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Home My WebLink About2414 MAJANO PL; 2; CBR2020-1377; PermitBuilding Permit Finaled Residential Permit Print Date: 08/02/2021 Job Address: 2414 MAJANO PL, # 2, CARLSBAD, CA 92009-9137 (City of Carlsbad Permit No: CBR2020-1377 Status: Closed -Finaled Permit Type: BLDG-Residential Work Class: Second Dwelling Unit Parcel#: 2550810800 Track #: Valuation: $122,480.64 Lot#: Occupancy Group: #of Dwelling Units: 1 Project#: Plan#: Bedrooms: Construction Type: Bathrooms: Orig. Plan Check#: Occupant Load: Plan Check#: Code Edition: Sprinkled: Project Title: Applied: Issued: Fina led Close Out: Inspector: Final Inspection: 06/25/2020 12/18/2020 PDrei 08/02/2021 Description: GARDINIER: 864 SF DETATCHED ADU// 200A PANEL UPGRADE (EVSE READY REQUIRED) Applicant: JAMES CHINN 2120 JIMMY DURANTE BLVD, # 114 DEL MAR, CA 92014-2215 (858) 755-5863 FEE BUILDING PERMIT FEE ($2000+) BUILDING PLAN CHECK FEE (BLDG) Property Owner: GARDINIER RONI 2414 MAJANO PL CARLSBAD, CA 92009 ELECTRICAL BLDG RESIDENTIAL NEW/ADDITION/REMODEL GREEN BUILDING STANDARDS PLAN CHECK & INSPECTION MECHANICAL BLDG RESIDENTIAL NEW/ADDITION/REMODEL PLUMBING BLDG RESIDENTIAL NEW/ADDITION/REMODEL SB1473 GREEN BUILDING STATE STANDARDS FEE STRONG MOTION-RESIDENTIAL SWPPP INSPECTION FEE TIER 1-Medium BLDG SWPPP PLAN REVIEW FEE TIER 1-MEDIUM Total Fees: $2,039.93 Total Payments To Date: $2,039.93 CoApplicant: RIMMER CONSTRUCTION INC 2240 ENCINITAS BLVD, # D527 ENCINITAS, CA 92024-4345-SAN DIEGO Balance Due: AMOUNT $707.65 $495.36 $66.00 $175.00 $92.00 $182.00 $5.00 $15.92 $246.00 $55.00 $0.00 Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other 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 procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitation has previously otherwise expired. Building Division Page 1 of 1 1635 Faraday Avenue, Carlsbad CA 92008-7314 I 760-602-2700 I 760-602-8560 f I www.carlsbadca.gov . {_ City of Carlsbad RESIDENTIAL BUILDING PERMIT APPLICATION B-1 Plan Check (t;R_:;l0)..6 -}3=t-1 Est . Value 11 IJd4 ':136 .&t4 PC Deposit ------- Date ( a /iJ. j" /.2e,M _____ ;...... _________ .SUite: ____ APN: 255-081-08-00 CT/Project t:MAP 8154, TCT NO. 73-18 UNIT N0 .2 lot ~ ..... 13_0 __ Fire Sprinklers: Q YES 0 NO Air Condidonina: 0 YES Q NO Electrical Panel Upgrade: 0 YES 0 NO BRIEF Of.SCRIPTION OF WORK: 864 S.F. DETACHED ACCESSORY DWELLING UNIT 0_ Addition/New: 864 Living SF, ___ Deck SF, ___ Pat io Sf, ___ Garage SF Is thiS to create an A«.essory Dwelling Unit? 0 Y O N New fireplace? 0 Y ® N, if yes how many? _ □Remodel: ____ Sf of affected area ls the area a conversion or change of use ? 0 Y ON 0 Pool/Spa: SF Addttfonal Gas or Electrical Features? _________ _ O Sotar. ___ KW, _. __ Modules, Mounted:Q Roof QGround , Tilt:O vO W, RMA: 0 YON, Battery;OY QN, Panel UpiJ"lfde: Ov ON D Reroof: __________________________ _ □Phm1binllt/Merct.licaU'Sec1trkalOnly: _______________ _ □Other: __________________________ _ APPUCANT (PRIMARY CONTACT) Name: JAMES CHINN, ARCHITECT Address: 2120 JIM.MY DURANTE BLVD. #114 ctty: DEL MAR State:CA Zip: 92014 Phone:858-755-6863 Email: ~.com DESIGN PROFESSJONAL Name: JAMES CHINN.. AROHfTECT Address: 2120 JIMMY DURANTE BLVD. #114 City:: DEL MAR State:~: 92014 Phc,ne:858-75&-6863 Email: jameschinn4000gmail.com PROPERTY OWNER Name: RONI GARDINIER Addtes$: 2008 CAMBRIDGE AVE. ctty: CARDIFF State:~Zlp: _92_009 __ _ Phone: 760-533-5746 £mall: ronigardinier@gmail.com Architec.tStete Ucense:.;;;C-...;1...;;.573_;...7 ______ _ ('Sec. 7031.S 9us1Mss am PlofeWonf Q)de: An¥ City« c.ounty..eikh requires a permit to c:onstl\la, titer, lmprawe. demolish orreptlr flff'f structurt, poor to Its ~ _, r«qu1re I.hi .,iant farmch permit to flllf a,._~ that he/stta ls lanHd punulllt to lhl pn,vlstons of the Olntr9dar's Ucllns4 L1w {Chllptw 9, Qllllll'lel-1111111 Secdoll 1000 ol DMlkwl 3 of die 8iainlsJ and ProflSS!onS Code) or that .hvshe Is ext/1\pt thett!ftorn. and the basis for the allrepd ~ AnvWJlltloft of s.dion 7CaU by any appllcant for• permit .Nbttcts !Mappilc:ant tl>I cMI penalty of not ITIOf'II than liw hundnld dollan ($500}). 1635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-:-8558 Email: Building@lcarlsbadca.gov Page 1 of2 Rev. 06/18 (~PTION A): WORKERS'COMPENSATION DECLARATION: I hearby affirm under penalty of perjury one of the following dee/orations: 01 hive aod will nulnt.in a certificate of consent to selt-insu~ for worker( aimpensatlon provided by Sertion 3700 at the labor Code, for the performaoce of the this permlt is is.sued. nd wlU malntal/1 wortel"s compensation, as required t,y Section 3700 of !he l.ibor COde, for the perfo~!te lch this penntt Is Issued. . com•: ~UJ,il~ :::i: and po/Icy number are: lnsunince Co pa y N.ame:,__ ___ ".::;>=.T.:.=..;(7,w...---.:_;_;.:...;:;.l.,_ _______ _ Polky No. __ ._...,.J:JJe.......,'---.:S"----'-/'\S;;.;•~=.__ __ Explratlon Date: / .;lO~ 0 Certificate of EXA!lnptlon: I certify that lo the periorma1101.' of the.won: for which this permit • ed, 1 sllall not employ ~ny person In any manner so aJ U> be come subject to the workm Cl:Jfflpe!Uatlon Laws of Cllifomlll. WARHING: Failure to seaini c:ompenutlon-race Is un~ul, and SNJI subje<t an employer to almlnal penalties and civil fines up .to $100,000.00, In n t~ to the CO$t of co nsatlon, damaaes as p,ovlded tot In s.ctlon 3706 of tN Labor Code, lntl!rut and attorney's fees. :------/ CONTRACTOR SIGNATURE: _'"'",.__t-_:::::::""7'-________ □AGENT DATE: 11 /'> /to ( OPTION 8 ): OWNER-BUILDER DECLARATION: I hereby affirm that I am exempt from Contractor's License Low for the following reason: 01, u owner of the property or my employees with wages <1$ their sole compensation, will do the work and the structure is oot intended or offored lot sale (Sec. 7044. Business and Professions Codt: The Contractor's Ucvise Law does not apply to an owner of property who builds or improves thereon, and who doe$ suc:h work himself or through his own eml)lovees. provided that such lmpr0Vffl1ents are not fntended or offerf!d far sale. If, however, the building or improvement ts sold within one ye;ir of compleUon, the owner-builder will have the burden of provilli th.it. he did not build or improve for the purpose of sale). 0 I, as owner of the proptrty, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's Uunse law does not apply to an owner of property who builds or Improves thereon, and contracts for suth projects with contraetor(s) licen.sed pumiant to the Contractor's Ucense Law). 0 I am exempt under Sedioo ______ Business and Profeuions Code for this reason: 1. I personally plan to prO\llde the major l.ibor and materials for construction of the proposed preperty improvement. QvES Q NO 2. I (have/ ha~ not) signed an application for a building permit for the proposed work. 3. I hove contract.ed with the followlns person (firm I to provide the proposed COl\$!ructlon (indude name address/ phone/ contractors' license number): 4. I plan to provide portloos of the work, but I have hired the following person to coordinate, svpe,we and provide the ma;or work (include name/ address/ phone / contractors' lic.ense number): 5. I wlU provide $01!\e of the WO<k, but I have contracted (hfred) the following persons to provide the work lndlcat.ed (indude name/ address/ phone/ type of wori<): OWNER SIGNATURE: _________________ □ AGENT DATE: _____ _ CONSTRUCTION LENDING AGENCY, IF ANY: I hereby affirm that there Is a coostruction lending agency for the performance of the work this permit ls Issued (Sec. 3097 (I) OVil Code). Lender's Name: __________________ lendel'sAcldress: _________________ _ ONLY COMPLETE THE FOLLOWING SECTION FOR NON-RESIDENTIAL BUILDING PERMITS ONLY: ts the applicant or future buJldlnc ocaipant required to submit a business plan, acutely haurdous materials registration form or risk management and prevention program under Sections 25505, 25513 or 25534 of the Presley-Tanner Hazardous Substance Account Act? I Yes/ No ts the applicant or future bl/riding occupant required to obtain a permit from the air pollution control district or air quality management di$trict7 Yes / No ts the facility to be constructed withln 1.000 feet of the outer boundary of a sdlool site? Yes I No IF ANY OF THE' ANSWERS AR£ YES, A FINAL CERTIFICATE OF OCOJPANCY MAY NOT BE issum UNLESS THE APPUCANT HAS MET OR ts MEETING THE REQUIREMENTS OF THE OfflCE OF EMERGENCY SERVJaS AND THE AIR POUUTION c.oNTROL DISTRICT. APPLICANT CERTIFiCATION: I certify that 1 113~ read the application and state that the above Information Is correct and that the Information on the plans Is accurate. I agree to comply with all City ordinance.s and State laws relating to building constructJon. I hereby authoril.e representative of the Oty of calitbad to enter upon 1he above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AHO mP HARMl£SSTHEO'IYOfCAALS8ADAGAINSTAI.LIJA811JTIES,JUDGMENTS,COSTSANOEXPENSESWHICHMAYINNrtWAYAOOIUEAGAINSTSAIOOlYINCOHSEQUENCEOF THE GRANl1NG OFTitlS PERMIT.OSHA: fAll OSHA pemit is r@qUited foreiavatlonsowr S'(I deep and clemo6tioll or a>ns1rUCtion of structures CMr 3 mies In heisht. EXPIRATION: Every perr,wtlswed bo/the 8uildq Official I.rider the pn:MSlons ofthls Code ei,pire by llmltalion and become null and'l'Old If the buildq orwo,k autheJ,tzeel by such pennlt Is not COITlffll!IICl!d wltNn 180 the date of such penn1tpM1· ;IJll;Oll!lqorw011t authorized by such permit Is~ or abandoned at ;,tr, time after the WOfk ts commenced ror a period of 180 10.S..S. 1635 Faraday Ave carlsbad, B-1 Ph: 760-602-2719 Fax: 760-602-8558 Page 2 of2 Email: Building@carlsbadca.gov Rev. 06/18 Permit Type: BLDG-Residential Application Date: 06/25/2020 Owner: TRUST GARDINIER RONI Work Class: Second Dwelling Unit Issue Date: 12/18/2020 Subdivision: CARLSBAD TCT#73-18 UNIT#02 Status: Closed -Finaled Expiration Date: 11/10/2021 Address: 2414 MAJANO PL, # 2 IVR Number: 27068 CARLSBAD, CA 92009-9137 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-18 Exterior 157383-2021 Passed Tim Kersch Complete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 06/09/2021 06/09/2021 BLDG-Electric Meter 159326-2021 Cancelled Chris Renfro Reinspection Incomplete Release Checklist Item COMMENTS Passed BLDG-Building Deficiency No 06/10/2021 06/10/2021 BLOG.Electric Meter 159348-2021 Passed Chris Renfro Complete Release Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 07/30/2021 07/30/2021 BLDG•Flnal Inspection 163225-2021 Failed Peter Dreibelbis Reinspectlon Incomplete Checklist Item COMMENTS Passed BLDG-Building Deficiency No BLDG-Plumbing Final No BLDG-Mechanical Final No BLDG-Structural Final No BLOG-Electrical Final No 08/02/2021 08102/2021 BLDG-Final Inspection 163306-2021 Passed Peter Dreibelbis Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency No BLDG-Plumbing Final No BLDG-Mechanical Final No BLDG-Structural Final No BLDG-Electrical Final No Monday, August 2, 2021 Page 3 of 3 Application Date: 0612512020 Owner: TRUST GARDINIER RONI Permit Type: BLDG-Residential Work Class: Second Dwelling Unit Issue Date: 1211812020 Subdivision: CARLSBAD TCT#73-18 UNIT#02 Status: Scheduled Date 03/26/2021 03/29/2021 04127/2021 05107/2021 0511412021 Closed -Finaled Expiration Date: 11/10/2021 IVR Number: 27068 Address: 2414 MAJANO PL, # 2 CARLSBAD, CA 92009-9137 Actual Inspection Type Start Date Inspection No. Inspection Status Primary Inspector Reinspection Inspection Checklist Item BLDG-Building Deficiency COMMENTS March 15, 2021: No building deficiencies. 1. No building water heater repair deficiencies. 2. New 4" inch plumbing sewer lateral line, under 10'foot high, water head pressure leak pipe test, from point of correction at front of dwelling/sidewalk Location, with (3) sewer clean-outs, to point of connection at new ADU building location. -approved. 03/25/2021 BLDG-23 153521-2021 Passed Tony Alvarado Gas/Test/Repairs Checklist Item BLDG-Building Deficiency COMMENTS March 25, 2021: No Gas Pipe Repair Deficiencies. 1. 1" diameter new poly propylene plumbing gas line with tracer wire, under air pressure gas leak test with gauge holding air-pressure, gas repair 1eak work to new plumbing gas line-for new detached ADU Building-approved. 03/29/2021 BLDG-15 Roof/ReRoof (Patio) 153712-2021 Passed Chris Renfro Checklist Item COMMENTS BLDG-Building Deficiency 04/27/2021 BLDG-13 Shear Panels/HD (ok to wrap) Checklist Item 156033-2021 COMMENTS Passed Tim Kersch BLDG-Building Deficiency Photos taken and sent to planning. Ok to wrap 05107/2021 BLDG-84 Rough Combo(14,24,34,44) Checklist Item 156773-2021 Passed COMMENTS BLDG-Building Deficiency BLDG-14 Frame-Steel-Bolting-Welding (Decks) Waived insulation inspection BLDG-24 Rough-Topout BLDG-34 Rough Electrical BLDG-44 Rough-Ducts-Dampers 0511412021 BLDG-17 Interior Lath/Drywall 157384-2021 Passed Peter Dreibelbis Tim Kersch Passed Yes Complete Passed Yes Complete Passed Yes Complete Passed Yes Complete Passed No No No No No Complete Monday, August 2, 2021 Page 2 of 3 Building Permit Inspection History Finaled (city of Carlsbad Permit Type: Work Class: Status: Scheduled Date 01/14/2021 02/05/2021 02/12/2021 02/17/2021 03/23/2021 BLDG-Residential Application Date: 06/25/2020 Owner: TRUST GARDINIER RONI Second Dwelling Unit Issue Date: 12/18/2020 Subdivision: CARLSBAD TCT#73-18 UNIT#02 Closed -Finaled Expiration Date: 11/10/2021 Address: 2414 MAJANO PL, # 2 IVR Number: 27068 CARLSBAD, CA 92009-9137 Actual Inspection Type Start Date Inspection No. Inspection Status Primary Inspector Reinspection Inspection 01/1412021 BLDG-SW-Pre-Con Checklist Item 148253-2021 COMMENTS Passed Peter Dreibelbis BLDG-Building Deficiency 02/05/2021 BLDG-21 149905-2021 Passed Peter Dreibelbis Underground/Underflo or Plumbing Checklist Item BLDG-Building Deficiency COMMENTS 02/12/2021 BLDG-84 Rough Combo(14,24,34,44) 150451-2021 Failed Paul Burnette Checklist !tern BLDG-Building Deficiency BLDG-14 Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout BLDG-34 Rough Electrical BLDG-44 Rough-Ducts-Dampers COMMENTS 02/17/2021 BLDG-84 Rough Combo(14,24,34,44) 150671-2021 Passed Tony Alvarado Checklist Item BLDG-14 Frame-Steel-Bolting-Welding (Decks) COMMENTS February 17, 2021: (foundation/footings stab reinforcement steel inspection). No building deficiencies. 1. Received footing setbacks form certification from surveyor. 2. Received pad certification form from geotechnical/civil engineer. 3. Required height certification form (pending). 4. Slab reinforcement steel rebar verified, wrapped underground plumbing pipes through concrete approved, Footings top and bottom rebar reinforcement steel verified, steel rebar Uber-ground exposed and verified, scope of foundation/slab steel reinforcement rebar per structural engineer plans and detail specifications-approved. 03/2312021 BLDG-22 Sewer/Water Service 153391-2021 Passed Tony Alvarado Complete Passed Yes Complete Passed Yes Reinspection Incomplete Passed No No No No No Complete Passed Yes Complete Monday, August 2, 2021 Page 1 of 3 DATE: 9/08/2020 JURISDICTION: CARLSBAD PLAN CHECK#.: CBR2020-1377 ✓• EsG1I A SAFf:bu1lt Company SET: II PROJECT ADDRESS: 2414 MAJANO PLACE PROJECT NAME: NEW SFD ADU FOR GARDINIER □tPLICANT 'JURIS. l:8J The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. 