviewed by the Engineering Design Group on a case by case basis. Removal depths should be visually verified by a representative of our firm prior to the placement of fill. 7.2.d. Fills All fill in the area of removal and recompaction should be brought to approximately +2% of optimum moisture content and re-compacted to at least 90 percent relative compaction (based on ASTM D1557). Compacted fills should be cleaned of loose debris and oversize material in excess of 6 inches in diameter, brought to near optimum moisture content, and re-compacted as described above. Fills should generally be placed in lifts not exceeding 6-8 inches in thickness. Import of soil material is not anticipated, however if import material is required, soils should have a very low potential for expansion (El<20), free of debris and organic matter. Prior to importing soils, they shOuld be visually observed, sampled and tested at the borrow pit area to evaluate soil suitability as fill. 7.2.e. Slopes Where new slopes are constructed permanent slopes may be cut to a face ratio of 2:1 (horizontal to vertical). Permanent fill slopes shall be placed at a maximum 2:1 slope face ratio. All temporary cut slopes shall be excavated in accordance with OSHA requirements and shall not undermine adjacent property or structures without proper shoring of excavation and/or structures. Subsequent to grading, planting or other acceptable cover should be provided to increase the stability of slopes, especially during the rainy season (October thru April). Contractor shall take all necessary precautions to protect improvements at the street during anticipated excavations. 7.3 FOUNDATIONS The following design parameters may be utilized for new foundations founded on competent material. Lloyd Second Dwelling Unit . Page No. 5 1435 Yourell Avenue, Carlsbad, California Job No. 165636-1 ENGINEERING DESIGN GROUP GEOTECHNICAL, CIVIL, STRUCTURAL CONSULTANTS 7.3.a. Footings bearing uniformly in recompacted fill and/or compentent sandstone material may be designed utilizing maximum allowable soils pressure of 2,000 psf. 7.3.b. Seismic Design Parameters Site Class D Spectral Response Coefficients SMS (g) 1.186 SM1 (g) 0.681 SDS (g) 0.791 SD1 (g) 0 454 7.3.c. Bearing values may be increased by 33% when considering wind, seismic, or other short duration loadings. 7.3.d. The parameters in the table below should be used as a minimum for designing new footing width and depth below lowest adjacent grade into competent sandstone or recompacted fill material. Footing depths are to be confirmed in the field by a representative of Engineering Design Group prior to the placement of form boards, steel and removal of excavation equipment. No of Floors Supported Minimum Footing Width.*Minimum Footing Depth Below Lowest Adjacent Grade 1 15 inches 18 inches 2 15 inches 18 inches 3 18 inches 24 inches Lloyd Second Dwelling Unit Page No. 6 1435 Youreil Avenue, Carlsbad, california Job No. 165636-1 ENGINEERING DESIGN GROUP GEOTECHNCAL CIVIL, STRUCTURAL CONSULTANTS 7.3.e. All footings founded into competent material should be reinforced with a minimum of two #4 bars at the top and two #4 bars at the bottom (3 inches above the ground). For footings over 30 inches in depth, additional reinforcement, and possibly a stemwall system will be necessary, and should be reviewed by project structural engineer prior to construction. 7.3.f. All isolated spread footings should be designed utilizing the above given bearing values and footing depths, and be reinforced with a minimum of #4 bars at 12 inches o.c. in each direction (3 inches above the ground). Isolated spread footings should have a minimum width and depth of 24 inches. 7.3.g. For footings adjacent to slopes a minimum of 10 feet (competent, compacted material) and horizontal setback in competent material or properly compacted fill should be maintained. A setback measurement should be taken at the horizontal distance from the bottom of the footing to slope daylight. Where this condition cannot be met it should be brought to the attention of the Engineering Design Group for review. 7.3.h. All excavations should be performed in general accordance with the contents of this report, applicable codes, OSHA requirements and applicable city and/or county standards. 7.3.1. All foundation subgrade soils and footings shall be pre-moistened to 2% over optimum to a minimum of 18 inches in depth prior to the pouring of concrete. 7.4 CONCRETE SLABS ON GRADE All new concrete slabs-on-grade floors should be placed on competent sandstone or recompacted fill material. Where new slabs are proposed we recommend the following as the minimum design parameters. 7.4.a. Concrete slab on grade of the proposed detached garage and second dwelling unit should have a minimum thickness of 5 inches and should be reinforced with #4 bars at 24 inches o.c. placed at the midpoint of the slab. 7.4.a.i Slump: Between 3 and 4 inches maximum 7.4.a.ii Aggregate Size: 3/4 - 1 inch 7.4.a.iii Moisture Sensitive Areas: (i.e. floors, below grade walls) Maximum Water to cement Ratio - 0.45 maximum Compressive Strength = 4,500 psi minimum (No special inspection required for water to cement ratio purposes, unless otherwise specified by the structural engineer) Lloyd Second Dwelling Unit Page No. 7 1435 Yourell Avenue, Carlsbad, California Job No. 165636-1 ENGINEERING DESIGN GROUP GEOTECHNICAL, CIVIL, STRUCTURAL CONSULTANTS 7.4.a.iv Moisture retarding additive: in concrete at concrete slab on grade floors and moisture sensitive areas 7.4.a.v Corrosion Potential: Additional protections from corrosive soils may be necessary and shall be confirmed by soil testing prior to construction of foundations. As EDG is not an expert in corrosion protection all corrosion recommendations shall be provided by the corrosion consultant. 7.4.a.vi Non-Moisture Sensitive Areas: Compressive Strength = 2,500 psi minimum. 7.4.b. In moisture sensitive areas, the slab, concrete should have a minimum water to cement (w/c) ratio of 0.45, generally resulting in a compressive strength of approximately 4,500 psi (No special inspection required for water to cement ratio purposes, unless otherwise specified by the structural engineer) as determined by the w/c ratio. This recommendation is intended to achieve a low permeability concrete. 7.4.c. In areas of level slab on grade floors we recommend a one inch layer of coarse sand material, Sand Equivalent (S.E.) greater than 50 and washed clean of fine materials, should be placed beneath the slab in moisture sensitive areas, above the vapor barrier. There shall be not greater than an 1/2 inch difference across the sand layer. 