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2640 JEFFERSON ST; ; CBR2022-0489; Permit
Building Permit Finaled Residential Permit Print Date: 05/14/2024 Job Address: 2640 JEFFERSON ST, # D, CARLSBAD, CA 92008-1493 Permit No: Status: {cityof Carlsbad CBR2022-0489 Closed -Finaled Permit Type: BLDG-Residential Work Class: Second Dwelling Unit Parcel#: 1552711900 Track#: Valuation: $106,178.24 Lot#: Project#: Plan#: Occupancy Group: #of Dwelling Units: 1 Bedrooms: Construction Type: Bathrooms: Orig. Plan Check#: Occupant Load: Plan Check#: Code Edition: Sprinkled: Project Title: Description: 2642 JEFFERSON: NEW 749SF DETACHED ADU (2 BDRM/2 BATH) Applicant: Property Owner: SNAPADU WH ITNEY HILL PO BOX 2685 CO-OWNERS CARRILLO MARCO AND ROHAISE 2642 JEFFERSON ST CARLSBAD, CA 92018-2685 (760) 259-2476 FEE BUILDING PLAN CHECK CARLSBAD, CA 92008-1493 (760) 450-7150 BUILDING PLAN REVIEW -MINOR PROJECTS (LOE) BUILDING PLAN REVIEW -MINOR PROJECTS (PLN) CERTIFICATE OF OCCUPANCY GREEN BUILDING STANDARDS PLAN CHECK & INSPECTION SB1473 -GREEN BU ILDING STATE STANDARDS FEE SFD & DUPLEXES STRONG MOTION -RESIDENTIAL (SMIP) SWPPP INSPECTION TIER 1 -Low BLDG SWPPP PLAN REVIEW TIER 1 -Low WATER METER FEE 1" Potable-Ultrasonic Total Fees: $2,887.10 Total Payments To Date: $2,887.10 Applied: 02/18/2022 Issued: 04/26/2023 Finaled Close Out: 05/14/2024 Final Inspection: 10/24/2023 INSPECTOR: Dreibelbis, Peter Contractor: SNAPADU 1763 YUCCA RD Renfro, Chris Kersch, Tim OCEANSIDE, CA 92054-6156 (760) 259-1985 Balance Due: AMOUNT $755.30 $194.00 $98.00 $16.00 $175.00 $5.00 $1,162.00 $13.80 $292.00 $69.00 $107.00 $0.00 Please t ake NOTICE that approval of your project includes t he "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. Fai lure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitation has previously otherwise expired. Building Division Page 1 of 1 1635 Faraday Avenue, Carlsbad CA 92008-7314 I 442-339-2719 I 760-602-8560 f I www.carlsbadca.gov (cifyof Carlsbad RESIDENTIAL BUILDING PERMIT APPLICATION 8-1 Plan Check CB R..2 o~.;?r o c./89 Est. Value di IO<o , I zf, ,;;cf PC Deposit Date •I 11 JobAddress2642 JEFFERSON ST, CARLSBAD, CA 92008 Unit:NA ' Q APN:_1_5_5-_2_7_1-_1_9_-0_0 _____ _ CT/Project #: _________________ lot #:8, 9 Year Built: _1_9_48 _______ _ Fire Sprinklers:QvEQNo Air Conditioning:QYESQNO Electrical Panel Upgrade:QYEsQNo BRIEF DESCRIPTION OF WORK:Addition of (749 SF) detached Accessory Dwelling Unit (ADU). 2 Bedroom, 2 Bathroom E] New SF: 749 Living SF, 749 Deck SF, 0 Patio SF, 0 Ga rage SF _0 __ Is this to create an Accessory Dwelling Unit?@vQN New Fireplace? Qv@N, if yes how many? __ _ 0Remodel: _____ SF of affected area Is the area a conversion or change of use? Ov Q N 0 Pool/Spa: ____ .SF Additional Gas or Electrical Features? ___________ _ 0Solar: ___ KW, ___ Modules, MountedOoofOround, Tilt:O vO N, RMA:OvQ N, Battery:QY ~, Panel Upgrade: Qv OtJ D Re roof: __________________________________ _ D Plumbing/Mechanical/Electrical D Only: Other: PRIMARY APPLICANT Name: SnapADU Address: PO Box 2685 City: Carlsbad Phone: 760-259-1985 State:_C_A __ .Zip: 92018 Email : permits@snapadu.com PROPERTY OWNER Name: Rohaise Carrillo Address: 2642 Jefferson Street City: Carlsbad Phone: 760-450-7150 Email: rohaises@yahoo.com DESIGN PROFESSIONAL CONTRACTOR OF RECORD State: CA Zip:_92_0_0_8 __ _ Name: NA Business Name: SnapADU --------------------'--------------Address: Address: PO Box 2685 City: _______ .State: ___ .Zip: _____ City: Carlsbad State:_C_A __ Zip: 92009 Phone: Phone: 760-259-1985 Email: Email: permits@snapadu.com Architect State License: CSLB License #:_1_0_75_5_8_2 ____ Class:_B ______ _ Carlsbad Business License# (Required): _______ _ APPLICANT CERTIFICATION: I certify that I have read the application and state t hat 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. ;{}r/J r I l ~ //) NAME {PRINT): Whitney Hill SIGN: ~~1-flA.,f DATE:_2_-9_-2_2 ___ _ 1635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Email: Building@carlsbadca.gov REV. 07/21 THIS PAGE REQUIRED AT PERMIT ISSUANCE PLAN CHECK NUMBER: ______ _ A BUILDING PERMIT CAN BE ISSUED TO EITHER A STATE LICENSED CONTRACTOR OR A PROPERTY OWNER. IF THE PERSON SIGNING THIS FORM IS AN AGENT FOR EITHER ENTITY AN AUTHORIZATION FORM OR LETTER IS REQUIRED PRIOR TO PERMIT ISSUANCE. (OPTION A): LICENSED CONTRACTOR DECLARATION: I herebyaffirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencingwith Section l000)of Division] of the Business and Professions Code, and my license is in full force and effect. I also affirm under penalty of perjury one of the following declarations (CHOOSE ONE): Q1 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. PolicyNo. ______________________________________ _ -OR- fe11 have and will maintain worker's compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. ',ci'y workers' compensation insurance carrier and policy number are: Insurance Company Name: _R_E_Ch_a_lx_&_A_ss_oc_,a_te'-s ______________ _ Policy No. ATN211ao1s Expiration Date: _s,_19_12_2 _____________ _ -OR-O 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: ____________________ Lender's Address: ____________________ _ CONTRACTOR CERT/FICA TJON: I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building :~::;::~~T): _w_h_it_n_e_y_H_i_11 _____ s1GNATURE:...c-.L..!--..:.:....--...1---W}_· ___ DATE: 2•9•22 Note: If the person signing above is an authorized agent for the contractor provide a letter of authoriz n on contractor letterhead. -OR - (OPTION B): OWNER-BUILDER DECLARATION: I hereby affirm that I am exempt from Contractor's License Law for the following reason: Q I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law 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). -OR-O I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). -OR-O I am exempt under Business and Professions Code Division 3, Chapter 9, Article 3 for this reason: AND, 0 FORM B-61 "Owner Builder Acknowledgement and Verification Form" is required for any permit issued to a property owner. 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 theopplicable law, Section 7044af the Business and Professions Code, is available upon request when this application is submitted orat the following Web site: http:/lwww.leginfo.ca.gov/ ca/aw.html. OWNER CERTIFICATION: I certify that I have read the application and state that the above information is correct and that the information on theplansisaccurate. lagree to comply with all City ordinances and State laws relating to building construction. /) l , 'I' /# /t "" .. / ('~ ' NAME (PRINT): \.. ,cy .,,ii SIGN:~ -· _! u -~-·, • DATE::_ Note: If the person signing above is an authorized agent for the property owner i~ form B-62 sig by property owner. 1635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Email: Building@car1;badca.gov 2 REV. 07/21 {"city of Carlsbad OWNERS AUTHORIZED AGENT FORM B-62 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov OWNER'SAUTHORIZED AGENT FORM Only a property owner, contractor or their authorized agent may submit plans and applications for building permits. To authorize a third-party agent to sign for a building permit, the owner's third party agent must bring this signed form, which identifies the agent and the owner who s/he is representing, and for what jobs s/he may obtain permits. The form must be completed in its entirety to be accepted by the City for each separate permit application. Note: The following Owner's Authorized Agent form is required to be completed by the property owner only when designating an agent ta apply for a construction permit on his/her behalf. AUTHORIZATION OF AGENT TO ACT ON PROPERTY OWNER'S BEHALF Excluding the Property Owner Acknowledgement, the execution of which I understand is my personal responsibility, I hereby authorize the following person(s) to act as my agent(s) to apply for, sign, and file the documents necessary to obtain an Owner-Builder Permit for my project. Construction of detached accessory dwelling unit of 749SF Scope of Construction Project (or Description of Work): ___________________ _ 2642 Jefferson Street, Carlsbad, CA 92008 Project Location or Address: ____________________________ _ NameofAuthorizedAgent: Whitney Hill, Snap ADUTel No. 760-259-1985 . PO Box 2685 Address of Authorized Agent: ____________________________ _ Carlsbad, CA 92018 I declare under penalty of perjury that I am the property owner for the address listed above and I personally filled out the above information and certify its accuracy. Olgllally signed by ROMlse CarrMlo Rohaise Carrillo~~~~~l:::?="'..__ .... Property Owner's Signature: ~;;::}','!~~•.~ Date: ______ _ Building Permit Inspection History Finaled {cityof Carlsbad PERMIT INSPECTION HISTORY for (CBR2022-0489) Permit Type: BLDG-Residential Application Date: 02/18/2022 Owner: CO-OWNERS CARRILLO MARCO AND ROHAISE Work Class: Second Dwelling Unit Issue Date: 04/26/2023 Subdivision: SUNNY SLOPE TRACT Status: Closed -Finaled Expiration Date: 01/23/2024 Address: 2640 JEFFERSON ST, # D IVR Number: 38783 CARLSBAD, CA 92008-1493 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Re inspection Inspection Date Start Date Status 05/05/2023 05/05/2023 BLDG-SW.Pre-Con 210168-2023 Passed Tim Kersch Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes NOTES Created By TEXT Created Date Angie Teanio 858-652-1639 David 05/04/2023 05/12/2023 05/12/2023 BLDG-21 210837-2023 Partial Pass Chris Renfro Re inspection Incomplete Underground/Underflo or Plumbing Checklist Item COMMENTS Passed BLDG-Building Deficiency Marshall pass underground sewer Yes connection. Under ADU pending. NOTES Created By TEXT Created Date Angie Teanio 858-652-1639 David 05/11/2023 05/26/2023 05/26/2023 BLDG-21 212269-2023 Passed Peter Dreibelbis Complete Underground/Underflo orPlumblng Checklist Item COMMENTS Passed BLDG-Building Deficiency Marshall pass underground sewer Yes connection. Under ADU pending. NOTES Created By TEXT Created Date Angie Teanio 858-652-1639 David 05/11/2023 Angie Teanio 858-652-1639 David 05/25/2023 06/01/2023 06/01 /2023 BLDG-11 212816-2023 Passed Chris Renfro Complete Foundatlon/Ftg/Plers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes NOTES Created By TEXT Created Date Angie Teanio 858-652-1639 David 05/31/2023 06/13/2023 06/13/2023 BLDG-83 Roof Sheating, 214108-2023 Passed Chris Renfro Complete Exterior Shear (13, 1 S) Tuesday, May 14, 2024 Page 1 of 3 PERMIT INSPECTION HISTORY for (CBR2022-0489) Permit Type: BLDG-Residential Application Date: 02/18/2022 Owner: CO-OWNERS CARRILLO MARCO AND Work Class: Second Dwelling Unit Status: Closed -Finaled ROHAISE Issue Date: 04/26/2023 Subdivision: SUNNY SLOPE TRACT Expiration Date: 01/23/2024 IVR Number: 38783 Address: 2640 JEFFERSON ST, # D CARLSBAD, CA 92008-1493 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspectlon Inspection Date Start Date Checklist Item BLDG-Building Deficiency BLDG-14 Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout BLDG-34 Rough Electrical BLDG-44 Rough-Ducts-Dampers NOTES Created By Angie Teanio Angie Teanio Status COMMENTS TEXT DAVE 760-445-1630 DAVE 760-445-1630 07/27/2023 07/27/2023 BLDG-17 Interior 218840-2023 Passed Lath/Drywall Checklist Item COMMENTS BLDG-Building Deficiency 10/24/2023 10/24/2023 BLDG-Final Inspection 228140-2023 Tuesday, May 14, 2024 Checklist Item BLDG-Building Deficiency BLDG-Plumbing Final BLDG-Mechanical Final BLDG-Structural Final BLDG-Electrical Final COMMENTS Passed Chris Renfro Chris Renfro Passed Yes Yes Yes Yes Yes Created Date 07/18/2023 07/19/2023 Passed Yes Passed Yes Yes Yes Yes Yes Complete Complete Page 3 of 3 PCSD Engineering Corp 3529 Coastview Court Carlsbad, CA 92010 Ph: 760-207-1885 Structural Design Calculations Accessory Dwelling Unit Client SnapADU Project Carrillo ADU 2692 Jefferson Street Carls aa-~~~ Pa RCE C57182, exp. 12/31/23 CBR2022-0489 2642 JEFFERSON ST -0 #D 2642 JEFFERSON: NEW 749SF DETEACHED ADU (2 Februar') BDRM/2 BATH) 1552711900 PCSD File : 2/18/2022 "------------------CBR2022 -0489 Paul Christenson San Diego Engineering 3529 Coastview Ct -Carlsbad, CA 92010 I Telephone (760) 207-1885 -Email: paul.pcsd@gmail.com 1.0 Design Criteria: Carrillo ADU 22-056 Code: Timber: 2019 California Building Code -ASCE 7-16 Douglas Fir-Larch (DF-L), WWPA or WCLIB 2x Wall Framing: DF-L #2 (unless noted otherwise) 2x Rafters & Joists: DF-L #2 " " Posts & Beams: DF-L #1 " Glue-Lam Beams: Simple Span: Grade 24F-V4 (DF/DF) Grade 24F-V8 (DF/DF) Cantilevers: Sheathing: Min. APA-Rated Sheathing, Exposure 1, Plywood or OSB (U.N.O.) Engineered Framing Wood /-Joists: TJI 110,210,230,360,560 ICC ESR-1153 1.9E Microllam, 2.0E Parallam ICBO ER-4979 Concrete: Concrete Block: Mortar: Grout: LVL,PSL Compressive Strength @ 28 days per ASTM C39-96: Footings: f'c = 2500 psi Grade Beams: f'c = 3000 psi Grade N-I per ASTM C90-95, f'm = 1500 psi per ASTM E447-92 Type S Mortar Cement per ASTM C270-95, Min . f'm = 1800 psi @ 28 days. Coarse Grout w/ 3/8" Max. Aggregate per ASTM C476-91 , Min. f'm = 2000 psi @ 28 days. Reinforcing Steel: #4 & Larger: #3 & Smaller: ASTM A615-60 (Fy = 60 ksi) ASTM A615-40 (Fy = 40 ksi) Structural Steel: ·w· Shapes: ASTM A992, Fy= 50-65 ksi Plates, Angles, Channels ASTM A36, Fy = 36 ksi Tube Shapes: ASTM A500, Grade B, Fy= 46 ksi Pipe Shapes: ASTM A53, Grade 8, Fy=35 ksi Welding Electrodes: Structural Steel: E70-T6 E90 Series Bolts: Soils: References: A615-60 Rebar: Sill Plate Anchor Batis & Threaded Rods: Steel Moment & Braced Frames: 1500 psf Bearing Pressure A307 Quality Minimum A325 (Bearing, U.N.O.) JOB 22-056 I . SHEET NO 1.-OF ' ~uu/'G'rnne_,,.ro.,, el'"' 1fz'!f" bfaeen'nJ CALCULATED BY PSC DATE CHECK BY 3529 Coastview Ct-Carlsbad, CA 92010 SCALE "-~ .A:iR""'·<i• ~~'° ?A1A£ C-h.riJUKJPh. SAM. r.,u.," l.H-ljinuri", Telephone (760) 207-1885 -Email: paul.pcsd@gmail.com 2.0 LOAD LIST 2.1 Roof {Vaulted) Roofing 15/32" Sheathing Roof Framing 5/8" Gyp, Bd. Insulation and Misc, loL = }:LL = Total Load = 2.2 Roof (w I ceiling) Roofing 15/32" Sheathing RoofFraming Insulation and Misc, 2.3 Ceiling Ceiling Joists loL = ILL= Total Load= 5/8" Gyp. Bd. Insulation and Misc. 2.4 Walls loL = !.u,= Total Load= Exterior Wall 7/8" Stucco 15/32" Sheathing 2x4 Studs @ I 6" o.c. S/8" Gypsum Bd. Misc. 6.0 psf 2.0 psf 2.8 psf 2.8 psf 1.4 psf 15.0 psf 20.0 psf 35.0 psf 6.0 psf 2.0 psf 2.8 psf J .2 psf 12.0 psf 20.0 psf 32.0 psf 1.3 psf 2.8 psf 1.9 psf 6.0 psf 10.0 psf 16.0 psf 9.0 psf I .5 psf I.I psf 2.8 psf 0.6 psf 15.0 psf Interior Wall 1/2" Gyp. Bd. (2 Sides) 2x4 Studs @ I 6" o.c. Misc. 4.6 psf Ll psf 2.3 psf 8.0 psf DATE 2/2/22 :15 gu/f;,tnne:NJ'Oh ';f llll fiz'!fO bJ"1eerl.nJ 3529 Coastview Ct -Carlsbad, CA 92010 JOB 22-056 :') OF ___ _ PSC DATE 2/2/22 SHEET NO CALCULATED BY CHECK BY SCALE _____ DATE ___ _ Telephone (760) 207-1885 -Email: paul.pcsd@gmail.com 2.0 LOAD LIST (CONTIN) 2.5 Floor Floor Cover Sheathing 2x F.J. 5/8" Gyp. Bd. Insul ation and Misc. loL = !LL= Total Load = 5.5 psf 2.3 psf 3.1 psf 2.8 psf 1.3 psf 15.0 psf 40.0 psf (60.0 psf -Decks) 55.0 psf WIND PARAMETERS 2.6 Wind Basic Wind Speed = 110 mph Exposure Cat = B Ps = Al(zt•l*Ps30 (ASCE 7-16. Equation 28.5-1) P = 26.6 psf P = 16.0 psf (*0.6 ASD) 2.7 Seismic SMS = 1.282 Sos = (2/3) SMs Sos = 0.854 Sos Cs = (R/1) Cs = 0.131 USE: V= 0.131 WoL ASD BASE SHEAR V ASD V Aso= 0.094 WoL ( 11.4.5) A = 1.00 (fig. 28.5-1 ) Ps30 = 26.6 psf Kzt = 1.00 (fig. 26.8) I = 1.0 USGS APPLICATION s.= 1.068 F.= 1.20 R = 6.5 hn = 15.00 Occupancy Category: Site Class: s, = 0.387 F.= 0.00 I = 1.00 2 D SEISMIC DESIGN CATEGORY S1 <0.1s S1 > o.04 Ss > 0.1s (1 l.6 ASCE 7-1 6) (11.4.2 ASCE 7-16) (fig. 28.5-1) (table 1.5-2) T.=C,*(hn)°-75= 0.152 Ts = S0 /Sos = 0 k = 1.0 cqn. 12.8-1 Not 01 Ta<0.5 Seismic Design Category: D 2/1/22, 3:21 PM U.S. Seismic Design Maps OSHPD Carrillo 2692 Jefferson St, Carlsbad, CA 92008, USA Latitude, Longitude: 33.1653419, -117.3480598 -0 ~ co -0 . co '° (/) G~og!~ ! Date : Design Code Reference Document : Risk Category ( Site Class ' Type Value : Ss 1.068 • S1 0.387 I : SMs 1.281 I ; SM1 null -See Section 11.4.8 : Sos D.854 I , So1 null -See Section 11.4.8 ,. :Type Value j soc null -See Section 11.4.8 : Fa 1.2 1 ; fv null -See Section 11.4.8 1PGA 0.47 i FPGA 1.2 i ; PGAM 0.564 ; Tl 8 i SsRT 1.068 I SsUH 1.192 • SsO 1.5 , S1RT 0.387 i S1UH 0.427 ! i S1D 0.6 ' , PGAd 0.573 : CRs 0.895 https://seismicmaps.org Description Laguna Estatesft Seni9r Living T 2/1/2022, 3:21 :44 PM ASCE7-16 II D -Default (See Section 11.4.3) MCER ground motion. (for 0.2 second period) Description MCER ground motion. (for 1.0s period) Site-modified spectral acceleration value Site-modified spectral acceleration value Numeric seJsm)c design vaJLJe at D.2 S8COIW SA Numeric seismic design value at 1.0 second SA Seismic design category Site amplification factor at 0.2 second Site amplification factor at 1.0 second MCEG peal< ground acceleration Site amplification factor at PGA Site modified peak ground acceleration Long-period transition period in seconds Probabilistic risk-targeted ground motion. (0.2 second) Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration Factored deterministic acceleration value. (0.2 second) Probabilistic risk-targeted ground motion. (1.0 second) Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration. Factored deterministic acceleration value. (1.0 second) Factored deterministic acceleration value. (Peak Ground Acceleration) Mapped value of the risk coefficient at short periods Knowles Ave Laguna !Jr . -... ; : _· Map data ©2022 113 + 0 MEMBER REPORT Roof Framing, (RB-1) Hdr Bm 1 piece(s) 4 x 6 OF No.2 Ova-all Length: 6' r PASSED 0 All locations are measured from the outside face of left support ( or left cantilever end). All dimensions are honiontal. J)M{iffi';Riihi_ti.tttf:f .. {l~ tr.~~·~;~~ :B',:r~=~Jl Member Reaction (lbs) 1053 @2" 7656 (3.50") Shear {lbs) 813@9" 2888 Moment (Ft-lbs) 1562 @ 3' 3 1/2" 2151 live Load Den. {in) 0.080 @ 3' 3 1/2" 0.313 Total Load oen. {In) 0.141 @ 3' 3 1/2" 0.417 • Deflectlon crtterla: LL (l./240) and n (l./180). • Allowed moment does not reflect the adjustment for the beam stability factor. • Applicable c.ileulatlons are based on NDS. 2-r.olumn-DF 3.50" 1.50' -~f~;~~~~; Passed (14%) Passed {28%) Passed {73%) Passed {L/942) Passed (L/530) 460 593 ~·tso1''.1 -· 1.25 1.25 .. .. ~tt~t:·-~,, ·~,: -,~i~1,i~~~1i,~,r~~~~~ 1.0 D + 1.0 Lr (All Spans) 1.0 D + 1.0 Lr {All Spans) 1.0 D + 1.0 Lr (All Spans) 1.0 D + 1.0 Lr (All Spans) 1.0 D + 1.0 Lr {All Spans) System : Roof Member Type : Drop Beam Building Use : Resldentlal Building Code : IBC 2018 Design Methodology : ASD Member Pitch : 0/12 , 81ocklng Panels are assumed ID carry no loads applied directly above them and the run load Is applied ID the member being designed. 8ol1om Edge (Lu) 6' 7' o/c •Maximum allowable bracing Intervals based on applied load. f,~ ',%1~~·~,t~~~:t4~,~~;:1:t•:~:tr-i Weyerhaeuser warrants that the slzlng of Its products will be In accordance with Weyerhaeuser product design Oitefla and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. use of this software Is not Intended to cin:umvent the need for a design professional as determined by the authority having Jurisdictlon. The designer of record, builder or framer Is responsible ID assure that this cakulatlon Is compatlble with the overall pro)ect. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufacwred at Weyerhaeuser fadlllles are thlr<l-party certllled to sustalnable forestry standards. Weyemaeuser £:nglneered Lumber Produets have been evaluated by lC:C-£:S under evaluation reports £:51\-1153 and ESR-1387 and/or tested In accordance with applicable ASTM standards. For current code evaluatlon reports, Weyerhaeuser product llteratur,, and lnstallatlon details refer to www.weyerhaeuser.com/woodproducts/document-llbrary. The product application, input design loads, dlmensJons and support Information have been provided by FocteWEB Software Operator ForteWEB Software Operator Job Notes Paul Chr1stenson PCSO Engineering (760) 207-1885 paul.pcsd@gmall.com A Weyerhaeuser 2/2/2022 11:52:05 PM UTC ForteWEB v3.2, Engine: VS.2.0.17, Data: VS.1.0.16 File Name: Carrillo Page 1 / 1 JOB 22-056 SHEET NO '2 OF :f5uu./f;,r',wt-en.ro.n eflll12)u:fo :£,faeemtJ CALCULATED BY PSC DATE 2/2/22 3529 Coastview Ct -Carlsbad, CA 92010 Telephone (760) 207-1885 -Email: paul.pcsd@gmail.com 5.0 Lateral Design & Analysis Wind: P = A Kzt I ps3o (ASCE 7-16-F.q11a1ion 2~ 5-1) t,.= 1.00 Kzt = 1.0 PS30 = 26.6 psf CHECK BY SCALE s.= 1.068 F = a l.2 R= 6.50 DATE (ASCE 7-16. Eq. 12.8-2) S1 = 0.387 Fv= 0.0 I = l.00 [= 1.0 (fi~ 28 5-1) (fig 20 i) (fig 28 s, (table I 1-2) V= 0.094 •Wt• p (p -Redundancy) P = 16.0 psf Criteria Each Story Resists > 35% Base Shear: Wind Loads Any Shear Wall w/ (h/1)>1.0 is< 33% Story Force: P = 16.0 psfx Trib Area Roof Level Direction: N I S = 16.0 psf x 222 sq. ft. = 3543 lbs. ------Direction: E /W = 16.0 psf x 229 sq. ft. = 3655 lbs. ------ Roof Weight Roof Wt. Exterior Wall Wt = Interior Wall Wt = Ceiling Wt 12.0 psf x 891 sq. ft.= 10692 lbs. 15.0 psf x 397 sq. ft.= 5955 lbs. 8.0 psf x 342 sq. ft. = 2736 lbs. 4.0 psf x 749 sq. ft. = 2996 lbs. ------Total Trib. W R = 22379 lbs. Total Seismic Dead Load: Wt = 22379 lbs. ASD Base Shear: V = 0.094 * Wt = 2101 lbs. p = 1st Story 2nd Storv not satisfied not satisfied #REF! not satisfied I I 0 ~ tnJf:'rdde.,,.,.,,.,, 'ef 871 .zflf!f" bfaeermJ 3529 Coastview Ct -Carlsbad, CA 92010 JOB 22-056 SHEET NO -1 OF CALCULATED BY I PSC DAT-E--2-/2_/_2_2_ CHECK BY SCALE _____ DATE ___ _ Telephone (760) 207-1885 -Email· paul.pcsd@gmail.com 5.1 Lateral Design & Analysis -1st Story Shear Walls NI S E /W Gridline Length of Shearwalls Total Wall Ht. Type Gridline Length or Shearwalls Total Wall Ht. Type 0.0 Fl E 0 #Dr O! 0.0 F :E 0 #D /0! 