0 The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. 0 The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. 0 The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. 0 The applicant's copy of the check list has been sent to: JAMES CHIN l:8J EsGil staff did not advise the applicant that the plan check has been completed. 0 EsGil staff did advise the applicant that the plan check has been completed. Person contacted: J_tMES Telephone#: 858 755 5863 Date contacted:qfif~ (~ ) Email: JAMESCHINN400@GMAIL.COM Mail Telephone 0 REMARKS: By: Bert Domingo EsGil Fax In Person Enclosures: 8/28/2020 9320 Chesapeake Drive, Suite 208 ♦ San Diego, California 92123 ♦ (858) 560-1468 ♦ Fax (858) 560-1576 • DATE: 7/08/2020 JURISDICTION: CARLSBAD PLAN CHECK#.: CBR2020-1377 ✓• EsG1I A SAFtbuilt Cornpa1~y SETI PROJECT ADDRESS: 2414 MAJANO PLACE PROJECT NAME: NEW SFD ADU FOR GARDINIER □ APPLICANT □ JURIS. D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. D 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. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. 1:8'.1 The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant ; contact person. 1:8'.1 The applicant's copy of the check list has been sent to: JAMES CHIN D EsGil staff did not advise the applicant that the plan check has been completed. 1:8'.1 EsGil staff did advise the applicant that the plan check has been completed. Person contacted: JAMES Telephone#: 858 755 5863 Date contacted: (by: ) Email: JAMESCHINN400@GMAIL.COM Mail Telephone 0 REMARKS: By: Bert Domingo EsGil Fax In Person Enclosures: 6/29/2020 9320 Chesapeake Drive, Suite 208 ♦ San Diego, California 92123 ♦ (858) 560-1468 ♦ Fax (858) 560-1576 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK#.: CBR2020-1377 JURISDICTION: CARLSBAD PROJECT ADDRESS: 2414 MAJANO PLACE FLOOR AREA: REMARKS: DATE PLANS RECEIVED BY JURISDICTION: DATE INITIAL PLAN REVIEW COMPLETED: 7/08/2020 FOREWORD (PLEASE READ): STORIES: HEIGHT: DATE PLANS RECEIVED BY ESGIL CORPORATION: 6/29/2020 PLAN REVIEWER: Bert Domingo 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 2019 edition of the California Code of Regulations (Title 24), which adopts the following model codes: 2018 IRC, 2018 IBC, 2018 UPC, 2018 UMC and 2017 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 2018 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. [DO NOT PAY -THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: CARLSBAD PREPARED BY: Bert Domingo PLAN CHECK#.: CBR2020-1377 DATE: 7/08/2020 BUILDING ADDRESS: 2414 MAJANO PLACE BUILDING OCCUPANCY: R 3 BUILDING AREA Valuation PORTION ( Sq. Ft.) Multiplier ADU Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code CB By Ordinance ------ 1997 UBC Buildin Permit Fee g ... 1997 UBC Plan Check Fee -~ Type of Review: 0 Complete Review D Repetitive Fee Reg. VALUE ($) Mod. 122,481 122,481 D Structural Only -_ -~ Repeats D Other D Hourly EsGil Fee 1--------11 Hr. @ * ~ -----c1 $460.011 ---=::::, Comments: In addition to the above fee, an additional fee of$ is due ( hour@ $ /hr.) for the CalGreen review. Sheet 1 of 1 PLANS 1. 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 submjtted in one of two ways: · 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring TWO corrected set of plans and calculations/reports to EsGil, 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 only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil is complete. 2. All sheets of plans must be signed by the person responsible for their preparation. (California Business and Professions Code). 3. Plans deviating from conventional wood frame construction shall have the structural portions signed and sealed by the California state licensed engineer or architect responsible for their preparation, along with structural calculations. (California Business and Professions Code). FIRE PROTECTION 4. Please indicate on the plans whether the existing residence has a fire sprinkler system installed. If so, then provide a note stating that any additions/alterations will be provided with an automatic residential fire sprinkler system. Section R313.2. 5. Exterior walls and projections shall comply with one of the following tables. Section R302.1. Please review and address the following specific concerns: a) Use this table if the building DOES NOT have an automatic fire sprinkler system. Exterior Wall Element Min. Fire Rating Min. Fire Separation Distance (Fire-Resistance Rating) 1-hour, with exposure < 5 feet Walls from both sides (Not Fire Rated) O hours ~ 5 feet Not Allowed N/A <2 feet Projections (Fire-Resistance Rating) 1-hour on the ~ 2 feet to 5 feet underside a.b.c (Not Fire Rated) O hours > 5 feet Not Allowed N/A < 3 feet Wall Openings 25% maximum of wall O hours 3 feet area Unlimited 0 hours 5 feet Penetrations All See Sec. R302.4 < 5 feet None reauired 5 feet • May be reduced to O hours on the underside of the projection if fireblocking is provided from the wall's top plate to the underside of the roof sheathing. b May be reduced to O hours at rake overhangs where gable vent openings are not installed. c Heavy timber or fire-retardant treated wood may be substituted for the 1-hour on the underside. FOUNDATION REQUIREMENTS 6. Provide a copy of the project soil report. The report shall include foundation design recommendations based on the engineer's findings and shall comply with Section R401.4. 7. The soils engineer recommended that he/she review the foundation excavations. Note on the foundation plan that "Prior to the contractor requesting a Building Department foundation inspection, the soils engineer shall advise the building official in writing that: a) The building pad was prepared in accordance with the soils report, b) The utility trenches have been properly backfilled and compacted, and c) The foundation excavations, the soils expansive characteristics and bearing capacity conform to the soils report." 8. 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 (when required by the soil report). MECHANICAL 9. Show on the plans the location, type and size (Btu's) of all heating and cooling appliances or systems. 10. Every dwelling unit shall be provided with heating facilities capable of maintaining a room temperature of 68 degrees Fat a location 3 feet above the floor and 2 feet from exterior walls in all habitable rooms. Show basis for compliance. CRC 303.10. ·-----------' - 11. 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). CMC Section 504.4.2.1. 12. Show how makeup air will be provided for the washer and dryer enclosure. The code requires an opening with a minimum of 100 square inches of makeup air (can be louvered door). CMC 504.4.1 MISCELLANEOUS 13. Please show the capacity of the drag truss on the plans. 14. Shower enclosures shall be tempered. 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 □ No □ The jurisdiction has contracted with EsGil, 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 Bert Domingo at EsGil. Thank you. RAMONA LUMBER COMPANY INC. PH: 760-789-1080 FAX: 760-789-4958 425 MAPLE STREET RAMONA CA 92065 LEONARD@RAMONALUMBER.COM; ED@RAMONALUMBER.COM ; KATHY@RAMONALUMBER.COM TRUSS ENGINEERING JOB# 16830 NAME: RONI GARDINIER COVER SHEET -,~~~ . ,,. I / ,--------, I 7-11-00 l :,iJ J..:.'. i, IJ J'J .:.ii:!n /.1!..'J P.!.".JUil f;!IJ.0:.i.='c; /cl/ --:::.:::;:.:_, Plan provided ror truss placement / t:S // only. Refer to truss cale\Aation and engineenng structural drawings for all A3/ futher information. Building designer/engineer of record are responsible for all non truss to truss connections. Building m designer/engineer of record to review and approve all designs prior to construction. Job#: 16830 Plan: 1 ;;:, 4·12 <( Civ1 4:12 Elev: A c.ivl - Name: RONI GARDINIER /4i:·-o ~ . s,~r1t 4.!i t~·~~·-·' 2414 -~R'' · ,, ~ JANO PL. A2 ~ ..J, ,}' '.z:c RLSBAD, CA A1 -_, ~-·~· 7" '-' ~ ~"t-Drawn By: 28-08-03 '-~CALI~ DANNA GRAHAM ROOF TRUSS LAYOUT f-. f:W l f6v-...,V I Date: 6/5/2020 Scale: NTS f}fl(~_ • I,,__ I -~ ... Job Truss Truss Type Qty Ply 16830 K7837842 1-A A Common 13 1 Job Referenc<> footionan Ramona Lumber Co., Inc., Ramona, CA -92065, Run: 8.33 S May 6 2020 Print: 8.330 S May 6 2020 MITek Industries, Inc. Fri Jun 05 10:20:51 ID:y5cS8ZPAR?PRPK6_1hUu4zzAl4p-KalG8J4RIWDbhCil2w2DrgKpiWqWPL99D9?SV2z9Maj Page: 1 -2-0-0 7-6-15 14-4-1 21-1-4 2-0-0 7-6-15 6-9-3 6-9-3 5x6= 4 9-10-0 18-10-3 9-10-0 9-0-4 Scale= 1 :57.3 Plate Offsets (X, Y): [9:0-4-0,0-3-4) Loading (psf) Spacing 2-0-0 est DEFL lo TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) -0.16 TCDL 17.0 lumber DOL 1.25 BC 0.64 Vert(CT) -0.70 BCLL 0.0* Rep Stress Iner YES WB 0.36 Horz(CT) 0.14 BCDL 10.0 Code IBC2018/TPl2014 Matrix-AS LUMBER TOP CHORD BOT CHORD WEBS BRACING TOP CHORD BOT CHORD REACTIONS FORCES TOP CHORD BOT CHORD WEBS NOTES 2X4 DF No.1&Btr G 2X4 OF No.1&Btr G 2X4 OF Stud/Std G Structural wood sheathing directly applied. Rigid ceiling directly applied. (size) 2=0-3-8, 6=0-3-8 Max Horiz 2=-62 (LC 10) Max Uplift 2=-143 (LC 12), 6=-143 (LC 12) Max Grav 2=1499 (LC 1), 6=1499 (LC 1) (lb) -Maximum Compression/Maximum Tension 1-2=0/48, 2-3=-3218/458, 3-16=-2827/387, 4-16=-2737/398, 4-17=-2737/398, 5-17=-2827/386, 5-6=-3218/458, 6-7=0/48 2-9=-339/3009, 8-9=-17512006, 6-8=-354/3009 4-8=-56/886, 5-8=-612/205, 4-9=-56/886, 3-9=-612/205 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; 8=45ft; L=29ft; eave=4ft; Cat. II; Exp C; Enclosed; MWFRS (directional) and C-C Exterlor(2E) -2-0-9 to 0-9-12, Interior (1) 0-9-12 to 14-4-1, Exterior(2R) 14-4-1 to 17-4-1, Interior (1) 17-4-1 to 30-8-12 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% tias been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 143 lb uplift at joint 2 and 143 lb uplift at Joint 6. 7) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) This truss design requires that a minimum of 7/16• structural wood stieathing be applied directly to the top chord and 112~ gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard A_ WARNING -Vr,rify design par11melen; •nd READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE Mll-7473 rev. 10!0312015 BEFORE USE. Design valid for use only with MiTek® connec!Ol'S. Thls design is ba.sed only upon paramelers shown, and Is for an individual building component not a truss system. Before use. the building designer must verify the applicability of design perameters and properly incorporate this design Into the overall building design. Bracing Indicated Is to prewnt buckling of lndlvldual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury end property damage. For general guidance regarding the (loc) 8-15 8-15 6 fabrication. storage, dalivary, erection and bracing of trusses and truss systems. sea ANSIITPl1 Qua/lty Crherla, DSB-89 •nd SCSI Bui/ding Componenl Safely Information avellable from Truss Plate Institute, 218 N. LH Street, Suite 312, Alex.andrle, VA 22314 1/defl >999 >493 "'' 28-8-3 7-6-15 130-8-3 I 2-0-0 28-8-3 9-10-0 Ud 240 180 "'' PLATES GRIP MT20 220/195 Weight: 112 lb FT= 10% June 5,2020 Nii' Milek· 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 16830 K7837843 1-A A1 Common Supported Gable 1 1 Job Reference rontionall Ramona Lumber Co., Inc .. Ramona, CA-92065, Rul'I: 8.33 S May 6 2020 Print: 8.330 S May 6 2020 MiTek Industries, Inc. Fri Jun 05 10:20:54 ID:rFZWUBc1MW42VevzH961cFzAHsL-9k6XPM8CLMzkP79vPB9d5xatVx0Yp7E1c5Sniiz9Mad Page: 1 -2-0-0 14-4-1 2-0-0 14-4-1 2 "? ~ "I ,, 0 0 2928 27 26 25 24 23 22 4x8 ,.. 3x5• 3x5 ,. 20-1-0 Scale " 1 :44.4 Plate Offsets (X, Y): [2:0-1-8,0-2-0], [2:0-4-0,Edge), [11 :0-1-0,0-1-8] Loading (psf) Spacing 2-0-0 CSI DEFL io TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) -0.01 TCDL 17.0 Lumber DOL 1.25 BC 0.09 Vert(CT) -0.02 BCLL o.o· Rep Stress Iner YES WB O.Q7 Horz(CT) 0.00 BCDL 10.0 Code IBC2018/TPl2014 Matrix-AS LUMBER TOP CHORD BOT CHORD WEBS OTHERS BRACING TOP CHORD BOT CHORD 2X4 DF No.1&BtrG 2X4 DF No.1&Btr G 2X4 OF Stud/Std G 2X4 DF Stud/Std G Structural wood sheathing directly applied, except end verticals. Rigid ceiling directly applied. REACTIONS (size) 2=15-11-8, 16.:0-2-7, 19=15-11-8, W=15-11-8, 21.:15-11-8, 22=15-11-8, 23=15-11-8, 24=15-11-8, 25=15-11-8, 26=15-11-8, 27=15-11-8, 29=15-11-8, 30=15-11-8 MaxHoriz 2=134(LC11),30=134(LC11) Max Uplift 2=-114 (LC 12), 16=-27 (LC 12), 19=-32 (LC 12), 20=-44 (LC 24), 21=-10 (LC 12), 22=-13 (LC 12), 23=-11 (LC 12), 24=-11 (LC 12), 25=-12 (LC 12), 26=-8 (LC 12), 27=-23 (LC 12), 29=-6 (LC 9), 30=-114(LC 12) Max Grav 2=450 (LC 1 ), 16=196 (LC 24), 19=385 (LC 24), 20=51 (LC 12), 21=153 (LC 1), 22=122 (LC 23), 23=126 {LC 1), 24=126 (LC 23), 25=120 (LC 1 ), 26=145 {LC 23), 27=34 (LC 1 ), 29=321 {LC 1 ), 30=450 (LC 1) FORCES (lb) -Maximum Compression/Maximum Tension TOP CHORD 1-2=0/48, 2-3=-129/43, 3-4=-112124, 4-5=-91/31, 5-6=-91/45, 6-7=-86/66, 7-8=-81/87, 8-9=-81/108, 9-10=-87/130, 10-11=-93/149, 11-12=-102/151, 12-13=-73/114, 13-14=-76194, 14-15=-91/81, 15-16=-121/74 BOT CHORD 2-29=-43/67, 28-29=-38/60, 27-28=-38160, 26-27=-37159, 25-26=-36/57, 24-25=-35/56, 23-24=-34/55, 22-23=-33154, 21-22=-32/53, 20-21 =-31/52, 19-20=-31/52, 18-19=-32154, 17-18=-33/54, 16-17=-33/55 WEBS 11-20=-43/17, 10-21=-105/72, 9-22=-99164, 8-23=-98/53, 7-24=-98/53, 6-25=-96/52, 5-26=-109/58, 4-27=-44/34, 3-29=-222/101, 12-19=-208/103, 13-18"'-48/47, 14-ff=-40/47 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16: Vult:::110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45fl; L=24ft; eave=2ft; Cat. II; Exp C; Enclosed; MWFRS (directional) and C-C Comer(3E) -2-0-9 to 0-11-7, Exterior(2N) 0-11-7 to 14-4-0, Corner(3R) 14-4-0 to 17-0-10, Exterior(2N) 17-0-10 to 19-11-7 zone; cantilever left and right exposed ; end vertical left and right exposed:C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSlfTPI 1. 4) AH plates are 1x4 MT20 unless otherwise indicated. 5) Gable studs spaced at 1-4-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 16. 20-1 0 5-8-15 4x5'" 16 21 20 19 1.5x4 11 (lac) 1/defl Ud PLATES GRIP 17-18 >999 240 MT20 220/195 17-18 >999 180 16 ola ola Weight 134 lb FT -10% 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 114 lb uplift at joint 2, 27 lb uplift at joint 16, 44 lb uplift at joint 20, 10 lb uplift at joint 21, 13 lb uplift at joint 22, 11 lb uplift at joint 23, 11 lb uplift at joint 24, 12 lb uplift at joint 25, 8 lb uplift at joint 26, 231b uplift at joint 27, 61b uplift at joint 29, 32 lb uplift at joint 19 and 114 lb uplift at joint 2. 11) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSlfTPI 1. 12) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 13) No notches allowed in ovemang and 20000 from left end and O from right end or 12" along rake from scarf, whichever is larger. Minimum 1.5x4 tie plates required at 2-0-0 o.c. maximum between the stacking chords. For edge-wise notching, provide at least one tie plate between each notch. LOAD CASE(S) Standard June 5,2020 £. wARN/NG. Verify design paramelani and READ NOTES ON THIS AND INCLUOEO MITEK REFERENCE PAGE M/1-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with Milek® conne&tors. This design is based only upon parameters shown. and Is for en individual building component, not a truss system. Before use, the building designer must v11rify the appHcability of design parameters and property incorporate \Ms design Into the overall building design. Bracing indicated Is to prevent buckling of indivldual truss web and/or chord members only. Additional temporary and permanent bracing Nii' is always required for steb1\ity and to prevent collapse with possible personal Injury and property damage. For general guidance regarding tha fabrication. storage, delivery. erection and bracing of trusses and truss systems, see ANSVTP/1 Quallty Cr/far/a, DSB-89 and SCSI Bui/ding Compor,ant Sa,.ty Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314 MiTek· 250 Klug Circle Corona. CA 92880 Job Truss Truss Type Qty Ply 16830 K7837844 1-A A2 Common 1 1 Job Reference 1octionall Ramona Lumber Co., Inc., Ramona, CA -92065, Run: 8.33 S May 6 2020 Print: 8.330 S May 6 2020 MiTek Industries. Inc. Fri Jun 05 10:20:54 1D:w8uAZpHvMilDODpw6B9JQ2zAHwf-9k6XPMBCLMzkP79vPB9d5xaqRxxOpxe1c5Sniiz9Mad Page: 1 -2-0-0 7-6-15 14-4-1 21-1-4 2-0-0 7-6-15 6-9-3 6-9-3 5x6= 4 41f 22 '\' q, J, ~ ~ ~I 0 12 11 10 3x5= SxB• 3x5• 9-4-2 15-9-12 I 11-10-8 I 1•-11-4 I 9-4-2 6-5-10 2-0-12 2-0-12 Scale = 1 :57.3 Plate Offsets {X, Y): [2:0-0-2,Edge], [13:0-4-0,0-3-0] Loading (psf) Spacing 2-0-0 est DEFL ia TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) -0.12 TCDL 17.0 Lumber DOL 1.25 BC 0.44 Vert(CT) -0.47 BCLL o.o· Rep Stress Iner YES WB 0.87 Horz(CT) 0.02 BCDL 10.0 Code IBC2018/TPl2014 Matrix-AS LUMBER TOP CHORD BOT CHORD WEBS BRACING TOP CHORD BOT CHORD REACTIONS FORCES TOP CHORD BOT CHORD WEBS NOTES 2X4 DF No.1 &Bir G 2X4 DF No.1&Btr G 2X4 DF Stud/Std G Structural wood sheathing directly applied. Rigid ceiling directly applied. (size) 2=0-3-8, 6=1-7-6, 8=0-3-8, 10=0-3-8, 11=4-5-0, 12=0-3-8 Max Horiz 2=-62 (LC 10) Max Uplift 2=-116 (LC 12), 6=-152 (LC 12), 11=-163(LC 12) Max Grav 2=866 (LC 23), 6=484 {LC 24), 8=133 {LC 3), 10=114 (LC 3), 11=1487 (LC 1 ), 12=189 (LC 3) (lb) -Maximum Compression/Maximum Tension 1-2=0/48, 2-3=-1264/218, 3-22=-940/170, 4-22=-848/182, 4-23=-45/788, 5-23=-60/715, 5-6=-1301279, 6-7=0/48 2-13"'-111/1158, 12-13e:-4/127, 11-12e:-4/127, 10-11=-287/79, 9-10=-287/79, 8-9=-228/107, 6-8=-228/107 3-13=-5941200, 4-13=-93/954, 4-11 =-1332/245, 5-11 =-659/193, 5-9=0/170 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=29ft; eave=4ft; Cat. II; Exp C; Enclosed; MWFRS (directional) and C-C Exterior(2E) -2-0-9 to 0-9-12, Interior (1) 0-9-12 to 14-4-1, Exterior(2R) 14-4-1 to 17-4-1, Interior (1) 17-4-1 to 30-8-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection {by others) of truss to bearing plate capable of withstanding 116 lb uplift at joint 2, 163 lb uplift at joint 11 and 152 lb uplift al joint 6. 7) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSl/TPI 1. 8) This truss design requires that a minimum of 7/16- structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard (loc) 13-16 13-16 11 ... WARNING· Verify de&i9t1 p•r•meren and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M/1-7473 rev. 10/0312015 BEFORE USE. Design valid !Of use only w~h Mffek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the buildlng designer must verify the applicability of design parameters and properly Incorporate this design into the overall build!ng design. Bracing indicated Is to prevent buckling of indivk:lual truss web and/or chord members only. Additional temporary and permanent bracing 22-10-7 2-11-3 1/defl >999 >404 ala is always required for stability and to prevent collapse with possib"3 personal Injury and property damage. For general guidance regarding the fabrication, s!orage. delr,ery, erection and bracing oftrussea and truss systems, see ANSVTP/1 Qual/ly Criteria, DSB-89 and SCSI Sul/ding Compoit"11t Safely /ttfonnatlon avallab"3 from Truss Plate Institute, 218 N. Lee Street. Suite 312, Ale~andria. VA 22314 1x4 * Ud 240 180 ala 28-8-3 I 30-8-3 7-6-15 2-0-0 8 3x52 26-6-5 28-8-3 I 3-7-13 2-1-14 PLATES GRIP MT20 220/195 Weight: 116 lb FT-10% June 5,2020 Nii' MiTek· 250 Klug Circle Corona. CA 92880 I ,, Job Truss 1-A A3 Ramona Lllmber Co., Inc., Ramona, CA-92065, -2-9-15 1-0-61 2-9-15 1-0-6 '? 2 J, 0 M ~ qi qi vM M ~I '? ;:a;> roOO •M MO 0' 0 0 3x5 11 0-1-6 0-0-6 Scale= 1:58.7 Truss Type Qty Ply 16830 Common Structural Gable 1 1 Job Reference 'o~tional\ 4-11-12 3-11-6 6-9-14 6-9-8 Run: 8.33 S May 6 2020 Print: 8.330 S May 6 2020 MITek Industries, Inc. Fri Jun 05 10:20:55 ID:s_y4rtuqutGIY JMmET ap7IlAHx9-dwgvci9q6g5b1 Hk5zugse87zeLJfYPOBqlCKF8z9Mac 11-8-15 18-6-1 26-1-0 6-9-3 6-9-3 7-6-15 2.5x5 = 5X8 11 16 15 14 13 12 11 10 9 Sx8= 3x5= 3x5 .. 4x10= 16-3-0 26-1-0 9-5-2 9-10-0 K7837845 Page: 1 128-1-0 2-0-0 I {2:0-3-0,0-2-0], [5:0-2-0,0-2-4], [5:0-2-8,0-0-2], [5:0-2-0,Edge], [5:0-1-0,0-1-B], [6:0-1-0,0-1-0], (7:0-1-12,0-2-0), (7:0-3-12,Edge], [17:0-2-4,0-3-0], [18:0-2-8,0-0-8], Plate Offsets (X, Y): [29:0-2-0,0-0-4] Loading (psf) Spacing 2-0-0 CSI DEFL '" (loc) 1/defl Ud PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) -0.05 17-18 >999 240 MT20 220/195 TCDL 17.0 lumberDOL 1.25 BC 0.23 Vert(CT) -0.16 17-18 >849 180 M18SHS 220/195 BCLL o.o· Rep Stress Iner YES WB 0.78 Horz(CT) 0.01 44 o/a ala BCDL 10.0 Code IBC2018/TPl2014 Matrix-AS Weight: 193 lb FT= 10% ~ :u 0 LUMBER TOP CHORD BOT CHORD WEBS OTHERS BRACING TOP CHORD 2X4 DF No.1&Btr G 2X4 DF No.1&Btr G 2X4 DF Stud/Std G 2X4 DF Stud/Std G 2) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; 8=45ft; L=26ft; eave:=4ft; Cat. II; Exp C; Enclosed; MWFRS (directional) and C-C Exterior(2E) -0-3-5 to 2-8-15, Interior (1) 2-8-15 to 14-4-1, Exterior(2R) 14-4-1 to 17-4-1, Interior (1) 17-4-1 to 30-8-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL:=1.60 plate grip DOL"'1.60 13) No notches allowed in overhang and 20915 from left end and 20000 from right end or 12~ along rake from scarf, whichever is larger. Minimum 1.5x4 tie plates required at 2-0·0 o.c. maximum between tt,e stacking chords. For edge-wise notctiing, provide at least one tie plate between each notch. Structural wood sheathing directly applied, except end verticals. LOAD CASE(S) Standard BOT CHORD REACTIONS FORCES TOP CHORD BOT CHORD WEBS NOTES Rigid ceiling directly applied. (size) 7=15-5-8, 9=15-5-8, 10=15-5-8, 11=15-5-8, 12=15-5-8, 13=15-5-8, 14=15-5-8, 15=15-5-8, 16=15-5-8, 18=0-4-3, 44=15-5-8 Max Horlz 18=-72 (LC 10) Max Uplift 7=-119 (LC 12), 10=-48 (LC 1), 13=-171 (LC 12), 15=-41 (LC 1), 18=-151 (LC 12), 44=-119 (LC 12) Max Grav 7=434 (LC 24), 9=189 (LC 3), 10=13 (LC 8), 11=64 (LC 3), 12=71 (LC 3), 13=1189 (LC 1), 14=75 (LC 3), 15=15 (LC 12), 16=149 (LC 3), 18=899 (LC 1 ), 44=434 (LC 24) (lb) -Maximum Compression/Maximum Tension 1-2=0/50, 2-3=-400/49, 3-4=-1087/226, 4-47:c-771/151, 5-47::-682/162, 5-48=-36/510, 6-48=-51/366, 6-49=-115/142, 7-49=-190/77, 7-8=0/48, 2-18=-818/304 17-18=0{289, 16-17=0/317, 15-16=0{317, 14-15=0{317, 13-14::0/317, 12-13=-101/110, 11-12=-101/110, 10-11=-101/110, 9-10=-101/110, 7-9=-101/110 5-13=-1034/224, 6-13=-618/227, 5-17=-32/490, 4-17=-521/195, 3-17=-290/809 1) Unbalanced roof live loads have been considered for this design. 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSlfTPI 1. 4) All plates are MT20 plates unless otherwise indicated. 5) All plates are 1x4 MT20 unless otherwise indicated. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any ottier members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) Provide mectianical connection (by ottiers) of truss to bearing plate capable of withstanding 151 lb uplift at joint 18, 171 lb uplift at joint 13, 119 lb uplift at joint 7, 41 lb uplift at joint 15, 48 lb uplift al joint 10 and 119 lb uplift at joint 7. 11) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSlfTPI 1. 12) Ttiis truss design requires tt,at a minimum of 7/16~ structural wood sheathing be applied directly to tt,e top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. A WARNING -Verify d<,5/gn par•maters •nd READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE N/11-7473 n,v. fG/0312015 BEFORE USE. Design valid for use only w~h MITek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer musl verify the applicability of design parameters and properly Incorporate this design lnlo the overall building design. Bracing Indicated is to prevent buckling_ of indlvidual truss web and/or chord members only. Additional le_mporary and permanent bracing is always required for stability and to prevent collapse wilh possible personal injury and property damage. for general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems. see ANSI/TP/1 Quality Crllarla, DSB-89 and SCSI Bui/ding Component Safely /ntormaUon available Imm Truss Plate lnst~ute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314 June 5,2020 Mii" Milek· 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 16830 1 K7837846 1-A B Monopitch 1 Job Reference lootionall Ramona Lumber Co., Inc., Ramona, CA. 92065, Run: 8.33 S May 6 2020 Print: 8.330 S May 6 2020 MiTek Industries, Inc. Fri Jun 05 10:20:56 ID:hSz3LINQ24xJTO4J5Qv6BlzAl2G-560Ip2AStzDSeRJHWcB5AMf4ElcWH_iK3Pxtnaz9Mab Page: 1 -2-9-15 2-9-15 [ Scale = 1 :40.2 0-0-12 0-0-12 3-6-9 3-6-9 Plate Offsets (X, Y): [2:0-2-8,0-1-8], [3:0-2-0,0-1-8], [6:0-1-12,0-1-8], [7:0-1-12,0-2-8] Loading (psf) Spacing 2-0-0 CSI 10-0-8 6-5-15 10-0-8 9-11-12 OEFL '" TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) -0.15 TCDL 17.0 Lumber DOL 1.25 BC 0.44 Vert(CT) -0.44 BCLL 0.0* Rep Stress Iner YES WB 0.26 Horz(cn 0.01 BCDL 10.0 Code IBC2018fTPl2014 Matrix-AS LUMBER TOP CHORD BOT CHORD WEBS BRACING TOP CHORD BOT CHORD REACTIONS FORCES TOP CHORD BOT CHORD WEBS NOTES 2X4 OF No.1&BtrG 2X4 OF No.1 &Bir G 2X4 OF Stud/Std G "Except* 7-2:2X4 OF No.1&Btr G Structural wood sheathing directly applied, except end verticals. Rigid ceiling directly applied. (size) 6=0-3-8, 7=0-4-15 Max Horiz 7=184 (LC 9) Max Uplift 6=-55 (LC 12), 7=-126 (LC 12) Max Grav 6=477(LC 1), 7=735{LC 1) (lb) -Maximum Compression/Maximum Tension 1-2=0177, 2-3=-206/113, 3-9=-171/41, 4-9=-113/75, 4-5=-22/0, 4-6=-290/193, 2-7=-315/191 7-8=0/0, 6-7=-314/394 3-6=-315/275. 3-7=-506/309 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft B=45fl; L=24fl; eave=4fl; Cat. II; Exp C; Enclosed; MWFRS {directional) and C-C Exterior(2E) 0-7-3 lo 3-10-7, Interior (1) 3-10-7 to 14-3-9 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber OOL=1.60 plate grip OOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 55 lb uplift at joint 6 and 126 lb uplift at joint 7. 6) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly lo the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard A_ wARNING -Verily ,kaign par,malMS and RE.AD NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Nlll-7473 ff/V. 10rn3120U BEFORE USE. Design valid for use only w~h MIT"ek® connectors. This design is based only upon parameters shown, and is for an Individual building component. not a truss system. Before use, the building designer must verify the appllcablllty of design parameters and properly incorporate this design into the overall build Ing design. Bracing indicated Is to prevent bucklilg of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the (loc) 6-7 6-7 6 fabrication, storage. delivery. erection and bracing of trusses and truss systems, see ANSJ/J"Plf Quality Crllerla, DSB-89 and SCSI Building Componant Safety Informal/on available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314 3x5 11 1/defl Ud >775 240 >258 180 ofa ofa PLATES GRIP MT20 220/195 Weight: 54 lb FT= 10% June 5,2020 Nii' Milek· 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 16830 K7837847 1-A B1 Monopitch Supported Gable 1 1 Job Reference rontionall Ramona Lumber Co., Inc., Ramona, CA-92065, Run: 8.33 S May 6 2020 Print: 8.330 S May 6 2020 MITek lndustn·es, Inc. Fri Jun 05 10:20:57 ID:wB0TEN U3wr412mG26paD2EzA127-ZJng1OB5eHLJGbuU4JiKjZCL09?W0T dTl3hRJ 1 z9Maa Page: 1 8-0-8 2-9-15 8-0-8 M 9 ~ "! M "1 "T ~ ~ N 9 ~ i 18 ~ "1 9 N 107 15 14 13 12 M18SHS 3x14 11 8-0-8 Scale a: 1:38.1 Plate Offsets (X, Y): [2:0-3-4,0-1-12], [3:0-2-0,0-0-8], [7:0-5-1,0-0-12], (16:0-3-8,Edge] Loading TCLL (roof) TCDL BCLL BCDL LUMBER TOP CHORD BOT CHORD WEBS OTHERS BRACING TOP CHORD BOT CHORD REACTIONS FORCES TOP CHORD BOT CHORD WEBS (psf) Spacing 2-0-0 CSI OEFL '" 20.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL) ,1, 17.0 Lumber DOL 1.25 BC 0.20 Vert(CT) -0.67 a.a· Rep Stress Iner YES WB 0.15 Horz(CT) 0.00 10.0 Code 1BC2018fTPl2014 Matrix-AS 2X4 DF No.1&Blr G 2X4 DF No.1 &Bir G 2X4 OF Stud/Std G "Excepr 16-2:2X4 DF No.1&Btr G 2X4 DF StudfStd G Structural wood sheathing directly applied, except end verticals. Rigid ceiling directly applied. (size) 10=8-0-8, 11=8-0-8, 12=8-0-8, 13=8-0-8, 14=8-0-8, 15=8-0-8, 16=8-0-8, 17=8-0-8 Max Horiz 17=182 (LC 9) Max Uplift 1 O=-72 (LC 9), 11 :-8 (LC 8), 12=-6 {LC 12), 13=-16 (LC 12), 14=-9 {LC 12), 15=-378 (LC 1), 16:-298 (LC 12), 17=-24 (LC 10) Max Grav 10=122 (LC 1), 11=140 (LC 1), 12=118 (LC 1), 13=125 (LC 1), 14=159 (LC 1), 15=108 (LC 8), 16=661 (LC 1 ), 17=193 (LC 9) (lb) -Maximum CompressionfMaximum Tension 1-18=0!0, 2-18=0/72, 2-3=-2811103, 3-4=-257/139, 4-5=-223/129, 5-6=-1881120, 6-7=-1471114, 7-8=-104191, 8-9=-22/0, 8-10=-122/171, 2-16=-7021640 16-17:-5021289, 15-16=-75/93, 14-15=-73186, 13-14:-74/88, 12-13=-76190, 11-12=-77/91, 10-11=-77191 3-15=-290/378, 4-14=-128/122, 5-13=-98/104, 6-12=-95/105, 7-11 =-98/90 NOTES 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=6.0psf; h=25fl; 8=45fl; L=24fl; eave=2fl; Cat. II; Exp C; Enclosed; MWFRS (directional) and C-C Corner(3E) 2-7-3 to 5-10-7, Exterior(2N) 5-10-7 to 14-3-9 zone; cantilever left and rig hi exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown: Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANS1fTPI 1. 3) All plates are MT20 plates unless otherwise indicated. 4) All plates are 1x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 7) Gable studs spaced at 1-4-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 10) A plate rating reduction of 20% has been applied for the green lumber members. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 72 lb uplift at joint 10, 24 lb uplift at joint 17, 298 lb uplift at joint 16, 378 lb uplift at joint 15, 9 lb uplift at joint 14, 16 lb uplift at joint 13, 6 lb uplift at joint 12 and 8 lb uplift at joint 11. 3x5 .. 9 10 11 1.5x4 11 (loc) 1/defl Ud ,1, 999 1-2 >106 120 10 ,1, ,1, 9 0 :i PLATES MT20 M18SHS Weight: 64 lb GRIP 220/195 220/195 FT= 10% 12) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 13) This truss design requires that a minimum of 7/16• structural wood sheathing be applied directly to the top chord and 112• gypsum sheetrock be applied directly to the bottom chord. 