The URL can be used to link to this page

Home My WebLink About1858 TULE CT; 110; CBR2020-2043; PermitBuilding Permit Finaled Residential Permit Print Date: 02/17/2021 Job Address: 1858 TULE CT, # 110, CARLSBAD, CA 92011-5138 Permit Type: BLDG-Residential Work Class: Second Dwelling Unit Parcel #: 2155040500 Track #: Valuation: $93,486.67 Lot #: Occupancy Group: Project #: #of Dwelling Units: Plan #: Bedrooms: Construction Type: Bathrooms: Orig. Plan Check #: Plan Check U: (CitY of Carlsbad Permit No: CBR2020-2043 Status: Closed - Firialed Applied: 08/27/2020 Issued: 10/23/2020 Finaled Close Out: Inspector: PBurn Final Inspection: 02/17/2021 Project Title: Description: FRANCO: 492 SF ATTACHED ADDITION 1ST FLOOR ADU// 217 CONVERSION OF GARAGE TO LIVING FOR ADU Applicant: Property Owner: WRIGHT DESIGN OWNER ARCINIEGA JESSICA FRANCO SAMUEL WRIGHT 1858 TULE CT 2911 STATE ST CARLSBAD, CA 92011-5138 CARLSBAD, CA (760) 720-7631 FEE AMOUNT BUILDING PERMIT FEE ($2000+) $600.92 BUILDING PLAN CHECK FEE (BLDG) $420.64 ELECTRICAL BLDG RESIDENTIAL NEW/ADDITION/REMODEL $43.00 GREEN BUILDING STANDARDS PLAN CHECK & INSPECTION $175.00 MECHANICAL BLDG RESIDENTIAL NEW/ADDITION/REMODEL $52.00 PLUMBING BLDG RESIDENTIAL NEW/ADDITION/REMODEL $80.00 5B1473 GREEN BUILDING STATE STANDARDS FEE $4.00 STRONG MOTION-RESIDENTIAL $12.15 SWPPP INSPECTION FEE TIER 1 - Medium BLDG $246.00 SWPPP PLAN REVIEW FEE TIER 1 - MEDIUM . $55.00 Total Fees: $1,688.71 Total Payments To Date: $1,688.71 Balance Due: $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 yourright 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 1 760-602-2700 1 760-602-8560 f I www.carIsbadca.go (City of Carlsbad Q RESIDENTIAL BUILDING PERMIT APPLICATION B-I Plan Check /-aR 202C4 Est. Value - PC Deposit - ,Date -2 --2o2TE iobAddress '1i GL..r' Suit II ° -•APN: ..as CT/Project #4 _Lot _Year Built: Fire Sprinklers: 0 YES 9rNO Air Conditioning: YES 0 NO Electrical Panel Upgrade: 0 YES 0 NO BRIEF DESCRIPTION OF WORK: e.cwy is 1 &.I1r 1 'i oi (Jd.K.AQ.jE. -r o "• . U. L Dvrl 0 ,00 Addition/New:• 4' 's-' Living SF,________ Deck SF, Patio SF, Garage SF - Is this to create an Accessory Dwelling Unit? ØY ON New Fireplace? 0 qfN, if yes how many? SF of affected area. Is the area a conversion or change of use OSolar: KW, Modules, Mounted: ORoofOGround, Tilt:O vON, RMA:OY ON, Battery:OY ON, Panel Upgrade: OY ON El Reroof: O Plumbing/Mechanical/Electrical Only: ... . . . kOther:, . 1 This permit is to be issued In the name of the Property Owner as Owner-Builder, licensed contractor or Authorized Agent of the, owner or contractor. The person listed as the Applicant below will be the main point of contact throughout the permit process. PROPERTY OWNER APPLICANT 0 PROPERTY OWNERS AUTHORIZED AGENT APPLICANT 8In, M L • c I I. .4. W C. C5 M2mP 'A NA L.,L t2. I L 0 Iii& 'TuL City: CuJI4I State:d ip:'hII Phone: DPool/Spa: SF Additional Gas or Electrical Feafures? DESIGN PROFESSIONAL APPLICANT 0 Name: Address: City: State: Zip:__________ Phone: Email: Architect State License: VM.F%I '! V 141 U L.L... .X M .41 L., C.. CONTRACTOR OF RECORD APPLICANT lJ Name: -Custom Improvement Contracting - Address: 2869 Levante St City: Carlsbad State:..__Zlp: 92009 Phone: 760-613-9405 Email:__Edcicone@mac.com . State License/class:Bi Bus. License: BLRE1241439 1635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Email: Bulldingcarisbadca.aov REV. 08120 IDENTIFY WHO WILL PERFORM THE WORK BY COMPLETING (OPTION A) OR (OPTION B) BELOW: (OPTION A): LICENSED CONTRACTOR DECLARATION: I hereby affirm under penalty of perjury that lam licensed under provisions of Chapter 9 (commencing with Section 7000)01 Division 3 of the Business and Professions Code, and my license is infuliforce and effect. I also affirm under penalty of perjury one of the following declarations: Di have and will maintain a certificate of consent to self-Insure for workers' compensation provided by Section 3700 of the Labor Code, for the performance of the work which this permit is issued. Policy No.______________________________________________________________________________________________ Di have and will maintain workers compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: insuranceCompany Name: Policy No. Expiration It Certificate of Exemption: I certify that In the performance of the work for which this permit Is issued, i shall not employ any person in any manner so as to become subject to the workers' compensation Laws of California. WARNING: Failure to secure workers compensation coverage is unlawful and shall subject an employer to criminal penalties and civil fines up to $100,000.00, in addition the to the cost of compensation, damages as provided for in Section 3706 of the Labor Code, Interest and attorney's fees. CONSTRUCTION LENDING AGENCY, IF ANY: I hereby affirm that there is a construction lending agency for the performance of the work this permit Is issued (Sec. 3097 (i) Civil Code). Lender's Name: NA Lender's Address: CONTRACTOR PRINT/SIGN: Edgar E Cicone Hi 4'L DATE: 10-21-20 (OPTION B): OWNER-BUILDER DECLARATION: I hereby affirm that lam exempt from Contractor's License Law for the following reason: Dl, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure Is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not Intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). Dl, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). Di am exempt under Business and Professions Code Division 3, Chapter 9, Article 3 for this reason: El "Owner Builder acknowledgement and verification form" has been filled out, signed and attached to this application. Proof of Identification attached. El Owners "Authorized Agent Form" has been filled out, signed and attached to this application giving the agent authority to obtain the permit on the owner's behalf. Proof of Identification attached. By my signature below I acknowledge that, except for my personal residence in which I must have resided for at least one year prior to completion of the improvements covered by this permit, I cannot legally sell a structure that I have built as an owner-builder if it has not been constructed in its entirety by licensed contractors.! understand that a copy of the applicable law, Section 7044 of the Business and Professions Code, is available upon request when this application Is submitted or at the following Web site: http://www.leglnfo.ca.govfcolaw.hrmL OWNER PRINT/SIGN: DATE:_____________ APPLICANT CERTIFICATION: SIGNATURE REQUIRED AT THE TIME OF SUBMITTAL _yjjyjjrnature belojçjji that: am owner or contractor's behalf. I certify that! have read the application and state that the above Information Is correct and that the Information on the plans Is accurate.! agree to comply with all City ordinances and State laws relating to building construction. I hereby authorize representative of the City of Carlsbadto enter upon the above mentioned prope,4rfolspectJon purpose& I ALSOAGREE TO SAVE, INDEMMFYANOkEEPHARMLESS THE CI7YOF CARLSBAOAGAINSTALL LIABILITIES, JUDGMENTS, COSTSAND EXPENSES WHICH MAYINANY WAYACCRUE AGAJNSTSAID QTYIN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OS :An A permit is requlredforexcavations over5'O' deep and demolition or construction of structures over 3 stories In height. APPLICANT PRINT/SIGN:#SA WLiciw r( jI DATE:"' 1635 Faraday Ave Carlsbad, CA 92008 Ph: 760.602-2719 F: 760-602-8558 Email: Buildlnecarisbpdca.gov 2 REV. 08120 Permit Type: BLDG-Residential Application Date: 08/27/2020 Owner: OWNER ARCINIEGA JESSICA FRANCO Work Class: Second Dwelling Unit Issue Date: 10/23/2020 Subdivision: CARLSBAD TCT#72-34 UNIT#01 Status: Closed - Finaled Expiration Date: 07/19/2021 Address: 1858 TULE CT, #110 ,.. IVR Number: 28316 CARLSBAD, CA 92011-5138 Scheduled Actuai Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status Checklist Item COMMENTS Passed BLDG-Plumbing Final February 17, 2021: Yes No building deficiencies. 1. New attached, single-story, accessory dwelling unit (ADU), one bedroom dwelling unit, per structural and architectural plans and detail specifications-scope of work-approved. BLDG-Mechanical Final February 17, 2021: Yes No building deficiencies. 1. New attached, single-story, accessory dwelling unit (ADU), one bedroom dwelling unit, per structural-and architectural plans and detail specifications-scope of work-approved. BLDG-Structural Final February 17, 2021: Yes Nobuilding deficiencies. 1. New attached, single-story, accessory dwelling unit (ADU), one bedroom dwelling unit, per structural and architectural plans and detail specifications-scope of work-approved. BLDG-Electrical Final February 17, 2021: Yes No building deficiencies. 1. New attached, single-story, accessory, • dwelling unit (ADU), one bedroom dwelling unit, per structural and architectural plans - • and detail specifications-scope of work-approved. Wednesday, February 17, 2021 • • • Page 6 of 6 Permit Type: BLDG-Residential Application Date: 08/27/2020 Owner: OWNER ARCINIEGA JESSICA FRANCO Work Class: Second Dwelling Unit Issue Date: 10/23/2020 Subdivision: CARLSBAD TCT#72-34UN1T#01 Status: Closed - Finaled Expiration Date: 07/19/2021 Address: 1858 TULE CT, # 110 CARLSBAD, CA 92011-5138 IVR Number: 28316 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes NOTES Created By TEXT Created Date Paul Burnette Video inspection 01/15/2021 01120/2021 01/20/2021 BLDG-27 Shower 148680-2021 Passed Paul Burnette Complete Pan/Tubs Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes NOTES Created By TEXT Created Date Paul Burnette Video inspection 01/20/2021 02/0912021 02/09/2021 BLDG-Final Inspection 150133-2021 Failed Paul Burnette Reinspection Incomplete Checklist Item COMMENTS Passed BLDG-Building Deficiency No BLDG-Plumbing Final No BLDG-Mechanical Final No BLDG-Structural Final No BLDG-Electrical Final No 02/17/2021 02117/2021 BLDG-Final Inspection 150653-2021 Passed Tony Alvarado Complete Wednesday, February 17, 2021 Page 50f 6 Permit Type: BLDG-Residential Application Date: 08/27/2020 Owner: OWNER ARCINIEGA JESSICA FRANCO Work Class: Second Dwelling Unit Issue Date: 10/23/2020 Subdivision: CARLSBAD TCT#72-34 UNIT#01 Status: . Closed - Finaled Expiration Date: 07/19/2021 Address: 1858 TULE CT, # 110 IVR Number: 28316 CARLSBAD, CA 92011-5138 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status BLDG-34 Rough Electrical January 13, 2021: (partial pass).. Yes Rough combination inspection - required anchor bolt, located at exterior wall bottom sill plate, within 12 inches from new bottom plate bottom/sill plate break. Nail plate required at kitchen sink, 2'inch vent line, at top plate area. Attic venting required, located at/between kitchen above attic and bedroom/bathroom attic, contractor did not provide communication/air-flow space between new attic areas. Strap at exterior top plate, exterior wall location, next to front door area, diagonal wall meets perpendicular wall requires 'S" strap connection. Kitchen window missing, will be installed January 14, 2021, per contractor representative, moist-stop flashing and lath paper is ran-wild for a future window installation. BLDG-44 January 13, 2021: (partial pass). Yes Rough-Ducts-Dampers 1. Rough combination inspection - required anchor bolt, located at exterior wall bottom sill plate, within 12 inches from new bottom plate bottom/sill plate break. Nail plate required at kitchen sink, 2"inch vent line, at top plate area. Attic venting requi?ed, located at/between kitchen above attic and bedroom/bathroom attic, contractor did not provide communication/air-flow space between new attic areas. Strap at exterior top plate, exterior wall location, next to front door area, diagonal wall meets perpendicular wall requires '5" strap connection. Kitchen window missing, will be installed January 14, 2021, per contractor representative, moist-stop flashing and lath paper is ran-wild for a future window installation. 