0.0 0 0.0 0 0.0 0 I JO 10.0 8 s A 10 IO 8 s 2 7 7.0 8 A B 13 13 8 s 3 7 7.0 8 s C 7 6.5 8 s 0.0 t 0 l 0.0 0 1c:P ~ mJ"Grrbce.n.rc.n dot ,t51yo JOB 22-056 SHEET NO ~ OF bJ':neen'.nJ CALCULATED BY PSC DATE 2/2/22 • -k~ CHECK BY DATE {itt-~?'. ·,i,;,.,,·.::.:d 3529 Coastview Ct -Carlsbad, CA 92010 SCALE p,-ut f"~'t!~~:; s~,. 14, Telephone (760) 207-1885 -Email: paul.pcsd@gmail.com 5.1 Lateral Design & Analysis (cont.) Gridline 8 28 % 3543 X 0.28 992 #) 992 lbs. & V = 10 ft. 99 plf OTF 794 lbs. .J-iOVL Gridline Q 50 % 3543 X 0.50 1772 #) 1772 lbs. 11 V = 7 ft. 253 plf OTF 2025 lbs. HDU2 Gridline Q 22 % ( 3543 X 0.22 779 #) 779 lbs. & V = 7 ft. 111 plf OTF 891 lbs. HDU2 'f!P ? ,u/f;',tr/.rcen.n,n ef..,,., ,!J,'!f" JOB 22-056 SHEET NO ~ OF bfaeemtJ CA LC ULA TED BY Psc DATE 2/2/22 ,)~',,'.,• CHECK BY DATE '. ·'1,. ~ .~ .. , ',.,,,,,,u,•·~j 3529 Coastview Ct-Carlsbad, CA 92010 SCALE ~~.:a:l..t.. r"'M'lf,1~t:::::; ~A»~-Telephone (760) 207-1885 -Email: paul.pcsd@gmail.com 5.1 Lateral Design & Analysis (cont.) Gridline 0 27 % 3655 X 0.27 987 #) 987 lbs. g V = 10 ft 99 plf OTF 789 lbs. HDU2 Gridline ~ 50 % ( 3655 X 0.50 1827 #) 1827 lbs. ~ V = 13 ft. 141 plf OTF 1125 lbs. / HDU2 Gridline 0 23 % ( 3655 X 0.23 841 #) 841 lbs. & V = 6.5 ft. 129 plf OTF 1035 lbs. HDU2 ~ gu/(;,f"riJ-ce.nJ"C.n 'ef an 2k'!f" bfaeen'hJ 3529 Coastview Ct -Carlsbad, CA 92010 Telephone (760) 207-1885 -Email: paul.pcsd@gmail.com 6.0 FOUNDATION DESIGN 6.1 CONTINUOUS FOOTING w = l 125 plf width= ~plf 1500 psf 0.75 ft (MIN.) => 9 INCHES (MIN.) USE 12 "WIDE CONTIN. FTG WI 2 -# 4 TOP AND BOTTOM & EMBED. 24 " INTO UNDISTURBED SOIL (MJN.) 6.2 MAX POINT LOAD ON FOOTTNG JOB 22-056 SHEET NO lO OF lb ----CALCULATED BY PSC DATE 2/2/22 CHECK BY ____ DATE __ _ SCALE ASBP = l 500 psf Pa11 = 1500 * E_ * ~ 12 12 P alt = 7500 lbs I, 30' 6" .:SU"b ~ g N 2l ~ l ;;-;t N ~ ,._ ~ ;;-"' N 'O" 24" 0 ., STAR ~ -~1 .,, 1'8 4" "' " 1 '11;1/ "-;. -·• 1 '111 2" / ', "' m L_ 1/ vu, ', I I I\_ I I I/ N I I V02 8' 0 LG ;;-I I O" C G: 0 I u I ::' I I 0 l'6 VOl ( US, ., L.'!' _I_ -----l_ _ ;;; 2:12 2:12 7-A07 ,._ SLO E ROOF SLOPE ROOF ::; 4.5:12 4.5:12 , u l~ ;'l t; b !Ao 17' O" 13' 6" 30' 6" RQQE~WQ!.[[ Scale: 3/8"=1'·0" " 0 I" OC 2'0' .TART ;:,, "' " 7 I I J L-----1 _ I I I ----_J ,._ ::; REVISIONS L---..... SOLAR PANEL >-1- b ;;: Hatch legend 8' 0" BEARING WALL 1 . Simpson Summary Typ Qty LUS26 8 CBR2022-0489 2642 JEFFERSON ST -0 'C j -(.) <I) g B g ~ i ~ u ~ c( -~ ~ u. c,:s V ~ #D 2642 JEFFERSON: NEW 749SF DETEACHED ADU (2 BDRM/2 BATH) 1552711900 2/18/2022 CBR2022-0489 russ ype Rohaise Carrillo Carlsbad AOI Common Supported Gable Job Reference o tional 8-0-0 I -1-0-0 I Run: 8.430 s Jun 17 2021 Print: 8.430 s Jun 17 2021 MiTek Industries, Inc. Sun Jan 30 18:38:35 2022 Pag_e I ID:heOAjhkITTVvavNo7pxMX1 y68oL-eXi3ylllE 1 b0qVReKR5jJWAS0Tz4QJCXti7RU6zqG 12 16-5-0 I 17-5-0 I 8-2-8 8-2-8 1-0-0 8-2-8 1-0-0 3x4 == 19 8-0-0 Plate Offsets (X Y)--117'0-1-8 0-1-81 I I LOADING (psf) SPACING-2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 14.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Iner YES BCDL 10.0 Code IBC2018/TPl201 4 18 17 3x4 == 16 CSI. TC 0.06 BC 0.03 WB 0.03 Matrix-S Scale• 1 :29.3 5x6 == 15 14 13 12 3x4 = 16-5-0 16-5-0 DEFL. in (loc) 1/defl Ud PLATES GRIP Vert(LL) -0.00 10 n/r 120 MT20 220/195 Vert(CT) -0.00 11 n/r 120 Horz(CT) 0.00 10 n/a n/a Weight: 66 lb FT = 20% LUMBER- TOP CHORD 2x4 OF No.2 G BOT CHORD 2x4 DF No.2 G BRACING- TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. Structural wood sheathing directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Std G REACTIONS. All bearings 16-5-0. (lb) -Max Herz 2=-57(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 2, 16, 18, 19, 14, 13, 12, 1 O Max Grav All reactions 250 lb or less at joint(s) 2, 15, 16, 18, 19, 14, 13, 12, 1 O FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=11ft; 8=31 ft; L=30ft; eave=2ft; Cat. II; Exp C; Enclosed; MWFRS (directional) and C-C Corner(3E) -1-0-0 to 2-2-8, Exterior(2N) 2-2-8 to 8-2-8, Corner(3R) 8-2-8 to 11-3-2, Exterior(2N) 11-3-2 to 17-5-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 16, 18, 19, 14, 13, 12, 10. 11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. 12) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Rohaise Carrillo Carlsbad Job Reference o tional 8-0-0 I -1-0-0 I Run: 8.430 s Jun 17 2021 Print: 8.430 s Jun 17 2021 MITek Industries, Inc. Sun Jan 30 18:38:36 2022 Pag_e 1 ID:heOAjhkfTTVvavNo7pxMX1y68oL-6jGR95mw?LjFSf0qu8cyskialtBOrN5ll9Mt_0YzqG1 1 I 1 o-6-8 I 12-0-12 I 16-5-0 I ·t7 .5.o I 8-2-8 4-4-4 1-0-0 4-4-4 3-10-4 2-4-0 1-6-4 4-4-4 1-0-0 3x8 :::: 0-5-8(0-1-8) 8'$/0-94# 8-2-8 8-2-8 I .. .. I . . I . . I . . Plate Offsets (X Yl r2·0 2 13 0 1 81 [6·1 2 1 o 1 31 LOADING (psi) SPACING-2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 14.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Iner YES BCDL 10.0 Code IBC2018/TPl2014 LUMBER- CSI. TC 0.25 BC 0.66 WB 0.35 Matrix-S 5x6 = 4 3x4 II 10-6-8 2-2-3 OEFL. in (lac) I/dell Vert(LL) -0.14 2-10 >999 Vert(CT) -0.53 2-10 >371 Horz(CT) 0.16 6 n/a 16-5-0 5-10-8 Ud PLATES 240 MT20 180 n/a Weight: 72 lb Scale a 1 :29. 7 0-5-8(0-1-8) ~@'-85# GRIP 220/195 FT= 20% TOP CHORD 2x4 OF No.2 G BOT CHORD 2x4 OF No.2 G •Except' F1 ,F2: 2x4 OF Std G BRACING- TOP CHORD BOT CHORD Structural wood sheathing directly applied or 4-0-2 oc purlins. Structural wood sheathing directly applied or 8-1 1-5 oc bracing. WEBS 2x4 OF Std G REACTIONS. (lb/size) 2= 799/0-5-8 (min. 0-1-8), 6= 778/0-5-8 (min. 0-1-8) Max Herz 2=·58(LC 10) Max Uplift2=·94(LC 12), 6=-85(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-11 =-2089/495, 3-11=-2049/506, 3-12=·1695/312, 4-12=-1645/321, 4-13=·1645/322, 5-13=-1682/313, 5-14=-2238/562, 6-14=-2293/551 BOT CHORD 2-10=-431/1913, 9-10=-483/2132, 6-9=-521/1949 WEBS 3-10=-406/226, 4-10=-88/853, 5-10=-594/287 NOTES· MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h= 11 ft; 8=31 ft; L=30ft; eave=4ft; Cat. II; Exp C; Enclosed; MWFRS (directional) and C-C Exterior(2E) -1-0-0 to 2-0-10, lnterior(1) 2-0-1 0 to 8-2-8, Exterior(2R) 8-2-8 to 11-3-2, lnterior(1) 11-3-2 to 17-5-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Bearing at joint(s) 2, 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 6. 8) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE($) Standard russ A03 Aohalse Carrillo Carlsbad Job Reference o tional B-0·0 I -1-0-o I Run: 8.430 s Jun 17 2021 Print: 8.430 s Jun 17 2021 MiTek Industries, Inc. Sun Jan 30 18:38:37 2022 Pag_e 1 ID:heOAjhkfTTVvavNo7pxMX1 y68ol-awqpNRmYmes64pb1Ss7BPxFt3HRGt4wqK0caYO-~G10 8-2·8 *-·9·1g9·7·12I 14-0-2 I 16-2-0 I 6-7-8 1-0-0 6-7-8 1-7-0 0-7-2 0-10-2 4.4.5 2-1-14 3x8 ::::o 0-5-8(0· 1 ·8) 8-0-0 806#/-83# 3x4 -- 4.50 [12 2.00[12 2x4 II 6-7-8 8-2-8 6-7-8 1-7-1 4x8 // 4 4x10 = Plate Offsets (X Yl·· [2·0-2-13 0-1-81 [4·0-2-15 0·1-151 [6·Edqe 0·1·81 [8·0-2·8 0-1-121 [10·0-6-4 0-3-81 ' ' ' ' ' ' ' ' , ' LOADING (psf) SPACING-2·0·0 CSI. DEFL. in TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) ·0.09 TCDL 14.0 Lumber DOL 1.25 BC 0.88 Vert(CT) ·0.33 BCLL 0.0 ' Rep Stress Iner YES WB 0.59 Horz(CT) 0.13 BCDL 10.0 Code IBC2018/TPl2014 Matrix-S Attic -0.02 LUMBER· 5x6 = 14-0-2 5.9.9 (loc) I/defl Ud 7-8 >999 240 2-10 >583 180 6 n/a nla 7-8 3057 360 5x6 = 3x8 = PLATES MT20 Weight: 73 lb Scale = 1 :27.9 825#1·30# 3x4 = 16·2·0 2-1-14 GRIP 220/195 FT = 20% 8-0·0 TOP CHORD 2x4 OF No.2 G BOT CHORD 2x4 OF No.2 G 'Except' B2: 2x4 OF Std G, B4: 2x6 DF No.2 G BRACING- TOP CHORD BOT CHORD Structural wood sheathing directly applied or 3-2· 12 oc purlins. Structural wood sheathing directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 OF Std G REACTIONS. (lb/size) 6=738/Mechanical, 2=806/0-5-8 (min. 0-1-8) Max Horz 2=56(LC 11) Max Uplif16=·30(LC 12), 2=·83(LC 12) Max Grav6=825(LC 19). 2=806(LC 1) FORCES. (lb)• Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-11 =-2414/407, 11-12=·2347/411, 3·12=·2304/422, 3-4=·2125/426, 4-13=·1195/238, 13-14=· 1199/229, 5-14=-1239/223, 5·6=· 1253/162 BOT CHORD 2-10=·35412254, 7-8=· 135/1122, 6·7=·13511122 WEBS 4-8=·416184, 8-10=· 132/1370, 4-10=·26511540 NOTES· 6-0·0 oc bracing: 9-10. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=11ft; B=31ft; L=30tt; eave=411; Cat. II; Exp C; Enclosed; MWFRS (directional) and C·C Exterior(2E) -1-0-0 to 2-0·10, lnterior(1) 2-0-10 to 8-2·8, Exterior(2R) 8-2-8 to 11-3-2, lnterior(1) 11 ·3·2 to 16·2·0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bottom chord live load (25.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 7-8 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6, 2. 10) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) Attic room checked for U360 deflection. LOAD CASE(S) Standard russ A04 russ ype Roof Special y Rohaise Carrillo Carlsbad Job Reference o tional B-0-0 I -1-0-0 I Aun: 8.430 s Jun 17 2021 Print: 8.430 s Jun 17 2021 MiTek Industries, Inc. Sun Jan 30 18:38:38 2022 Page 1 ID:heOAjhkITTVvavNo7pxMX1 y68oL-36OBannBXy_zhz9D0ZeOx9ophhpvcc?zZg~6~qG1? I 10-6-8 I 12-0-12 I 16-2-0 I 1-0-0 0-5-8(0-1-8) 8-0-0 756#/-80# 4-4-4 4-4-4 8-2-8 3-10-4 8-2-8 8-2-8 Plate Offsets (X Y)--[2·0-2-13 0-1-81 [7·0-1-11 0-2-1 l [7·0-9-3 Edael ' I ' I I I LOADING {psi) SPACING-2-0-0 CSL TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 TCDL 14.0 Lumber DOL 1.25 BC 0.72 BCLL 0.0 ' Rep Stress Iner NO WB 0.28 BCDL 10.0 Code IBC2018/TPl2014 Matrix-$ 2-4-0 1-6-4 4-1-4 Scale = 1 28.0 5x6 = 4 8-0-0 10-6-8 16-2-0 2-2-3 5-7-8 DEFL. in (loc) I/dell Ud PLATES GRIP Vert(LL) -0.13 2-10 >999 240 MT20 220/195 Vert{CT) -0.48 2-10 >373 180 Horz{CT) 0.13 7 n!a nla Weight: 73 lb FT = 20% LUMBER- TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G 'Except' BRACING- TOP CHORD BOT CHORD Structural wood sheathing directly applied or 3-10-0 oc purfins. Structural wood sheathing directly applied or 9-9-9 oc bracing. F1 ,F2: 2x4 DF Std G WEBS 2x4 DF Std G SLIDER Right 2x4 DF Std -G-1-10-7 REACTIONS. {lb/size) 7=71 1/Mechanical, 2=756/0-5-8 {min. 0-1-8) Max Horz 2=55{LC 11) Max Uplifl2=-80{LC 12) FORCES. {lb) -Max. Comp./Max. Ten. -All forces 250 {lb) or less except when shown. TOP CHORD 2-11 =-1924/438, 3-11 =-1884/449, 3-12=-1517/240, 4-12=-1469/249, 4-13=-1455/255, 13-14=-1469/248, 14-15=-1504/242, 5-15=-1507/235, 5-6=-1592/282, 6-7=-1633/270 BOT CHORD 2-10=-396/1763, 9-10=-207/1433, 7-9=-235/1311 WEBS 3-10=-413/238, 4-10=-42/699 NOTES- MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vull= 110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=11 ft; 8=31 ft; L=30ft; eave=4ft; Cat. II; Exp C; Enclosed; MWFRS {directional) and C-C Exterior{2E) -1-0-0 to 2-0-10, lnterior{1) 2-0-10 to 8-2-8, Exterior(2R) 8-2-8 to 11-3-2, lnterior(1) 11-3-2 to 15-2-1 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL-1.60 plate grip DOL-1 .60 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will tit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder{s) for truss to truss connections. 7) Bearing at joint{s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection {by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint{s) 2. 9) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11 , 12, 13, 14, 15, 16, 17, 18, 19, 20, 21, 22, 23, 24, 25, 26 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. LOAD CASE{$) Standard 1) Dead+ Roof Live {balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Continued on page 2 russ ype Roof Special Rohaise Carrillo Carlsbad Job Reference o tional Run: 8.430 s Jun 17 2021 Print: 8.430 s Jun 17 2021 MiTek Industries, Inc. Sun Jan 30 18:38:38 2022 Pag_e 2 ID:heOAjhkfTTVvavNo7pxMX1 y68ol-36OBannBXy_zhz9D0ZeOx9ophhpvcc?zZgM54RzqG 1? LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-4=-68, 4-13=-68, 7-13=-82, 2-10=-20, 9-10=-20, 7-8=-20 2) Dead + 0.75 Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-4=-58, 4-13=-58, 7-13=-72, 2-10=-20, 9-10=·20, 7-8=-20 3) Dead + Uninhabitable Attic Without Storage: Lumber Increase= 1 .25, Plate Increase= 1 .25 Uniform Loads (plf) Vert: 1-4=-28, 4-13=-28, 7-13=-42, 2-10=-40, 9-10=-40, 7-8=-40 4) Dead+ 0.6 C-C Wind (Pos. Internal) Case 1: Lumber lncrease=1.60, Plate lncrease=1.60 Uniform Loads (plf) Vert: 1-2=49, 2-11 =31, 4-11 =26, 4-13=36, 13-14=22, 7-14=12, 2-10=-10, 9-10=-10, 7-8=-10 Herz: 1-2=-57, 2-11 =-39, 4-11=-35, 4-14=44, 7-14=35 5) Dead+ 0.6 C-C Wind (Pos. Internal) Case 2: Lumber lncrease=1.60, Plate lncrease=1.60 Uniform Loads (plf) Vert: 1-2=22, 2-12=26, 4-12=36, 4-13=26, 13-15=12, 7-15=17, 2-10=-10, 9-10=-10, 7-8=-10 Herz: 1-2=-30, 2-12=-35, 4-12=-44, 4-15=35, 7-15=39 6) Dead + 0.6 C-C Wind (Neg. Internal) Case 1: Lumber lncrease=1.60, Plate lncrease=1.60 Uniform Loads (plf) Vert: 1-2=-19, 2-4=·42, 4-13=-42, 7-13=-56, 2-10=-20, 9-10=-20, 7-8=·20 Herz: 1-2=·9, 2-4=14, 4-7=-14 7) Dead+ 0.6 C-C Wind (Neg. Internal) Case 2: Lumber lncrease=1.60, Plate lncrease=1.60 Uniform Loads (plf) Vert: 1-2=-37, 2-4=-42, 4-13=-42, 7-13=-56, 2-10=-20, 9-10=-20, 7-8=-20 Herz: 1-2=9, 2-4=14, 4-7=·14 8) Dead+ 0.6 MWFRS Wind (Pos. Internal) Left: Lumber lncrease=1.60, Plate lncrease=1.60 Uniform Loads (plf) Vert: 1-2=17, 2-4=4, 4-13=10, 7-13=-4, 2-10=-10, 9-10=-10, 7-8=-10 Herz: 1-2=-26, 2-4=-12, 4-7=19 9) Dead+ 0.6 MWFRS Wind (Pos. Internal) Right: Lumber lncrease=1.60, Plate lncrease=1.60 Uniform Loads (plf) Vert: 1-2=5, 2-4=10, 4-13=4, 7-13=-10, 2-10=-10, 9-10=·10, 7-8=-10 Herz: 1-2=·14, 2-4=-19, 4-7=12 10) Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase= 1.60, Plate Increase= 1 .60 Uniform Loads (plf) Vert: 1-2=-31, 2-4=-36, 4-13=-19, 7-13=-33, 2-10=-20, 9-10=-20, 7-8=-20 Herz: 1-2=3, 2-4=8, 4-7=9 11) Dead+ 0.6 MWFRS Wind (Neg. Internal) Right: Lumber lncrease=1.60, Plate lncrease=1.60 Uniform Loads (plf) Vert: 1-2=-14, 2-4=-19, 4-13=·36, 7-13=·50, 2-10=-20, 9-10=·20, 7-8=-20 Horz: 1-2=-14, 2-4=-9, 4-7=-8 12) Dead+ 0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber lncrease=1.60, Plate lncrease=1.60 Uniform Loads (plf) Vert: 1-2=30, 2-4=17, 4-13=17, 7-13=3, 2-10=-10, 9-10=-10, 7-8=-10 Herz: 1-2=·39, 2-4=-25, 4-7=25 13) Dead+ 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber lncrease=1.60, Plate lncrease=1.60 Uniform Loads (plf) Vert: 1-2=17, 2-4=3, 4-13=3, 7-13=·11, 2-10=-10, 9-10=-10, 7-8=-10 Horz: 1-2=-25, 2-4=-12, 4-7=12 14) Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber lncrease=1.60, Plate lncrease=1.60 Uniform Loads (pit) Vert: 1-2=-24, 2-4=-29, 4-13=-29, 7-13=-43, 2-10=-20, 9-10=-20, 7-8=·20 Herz: 1-2=-4, 2-4=1, 4-7=-1 15) Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase= 1.60, Plate lncrease=1.60 Uniform Loads (pit) Vert: 1-2=-24, 2-4=-29, 4-13=-29, 7-13=-43, 2-10=-20, 9-10=-20, 7-8=-20 Horz: 1-2=-4, 2-4=1, 4-7=-1 16) Dead: Lumber lncrease=0.90, Plate lncrease=0.90 Pit. metal=0.90 Uniform Loads (pl!) Vert: 1-4=-28, 4-13=-28, 7-13=-42, 2-10=-20, 9-10=-20, 7-8=-20 17) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber lncrease=1.60, Plate lncrease=l .60 Uniform Loads (plf) Vert: 1-2=·60, 2-4=·64, 4-13=-51, 7-13=-65, 2-10=·20, 9-10=-20, 7-8=-20 Herz: 1-2-2, 2-4=6, 4-7=7 18) Dead+ 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber lncrease=1.60, Plate lncrease=1.60 Uniform Loads (plf) Vert: 1-2=-48, 2-4=-51, 4-13=-64, 7-13=-78, 2-10=-20, 9-10=-20, 7-8=-20 Herz: 1-2=·10, 2-4=-7, 4-7=-6 19) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber lncrease=1.60, Plate lncrease=1.60 Uniform Loads (pit) Vert: 1-2=-55, 2-4=-59, 4-13=-59, 7-13=-73, 2-10=-20, 9-10=·20, 7-8=-20 Horz: 1-2=-3, 2-4=1, 4-7=-1 20) Dead+ 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber lncrease=1.60, Plate lncrease=1.60 Continued on page 3 russ A04 LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-2=·55, 2·4=-59, 4·13=·59, 7-13=·73, 2-10=-20, 9·10=·20, 7-8=·20 Horz: 1-2=·3, 2·4=1, 4-7=·1 21) Dead + 0.6 C-C Wind Min. Down: Lumber lncrease=1.60, Plate lncrease=1.60 Uniform Loads (plf) Vert: 1-2=8, 2·4=·25, 4·13=·25, 7-13=-39, 2-10=·10, 9·10=·10, 7·8=·10 Herz: 1·2=·16, 2-4=16, 4-7=·16 22) Dead+ 0.6 C-C Wind Min. Upward: Lumber lncrease=1.60, Plate lncrease=1.60 Uniform Loads (plf) Vert: 1-4=8, 4-13=8, 7-13=-6, 2·10=·10, 9-10=·10, 7-8=-10 Herz: 1·4=·16, 4-7=16 23) 1st Dead+ Roof Live (unbalanced): Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1·4=·68, 4-13=·28, 7-13=·42, 2-10=·20, 9-10=·20, 7·8=·20 24) 2nd Dead+ Roof Live (unbalanced): Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-4=-28, 4·13=·68, 7-13=·82, 2-10=-20, 9·10=·20, 7·8=·20 25) 3rd Dead+ 0.75 Roof Live (unbalanced): Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-4=·58, 4-13=-28, 7-13=·42, 2-10=·20, 9-10=-20, 7-8=-20 26) 4th Dead + 0.75 Roof Live (unbalanced): Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-4=-28, 4·13=-58, 7-13=·72, 2·10=·20, 9-10=·20, 7-8=-20 Rohaisc Carrillo Carlsbad Job Reference o tional Aun: 8.430 s Jun 17 2021 Print: 8.430 s Jun 17 2021 MiTek Industries, Inc. Sun Jan 30 18:38:38 2022 Pa9.e 3 I D:heOAjhkflT\/vavNo 7pxMX 1 y68oL-36OBannBXy _ zhz9D0ZeQx9ophhpvcc?zZgM54RzqG 1 ? russ A05 russ ype Rohaise Carrillo Carlsbad Common Supported Gable -1-0-e-o-o Job Reference o tional Run: 8.430 s Jun 17 2021 Print: 8.430 s Jun 17 2021 MiTek Industries, Inc. Sun Jan 30 18:38:39 2022 Pag_e 1 ID :heOAjhkfTTVvavNo 7pxMX 1 y68oL-Xlxan 7 oplG6qJ6kPZH9fU MKS ?4K0L 766oK5edtzqG 1 _ I 1-0-0 I 8-2-8 16-2-0 8-2-8 7-11-8 Scale ~ 1 :28.1 5x6 = 6 3x4 = 18 17 16 15 14 13 12 3x4 = 11 3x4 .::::::- 8-0-0 16-2-0 16-2-0 I ----I --Plate Offsets (X Y) [13·0 1 8 0 1 81 LOADING (psi) SPACING-2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.06 Vert(LL) -0.00 1 n/r 120 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.03 Vert(CT) -0.00 1 n/r 120 BCLL 0.0 . Rep Stress Iner YES WB 0.04 Horz(CT) 0.00 10 n/a n/a BCDL 10.0 Code IBC2018/TPl2014 Matrix-S Weight: 64 lb FT= 20% LUMBER· TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G BRACING• TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. Structural wood sheathing directly applied or 10-0-0 oc bracing. OTHERS 2x4 OF Std G REACTIONS. All bearings 16-2-0. (lb) -Max Horz 2=57(LC 11) Max Uplift All uplift 100 lb or less at joint(s) 2, 16, 17, 18, 14, 12, 11 Max Grav All reactions 250 lb or less at joint(s) 10, 2, 15, 16, 17, 18, 14, 12, 11 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=11 ft; B=31ft; L=30ft; eave=2ft; Cat. II; Exp C; Enclosed; MWFRS (directional) and C-C Corner(3E) -1-0-0 to 2-2-8, Exterior(2N) 2-2-8 to 8-2-8, Corner(3R) 8-2-8 to 11-3-2, Exterior(2N) 11-3-2 to 16-0-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL= 1.60 plate grip DOL=1 .60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 1 a.a psi bottom chord live load nonconcurrent with any other live loads. 8) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 16, 17, 18, 14, 12, 11. 11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. 12) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard russ y Rohalse Carrillo Carlsbad A06 2 Job Reference o tional Run: 8.430 s Jun 17 2021 Print 8.430 s Jun 17 2021 MlTek Industries, Inc. Sun Jan 30 18:38:40 2022 P~~ 1 I D:heOAjhkfTTVvavNo 7pxMX 1 y68ol-?VVy?T pR3ZEhxGJc7 _gu0atEoU Uw4QTG 1 _rC&la~~z 8-5-4 I 4-5-13 4-5-13 8-6-0 4-0-3 I 12-6-3 I 17-0-0 I 4-0-3 4-5-13 0-5-8(0-1-12) 8~ig",o" 4-5-13 4-5-13 Plate Offsets (X Y)--[7·0-4-0 0-3-121 I ' LOADING (psi) SPACING-2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 14.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Iner NO BCDL 10.0 Code IBC2018/TPl2014 LUMBER- 8-6-0 4-0-3 CSL TC 0.37 BC 0.82 WB 0.67 Matrix-S 5x6 - 3 12-6-3 4-0-3 DEFL. in (loc) Vert(LL) -0.08 7-9 Vert(CT) -0.29 7-9 Horz(CT) 0.08 5 I/dell Ud >999 240 >695 180 n/a n/a PLATES MT20 17-0-0 4-5-13 Weight: 161 lb GRIP 220/195 Scalo • 1 :27.0 0-5-8(0-2-0) 313P,;,i3ii4 FT -20% TOP CHORD 2x4 OF No.2 G BOT CHORD 2x6 OF No.2 G WEBS 2x4 OF Std G BRACING- TOP CHORD BOT CHORD Structural wood sheathing directly applied or 4-7-13 oc purlins. Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1•3310/0-5-8 (min. 0-1-12), 5=3731/0-5-8 (min. 0-2-0) Max Horz 1 =-54(LC 25) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-7216/0, 2-3--5157/0, 3-4=-5157/0, 4-5=-7296/0 BOT CHORD 1-10=016649, 10-11 =016649, 9-11 =016649, 8-9=0/6649, 8-12=0/6649, 12-13=0/6649, 7-13=0/6649, 7-14-0/6725, 14-15=016725, 6-15-0/6725, 6-16=016725, 16-17-0/6725, 5-17 =0/6725 WEBS 3-7=0/3296, 4-7=-2125/0, 4-6=0/1 489, 2-7=-2042/0, 2-9=0/1431 NOTES- 1) 2-ply truss to be connected together with 1 0d (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 -2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psl; BCDL=5.0psf; h=11 ft; 8=3111; L•30ft; eave=411; Cat. II; Exp C; Enclosed; MWFRS (directional): Lumber DOL-1.60 plate grip DOL=1.60 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 691 lb down at 2-0-12, 691 lb down at 4-0-12, 691 lb down at 6-0-12, 691 lb down at 8-0-12, 691 lb down at 10-0-12, 691 lb down at 12-0-12, and 787 lb down and 50 lb up at 14-0-12, and 790 lb down and 47 lb up at 16-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard Continued on page 2 LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1 ·3=·68, 3·5=·68, 1 ·5=·20 Concentrated Loads (lb) y Rohalse Carrillo Carlsbad 2 Job Reference o tional Run: 8.430 s Jun 17 2021 Prinl: 8.430 s Jun 17 2021 MiTek lnduslrles, Inc. Sun Jan 30 18:38:40 2022 Pag_e 2 ID :heOAjhkITTVvavNo 7pxMX 1 y68oL• ?VVy?T pR3ZEhxGJc7 __gu0atEoU Uw4QTG 1 _rC8JzqG0z Vert: 10=·691(8) 11 c•691(8) 12•·691(8) 13-·691(8) 14=·691(8) 15=·691(8) 16=·718(8) 17-•721(8) russ ype Scissor Rohaiso Carrtllo Carlsbad Job Roforence o tional 8-0-0 I -1-0-o I 8-6-0 Run: 8.430 s Jun 17 2021 Print: 8.430 s Jun 17 2021 Milek Industries, Inc. Sun Jan 30 18:38:41 2022 Page 1 ID :heOAjhkfTTVvavNo 7pxMX 1 y68oL-Th3KCpp3qtMYYQuohhB7ZnQRZus'§Yof,.fealg mzqGOy I 12-6-0 I 17-0-0 I ttl-0-0 I 4-6-0 1-0-0 4-6-0 4-0-0 4-0-0 4-6-0 1-0-0 3x8 :::: 0-5-8(0-1·8) IMli0-95# 8-6·0 8-6·0 Plate Offsets (X Y)--[2·0-2-13 0-1-81 [6·0·2-13 0-1-81 I I I I LOADING (psf) SPACING-2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCOL 14.0 Lumber OOL 1.25 BCLL 0.0 • Rep Stress Iner YES BCDL 10.0 Code IBC2018/TPl2014 LUMBER· cs,. TC 0.24 BC 0.68 WB 0.35 Matrix-S 5x6 = 4 DEFL. in (foe) I/dell Vert(LL) -0.15 2-8 >999 Vert(CT) -0.55 2·8 >362 Horz(CT) 0.17 6 n/a 17·0·0 8-6-0 Ud PLATES 240 MT20 180 n/a Weight: 66 lb Scale • 1 :30.7 3x8 ::: 0-5-8{0· 1 ·8) 811~ GRIP 220/195 FT • 20% TOP CHORD 2x4 OF No.2 G BOT CHORD 2x4 OF No.2 G BRACtNG- TOPCHORD BOT CHORD Structural wood sheathing directly applied or 4-0-10 oc purlins. Structural wood sheathing directly applied or 9-4-8 oc bracing. WEBS 2x4 OF Std G REACTIONS. (lb/size) 2•811/0-5-8 (min. 0-1-8), 6•811/0-5-8 (min. 0-1-8) Max Horz 2•59(LC 11) Max Uplift2•·95(LC 12), 6=·95(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 {lb) or less except when shown. TOP CHORD 2-9=-2149/492, 3-9--2110/504, 3-10•· 1722/304, 4-10=-1671/313, 4-11=·1671/314, 5-11 =-1722/305, 5· 12=·211 0/503, 6-12--2149/491 BOT CHORD 2·8=·431/1973, 6-8--430/1973 WEBS 4·8=·82/873, 5-8•·437/233, 3-8=·437/233 NOTES- 1) Unbalanced roof live loads have been considered for this design. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. 2) Wind: ASCE 7-16; Vult-110mph (3-second gust) Vasd=87mph; TCDL-4.2psf; BCDL=5.0psf; h=11ft; B=31ft; L-3011; eave=4ft; Cat. II; Exp C; Enclosed; MWFRS (directional) and C-C Exterior(2E) -1-0-0 to 2-0-10, lnterior(1) 2-0-10 to 8-6·0, Exterior(2R) 8-6-0 to 11-6-10, lnterior(1) 11-6-10 to 18-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL• 1.60 plate grip DOL• 1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Bearing at joint{s) 2, 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 6. 8) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard russ ype Rohaise Carrino Carlsbad Common Suppo,tcd Gable Job Reference tional 8-0-0 I -1-0-0 I Run: 8.430 s Jun 17 2021 Prln1: 8.430 s Jun 17 2021 MTck Industries, Inc. Sun Jan 30 18:38:42 2022 Page 1 ID:heOAjhkITTVvavNo7pxMX1 y68oL-xtdiO9qhbBUPAaT _FPjMG?yfFILdYUwZUIKICCzqG0x 17-0-0 I 18-0·0 I 8-6-0 1-0-0 8-6-0 8-6-0 1-0-0 3x4 = 8-0-0 LOADING (psi) TCLL 20.0 TCDL 14.0 BCLL 0.0 BCDL 10.0 LUMBER· 19 18 3x4 - SPACING• Plate Grip DOL LumberDOL Rep Stress Iner 2-0-0 1.25 1.25 YES Code IBC2018/TPl2014 17 16 CSI. TC 0.06 BC 0.03 WB 0.03 Matrix-S Scale • 1 :30.2 5x6 = 6 15 14 13 12 3x4 - 17-0-0 17-0-0 OEFL. in (loc) I/dell Ud PLATES GRIP Vert(LL) -0.00 10 n/r 120 MT20 220/195 Vert(CT) -0.00 10 n/r 120 Horz(CT) 0.00 10 n/a n/a Weight: 69 lb FT a 20% TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 OF No.2 G BRACING- TOP CHOAO BOTCHORO Structural wood sheathing directly applied or 6-0-0 oc purlins. Structural wood sheathing directly applied or 10-0-0 oc bracing. OTHERS 2x4 OF Std G REACTIONS. All bearings 17-0-0. (lb) • Max Horz 2=-59(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 2, 16, 17, 19, 14, 13, 12, 1 0 Max Grav All reactions 250 lb or less at joint(s) 2, 15, 16, 17, 19, 14, 13, 12, 1 0 FORCES. (lb)• Max. Comp./Max. Ten. • All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. 2) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=11ft; 8=3111; l •301t; eave-2ft; Cat. II; Exp C; Enclosed; MWFRS (directional) and C-C Corner(3E) -1-0-0 to 2-0-10, Exterior(2N) 2-0-10 to 8-6-0, Corner(3R) 8-6·0 to 11-6· 10, Exterior(2N) 11-6-10 to 18-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL-1 .60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 8) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will Iii between the bottom chord and any other members, 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 16, 17, 19, 14, 13, 12, 10. 11) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSlff Pl 1. LOAD CASE(S) Standard n-:-c----------,-,-;;ru-:::s"'"s-------,,..,,ru"'s•sTy"'pea;;-------------7711v-77p1vy-,i'iR;;;oh;;;a;.lseo7"carrllloCa~sbad V01 GABLE Job Reference tional 9-3-6 Run: 8.430 s Jun 17 2021 Print: 8.430 s Jun 17 2021 lviTck Industries, Inc. Sun Jan 30 18:38:43 2022 Page 1 ID:heOAjhkITTVvavNo7pxMX1y68oL-P3B4dUrJMUcFok2Bo6EbeCVINheoHxmijy3slezqG0w 3x4 -::. 9-3-6 LOADING (psi) TCLL 20.0 TCDL 14.0 BCLL 0.0 BCDL 10.0 LUMBER- SPACING- Plate Grip DOL Lumber DOL Rep Stress Iner 6-3-1 6-3-1 2-0-0 1.25 1.25 YES Code IBC2018/TPl2014 CSL TC 0.35 BC 0.23 WB 0.06 Matrix-S 5x6 - 2 4 2x4 II 12-6-2 12-6-2 DEFL. Vert(LL) Vert(CT) Horz(CT) in (loc) I/dell n/a n/a n/a n/a 0.00 3 n/a 12-6-2 6-3-1 Scale -1:19.9 3x4 .:::::- Ud PLATES GRIP 999 MT20 220/195 999 n/a Weight: 35 lb FT a 20% TOP CHORD 2x4 OF No.2 G BOT CHORD 2x4 OF No.2 G BRACING- TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. Structural wood sheathing directly applied or 10-0-0 oc bracing. OTHERS 2x4 OF Std G REACTIONS. (lb/size) 1=208/12-6-2 (min. 0-1-8), 3=208/12-6-2 (min. 0-1-8), 4=536/12-6-2 (min. 0-1-8) Max Horz 1 =-34(LC 10) Max Uplift1 =-24(LC 12), 3a-24(LC 12), 4•-28(LC 12) Max Grav 1=213(LC 23), 3•213(LC 24), 4•536(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-4--374/183 NOTES- 1) Unbalanced roof live loads have been considered for this design. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. 2) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd-87mph; TCDL=4.2psf; BCDL=5.0psf; h=11 fl; B-31ft; L-3011; eave-4ft; Cat. II; Exp C; Enclosed; MWFRS (directional) and C-C Exterior(2E) 0-10-3 to 3-10-13, lnterior(1) 3-10-13 to 6-3-1, Exterior(2R) 6-3-1 to 9-3-11, lnterior(l) 9-3-11 to 11-7-15 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL-1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3, 4. 8) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard russ V02 russ ype Valley Rohaise Carrillo Carlsbad Job Reference o tional 10-0-6 4-3-1 Run: 8.430 s Jun 17 2021 Print: 8.430 s Jun 17 2021 Milek Industries, Inc. Sun Jan 30 18:38:44 2022 Pag_e I ID:heOAjhkITTVvavNo7pxMX1y68oL-tGITrqsx7ok6PudNMqlqBQ2zn50C0ODrxcpPH5zqG0v 8-6-2 4-3-1 4-3-1 Scale= 1:15.3 5x6 = 6 2 7 1" 0 6 4 2x4 --2x4 II 2x4 -:::- 10-0-6 ----858 8-6 2 8-5-8 0-0-11 LOADING (psf) SPACING-2-0-0 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) n/a n/a 999 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.09 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Iner YES WB 0.04 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code IBC2018/TPl2014 Matrix-P Weight: 23 lb FT = 20% LUMBER- TOP CHORD 2x4 OF No.2 G BOT CHORD 2x4 OF No.2 G BRACING· TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. Structural wood sheathing directly applied or 10-0-0 oc bracing. OTHERS 2x4 OF Std G REACTIONS. (lb/size) 1=147/8-4-13 (min. 0-1-8), 3=147/8-4-13 (min. 0-1-8), 4=304/8-4-13 (min. 0-1-8) Max Horz 1=·21(LC 10) Max Uplifl1=-20(LC 12), 3=-20(LC 12), 4=·7(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES· MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=5.0psf; h=11 ft; B=31ft; L=30ft; eave=4ft; Cat. II; Exp C; Enclosed; MWFRS (directional) and C-C Exterior(2E) 0-10-3 to 3-10-13, lnterior(1) 3-10-13 to 4-3-1, Exterior(2R) 4-3-1 to 7-3-11, lnterior(1) 7-3-11 to 7-7-15 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3, 4. 8) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard 1" •O 6 russ russ ypo Rohalse Carrillo Carlsbad Valley Job Reference o tional 10-9-6 2-3-1 Run: 8.430 s Jun 17 2021 Print 8.430 s Jun 17 2021 MiTek lndustries41nc. Sun Jan 30 18:38:45 2022 Page 1 ID :heOAjhkfTTVvavNo 7pxMX 1 y68oL-LSJr2Alau6sz 11 CLwXG3jdaAnVMflr9? AGYzpXzqG0u 4-6-2 2-3-1 3x4 = 2-3-1 Scale • 1 :8.3 10-9-6 0--11 0--1 Plate Offsets (X Y)--[2·0-2-0 Edqe] I I LOADING (psi) SPACING-2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 14.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Iner YES BCDL 10.0 Code IBC2018/TPl2014 LUMBER- 4.50[12 2x4 ~ CSI. TC 0.04 BC 0.08 WB 0.00 Matrix-P 2 4-6-2 4-5-8 DEFL. Vert(LL) Vert(CT) Horz(CT) in n/a n/a 0.00 (loc) Vdefl n/a n/a 3 n/a 2x4 -:0 Ud PLATES GRIP 999 MT20 220/195 999 n/a Weight: 10 lb FT a 20% TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G BRACING- TOP CHORD BOT CHORD Structural wood sheathing directly applied or 4-6-2 oc purl ins. Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. {lb/size) 1a124/4-4-13 (min. 0-1-8), 3=124/4-4-13 (min. 0-1-8) Max Horz 1 a-9(LC 10) Max Uplift1 •-1 0(LC 12), 3a-1 0(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. 2) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd•87mph; TCDLa4.2psf; BCDLa5.0psf; ha11ft; B-31ft; L=30fl; eave=4ft; Cat. II; Exp C; Enclosed; MWFRS (directional) and C-C Exterior(2E) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL-1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 8) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard 'i ,o 6 GEOTEK LIMITED GEOTECHNICAL EVALUATION PROPOSED Auxiliary Dwelling Unit (ADU) 2642 JEFFERSON STREET CARLSBAD, CALIFORNIA 92008 PREPARED FOR SNAPADU YUCCA ROAD OCEANSIDE, CALIFORNIA 92054 PREPARED BY GEOTEK, INC. 1384 POINSETTIA AVENUE VISTA, CALIFORNIA 92081 PROJECT No. 3 758.004-SD GEOTECHNICAL I ENVIRONMENTAL I MATERIAL Cl C ON en =It ON cno co ~ .-N ~ T""" -::::i I'-~ 0 0 <( N~ 0 LO I w LO N I T""" (.) N <( w 0 [ij I-0 N Cl) ~ ~ a, z ~ CX) ~ i m "It a::: z 0 Ow -· I Z NU.~~ N u. a:: I 0 w w !;;i: ~ -, tt co N WN m ~~~ u ~~as MARCH 29, 2022 • Geo Tel<, Inc. 138-4 Poinsettia Avenue, Suite A Vista, CA 92081-8505 (760) 599-0509 Ot (760) S99-0593 Fa: www.geotekusa.com SnapADU Yucca Road Oceanside, CA 92054 Attention: Subject: Mr. Mike Moore Limited Geotechnical Evaluation Proposed Auxiliary Dwelling Unit (ADU) 2642 Jefferson Street Carlsbad, California 92008 Dear Mr. Moore March 29, 2022 Project No. 3758.004-SD GeoTek, Inc. (GeoTek) is pleased to provide results of this Limited Geotechnical Evaluation for the subject project. Based upon review, site construction appears feasible from a geotechnical viewpoint, provided that the recommendations included herein are incorporated into the design and construction phases of site improvements. The opportunity to be of service is sincerely appreciated. If you should have any questions, please do not hesitate to call Geo T ek. Respectfully submitted, GeoTek, Inc. Christopher D. Livesey CEG 2733 Associate Vice President Bruce A. Hick GE 2284 Geotechnical Engineer t SnapADU Limited Geotechnical Evaluation 2642 lefferson Street. Carlsbad. California TABLE OF CONTENTS Project No. 3758.004-SD March 29, 2022 Page i I. PURPOSE A D SCOPE OF SERVICES .................................................................................................... l 2. SITE DESCRIPTION ANO PROPOSED DEVELOPMENT .................................................................... 1 2.1 SITE D ESCRIPTION .................................................................................................................................... I 2.2 PROPOSED D EVELOPMENT ........................................................................................................................ I 3. FIELD STUDY AND LABORATORY TESTING ...................................................................................... 