14) No notches allowed in overhang and 20915 from left end and 915 from right end or 12• along rake from scarf, whichever is larger. Minimum 1.5x4 tie plates required at 2-0-0 o.c. maximum between the stacking ctiords. For edge-wise notctiing, provide at least one tie plate between each notch. LOAD CASE(S) Standard • EXP. 9-30-2020 * June 5,2020 A_ WARNING -Verify design parameten and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE NI//-T,j73 rev. 10/03/2015 BEFORE USE. Dasign valld for use only w~h MiTok® connec!ors. This dllsign is basod only U?On paramelors shown, and is for an indivldual building component, not llii' a truss system. Before usu. !he building designer must verify the applicability of design parameters and property Incorporate this design Into the overall bu;ldlng design. Bracing indicated is to prevent buckling of iodivldual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability sod to prevent collaps& with possible personal injury and property damage, for general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSVTP/1 Qu•llly Cr/1,,I,, DSB-119 •nd SCSI Bulldlf1g Componenl Safely /ntorm•tlon ava;lab\e from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. -----------·---- Milek· 250 Klug Circle Corona, CA 92880 SUPPORT OF B.C. OF STANDARD OPEN END JACK. USING PRESSURE BLOCKS MIi/SAC-7 CAJ.l<P SUB GIRDER I i ·r"' .-... ,__ b( {.'.. / / / / Loading (PSF): - BCDL 10.0 PSF MAX / ' / '\ ./ "· ['\ -,-,~ I"-. PARTIAL FRAMING PLAN OF CALIFORNIA HIP SET WITH SUB GIRDER ' I"-. I"\ ~ BC of carrier truss 2·(.131")(3,0" MIN) NAILS (typ) I 3/30/2004 PAGE 1 MITok Industries, Inc. W~tem OMslon 07/05/2018 '"'' ,,;-"'" M!i" Cllru,o; HelQl!ls,~ &561 iiii.i MiTek• JANUARY 6, 2017 Standard Gable End Detail MII-GE110-001 MiTek USA, Inc. Page 1 of 2 Typical _x4 l-Brace Nailed To [YJ□□® 2x_ Verticals W/10d Nails spaced 6" o.c. Vertical Stud == == woo ~~7ud (4) -16d Nails Milek USA, Inc. SECTION 8-B ~[ill A Milek Atllllala r--- {2) -1 Od Nails into 2x6 2x6 Stud or -,..__ 2x4 No.2 of better DIAGONAL BRACE 4'-0" O.C. MAX TRUSS GEOMETRY AND CONDITIONS SHOWN ARE FOR ILLUSTRATION ONLY. SECTION A-A ~ ---------Typical Horizontal Brace Nailed To 2x Verticals w/{4)-10d Nails 2 tud A * A Varies to Common Truss ** SEE INDIVIDUAL MITEK ENGINEERING DRAWINGS FOR DESIGN CRITERIA PROVIDE 2x4 BLOCKING BETWEEN THE FIRST TWO TRUSSES AS NOTED. TOENAIL BLOCKING TO TRUSSES WITH (2) -10d NAILS AT EACH END. ATTACH DIAGONAL BRACE TO BLOCKING WITH (5) -10d NAILS. B (4) -8d (0.131" X 2.5") NAILS MINIMUM, PLYWOO SHEATHING TO 2x4 STD OF/SPF BLOCK * -Diagonal Bracing Refer to Section A-A * * -L-Bracing Refer to Section 8-B I ~ ... __ J Roof Sheath in r7 1'-3" NOTE: 1. MINIMUM GRADE OF #2 MATERIAL IN THE TOP AND BOTTOM CHORDS. 2. CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 3. BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM. 4. "L" BRACES SPECIFIED ARE TO BE FULL LENGTH. GRADES: 1x4 SRB OR 2x4 STUD OR BETTER WITH ONE ROW OF 1 Od NAILS SPACED 6" O.C. 5. DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAM AT 4'-0" O.C. 6. CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 STUD AND A 2x4 STUD AS SHOWN WITH 16d NAILS SPACED 6" O.C. HORIZONTAL BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD. ATTACH TO VERTICAL STUDS WITH (4) 10d NAILS THROUGH 2x4. (REFER TO SECTION A-A) 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS U240. 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE TRUSSES. 10. NAILS DESIGNATED 10d ARE (0.131" X 3") AND NAILS DESIGNATED 16d ARE (0.131" X 3.5") Minimum Stud Without 1x4 Stud Size Spacing Brace L-Brace 2x4 DIAGONAL L-Brace BRACE Species Maximum Stud Length and Grade 2x4 OF/SPF Std/Stud 12"0.C. 4-6-3 5-0-7 7-1-7 9-0-5 2x4 DF/SPF Std/Stud 16"0.C. 4-1-3 4-4-5 6-2-0 8-2-7 2x4 OF/SPF Std/Stud 24"0.C. 3-5-8 3-6-11 5-0-7 6-10-15 * Diagonal braces over 6'-3" require a 2x4 T-Brace attached to one edge. Diagonal braces over 12'-6" require 2x4 I-braces attached to both edges. Fasten T and I braces to narrow edge of web with 1 Od nails 8" o.c., with 3" minimum end distance. Brace must cover 90% of diagonal length. MAX MEAN ROOF HEIGHT"' 30 FEET CATEGORY II BUILDING EXPOSURE B or C Diag. Brace at 1 /3 point if needed 2 DIAGONAL BRACES AT 113 POINTS 13-6-8 12-3-10 10-4-7 ASCE 7-98, ASCE 7-02, ASCE 7-05 110 MPH ASCE 7-10 140 MPH STUD DESIGN IS BASED ON COMPONENTS AND CLADDING. DURATION OF LOAD INCREASE: 1.60 CONNECTION OF BRACING IS BASED ON MWFRS. Max. :;frus s@ 24" o.c. y ~ ~DIAGONAL BRACE SPACED 48" O.C. / ATTACHED TO VERTICAL WITH (4) -16d NAILS AND ATTACHED TO BLOCKING WITH (5) -1 Od NAILS. L_ __ HORIZONTAL BRACE ll,:,a---(SEE SECTION A-A) 07/05/2018 AUGUST 1, 2016 c::::Jc::::J ® DClfJ□ == == WUJ□ MiTek USA, Inc. ~~[ID A MITek Affiliate REPLACE A MISSING STUD ON A GABLE TRUSS 1. THIS IS A SPECIFIC REPAIR DETAIL TO BE USED ONLY FOR ITS ORIGINAL INTENTION. THIS REPAIR DOES NOT IMPLY THAT THE REMAINING PORTION MII-REP15 MiT ek USA, Inc. OF THE TRUSS IS UNDAMAGED. THE ENTIRE TRUSS SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED. 2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLYING REPAIR AND HELD IN PLACE DURING APPLICATION OF REPAIR. 3. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID SPLITTING OF THE WOOD. 4. WHEN NAILING SCABS OR GUSSETS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. 5. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X_ ORIENTATION ONLY. REPLACE MISSING WEB WITH A NEW MEMBER OF THE SAME SIZE, GRADE, AND SPECIES A THE ORIGINAL (CUT TO FIT TIGHT) Page 1 of 1 24" MAX ATTACH 8" X 12" X 7/16" O.S.B. OR PLYWOOD (APA RATED SHEATHING 24/16 EXPOSURE 1) (MIN) TO THE INSIDE FACE OF TRUSS WITH FIVE 6d (0.113" X 2") NAILS INTO EACH MEMBER (TOTAL 10 NAILS PER GUSSET) COMMON THE OUTSIDE FACE OF THE GABLE MUST BE SHEATHED WITH (MIN) 7/16" O.S.B OR PLYWOOD. SEE MITEK STANDARD GABLE END DETAILS FOR WIND BRACING REQUIREMENTS. TRUSS CRITERIA LOADING: 40-10-0-10 (MAX) LOAD DURATION FACTOR: 1.15 SPACING : 24" O.C. (MAX) TOP CHORD : 2X 4 OR 2X 6 (NO 2 MIN) PITCH: 3/12 -12/12 BEARING : CONTINUOUS STUD SPACING :24" O.C. (MAX) REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES 07/05/2018 DETAIL FOR COMMON AND END JACKS MII/COR -8 -20psf 7/9/2015 PAGE1 --® MAA LOADING (psf) TCLL 20.0 SF,ACING P ates Increase 2-0.0 BRACING MiTek Industries, Inc. 12S - TCOL 16.0 ~umber Increase 1.2$ TOP CHORD Sheathed. COrona Ca. BCLL o.o ep Stress Iner YES BOT CHORD Rigid ceiling directly applied. .BCQL .. ,,,ll:,O .. a,_ • . . ... MINIMUM LUMBER SIZE AND GRADE i TOPCHORO I BOT CHORD NOTE: TOP CHORD PITCH: 3/12~8112 BOTTOM CHORD PITCH: 0/12~4/12 2x4 DF-LNo.1&BTR 2x4 DF-LNo.1&BTR LENGTH OF AS DESIGN SPLICE CAN EITHER BE 3X6 MT20 PLATES OR 22" LONG 2X4 SCAB CENTERED AT SPLICE WISAME LUMBER AS TOP CHORD ATTACH TO ONE FACE Wl(.131"X3 O" MIN) NAILS@3" 0.C. 2 ROWS '-.-~··i ,..,,.,.,.,' ,---~c:-i // .. -~~ I I ·. - EXTENStoN REQ'D 20'-0" Mi\X PITCH DIFFERENCE BETWEEN TOP AND BOTTOM CHORD TO BE "2" MIN. SPACING= 24" O,C, / SUPPORT AND CONNECTi6N BY OTHERS OR 2~16d COMMON WlRE . (0.162'D!A. X 3.51 LGT TOE NAILS SUPPORTS SHALL BE PROVIDED \,. /. ; @4'-0" O.C. ALONG THE EXTENSION OF TOP CHORD. CONN. Wl316d COMMON WIRE (0.162''DIA. X 3.5" LGT) TOE NAILS / / /' CONN. W/2 16d COMMON WIRE {0 1ei"OIA X 3,6~ LGT) TOE NAILS ., 8-0-0 J BOTTOM CHORD LENGTH MAY BE 2'·0" QR A BEARING BLOCK. I CONN, Wf3 16<:t COMMON WIRE (0.182"0tA. X 3,5'' LOT) TOE NAILS CONN, W12 1Gd COMMON WIRE{0.162"D!A. X 3.$') LGT TOE NAILS OR SEE DETAIL Ml!iSAC-7 FOR PRESSUREBLOCKING INFO, •-•-"M~•---t NO'ra: NAILING SHALL BE SUCH THAT THE LUMBER DOES NOT SPLIT. 07/05/2018 CORNER RAFTER 8'-0" SETBACK MIi/SAC -9 -BSB 20-14-2 111112014 PAGE 1 -- - @ MINIMUM GRADE OF LUMBER TOP CHORD:2X4 NO.1 & BTR DF-L-GR LOADING (PSF) L D 3-0-0 BOT CHORD:2X4 NO.1 & BTR DF-L-GR STR. INC.: LUMB= 1.25 PLATE= 1.25 REPETITIVE STRESSES NOT USED TOP 20 14 SPACING : 24.0 IN. O.C. NO. OF MEMBERS = 1 NOTE: 1. ALL CONNECTIONS TO SUPPORTS BY OTHERS 2. ALL PLATES ARE MITEK MT20 8'-0" SETBACK 12 2.83~5.66 ~ .-1-<------<cXTENSIOOl---~f' SUPPORTS SHALL BE PROVIDED ALONG EXTENSION @ 5'-8" O.C. M X 203 PLF SPLICE MAY BE LOCATED ANYWHERE IN THE EXTENSION 3x10 splice plates may be replaced with 22" 2x4 DF No.2 or btr. scab o one face with.131x3 min. nails @ 3" o.c. 2 rows MiTek Industries, Inc. Western Division SUPPORT 1/2" GAP MAXIMUM BETWEEN SUPPORT AND END OF RAFTER SUPPORT R"' 768 + EXT. R= 326 + OH. LENGTH OF HEEL PLATE~ (MIN. 4") 11-3-12 ' -. ... .. A WARNING Vl'rljy doslgn pQranu,r.,rs and lie.AD NOTES ON TfflS ANP INCL!WED MITEK REFERENCF.; PAGE Mll-7473 BEFORE VS&. Design vol_1d for use only with MiTek connectors. This design is based only upon parameters showri, arid is !Of on individual building component. Applicobil,ty of design pmomenters and proper incorporot;on of component 1s responsibility of building designer -not truss designer. Bracing shown is for lo!eral support of individual web members only. Additional temporary bra_cing to insure stability during comlruction is the respomibillily of !he erector. Additional permanent bracing of the overall structure is the respomibil1ty of the building designer. For general guidance regarding fabricat;on. quality control. storage, del;very. efection and bracing. comult ANSI/TPl1 Quallly Criterlci, DSB-89 cind BCSl1 Building Ccimpcinenl Scil•ly lnlormcillon available from Truss Plate Institute, 583 D"Onolfio Drive. Madison, WI 537 l 9 07/05/2018 C~rus Heights, CA, 9561 ". 77 Greenback Lane -,• Suite 109 Milek• AUGUST 1, 2016 CONVENTIONAL VALLEY FRAMING DETAIL MII-VALLEY1 [VJ□□® == == woo MiTek USA, Inc. ~~[ID A MITek Afllllale ------ 0-. ,, ,, :• ' 0-. v VALLEY RAFTERS ( SEE NOTE #2) -------------,, " " ,, :: :: ,, " ,, ,, " ,, ,, " :, ,, " " 0-,, ,, ,, ,, ,, ,, ' ~ ,, / ,, ,, ' " ' MiTek USA, Inc. RIDGE BOARD GABLE ENO, COMMON TRUSS ( SEE NOTE #6 ) OR GIRDER TRUSS / I ------------------ " / " :, '~ :: " :: :: :; " l\ :,/ " ,, :: ' ,, ,, " ~ :: :,;/ " " :, " VALLEY PLATE :: ',~ ~ ( SEE NOTE #4 ) ,: ,: '§ POST ,, ,, ,: I SEE NOTE #8) ,, 'I': [;1/ POST SHALL BE LOCATED SHEATHING ABOVE THE T PLAN DRAWING CHORD OF EACH TRUSS. TRUSS TYPICAL (24"0.C. I ON OP POST (SEENOTE#SJ--~ GABLE END, COMMON TRUSS OR GIRDER TRUSS TRUSS MUST BE SHEATHED GENERAL SPECIFICATIONS 1. WITH BASE TRUSSES ERECTED (INSTALLED), APPLY SHEATHING TO TOP CHORD OF SUPPORTING (BASE) TRUSSES. 2. BRACE BOTTOM CHORD AND WEB MEMBERS PER TRUSS DESIGNS. 3. DEFINE VALLEY RIDGE BY RUNNING A LEVEL STRING FROM THE INTERSECTING RIDGE OF THE ( a.) GABLE END, (b.) GIRDER TRUSS OR (c.) COMMON TRUSS TO THE ROOF SHEATHING. NOTE: 48" O.C. MAXIMUM POST SPACING LIVE LOAD = 30 PSF (MAX) DEAD LOAD = 15 PSF (MAX) D.O.L. INC= 1.15 ASCE 7-98, ASCE 7-02, ASCE 7-05 90 MPH (MWFRS) ASCE7-10115 MPH (MWFRS) 4. INSTALL 2 x4 VALLEY PLATES. FASTEN TO EACH SUPPORTING TRUSS WITH ( 2) 16d (0.131" X 3.5") NAILS. 5. SET 2 x 6 #2 RIDGE BOARD. SUPPORT WITH 2 x 4 POSTS SPACED 48" O.C .. BEVEL BOTTOM OF POST TO SET EVENLY ON THE SHEATHING. FASTEN POST TO RIDGE WITH ( 4) 10d (0.131" X3") NAILS. FASTEN POST TO ROOF SHEATHING WITH ( 3) 10d (0.131" X 3") TOE-NAILS. 6. FRAME VALLEY RAFTERS FROM VALLEY PLATE TO RIDGE BOARD. MAXIMUM RAFTER SPACING IS 24" O.C .. FASTEN VALLEY RAFTER TO RIDGE BEAM WITH ( 3) 16d (0.131" X3.5") TOE-NAILS. FASTEN VALLEY RAFTER TO VALLEY PLATE WITH ( 3) 16d (0.131" X 3.5") TOE-NAILS. 7. SUPPORT THE VALLEY RAFTERS WITH 2 x4 POSTS 48" O.C ( OR LESS) ALONG EACH RAFTER. INSTALL POSTS IN A STAGGERED PATTERN AS SHOWN ON PLAN DRAWING. ALLIGN POSTS WITH TRUSSES BELOW. FASTEN VALLEY RAFTER TO POST WITH (4) 10d {0.131" X3") NAILS. FASTEN POST THROUGH SHEATHING TO SUPPORTING TRUSS WITH ( 2) 16d (0.131" X3.5") NAILS. 8. POSTS SHALL BE 2 x 4 #2 OR BETTER SPRUCE PINE FIR, DOUG FIR LARCH OR SOUTHERN PINE. POSTS EXCEEDING 75" SHALL BE INCREASED TO 4 x 4 OR BE PRE-ASSEMBLED ( 2) PLY 2 x4's FASTENED TOGETHER WITH 2 ROWS OF 10d (0.131" X 3") NAILS 6' O.C .. 07/05/2018 OCTOBER 28, 2016 " [VJ□□ == == w no MiTek USA, Inc. ~ STANDARD REPAIR FOR ADDING A FALSE BOTTOM CHORD MAIN TRUSS MANUFACTURED WITHOUT FALSE BOTTOM CHORD. MAIN TRUSS (SPACING= 24" O.C.) MII-REP10 MiTek USA, Inc. Page 1 of 1 ~ REFER TO THE BOTTOM CHORD BRACING SECTION OF A Milek Atlltlate VERTICAL STUDS@ 48" O.C .. ATTACHED WITH ( 3) -10d (0.131" X 3") NAILS AT EACH END OF VERTICAL (TYP.). ~~ THE INDIVIDUAL TRUSS DESIGN FOR MAXIMUM SPACING OF CONTINUOUS LATERAL BRACING WHENEVER RIGID CEILING MATERIAL IS NOT DIRECTLY ATTACHED TO THE BOTTOM CHORD. VERTICAL STUDS TO BE 2 x 4 STUD GRADE (OR BETTER) SPF, HF, OF OR SP. (BOARD SIZE SPECIFIED IS MINIMUM, LARGER SIZE MAY BE USED) I 2 x 4 NO. 2 (OR BETTER) SPF, HF, NOTES: OF OR SP FALSE BOTTOM CHORD (BOARD SIZE SPECIFIED IS MINIMUM, LARGER SIZE MAY BE USED) FALSE BOTTOM TRUSS SPAN 1. LOADING: TOP CHORD: (REFER TO THE MAIN TRUSS DESIGN FOR TOP CHORD LOADING). BOTTOM CHORD: LL= 0 PSF, DL = 10 PSF. 2. REFER TO THE MAIN TRUSS DESIGN FOR LUMBER AND PLATING REQUIREMENTS. 3. MAXIMUM BOTTOM CHORD PITCH = 6/12. 4. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID SPLITTING OF THE WOOD. 5. FALSE BOTTOM CHORD ONLY DESIGNED TO CARRY VERTICAL LOAD. NO LATERAL (SHEAR) LOAD ALLOWED. 6. FILLER MAY EXTEND FOR FULL LENGTH OF TRUSS. 07/05/2018 AUGUST 1, 2016 L-BRACE DETAIL MIi -L-BRACE [YJ□□® == == WOIJ MiTek USA, Inc. ~[ID A MITek Alflllate Nailing Pattern L·Brace size Nail Size Nail Spacing 1x4 or 6 10d (0.131" X 3") 8" o.c. 2x4, 6,or8 16d (0.131" X 3.5") 8" o.c. Note: Nail along entire length of L-Brace (On Two-Ply's Nail to Both Plies) Nails WEB Nails~ / Section Detail , --E--L•Brace 'Web SPACING MiT ek USA, Inc. Note: L-Bracing to be used when continuous lateral bracing is impractical. L-brace must cover 90% of web length. L-Brace Size for One-Ply Truss Page 1 of 1 Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 1x4 ... 2x6 1x6 ... 2x8 2x8 ... ... DIRECT SUBSTITUTION NOT APLICABLE. L-Brace Size for Two-Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 2x4 ... 2x6 2x6 ... 2x8 2x8 ••• ... DIRECT SUBSTITUTION NOT APLICABLE. L-Brace must be same species grade (or better) as web member. 07/05/2018 AUGUST 1, 2016 c::::::Jc:::J ® [VJ□□ == == won MiTek USA, Inc, ~w!i~w A Milek Affiliate SCAB-BRACE DETAIL Note: Scab-Bracing to be used when continuous lateral bracing at midpoint (or T-Brace) is impractical. Scab must cover full length of web +/-6". "' THIS DETAIL IS NOT APLICABLE WHEN BRACING IS "' REQUIRED AT 1/3 POINTS OR I-BRACE IS SPECIFIED. APPLY 2x SCAB TO ONE FACE OF WEB WITH 2 ROWS OF 10d (0.131" X 3") NAILS SPACED 6" O.C. SCAB MUST BE THE SAME GRADE, SIZE AND SPECIES (OR BETTER) AS THE WEB. SCAB BRACE MAXIMUM WEB AXIAL FORCE = 2500 lbs MAXIMUM WEB LENGTH= 12'-0" 2x4 MINIMUM WEB SIZE MINIMUM WEB GRADE OF #3 Nails~ / Section Detail B§E ~ Scab-Brace 'Web Scab-Brace must be same species grade (or better) as web member. MIi-SCAB-BRACE Milek USA, Inc. Page 1 of 1 07/05/2018 AUGUST 1, 2016 T-BRACE / I-BRACE DETAIL WITH 2X BRACE ONLY MII-T-BRACE 2 [VJ□□® == == WOIJ Milek USA, Inc. ~~[QJ A MITek Affiliate Nailing Patter T-Brace size Nail Size n MiTek USA, Inc. Page 1 of 1 Note: T-Bracing / I-Bracing to be used when continuous lateral bracing is impractical. T-Brace I I-Brace must cover 90% of web length. Note: This detail NOT to be used to convert T-Brace I I-Brace webs to continuous lateral braced webs. Brace Size for One-Ply Truss Nail Spacing Specified Continuous Rows of Lateral Bracing 2x4 or 2x6 or 2x8 10d (0.131' 'X 3") 6" o.c. Web Size 1 2 Note: Nail along entire length (On Two-Ply's Nail to WEB Nails ~ Section Detail T-T-Brace 'Web Nails~ Web/-- Nails I-Brace of T-Brace I I-Brace Both Plies) Nails SPACING 2x3 or 2x4 2x4 T-Brace 2x4 I-Brace 2x6 2x6 T-Brace 2x6 I-Brace 2x8 2x8 T-Brace 2x8 I-Brace Brace Size for Two-Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 2x4 T-Brace 2x4 I-Brace 2x6 2x6 T-Brace 2x6 I-Brace 2x8 2x8 T-Brace 2x8 I-Brace T-Brace I I-Brace must be same species and grade (or better) as web member. 