7.4.d. In moisture sensitive areas, a vapor barrier layer (15 mil) should be placed below the upper one inch of sand. The vapor barrier shall meet the following minimum requirements: 7.4.d.i Permeance of less than 0.01 perm [grains/(ft2 hr in/Hg)] as tested in accordance with ASTM E 1745 Section 7.1. 7.4.d.ii Strength per ASTM 1745 Class A. 7.4.d.iii The vapor barrier should extend down the interior edge of the footing excavation a minimum of 6 inches. The vapor barrier should lap a minimum of 8 inches, sealed along all laps with the manufacturer's recommended adhesive. Beneath the vapor barrier a uniform layer of 3 inches of pea gravel is recommended under the slab in order to more uniformly support the slab, help distribute loads to the soils beneath the slab, and act as a capillary break. 7.4.e. The project waterproofing consultant should provide all slab underdrain, slab sealers and various other details, specifications and recommendations (i.e Moiststop and Linkseal) at areas of potential moisture intrusion (i.e. slab penetrations). Engineering Design Group accepts no responsibility for design or quality control of waterproofing elements of the building. Lloyd Second Dwelling Unit Page No. 8 1435 Yourell Avenue, Carlsbad, California Job No. 165636-1 ENGINEERING DESIGN GROUP GEOTECHNICAL, CIVIL, STRUCTURAL CONSULTANTS 7.4.f. Adequate control joints should be installed to control the unavoidable cracking of concrete that takes place when undergoing its natural shrinkage during curing. The control joints should be well located to direct unavoidable slab cracking to areas that are desirable by the designer. 7.4.g. All required fills used to support slabs, should be placed in accordance with the grading section of this report and the attached Appendix B, and compacted to 90 percent Modified Proctor Density, ASTM D-1 557, and as described in the Earthwork section of this report. 7.4.h. All subgrade soils to receive concrete slabs and flatwork are to be pre-soaked to 2 percent over optimum moisture content to a depth of 18 inches. 7.4.i. Exterior concrete flatwork, due to the nature of concrete hydration and minor subgrade soil movement, are subject to normal minor concrete cracking. To minimize expected concrete cracking, the following may be implemented: 7.4.i.i New flatwork in areas of encountered expansive soil (anticipated) should be detailed with 6 inches of base material and import cap. 7.4.i.ii Concrete may be poured with a 10 inch deep thickened edge. Flatwork adjacent to top of a slope should be constructed with an outside footing to attain a minimum of 7 feet distance to daylight. 7.4.i.iii Concrete slump should not exceed 4 inches. 7.4.i.iv Concrete should be poured during "cool" (40 - 65 degrees) weather if possible. If concrete is poured in hotter weather, a set retarding additive should be included in the mix, and the slump kept to a minimum. 7.4.i.v Concrete subgrade should be pre-soaked prior to the pouring of concrete. The level of pre-soaking should be a minimum of 2% over optimum moisture to a depth of 18 inches. 7.4.i.vi Concrete should be constructed with tooled joints creating concrete sections no larger than 225 square feet. For sidewalks, the maximum run between joints should not exceed 5 feet. For rectangular shapes of concrete, the ratio of length to width should generally not exceed 0.6 (i.e., 5 ft. long by 3 ft. Wide). Joints should be cut at expected points of concrete shrinkage (such as male corners), with diagonal reinforcement placed in accordance with industry standards. Lloyd Second Dwelling Unit Page No. 9 1435 Yourell Avenue, Carlsbad, California Job No. 165636-1 ENGINEERING DESIGN GROUP GEOTECHNICAL, CIVIL, STRUCTURAL CONSULTANTS 7.4.i.vii Isolation joints should be installed at exterior concrete where exterior concrete is poured adjacent to existing foundations. 7.4.i.viii Drainage adjacent to concrete flatwork should direct water away from the improvement. Concrete subgrade should be sloped and directed to the collective drainage system, such that water is not trapped below the flatwork. 7.4.i.ix The recommendations set forth herein are intended to reduce cosmetic nuisance cracking. The project concrete contractor is ultimately responsible for concrete quality and performance, and should pursue a cost-benefit analysis of these recommendations, and other options available in the industry, prior to the pouring of concrete. 7.5 RETAINING WALLS No new retaining walls are anticipated as part of the proposed new development. Where new retaining walls are proposed specific design parameters will be provided by this office. 8.0 SURFACE DRAINAGE Adequate drainage precautions at this site are imperative and will play a critical role on the future performance of the proposed improvements. Under no circumstances should water be allowed to pond against or adjacent to tops of slopes and/or foundation walls. The ground surface surrounding proposed improvements should be relatively impervious in nature, and slope to drain away from the structure in all directions, with a minimum slope of 2% for a horizontal distance of 7 feet (where possible). Area drains or surface swales should then be provided in low spots to accommodate runoff and avoid any ponding of water. Any french drains, backdrains and/or slab underdrains shall not be tied to surface area drain systems. Roof gutters and downspouts shall be installed on the new and existing structures and tightlined to the area drain system. All drains should be kept clean and unclogged, including gutters and downspouts. Area drains should be kept free of debris to allow for proper drainage. Over watering can adversely affect site improvements and cause perched groundwater conditions. Irrigation should be limited to only the amount necessary to sustain plant life. Low flow irrigation devices as well as automatic rain shut-off devices should be installed to reduce over watering. Irrigation practices and maintenance of irrigation and drainage systems are an important component to the performance of onsite improvements. Lloyd Second Dwelling Unit Page No. 10 1435 Yourell Avenue, Carlsbad, California Job No. 165636-1 ENGINEERING DESIGN GROUP GEOTECHNICAL, CIVIL, STRUCTURAL CONSULTANTS During periods of heavy rain, the performance of all drainage systems should be inspected. Problems such as gullying or ponding should be corrected as soon as possible. Any leakage from sources such as water lines should also be repaired as soon as possible. In addition, irrigation of planter areas, lawns, or other vegetation, located adjacent to the foundation or exterior flat work improvements should be strictly controlled or avoided. 