01/15/2021 . 01/15/2021 BLDG-16 Insulation 148427.2021 Passed Tony Alvarado Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency January 14,2021: (virtual inspection). Yes Virtual inspection for exterior wall. insulation. insulation certificate verified, scope of insulation work-approved. BLDG-17 Interior . 148496.2021 Passed Paul Burnette Complete Lath/Drywall Wednesday, February 17, 2021 . Page 4 of 6 Permit Type: BLDG-Residential Application Date: 08/27/2020 Owner: OWNER ARCINIEGA JESSICA FRANCO Work Class: Second Dwelling Unit Issue Date: 10/23/2020 Subdivision: CARLSBAD TCT#72-34 UNlT#01 Status: Closed - Finaled . Expiration Date: 07/19/2021 Address: 1858 TULE CT, #110 IVR Number: 28316 CARLSBAD, CA 92011-5138 Scheduled Actual Inspection Type . . Inspection No. Inspection Primary Inspector Reinspection . Inspection Date Start Date . Status Checklist Item COMMENTS Passed BLDG-Building Deficiency January 13, 2021: (partial pass). Yes Rough combination inspection - required anchor bolt, located at exterior wall bottom sill plate, within 12 inches from new bottom plate bottom/sill plate break. Nail plate required at kitchen sink, 2inch vent line, at top plate area. Attic venting required, located at/between kitchen above attic and bedroom/bathroom attic, contractor did not provide communication/air-flow space between new attic areas. Strap at exterior top plate, exterior wall location, next to front door area, diagonal wall meets perpendicular wall requires "S" strap connection. Kitchen window missing, will be installed January 14, 2021, per contractor representative, moist-stop flashing and lath paper is ran-wild for a future window installation. BLDG-24 Rough-Topout January 13. 2021: (partial pass). . Yes Rougkcombination inspection - required anchor bolt, located at exterior wall bottom sill plate, within 12 inches from new bottom plate bottom/sill plate break. Nail plate required at kitchen sink, 2"inch vent line, at top plate area. Attic venting required, located at/between kitchen above attic and bedroom/bathroom attic, contractor did not provide communication/air-flow space between new attic areas. Strap at,exterior top plate, exterior wall location, next to front door area, diagonal wall meets perpendicular wall requires "S' strap connection. Kitchen window missing, will be installed January 14, 2021, per contractor representative, moist-stop flashing and lath paper is ran-wild for a future window installation. Wednesday, February 17, 2021 . . Page 3 of 6 Permit Type: BLDG-Residential Application Date: 08/27/2020 Owner: OWNER ARCINIEGA JESSICA FRANCO Work Class: Second Dwelling Unit Issue Date: 10/23/2020 Subdivision: CARLSBAD TCT#72-34 UNIT#01 Status: Closed - Finaled Expiration Date: 07/19/2021 Address: 1858 TULE CT, #110 CARLSBAD, CA 92011-5138 IVR Number: 28316 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status Checklist Item COMMENTS . Passed BLDG-Building Deficiency January 13. 2021: (partial pass). Yes Rough combination inspection - required anchor bolt, located at exterior wall bottom sill plate, within 12 inches from new bottom plate bottom/sill plate break. Nail plate required at kitchen sink, 2"inch vent line, at top plate area. Attic venting required, located at/between kitchen above attic and bedroom/bathroom attic, contractor did not provide communication/air-flow space between new attic areas. Strap at exterior top plate, exterior wall location, next to front door area, diagonal wall meets perpendicular wall requires "5" strap connection. Kitchen window missing, will be installed January 14, 2021, per contractor representative, moist-stop flashing and lath paper is ran-wild for a future window installation. BLDG-84 Rough 148195-2021 Partial Pass Tony Alvarado Reinspection Incomplete Combo(14,24,34,44) Wednesday, February 17, 2021 Page 2 of 6 City of Building Permit Inspection History Finaled Carlsbad Permit Type: BLDG-Residential Application Date: 08/27/2020 Owner: OWNER ARCINIEGA JESSICA FRANCO Work Class: Second Dwelling Unit Issue Date: 10/23/2020 Subdivision: CARLSBAD TCT#72-34 UNIT#01 Status: Closed - Finaled Expiration Date: 07/19/2021 Address: 1858 TULE CT, #110 IVR Number: 28316 CARLSBAD, CA 92011-5138 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status 1012812020 1012812020 BLDG-SW-Pre-Con 142202.2020 Passed Paul Burnette Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 11/18/2020 11118/2020 BLDG-21 144061.2020 Passed Paul Burnette Complete UndergroundlUnderflo or Plumbing Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 1112012020 11120/2020 BLDG-11 144360.2020 Passed Paul Burnette Complete FoundationlFtglPlers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 1210412020 12/0412020 BLDG-15 RooflReRoof 145446.2020 Passed Paul Burnette Complete (Patio) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 1211612020 1211612020 BLDG-84 Rough 146379.2020 Failed Paul Burnette Reinspection Incomplete Combo(14,24,34,44) Checklist Item COMMENTS Passed BLDG-Building Deficiency No BLDG-14 No Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout No BLDG-34 Rough Electrical No BLDG-44 No Rough-Ducts-Dampers 01111/2021 0111 112021 BLDG-I3 Shear 148043.2021 Passed Chris Renfro Complete Panels/HD (ok to wrap) Checklist Item COMMENTS Passed BLDG-Building Deficiency Shear nail only. Special inspection report Yes collected. Need exterior wrapped and exterior last nailed off prior to rough combo inspection. 0111312021 0111312021 BLDGI8 Exterior I48353-2021 Partial Pass Tony Alvarado Reinspection Incomplete Lath/Drywall Wednesday, February 17, 2021 Page I of 6 Carlsbad cbR-2020-2043 9/18/2020 (city of Carlsbad SPECIAL INSPECTION AGREEMENT B-45 PflyeIopment. Services Building Division 1635 Faraday Avinue 760.602-2719 www.carisbadça.gov In accoreanco with Chapter 1701 the California Building Códèthe following must be completed when work bOlflg.porfonned requiresepecial Inspectiort, structural observation and construction material testing. Project/Perm i M,.z0LQ1-0A:6fOiec1Address: b Tt4 C.Ill. 1' THIS SECTION MUST BE COMPLETED BY THE PROPERTY OWNERIAUThORIZEO AGENT Please check if you are Owner-Builder 0. (If you checked as owner-builder you-must also complete Sectlon.B.of this agrekment.) Name: (etoaseprint) -as II 14 ILl .J 4 T (Fti - Mailing Address:_a1 LI_S 'T/__I L'$1' Ii. E. I. Email- w r tj oLq. v e t.OA ___JeltP lam: aProperty Owner Property Owner's Agent of Record UArchitect of Record DEngineer of Record State of California Registration Numbet Expiration Date:_________________ AGREEMENT: I, the undersign d. declare under penalty of perjury under.the laws of the State of California, that I have read, understand acknowledge an promise to mply with the City, of Carlsbad requirements for special inspections structural observatiOns,-construction- terlaistesti nd'&i' e fabrication of building coMpBnents, as prescribed in the statement of. special inspeclions noted the approv lans and. uired by the California Building Code. Signatura:_ Date: CONTRACTOR'S STATEMENT OF RESP NSIBILITY (07 CBC, Ch 17, Section 17013).7hls'sectlon must be completed by the contractor builderl owner-builder. Contractor's Company Name: Custom Improvement Contracting Please check ttyouom Ownor-0u2dei ci Name: (Please push) Edgar Edward Ciconc III IRIS) (Nil . Mailing Address: 2869 Levante St Carlsbad Ca 92009 Email: Edcicone@mac.com Plume- 760-613-9405 State of California Contractor's LiCense Number: BI-829778 Expiration DátO: 12-31-21 I acknowledge and, am aware, of special requirements contained In the statement of special inspections noted on the approved plans: I acknowledge that control will be exercised to obtain conformance With the construction documents approved by the building official; I will have in-place procedures for exercising control,withln our (the contractor's) organization, for the method and frequency of reporting and the distribution of the reports; and I certify that I will have a qualified persàn within our (the contractor's) organization to exercise such. control. twill brovlde a final rpnortllptfpr in nnmnlianntvwish iRfl ,#Mn 4?.flA 4 5 ____________Date: 10-2,1-20 545 . . Page lofi RECEIVE) ReV.08111 OCT r16 2020 CITY OF CARLSBAD BUILDING DIVISION George Postulka Inspection Services P0 Box 503 RECORD c -IOP Poway, CA 92074 City 0j Carlsbad (858) 354-9918 SPECIAL INSPECTION REPORT 3o is 10 Project: /r ry 1 Address: / gç F19 1 7L City: (ir/c h/ Permit Number cO 13/f 2-2) 2 -2 nq3 Plan File Number__________________ TYPE OF OBSERVATIONS: Reinforcing SteelReinforced Concrete Structural Masonry Field Welding Epoxy X Prestressed Concrete Shop Welding ____ Bolting ___ Fireproofing____ Number of Samples: ____ Type: Materials/DesignMix/Psi: 4 3O7 ó? Iv, Se-I,f3 FR 2c F xv h-Z2. Date: /Z2O REPORT 2 i W S c WORK INSPECTE,P5ONFORMS WITH APPROVED PLANS AND SPECIFICATIONS UNLESS OTHERWISE NOTED tvy? VO.51c'Jki z TIME IN: /1.'oo TIME OUT: Inspector (Print) Certification # ZZZ55~-- Inspector's Signature va A4)IoriZed Job Site Contact Signature General Contractor: f4 t3,, /I'ii.i Address: City: Phone; EsG!l A SAFEbuiIt Company DATE: 10/16/2020 0 APPLICANT 0 JURIS. JURISDICTION: Carlsbad PLAN CHECK #.: cbR-2020-2043 SET: II PROJECT ADDRESS: 1858 Tule Court PROJECT NAME: Garage Conversion and Addition to SFD for ADU Addition The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. LI The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. LII The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to EsGil staff did not advise the applicant that the plan check has been completed. EsGil staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: (bLL Email: Mail Telephone Fax In Person REMARKS: Applicant to complete City forms B-5- and B-55 at City. By: Richard Moreno. Phone: 858-345-6435 Enclosures: EsGil 10/8/2020 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 David Thomas Engineering, A.P.C. Structural Engineering Services Structural Calculations (ADU) RECEIVED AUG 272020 CITY OF CARLSBAD BUILDING DIVISION Project Franco Residence / 20171 1858 Tule Court Carlsbad, California 92011 Prepared For Sam Wright Wright Design 2911 State Street Carlsbad, California 92008 8-17-20 Mailing: 3525 Del Mar Heights Road, #331, San Diego, California 92130 Physical: 12625 High Bluff Drive, Suite 106, San Diego, California 92130 Office Phone (858) 2013072 Cell Phone: (858) 336-9902 Website: www.dtengsd.com Email: daviddtengsd.com CcA2OLO2d O L "P Job Franco ADU 20171 Calculated by DT Date 8-17-20 David Thomas Engineering TABLE OF CONTENTS PAGE 1. PROJECT SCOPE / DESIGN CRITERIA..........................................................2 2. DESIGN LOADS ........................................................................................... 