07/05/2018 AUGUST 1, 2016 CY7□□® == == won MiTek USA, Inc. ~[ID A MiT ek Alllllate Nailing Patter T-Brace size Nail Size n T-BRACE / I-BRACE DETAIL MIi -T-BRACE MiTek USA, Inc. Page 1 of 1 Note: T-Bracing / I-Bracing to be used when continuous lateral bracing is impractical. T-Brace / I-Brace must cover 90% of web length. Note: This detail NOT to be used to convert T-Brace / I-Brace webs to continuous lateral braced webs. Brace Size for One-Ply Truss Nail Spacing Specified Continuous 1 x4 or 1 x6 10d(0.131 "X 3") 8" o.c. Rows of Lateral Bracing 2x4 or 2x6 or 2x8 16d(0.131 "X3.5") 8" o.c. Web Size 1 2 WEB Note: Nail along entire length (On Two-Ply's Nail to Nails ~ / Section Detail ~ T-Brace 'Web Nails~ Web/-~ Nails I-Brace of T-Brace / I-Brace 2x3 or 2x4 1 x4 (') T-Brace 1 x4 (') I-Brace Both Plies) 2x6 1 x6 (') T-Brace 2x6 I-Brace 2x8 2x8 T-Brace 2x8 I-Brace Nails Brace Size for Two-Ply Truss Specified Continuous Rows of Lateral Bracing SPACING Web Size 1 2 2x3 or 2x4 2x4 T-Brace 2x4 I-Brace 2x6 2x6 T-Brace 2x6 I-Brace 2x8 2x8 T-Brace 2x8 I-Brace T-BRACE 07/05/2018 T-Brace / I-Brace must be same species and grade (or better) as web member. (') NOTE: If SP webs are used in the truss, 1x4 or 1x6 SP braces must be stress rated boards with design values that are equal to (or better) the truss web design values. For SP truss lumber grades up to #2 with 1 X_ bracing material, use IND 45 for T-Brace/I-Brace For SP truss lumber grades up to #1 with 1 X_ bracing material, use IND 55 for T-Brace/1 Brace AUGUST 1, 2016 STANDARD PIGGYBACK TRUSS CONNECTION DETAIL == [VJ□□ == == won MiTek USA, Inc. ~~[ID A Milek Atllllele ® A-PIGGBACK TRUSS, REFER TO MITEK TRUSS DESIGN DRAWING. SHALL BE CONNECTED TO EACH PURUN WITH (2) (0.131" X 3.5") TOE-NAILED. B -BASE TRUSS, REFER TO MITEK TRUSS DESIGN DRAWING. C -PUALINS AT EACH BASE TRUSS JOINT AND A MAXIMUM 24" O.C. UNLESS SPECIFIED CLOSER ON MITEK TRUSS DESIGN DRAWING. CONNECT TO BASE TRUSS WITH (2) (0.131" X 3.5") NAILS EACH. D · 2 X_X4'-0" SCAB, SIZE TO MATCH TOP CHORD OF PIGGYBACK TRUSS, MIN GRADE #2, ATTACHED TO ONE FACE, CENTERE ON INTERSECTION, WITH (2) ROWS OF (0.131" X3") NAILS@4" O.C. SCAB MAY BE OMITTED PROVIDED THE TOP CHORD SHEATHING IS CONTINUOUS OVER INTERSECTION AT LEAST 1 FT. IN BOTH DIRECTIONS AND; 1. WIND SPEED OF 115 MPH OR LESS FOR ANY PIGGYBACK SPAN, OR 2. WIND SPEED OF 116 MPH TO 160 MPH WITH A MAXIMUM PIGGYBACK SPAN OF 12 ft. E-FOR WIND SPEEDS BETWEEN 126 AND 160 MPH.ATTACH MITEK 3X8 20 GA Nail-On PLATES TO EACH FACE OF TRUSSES AT 72"0.C. W/ (4) (0.131" X 1.5") NAILS PER MEMBER. STAGGER NAILS FROM OPPOSING FACES. ENSURE 0.5" EDGE DISTANCE. (MIN. 2 PAIRS OF PLATES REO. REGARDLESS OF SPAN) WHEN NO GAP BETWEEN PIGGYBACK AND BASE TRUSS EXISTS: REPLACE TOE NAILING OF PIGGYBACK TRUSS TO PURLINS WITH Nail-On PLATES AS SHOWN, AND INSTALL PURLINS TO BOTTOM EDGE OF BASE TRUSS TOP CHORD AT SPECIFIED SPACING SHOWN ON BASE TRUSS MITEK DESIGN DRAWING. SCAB CONNECTION PER NOTE DABOVE E A B MII-PIGGY-7-10 MiTek USA, Inc. Page 1 of 1 MAXIMUM WIND SPEED,_ REFER TO NOTES D AND ORE MAX MEAN ROOF HEIGHT ,_ 30 FEET MAX TRUSS SPACING= 24 ~ O.C. CATEGORY II BUILDING EXPOSURE B or C ASCE 7-10 DURATION OF LOAD INCREASE: 1.60 □ET AIL IS NOT APPLICABLE FOR TRUSSES TRANSFERING DRAG LOADS {SHEAR TRUSSES). ADDITIONAL CONSIDERATIONS BY BUILDING ENGINEER/DESIGNER ARE REQUIRED. D This sheet is provided as a Piggyback connection FOR ALL WIND SPEEDS, ATTACH MITEK 3X6 20 GA Nail-On PL.ATES TO EACH FACE OF TRUSSES AT 48" 0.C. W/ (4) (0.131" X 1.5") PER MEMBER. STAGGER NAILS FROM OPPOSING FACES ENSURE 0.5" EDGE DISTANCE. detail only. Building Designer is responsible for all permanent bracing per standard engineering practices or refer to BCSI for general guidance on lateral restraint and diagonal bracing requirements. VERTICAL WEB TO EXTEND THROUGH BOTTOM CHORD OF PIGGYBACK FOR LARGE CONCENTRATED LOADS APPLIED TO CAP TRUSS REQUIRING A VERTICAL WEB: 1) VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS MUST MATCH IN SIZE, GRADE, AND MUST LINE UP AS SHOWN IN DETAIL. 2) ATTACH 2 x_x 4'-0" SCAB TO EACH FACE OF TRUSS ASSEMBLY WITH 2 ROWS OF 10d (0.131' X 3") NAILS SPACED 4" 0.C. FROM EACH FACE. (SIZE AND GRADE TO MATCH VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS.) {MINIMUM 2X4) 3) THIS CONNECTION IS ONLY VALID FOR A MAXIMUM CONCENTRATED LOAD OF 4000 LBS (@1.15). REVIEW BY A QUALIFIED ENGINEER IS REQUIRED FOR LOADS GREATER THAN 4000 LBS. 4) FOR PIGGYBACK TRUSSES CARRYING GIRDER LOADS, NUMBER OF PLYS OF PIGGYBACK TRUSS TO MATCH BASE TRUSS. 5) CONCENTRATED LOAD MUST BE APPLIED TO BOTH THE PIGGYBACK AND THE BASE TRUSS DESIGN. 07/05/2018 AUGUST 1, 2016 LATERAL TOE-NAIL DETAIL MIi-TOENAiL [VJ□□® == == woo MiTek USA, Inc. ~[ID A Milek Aflll+al& MiTek USA, Inc. NOTES: 1. TOE-NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES WITH THE MEMBER AND STARTED 1/3 THE LENGTH OF THE NAIL FROM THE MEMBER END AS SHOWN. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE BOTTOM CHORD SPECIES FOR MEMBERS OF DIFFERENT SPECIES. SIDE VIEW (2x4) 3 NAILS SQUARE CUT I SIDE VIEW (2x3) 2 NAILS Page 1 of 1 TOE-NAIL SINGLE SHEAR VALUES PER NOS 2005 (lb/nail) NEAR SIDE FAR SIDE NEAR SIDE NEAR SIDE DIAM. SP OF HF SPF SPF-S " .131 88.1 80.6 69.9 68.4 59.7 z .135 93.5 85.6 74.2 72.6 63.4 0 -' ~ .162 118.3 108.3 93.9 91.9 80.2 .,; " .128 84.1 76.9 66.7 65.3 57.0 z 0 .131 88.1 80.6 69.9 68.4 59.7 -' to .148 "' 106.6 97.6 84.7 82.8 72.3 .,; " .120 73.9 67.6 58.7 57.4 50.1 z .128 0 84.1 76.9 66.7 65.3 57.0 -' 0 .131 88.1 80.6 69.9 68.4 59.7 .,; .148 106.6 97.6 84.7 82.8 72.3 VALUES SHOWN ARE CAPACITY PER TOE-NAIL APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) -16d (0.162" X 3.5") NAILS WITH SPF SPECIES BOTTOM CHORD For load duration increase of 1.15: 3 (nails) X 91.9 (lb/nail) X 1.15 (DOL). 317.0 lb Maximum Capacity .00° U2 U2 VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY 45 DEGREE ANGLE BEVEL CUT 45.00° / SIDE VIEW (2x3) 2 NAILS NEAR SIDE NEAR SIDE SIDE VIEW {2x4) 3 NAILS NEAR SIDE NEAR SIDE NEAR SIDE ,., .. -.~---- _\ _ ----l I------f L \ I ----~ FAR SIDE SIDE VIEW (2)l6) 4 NAILS NEAR SIDE FAR SIDE NEAR SIDE FAR SIDE SIDE VIEW (2x6) 4 NAILS NEAR SIDE NEARSIDE NEAR SIDE NEAR SIDE j_ 07/05/2018 AUGUST 1, 2016 LATERAL TOE-NAIL DETAIL MII-TOENAIL_SP MiT ek USA, Inc. c::Jc:::J ® [YJ□□ NOTES: == == woo MiTek USA, Inc. ~~[ID A Milak AtHliale 1. TOE-NAILS SHALL BE DRIVEN AT AN ANGLE OF 45 DEGREES WITH THE MEMBER AND MUST HAVE FULL WOOD SUPPORT. (NAIL MUST BE DRIVEN THROUGH AND EXIT AT THE BACK CORNER OF THE MEMBER END AS SHOWN. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE TWO SPECIES FOR MEMBERS OF DIFFERENT SPECIES. THIS DETAIL APPLICABLE TO THE THREE END DETAILS SHOWN BELOW OE-NAIL SINGLE SHEAR VALUES PER NDS 2001 (lb/nail) DIAM. SP OF HF SPF SPF-S "' .131 88.0 80.6 69.9 68.4 59.7 z .135 93.5 85.6 74.2 63.4 0 72.6 --' "' .162 108.8 99.6 86.4 84.5 73.8 '" "' .128 74.2 67.9 58.9 57.6 50.3 z 0 .131 75.9 69.5 60.3 59.0 51.1 --' "' .148 "' 81.4 74.5 64.6 63.2 52.5 '" VALUES SHOWN ARE CAPACITY PER TOE•NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) -16d (0.162" X 3.5") NAILS WITH SPF SPECIES BOTTOM CHORD For load duration increase of 1.15: 3 (nails) X 84.5 (lb/nail) X 1.15 (DOL) = 291.5 lb Maximum Capacity ANGLE MAY VARY FROM 30"T0 60° 45.00° ANGLE MAY VARY FROM 30°TO 60° VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY SIDE VIEW (2x3) 2 NAILS X NEAR S1DE SIDE VIEW (2x4) 3 NAILS NEAR SIDE NEAR SIDE NEAR SIDE 45.00° I/ NEAR SIDE SIDE VIEW {2x6) 4 NAILS NEAR SIDE NEAR SIDE NEAR SIDE NEAR SIDE ANGLE MAY VARY FROM 30°TO 60' 07/05/2018 Page 1 of 1 45.00° Roni Gardinier 2008 Cambridge Avenue Cardiff California 92007 EAST COt:NTY SOIL CONSULTATION AND E:'iGINEERING, INC 10925 HARTLEY ROAD SlilTE I SANTEE CALIFORNIA 92071 TEL. 619-258-7901 February 1 1. 2021 Project No. 20-l l-l7G3 Subject: Obsernllion of Footing Excarntions for New Accesso~ Dwelling tnit 2414 Ma_jano Place Reference• Carlsbad. California 92009 Geotechnical Investigation for Proposed Accessory Dwelling l'nit. 2-114 Majano Place. Carlsbad, California 92009, Project No. 20-l l-l7G3, Prepared by East County Soil Consultation and Engineering. Inc , dated August 20. 2020 Dear \1s. Gardinier In accordance with your request. we have observed the footing excavations for the new accessory dwelling unit at the subject site The footings ha,·e been excavated to the proper depth and width into competent bearing soil, (Santiago Formation) and are in compliance with the approved building plans Foundation exca,·ations. soil expansion characteristics and soil bearing capacity are in accordance with the referenced geotechnical report. In addition. the deepened footing excavations (below a depth of2 feet) may be tilled with lean concrete slurry mix (3-sack maximum). The footing excaYations abm c a depth of 2 feet should be filled with regular concrete per our report Footings should be reinforced per our repo11. In addition, the soils beneath the floor slab ha,·e been properly compacted as recommended in the referenced geotechnical investigation report. This oppo11unity to be of service is appreciated. lf you have any questions. or ,, e can be of' forther service, please do not hesitate 10 call or contact us Respectti.11ly Submitted. \1artin R. Owen. PE. GE Gcotcchnical Engineer • Roni Gardinier 2008 Cambridge Avenue Cardiff, California 92007 EAST COUNTY SOIL CONSULTATION AND ENGINEERING, INC. 10925 HARTLEY ROAD, SUITE "r' SANTEE, CALIFORNIA 92071 TEL. 619-258-7901 August 25, 2020 Project No. 20-l 147G3 Subject: Review of Building and Foundation Plans and Foundation Details for Proposed Accessory Dwelling Unit 2414 Majano Place Carlsbad, California 92009 Reference: I. Geotechnical Investigation for Proposed Accessory Dwelling Unit, 2414 Majano Place, Carlsbad, California 92009, Project No. 20-l 147G3, Prepared by East County Soil Consultation and Engineering, Inc, dated August 20, 2020. 2. Building and Foundations Plans for Gardinier Accessory Dwelling Unit, 7778 Madrilena Way, Carlsbad, California 92009, by James A Chinn, Architect. Dear Ms. Gardinier: In accordance with the request of James A Chinn, Architect we have reviewed the above referenced Building and Foundations Plans and Foundation Details for Gardinier Accessory Dwelling Unit. The plans were found to be in accordance with the recommendations presented in our referenced geotechnical report. Our firm should observe the foundation excavations for proper size and embedment into competent bearing soils. This opportunity to be of service is appreciated. If you have any questions, or we can be of further service, please do not hesitate to call or contact us. Respectfully Submitted, Martin R. Owen, PE, GE Geotechnical Engineer ...... •······--------------. .. ----·-··. ' -~---•··· EAST COUNTY SOIL CONSULTATION AND ENGINEERING, INC. 10925 HARTLEY ROAD, SUITE "I" SANTEE, CALU'ORNlA 92071 TEL. 619-258-7901 RECEIVED AUG 2 6 2020 CITY OF CARLSB/\.D BUILDING DiV:SION Roni Gardinier 2008 Cambridge Avenue Cardiff, California 92007 August 20, 2020 Project No. 20-l I 47G3 Subject: Geotechnical Investigation for Proposed Accessory Dwelling Unit 2414 Majano Place Carlsbad, California 92009 Dear Ms. Gardinier In accordance with your request, we have performed a geotechnical investigation at the subject site in order to determine the geotechnical site conditions and provide recommendations for design and construction of the proposed accessory dwelling unit. SCOPE OF SERVICES The following scope of work was performed for this investigation: 1~ 0 Site reconnaissance and review of published geologic and geotechnical reports and maps > pertinent to the project area. 0 0 Subsurface exploration consisting of drilling two test borings in the area of the proposed ADU. The test borings were logged by our project supervisor Collection of representative soil samples at selected depths. The obtained samples were placed in sealed containers and transported to the soil testing laboratory for subsequent analysis. 0 Laboratory testing of samples representative of the types of soils encountered during the subsurface exploration. 0 Geotechnical analysis of the field and laboratory data, which provided the basis for our conclusions and recommendations. 0 Production of this report, which summarizes the results of the above analysis and presents our findings and recommendations for the proposed construction. 