2 3.1 FIELD EXPLORATION ................................................................................................................................ 2 3.2 LABORATORY T ESTING ............................................................................................................................ 2 4. GEOLOGIC AND SOILS CON0ITIO S ................................................................................................... 2 4.1 EARTHMATERlALS ............................................................................................................................ 2 4.1. I Old Para/ic Deposits (Qop) ........................................................................................................... 2 4.2 SURFACE AND GROUND WATER ................................................................................................................ 3 4.2. I Swface Water ................................................................................................................................. 3 4.2.2 Groundwater .................................................................................................................................. 3 4.3 EARTHQUAKE AND SEISMIC HAZARDS ..................................................................................................... 3 S. CONCLUSIO NS AND RECOMMEN0ATIONS ........................................................................................ 3 5.1 G ENERAL .................................................................................................................................................. 3 5.1. I Site Clearing and Building Pad Preparation ................................................................................. 3 5.2 DESIGN RECOMMENDATIONS ................................................................................................................... 4 5.2.I Foundations ................................................................................................................................... 4 5.2.2 Seismic Design Parameters ............................................................................................................ 7 5.2.3 Soil Sulfate Content ........................................................................................................................ 7 5.3 CONSTRUCTION OBSERVATIONS ............................................................................................................... 7 6. INTENT ........................................................................................................................................................... 8 7. LIMIT A TIO S ............................................................................................................................................... 8 8. SELECTED REFERENCES ....................................................................................................................... 10 ENCLOSURES Figure I -Site Location Map Figure 2 -Geotechnical Map Appendix A -Logs of Exploration Appendix B -Results of Laboratory Testing GEOTEK SnapADU Limited Geotechnical Evaluation 2642 lefferson Street. Carlsbad. California Project No. 3758.004-SD March 29, 2022 Page I I . PURPOSE AND SCOPE OF SERVICES The purpose of this study was to assess the site geotechnical conditions with regards to the proposed improvements. Services provided for this study included the following: ► Research and review of readily available geologic data and general information pertinent to the site. ► Manual excavation of one (I) test pit and collection of a bulk sample for subsequent laboratory testing. ► Laboratory testing of soil samples collected during field exploration. ► Review and analysis of geologic and geotechnical engineering data. ► Compilation of this geotechnical report which presents Geo T ek's findings of pertinent site geotechnical conditions and geotechnical recommendations for site development. 2. SITE DESCRIPTION AND PROPOSED DEVELOPMENT 2.1 SITE DESCRIPTION The proposed construction is located on the property addressed as 2642 Jefferson Street, in the City of Carlsbad, California (See Figure I). The pro perty is currently improved with a single- family residence (primary dwelling), adjacent existing ADU with an attached garage, concrete driveway, various flatwork improvements. and a 6-foot-high fence surrounding the property. The property is bounded to the north, south, and east by residential property and to the w est by Jefferson Street. This report is limited to the area of proposed improvements as discussed herein and located within the boundaries presented on the Geotechnical Map, Figure 2. The area of planned construction (referred to herein as the "site") is located east of the existing single-family residence in the east ern portion of the property. 2.2 PROPOSED DEVELOPMENT The proposed site improvements will consist of an approx imate 1,200 square foot accessory dwelling unit (ADU) constructed with three bedrooms and 2 bathrooms. A site plan provided to Geo T ek on March I I th, 2022, was used as the basis for the approximate location of the Gl!OTEK SnapADU Limited Geotechnical Evaluation 2642 lefferson Street. Carlsbad. California Project No. 3758.004-SD March 29. 2022 Page 2 exploratory test pit as shown on Figure 2 (geotechnical map). The ADU is anticipated to be constructed with additional utility improvements. No additional site grading (cuts and fills to change grades) is proposed at this time. 3. FIELD STUDY AND LABORATORYTESTING 3.1 FIELD EXPLORATION The field exploration for this study was conducted on March I I, 2022, and consisted of a site reconnaissance, manual excavation of one (I) test pit and collection of one bulk soil sample for subsequent laboratory testing. Test pit TP-1 reached a practical refusal at I foot where the bottom of the test pit was prepared for a (in-place) density test using a portable nuclear densometer gauge. A representative from Geo T ek visually logged the excavations as depicted on the Logs of Exploration, presented in Appendix A The approximate location of the test pit are presented on the Geotechnical Map, Figure 2. 3.2 LABORATORY TESTING Laboratory tests were performed on the soil sample collected during the field exploration. The purpose of the laboratory testing was to evaluate their physical and chemical soil properties for use in engineering design and analysis. Results of the laboratory testing program, along with a brief description and relevant information regarding testing procedures, are included in Appendix B. 4. GEOLOGIC AND SOILS CONDITIONS 4.1 EARTH MATERIALS A brief description of the earth materials encountered during the subsurface exploration is presented in the following sections. Based on review of published geologic maps and the site specific evaluation, the subject site is locally underlain by Quaternary old paralic deposits. 4.1.1 Old Paralic Deposits (Qop) Old Paralic deposits were encountered in test pit TP-1 to the full depth of exploration and consisted of dark brown, medium to very dense, dry silty sandstone with cobbles (SM soil type based upon the Unified Soil Classification System). GEOTEK SnapADU Limited Geotechnical Evaluation 2642 lefferson Street. Carlsbad. California 4.2 SURFACE AND GROUND WATER 4.2.1 Surface Water Project No. 3758.004-SD March 29, 2022 Page 3 Surface water was not observed during the site visit and exploration. If encountered during earthwork construction, surface water on this site will likely be the result of precipitation or possibly some minor surface runoff. 4.2.2 Groundwater Groundwater or localized perched water was not encountered in the exploration and is not anticipated to be a factor in the proposed construction. 4.3 EARTHQUAKE AND SEISMIC HAZARDS No active or potentially active fault is known to exist at this site nor is the site situated within an "Alquist-Priolo" Earthquake Fault Zone or a Special Studies Zone (Bryant and Hart. 2007). No faults are identified on the geologic maps reviewed for the immediate proximity of the study area. The liquefaction potential and seismic settlement potential on this site are considered negligible due to the very dense formational material (Old Paralic deposits) and absence of a shallow groundwater table. Evidence of ancient landslides or gross slope instabilities at this site was not observed during this study or indicated on regional geologic maps. Thus. the potential for landslides is considered negligible. 5. CONCLUSIONS AND RECOMMENDATIONS 5.1 GENERAL The proposed improvements appear feasible from a geotechnical viewpoint provided that the project design and construction comply with ordinances of the 2019 California Building Code (CBC). City of Carlsbad guidelines and recommendations contained in this report. 5.1.1 Site Clearing and Building Pad Preparation Site clearing of vegetation (if any) and debris should be performed prior to preparation of the structure building pad. The upper 8 inches of the ground surface within the proposed building GEOTEK SnapADU Limited Geotechnical Evaluation 2642 lefferson Street. Carlsbad. California Project No. 3758.004-SD March 29, 2022 Page 4 pad should be reprocessed after site clearing. Reprocessing should consist of ripping/scarification co a depth of 8 inches, moisture conditioning co near optimum moisture content and compacting co a minimum of 90% of maximum dry density as determined by ASTM D 1557 test procedures. If soils are needed co raise pad grades after stripping of unsuitable materials, acceptable engineered fill materials should be placed in horizontal lifts not exceeding 8 inches in loose thickness, moisture conditioned to at or slightly above the optimum moisture content and compacted to a minimum relative compaction of 90% of maximum dry density as determined by ASTM D 1557 test procedures. In addition, after excavation of the building footings and before concrete forms and reinforcement bar has been placed, the footing bottom should be moisture conditioned to near optimum moisture content and compacted co a minimum 90% of maximum dry density as determined by ASTM D 1557 test procedures. 5.2 DESIGN RECOMMENDATIONS The following design recommendations are prepared based on conversations with the client and experience with similar projects. 