3. VERTICAL ANALYSIS: HORIZONTAL MEMBER DESIGN (BEAMS, HEADERS, JOISTS, ETC.) VERTICAL MEMBER DESIGN (COLUMNS, STUDS, ETC.) 4. LATERAL ANALYSIS: SEISMIC/WIND LOADING ANALYSIS & LATERAL DISTRIBUTION............- LATERAL LOAD-RESISTING DESIGN: - SHEARWALL DESIGN .............................................................. CANTILEVERED STEEL COLUMN ELEMENTS............................. STEEL MOMENT FRAMES ...................................................... IV ...................................................... 5. FOUNDATION DESIGN: 10 CONTINUOUS & SPREAD FOOTINGS ................................................. RETAINING WALLS .......................................................................... CONCRETE GRADE BEAMS................................................................ DEEPENED CONCRETE PIERS/CAISSONS .......................................... E .......................................... 6. SCHEDULES: SHEARWALL SCHEDULE....................................................................11 HOLD DOWN SCHEDULE ................................................................... SPREAD FOOTING SCHEDULE ........................................................13 1 of 13 Job Franco ADU 20171 Calculated by DT Date David Thomas Engineering PROJECT SCOPE Provide vertical and lateral load calculations for a proposed ADU addition at an existing single family residence at 1858 Tule Court, Carlsbad, California 92011. Residence to be constructed utilizing primarily wood-frame construction. Roof framing to consist of a combination of conventional stick-frame and pre-fabricated roof trusses (by other) and the foundation system to consist of a conventional slab-on-grade with deepened perimeter footings. A soils report was not provided fOr this project. Therefore, the foundation design will be based on the minimum soil bearing capacity as specified in the current version of the Governing Code - 2019 California Building Code. David Thomas Engineering makes no representations concerning the suitability of the soils and/or minimum soil values allowed by the CBC. These calculations have been prepared for the exclusive use of Maria Franco and her design consultants for the specific site listed above. Should modifications be made to the project subsequent to the preparation of these calculations, David Thomas Engineering should be notified to review the modifications with respect to the recommendations/conclusions provided herein, to determine if any additional calculations and/or recommendations are necessary. Our professional services have been performed, our findings obtained, and our recommendations prepared in accordance with generally accepted engineering principles and practices. DESIGN CRITERIA SUMMARY GOVERNING CODE: 2019 C.B.C. CONCRETE: fc = 2500 PSI (MIN.), NO SPECIAL INSPECTION REQ'D, (U.N.O.) MASONRY: ASTM C90, fm = 1500 PSI, SPECIAL INSPECTION REQ'D, (U.N.O.) REINFORCING STEEL: ASTM A615, Fy =60 KSI FOR #4 AND LARGER (U.N.O.) STRUCTURAL STEEL: ASTM A992, Fy =50 KSI (ALL 'W SHAPES, ONLY) ASTM A36, Fy =36 KSI (STRUCTURAL PLATES, ANGLES, CHANNELS) ASTM A500, GRADE B, Fy =46 KSI (STRUCTURAL TUBES-HSS) ASTM A53, GRADE B, Fy =35 KSI (STRUCTURAL PIPES) SAWN LUMBER: DOUG FIR LARCH, ALLOWABLE UNIT STRESSES PER 2018 NDS. E.W.P.: BOISE-CASCADE: BCI-JOIST (ICC-ESR-1 336), VERSA-LAM (ICC-ESR-1 040) GLULAMS: DOUGLAS FIR OR DOUGLAS FIR/HEM GRADE 24F-V4 (SIMPLE SPANS) GRADE 24F-V8 (CANTILEVERS) SOIL: EXISTING NATURAL SOIL VALUES PER CBC TABLE 1806.2 (1,500 PSF) 2 of 13 L "P Job Franco ADU 20171 Calculated by DT Date David Thomas Engineering DESIGN LOADS CASEI MATERIAL: Shingle ROOF SLOPE: 5:12 DEAD LOAD: ROOFING MATERIAL ............................................................................10.0 PSF SHEATHING..................................................................................................1.5 RAFTERS/C.J. (or) TRUSSES .........................................................................4.0 INSULATION....................................................................................................1.5 DRYWALL........................................................................................................2.5 OTHER (ELEC., MECH., MISC.) ......................................................................0.5 TOTAL DEAD LOAD: 20.0 PSF LIVE LOAD: 20.0PSF TOTAL LOAD: 40.0 PSF EXTERIOR WALL FINISH: Stucco/Sidin STUDS..............................................................................................................1.0 PSF DRYWALL.......................................................................................................2.5 INSULATION....................................................................................................1.5 EXTERIORFINISH ......................................................................................10.0 OTHER................................................................................................................1.0 TOTAL LOAD: 16.0 PSF INTERIOR WALL STUDS.........................................................................................................1.0 PSF DRYWALL....................................................................................................5.0 OTHER.............................................................................................................1.0 TOTAL LOAD: 7.0 PSF 3 of 13 q E\ Job Franco ADU 20171 Calculated by DT Date David Thomas Engineering LATERAL DESIGN (Sheet 1) Wind Design MethodUsed =Main Wind-Force Resisting System (MWFRS) - Envelope Method - Part 2 Maximum Building Height (z) = feet Design Wind Speed = 90 mph (per ASCE-7, Figure 26.5-1A) _20 Exposure Category = C (per ASCE-7, 6.5.6.3) Importance Factor (I) = 1.00 (per ASCE-7, Table 1.5-2) K"t = 1.00 (per ASCE-7, 26.8.2) 1.29 (per ASCE-7, Figure 28.5-1) Ps30 = 17.80_psf (per ASCE-7, Figure 28.5-1) 0.6 x Ps =1_13.781psf Ps = Ax Kt x Ps30 (per ASCE-7, 28.5.3, Equation 28.5-1) (reduced for ASD load combos) Adjust Factor ATable Mean Roof Exposure Height (ft) B C D 15 1.00 1.21 1.47 20 1.00 1.29 1.55 25 1.00 1.35 1.61 30 1.00 1.40 1.66 35 1.05 1.45 1.70 40 1.09 1.49 1.74 45 1.12 1.53 1.78 50 1.16 1.56 1.81 55 1.19 1.59 1.84 60 1.22 1.62 1.87 SeismicDesign Methodused = Equivalent Lateral Force Procedure Occupancy Category = 2 (per ASCE-7, Table 1-1) (Residential = 2.0) R = 6.5 (per ASCE-7, Table 12.2-1) (Wood Shearwalls = 6.5) I = 1.00 (per ASCE-7, Table 11.5-1) (Residential = 1.0) Site Class = D (per ASCE-7, 11.4.2) (Assume SiteClass = D" w/o Soils Report) Ss = 0.993 g (0.2 sec) Fa = 1.200 5DS = 0.794 g S,= 0.361 g (1 sec) F = 11.500 SD1 = 0.361 g Seismic Design Category (SDS) = D (Use the worst case seismic design category) Seismic Design Category (SD 1) = D T.= 0.189 sec CthnX (per ASCE-7, Equation 12.8-7) Cs = 0.122 505/(R/I) (per ASCE-7, Equation 12.8-2) C5m = 0.294 SD1/Ta(R/I (per ASCE-7, Equation 12.8-3) C5mjn = 0.010 C5min > 0.01 or 0.551/(R/I) (per ASCE-7, Eq. 12.8-5 / 12.8-6) C5a_0.122 P= 1.3 Assumed Factor of Safety V = 0.113 _W, (Csact*p)*Wx/1.4 (ASD) X 11 1.20 = 10.136IWx 4 of 13 ZDTE~ David Thomas Engineering Job Franca ADU 20171 Calculated by DT Date LATERAL DESIGN (Sheet 2) BUILDING WEIGHTS Total Installed Roof Weight = 20psf Total Installed Deck Weight = _25_psf ROOF Total Installed Interior Wall Weight = 7 psf Total Installed Exterior Wall Weight = 16 psf Commercial Partition Loads? = N Y or N ROOF LOADS Diaphragm Area Roof= 3500 sq. ft. Exterior Wall Length = 300 ft. Interior Wall Length = 300 ft. Minimum Diaphragm Dimension N-S = 28 ft. TOTAL BUILDING DEAD LOAD, WT. =97,600.00 LBS. Cs(adjusted) = 0.136 BASE SHEAR, V = 13,291.45 LBS. LATERAL LOAD DISTRIBUTION Story Area (A) 3500 sq. ft. Story Unit Shear (v,) 3.80 psf WIND VS. SEISMIC COMPARISON Wind Pressure (F) = 13.78 psf Story Linear Forces = ROOF NORTH-SOUTH Wind = 13.78 psf x NORTH-SOUTH Seismic = 3.80 psf x EAST-WEST Wind = 13.78 psf x EAST-WEST Seismic = 3.80 psf x Roof Project. Height = 3ft Plate Height = 8ft * Alternate Ext. Wall =1 Ipsf Deck= sq. ft. Alt.= ft. E-W=I 261ft. TOTAL= 97600 LBS. See Lateral Design Loads Spreadsheet See Lateral Design Loads Spreadsheet 7ft. 96p1f SEISMIC GOVERNS I 28 ft. : 106 pif 7ft : 96p1f SEISMIC GOVERNS 26 ft. : 99 plf Job_ Franco ADU 20171 - E. Calculated by DT Date David Thomas Engineering Shearwall Design Story Shearwalls Direction Unit Lateral Load, v = 3a0 psf Griciline ç 9'li_) ( ) 2 2. t Lbs sq. ft. Tributary Area (This Level): ,o Lateral Load (This Level): Lateral Load (Level Above): Lbs Total Load (All Levels), F = 2o Z.2 Lbs Total Shearwall(s) Length, L = 4,0 ft. Unit Wall Shear, v = FXIL =5705r pif Shearwall Type: (} Overturning: Panel Design Width = ft. OR Okay by Inspection Uplift (9°5)(2) 4.°43 Lbs Holdown Anchor Type: ' 14 bt4 Gridllne (ii/)Ii') sq. ft Tributary Area (This Level): ILDo Lbs Lateral Load (This Level): Lateral Load (Level Above): - Lbs Total Load (All Levels). F = TIP IP Lbs Total Shearwall(s) Length, L = c,o ft. Unit Wall Shear, v = FX/L = 32. plf Shearwall Type: 9 Overturning: Panel Design Width = ft. OR Okay by Inspection Uplift= ( IMP Lbs Holdown Anchor Type: RI "fDti4i' Gridline / \ Tributary Area (This Level): (212)1-i)-I-(_Z7./)(I 5) 2 01 sq. ft Lateral Load (This Level): I P,7 Lbs Lateral Load (Level Above): - Lbs Total Load (All Levels), F= 1 Lbs Total Shearwall(s) Length, L = (7 c) j2)i ft. Unit Wall Shear, v = FXIL = i7-4 plf Shearwall Type: Overturning: Panel Design dth = ft. OR _____ Okay by Inspection Uplift = (#244) C Wi Il L3 Lbs Holdown Anchor Type: E "14-1> 'j4 6 of 13 job _Franco ADll 20171 D E . Calculated by DT Date David Thomas Engineering Shearwall Design Story Shearwalls M Direction Unit Lateral Load, v 3.Bo psf Gridline (-12) Tributary Area (This Level): sq. ft. Lateral Load (This Level): (j27 Lbs Lateral Load (Level Above): - Lbs Total Load (All Levels), Fx 6 7-1 Lbs Total Shearwall(s) Length, L = I 2 0 ft. Unit Wall Shear, v = FX/L = 53 plf Shearwall Type: <a) Overturning: Design Width = ft. OR Okay by Inspection Uplift= Lbs Holdown Anchor Type: EEl "l4D '.ia' Gridliné sq.ft. Tributary Area (This Level): Lbs Lateral Load (This Level): Lbs Lateral Load (Level Above): Total Load (All Levels), F = Lbs Total Shearwall(s) Length, L = Unit Will Shear, v = FX/L pif Shearwall Type: 3 Overturning: Panel Design Width = ft. OR ______ Okay by Inspection Uplift = Lbs Holdown Anchor Type: D Gridline. Tributary Area (This Level): ___________________________________________ _______________________________________________________________ sq.ft. Lateral Load (This Level): Lbs Lateral Load (Level Above); Lbs Total Load (All Levels), F = Lbs Total Shearwall(s) Length, L Unit Wall Shear, v = FXIL = pif Shearwall Type: Overturning: Panel Design Width = ft. OR Okay by Inspection Uplift = . Lbs Holdown Anchor Type: 0 . 7 of 13 Job _FrancoADU 20171 D E Calculated by DT Date David Thomas Engineering Shearwall Design Story Shearwalls Direction Unit Lateral Load, v = ' & ° psf A Gridline (ic[,_.) 1i) UP5 Tributary Area (This Level): sq. ft. Lateral Load (This Level): Lbs Lateral Load (Level Above): Lbs Total Load (All Levels), F = (02-7 Lbs Total Shearwall(s) Length, L Unit Wall Shear, v = FXIL = pif Shearwall Type: (j Overturning: Panel Design Width = ft. OR Okay by Inspection Uplift = (i o) () .57 Lbs Holdown Anchor Type: •[j 11 I40z. rq Gridline Tributary Area (This Level)-'-('&-i (fl.