1--0 • Geotechnical Inwstigation for Proposed Acccssor~ Dwelling Unit 2414 Majano Place Carlsbad, California 92009 Page2 August 20, 2020 Project No. 20-1147G3 ---------·-------.. -~--· ---------------------- SITE DESCRIPTION AND PROPOSED CONSTRUCTION The site location is shown on the attached Vicinity Map, Fi1:,'llre I The site is an irregular-shaped parcel, located on the east side of Majano Place in the City of Carlsbad, California. The property is presently occupied by a two-story, single-family residence. The building pad is relatively level. Vegetation consists of grass, shrubs and trees. The parcel is bordered by Majano Place to the west. Los Pinos Court to the east and similar homes to the north and south No plans were available at the time of our investigation However, it is our understanding that the proposed construction will consist of a one-story, wood framed ADU located at the rear, northerly portion of the lot The ADU will be founded on continuous and/or individual spread footings and will have a slab-on-grade floor. SUBSURFACE EXPLORATION AND LABORATORY TESTING Two test borings were drilled on August 7, 2020, to a maximum depth of approximately 5 feet below existing grade with a hand auger. The approximate locations of the test borings are shown on Figure 2. Logs of the test borings are shown on Figure 3. Following the subsutface exploration, laboratory testing was performed on selected soil samples to evaluate the pertinent engineering properties of the foundation materials. The laboratory tests consisted of in-place moisture content and dry density tests and an expansion index test. The tests were performed in accordance with ASTM standards. The test results are shown on the Logs of the Test Borings, Figure 3 and on the Results of Laboratory Tests, Figure 4. SUBSURFACE SOIL CONDITIONS The subsurface soil descriptions were interpreted from conditions encountered during the subsurface exploration and/or inferred from the geologic literature. Detailed descriptions of the subsurface soils and bedrock materials are presented on the logs of the test borings, Fi1:,'llfC 3. Isipsoil: Topsoil was encountered in the test borings to a depth of 6 inches to 1 foot The topsoil consisted of dark brown, dry to moist, loose and porous, silty sand with some organics (rootlets). Fill Fill soils were encountered beneath the topsoil in Test Boring B-2 to a depth of 2 feet. The fill consisted of tan brown_ moist, loose to medium dense, silty sand. l;Iedrock-Santiago Formation: Bedrock of the Santiago Formation was encountered below the topsoil and fill, at depths of I to 2 teet. The bedrock generally consisted of light gray, moist, medium dense to dense, silty sandstone. EAST COUNTY SOIL CONSULTATION AND ENGINEERING, INC. • Geotcchnical lm·csti~ation for Pro11osed Accessory Dwelling Unit 2414 Majano Place Carlsbad. California 92009 Page 3 August 20, 2020 Project No. 20-l147G3 ---------------·--··------------------- SOIL PROPERTIES a. Compressible Soils Loose, compressible topsoil and fill were encountered to a depth of I to 2 feet within the area of the proposed construction. Footings for the proposed ADU should be extended through the topsoil and fill into the underlying, dense, sandstone bedrock. b. Expansive Soils An expansion index test was pe1iormed on a representative sample of the sandstone bedrock. The results of the test are shown on Figure 4. An expansion index of O was obtained, which indicates the bedrock is non-expansive. GROUNDWAT~;R No groundwater was not encountered in the test borings. GEOLOGY From published geologic maps, the site is underlain at depth by sedimentary bedrock of the Santiago Fom1ation. There are no known geologic hazards such as landslides, liquefaction-prone areas, or earthquake faults at the site. However, the proposed residence is subject to ground shaking and possible damage from earthquakes on nearby, or more distant, active faults. SEISMIC DESIGN VALUES Seismic design values are presented on the attached Figure 5. CONCLUSIONS Construction of the proposed one-story ADU is feasible from a geotechnical standpoint provided the recommendations presented in this report are properly implemented during construction. RECOMMEND A TIO NS GR,\DJNG AND FILL COMPACTION a. Site Clearing The area of the proposed construction should be cleared of vegetation and other unsuitable materials, which should be properly disposed of off-site. The area should be thoroughly EAST COUNTY SOIL CONSULTATION AND £NGJNEERING, INC. Geot~-chnical Investigation for Proposed Accessory Dwelling Unit 24U Majano Place Carlshad, California 92009 Page 4 August 20, 2020 Project No. 20-1147GJ inspected for buried objects that need to be rerouted or removed prior to construction. All holes, trenches, or loose soil pockets left by the removal of these objects should be properly backfilled with compacted fill materials. b. Removal and Recompaction of Loose Surface Soils Beneath Floor Slabs Beneath floor slabs, the existing, loose topsoil and fill, encountered in our test borings to a depth of l to 2 feet, should be removed and recompacted to at least 90 percent relative compaction. Actual removal depths should be determined by our field representative. c. Compaction and Method of Filling All fill and trench backfill should be compacted to a mm1mum relative compaction of 90 percent as determined by ASTM Dl 557. Fill should be placed at a moisture content slightly above optimum moisture content, in lifts 6 to 8 inches thick, with each lift compacted by mechanical means. d. All grading, fill placement, and compaction should he performed in accordance with the grading requirements of the City of Carlsbad. Fill placemt-"llt and compaction should be observed and tested as necessary by our field representative. TEMPORARY SLOPES Temporary vertical slopes and excavations should not exceed 5 feet in height. Any temporary slopes and excavations greater than 5 feet in height should be shored or laid back at a 1: l (horizontal to ve1tical) slope ratio. CAL-OSHA guidelines for trench excavation safety should be implemented during construction EROSION CONTROL Due to the sandy nature of the on-site soils, areas of recent grading or exposed soils may be subject to erosion. During construction, surface water should be controlled via berms, gravel/ sandbags, silt fences, straw wattles, siltation or bioretention basins, positive surface grades or other method to avoid dan1age to the finish work or adjoining properties. All site entrances and exits must have coarse gravel or steel shaker plates to minimize oftsite sediment tracking. Best Management Practices (BMPs) must be used to protect storm drains and minimize pollution. The contractor should take measures to prevent erosion of graded areas until such time as permanent drainage and erosion control measures have been installed. After completion of grading, all excavated surfaces should exhibit positive drainage and eliminate areas where water might pond. EAST COUNTY SOIL CONSULTATION AND ENGl:'liEERlNG, l:'liC. Gcotcchnical Investigation for ProJJOscd Accessory Dwelling Unit 2414 Majano Place Carlsbad, California 92009 ·---·------ FOUNDATIONS AND FLOOR SLABS Pages August 20, 2020 Pro,iect No. 20-1147G3 • Footings for the proposed one-story ADU should be founded at least 6 inches into dense, sandstone bedrock Bedrock was encountered in our test borings at a depth of I to 2 feet. Accordingly, anticipated footing depths will vary from approximately 1.5 to 2.5 feet below existing grades. Footings should have a minimum depth of 18 inches below building pad grade or lowest adjacent, finished grade, whichever is deeper. • Continuous footings should be at least 12 inches wide and reinforced with a minimum of four #4 ,teel bars, with two bars placed near the top of the footings and the other two bars placed near the bottom of the footings. Individual footings should be at least 18 inches square and reinforced with a grid of#4 bars spaced 12 inches on centers (each way) and placed on concrete blocks at the bottom of the footing. • Floor slabs should be at least 5 inches thick and reinforced with #4 bars placed at 18 inches on centers in two directions in the middle of the slab. The reinforcing steel should be supported on steel chairs or concrete blocks. Floor slabs should be underlain by 2 inches of clean sand over a I 0-mil visquccn moisture barrier over 2 inches of clean sand. To minimize the potential for shrinkage cracks, foundation and floor slab concrete should have a minimum compressive strength of 3,000 psi. Special testing of concrete is not required. Some shrinkage cracks are still possible. • An allowable soil bearing value of 2,000 pounds per square foot may be used for the design of continuous and individual spread footings. This value may be increased by one-third for short term wind or seismic loads. Total and differential settlements of½ inch may be assumed. • Lateral loads may be resisted by an equivalent fluid passive soil pressure of 300 pounds per cubic foot. A coefficient of friction of 0 4 may also be used. If passive and friction values are used together, the friction value should be reduced by one-third. • All footing excavations should be inspected and approved by our field representative. Footing excavations should be thoroughly cleaned prior to inspection. • For design purposes, total and differential settlements of\1, inch may be assumed. DRAINAGE Adequate measures should be undertaken so that drainage water is directed away from the foundations, footings, floor slabs and the tops of slopes via rain gutters, downspouts, surface swales and subsurface drains towards the natural drainage for this area. As required in the California Building Code, a minimum gradient of 2 percent is recommended in hardscape areas adjacent to the structure. In exposed soil areas, a minimum gradient of 5 percent away from the structure for a distance of at least 10 feet should be provided. If this requirement cannot be satisfied due to site EAST COUNTY SOIL CONSULTATION AND ENGINEERING, INC. Geotcchnical ln,·estigation for Provosed Accessory Dwelling Unit 2414 Majano Place Carlsbad, California 92009 Page6 August 20, 2020 Projt-ct No. 20-1147G3 limitations, drainage can be accomplished with a swale in accordance with Section 1804 4 of the California Building Code. Earth swales should have a minimum gradient of2 percent Surface water should be directed to approved drainage facilities. Proper smface and subsurface drainage will be required to minimize the potential of water seeking the level of the bearing soils under the foundations, footings and floor slabs, which may otherwise result in undermining and differential settlement of the structure and other improvements. LlMlTATIONS OF INVESTIGATION Our investigation was perfom1ed using the skill and degree of care ordinarily exercised, under similar circumstances, by reputable soil engineers and geologists practicing in this or similar localities. No other warranty, expressed or implied, is made as to the conclusions and professional advice included in this report. This report provides no warranty, either expressed or implied, concerning future building performance Future damage fium geotechnical or other causes is a possibility. This report is prepared for the sole use of our client and may not be assigned to others without the written consent of the client and ECSC&E, Inc. The samples collected and used for testing, and the observations made, are believed representative of site conditions; however, soil and geologic conditions can vary significantly between exploration trenches, boreholes and surface exposures. As in most major prc.:jects, conditions revealed by construction excavations may vary ,vith preliminary findings. If this occurs, the changed conditions must be evaluated by a representative of ECSC&E and designs adjusted as required or alternate designs recommended. This report is issued with the understanding that it is the responsibility of the owner, or of his representative to ensure that the information and recommendations contained herein are brought to the attention of the project architeLi and engineer. Appropriate recommendations should be incorporated into the structural plans. The necessary steps should be taken to see that the contractor and subcontractors carry out such recommendations in the field. The findings of this report are valid as of this present date. However, changes in the conditions of a property can occur with the passage of time, whether they are due to natural processes or the works of man on this or adjacent properties. In addition, changes in applicable or appropriate standards may occur from legislation or the broadening of knowledge. Accordingly, the findings of this report may be invalidated wholly or partially by changes outside of our control. Therefore, this report is subject to review and should be updated after a period of two years. ADDITIONAL SERVICES The review of plans and specifications, field observations and testing under our direction are integral parts of the recommendations made in this report. If East County Soil Consultation and Engineering, Inc. is not retained for these services, the client agrees to assume our responsibility for any potential claims that may arise during construction. Observation and testing are additional services, which are provided by our firm, and should be budgeted within the cost of development. EAST COUNTY SOIL CONSULTATION AND ENGINEERING, INC. Gcotechnical Investigation for Pro11oscd Accessory Dwelling Unit 2414 Majano Place Carlsbad. California 92009 Page 7 Allj.'IISI 20, 2020 Pro,ject No. 20-1147G3 This opportunity to be of service is appreciated. If you have any questions, or we can be of further service, please do not hesitate to call or contact us. Respectfully Submitted, Martin R. Owen, PE, GE Geotechnical Engineer Attachments: Figures l through 5 EAST COUNTY SOIL CONSULTATION AND ENGINEERING, INC. Gcotechnical hn-cstigation for Proposed Accessory Dwelling Unit 2414 Majano Place Carlsbad, California 92009 -~! -:C ., M .at C?t st.»a j\ wa -rut S.r.'lerce~~.,. !! f ::. ( I~ FIGURE 1 VICINITY MAP 0 2414 Majano Pl. Carlsbad. CA 92009 P:1ge8 August 20, 2020 Project No. 20-l 147G3 t • EAST COUNTY SOIL CONSULTATION AND ENGL~EERlNG, INC. Gcotcchnical lmestigation for Pro1>osed Accrssm1 D\\elling Unit 2414 Majano Place Carlsbad, Califomfa 92009 FIGURE 2 LOCA TlONS OF TEST BORINGS LEGEND Pagc9 Au~ust 20, 2020 Project No. 20-1 U7G3 8-2 • APPROXJMATE LOCATION OF TEST BORING EAST COU TY SOIL CONSULTATION AND ENGINEERING, INC. Geotechnical Investigation for Pro11osed Accessory Dwelling Unit 24 U Majano Place Carlsbad, California 92009 DEPTH Surface 10' 3.0' DEPTH Surface 0.5' 2.0' 4.0' FIGURE 3 LOGS OF TEST BORINGS BORING B-1 SOIL DESCRIPT!Ol\ TOPSOIL dark brown, moist. loose, silty sand with rootlets BEDROCK-SANTIAGO FORMATION light gray. moist, dense, silty sandstone bottom of boring, no caving, no groundwater Boring backfilled 5/20/2020 BORING B-2 SOIL DESCRIPTION TOPSOIL dark bro,m, moist, loose, silty sand with rootlets FILL tan bro,,11. moist. loose to medium dense, silty sand BEDROCK-SANTIAGO FORMATION light gray, moist. dense, silty sandstone bottom of boring, no caving, no groundwater Boring backfilled 5/20/2020 Y = DRY DENSITY IN PCF M = MOISTURE CONTENT IN% Page 10 August 20, 2020 Project N<> 20-1147GJ y M y M 110.7 13.9 EAST COUNTY SOIL CONSULTATION AND ENGINEERING, INC. ·----------·~ GL'Otcchnkal lmestigation for Proposed Accessory Dwelling llnit 2414 Majano Place Carlsbad, California 92009 ----------·--·-- • ~ST LOCATION I B-1,~ !S FIGURE 4 RESULTS OF LA.BORATORY TESTS INITIAL MOISTURE CONTENT (%) 9.8 EXPANSION INDEX TEST (ASTM D 4829) I SATURATED INITIAL EXPANSION ! MOISTURE DRY INDEX CONTENT(%) DENSITY (PCF) 18.9 1 · 107.3 t) '------'------~-----~----~-- Page 11 August 20, 2020 ProjL'Ct No. 20-l 147G3 EXPANSION POTENTIAL NON- EXPANSIVE EAST COUNTY SOIL CONSULTATION AND ENGINEERING, INC. Gcotccbnical Investigation for Proposed Accc~so1)' Dwelling Unit 2414 Majano Place Page 12 Au~,ust 20, 2020 Pro.iect No. 20-IU7GJ Carlsbad, California 92009 FIGURE 5 SEISMIC DESIGN VALllES The following CBC seismic design values may be used. 2414 Majano Pl, Carlsbad, CA 92009, USA I I f Oate Duign Code Reference Document Risk c..tegory Site Class Type Value Ss l.023 S: 0.37 S,.,s 1.116 S~•l null -See Section 11 4.8 S.:s 0.744 SJ: null -See Se-ction H.4.8 Type Value soc null -See Section 11.4 8 F. 1091 F. null -See Section 11.4.8 Description O.scription 8/17/2020, 3:07:32 PM ASCU-16 a D · Stiff Soil MCE-ground motion. (for 0.2 second period) ~~CE~ ground motion. (for ! Os period) Site-modified spectral acce-lerntion value Site-mudified specoal acceleration value Numeric seismic design value at 0.2 second SA Numeric seismic de~ign value at 1 0 s~ond SA Seismic design category Site amplification factor at 0.2 second Site amplification factor at 1.0 second EAST COUNTY SOIL CONSULTATION AND ENGINEERING, INC. {Cityof Carlsbad This form must be completed by the City, the applicant. end the appn,pnai. school dlslricts and returned to the City prior to Issuing a bulldlng permit. lhe City win not Issue any bulldtng permit without a c:umpleted sdlool IN form, Proiect # & Name: Permit#: Project Addnlsa: Asaeaaor's Parcel#: Project Applicant (Owner Name) CBR2020-1377 L,::, V c.D tl!:C 1 6 2020 2414 MAJANO Pl~ , , IT 1 (h-1-.., P._ ;--; L ~-) ;_\-'\ O 2550810800 BUI( Qi\'(' [JI' IP l DivlCN TIIUST GARDINIER RONI Residenllal SqU819 Feet: New/Additions: -------------It- Second DwelUng Unit: =864:::;_ ___________ _ Commen:1a1 Sq-Feet: New/Add'dions: ______________ _ City Cenilication:aty of Carlsbad Buiklillfl Division Date: 11/02/202D Certllication of~ The -ew:uting 1h18 dedarallon ("Owner') cedlfies under penally of pe,jury -(1) 1he ~ pnwided -Is ""'11ICt and we to lhe beet of the Owner's ia-tedge, and -lhe Owner will lie an ama,lded certification of payment and pay tile addltlonel fee If Owner ~ an -in the n..,.ber of dwelling units or aquare footage attar the buldi1g pormlt Is iuued or W tna 1.