9.0 CONSTRUCTION OBSERVATION AND TESTING The recommendations provided in this report are based on subsurface conditions disclosed by the investigation and our general experience in the project area. Interpolated subsurface conditions should be verified in the field during construction. The following items shall be conducted prior/during construction by a representative of Engineering Design Group in order to verify compliance with the geotechnical and civil engineering recommendations provided herein, as applicable. The project structural and geotechnical engineers may upgrade any condition as deemed necessary during the development of the proposed improvement(s). 9.1 Review of final approved grading and structural plans prior to the start of work for compliance with geotechnical recommendations. 9.2 Attendance of a pre-grade/construction meeting prior to the start of work. 9.3 Observation of subgrade and excavation bottoms. 9.4 Testing of any fill placed, including retaining wall backfill and utility trenches. 9.5 Observation of footing excavations prior to steel placement and removal of excavation equipment. 9.6 Field observation of any "field change" condition involving soils. 9.7 Walk through of final drainage detailing prior to final approval. The project soils engineer may at their discretion deepen footings or locally recommend additional steel reinforcement to upgrade any condition as deemed necessary during site observations. Engineering Design Group shall, prior to the issuance of the certificate of occupancy, issue in writing that the above inspections have been conducted by a representative of their firm, and the design considerations of the project soils report have been met. The field inspection protocol specified herein is considered the minimum necessary for Engineering Design Group to have exercised "due diligence" in the soils engineering design aspect of this building. Engineering Design Group assumes no liability for structures constructed utilizing this report not meeting this protocol. Before commencement of grading the Engineering Design Group will require a separate contract for quality control observation and testing. Engineering Design Group requires a minimum of 48 hours notice to mobilize onsite for field observation and testing. Lloyd Second Dwelling Unit Page No. 11 1435 Yourell Avenue, Carlsbad, California Job No. 165636-1 ENGINEERING DESIGN GROUP GEOTECHNICAL, CIVIL STRUCTURAL CONSULTANTS 10.0 MISCELLANEOUS It must be noted that no structure or slab should be expected to remain totally free of cracks and minor signs of cosmetic distress. The flexible nature of wood and steel structures allows them to respond to movements resulting from minor unavoidable settlement of fill or natural soils, the swelling of clay soils, or the motions induced from seismic activity. All of the above can induce movement that frequently results in cosmetic cracking of brittle wall surfaces, such as stucco or interior plaster or interior brittle slab finishes. Data for this report was derived from surface and subsurface observations at the site, knowledge of local conditions. The recommendations in this report are based on our experience in conjunction with the limited soils exposed at this site. We believe that this information gives an acceptable degree of reliability for anticipating the behavior of the proposed improvement; however, our recommendations are professional opinions and cannot control nature, nor can they assure the soils profiles beneath or adjacent to those observed. Therefore, no warranties of the accuracy of these recommendations, beyond the limits of the obtained data, is herein expressed or implied. This report is based on the investigation at the described site and on the specific anticipated construction as stated herein. If either of these conditions is changed, the results would also most likely change. Man-made or natural changes in the conditions of a property can occur over a period of time. In addition, changes in requirements due to state, of the art knowledge and/or legislation are rapidly occurring. As a result, the findings of this report may become invalid due to these changes. Therefore, this report for the specific site, is subject to review and not considered valid after a period of one year, or if conditions as stated above are altered. It is the responsibility of the owner or his/her representative to ensure that the information in this report be incorporated into the plans and/or specifications and construction of the project. It is advisable that a contractor familiar with construction details typically used to deal with the local subsoil and seismic conditions be retained to build the structure. If you have any questions regarding this report, or if we can be of further service, please do not hesitate to contact us. We hope the report provides you with necessary information to continue with the development of the project. Lloyd Second Dwelling Unit Page No. 12 1435 Yourell Avenue, Carlsbad, California Job No. 165636-1 ENGINEERING DESIGN GROUP GEOTECI-INICAL. CIVIL, STRUCTURAL CONSULTANTS FIGURES e. it -121 Monflel Road, San Marcos, California q2060 (760) 830-7302 - Fax: (760) 480-7477 www.designgroux In VistaWay - Ri t / ì p Site Location 4 ,. .I1Mi'U11 TJ 41 , j all e \¼ I - - 44,9 4 1435Yo6ie!tAve, •i i k v'• v : " \A All \ 'V ,.. ,;' tTha 0r4—L 4 in WV 1 994 - c\<' • .\ riigry Düt: 3/2212016 33°1c'l8.88 u;li7?2o32.I5'w &e/ 152 fteye all 10636 ttO a IV . ,,-.,, .. . II qJ OUiAie !1 ifr,:,::::.:::. :::;:::::,:.':::.. !.-.. - '. .' . - Jt_ ..(. ,. MA . I' 44,,,, I IIIIIlI II! . • .11I!?.4I..la •,• # \I _ * 4 . ,•, - . • . .. . • ,,, I .• U,. U It 'I, VIII UIIWV , , ' ''' WV. - , ' , k .. ....•.IIU" , ,'.'I'. '•" . • . ... . - . . .., . . 2016 GoogIa INot to Scale t n Imagery Date: 3/22/2016 331023 77 U U742029.09 W4eiev 179 It eye all aQft Project Name: Klôvanish-Hollins Residence TEST PT LOG NO. I EDG Project. Number: 1655641 Location: Northeast corner. (see, location map) Sheet I of I Date(s) Excavated: March 2nd, 2016 Total Depth: 4.' Groundwater Level: Not. encountered Logged By: AB Approx. Surface Elev. Existing grade. (Approx. 