5.2.1 Foundations If reprocessing of the building pad is not prepared as recommended under section 5.1.1, the structural engineer should design an appropriate slab based on the understanding that subgrade that typically supports a slab spanning the length between footings may not perform as well as a building slab supported on fill compacted to a minimum relative compaction of 90% of maximum dry density as determined by ASTM D 1557 test procedures. The structural engineer should also design the slab and beam reinforcement based on actual loading conditions. As verified by laboratory testing, the near surface subgrade soils are considered to have a "very low" (El<20) expansion index based upon ASTM D4829 test procedures. The following criteria is for the design of the project's building foundation system. GEOTEK SnapADU Limited Geocechnical Evaluation 2642 lefferson Street. Carlsbad. California Project No. 3758.004-SD March 29, 2022 Page 5 MINIMUM DESIGN REQUIREMENTS FOR CONVENTIONALLY REINFORCED FOUNDATIONS DESIGN PARAMETER "Very Low" Expansion Index (El<20) Foundation Embedment Depth or Minimum Perimeter Beam Depth (inches below lowest 12 inches adjacent finished grade) Minimum Foundation Width 12 inches Minimum Slab Thickness 4 inches Pre-Saturation of Subgrade Soil (percent of Minimum I 00% to a depth of 12 optimum moisture content) inches Minimum Footing Reinforcement Two No. 4 Reinforcing Bars, one (I) top and one (I) bottom It should be noted that t he above recommendations are based on soil support characteristics only. The structural engineer should design the slab and beam reinforcement based on actual loading conditions. Footings bearing on compacted engineered fills extends the service life and performance of the foundation. Prior to construction of concrete forms and reinforcement, the footing bearing surface should be moisture conditioned and compacted with a jumping-jack style compaction equipment or a mini-excavator/backhoe with a compaction wheel attachment. • For footings supported within suitable bearing materials, as observed and documented by a GeoTek representative, these footings may be dimensioned based on an allowable soil bearing pressure of 2,000 psf. The allowable soil bearing pressure may be increased by one-third for short term wind and/or seismic loads. • The passive earth pressure for footings within the engineered fill may be computed as an equivalent fluid having a density of 200 psf per foot of depth, to a maximum earth pressure of 2,000 psf. A coefficient of friction between soil and concrete of 0.30 may be used with dead load forces. When combining passive and frictional resistance, the passive pressure component should be reduced by one-third. A moisture and vapor retarding system should be placed below slabs-on-grade where moisture migration through the slab is undesirable. Guidelines for these are provided in the 2019 California Green Building Standards Code (CALGreen) Section 4.505.2, the 2019 CBC Section 1907.1 and ACI 360R-10. The vapor retarder design and construction should also meet the requirements GEOTEK SnapADU limited Geotechnical Evaluation 2642 lefferson Street. Carlsbad. California Project No. 3758.004-SD March 29. 2022 Page 6 of ASTM E 1643. A portion of the vapor retarder design should be the implementation of a moisture vapor retardant membrane. It should be realized that the effectiveness of the vapor retarding membrane can be adversely impacted as a result of construction related punctures (e.g. stake penetrations, tears, punctures from walking on the vapor retarder placed atop the underlying aggregate layer, etc.). These occurrences should be limited as much as possible during construction. Thicker membranes are generally more resistant to accidental puncture than thinner ones. Products specifically designed for use as moisture/vapor retarders may also be more puncture resistant. Although the CBC specifies a 6 mil vapor retarder membrane, it is Geo T ek's opinion that a minimum IO mil thick membrane with joints properly overlapped and sealed should be considered, unless otherwise specified by the slab design professional. Moisture and vapor retarding systems are intended to provide a certain level of resistance to vapor and moisture transmission through the concrete, but do not eliminate it. The acceptable level of moisture transmission through the slab is to a considerable extent based on the type of flooring used and environmental conditions. Ultimately, the vapor retarding system should be comprised of suitable elements to limited migration of water and reduce transmission of water vapor through the slab to acceptable levels. The selected elements should have suitable properties (i.e., thickness, composition, strength, and permeability) to achieve the desired performance level. Moisture retarders can reduce, but not eliminate, moisture vapor rise from the underlying soils up through the slab. Moisture retarder systems should be designed and constructed in accordance with applicable American Concrete Institute, Portland Cement Association, Post- Tensioning Concrete Institute, ASTM and California Building Code requirements and guidelines. Geo Tek recommends that a qualified person, such as the flooring contractor, structural engineer, architect, and/or other experts specializing in moisture control within the building be consulted to evaluate the general and specific moisture and vapor transmission paths and associated potential impact on the proposed construction. That person (or persons) should provide recommendations relative to the slab moisture and vapor retarder systems and for migration of potential adverse impact of moisture vapor transmission on various components of the structures, as deemed appropriate. In addition, the recommendations in this report and GeoTek's services in general are not intended to address mold prevention; since Geo T ek, along with geotechnical consultants in general, do not practice in the area of mold prevention. If specific recommendations addressing potential mold issues are desired, then a professional mold prevention consultant should be contacted. GEOTEK SnapADU Limited Geotechnical Evaluation 2642 lefferson Street. Carlsbad. California 5.2.2 Seismic Design Parameters Project No. 3758.004-SD March 29, 2022 Page 7 The site is located at approximately 33 .1664 Latitude and -117.3477 Longitude. Site spectral accelerations (Ss and SI), for 0.2 an d 1.0 second periods for a risk targeted two (2) percent probability of exceedance in 50 years (MCER) were determined using the web interface provided by SEAOC/OSHPD (https://seismicmaps.org) to access the USGS Seismic Design Parameters. A Site Class "C" is deemed appropriate for this site based on the apparent density of the old paralic deposits underlying the project site. SITE SEISMIC PARAMETERS Mapped 0.2 sec Period Spectral Acceleration, Ss 1.064g Maooed 1.0 sec Period Spectral Acceleration, S1 0.386g Site Coefficient for Site Class "C," F. 1.2 Site Coefficient for Site Class "C," Fv 1.5 Maximum Considered Earthquake Spectral 1.277g Response Acceleration for 0.2 Second, SMs Maximum Considered Earthquake Spectral 0.579g Response Acceleration for 1.0 Second, SM1 5% Damped Design Spectral Response 0.851g Acceleratio n Parameter at 0.2 Second, Sos 5% Damped Design Spectral Response 0.386g Acceleration Parameter at I second, So, 5.2.3 Soil Sulfate Content The soil soluble sulfate content was determined in the laboratory for an on-site soil sample. The results indicate that the water-soluble sulfate result is less than 0.1 percent by weight, which is considered "negligible" as per Table 4.2.1 of ACI 318. Based on the test results and Table 4.3.1 of ACI 318, no special recommendations for concr ete are required for this project due to soil sulfate exposure. 5.3 CONSTRUCTION OBSERVATIONS Geo Tek representatives should be present during site grading and foundation construction to check for proper implementation of the geotechnical recommendations. These representatives should perform at least the following duties: • • Observe site clearing and grubbing operations for proper removal of unsuitable materials. Observe and test bottom of removals prior to fill placement/subgrade recompaction GEOTEK SnapADU Limited Geotechnical Evaluation 2642 lefferson Street. Carlsbad. California Project No. 3758.004-SD March 29, 2022 Page 8 • Evaluate the suitability of onsite and import materials for fill placement, if needed, and collect soil samples for laboratory testing where necessary. • Observe the fill for uniformity during placement. • Perform field density testing of the fill and backfill materials. • Observe and probe foundation and slab subgrade excavations to confirm suitability of bearing materials. This observation should be performed prior to placement of reinforcement. 6. INTENT It is the intent of this report to aid in the design and construction of the proposed development. Implementation of the advice presented in this report is intended to reduce risk associated with construction projects. The professional opinions and geotechnical advice contained in this report are not intended to imply total performance of the project or guarantee that unusual or variable conditions will not be discovered during or after construction. The scope of this evaluation is limited to the area explored that is shown on Figure 2. This evaluation does not and should in no way be construed to encompass any areas beyond the specific area of the proposed construction as indicated to us by the client. Further, no evaluation of any existing site improvements is included. The scope is based on GeoTek's understanding of the project and the client's needs, and geotechnical engineering standards normally used on similar projects in this region. 7. LIMITATIONS GeoTek's findings are based on site conditions observed and the stated sources. Thus, GeoTek's comments are professional opinions that are limited to the extent of the available data. GeoTek has prepared this report in a manner consistent with that level of care and skill ordinarily exercised by members of the engineering and science professions currently practicing under similar conditions in the jurisdiction in which the services are provided, subject to the time limits and physical constraints applicable to this report. Since Geo T ek's recommendations are based on the site conditions observed and encountered and laboratory testing, the conclusions and recommendations provided in this report are professional opinions that are limited to the extent of the avai lable data. Observations during construction are important to allow for any change in recommendations found to be warranted. GEOTEK SnapADU Limited Geotechnical Evaluation 2642 lefferson Street. Carlsbad. California Project No. 3758.004-SD March 29, 2022 Pai:e 9 These opinions have been derived in accordance with current standards of practice and no warranty of any kind is expressed or implied. Standards of care/practice are subject to change with time. GEOTEK SnapADU Limited Geotechnical Evaluation 2642 !efferson Street. Carlsbad. California 8. SELECTED REFERENCES Project No. 3758.004-SD March 29, 2022 Page 10 American Society of Civil Engineers (ASCE), 2016, "Minimum Design Loads for Buildings and Other Structures," ASCE/S EI 7-16. --~ ASCE Tsunami Hazard Tool, 2018, ASCE Tsunami Design Geodatabase Version 2016- 1.0, updated March 3, 2018, accessed February I, 2021 at https://asce7tusnami.online/ ASTM International (ASTM), "ASTM Volumes 4.08 and 4.09 Soil and Rock." Bryant, W.A., and Hart E.W., 2007, Fault Rupture Hazard Zones in California, Alquist-Priolo Earthquake Fault Zoning Act with Index to Earthquake Fault Zone Maps, California Geological Survey: Special Publication 42. California Code of Regulations, Title 24, 2019 "California Building Code," 2 volumes. California Geological Survey (CGS, formerly referred to as the California Division of Mines and Geology), 1977, "Geologic Map of California." __ , 1998, "Maps of Known Active Fault Near-Source Zones in California and Adjacent Portions of Nevada," International Conference of Building Officials. GeoTek, Inc., In-house proprietary information. Kennedy, M.P., and Tan, S.S., 2007, "Geologic Map of the San Diego 3Ox6O-minute Quadrangle, California," California Geological Survey, Regional Geologic Map No. 2, map scale I : 100,000. SnapADU Design, 2021 , "Site Plan, 2642 Jefferson St., Carlsbad, California 92008, APN: 1552171900," Job No. 165203, 2 sheets, dated October 9, 2021. Structural Engineers Association of California/California Office of Statewide Health Plann ing and Development (SEOC/OSHPD), 202 1, Seismic Design Maps web interface, accessed at https://seismicmaps.org. T erzaghi, K. and Peck, R.B., 1967, "Soil Mechanics in Engineering Practice, Second Edition. GEOTEK t;iuth anslde Approximate Site linm.