- detennination of w1ila or -footage is found to be incomlct, and -(2} tna Owner Is the owner/deve1_. of the -deaalbed prajecl(a). or -the PfflOII ew:uting this dedaratian 1s audloriz8d to a1gn an behalf of the owner. • Celtebad Unified Schoul Dlnlct 6225 El CaminO Real Carlsbed CA 92009 Phone: (760) 331--5000 Ill Enctnlta 11n1on 8clloOI Dllltrlct 101 South RanchO Sanla Fe Rd Encinilall, CA 92024 Phone: (760) 944 ◄300 x11ee San Dlllgullo Union H.8. 684 Requeza Or. Encinitas, CA 92024 Phone: (760) 753-6491 Ext 5514 (By Appl. Only) • San --Unified Sch. . 255 Pico Ave Ste. 100 San Man:os, CA 92089 Phone: (780) 290-2649 Contact Katherine Maroelja (By Appl.only) -Villla Unified Scho.,I Dlnlc:I 11!!!!1 1234 Arcadia Drive Vlsla CA 92083 Phone: (760) 726-2170 x2222 SCHOOL DISTRICT SCHOOL FEE CERTIFICAffON (To be completed by the school dlstrk:t(s)) THIS FORM INDICATES THAT THE SCHOOL DISTRICT REQUIREMENTS FOR THE PROJECT HAVE BEEN OR WILL BE SATISFIED. The u»d••lgnad, balng dlllJ' llllthoibed bi U. -II I le School~ -tin. tllllt tlNL deu,ap•, bulW.., or owner ha utfafled the obllg-for 8dlool fac:IUU.. 1111a la 1D ~ that the applicant llalied on page 1 ha paid •H --ar complaled aa.. ■ppllcallle 9Chool mllllJlltlon dR8mlnlld bJ the Scllool Dlatrlct. The City may,_ building parmlla for ... ~-'7,/4.. A,l,(t,.. Slgnalunt of Aulholiz:ed School Dlslrk:tOlllclal:_ -----------------John Addleman / -/, Tille.: ___ _::.D:!:.i1:::;·cr.:,;.t.:,:anr:..;n,;..f.:.Jl,,_,_)r,..,r.~rji.i.r"'...,lll&.__ __________ 0.: //. //5' (,i?O Fh:"': ,;;•I M.v1::r:cmes.tn Dlogulto Union High School District Name of School District: __ ----------Phone: zw-753--htM/ community• Economic Development -Bulldl119 Division 1635 Fanldav Avenue I Carlsbad, CA 92008 I 760-602-2719 I 7fi0.602-8558 fax I bullding@cartsbadca.gov Ccityof Carlsbad CERTIFICATION OF SCHOOL FEES PAID This fo~m must be completed by the City, the applicant, and the appropriate school districts and returned to the City prior to Issuing a bulldlng permit. The City wlll not issue any building permit without a completed school fee form. Project# & Name: Penni!#: Ill cartebad Unffled School District CBR2020-1377 6225 El Camino Real CarlSbad CA 92009 Project Address: Assessor's Pan:el #: ,,-Phone: !r-; ~ 2414 MAJANO PL 2 / 2550810800 ii Encinitas Union School Diitrlct I 101 South RanchO Santa Fe Rd TRUST GARDINIER RONI Encinitas, CA 92024 Project Applicant: (Owner Name) RE'..,_••-,.,' ··\ ''""•'·.en, ,,,~ ",.J' ~ ~ ~ ':/ i,.-',;,.,.,.' ~ ----PhOne: (760) 944--4300 x1166 , ~ u---~ Resldantlal Square FN New/Additions: t DEC 1 6 2020 Second Dwelling Unit: Commercial Square F 864 CITY 0.'· ,~ · -·,i :~; ·.\D " BO/LU:r<~~ L_-. ;\.":'Si(.);·✓ eet New/Additions: City Certification: City of cartsbad Building Division Date: 11/02/2020 ars. The person executing this declaration ("Owner') certifies Certification of Applicant/Own under penalty of peljury that best of the Ownefs knowted payment and pay the add dwelling units or square loo determination of units or aquare the owner/developer of the declanition Is authorized to 8111 (1) the information provided above Is conect and true to the ge, and that the Owner wiU file an amended certificetion of itional fee ff Owner requests an increase in the number of tage after the building pennlt is issued or ff the initial loolage is found to be incorrect, and thet (2) the Owner is above described projec:l(s), or that the person executing this · non behalf of the Owner. San Dtegu 684 Requeza Dr. Encinitas, CA 92024 Phone: (760) 753-6491 Ext 5514 (By Appl. Only) ~ San Man:os Unified Sch, Dlstttct 255 Pico Ave Ste. 100 San Marcos, CA 92069 Phone: (760) 290-2649 Contact: Katherine Marcelja (By Apptonly) Lffi Vista Unffled School District 1234 Arcadia Drive Vista CA 92083 Phone: (760) 726-2170 x2222 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. The undersigned, being duly authorized by the applicable SChool District, certlfl• that the devel_, 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 d-lned by the SChool District. The City may Issue building permits for this project. Signature of Authorized S~I Distrid Official: ~~4 ;i),hcldS TIU;i?w~ tW: • , Name of School District: brl(! ltz1/;r2 J,/n1fJt} 2l,J)5f Community & Economic Development -Building Division Date: Phone: 1110, 9'/9,(/!i)O K/U,t, 1635 Faraday Avenue I tarlsbad, CA 92008 I 760-602·2719 I 760-602-8558 fax I building@carisbadca.gov I (Cityof Carlsbad SEWER DISTRICT CERTIFICATION 1111 Leucadia Wastewater District 1960 La Costa Ave. Carlsbad, CA 92009 (760) 753-0155 -V■llecitos Water District 201 Vallecltos de Oro San Marcos, CA 92069 (760) 744-0460 The following project has been submitted for building permits: Plan Check #: Permit#: CBR2020·1377 Property Owner: GARDINIER RONI Project Address: 2414 MAJANO PL # 2 Assessor's Parcel #: .:.25:::5:,0:::Bc:.10:::8:,00::.... ___________________ _ Project Description: GARDINIER: 864 SF DETATCHED ADU City certification: City of Carlsbad Bull ding Division Date: November 02, 2020 -~-----~~------ Please Indicate in the space below that the owner has entered Into an agreement to have your agency provide public sewer service to the premises, and/or If the existing service Is adequate for this project and all required conditions have been satisfied. Permits will not be Issued until this form Is completed and returned to our office. . ....... ................................ . ................. --..................................... ............................................................... ......... . . ' . ' : : : This space to be completed by District Personnel : . . . . . . . . : I certify the district requirements for sewer service have been satisfied. : . . . . . . . . . . . . . . 1 Approved by: c/24,.,..,.,.. ~a Date: jq;/,,f / ;;lo ~ i FIELD SERVICES SPECIALIST 1 , Title: , . ---------------------------. : : ................................................................................................................................................................................................................. ., Community & Economic Development -Building Division 1635 Faraday Avenue, carlsbad, CA 92008-7314 I 760-602-2700 I 760-602-8S60 f I www.carlsbadca.gov LEUCADIA WASTEWATER DISTRICT SEWER SERVICE PERMIT Permit Number S1lQsm P it,. fo--· .; ·j·-~ :: ; .'~I-./1."'t. i;\~, •· ':" ·., · ''":-<; •.";,',. : • . , .,. • :: • -··· ,,;; ,-jj, './:; · 'fJl'ffl R .. ,, ... uon.~ .. :•~ -. )~ ..... (:,~;-.:.•-· .. -~..Y.~-.· .... \. _ ... ~, ..... ,_.· -.~1_;,· • •• .• New Service D Change to Existing Service 181 Type of Pennlt: Supplemental Pennit Preexisting Pennlt No: New Permit No: Number of Additional EDU Granted: Domestic 181 Industrial O Food Services Establishment 0 Private Pump Station O ADU Waiver 181 Multi-Unit Lateral D 005122 S005122 Date Issued: __ Date Issued: 12/14/2020 Existing EDU: 1.0 Total EDU to Date: 1.50 Speclal Conditions Required and Attached: Yes D No L8I Date Issued: By: IAN RIFFEL Print Name fees Collected: •~:.If.~t~\f.' Tax Billing to Commence July 1, ml, EnclnJ, w.stewat.. ·. ~-~ ~ Required: Yes D Pennit Number: 12/14/2020 tfla.~-rt.O s~ Capacity Fee: $ 2.544.50 Reimbursement Fee: $ _ No L8I Prorated Sewer Service f'ee: $ 0.00 Total Fees:$ 2,544.50 Date Issued: . . .. ' .. _.. ""': ..... -.,.,~N\.:<. ~ i f:-:/~ ~. · ~:-_... .. -: · ),; .. Jt~i' ....................... ~"'--~-..... .,~-~ - Name and Address, Phone: RONI GARDINIER (760) 633-5746, 2414 MAJANO PLACE CARLSBAD, CA 92009. NEW 864 DETACHED ADU. 1 Assessor's Parcel Number: 255-081-08-00 Type of Building: ADU Number of Units: 1 Page 1 of 4 STORM WATER POLLUTION PREVENTION NO.!£.~ A.l.l 1'1!.ctS'SAA" (O(Jlf'll!:NT J.>jO 1,0.7!:.t<IAl'S S;l;lit Sf A.~.\!;.A,SL( °" 9Tt !O tACli.!lATr /0..P·C iNSi.\UJt,.),I Cf' E!fOS!CU o\',:D SCT)~f>H w.'.TROI. 8UP1 M'i /!MN !S (UWWl 2. Th( 0~/CO>t;-JU,ClOA $H->,U, l<(STOltt AU t!<OSlefl UlN".ROl DEW'B 1'0 'M'.JRKN;'.; OkntR 10 wt SAt5FACf-0N (£ TH[ OTY lN$P[ClM AfTrR t,I.Q< l!l.m-Cff i,;.c-~ ~ANrM,L 1W: O~!J?/CC,i.mAC100 ~Alt lN'.irm ,\OOIT-OflAL LJWSlG>. CONTI<Ol l.CAS,11£5 AS 11.\Y !l( RCQ<.,J<:!:D BY Tl-IE Cl"( INSl'rclOll l)l,,'f 10 •kCOilf'Lri! ~11:».'C O,:,(RAt-Ot;S ~ l!NfOO(Sfill tllm:usrf,,NCfS l'tffie½ LIAY Ml\st .t Ail. RD,IOVABU 0R01!Cnvt ocvas 9-lilll. El! N f'LAH .I.T ~ [140 or [AOi ~IN\, DAY W!-0. TH( 11\.! 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IS 511llo![Jo/T ~ 10 AVYO M: 1:XP0$1J:1C Cf smRII WA.WI ttl C.."li~'i"!l'\X;1'IO>I i!RATtl:I POU\lt.i..,,TS, A'<l) (1} ;t,O>i(!!{ !0, AIIO AT 1-U Tlltlts. co,F\.I' 'Mll< WlS CW( M'J'R0.0 N111 CO!i~TllVCOCfl !/V,I>,'~ ntl'l)l)(:t<OOT Tl£ t'Nl!AOON or 1:1,:t i;cNSTRUCrotl ACTlVrfi Ui'.'Tll Tl£ COOSW.Ji:tOO W(lR)( ,S (:zyl<~"!_ MO A?Plttl\!l) !lY Clf"'Of"UR!..~ '/JI " STORM WATER COMPLIANCE FORM TIER 1 CONSTRUCTION SWPPP E-29 CB,', -;ow·/~ 17 SW ---'ll ' i " tn i • i I H, ! ! r ! j ]!,,l Ii-I t • j I i s l l, h ii·i j! Hib M j I £. k • i l iJ f H u H i_ ~ ' 6 • ~J% ~ ~ . ~ ~ ~ • 1. • . • ; I~ -I .., "'l "' ' • ''' " " ~' ,,,,:" 8 •·• • " 12'+=-+-• i -,-i=;:- I '-·-·· fe1tr.,,:1,i,n, 1. CN11:1 t"• /,.0'< fa tile It!\ o' o:: IIPt,,c::tl, W,,Jl"""lion oc!M1~ (/hl w,,,,-.,) t~l•\! lo C,:,:,.,' ~ ,,..,u11a:t,:r. t ~= ~p\ ~ ~~! t v~ tt..1,':il!J c'!-;~;~ ~• i:-ih1~r• ~=r:{'U ~~t 5='!:i~1f)~t,'j;= {,g.Yf;J ~J.,,:._""""'· o--- 3. ~~-b t"-' C¼Q~ ~hvci;,,, !>w>d~""'• for "''"""'!.,... 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SHOW THE LOCH"IONSOFALL CliOSEN BMA ABOVE ON THE PROJECTS SITE Pt..AN-£ROS!DN CONTROL PJ.AN SEE THE REVERSE SIDE OF THIS SHEET FOR A SAMPLE EROSION CONTROL PLAN C<l'\$\'l.it!>Oh J">,;"'>i b SW,,-!hi.er Oud~y (::,--1:i&,) 0111n"..N ci(u:,w , f REY 02/HI A~ S{•mpra Lnt~rgy vM1ty· ELECTRIC UNDERGROUND METER & SERVICE LOCATION Customer Copy Notification #: 300000344738 Job#: 530000196400 I TB: 1147-G3 Wanted Date: ON INSPECTION Date Prepared: 07/02/2020 Customer Type: Residential(1-2 Units) Service Type: UG SERVICE REWIRE/RELOCATION Project Title: RONI GARDINIER-NC SOT Project Address: 2414 MAJANO PL J Project City: CARLSBAD Additional Address Info: 2414 MAJANO PL #2 Customer POC: RANDY RIMMER Customer Phone#: 619-548•8886 SDGE Contact: Service Coordinator Contact Info: SUSAN PRICKETT,760-476-7611 I I Traffic Control Permit Required I XISDG&E Application Required-Call: 1-800-411-7343 Excavation/Encroachment Permits Required By: Customer Municipal Inspection required By: CITY OF CARLSBAD I Temp Service Charge due on First Bill$ 0.00 SERVICE ATTACHMENT POINT AND/OR METER LOCATION: Install new 200amp 'dual meter panel at new location as shown on sketch (provide 36" separation from SDGE gas riser).Maintain 3x3 clear & level working space at panel (SDGE SG507)and label panel with serving addresses.Customer to provide all excavation, trenching, 3~conduit, backfill, compaction, ¾" pull tape,& surface repair from handhole to new meter panel.Call 800-411-7343 to place billing application for new meter. Call 760-476-5611 prior to trenching to arrange a joint meet with SDGE trench inspector & to schedule a disconnecVreconnect provided SDG&E receives City inspection by 2pm on the same day the crew is scheduled. Contact Net Meterina al:www.SDGE.com/NEM for all Solar auestions.Place a placard on panel defininq all Solar infomation. Station ID#: 1117-417 Structure#: SH429730 I Joint Trench With: Handhole Installed By: Handhole Lid Shall Read: Standards Page: Ladder Arms: Stop Trench; from Pole Riser Quad: Bend Installed By: SDG&E Bend Type; HANDHOLE Bend Info: 3" 90 DEG 36"R 0660 Conduit Installed By: CUSTOMER Conduit Size: 3" Service Panel Rating: 200 Number/Size of Main Switch: 200MAX I Voltage: 120/240 # of Wires: 3 Phase: 1 Utilities Maximum Contribution to Fault Current: 10000 Metering: Self-Contained Meter Clips: 4 Meter height --4'0" min. (3'0" min. for multiple installation) --6'3" max. From finish grade to centerline of meter base. Meters are required to be readily accessible 24 hours per day. Meters must be located in a safe area free of any potentially hazardous or dangerous condition. Provide 3-ft. x 3-ft. clear and level working space in front of meter. Where meter room is proposed, contact the planner at the nearest SDG&E office. Meter bases and meter service disconnects must be located at or immediately adjacent to each other and be identified with address and unit number. PROCEDURE FOR INSTALLATION 1. PHONE DIG ALERT "811" AT LEAST TWO DAYS PRIOR TO TRENCHING FOR LOCATION OF UNDERGROUND UTILITIES. 2. Phone Service Coordinator at 760~76-7611 for the following: -3 Working days prior to trenching to arrange pre-meet with inspector and initiate trenching process. -After excavation of trench, installation of conduit and service entrance equipment at meter location, CALL FOR INSPECTION. Do not cover conduit without inspector's written approval to backfill. -When trench is backfilled and compacted. CALL FOR INSPECTION. -If service entrance equipment is installed after backfill, CALL FOR INSPECTION OF THE EQUIPMENT. 3. Meter cannot be set until inspector has approved installation, including service equipment, and receipt of city/county/state inspection Additional Information: L_Pight of Way Required Assessor's Parcel Number: To minimize the electrical outage, you are advised to schedule a morning disconnect with an afternoon reconnect. There is no charge for this service. Before you change out your meter consider (1) SDG&E needs advance notice to schedule a crew and (2) SOG&E will not reconnect the service without municipal approval on the new panel. Please contact the City regarding pennits and inspections. City inspection should be received prior to 2:00 p.m. on the same day as the disconnection of service to allow the SDG&E crew enough time for reconnection of the service on the same day, If SDG&E encounters hazardous or toxic material while performing construction of your project, SDG&E will halt work immediately and it will be your responsibility to remove and or clean up all hazardous or toxic material prior to SDG&E continuing construction. SDG&E shall have no liability or obligation whatsoever to cleanup, remove or remediate any hazardous or toxic materials discovered during the course of construction unless it is through negligence of SDG&E Customer-owned facilities to receive gas service are subject to all applicable local and state of California inspection authority requirements. Building address and/or houseline must be permanently identified prior to meter set. Information on this sheet is void after six (6) months. Keep this notice with building permit. Planned By: Teri Bowers I Phone#: 7604765616 soa; A~ Sempra Energy ut,tity = CUSTOMER TO TRENCH AND INSTALL NEW J" CONDUIT FROM HANDHOLE TO NEW PANEL LOCATION {APPROX 35FT! ,,--;--------------.. .,,...... .. ......... , ... , ' / ' , ' , ' , ' , ' , ' , ' , ' , . , . , . , . , . 