124, ft) Back filled (date) March 2nd, 2016 Excavation Method: Bobcat Mini-Excavator Soil Type Depth Material Description and Notes UCSC Sample TOPSOIL, FILL WEATHERED A 0— 3.5 Loose to medium dense, dry, light brown to brown, silty sands. Traces of roots SW-SM in upper 2 feet. SANDSTONE B 3.5' - 4' Dense to very dense, slightly moist io moist; light brown to brown to reddish SW-SM brown, slightly silty. sandstone. GRAPHIC REPRESENTATION: FG .j"PLz ft -2. ., () Project Name: Lloyd Second Dwelling TEST PT LOG NO. 2 EDG Project Number: 165636-1 Location; See location map Sheet I of-! Date(s) Excavated: By Others Total Depth: 4 ft. Groundwater Level: Not encountered Logged By. ER: Approx.Surface Back filled Elev. Existing grade. (ddte) By others Excavation Hand Excavated Method: Soil Type Depth Material Description and Notes UCSC Sample TOPSOIL, FILL, WEATHERED A Loose-to mediUm 'dense, drytoslightly moist, lightbrown to brown, 'silty SW-SM. sands. SANDSTONE. . . B 3' - 4 ft. I t Dense, moist, light brown to brown to reddish brown,. slightly silty sandstone ' SW-SM GRAPHIC: REPRESENTATION: FG' tin REFERENCES California Geological Survey, Probabilistic Seismic Hazards Mapping Ground Motion Page. California Department of Conservation, Division of Mines and Geology, Fault Rupture Zones in California, Special Publication 42, Revised 1990. Day, Robert W. 1999. Geotechnical and Foundation Engineering Design and Construction. McGraw Hill. Greensfelder, R.W., 1974 Maximum Credible Rock Acceleration from Earthquakes in California Division of Mines and Geology, Map Sheet 23. Kennedy, Michael P. and Tan Siang S., Geologic Maps of the Northwestern Part of San Diego County, California. Plate 2, Geologic Map of the Encinitas and Rancho Santa Fe 7.5' Quadrangles, San Diego County California. Dated 1996. Lee, L.J., 1977, Potential foundation problems associated with earthquakes in San Diego, in Abbott, P.L. and Victoria, J.K., eds. Geologic Hazards in San Diego, Earthquakes, Landslides, and Floods: San Diego Society of Natural History John Porter Dexter Memorial Publication. Lloyd and Associates, 2 Id Dwelling Unit for Mr. & Mrs. Kyle Lloyd, 1435 Yourell Ave, Carlsbad. Ploessel, M.R. and Slossan, J.E., 1974 Repeatable High Ground Acceleration from Earthquakes: California Geology, Vol. 27, No. 9, P. 195-199. State of California, Fault Map of California, Map No. 1, Dated 1975. State of California, Geologic Map of California, Map No. 1, Dated 1977. Structural Engineers Association of Southern California (SEAOSC) Seismology Committee, Macroseminar Presentation on Seismically Induced Earth Pressure, June 8, 2006. U.S Army Corps of Engineers, 1985, Coast of California Storm and Tidal Waves Study, Shoreline Movement Data Report, Portuguese Point to Mexican Border, dated December U.S. Army Corps of Engineers, 1985, Coast of California Storm and Tidal Waves Study, Coastal Cliff Sediments, San Diego Region (CCSTWS 87-2), dated June. Van Dorn, W.G., 1979 Theoretical aspects of tsunamis along the San Diego coastline, in Abbott, P.L. and Elliott, W.J., Earthquakes and Other Perils: Geological Society of America field trip guidebook. Various Aerial Photographs. General Earthwork and Grading Specifications 1.0 General Intent These specifications are presented as general procedures and recommendations for grading and earthwork to be utilized in conjunction with the approved grading plans. These general earthwork and grading specifications are a part of the recommendations contained in the geotechnical report and shall be superseded by the recommendations in the geotechnical report in the case of conflict. Evaluations performed by the consultant, during the course of grading may result in new recommendations which could supersede these specifications or the recommendations of the geotechnical report. It shall be the responsibility of the contractor to read and understand these specifications, as well as the geotechnical report and approved grading plans. 2.0 Earthwork Observation and Testing Prior to commencement of grading, a qualified geotechnical consultant should be employed for the purpose of observing earthwork procedures and testing the fills for conformance with the recommendations of the geotechnical report and these specifications. It shall be the responsibility of the contractor to assist the consultant and keep him apprised of work schedules and changes, at least 24 hours in advance, so that he may schedule his personnel accordingly. No grading operations should be performed without the knowledge of the geotechnical consultant. The contractor shall not assume that the geotechnical consultant is aware of all grading operations. It shall be the sole responsibility of the contractor to provide adequate equipment and methods to accomplish the work in accordance with the applicable grading codes and agency ordinances, recommendations in the geotechnical report and the approved grading plans not withstanding the testing and observation of the geotechnical consultant If, in the opinion of the consultant, unsatisfactory conditions, such as unsuitable soil, poor moisture condition, inadequate compaction, adverse weather, etc., are resulting in a quality of work less than recommended in the geotechnical report and the specifications, the consultant will be empowered to reject the work and recommend that construction be stopped until the conditions are rectified. Maximum dry density tests used to evaluate the degree of compaction shouls be performed in general accordance with the latest version of the American Society for Testing and Materials test method ASTM D1557. 3.0 Preparations of Areas to be Filled 3.1 Clearing and Grubbing: Sufficient brush, vegetation, roots and all other deleterious material should be removed or properly disposed of in a method acceptable to the owner, design engineer, governing agencies and the geotechnical consultant. The geotechnical consultant should evaluate the extent of these removals depending on specific site conditions. In general, no more than 1 percent (by volume) of the fill material should consist of these materials and nesting of these materials should not be allowed. 3.2 Processing: The existing ground which has been evaluated by the geotechnical consultant to be satisfactory for support of fill, should be scarified to a minimum depth of 6 inches. Existing ground which is not satisfactory should be overexcavated as specified in the following section. Scarification should continue until the soils are broken down and free of large clay lumps or clods and until the working surface is reasonably uniform, flat, and free of uneven features which would inhibit uniform compaction. 3.3 Overexcavation: Soft, dry, organic-rich, spongy, highly fractured, or otherwise unsuitable ground, extending to such a depth that surface processing cannot adequately improve the condition, should be overexcavated down to competent ground, as evaluated by the geotechnical consultant. For purposes of determining quantities of materials overexcavated, a licensed land surveyor I civil engineer should be utilized. 3.4 Moisture Conditioning: Overexcavated and processed soils should be watered, dried back, blended and I or mixed, as necessary to attain a uniform moisture content near optimum. 3.5 Recompaction: Overexcavated and processed soils which have been properly mixed, screened of deleterious material and moisture-conditioned should be recompacted to a minimum relative compaction of 90 percent or as otherwise recommended by the geotechnical consultant. 