-) 42.. sq. ft. Lateral Load (This Level): I C, p Lbs Lateral Load (Level Above): Lbs Total Load (All Levels), F = 11#a Lbs Total Shearwall(s) Length, L = ft. Unit Wall Shear, v = FX/L = plf Shearwall Type: () Overturning: Panel Design Width = ft. OR Okay by Inspection Uplift = (*) I 0 Lbs Holdown Anchor Type: E1 114 b r.jj.'1 Gridline C. Tributary Area (This Level): ('7-) (vi.1+' (22/ (4o) sq. ft. Lateral Load (This Level): 4 9 Lbs Lateral Load (Level Above): Lbs Total Load (All Levels), F = 2, Lbs Total Shearwall(s) Length, L = ft. Unit Wall Shear, v = FX/L p11 Shearwall Type: () Overturning: Panel Design Width = ft. OR ______ Okay by Inspection Uplift = t's. ol) ( Lbs Holdown Anchor Type: E1 8 of 13 Job Franco ADU 20171 - D E Calculated by DT Date__________ David Thomas Engineering Shearwall Design I 'i( Story Shearwalls Direction Unit Lateral Loads v = 3 20 psf Gridline Tributary Area (This Level): (7417,+ Q,) (4t) _7C'O sq. ft. I Lateral Load (This Level): Sit Lbs Lateral Load (Level Above): - Lbs Total Load (All Levels), Fx = Se139 6 Lbs Total Shearwall(s) Length, L = U Unit Wall Shear, v = FX/L = 2.&3 plf Shearwall Type: 9 Overturning: Panel Design Width = ft. OR Okay by Inspection Uplift= l-(1) >) Lbs Holdown Anchor Type: El H Gridline Lbs Lbs Lbs Tributary Area (This Level): sq.ft. Lateral Load (This Level): Lateral Load (Level Above): Total Load (All Levels), F = Total Shearwall(s) Length, L = ft. Unit Wall Shear, v = FJL = p11 Shearwall Type: I} Overturning: Panel Design Width = ________ ft. OR _Okay by Inspection Uplift = Lbs Holdown Anchor Type: Gridline Tributary Area (This Level): sq. ft. . Lbs Lateral Load (This Level): Lbs Lateral Load (Level Above): Total Load (All Levels), F = Lbs Total Shearwall(s) Length, L = ft. Unit Wall Shear, v = FXIL = plf Shearwall Type: KIJ Overturning: Panel Design Width = ft. OR ______ Okay by Inspection Uplift = Lbs Holdown Anchor Type: El 9 of 13 Job Franco ADU 20171 Calculated by DT Date David Thomas Engineering CONTINUOUS FOOTING DESIGN ALLOWABLE APPLIED LOADS AIIowble Soil Bearing Pressure (ASBP) = 1.500 psf (Per Design Criteria) Existing Continuous Footing (CF-1) Cont. Footing Width = 1.0 ft. mm . Cont. Footing Depth = 1.0 ft. mm . Allowable Line Load = ASBP x Footing Width = 1.000 plf (assume 1,000 psf at existing) Maximum Line Load (Gridline _L) = 500 plf Allowable Point Load = ASBP x Footing Width x 2 x Footing Depth = 2.000 lbs. USE: 12"WIDE X 12"DEEP CONT. FOOTING New Continuous Footing (CF-1) Cont. Footing Width = 1.0 ft. mm . Cont. Footing Depth= 1.0 ft. mm . Allowable Line Load = ASBP x Footing Width = 1.500 plf Maximum Line Load (Gridline _çj = 500 plf Allowable Point Load = ASBP x Footing Width x 2 x Footing Depth = 3.000 lbs. USE: 12"WIDE X 12"DEEP CONT. FOOTING SPREAD FOOTING DESIGN P-I Spread Footing: Allowable Point Load = ASBP x Footing Width x Footing Width = 6,000 lbs. USE: 24" SQUARE X 12" DEEP CONT. FOOTING wl (2) - #4 BARS (EA. WAY @ BOTTOM) P-2 Spread Footing: Allowable Point Load = ASBP x Footing Width x Footing Width = 9.750 lbs.. USE: 30" SQUARE X 12" DEEP CONT. FOOTING wl (3) - #4 BARS (EA. WAY @ BOTTOM) P-3 Spread Footing: Allowable Point Load = ASBP x Footing Width x Footing Width = 13,500 lbs. USE: 36" SQUARE X 12" DEEP CONT. FOOTING WI (4) - #4 BARS (EA. WAY @ BOTTOM) P-4 Spread Footing: Allowable Point Load = ASBP x Footing Width x Footing Width = 18.375 lbs. USE: 42" SQUARE X 12" DEEP CONT. FOOTING wl (5) - #4 BARS (EA. WAY @ BOTTOM) P-5 Spread Footing: Allowable Point Load = ASBP x Footing Width x Footing Width = 24,000 lbs. USE: 48" SQUARE XA 2" DEEP CONT. FOOTING w/ (6) - #4 BARS (EA. WAY @ BOTTOM) 10 of 13 Job Franco ADU 20171 Calculated by DI Date David Thomas Engineering _JI I I I oioio 0 I I J I -Ix -Ix Ix - I coI <zi I I LU I 1uIujIujIaj ~H C6 lLU C6IU) 'Lu- I)I)I 1 JOIOJO o 0 olo IL U) in Ifl I U) U) mIcnII Iin I I I-k) < < <I<I-I_iI--i ± 00 ¼)¼)) Un tn ) od ' o —..'< 0 ) ¼) tfl < ® x K x x t_ U) U) U)U) In z o U) o UJ.) S _J u.I'n 0 0 0 0 Q LLI IL = = = = = = = CM CM CM CM CM CM CM -1 —1 -- 4Xx %ç zz Ed La =41 CC) CM =CN CM LU tn tn I = = ) U) U) 0000 CM CC) CC) U) T U) - .1 q 0 RS III _I 32 o_ 'nx Ci u au x - IT RI In 16 id le -o )u tn - 0uj mx LUUJ j. - tn 0 II :cI.•5 Iu .1- x - tu LLI OM id z 010NIQUIii tn Of D._ Q_ xQ LU NJ Hi 'g U) LU 16 -1:3 El" -Wpw<~ ZZ — c0 2 VL in xi omX = (C) U tu 0 113 Job Franco ADU 20171 Calculated by _ DI Date David Thomas Engineering HQL==QN SCIHEULE MARK HOLD-PON DEVIOE VALUE JA 4x POST v/ "M5TG40" FLR-TO-FL.R H.D. 3,OS0 LBS. 4x POST / "M5TG52" FLR-TO-FLR H.D. 4,20 LBS. EIIJ 4x POST vi/ "MSTG' FLR-TO-FLR H.D. 5,80 LBS. 4x POST v/ 'M5TG4SB3" FLR-TO-FLR H.D. 37(15 LBS. FEI 4x POST v./ "MSTGB3° FLR-TO-FLR H.D. 4,505 LBS. 4x POST v'I "HUT HOLD-POV1N ON SSTBI A.B. (5/So A.B.) 3,015 LBS. 4x POST v'I "HU4" HOLD-OkN ON 55TB20 A.B. (S/S"O A.B.) 4,5'5 LBS. 4x POST v/ "HUS" HOLD-IO4N ON S51624 A.B. (5/b "o A.B.) 5,45 LBS. 6x POST v/ "HUS" HOLD-POVlN ON 55TB2S A.B. (1/S's A.B.) 1,510 LBS. x POST v/ "HUIl" HOLI7-I0'MN ON SB Ix3O A.B. (1 110 A.B.) GT,335 LBS. x POST v4/ "HUI4" HOLD-POkMN ON SB Ix3O A.B. (I "O A.B.) 14,445 LBS. -------------------- --------------------- NOTES: I. HOLD DOVN ANCHORS MUST BE TIED IN PLACE PRIOR TO FOUNDATION INSPECTION. DEEPEN FOOTIN&S TO PROVIDE 3" MIN. CONCRETE COVER VHERE HOLD-D0YN ANCHORS ARE LONGER THAN THE FOOTING DEPTH. USE (RJ) OPTION ON STHD HOLD-DOI'MNS FOR RAISED V100D SUS-FLOOR CONDITION. MSTC HOLD-D0k4NS MAY USE I6d SINKERS OR 10d COMMON NAILS. MSTCC, HOLD-DOVINS TO BE CENTERED BETI.MEEN UPPER 4 LO1ER FLOORS. MAXIMUM CLEAR SPAN IS". NAILS NOT REQUIRED IN CLEAR SPAN (RIM BOARD) AREA. of 13 Job Franco ADU 20171 Calculated by DT _ Date David Thomas Engineering 5FIREAD FOOTI NO SGHEDULE 51'ES1DOL SPREAD FOOTIN6 DIMEN51ON5 REINF. (f'c. _2,50.0_PSI MIN. _0 KSI) _fy <6> 24" SO. x .." DEEP SPREAD FOQTIN vi/ (2)-*4 EARS (EAGH 'MAY) <9> 30" SO. x i" DEEP SPREAD F00TIN W (3)-*4 EARS (EAGH frMA'r') 36" SO. x 1?.." DEEP SPREAD F00TIN W (4)-#4 BARS (EAGH frMA'r') &42" SO. x ia" DEEP SPREAD FOOTIN& v'1/ (5)-*4 BARS (EAGH It1A'i') 45" SO. x 18" DEEP SPREAD FO0TIN i/ (6)44 BARS (EAGH V1A'r') 13 of 13 _______ COMPONENT DESIGN DRAWINGS & DETAILS om Simpson Strong-Tie Company, Inc. 5956W. Las Positas Blvd. Pleasanton, CA 94588 (800) 999-5099 www.strongtie.com Aloha Lumber and Truss, Inc. Franco ADU 11/17/2020,2:56 PM 118149 Notes: The component design drawings referenced below have been prepared based on design criteria and requirements set forth in the Construction Documents, as communicated by the Component Manufacturer. The engineer's signature on these drawings indicates professional engineering responsibility solely for the individual components to be able to resist the design loads indicated, utilizing all the design parameter and materials indicated or referenced on each individual design. It is the Building Designer's responsibility to review the component design drawings to insure compatibility with the Building design, Refer to all notes on the individual component design drawings. 7 Component Design Drawing(s): 1-Al: SID 866094 3-A2a: SID 866096 5-B2: SID 868098 7-84: SID 866100 2-A2: SID 866095 4-BI: SID 866097 6-B3: SID 866099 Component SolutionslM Important Information & General Notes General Notes Each Truss Design Drawing (MD) provided with this sheet has been prepared in conformance with ANSI/TPI 1. Refer to ANSI/TPI I Chapter 2 for the responsibilities of all parties involved, which include but are not limited to the responsibilities listed on this sheet, and for the definitions of all capitalized terms referenced in this document. TDDs should not be assumed to be to scale. The Contractor and Building Designer shall review and approve the Truss Submittal Package. The suitability and use of the component depicted on the TDD for any particular building design is the responsibility of the Building Designer. The Building Designer is responsible for the anchorage of the truss at all bearing locations as required to resist uplift, gravity and lateral loads, and for all Truss-to-Structural Element connections except Truss-to-Truss connections. The Building Designer shall ensure that the supporting structure can accommodate the vertical and/or horizontal truss deflections. Unless specifically stated otherwise, each Design assumes trusses will be adequately protected from the environment and will not be used in corrosive environments unless protected using an approved method. This includes not being used in locations where the sustained temperature is greater than 150"F. Trusses are designed to carry loads within their plane. Any out-of- plane loads must be resisted by the Permanent Building Stability Bracing. Design dead loads must account for all materials, including self-weight. The TDD notes will indicate the min. pitch above which the dead loads are automatically increased for pitch effects. Trusses installed with roof slopes less than 0.25/12 may experience (but are not designed for) ponding. The Building Designer must ensure that adequate drainage is provided to prevent ponding. Camber is a non-structural consideration and is the responsibility of truss fabricator. Handling, Installing, Restraint & Bracing The Contractor Is responsible for the proper handling, erection, restraint and bracing of the Trusses. In lieu of job-specific details, refer to BCSI. ANSI/TPI 1 stipulates that for trusses spanning 60' or greater, the Owner shall contract with any Registered Design Professional for the design and inspection of the temporary and permanent truss restraint and bracing. Simpson Strong-Tie is not responsible for providing these services. Trusses require permanent lateral restraint to be applied to chords and certain web members (when Indicated) at the locations or intervals indicated on the TDD. Web restraints are to be located at mid points, or third points of the member and chord purtins are not to exceed the spacing specified by the TDD. Chords shown without bracing indicated are assumed to be continuously braced by sheathing or drywall. Permanent lateral restraint shall be accomplished in accordance with: standard industry lateral restraint/bracing details in BCSI.B3 or BCSI-87, supplemental bracing details referenced on the TDD, or as specified in a project-specific truss permanent bracing plan provided by the Building Designer. Additional building stability permanent bracing shall be installed as specified in the Construction Documents. S. Special end wall bracing design considerations may be required if a flat gable end frame is used with adjacent trusses that have sloped bottom chords (see BCSI-133). Do not cut, drill, trim, or otherwise alter truss members or plates without prior written approval of an engineer, unless specifically noted on the TDD. Piggyback assemblies shall be braced as per BCSI-B3 unless otherwise specified in the Construction Documents. For floor trusses, when specified, Strongbacking shall be installed per BCSI-137 unless otherwise specified in the Construction Documents. Symbols and Nomenclature 5x7 Plate size; the first digit is the plate width (perp. to the slots) and the second digit is the plate length (parallel to the slots). 