2414 & 2414 #2 . . 5H42945Go \ , ' ' ~ l MAJANO Pl ' • • • • • ' • • • • • ' • ' ' ' ' ' ' • ' • ' ' ' ' ' ' ' ' ' ' , , ' , ' , ' ' ' ' • • ' • • 1117-417 e:/ 1-25 NOD 03302569170 ELaosouE EXISTING UG SERVICE (TO BE REMOVED) Project Address: 2414 & 2414 #2 MAJANO PL, CARLSBAD Notification #: 3-344738 Planner Name: TERI BOWERS Planner Phone#: 760-476-5611 Last Revised: July 2, 2020 INST ALL NEW 200AMP DUAL ELECTRIC METER PANEL IN NEW LOCATION (PROVIDE REQUIRED 15" CLEARANCE FROM SOGE GAS RISER) Know what's below. Call 811before JOUdig. t N I I C Cicyof Carlsbad PURPOSE CLIMATE ACTION PLAN CONSISTENCY CHECKLIST B-50 Development Services Building Division 1635 Faraday Avenue {760) 602-2719 www.carlsbadca.gov This checklist is intended to assist building permit applicants identify which Climate Action Plan (CAP) ordinance requirements apply to their projects. The completed checklist must be included in the building permit application. It may be necessary to supplement the completed checklist with supporting materials, calculations or certifications, to demonstrate full compliance with CAP ordinance requirements. For example, projects that propose or require a performance approach to comply with energy-related measures will need to attach to this checklist separate calculations and documentation as specified by the ordinances. NOTE: The following type of permits are not required to fill out this form ❖ Patio I ❖ Decks I ❖ PME (w/o panel upgrade) I ❖ Pool .o111 If an item in the checklist is deemed to be not applicable to a project, or is less than the minimum required by ordinance, an explanation must be provided to the satisfaction of the Building Official . .o111 Details on CAP ordinance requirements are available on the city's website . .o111 A CAP Building Plan template (form B-55) shall be added to the title page all building plans. This template shall be completed to demonstrate project compliance with the CAP ordinances. Refer to the building application webpage and download the latest form. Project Name/Building PermitNo.: GARDINIER ADU Property Address/APN: 2414 MAJANO PLACE Applicant Name/Co.: JAMES CHINN BPNo.: C1sR2.o2.o --rs+? ApplicantAddress: 2120 JIMMY DURANTE BLVD. #114 DEL MAR, CA. 92014 Contact Phone: 858-755-5863 Contact Email: jameschinn400@gmail.com Contact information of person completing this checklist (if different than above): Name: Company name/address: B-50 Contact Phone: Contact Email: Page 1 of 6 Revised 08/19 City of Carlsbad Climate Action Plan Consistency Checklist Use the table below to detennine which sections of the Ordinance Compliance checklist are applicable to your project. For alterations and additions to existing buildings, attach Building Pennit Valuation worksheet. Building Pennit Valuation (BPV) from worksheet: $130,464.00 A high-rise residential building is 4 or more stories, including a J ~ Residential Low-rise High-rise mixed-use building in which at least 20% of its conditioned floor area Is residential use 0 New construction 2A, 3A, 1B, 2B, 4A 3B,4A ~ Additions and alterations: □ BPV < $60,000 NIA -NIA All residential additions and alterations ~PV ~ $60,000 ~' 1-2 family dwellings and townhouses with attached garages □ Electrical service panel upgrade only I A,~ 4A only *Multi-family dwellings only where interior finishes are removed □ BPV ~ $200,000 1A, 4A* 1B, 4A* and significant site work and upgrades to structural and mechanical, electrical, and/or plumbing systems are proposed D Nonresidential □ New construction 1B, 2B, 3B, 4B and 5 I □ Alterations: □ BPV ~ $200,000 or additions ~ 1,000 1B, 5 square feet □ BPV ~ $1,000,000 1B,2B,5 Building alterations of~ 75% existing gross floor area □ ~ 2,000 sq. ft. new roof addition 2B,5 1 B also applies if BPV ~ $200,000 .: .... ,, ·.: ., . \ ':·· ·.' .' . ' . . '. ''_-·, : ,, . ·: ,': -''.·" ' . . . --.· .. ,,," -: 1.·' . <-., ,_ .... 'I• !' 'f1, ( • :.-. Please refer to cartsbad Municipal Code (CMC) sections 1821.155 and 18.30.190, and the catifomia Green Building Standards Code (CALGreen) for more i formation when completing this section. A Residential addition or alteration :!: $60,000 building permit valuation. D NIA. _________ _ CMC section 18.30.190. D Exception: Home energy score 2: 7 (attach certification) Year Built Single-family Requirements Multi.family Requirements □ Before 1978 Select one: □ Duct sealing □ Attic insulation □Cool roof □ Attic insulation □ 1978 and later Select one: □ Lighting package □ Water healing Package D Between 1978 and 1991 Select one: D Duct sealino D Attic insulation □Cool roof ~2andlater Select one: D Lighting package □ Water heating package B. D Nonresidential* new construction or alterations :!: $200,000 building permit valuation, or additions :!: 1,000 square feet □ NIA Updated 8/15/2019 2 City of Carlsbad Climate Action Plan Consistency Checklist See CMC 18.21. 155 and CALGreen Appendix A5, Division A5.2-Energy Efficiency. AS.203.1. 1 Choose one: D . 1 Outdoor lighting D .2 Warehouse dock seal doors D .3 Restaurant service water heating (comply with California Energy Code section 140.5, as amended) D NIA, _________ _ D .4 Daylight design PAFs D .5 Exhaust air heat recovery AS.203.1.2.1 Choose one as applicable: D .95 Energy budget D .90 Energy budget D NIA AS.211.1"' D On-stte renewable energy D NIA A5.211.3"' D Green power (tf offered by local utiltty provider, 50% minimum renewable sources) 0 NIA AS.212.1 D Elevators and escalators D NIA AS.213.1 D Steel framing 0 NIA • lndudes hotels/motels and high-rise residential buildings "' For alterations~ $1,000,000 BPV and affecting > 75% existing gross floor area, or alterations that add 2,000 square feet of new roof addition: comply wtth CMC 18.30.130 instead. 2. Photovoltaic Systems A. 0 Residential new construction (for low-rise residential buitding permit applications submitted after 1/1/20). Refer to 2019 California Energy Code section 150.1(c)14 for requirements. Notes: 1) High-rise residential buildings are subject to nonresidential photovoltaic requirement (28 below) instead. 2) If project includes installation of an electric heat pump water heater pursuant to CMC 18.30.150(8) (high-rise residential) or 18.30.170(8) Qow-rlse residential), increase system size by .3kWdc if PV offset option is selected. Floor Plan ID (use additional CFA #d.u. Calculated kWdc* sheets if necessary) roof plan sht.4 864 1 1.78 elec. heat pump w/h .3 Total System Size: 9-. • {) f-1 kWdc = (CFAx.572) 11,000 + (1.15 x #d.u.) *Formula calculation where CFA = conditional floor area, #du = number of dwellings per plan type if proposed system size is less than calculated size, please explain. Exception D D D D kWdc B. D Nonresidential new construction or alterations i!!$1,000,000 8PV and affecting ~75% existing floor area, or addition that increases roof area by ~.000 square feet Please refer to CMC section 18.30.130 when completing this section. Note: This section also applies to highi'lse residential and hotel/motel buffdings. Choose one of the following methods: 0 Gross Floor Area (GFA) Method GFA: D if< 10,000s.f. Enter: 5 kWdc Min. System Size: D If~ 10,000s.f. calculate: 15 kWdc x (GFA/10,000) ... __ kWdc ... Round building size factor to nearest tenth, and round system size to nearest whole number. D Time-Dependent Valuation Method Updated 8/15/2019 3 City of Carlsbad Climate Action Plan Consistency Checklist Annual TDV Energy use:* ... ______ x .80= Min. system size: _____ kWdc .... Attach calculation documentation using modeling software approved by the California Energy Commission. 3. Water Heating A ~ Residential and hotel/motel new construction Please refer to CMC sections 18.30.150 and 18.30.170 when completing this section. i2I For systems serving Individual dwelling units choose one: D Heat pump water heater AND Compact hot water distribution AND Drain water heat recovery (low-rise residential only) li2l Heat pump water heater AND PV system .3 kWdc larger than required in CMC section 18.30.130 (high rise residential hotel/motel) or CA Energy Code section 150.1(c) 14 (low-rise residential) D Heat pump water heater meeting NEEA Advanced Water Heating Specification Tier 3 or higher D Solar water heating system that is either .60 solar savings fraction or 40 s.f. solar collectors 0 Exception: D For systems serving multiple dwelling units, install a central water-heating system with all of the following: D Gas or propane water heating system D Recirculation system per CMC 18.30.150(8) (high-rise residential, hotel/motel) or CMC 18.30.170(8) (low- rise residential) D Solar water heating system that is either: D .20 solar savings fraction D .15 solar savings fraction, plus drain water heat recovery D Exception: B. D Nonresidential new construction Please refer to Cartsbad Ordinance CMC section 18.30.150 when completing this section. D Water heating system derives at least 40% of its energy from one of the following (attach documentation): D Solar-thermal D Photovoltaics D Recovered energy □Water heating system is (choose one): 0 Heat pump water heater 0 Electric resistance water heater(s) □Solar water heating system with .40 solar savings fraction D Exception: Updated 8/15/2019 4 City of Carlsbad Climate Action Plan Consistency Checklist 4. Electrlc Vehlcle Charging A ~ Residential New construction and major alterations* Please refer to Carlsbad Ordinance CMC section 18.21.140 when com lettn this section. ne and two-family residential dwelling or townhouse with attached garage: r--,"""'--L'I ne EVSE Ready parking space required ~ Exception : NO GARAGE □Multi-family residential· D Exception · Total Parking Spaces EVSESoaces -Caoable Ready I ,-, I Galrulations: Total EVSE spaces = .10 x Total parking {rounded up to nearest whole number) EVSE Installed = Total EVSE Spaces x .50 (rounded up to nearest whole number) EVSE other= Total EVSE spaces -EVSE Installed (EVSE other may be ·capable," "Ready" or "Installed.") Installed l Total I *Major alterations are: (1) for one and tv«>-family dwellings and townhouses with attached garages, alterations have a building permit valuation i? $60,000 or indude an electrical service panel upgrade; (2) for multifamily dwellings {three units or more without attached garages), alterations have a building permit valuation i? $200,000, interior finishes are removed and significant site work and upgrades to structural and mechanical, electrical, and/or plumbing systems are proposed. B D Nonresldentlal new construction (Includes hotels/motels) D Exception · Total Parking Spaces EVSE Soaces Proposed Capable I Readv I Installed I Total 10 2 I 5 I 1 I 8 Calculation: Refer to the table below: Total Number of Paridno Soaces provided Number of reQUired EV Soaces Number of renuired EVSE Installed Soaces □ 0-9 1 1 10-25 2 1 26-50 4 2 ~ 51-75 6 3 D 76-100 9 5 101-150 12 6 □ 151-200 17 9 n 201 and over 10 percent of total 50 oercent of Reauired EV Soaces Updated 8/15/2019 5 City of Carlsbad Climate Action Plan Consistency Checklist 5. 0 Transportation Demand Management (TOM): Nonresidential ONLY AA approved Transportation Demand Management (TOM) Plan is required for all nonresidential projects that meet a threshold of employ8eilenerated ADT. City staff will use the table below based on your submitted plans to determine whether or nor your permit requires a TOM plan. If TOM is applicable to your permit, staff will contact the applicant to develop a site-specific TOM plan based on the permit details. Acknov.iedgment Employee ADT Estimation for Various Commercial Uses Emp ADTfor first 1,000 s.f. EmpADTI 1000 s.f.1 Office (all)2 20 Restaurant 11 Retai13 8 Industrial 4 Manufacturing 4 Warehousin 4 1 Unless otherwise noted, rates estimated from /TE Trip Generation Manual, 1(1hEdition 13 11 4.5 3.5 3 1 2 For all office uses, use SANDAG rate of 20 ADT/1,000 sf to calculate employee AOT 3 Retail uses include shopping center, variety store, supermarket, gyms, pharmacy, etc. Other commercial uses may be subject to special consideration Sample calculations: Office: 20,450 sf 1. 20,450 sf/ 1000 x 20 = 409 Employee ADT Retail: 9,334 sf 1. First 1,000 sf = 8 ADT 2. 9,334 sf -1,000 sf = 8,334 sf 3. 8,334 sf/ 1,000 x 4.5 + 8 = 46 Em Jo ee ADT :itll-Glf€e111Sbad's Transportation Demand Management Ordinance. I agree to be contacted should at)or!Hl!d TOM plan i a condition of permit issuance. Person other n leant to be contacted for TDM compliance (if applicable): Name(Printed): JAMES CHINN EmaHAddressjameschinn400@gmail.com Updated 8/15/2019 Date: 6-18-20 Ph N ber: 858-755-5863 one um . ____ _ 6 ' . ( City of Carlsbad Permit#: C/3l?: 20ZO-1377 HEIGHT CERTIFICATION B-60 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov Assessor's Parcel Number: "ZSS -061 -oe Site Address: 2414-M4.J4t.i0 Pl..406 Owner's Name: This is to affirm that on 3 -Z 2 -Z / (date) the structure being constructed on the site was surveyed by, or under the direction of, the undersigned. The height from the lower of natural or finished grade to the highest finished point of the roof ridge elevation, or any part of the structure immediately above, was found to be in conformance with the approved plans. Surveyed height measurement (top of roof sheathing) at point{s) identified in approved plans as the highest point(s) of the structure above lower of natural or finished grade elevation. (Attach 8 :K''x 11" sheets showing elevatton(s) of structure where measurement(s) were taken and location on site plan where they were taken> Total thickness of roofing materials (i.e. felt and roofing) to be installed after sheathing inspection, not to exceed: 0. Total Height: _______________ 14_,7~---------- For additional infom:iation, please contact me at (phone number) (,,/9 -8 SI· Z I Z Z Seal of Registration ~e ...... , ......... . or Licensed Land Surveyor NOTE: Property owner or project applicanVdeveloper may not certify building height. Planning Division Acknowledgement·--------------Date·~ ____ _ PROJECT PLANNER B-6 Page 1 of 1 Rev. 03120 EAST ELEVATION 1/4''=1'-0" Cl.ASS "A ASSEMBLY CONC. ~-----TII..E ROOF "BORA!.: ESR-1017 0~ EQU.A.... MATCH EXIST, ~--7/8/ STUCCO ON PAPER BACKED '1~"i.o_:_ lA'iH, TYO,, MA.TCH EXIST. ATI"'C: VENTII.A TION: ---e~ S.F.1150 • 5.8 S.F. li!!Q. USE: (4) 14· x 16' LOW. VENTS = 6~ S.F. PROVIDED [ i I-- I I / / / / ~--r ROPOSE A.D.U. APPROX. LOCA- OF EXIST. PALM I I I I