3.6 Benching: 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 should be a minimum of 15 feet wide, at least 2 feet into competent material as evaluated by the geotechnical consultant. Other benches should be excavated into competent material as evaluated by the geotechnical consultant. Ground sloping flatter than 5:1 should be benched or otherwise overexcavated when recommended by the geotechnical consultant. 3.7 Evaluation of Fill Areas: All areas to receive fill, including processed areas, removal areas and toe-of-fill benches, should be evaluated by the geotechnical consultant prior to fill placement. 4.0 Fill Material 4.1 General: Material to be placed as fill should be sufficiently free of organic matter and other deleterious substances, and should be evaluated by the geotechnical consultant prior to placement. Soils of poor gradation, expansion, or strength characteristics should be placed as recommended by the geotechnical consultant or mixed with other soils to achieve satisfactory fill material. 4.2 Oversize: Oversize material, defined as rock or other irreducible material with a maximum dimension of greater than 6 inches, should not be buried or placed in fills, unless the location, materials and disposal methods are specifically recommended by the geotechnical consultant. Oversize disposal operations should be such that nesting of oversize material does not occur, and such that the oversize material is completely surrounded by compacted or densified fill. Oversize material should not be placed within 10 feet vertically of finish grade, within 2 feet of future utilities or underground construction, or within 15 feet horizontally of slope faces, in accordance with the attached detail. 4.3 Import: If importing of fill material is required for grading, the import material should meet the requirements of Section 4.1. Sufficient time should be given to allow the geotechnical consultant to observe (and test, if necessary) the proposed import materials. 5.0 Fill Placement and Compaction 5.1 Fill Lifts: Fill material should be placed in areas prepared and previously evaluated to receive fill, in near-horizontal layers approximately 6 inches in compacted thickness. Each layer should be spread evenly and thoroughly mixed to attain uniformity of material and moisture throughout. 5.2 Moisture Conditioning: Fill soils should be watered, dried-back, blended and/or mixed, as necessary to attain a uniform moisture content near optimum. 5.3 Compaction of Fill: After each layer has been evenly spread, moisture-conditioned and mixed, it should be uniformly compacted to no less than 90 percent of maximum dry density (unless otherwise specified). Compaction equipment should be adequately sized and be either specifically designed for soil compaction or of proven reliability, to efficiently achieve the specified degree and uniformity of compaction. 5.4 Fill Slopes: Compacting of slopes should be accomplished in addition to normal compacting procedures, by backrolling of slopes with sheepsfoot rollers at increments of 3 to 4 feet in fill elevation gain, or by other methods producing satisfactory results. At the completion of grading, the relative compaction of fill out to the slope face would be at least 90 percent. 5.5 Compaction Testing: Field tests of the moisture content and degree of compaction of the fill soils should be performed at the consultant's discretion based on file dconditions encountered. In general, the tests should be taken at approximate intervals of 2 feet in vertical rise and/or 1,000 cubic yards of compacted fill soils. In addition to, on slope faces, as a guideline approximately one test should be taken for every 5,000 square feet of slope face and /or each 10 feet of vertical height of slope. 6.0 Subdrain Installation Subdrain systems, if recommended, should be installed in areas previously evaluated for suitability by the geotechnical consultant, to conform to the approximate alignment and details shown on the plans or herein. The subdrain location or materials should not be changed or modified unless recommended by the geotechnical consultant. The consultant however, may recommend changes in subdrain line or grade depending on conditions encountered. All subdrains should be surveyed by a licensed land surveyor / civil engineer for line and grade after installation. Sufficient time shall be allowed for the survey, prior to commencement of filling over the subdrains. 7.0 Excavation Excavations and cut slopes should be evaluated by a representative of the geotechnical consultant (as necessary) during grading. If directed by the geotechnical consultant, further excavation, overexcavation and refilling of cut areas and/or remedial grading of cut slopes (i.e. stability fills or slope buttresses) may be recommended. 8.0 Quantity Determination For purposes of determining quantities of materials excavated during grading and/or determining the limits of overexcavation, a licensed land surveyor I civil engineer should be utilized. SIDE HILL STABILITY FILL DETAIL 2' 1 5. MIN. MIN. LOWEST KEY BENCH DEPTH (KEY) EXISTING GROUND SURFACE - -FINISHED CUT PAD ( - COMPACTED- tI, I (I tI i'j II PAO OVEREXCAVATION DEPTH IW, AND RECOMPACTION MAY BE RECOMMENDED BY THE GEOTECHNICAL CONSULTANT BENCH BASED ON-ACTUAL FIELD C ONO ITIONS--ENCOU.P4T.ERED. -. .._-COMPETENT BEDROCK OR ,- MATERIAL AS EVALUATED I ( BY THE GEOTECHNICAL 7 CONSULTANT- FINISHED SLOPE FACE PROJECT 1 TO 1 LINE FROM TOP OF SLOPE TO OUTSIDE EDGE OF KEY '... OVERBURDEN OR UNSUITABLE MATERIAL - NOTE: Subdrain details and key width recommendations to be provided based on exposed subsurface conditions KEY DEPTH TMIN. ------------------ MIN KEY WIDTH 1 AS NOTED ON GRADING PLANSI 15' MUM. 60 MIN. OVERLAI 3 / 4'- 1-1/2' CLEAN GRAVEL (3ft3/ft. MIN.)'. NON-PERFORATED I PIPE - - FILTER FABRIC - ENVELOPE (MIRAFI 140N OR APPROVED EQUIVALENT) * SEE 1-CONNECTION DETAIL 6' MIN. COVER 1 PERFORATED PIPE % MIN. 4' MIN. BEDDING STABILITY FILL / BUTTRESS DETAIL OUTLET PIPES -4' 0 P4ONPERPORATED PIPE. 100' MAX. O.C. HORIZONTALLY, 30' MAX. O.C. VERTICALLY-\ BACK CUT 1:1 OR FLATTER BENCH SEE SUBDRAIN TRENCt DETAIL LOWEST SUBORAIN SHOULD BE SITUATED AS LOW AS POSSIBLE TO ALLOW SUITABLE OUTLET FORATED "' 10' MIN. - EACH SIDE PIPE CAP NON-PERFORATED OUTLET PIPE T-CO.NNECTION DETAIL * IF CALTRANS CLASS 2 PERMEABLE MATERIAL IS USED IN PLACE OF 314'-11/2' GRAVEL, FILTER FABRIC MAY BE DELETED SPECIFICATIONS FOR CALTR.ANS CLASS 2 PERMEABLE MATERIAL U.S. Standard Sieve Size Passjg 111 100 3/4' 90-100 3/8' 40-100 No. 4 25-40 No. 8 18-33 No. 30 5-15 No. 50 0-7 No. 200 0-3 SUBDRAIN TRENCH DETAIL Sand Equivalent >75 NOTES: For buttress dimensions, see geotechnical report/plans. Actual dimensions of buttress and sub d r a i f l may be changed by the geotechnical consultant based on field conditions. SUBDRAIN lNSTALLATlONSubdraln pipe should be Installed with perforations down as d e p i c t e d . At locations recommended by the geotechnical consultant. nonperforated pipe should be installed SU13DRA1N TYPE-Subdraln type should be Acrylon trile Butadiene Styrene (A.B.S.), Polyvinyl Chloride (PVC) or approved equivalent. Class 125,SDR 32.5 should be used for maximum fill depth s o f 3 5 f e e t . Class 200, SOR 21 should be used for maximum fill depths of 100 feet. KEY AND BENCHING DETAILS FILL SLOPE - PROJECT 1 TO I LINE FROM TOE OF SLOPE TO COMPETENT MATERIAL EXISTING GROUND SURFACE REMOVE UNSUITABLE MATERIAL BENCH 2' MIN. .15, MIN. KEY LOWEST DEPTH BENCH (KEY) FILL—OVER—CUT SLOPE EXISTING GROUND SURFACE BENCH REMOVE UNSIJITARLE 20 LOWEST MIN. BENCH MATERIAL KEY (KEY) DEPTH CUT SLOPE (TO BE EXCAVATED PRIOR TO FILL PLACEMENT) EXISTING GROUND / / -- SURFACE-.. 