5x7-18 -18, -18S5, or -18S6 following the plate size indicates different 18 gauge plate types. These symbols following the plate size indicate the direction of II = the plate length (and tooth slots) for square and nearly square plates. 10-344 Dimensions are shown in feet-inches-sixteenths (for this example, the dimension is 10'-3 14/16"). i Joints are numbered left to right, first along the top chord and 2' then along the bottom chord. Mid-panel splice joint numbers are not shown on the drawing. Members are identified using their end joint numbers (e.g., TC 2-3). . When this symbol is shown, permanent lateral restraint is . required. Lateral restraint may be applied to either edge of the member. See Note 3 under Handling, Installing, Restraint & Bracing for more information. r Bearing supports (wall, beam, etc.), locations at which the truss is required to have full bearing. Minimum required bearing width for the given reactions are reported on the TDD. . Required bearing widths are based on the truss material and indicated PSI of the support material. The Building Designer is r- responsible for verifying that the capacity of the support material exceeds the indicated PSI, and for all other bearing design considerations. Truss-to-Truss or Truss-to-Structural Element connection, which require a hanger or other structural connection (e.g., .Ii toe-nail) that has adequate capacity to resist the maximum reactions specified in the Reaction Summary. Structural connection type is not limited by type shown on TDD. Toe- nails may be used where hanger type shown where allowed by detail or other connection design information. Design of the Structural Element and the connection of the Truss to a Structural Element is by others. Note: These symbols are for graphical interpretation only; they are not intended to give any indication of the geometry requirements of the actual item that is represented. Materials and Fabrication Design assumes truss is manufactured in accordance with the TDD and the quality criteria in ANSI/TPI I Chapter 3, unless more restrictive criteria are part of the contract specifications. Unless specifically stated, lumber shall not exceed 19% moisture content at time of fabrication or in service. Design is not applicable for use with fire retardant, preservative treated or green lumber unless specifically stated on the TDD. Plate type, size, orientation and location indicated are based on the specified design parameters. Larger plate sizes may be substituted in accordance with ANSI/TPI, Section 3.6.3. Plates shall be embedded within ANSI/TPI I tolerances on both faces of the truss at each joint, unless noted otherwise. Truss plates shall be centered on the joint unless otherwise specified. Referenced Standards ANSI!TPI 1: National Design Standard for Metal Plate Connected Wood Truss Construction, a Truss Plate Institute publication (www.tpinst.org). SCSI: Guide to Good Practice for Handling, Installing, Restraining & Bracing Metal Plate Connected Wood Trusses, a joint publication of the Truss Plate Institute (www.tpinst.org ) and the Structural Building Components Association (www.sbcindustry.com ). DSB-89 Recommended Design Specification for Temporary Bracing of Metal Plate Connected Wood Trusses, a Truss Plate Institute publication (www.tpinst.org). NDS: National Design Specification for Wood Construction published by American Forest & Paper Association and American Wood Council. ESR-2762 Simpson Strong-Tie® AS Truss Plates are covered under ESR-2762 published by the International Code Council Evaluation Service (www.icc-es.org ). TD-GEN-0003A 5/2019 Franco ADU Qty: I Truss: Al Customer: - SID: 0000866094 liD: 118149 Date: 11118/20 Truss Mir. Contact: SL Page: 1 of 12-0-104 5-7-14 5-0-2 5-0-2 5-7-14 .2-0-10 , ' ' 5-7-14 10-8-0 15-8-2 21-4-0 1 2 3 4 5 6 7 4x6 '.0 5x8pm WPM Do Not Notch Do Not Notch '6 r 4-1 3x4pm= 'I' 4-1 z '3x6p 3x6pm Typical plate: 1.50 7-3-0 6-9-1 7-3-15 7-3-0 14-0-1 21-4-0 1 8 9 10 11 12 13 14 15 7 1. 21-4-0 Code/Design: CBC-2019/TPI-2014 Snow Load Specs ---------- -Wind Load Spec Additional Design Checks ------ PEELive Dead Our Factors ASCE7-16 Ground Snow(Po) - N/A ASCE7-16 Wind Speed(V) - 115 mph 10 paf Non-Concurrent BCLL: Yea TC 20.0 20.0 Live Wind Snow Risk Cat: IT Terrain Cat: C Risk Cat: TI Exposure Cat: C 20 paZ BC Limited Storage: Yes BC 0.0 10.0 L.1.25 1.60 N/A Roof Exposure: Sheltered Bldg Dims: L - 38.0 ft B - 34.0 ft 200 lb BC Accessible Ceiling: Yes Total 50.0 Pit 1.25 1.60 N/A Thermal Condition: All Othera(l.0) )t.R.H(h) - 15.0 ft tczt - 1.0 300 lb TC Maintenance Load: Yes Spacing: 2-00-00 o.c. Plies: 1 Unobstructed Slippery Roof: No Bldg Enclosure: Enclosed 2000 lb TC Safe Load: No Repetitive Member increase: Yes Low-Slope itininums(Pfmin): No Wind Dilpsf): TC - 12.0 BC - 6.0 Unbalanced TCLL: Yes Occur. Lumber: Yes Wet Service: 210 Unbalanced Snow Loads: No End Vertical Exposed: L Yes R Yes Tab Tolerance: 20% Creep (Kcr) 2.0 Rein Surcharge: No Ice Dam Chic: No Wind Uplift Reporting: ASCE7 MFRS Oil Soffit Load: 2.0 paZ CSC End Zone: 3-04-13 Material Summary Reaction Summary Deflection Summary TC 2x4 DFL 82 Reaction Sununary(Lbs) TrusoSpan Limit Actual(in) Location BC 2x4 DFL 82 Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI Vert LL L/360 L/9991 0.00) 15- 7 Webs 2x4 DFL 82 1 08-07 723 0 21-04-00 Vert DL L/180 L/999( 0.00) 15- 7 Other 2x4 DPI. 82 8 2-10-15 137 168 21-04-00 Vert CR L/240 L/999( 0.00) 15- 7 10 7-03-15 573 0 21-04-00 Hors LL 0.751n I 0.01) tJt 7 Member Forces Summary 13 14-01-00 569 0 21-04-00 Herz CR 1.251n 1 0.02) liSt 7 . .81cm... Ten Comp .CSI. 15 18-05-01 137 168 21-04-00 01mg CR 2L/240 2L1599(-0.09) 1- 1 TC ON- 1 121 0 0.68 7 20-07-09 722 0 21-04-00 ohng CR 2L/240 2L/599(-0.09) 7-7 1- 2 50 16 0.17 Reactions not shown: down < 400 and up < 150 2 35 287 0.21 ---- Reaction Summary (piE) Vert CR and Hors CR are the vertical and 3 65 237 0.41 5nt5flt React -Up- --Width horizontal deflections due to live load 4 187 96 0.48 1- 7 10 0 21-04-00 (reduced) plus the creep component of deflection s 185 99 0.48 Max Non: - -81 / +81 at Joint 1 due to dead load, computed as Defl,,,LL + 6 51 231 0.41 (Her - 1) x Defl_DL in accordance with 7 50 16 0.17 Loads Summary 1.NSI/TPI 1. 6- 7 40 281 0.21 7-OH 121 0 0.68 This truss has been designed for the effects of an unbalanced top chord Bracing Data Summary BC 1- 8 207 32 0.44 live load occurring at 110-08-001 using a 1.00 Pull and 0.00 Reduced lead -----------Bracing Data ------------ 7-15 202 16 0.44 factor. Chordal continuous except where Shown 8 9 207 32 0.12 See Loadcase Report for loading combinations and additional details. Web Bracing -- None 9-10 207 32 0.05 Dead Loads may be slope adjusted: 2 12.0/12 10-11 146 2 0.03 Tooth-Holding reduction factors applied:Green Lumber Plate Offsets (X,Y: 11-12 146 2 0.04 (None unless indicated below) 12-13 146 2 0.04 13-14 202 16 0.05 Notes .lntl (-08-00, -02-04), .int3 (-00-04,00-03), 14-15 202 16 0.12 Gable webs are attached with mm. 1x3 20 ga.plates. The max.rake overhang ,int5(00-04,00-05), Jnt7(07-13,-02-03), Web 3-10 117 402 0.06 - 1/2 the truss spacing. If this truss is exposed to wind loads Sntlolo,-00-14), 5nt4(0,Ol-06) 4-10 26 325 0.15 perpendicular to the plane of the truss, it must be braced according to a 4-13 25 321 0.16 standard detail matching the wind criteria shown, or according to the 5-13 116 400 0.06 Construction Documents and/or SCSI - 83. Designed for green lumber that will be seasoned by time of installation. Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees Plates located at TC pitch breaks meet the prescriptive minimum size requirement to transfer unblocked diaphragm loads across those joints. A "pm' next to the size indicates that the has been plate plate user modified: see Plate Offsets for any special positioning requirements. The top chord may be notched 1.5' deep x 3.5" wide at 24" o.c. max. for outlookers. Do not notch in the heel, areas marked or anywhere there is a /DAvIDNOflRlS.\ single chord member. Do not cut the connector plates. Attach stacked chords with 2x4 20 ga. plates, u.n.o. LY LL 11/18/2020: NOTICE A copy of this design shall be furnished to the erection centimeter. The design of this Individual truss Is based on design criteria and requirements suppled by - - Component Solutions the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. A seal on this drawing Indicates tilkil$f'1'I Truss Studio V acceptance of professional engineering responsibility solely for the tress component design shown. See the cover page and the 'Important Information & General :_________________ Notes' page for additional Information. All connector plates shall be manufactured by Simpson Strong.11e Company, Inc In accordance with ESR-2782. All connector 2020.1.0.136 __- Helpdesk: 1-866-252-8606 plates are 20 gauge, unless the specified plate size Is followed by a '48` which indicates an 18 gauge plate. or'S# 18', which Indicates a high tension 18 gauge plate. CSHoIplistrongtie.com Engorwg, 2e190kel_ceg Material Summary IC 2x4 DPI 12 BC 2x4 DPI. 82 Webs 2x4 DPI 62 Member Forces Summary .Mem... Ten Comp .CSI. IC OH- 1 121 0 0.68 2 123 1932 0.43 3 140 1688 0.51 4 140 1686 0.51 5 123 1932 0.43 5-011 121 0 068 BC 1- 6 1707 0 .7 0. 7 1707 10 0.57 7 1161 0 0.54 Web 2- 6 116 391 0.06 3- 6 553 13 0.09 7 553 13 0.09 7 115 391 0.06 Franco ADU - Franco ADU Qty 3 - Truss: A2 Customer: - SID: 0000866095 liD: 118149 Date: 11/17/20 Truss Mfr. Contact: SL Page: 1 of I 2-0-10 5-7-14 5-0-2 5-0-2 5-7-14 2-0-10 5-7-14 10-8-0 15-8-2 21-4-0 1 2 3 4 5 06 4-1 7-3-15 6-8-3 . 7-3-15 I I I 7-3-15 14-0-1 21-4-0 1 6 7 S. 21-4-0 Code/Design: CBC-2019/TPI-2014 PS! Live Dead Our Factors IC 20.0 20.0 Live Wind Snow SC 0.0 10.0 Lum 1.25 1.60 N/A Total 50.0 pit 1.25 1.60 N/A Spacing: 2-00-00 0.0. Plies: I Repetitive Member Increase: Yes Green Lumber: Yes Wet Service: No Tab Tolerance: 20% Creep (Her) - 2.0 OH Soffit toed: 2.0 paf Snow Load Specs---------- ASCE7-16 Ground Snow(Pg) N/A Risk Cat: XI Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Otbers(1.0) Unobstructed Slippery Roof: No Low-Slope Minimums(Pfmin): No Unbalanced Snow Loads: No Rain Surcharge: No Ice Dam Chk: No Wind Load Specs--r ------- ASCE7-16 Wind Speed (V) - ItS mph Risk Cat: II Exposure Cat: C Bldg Dims: I - 38.0 ft B - 34.0 ft M.R.H(h) 15.0 ft Kzt - 1.0 Bldg Enclosure: Enclosed Wind DL(psf): IC - 12.0 BC - 6.0 End Vertical Exposed: I - Yes P. - Yes Wind Uplift Reporting: ASCE7 MWPRS CSC End Zone: 3-04-13 Additional Design Chocks------ 10 psf Non-Concurrent BCLL: Yes 20 paf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: Yes 300 lb IC Maintenance Load: Yes 2000 lb IC Safe Load: No Unbalanced TCLL: lee Reaction Summary Reaction Summary(Lbs) ---------------- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 1 02-12 1248 0 05-08 01-05 DPI 625 5 21-01-04 1248 0 05-08 01-05 DPI 625 Max ltoriz - -76 / +76 at Joint 1 Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at (10-08-00) using a 1.00 Full and 0.00 Reduced lead factor. See Loadcase Report for loading combinations and additional details. Dead Loads may be slope adjusted: > 12.0/12 Tooth-Holding reduction factors applied:Green Lumber Notes Designed for green lumber that will be seasoned by time of installation. Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees Plates located at IC pitch breaks meet the prescriptive minimum size requirement to transfer unblocked diaphragm loads across those joints. Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/360 L/999(-0.08) 6- 7 'fort DL 1/180 L/999(-0.13) 6- 7 Vert CR 1/240 L/999(-0.21) 6- 7 Hors IL 0.75in I 0.02) @Jt 5 Hors CR 1.25in ( 0.09) lIlt 5 01mg CR 21/240 21/599(-0.09) 1- 1 Ohng CR 2L/240 2L/599(-0.09) 5- 5 Vent CR and Nor: CR are the vertical and horizontal deflections due to live load plus the creep component of deflection due to dead load, computed as DeflLL + (Kcr - 1) x Def1DL in accordance with ANSI/TPI 1. Bracing Data Summary Bracing Data ------------ Chords; continuous except where shown Web Bracing -- None Plate offsets (X, Y): (None unless indicated below) ,lntl(0.00-02), JntS(0,00-02). Jnt6(0.-01-00) NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual buss is based on design clitoris and requirements supplied by -_______________ Component Solutions I the Truss Manufacturer and relies upon the accuracy and completeness of the Information set forth by the Building Designer.A seal on this drawing indicates tilk!il 2i]I, Truss Studio V I acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the'Important InformatIon 8 General 2020.1.0.136 I I Notear page for additional Informaijon. All connector plates shall be manufactured by Simpson Stzong.fle Company. Inc in accordance With ESR-2762. Al) Connector Helpdesk: 1-866-252-8606 plates are 20 gauge, unless the specified plate size is followed by a '-18* which Indicates an 18 gauge plate, or*SO 18, which indicates s high tension 18 gauge plate. 1 CSflelp8otxongtie.com I Material Summary IC 2x4 DPI 62 SC 2x4 DPI 62 Webs 2x4 DFL 62 Member Forces Summary .Mern... Ten Comp .CSI. IC OH- 1 121 0 0.69 2 149 1959 0.43 3 165 1714 0.51 4 192 1763 0.49 5 181 2016 0.48 BC 1- 6 1732 44 0.57 7 1795 82 0.61 7 1189 0 0.53 Web 2- 6 117 393 0.06 3- 6 549 6 0.09 7 604 46 0.10 7 142 117 0.06 France ADU -France ADU Qty: 4 Truss: Aft Customer: - SID: 0000866096 TiD: 118149 Date: 11117/20 Truss Mfr. Contact: SL Page: 1 of I 5-7-14 5-0-2 5-0-2 5-7-14 5-7-14 10-8-0 15-8-2 21-4-0 1 2 3 4 5 4x6 4-1 7-3-15 6-8-3 7-3-15 7-3-15 14-0-1 21-4-0 1. 21-4-0 Code/Design: CBC-2019/TPI-201.4 5SF Live Deed Dur Factors IC 20.0 20.0 Live Wind Snow SC 0.0 10.0 turn 1.25 1.60 N/A Total. 50.0 Pit 1.25 1.60 N/A Spacing: 2-00-00 o.e. Plies: 1 Repetitive Member Increase: Yes Green Lumber: Yes Wet Service: No Tab Tolerance: 20% Creep (Ken) - 2.0 OH Soffit Load: 2.0 psf Snow Load Specs---------- ASCE7-16 Ground Snew(Pg) N/A Risk Cat: II Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Others (1.0) Unobstructed Slippery Roof: No Low-Slope Minimums (Pisrin): No Unbalanced Snow Loads: 110 Rain Surcharge: No Ice Dam Chk: No Wind Load Specs----------ASCE7-16 Wind Specd(V) - 115 mph Risk Cat: II Exposure Cat: C Bldg Dims: L - 38.0 ft B - 34.0 ft M.R.H(h) - 15.0 ft Kzt 1.0 Bldg Enclosure: Enclosed Wind DL(psf): IC -12.0 BC 6.0 End Vertical Exposed: L Yes P. - Yes Wind Uplift Reporting: ASCE7 I4WFR5 C&C End Zone: 3-04-13 Additional Design Chock------- 10 psf Non-Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: Yes 300 lb TC Maintenance Load: Yes 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Reaction Summary Deflection Summary Reaction Susirnary(Lbs)---------------- TrussSpan Limit Actual(in) Location Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI Vent IL 1/360 L/999(-0.07) 6- 7 1 02-12 1260 0 05-08 01-06 DFL 625 Vert DL 1/160 L/999(-0.12) 6- 7 5 21-01-04 1055 0 05-08 01-02 OF!. 625 Vert CR L/240 L/999(-0.18) 6- 7 Max Horiz - -62 / +92 at Joint 1 Harz IL 0.75in I 0.02) 9Jt 5 Hors CR 1.251n I 0.05) 82!. 5 Loads Summary Ohng CR 2L/240 21/599(-0.09) 1- 1 This truss has been designed for the effects of an unbalanced top chord Vert CR and Harz CR are the vertical and live load occurring at (10-08-00) using a 1.00 Full and 0.00 Reduced load horizontal deflections due to live load factor, plus the creep component of deflection due to dead load, computed as Def 1 LI + See Loadcase Report for loading combinations and additional details. (Ect - 1) x Defl_DL in accordance with Dead Loads may be slope adjusted: > 12.0/12 ANSX/TPl 1. Tooth-Holding reduction factors applied:Green Lumber Bracing Data Summary Notes -----------Bracing Data ------------Designed for green lumber that will be seasoned by time of installation. Chords; continuous except where shown Plates designed for Cq at 0.80 and Rotational. Tolerance of 10.0 degrees Web Bracing -- None Plates located at TC pitch breaks meet the prescriptive minimum size requirement to transfer unblocked diaphragm loads across those joints. Plate onsets(x,Y): (None unless indicated below) .lntl(0, 00-02), Jnt5 (0,00-02), Jnt6(0,-01-00) I NOTICE Acopy of this design shall be furnished to the erection contractor. The design of this Individual buss is based on design criteria and requirements supplied by 'P°"" amusema I the Truss Manufacturer and relies upon the accuracy and completeness of the Information set forth by the Building Oesigner.A seal on this drawing indicates t21Wd!1t!I Trues Studio V acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the 'Important Information & General 2020.1.0.136 Notes' page for additional Information. All connector plates ths0 be manufactured by Simpson Strung-Tie Company, Inc in accordance with ESR-2762.All connector 1-866-252-8606 I plates are 20 gauge, unless [he specified plate size Is followed by a '.18' which indicates an 18 gauge plate, or '86 18. which Indicates a high tension 18 gauge plate. csflelpllstrengtio .com Franco ADU - - Qty: I Truss: BI Customer: - SID: 0000869599 TID: 118382 Date: 11124/20 Truss Mfr. Contact: SL Page: 1 of I 2-0-7 4-8-7 5-7-5 6-0-12 2-6-7 4-8-7 10-3-12 ' 16-4-8 . 1 2 3 4 5 40 3x6 3x6 -5.9/12 5.9/12 4x8p1T II Do Not Notch 1111 'I 4-6 3x6pm 3x4= 3x4-- Typical plate: 1.5x4 Do Not Notch 4x8pm 8-0-10 3-9-9 8-0-10 12-6-15 16-4-8 1. 6 7 8 9 10 11 12 1. 16-4-8 Code/Design: CBC-2019/TPI-2014 PS! Live Dead Our Factors TC 20.0 20.0 Live Wind Snow BC 0.0 .10.0 Lure 1.25 1.60 N/A Total 50.0 Pit 1.25 1.60 N/A Spacing: 2-00-00 o.c. Plies: 1 Repetitive Member Increase: Yes Green Lumber: Yes Wet Service: No Feb Tolerance: 20% Creep (Kcr) 2.0 OR Soffit Load: 2.0 psf Snow Load Specs---------- ASCE7-16 Ground Snow(Pg) - N/A Risk Cat: II Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Others (1.0) Unobstructed Slippery Roof: No Low-Slope Minimums(Pfmin): No Unbalanced Snow Loads: No Rain Surcharge: No Ice Dam Chk: No Wind Load Specs---------- ASCZ7-16 Wind Specd(V) - 115 mph Risk Cat: II Exposure Cat: C Bldg Dims: L - 38.0 ft B - 34.0 ft M.R.H(h) 15.0 ft Kzt - 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC - 12.0 BC - 6.0 End Vertical Exposed: L Yes R - Yes Wind Uplift Reporting: ASCE7 NWFRS CSC End Zone: 3-04-13 Additional Design Checks------ 10 paf Non-Concurrent BC!.!.: Yes 20 psI BC Limited Storage: Yes 200 lb BC Accessible Ceiling: Yes 300 lb TC Maintenance Load: Yea 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Material Summary TC 2x4 OF!. 62 2x4 0!!. 813 4-5 BC 2x4 OF!. 62 Webs 2x4 DFL #2 Other 2x4 OF!. 62 2x4 DFL #113 Member Forces Summary .91cm... Ten Comp .CSI. TC OH- 1 137 0 0.66 1- 2 57 18 0.20 1- 2 50 418 0.23 2- 3 77 364 0.48 3- 4 189 100 0.58 4- 5 186 194 0.96 5-OH 160 0 0.85 BC 1- 6 317 62 0.44 7 317 62 0.11 8 317 62 0.08 5- 9 93 38 0.04 9-10 93 38 0.03 10-11 0 27 0.03 11-12 0 27 0.02 12-OH 0 0 0.00 Web 3- 8 150 441 0.12 4- 5 53 413 0.19 4-10 76 351 0.16 5-10 160 185 0.05 5-12 118 515 0.06 Reaction Summary Reaction Sumusary(Lbs)---------------- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 1 07-01 698 0 16-04-08 8 8-00-10 520 0 16-04-08 10 12-06-15 439 41 16-04-08 12 16-02-12 533 0 16-04-08 Reactions not Shown: down < 400 and up < 150 Reaction Summary (plf) ----- Jnt-Jnt React -Up- --Width- 1- 12 10 0 16-04-08 (reduced) Max Horiz -86 / +127 at Joint 1 Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at (10-03-12) using a 1.00 Full and 0.00 Reduced load factor. See Loadcase Report for loading combinations and additional details. Dead Loads may be slope adjusted: > 12.0/12 Tooth-Holding reduction factors applied:Green Lumber Notes Gable webs are attached with rein. 1x3 20 ga.plates. The max.rake overhang - 1/2 the truss spacing. If this truss is exposed to wind loads perpendicular to the plane of the truss, it must be braced according to a standard detail matching the wind criteria shown, or according to the Construction Documents and/or SCSI - B3. Designed for green lumber that will be seasoned by time of installation. Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees Plates located at TC pitch breaks meet the prescriptive minimum size requirement to transfer unblocked diaphragm loads across those joints. A 'ps' next to the plate size indicates that the plate has been user modified; see Plate Offsets for any special positioning requirements. The top chord may be notched 1.5' deep a 3.5' wide at 24" o.c. max. for outlookors. Do not notch in the heel areas marked or anywhere there is a single chord member. Do not cut the connector plates. Attach stacked chords with 2x4 20 ga. plates. u.n.o. Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/360 1.1999) 0.00) 1- 6 Vert DL L/180 L/999( 0.00) 1- 6 Vert CR L/240 L/999( 0.01) 1- 6 llorz 1.!. 0.75in 1 0.02) @Jt 1 Horz CR 1.25in ( 0.02) @Jt 1 01mg CR 2L/240 2L1599(-0.09) 1- 1 Ohng CR 2L/240 2L/349(-0.19) 5- 5 Vert CR and Nor: CR are the vertical and horizontal deflections due to live load plus the creep component of deflection due to dead load, computed as Defl_LL + (Kcr - 1) x Del 1DL in accordance with ANSI/TPI 1. Bracing Data Summary Bracing Data ------------ Chords; continuous except where shown Web Bracing -- None Plate offsets (X, '6'): (None unless indicated below) Intl (-07-05. -02-09), Jnt2 (-03-04, -01-10). Jnt3 (-00-09,00-05) • 3nt5 (-01-00.00-08). Jnt4 (0,01-07) I NOTICE A copy of this design shall be furnished to the erection contractor. The design of this Individual buss Is based on design criteria and requirements supplied by ..Component 601,j0me the Truss Manufacturer and relies upon the accuracy and completeness of the Information set forth by the Building Deslgner.A seal on this drawing indicates l. TZUSS Studio V acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the "Important Information & General , 2020.1.0.136 I Notes' page for additional Information. All connector plates shall be manufactured by Simpson Strong-lie Company, Inc In accordance with ESR-2782. All connector Nelpdeak: 1-866-252-a606 I plates are 20 gauge, unless the specified plate size Is followed bye'-I8' which indicates an 18 gauge plate, or 'SI) 18', which Indicates a high tension 18 gauge plate. . CSHolp@stzongtio.com France ADU - France ADU Qty: I Truss: 82 Customer: - SID: 0000869597 TID: 118381 Date: 11/23/20 Truss Mfr. Contact: SL Page: 1 oil 2-0-7 5-4-15 4-10-13 4-0-6 4-0-6 2-6-7 5-4-15 l 10-3-12 14-4-2 18-4-8 1 2 3 4 5 3x5 -5.9/12 5.9/12 4x4 4x4 4x4= U41- 1x44X83X4N 4-6 5-4-15 4-10-13 4-0-6 3-11-7 0 5-4-15 ' 10-3-1 -15 2 14-4-2 ' 18-3-9 6 7 8 18-4-8 9 18-4-8 Code/Design: CBC-2019/TPI-2014 PSP Live Dead Our Factors TC 20.0 20.0 Live Wind Snow BC 0.0 10.0 turn 1.25 1.60 N/A Total. 50.0 Pit 1.25 1.60 N/A Spacing: 2-00-00 o.c. Plies: I Repetitive Member Increase: Yes Green Lumber: Yes Wet Service: No Fab Tolerance: 20% Creep (Ncr) - 2.0 ON Soffit Load: 2.0 paf Snow Load Specs ---------- ASCE7-16 Ground Snow(P(j) N/A Risk Cat: 11 Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Others 11.0) Unobstructed Slippery Roof: No Low-Slope Minimums(Ptmin): No Unbalanced Snow Loads: No Rain Surcharge: No Ice Dam Chk: No Wind Load Specs---------- ASCE7-16 Wind Speed(V) - 115 mph Risk Cat: II Exposure Cat: C Bldg Dims L - 38.0 ft B - 340 ft M.R.H(h) - 15.0 ft Kzt - 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC - 12.0 BC - 6.0 End Vertical Exposed: L - Yes N - Yes Wind Uplift Reporting: ASCE7 MWFRS CSC End Zone: 3-04-13 Additional Design Check------- 10 paf Non-Concurrent SCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: Yes 300 lb TC Maintenance Load: Yes 2000 lb TC Safe Load: No Unbalanced TCLL: Yea Material Summary TC 2x4 DFL #2 2x4 DFL #15 3-5 BC 2x4 DFL 82 Webs 2x4 DPI 82 Member Forces Summary .14cm... Ten Comp .CSI. TC OH- 1 137 0 0.68 1- 2 82 1400 0.36 2 3 121 923 0.44 3- 4 124 898 0.26 4- 5 89 983 0.83 5-OH 160 0 0.85 BC 1- 6 1171 0 0.45 7 1171 0 0.40 8 791. 0 0.30 9 0 12 0.23 9-OH 0 0 0.00 'Web 2- 6 224 0 0.04 2- 7 83 525 0.24 3- 7 421 14 0.07 4- 7 64 190 0.07 4- 8 40 173 0.03 5- 8 830 0 0.14 5- 9 178 1106 0.11 Reaction Summary Reaction Summary(Lbs) ---------------- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 1 02-12 1099 0 05-08 01-03 DFL 625 9 18-02-12 1143 0 07-06 01-04 DFL 625 Max Horiz -95 / +107 at Joint 1 Loads Summary This truss has been designed for the effects of an unbalanced lop chord live Load occurring at (10-03-121 using a 1.00 Full and 0.00 Reduced load factor. See Loadcase Report for loading combinations and additional details. Dead Loads may be slope adjusted: > 12.0/12 Tooth-Holding reduction factors applied:Green Lumber Notes Designed for green lumber that will be seasoned by time of installation Plates designed for Cq at 0.80 and Rotational. Tolerance of 10.0 degrees Plates located at TC pitch breaks meet the prescriptive minimum size requirement to transfer unblocked diaphragm loads across those joints. Deflection Summary TrusaSpan Limit Actual(in) Location Vert LL L/360 1/999(-0.03) 6- 7 'Fart DI. 1/180 1/999(-0.06) 6- 7 Vert CR L/240 L/999(-0.09) 6- 7 Hors IL 0.75in I 0.01) lIlt 9 Horn CR 1.251n ( 0.02) 113t 9 Ohng CR 21/240 21/599(-0.09) 1- 1 Ohng CR 2L/240 2L/349(-0.19) 5- 5 Vert CR and Nor: CR are the vertical and horizontal deflections due to live load plus the creep component of deflection due to dead load, computed as Defl,LL + (Kct - 1) x Def1.,DL in accordance with ANSI/TPI I. Bracing Data Summary Bracing Date ------------ Chords; continuous except where shown Web Bracing -- None Plate offsets X, Y): (None unless indicated below) NOTICE A copy of this design shall be furnished to the erection contractor. The design of this Individual truss Is based on design criteria and requirements supplied by the Truss Manufacturer and relies upon the accuracy and completeness of the Information set forth by the Building Designar.A east on this drawing Indicates acceptance of professional engineering responsibility solely for the truss component design shown. Sea the cover page and the important Information & General Notes' page for additional Information. All connector plates shall be manufactured by Simpson Strong.Ite Company, Inc In accordance with ESR.2782. All connector plates are 20 gauge, unless the specified plate an Is followed by a •-18 which indicates an 18 gauge plate, or 18'. which Indicates a high tension 18 gauge plate. -M I Component Solution. True. Studio V M _2020. 1 .0. 1 36 Belpdeak: 1-866-252-8606 CSHolp@stz,onatio.com France ADU -France ADU Qty: I Truss: 03 Customer: - SID: 0000869596 lID: 118381 Date: 11123/20 Truss Mfr. Contact: SL Page: 1 of I 2-0-7 5-4-15 4-10-13 4-10-13 5-1-15 ., 2-67 5-4-15 10-3-12 15-2-9 20-4-8 4. 1 2 3x5 4-6 X 5-4-15 4-10- 7 8 13 4-10-13 5-1-0 5-4-15 10-3-12 6 15-2-9 20-3-9 20-4-8 5 20-4-8 Code/Design: CBC-2019/TPI-2014 P57' Live Dead Dur Factors TC 20.0 20.0 Live Wind Snow BC 0.0 .10.0 Lum 1.25 1.60 N/A Total 50.0 Pit 1.25 1.60 N/A Spacing: 2-00-00 o.c. Plies: I Repetitive Member Increase: Yes Green Lumber: Yes Wet Service: No Tab Tolerance: 20% Creep (Kcr) 2.0 Oil Soffit Load: 2.0 paZ Snow Load Specs ---------- ASCE7-16 Ground Snow(Pg) - N/A Risk Cat: II Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Others (1.0) Unobstructed Slippery Roof: No Low-Slope t4inimums(Ptmin): No Unbalanced Snow Loads: No Rain Surcharge: No Ice Dam Chk: No Wind Load Specs---------- ASCE7-16 Wind Speed (V) - 115 mph Risk Cat: XI Exposure Cat: C Bldg Dims: L - 38.0 ft B - 34.0 ft M.R.11(h) = 25.0 ft Ret 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC - 12.0 BC - 6.0 End Vertical Exposed: L - Yes K Yes Wind Uplift Reporting: ASCE7 MWFRS CSC End Cone: 3-04-13 Additional Design Checks------ 10 psf Non-Concurrent BCLL: Yes 20 paZ BC Limited Storage: Yes 200 lb BC Accessible Ceiling: Yes 300 lb TC Maintenance Load: Yes 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Material Summary TC 2x4 DFL 02 2x4 DEL ha 3-5 BC 2x4 DEL 62 Webs 2x4 DEL 12 Wedge 2x4 DEL *2 Member Forces Summary .Me-i Ten Comp .CSI. CC ON- 1 137 0 0.68 2 84 1574 0.38 3 124 1119 0.46 4 124 1113 0.38 5 87 1421 0.44 5-0Il 157 0 0.77 BC 1- 6 1325 0 0.47 8 1178 0 0.67 7 1325 0 0.41 8 1178 0 0.43 Web 2- 6 214 0 0.03 2- 7 82 506 0.24 3-7 538 9 0.09 4- 7 71 386 0.38 4- 8 166 34 0.03 Reaction Summary Reaction Sununary(Lbs)---------------- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 1 02-12 1185 0 05-08 01-04 DEL 625 5 19-11-14 1258 0 07-06 01-05 DEL 625 Max None -100 / +95 at Joint 1 Loads Summary This trues has been designed for the effects of an unbalanced top chord live load occurring at (10-03-121 using a 1.00 Full and 0.00 Reduced load factor. See Loadcase Report for loading combinations and additional details. Dead Loads may be slope adjusted: > 12.0/12 Tooth-Holding reduction factors applied:Green Lumber Notes Designed for green lumber that will be seasoned by time of installation. Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees Plates located at IC pitch breaks meet the prescriptive minimum size requirement to transfer unblocked diaphragm loads across those joints. Deflection Summary TrussSpan Limit Actual(in) Location Vert IL L/360 L/999(-0.06) 7- 8 Vert DL I/laO L/999(-0.09) 7- 8 Vert CR 1/240 L/999(-0.14) 7- B Herz LL 0.75in I 0.03) 0Jt 5 Herz CR 1.25in I 0.07) 63t S Ohng CR 2L/240 21./599(-0.09) 1- 1 Ohng CR 2L/240 21/391(-0.16) 5- 5 Vert CR and Morl CR are the vertical and horizontal deflections due to live load plus the creep component of deflection due to dead load, computed as Oefl_LL + (Kcr - 1) x Defl_DL in accordance with ANSI/TPI 1. Bracing Data Summary Bracing Data ------------ Chords; continuous except where shown Web Bracing -- None Plate offsets (X, Y): (None unless indicated below) Jnt7 (0, -00-08), Jnt5 (-03-10, 01-00) I NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual buss is based on design criteria and requirements supplied by - Component SO1UOIIa the Truss Manufacturer and relies upon the accuracy and completeness of the Information set faith by the Building Oeslgner.A seal on this drawing Indicates t1I!iII]1 Truce Studio V I acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the 'Important Information S General .12020.1.0.136 .com I I Notes' page for additional information. All connector plates shall be manufactured by Simpson Stmng.fl Helpdesk: 1-866-252-8606 e Company. Inc in accordance with ESR-2762. All connector Ia.)15JJj• plates are 20 gauge, unless the specified plate size is followed by a .18 which indicates an 18 gauge plate, or $(t 18'. which indicates a high tension 18 gauge plate. 4-6 I 3x5 France ADU - France ADU Qty: 2 Truss: 84 Customer: - SID: 0000869598 TiD: 118381 Date: 11123/20 Truss Mfr. Contact: SL Page: 1 of I 2-0-7 5-4-15 4-10-13 4-10-13 5-4-15 2-0-7 5-4-15 ' 10-3-12 15-2-9 20-7-8 1 2 3 4 5 5-4-15 4-10-13 5-4-15 5-4-15 10-3-12 15-2-9 20-7-8 1 6 7 8 5 1. 20-7-8 Code/Design: CBC-2019/TPI-2014 PSE Live Dead Our rectors TC 20.0 20.0 Live Wind Snow BC 0.0 10.0 bum 1.25 1.60 N/A Total 50.0 Pit 1.25 1.60 N/A Spacing: 2-00-00 o.c. Plies: I Repetitive Member Increase: Yes Green Lumber: Yea Wet Service: No Tab Tolerance: 20% Creep (Ncr) 2.0 ON Soffit Load: 2.0 paf Snow Load Specs ---------- ASCE7-16 Ground Snow(Pg) - N/A Risk Cat: 11 Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Othets(l.0) Unobstructed Slippery Roof: No Low-Slope Minimums(Pfmin): No Unbalanced Snow bade: No Rain Surcharge: No Ice Dam Chic: No Wind Load Specs---------- ASCE7-16 Wind Speed(V) - 115 mph Risk Cat: II Exposure Cat: C Bldg Dims: 1. - 38.0 ft B - 34.0 ft N.R.lt(h) 15.0 ft Kzt 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC - 12.0 BC - 6.0 End Vertical Exposed: I = Yes P. Yes Wind Uplift Reporting: ASCEI MWFRS CSC End Zone: 3-04-13 Additional Design Check------- 10 psf Non-Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: Yes 300 lb TC Maintenance Load: Yes 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Material Summary TC 2x4 DTL 62 BC 2x4 DEL 62 Webs 2x4 DEL 12 Member Forces Summary .Mem... Ten Comp .CSI. TC OH- 1 137 0 0.68 2 96 1634 0.39 3 128 1177 0.47 4 128 1177 0.47 5 96 1634 0.39 S-OH 137 0 0.68 BC 1- 6 1379 0 0.48 8 1379 0 0.48 7 1379 0 0.42 8 1379 0 0.42 Web 2- 6 215 0 0.04 7 82 506 0.24 7 586 13 0.10 7 81 508 0.24 4-8 215 0 0.04 Reaction Summary Reaction Sunonary(Lbe)---------------- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 1 02-12 1213 0 05-08 01-05 DEL 625 5 20-04-12 1213 0 05-08 01-05 DEL 625 Max Horiz -98 / +98 at. Joint 1 Loads Summary This trues has been designed for the effects of an unbalanced top chord live Load occurring at (10-03-12) using a 1.00 Full and 0.00 Reduced load factor. See Loadcase Report for loading combinations and additional details. Dead Loads may be slope adjusted: > 12.0/12 Tooth-Holding reduction factors apptied:Green Lumber Notes Designed for green lumber that will be seasoned by time of installation Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees Plates located at TC pitch breaks meet the prescriptive minimum size requirement to transfer unblocked diaphragm loads across those joints. Deflection Summary TrussSpan Limit Actual(in) Location Vest LI. L/360 1/999(-0.05) 7- 6 Vert DL 1/180 1/999(-0.08) 7- 8 Vest CR 1/240 L/999(-0.13) 7- 8 Hors IL 0.75in 1 0.02) ltjt S Hors CR 1.25in I 0.05) 83t 5 Ohng CR 21/240 2L/598(-0.09) 1- 1 Ohng CR 2L/240 2L/599(-0.09) 5- 5 Vest CR and Nor: CR are the vertical and horizontal deflections due to live load plus the creep component of deflection due to dead load, computed as flefl_LI. + (Ncr - 1) a Defl_DL in accordance with ANSI/TPI 1. Bracing Data Summary Bracing Data ------------ Chords; continuous except where shown Web Bracing -- None Plate offsets (X, Y): (None unless indicated below) .int7(0,-00-08) DAVID NORRIS NOTICE A copy of this design shall be furnished to the erection centimeter. The design of this Individual truss Is based on design criteria and requirements supplied by the Truss Manufacturer and relies upon the accuracy and completeness or the Information eel forth by the Building Designer. A east on this drawing Indicates acceptance of professional engineering responslblity solely for the buss component design shown. Sea the cover page and the 'Important Information & General Notes' page for additional Information. Alt