7/ CUT—OVER—FILL SLOPE PROJECT I TO I LINE FROM TOE OF SLOPE TO COMPETENT MATERIAL -CUT SLOPE / (TO BE EXCAVATED PRIOR TO FILL PLACEMENT) ,REMOVE UNSUITABLE MATERIAL ENCH — t h_' MIN--- 2' MIN. LOWEST KEY. OEPTh BENCH (KEY) NOTE: Back drain may be recommended by the geotechnical consultant based on actual field conditions encountered. Bench dimension recommendations may also be altered based on field conditions encountered. ROCK DISPOSAL DETAIL PINI*H GRADE SLOPE FACE ---------------- ::~: - - - - - - - - - - - - - - OVERSIZE WINDROW GRANULAR SOIL (S.E. 30) TO BE DENSIFIED IN PLACE BY FL000ING DETAIL TYPICAL PROFILE ALONG WINDROW Rock with maximum dimensions greater than 8 inches should not be used within 10 feet vertically of finish grade (or 2 feet below depth of lowest utility whichever Is greater). and 15 feet horizontally of slope faces. Rocks with maximum dimensions greater than 4 feet should not be utilized in fills. Rock placement, flooding of granular soil, and fill placement should be observed by th geotechnical consultant. Maximum size and spacing of windrows should be in accordance with the above detail Width of windrow should not exceed 4 feet. Windrows should be staggered vertically (as depicted). Rock should be placed in excavated trenches. Granular soil (S.E. greater than or eqUa to 30) should be flooded in the windrow to completely fill voids around and beneath rocks. APPENDIX C ENGINEERING DESIGN GROUP 2121 MON11EL ROAD PHONE: (760) 839-7302 N MARCOS. CALJFORNIA 92069 FAX: (760) 480-7477 MINIMUM RETAINING WALL WATERPROOFING & DRAINAGE DETAIL NOT TOALEi WK THIS DETAIL REPRESENTS THE MINIMUM WALL DRAINADE AND WAJERPROCFING APPIJCA11OW ID S411Y THE STRUCTURAL DESIGN INTENT OF THE RETAINING WALL. THE AR1IIECT DR DESIGNER OF RECORD FOR THE PRG.ECT SHALL BE RE4.S'&E FOR THE DESIGN AND ERCA17(4 OF THE WAIERPROCbVINC Sr I ___________________________ UV PROTECTICW BOARD PER MANUFACTURER'S WEQFICAJTYJ FOAM FOX WA1ERPROf1NG INSTALLED PER MANUFACT7JRER'S 9'EQF1C411(4S & EXTEND BEHIND BAQCETI BOARD.75 / N..._( c-... ) BAacDRAIN. INSTALLED PER MANUFACTURER'S WEQFICATTCWS rz / / OVER WA7EPd'ROrAtTNG OF WA1ERO(17NC - / SHALL BE BROUGHT 70 THE AT1ENI7ON OF THE WA7ERPROQING CCWSULTANT/MANUFACTURER IN ADVANCE AND SEALED PER w4C OR (211.1 RET WALL PER MANUFACTURERS 'EW7C4fl PLAN & DETAILS 1j\ TERMINATIQV BAR PER ') MANUFACTURER'S SPECFC4710NS FILTER FABRIC W/ 8" MIN LAP ® 3/4" GRAVEL (1 9 / fl STOPS AT COLD-j\ HVRO111E WATER- - JOINTS PER MFR I \ , () 4" DIA PERFORATED DRAIN LINE (f 40 OR IIJ.A1IC*4 I \ EQ IX (JIV.) PERFORATIONS DOW INS1RUC1I 4S I MINIMUM ORADIENT 70 SUITABLE OUTLET - j EXACT PIPE LOCAJTIIJ 70 BE DE1ERWNED BY 91E CONSTRAINTS AR & -'I BARRIER PER 4" TALL CDI4ORE7 CANT 0 FY12 / WALL PLAN& Ii DETAILS CJNEC17G'4 (UNDER WATERPROOFING). 9JPE ID BA( EDGE OF FOOTING. t\ CC4JPACIU) BACXFILL 90% MIN RELAWPE CC*IPACITCW IN ALL OTHER AREAS U.O.N. 6" MAX UF1S (lILY U(2I11I€IDIIT HAND-OFERA1ED EQUIPMENT SHALL BE USED, k7 MINN 3 FEET OF THE BADIC FACE N WAIL CSP ROUGHNESS OF WALL SHALL CC4(PLY W7H 'Sf WATERPROOFING MANUFACTURER'S 'EaRCA7IONS CERTIFICATION OF SCHOOL FEES PAID B-34 Development Services Building Department 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov This form must be completed by the City, the applicant, and the appropriate school districts and returned to the City prior to issuing a building permit. The City will not issue any building permit without a completed school fee form. Project Name LLOYD RESIDENCE Building Permit Plan Check Number CB162623 Project Address: 1437 Yourell Ave. A.P.N 156-052-04-00 Project Applicant KYLE LLOYD (Owner Name) Project Description: 2N0 DWELLING UNIT Building Type RESIDENTIAL Residential: 1 NEW DWELLING UNIT(S) 640 Square Feet of Living Area in New Dwelling/s Second Dwelling Unit: Square Feet of Living Area in SDU Residential Additions: Net Square Feet New Area Commercial/Industrial: Net Square Feet New Area City Certification of Applicant Information: J4,tet74Ltcvr Date 08/24/2016 SCHOOL DISTRICTS WITHIN THE CITY OF CARLSBAD Carlsbad Unified School District []Vista Unified School District []San Marcos Unified School District 6225 El Camino Real 1234 Arcadia Drive 2 5 5 Pico A v e S t e. 1 0 0 Carlsbad CA 92009 (760-331-5000) Vista CA 92083 (760-726-2170) XL San Marcos, CA 92069 (760-290-2649) 2222 Contact: Nancy Dolce (By Appt. Only) D Encinitas Union School District- D San Dieguito Union High School District-By Appointment Only By appointment only 684 Requeza Dr. 101 South Rancho Santa Fe Rd Encinitas, CA 92024 Encinitas, CA 92024 (760-753-6491 x 5514) (760-944-4300 x1166) Certification of Applicant/Owners. The person executing this declaration ('Owner") certifies under penalty of perjury that (1) the information provided above is correct and true to the best of the Owner's knowledge, and that the Owner will file an amended certification of payment and pay the additional fee if Owner requests an increase in the number of dwelling units or square footage after the building permit is issued or if the initial determination of units or square footage is found to be incorrect, and that (2) the Owner is the owner/developer of the above described project(s), or that the person executing this declaration is authorized to sign on behalf of the Owner. Signature: Date: / 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 duty 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 i A A TITLE NAME OF SCHOOL DISTRICT CARLSBAD UNIFIED SCHOOL DISTRICT 6225 EL CAMINO REAL DATE CARLSBAD, CA 92009 PHONE NUMBER BEST MANAGEMENT PRACTICES (BMP) SELECTION TABLE Erosion Control Sediment Control BMPs Tracking Nan-Storm Water Waste Management and Materials BMPs Controt BMPs Management OMPs Pollution Control BMPs .5 0 , 5 Best Management Practice* E (BMP) Description —. , - 5 CASQA Designation ----r '7 i• '? '1' 't 1' T 7 7 '7 T Construction Activity W W W LJ Z Z Z Grading/Soil Disturbance —.Trenching/Excavation Stockpiling - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - Drilling/Boring - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - Concrete/Asphalt Sawcutting Concreteflatworir - - - - Poving Conduit/Ptpelnstatlotion Stucco/MortarWork WasteDioposo Staging/LayDown Area I Equipment Maintenance and Fueling Site Access Across Dirt Hozardous Substonce Use/Starage Dewatering -- - - - - - - - - - - - - - - - Other (list): Instructions: Check the box to the left of all applicable construction activity (first column) expected to occur during construction. Located along the top of the BMP Table is a list of BMP's with it's corresponding California Storrnwater Quality Association (CASQA) designation number. Choose one or more BMPs you intend to use during construction from the list. Check the box where the chosen activity row intersects with the BMP column. Refer to the CASQA construction handbook for information and details of the chosen BMPs and how to apply them to the project. PROJECT INFORMATION I SHOW THE LOCATIONS OF ALL CHOSEN BMPs ABOVE I I Site Address: /ç)47 _gdLA e,LL?