connector plates shall be manufactured by Simpson Strong-Ile Company, Inc In accordance with ESR.2782. All connector plates are 20 gauge, unless the specified plate size Is followed by a-1r which indicates an 16 gauge plate, or 'SI 18W. which Indicates a high tension 18 gauge plate. Component Solutions Truss Studio V 2020.1.0.136 Helpdeak: 1-866-252-8606 CSHQID@Btzonatio.com 16-4-8 Bi DL#3000 CP 00 M. CONV.BY OTHERS I —-—-.n 13-6-8 -- r.J iS \ _____ THIS IS A TRUSS PLACEMENT DIAGRAM ONLY - z 0. oro to Franco ADU REVISION: II124l2O IRLEN: I.AtdlLRyout DATE: AXE: is :::::: 1I bqPd ________________________ ______ ___________ LUBE .8iTRU5S• I _TT1!a 0 schoold arid returnedthe city prior I a completed school fee farm - r Project a - Permit # CaR20?O.2043 Project Address: 2858 rULE CT 110 _ - Assesso?s Parci,j #: 2155040500 Project Applicant OWNER ARCPNIEGA JESSICA FRANCO (Owner Name) . Residential Square Foot: Now/Additions. Second Dwelling Unit: Commercial Square Feet; New/Additions; -- - - - City Certification: City of Carisbad BUiIdIfl&DMSIOfl Date: 10/20/2020 Ceififieadon of Applicant/Owners. The person executing this declaration(Ownef) certifies I toy lsppLufliyj under penalty of perjury that (1) the information provided above is correct and true to the best Of the wn. lrnowledge. and that the Owner will file an amended certification of - Vista Unified School District pai,ment and pay the additional fee It Owner requests an increase in the number f I 1234 Arcadia Drive citing units or square footage after the budding permit Is Issued or If the initial Vista CA 92083 efemsnation of units or square footage Is found to be incorrect. and that (2) the Owner Is 1w Owner/deeefoper of the above described project(s), or that the person executing this I Phone: (760) 726-2170 x2222 ctaration is authorized to sign on behalf at the Owner. 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. underaigned, being duly authorized by the applicable School District, certifle, that the developer, bullde writer has satisfied the obligation for school facilities. This is to certify that the applicant listed on page sid all amount, or completed other applicable school mitigation determined by the School District. T nay lasas building permit, for dug project. ittjre of Authorized School District Offlctal:(. ç (/il i c.a t, . 1 -. •. -. - Bete 2> f: tof2s, carlabed Unti .d School District 622561 Camino Real Carlsbad CA 92009 Phone. (760) 331 -5000 U Encinitas Union School District 101 South Rancho Santa Fe Rd Encinitas, CA 92024 Phone: (760) 944-4300 )(1 166 San DI.guito Union HS. District 684 Requeza Dr. Encinitas, CA 92024 Phone: (760) 753-6491 Ext 5514 (By Appt. Only) [J San Marcos Unified Sets. Oletric 255 Pico Ave Ste. 100 San Marcos, CA 92069 Phone: (760) 290-2649 Contact: Katherine Marcella BEST MANAGEMENT PRACTICES (BMP) SELECTION TABLE Erosion Control - Control UPS Tracking Tracking Nonni Water Waste Management and Materials limps Sediment BMPS Management BMPa Pollution Control BMPe 0 n 5-... 0 5 .5 E 5 — 5 .m E. S 0 . to BestManagementPractice 10 C .... (BMP) Description . - cl, .5oç5C a° — ., o — ç 1 2 1 ASQADesig1stion— ,..cc on V. u, a r.Co 9 C4 r Co '1 ' '7 'IIn C? 010 Grading/Soil Disturbance Trenching/Excavation - - - - X - N - - - - - - - - - - - - - - N - - - - - Stockpiling Drilling/BorIng Concrete/AhattSawcuttlng Concrete flatwaric Paving Canduit/Pipelnstotlatlon - - - - - - Stucco/Mortar Work a - - - - - - - - - - - - - - a - Waste Disposal ____...... Staging/Lay Down Area - - - - - - - Equipment Maintenance and Fueling - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - Hazardous Substance Use/Storage ------ - - Dewatering -- -- - Site Access Across Dirt Other(Iist): - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - Instructions: i. check the ban to the left of all applicable construction activity (first column) expected to acorir during construction. located along the top of the BMP Table Is a list of BMP'a with it's corresponding California Starmwoter Quality Association (CASQA) designation number. Choose one or more BMPS you intend to use during construction from the list. Check the boo where the chosen activity row intersects with the BMP column. Refer to the CASQA construction handbook for information and details of the chosen BMPs and how to apply them to the project. PROJECT INFORMATION Site Address: 1858 Tule Ct, Carlsbad, CA 92011 Assessor's Parcel Number 215-504-05 Emergency Contact: Name: Ed Ciconc 24 Hour Phone: 760-613-9405 Construction Threat to Storm Water Quality (Check Box) 0 MEDIUM El LOW Page 1 of 1 REV 11/17 STORM WATER COMPLIANCE FORM TIER I CONSTRUCTION SWPPP (Ric2o. 2-pL13 STORM WATER POLLUTION PREVENTION NOTES ALL NECESSARY EQUIPMENT AND MATERIALS SHALL BE AVAILABLE ON SITE TO FACILITATE RAPID INSTALLATION OF EROSION AND SEDIMENT CONTROL 8MPs WHEN RAIN IS EMINENT. THE OWNER/CONTRACTOR SHALL RESTORE ALL EROSION CONTROL DEVICES TO WORKING ORDER TO THE SATISFACTION OF THE CITY INSPECTOR AFTER EACH RUN—OFF PRODUCING RAINFALL THE OWNER/CONTRACTOR SHALL INSTALL ADDITIONAL EROSION CONTROL MEASURES AS MAY BE REQUIRED BY THE CITY INSPECTOR DUE TO INCOMPLETE GRADING OPERATIONS OR UNFORESEEN CIRCUMSTANCES WHICH MAY ARISE. ALL REMOVABLE PROTECTIVE DEVICES SHALL BE IN PLACE AT THE END OF EACH WORKING DAY WHEN THE FIVE (5) DAY RAIN PROBABILITY FORECAST EXCEEDS FORTY PECENT (40%). SILT AND OTHER DEBRIS SHALL BE REMOVED AFTER EACH RAINFALL ALL GRAVEL BAGS SHALL CONTAIN 3/4 INCH MINIMUM AGGREGATE. ADEQUATE EROSION AND SEDIMENT CONTROL AND PERIMETER PROTECTION BEST MANAGEMENT PRACTICE MEASURES MUST BE INSTALLED AND MAINTAINED. THE CITY INSPECTOR SHALL HAVE THE AUTHORITY TO ALTER THIS PLAN DURING OR BEFORE CONSTRUCTION AS NEEDED TO ENSURE COMPLIANCE WITH CITY STORM WATER QUALITY REGULATIONS. OWNERS CERTIFICATE: I UNDERSTAND AND ACKNOWLEDGE THAT I MUST: (1) IMPLEMENT BEST MANAGEMENT PRACTICES (BMPS) DURING CONS1RUCT1ON ACTIVITIES TO THE MAXIMUM EXTENT PRACTICABLE TO AVOID THE MOBILIZATION OF POLLUTANTS SUCH AS SEDIMENT AND TO AVOID THE EXPOSURE OF STORM WATER TO CONSTRUCTION RELATED POLLUTANTS; AND (2) ADHERE TO. AND AT ALL TIMES, COMPLY WITH THIS CITY APPROVED TIER 1 CONSTRUCTION SWPPP THROUGHOUT THE DURATION OF THE CONSTRUCTION AC11V111ES UNTIL THE CONSTRUCTION WORK IS COMPLETE AND APPROVED BY ThE CITY OF CARLSBAD. Ed Cicone OWNER(S)IOWNER))ENT NAME (PRINT) 10-22-20 OWNER(SOWER'S AGENT NAME (SIGNA1URE) DATE E-29 (City of Carlsbad CLIMATE ACTION PLAN CONSISTENCY CHECKLIST B-50 Development Services Building Division 1635 Faraday Avenue (760) 602-2719 www.carlsbadca.gov PURPOSE 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 n'otrequiredto fiH form outthiS fo ,I. .. + Patio J + Decks I + PME (w/o panel upgrade) j • Pool 4 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. 4 Details on CAP ordinance requirements are available on the city's website. 4 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 webDaQe and download the latest form. Application Information Project Name/Building Permit No.: A BP No.: Property Address/APN: f LE.... C. r C. b. 2-1 S . £ • Applicant Name/Co.: 14 ii.1C J .i r 1p ILc' I '".J W Applicant Address: 2.. iI c ri L. c r IT E_ A I. . a Azp, Co AU 00 Contact Phone: 1 i Contact Email:. 4 g , W ? 1L6 4i - U.'E s.._.... — Contact information of person completing this checklist (if different than above): Name: Contact Phone: Company name/address: Contact Email: Applicant Signature: _ ___________________ Date: t 2.0 B-50 Page 1 of 6 Revised 06118 City of Carlsbad Climate Action Plan Consistency Checklist Use the table below to determine which sections of the Ordinance Compliance checklist are applicable to your project. For alterations and additions to existing buildings, ttach Building Permit Valuation worksheet. Building Permit Valuation (BPV) prom worksheet: $ Con*uon Type Complete Section(s) I Notes. A high-rise residential building is 4 or more stones, including a JJ Residential Low-rise High-rise mixed-use building in which at least 20% of its conditioned floor area is residential use 0 New construction IB 2Bon 2A, 4A 3B 4A , Additions and alterations: BPV < $60,000 T BPV k $60,000 Electrical service pam 0 BPV ~! $200,000 D Nonresidential N/A N/A All residential additions and alterations 4:A ) 4A 1-2 family dwellings and townhouses with attached garages only *Mftj4my dwellings only where interior finishes are removed IA, 4A* IB, 4A* and significant site work and upgrades to structural and mechanical, electrical, and/or plumbina sYstems are orocosed 0 New construction IB, 2B, 3B, 4B and 5 Alterations: BPV ~t $200,000 or additions k 1,000 lB 5 square feet BPV k $1,000,000 1B, 2B, 5 Building alterations of k 75% existing gross floor area a- 2,000 sq. ft. new roof addition 2B, 5 1 also applies if BPV 2: $200,000 CAP Ordinance Compliance Checklist Item Check the appropriate boxes, explain all not applicable and exception items, and pruvide siporthg calniations and doanentation as necessay. 1. Energy Efficiency Please refer to Carlsbad Municipal Code (CMC) sections 18.21.155 and 18.30.190, and the California Green Building Standards Code (CALGieen) for more information when completing this section. A. JZI Residential addition or alteration? $60,000 building permit valuation. D N/A_________________________ See CMC section 18.30.190. o Exception: Home energy score k 7 (attach certification) Year Built Single-family Requirements Multifamily Requirements Before 1978 Select one: Duct sealing 0 Attic insulation 0 Cool roof 0 Attic insulation 1978 and later Select one: Lighting package 0 Water heating Package D Between 1978 and 1991 Select one: 0 Duct sealing DAttic insulation 13 Cool roof fl.1 1992 and later Select one: 0 Lighting package PrWater heating package B. 0 Nonresidential* new construction or alterations? $200,000 building permit valuation, or additions 1,000 square feet 0 N/A__________________________ Updated 8/15/2019 2 City of Carlsbad Climate Action Plan Consistency Checklist .4.Elecfrlc,VehicIeChargInq'. A Z Residential New construction and major alterations* Please refer to Carlsbad Ordinance CIVIC section 18.21.140 when completing this section. DOne and two-family residential dwelling or townhouse with attached garage: GOne EVSE Ready parking space required 0 Exception:______________________________ DMulti-family residential: 0 Exception:______________________________ Total Parking Spaces Proposed EVSE Spaces Capable Ready Installed Total Calculations: 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?') 'Major alterations are: (1) Ibr one and two-family dwellings and townhouses with attached garages, alterations have a building permit valuation ~ $60,000 or include an electilcal service panel upgrade; (2) for muItibmy dwellings (three units or more without attached garages), alterations have a building permit valuation 2! $200,000, interior finishes are removed and significant site work and upgrades to structural and mechanical, electrical, and/or plumbing systems are proposed. Calculation: Refer to the table below: Total Number of Parking Spaces provided Number of required EV Spaces Number of required EVSE Installed Spaces 0 0-9 1 1 0 10.25 2 0 26-50 4 2 51-75 6 3 o 76-100 9 5 101-150 12 6 p 151-200 17 9 JJ 201 and over 10 percent of total 50 percent of Required EV Spaces Updated 8/15/2019 5