\ I ON THE PROJECTS SITE PLAN/EROSION CONTROL PLAN. I Assessors Parcel Number: j'o_&62_0 '1 I SEE THE REVERSE SIDE OF THIS SHEET FOR A SAMPLE I EROSION CONTROL PLAN.I Emergency Contact: ge Name:_______________ -BMPts are subject to field inspection- 24 Hour Phone:7bO_cZ - llog Construction Threat to Storm Water Quality (Check Boo) D MEDIUM Page 1 of 1 REV 02/16 STORM WATER COMPLIANCE FORM TIER I CONSTRUCTION SWPPP E-29 CB SW/b - 3 STORM WATER POLLUTION PREVENTION NOTES ALL NECESSARY EQUIPMENT AND MATERIALS SHALL BE AVAILABLE ON SITE TO FACILITATE RAPID INSTALLATION OF EROSION AND SEDIMENT CONTROL BMPs WHEN RAIN IS EMINENT. THE OWNER/CONTRACTOR SHALL RESTORE ALL EROSION CONTROL DEICES TO WORKING ORDER TO THE SATISFACTION OF THE CITY INSPECTOR AFTER EACH RUN—OFF PRODUCING RAINFALL. THE OWNER/CONTRACTOR SHALL INSTALL ADDITIONAL EROSION CONTROL MEASURES AS MAY BE REQUIRED BY THE CITY INSPECTOR DUE TO INCOMPLETE GRADING OPERATIONS OR UNFORESEEN CIRCUMSTANCES WHICH MAY ARISE. ALL REMOVABLE PROTECTIVE DEVICES SHALL BE IN PLACE AT THE END OF EACH WORKING DAY WHEN THE FIVE (5) DAY RAIN PROBABILITY FORECAST EXCEEDS FORTY PECENT (40%). SILT AND OTHER DEBRIS SHALL BE REMOVED AFTER EACH RAINFALL ALL GRAVEL BAGS SHALL CONTAIN 3/4 INCH MINIMUM AGGREGATE. ADEQUATE EROSION AND SEDIMENT CONTROL AND PERIMETER PROTECTION BEST MANAGEMENT PRACTICE MEASURES MUST BE INSTALLED AND MAINTAINED. THE CITY INSPECTOR SHALL HAVE THE AUTHORITY TO ALTER THIS PLAN DURING OR BEFORE CONSTRUCTION AS NEEDED TO ENSURE COMPLIANCE WITH CITY STORM WATER QUALITY REGULATIONS. OWNERS CERTIFICATE: I UNDERSTAND AND ACKNOWLEDGE THAT I MUST: (1) IMPLEMENT BEST MANAGEMENT PRACTICES (BMPS) DURING CONSTRUCTION ACTIVITIES TO THE MAXIMUM EXTENT PRACTICABLE TO AVOID THE MOBILIZATION OF POLLUTANTS SUCH AS SEDIMENT AND TO AVOID THE EXPOSURE OF STORM WATER TO CONSTRUCTION RELATED POLLUTANTS; AND (2) ADHERE TO, AND AT ALL TIMES, COMPLY WITH THIS CITY APPROVED TIER 1 CONSTRUCTION SWPPP THROUGHOUT THE DURATION OF THE CONSTRUCTION AC11V111E5 UNTIL THE CONSTRUCTION WORK IS COMPLETE AND APPROVED BY THE CITY OF CARLSBAD. mcVol/ M __ ,2 "/OZWN GEN n X rTURE) DATE E-29 11) 'I 3 '\* ... 4ccioty of Carlsbad DETERMINATION OF PROJECT'S SWPPP TIER LEVEL AND CONSTRUCTION THREAT LEVEL E-32 Develonment Services Land Development Engineering 1635 Faraday Avenue 760-602-2750 www.carlsbadca.gov I'm applying for: 0 Grading Permit Building Permit O Right-of-way permit 0 Other Project Name: Project ID: - DWG #ICB# Address: APN Disturbed Area: Ac Section 1: Determination of Project's SWPPP Tier Level SWPPP (Check applicable criteria and circle the corresponding SWPPP Tier Level, then go to section 2) Tier Level Exempt - No Threat Proiect Assessment Criteria My project is in a category of permit types exempt from City Construction SWPPP requirements. Provided no significant grading proposed, pursuant to Tablel, section 3.2.2 of Storm Water Standards, the followinq are exempt from vY!PP....req..irem........Exempt Electrical > Patio > Mobile Home > Plumbing > Spa (Factory Made) Fire Sprinkler > Mechanical > Re-Roofing > Sign > Roof-Mounted Solar Array Tier 3- Significant Threat Assessment Criteria - (See Construction General Permit (CGP) Section l.B)* U My project includes construction or demolition activity that results in a land disturbance of equal to or greater than one acre including but not limited to clearing, grading, grubbing or excavation; or, U My project includes construction activity that results in land disturbance of less than one acre but the construction activity is part of a larger common plan of development or the sale of one or more acres of disturbed land surface or, U My Project is associated with construction activity related to residential, commercial, or industrial Tier 3 development on lands currently used for agriculture; or U My project is associated with construction activity associated with Linear Underground/overhead Projects (LUP) including but not limited to those activities necessary for installation of underground and overhead linear facilities (e.g. conduits, substructures, pipelines, towers, poles, cables, wire, towers, poles, cables, wires, connectors, switching, regulating and transforming equipment and associated ancillary facilities) and include but not limited to underground utility mark out, potholing, concrete and asphalt cutting and removal, trenching, excavation, boring and drilling, access road, tower footings/foundation, pavement repair or replacement, stockpile/borrow locations. U Other per CGP Tier 2- Moderate Threat Assessment Criteria: My project does not meet any of the Significant Threat Assessment Criteria described above and meets one or more of the following criteria: U Project requires a grading plan pursuant to the Carlsbad Grading Ordinance (Chapter 15.16 of the Carlsbad Municipal Code); or, U Project will result in 2,500 square feet or more of soils disturbance including any associated construction staging, stockpiling, pavement removal, equipment storage, refueling and maintenance areas and project meets one or more of the additional following criteria: Tier 2 located within 200 feet of an environmentally sensitive area or the Pacific Ocean; and/or, disturbed area is located on a slope with a grade at or exceeding 5 horizontal to 1 vertical; and/or disturbed area is located along or within 30 feet of a storm drain inlet, an open drainage channel or watercourse; and/or construction will be initiated during the rainy season or will extend into the rainy season (Oct. 1 through Apr. 30). Ti?r 1- Low Threat Assessment Criteria My project does not meet any of the Significant or Moderate Threat criteria above, is not an exempt permit type per above and the project meets one or more of the following criteria: results in some soil disturbance; and/or Tier includes outdoor construction activities (such as roof framing, saw cutting, equipment washing, material _stockpiling,_vehicle_ fueling, _waste _stockpiling) Items listed are excerpt from CGP. CGP governs criteria for triggers for Tier 3 SWPPP. Developer/owner shall confirm coverage under the current CGP and any amendments, revisions and reissuance thereof. E-32 Page 1 of 2 Rev. 2/16/16 Owner/Owner's Authorized Agent Name: Title: 2, /1tji1cL Omner/Owner's A jized Agent Sigrture: Date: 7-7- 'o City Concurrence: (For city Use Only) Yes No By: Date: J Project ID. SWPPP Section 2: Determination of Project's Construction Threat Level Tier (Check applicable criteria under the Tier Level as determined in section 1, circle Construction Level the corresponding Construction Threat Level, then complete the Threat Level signature block below) Exempt - Not Applicable - - , J Exempt Tier 3— High Construction Threat Assessment Criteria: My Poiect meets one or more of the following: Project site is 50 acres or more and grading will occur during the rainy season 0 Project site is located within the Buena Vista or Agua Hedionda Lagoon watershed, inside or within 200 feet of an environmentally sensitive area (ESA) or discharges directly toanESA . . High U Soil at site is moderately to highly erosive (defined as having a predominance of soils Tier 3 with USDA-NRCS Erosion factors kf greater than or equal to 0.4) Site slope is 5 to 1 or steeper 0 Construction is initiated during the rainy season or will extend into the rainy season (Oct. 1 -April 30). U Owner/contractor received a Storm Water Notice of Violation within past two years Tier 3 - Medium Construction Threat Assessment Criteria Medium All projects not meeting Tier 3 High Construction Threat Assessment Criteria Tier 2 - High Construction Threat Assessment Criteria: My Project meets one or more of the following: U Project is located within the Buena Vista or Agua Hedionda Lagoon watershed, inside or within 200 feet of an environmentally sensitive area (ESA) or discharges directly to an ESA U Soil at site is moderately to highly erosive (defined as having a predominance of soils High with USDA-NRCS Erosion factors kf greater than or equal to 0.4) Tier 2 0 Site slope is 5 to I or steeper Construction is initiated during the rainy season or will extend into the rainy season (Oct. 1-Apr. 30). Owner/contractor received a Storm Water Notice of Violation within past two years U Site results in 10,000 sq. ft. or more of soil disturbance Tier 2 - Medium Construction Threat Assessment Criteria Medium My project does not meet Tier 2 High Threat Assessment Criteria listed above Tier 1 - Medium Construction Threat Assessment Criteria: My Project meets one or more of the following: Owner/contractor received a Storm Water Notice of Violation within past two years U Site results in 500 sq. ft. or more of soil disturbance . Medium Tier 1 0 Construction will be initiated during the rainy season or will extend into the rainy season (Oct.1-April 30) Tier 1 - Low Construction Threat Assessment Criteria Lo jWI U My project does not meet Tier 1 Medium Threat Assessment Criteria listed above I certify to the best of my knowledge that the above statements are true and correct. I will prepare and submit an appropriate tier level SWPPP as determined above prepared in accordance with the City SWPPP Manual. I understand and acknowledge that I must adhere to and comply with the storm water best management practices pursuant to Title 15 of the Carlsbad Municipal Code and to City Standards at all times during construction activities for the permit type(s) checked above. The City Engineer/Building Official may authorize minor variances from the Construction Threat Assessment Criteria in special circumstances where it can be shown that a lesser or higher SWPPP Tier Level is warranted. E-32 . Page 2 of 2 Rev. 2/16/16 (City of PLUMBING, Development rvjcei ELECTRICAL, Building Division 760-602-2719 Carlsbad WORKSHEET MECHANICAL 1635 Faraday Avenue www.carlsbadcaQv B-18 BujIdingcarlsbc.0v Project Address: I Permit No.: Information provided below refers to work being done on the above mentioned permit only. This form must be completed and returned to ihe Building Division before the permit can be issued. Building Dept. Fax: (760) 602-8558 Number of new or relocated fixtures, traps, or floor drains ............... New building sewer line' ......................... . ...................................... . ........... YOSX No - Number of new roof drains? .........................................................................0 Install/alter water line?.....Yes Number of new water heaters? .... ..... ................. ............................- . Number of new, relocated or replaced gas outlets? ..................... .........................3 Number of new hose bibs'............................................................................................ 4 Residential! Permits: 200 New/expanded service: Number of new. amps: Minor Remodel only: Ves_____ No X Commercial/Industrial: Tenant Improvement: Number of existing amps involvedin t/7i5pmjed ________ Number of new amps involved in this New Construction: Amps per Panel: Single Phase ......................................................-.......,. Number of new amperes 200 Three Phase ........................................................... . ..... Number of new amperes________________ Three Phase 480 ....... ..... ....... Number of new amperes_________________ Number of new furnaces, NC, or heat pumps ........................I New or relocated duct work' .... .............. Yes X No Number of new fireplaces'............. .............I Number of new exhaust fans? ................................................................................... I Relocate/install vent .. ................................................................................................................... .-... _____ Number of new exhaust. hoods? ............................ I Number of new boilers or compressors'.......................................................... Number of HP 0 8-18 Page lofi - Rev. 03109 76 Pktrj, WE 567 6 7—) ç1Ii7 *0 s'/ c) LP6/fl D - v ;;4 ? /'1' C8162623 1437 YOURELLAV LLOYD: 640 SF 2DU W/ 690 SF GARAGE /162SF PATIO Final Inspection required by Plan L3 CM&I L3 Fire Q SW (b-3 JSUED Apprqed ( - Date By BUILDING ______________ PLANNING - I_7 U ENGINEERING \ liz i/Is C (> FIRE Expedite? Y N DIGflAL FILES Required? Y N HazMat APCD . . Health Forms/Fees Sent Rec'd Due? By Encina Y7 Fire _________________ V N l-lazHealthAPCD N PE&M f:IL, ________ Y School .Jji— Sewer V . N Stormwater . VN Special Inspection cFD: Y N. LanclUse: Density ImpArea: FY: Annex: - Factor: PFF: Y N Comments Date _Date Date Date Building , /Z?Jit1, Planning . '1/ i/ Engineering .7/i Fire Need? L F o-n oddiofl~D-ne - 0 Don: U Done