-J Location ~ N Not to Scale Imagery from US Forestry Service, 2022 Snap ADU 2642 Jefferson St. Carlsbad, California PN: 3758.004-SD DATE: March 2022 1.1ilJ1t • n, l YOllt If, '( Figure I Site Location ,¥ GEOTEK 1384 Poinsettia Avenue, Suite A Vista, California 9208 I TP-1 ♦ LEGEND Approxirrate Location of Test Pit Approxirrate Limits of Study, this report Sale: I"= 10' 10 20 ~ 0 Snap ADU 26-42 Jefferson St. Carlsbad, California PN: 3758.004-SD I DA TE: March 2022 llecnrlll3I Figure 2 Geotechnical Map A GIOTIK 1384 Poinsettia Avenue. Suite A Vista. California 92081 APPENDIX A LOGS OF EXPLORATION G E O TEK Pa e A-I A -FIELD TESTING AND SAMPLING PROCEDURES Bulk Samples (Lar~e) These samples are normally large bags of earth materials over 20 pounds in weight collected from the field by means of hand digging or exploratory cuttings. Bulk Samples (Small) These are plastic bag samples which are normally airtight and contain less than 5 pounds in weight of earth materials collected from the field by means of hand digging or exploratory cuttings. These samples are primarily used for determining natural moisture content and classification indices. B -EXPLORATORY LOG LEGEND The following abbreviations and symbols often appear in the classification and description of soil and rock on the logs of borings: .SQ11.S_ uses f-c f-m GEOLOGIC B: Attitudes J: Attitudes C: Contact line Unified Soil Classification System Fine to coarse Fine to medium Bedding: strike/dip Joint strike/dip Dashed line denotes USCS material change Solid Line denotes unit / formational change Thick solid line denotes end of the boring (Additional denotations and symbols are provided on the log of Explorations) GEOTEK CLIENT: PROJECT NAME: PROJECT NO.: LOCATION: SAMPLES g 8. .s 5 ~ <D a. ., l .. a. 0 E ., al (/) :[>( _,__ BB-1 1 ---- 2-----3_ -- 4 ---- s---- 6 ----7---- s: -- 9· --- 10 -----11 _ ---12 _ ---13 --- 14 ---- C z w Sample type: ffl _, Lab testing: GeoTek, Inc. LOG OF EXPLORATORY BORING :s E ii; (/) SnapADU 2642 Jefferson St. 3758.004-SD Ca~sbad CA DRILLER: ___ G_e_o_Te_k;_, ln_c_. __ DRILL METHOD: ___ ..;_Te:.:•cct P-'it'---- HAMMER: ELEVATION: ____ 4_86 __ _ TEST PIT NO.: TP-1 LOGGED BY: _____ cc....H ___ _ OPERA TOR: _____ c::..:H.:.._ ___ _ RIG TYPE: ___ __;H_;;•:.:n::;.d ::;,Sh;.:,;o:..;.v,::el ___ _ DATE: 311112022 Laboratorv Testing ~ !j_ ~ ::, ':~ 1--------------------------------l ~ f MATERIAL DESCRIPTION AND COMMENTS Old Paralic Deposits (Qop) SM Dari< brown silty SAND with cobbles, medium to very dense, dry HOLE TERMINATED AT FONE FOOT No groundwater encountered Backfill with soil cuttings 5.7 112,9 MD. El, SR ■ -Ring 1-SPT 0 -SmallBulk ~-Large Bulk D -No Recovery ~ -WaterTable AL = Attert>erg Limits SR= Su~ate/Reslsltivity Test El = Expansion Index SH= Shear Test SA = Sieve Analysis RV= R-Value Test CO = Consolidation test MD = Maximum Density APPENDIX B RESULTS OF LABORATORY TESTING GEOTEK SnapADU Limited Geotechnical Evaluation 2642 lefferson St .. Carlsbad. California 92008 SUMMARY OF LABORATORY TESTING Identification and Classification Project No. 3758.004-SD March 29, 2022 Page 82 Soils were identified visually in general accordance with the procedures of the Standard Practice for Description and Identification of Soils (ASTM D2488). The soil identifications and classifications are shown on the exploration logs in Appendix A Moisture/Density Modified Proctor Laboratory testing was performed on one sample collected during the subsurface exploration. The laboratory maximum dry density and optimum moisture content for the soil was determined in general accordance with ASTM D 1557 test procedures. The test results are presented graph ically in Appendix B. Expansion Index Ex pansion Index testing was performed on a representative site soil sample obtained from the subsurface exploration. T esting was performed in general accordance with ASTM D 4829 test procedures. The results of the testing are presented in Appendix B. Sulfate Content The soluble sulfate content of a representative site soil sample was determined by Geo T ek's subconsultant, Project X, in general accordance with ASTM D 4327 test procedures. The results of the testing are provided in Appendix B. GEOTEK A B C D E F G H I J K GEO T EK EXPANSION INDEX TEST (ASTM D4829) Project Name: 2642 Jefferson St. Project Number: 3758.004-SD Project Location: Carlsbad, CA Ring Id: 12 Ring Dia.": 4" Ring I_!'._ Loadin wei ht: 5516. rams DENSITY DETERMINATION Weight of compacted sample & ring 770.3 Weight of ring 370.5 Net weight of sample 399.8 Wet Density, lb / ft3 (C*0.3016) 120.6 Dry Density, lb / ft3 (D/1 . F) 109.5 SATURATION DETERMINATION Wet Weight of sample & tare 153.7 Dry Weight of sample & tare 140 Tare 4.8 Initial Moisture Content, % 10.1 (E*F) 1109.4 (E/167.232) 0.65 (1.-H) 0.35 (62.4*1) 21.5 (G/J)= L % Saturation 51.5 I EXPANSION INDEX = Tested/ Checked By: Date Tested: Sample Source: Sample Description: DATE 3/18/2022 3/21/2022 CH Lab No 3935 3/18/2022 BB-1 0-1' Dark Brown Silty Sand READINGS TIME 13:40 13:50 13:51 13:56 9:00 9:10 READING 255 254 254 254 254 254 lnitic 10 min, 1 mini\ 5 mini\ Rand< Fine FINAL MOISTURE sample & tare sample & tare Tare Moisture 247.6 217.6 4.8 14.1% 0 GEOTEK MOISTURE/DENSITY RELATIONSHIP Client: SnapADU Project: 2642 Jefferson St. Location: Carlsbad, CA Material Type: Dark Brown Sitly Sand Material Supplier:_-__________ _ Material Source: -------------Sam p I e Location: BB-1 ------------ Sampled By: CH+MRB ------------Received By: CH .....,..,..-,------------Tested By: CH ------------Reviewed By: ------------- Test Procedure: ASTM D1557 Method: A Job No.: 3758.004-SD Lab No.: 3635 -------- Date Sampled: 3/11/2022 --------Date Received: 3/11/2022 --------Date Tested: 3/18/2022 Date Reviewed:-_-------- -------Oversized Material (%): 0.0 Correction Required: Des ~ no LI.. u a.. ~- iii z w 0 >-a: 0 128 126 124 122 120 118 116 114 112 110 MOISTURE/DENSITY RELATIONSHIP CURVE I I / , V 1 " 11 108 ' 106 / 104 ... 1_ ........ _,_.,......_.......,._..,....., ___ ....-+-_ ....... _ ........ _--.. .... 3 4 5 6 7 8 9 10 11 12 13 14 15 16 MOISTURE CONTENT, % ♦ DRY DENSITY (pct): ■ CORRECTED DRY DENSITY (pct): ZERO AIR VOIDS DRY DENSITY (pcf) X S.G. 2.7 :o: S.G. 2.8 • S.G. 2.6 -Poly. (DRY DENSITY (pct):) ---• OVERSIZE CORRECTED --ZERO AIR VOIDS --Poly. (S.G. 2.7) --Poly. (S.G. 2.8) --Poly. (S.G. 2.6) MOISTURE DENSITY RELATIONSHIP VALUES Maximum Dry Density, pcf~ @ Optimum Moisture,%~ Corrected Maximum Dry Density, pcf~ @ Optimum Moisture,%~ MATERIAL DESCRIPTION Grain Size Distribution: §% Gravel (retained on No. 4) % Sand (Passing No. 4, Retained on No. 200) % Silt and Clay (Passing No. 200) Classification: Unified Soils Classification: Atterberg Limits: §Liquid Limit,% Plastic Limit, % Plasticity Index, % Project X Corrosion Engineering Corrosion Control -Soil, Water, Metallurgy Testing Lab REPORT S220324A Page 1 Results Only Soil Testing for 2642 Jefferson St. March 25, 2022 Prepared for: Chris Livesey GeoTek, Inc. 1384 Poinsettia Ave, Suite A Vista, CA, 92081 clivesey@geotekusa.com Respectfully Submitted, Project X Job#: S220324A Client Job or PO#: 3758.004-SD Eduardo Hernandez, M.Sc., P.E. Sr. Corrosion Consultant NACE Corrosion Technologist #16592 Professional Engineer California No. M37 102 ehernandez@projectxcorrosion.com No.M37102 29990 Technology Dr, Suite 13, Murrieta, CA 92563 Tel: 213-928-7213 Fax: 951-226-1720 www.projectxcorrosion.com ►:◄ Project X Corrosion Engineering Corrosion Control -Soil, Water, Metallurgy Testing Lab Soil Analysis Lab Results Client: GeoTek, Inc. Job Name: 2642 Jefferson St. Client Job Number: 3758.004-SD Project X Job Number: S220324A March 25, 2022 Method ASTM D4327 Bore# / Description Depth Sulfates S042• (ft) (mg/kg) BB-1 Brown Silty Sand 0-1 129.3 Cations and Anions, except Sulfide and Bicarbonate, tested with Ion Chromatography mg/kg= milligrams per kilogram (pans per million) of dry soil weight ND= 0 = Not Detected I NT= Not Tested I Unk = Unknown Chemical Analysis performed on I :3 Soil-To-Water extract PPM = mg/kg (soil)= mg/L (Liquid) (wt%) 0.0129 29990 Technology Dr., Suite 13, Murrieta, CA 92563 Tel: 213-928-7213 Fax: 951 -226-1 720 www.projectxcorrosion.com REPORT S220324A Page 2 ►:::◄~~~~~ lrroje<1XJobNa111bu s 2 Z. OJ Z, ColllpoayName:IGeoTek, Inc. Lab Rtqucst Slim Chlia ofCaslody Phonc: (213)921-7213 • Fax(ll$1)226-l"120 • www.projcmconosion.com Ship Samples To: 29990 Technology Dr, Suite 13, Murrieta, CA 92563 ~iSB. Oo4'-.0 /$0 ..._ °""' at Y• woaN liloe It to appear la report & IIICMlk CNIKtN-.IChris Livesey I PbontNo:1949-338-9233 M•111ogMd~I 1384 Poinsetta Ave, Ste A, Vista, CA 92081 Ceatacl ll■a1tlclivesey@geotekusa.com Atc:oanllog Cont11tt:1Accounts Payable ClintProj<CINa:I <.7 ~ ~; oo~/ -SJJ l'.0.11: (Bmians Days) Tum Around Thnr:I Rnlllls By: 0 Piton, □ fas la Email Date & Rcttlffll lly : !5r!::!itit ...... t1 .. ,: Lf ZJ, I •Q'Jir\ I •v,~, ·>cti"al!:l,.,·•rt'::V-r-'f"'I ,,., .. ft2■-ii:Iap@_geotekusa.com; lwhite@geotekusa.com ---- Pn,J«tNw:I 2. Gt...t~ J ~~,v,.I .$,-p, --· ----. I ~, ~' ~~ iii ~ ! i.l!.:lc!:-.la:-.1a-1 v.1:a1:.~1:1r,1:z:..1:1~12 ?!l2 ~1e?!li!?!I F. ~sJ~ar:a ia ~~ ag i! Sa~~ ~a 5! ~! ~! ~~ ~! ~ N C ....... llcnle c:..o-, JI I 1 I I J ~ I J J ~ 1-1 i j : ~ ~ ~ tJ 10 t ,2 i; °i .. ,,. • t .., d.-;; alj ::. .;, I 1·-• 1 2'1 -~§ 9.~ I ,:: .2:-C 0 ·-4,> 8 .?? fr -~ g llrll"f1• l! .ta: e i:: u EQg~&u .ot:•::uu~ Jo•~"'--w .a ~ ·c -~ ?:;iii~ ,:r. II ,. . "jl ,, ·= .. -~ C.!!:' ·-.. :;. C ?;, ·= < ·-.!O -C OI • ~ ~ -~ -n :, ~ e 'ii .. u -~ ~ i " ,. ;l .'!!-.. "' c C li ~ < ~ .. "0 ~ l'1 C C: C C --.. 1:! .. .. E .!! .l! .. ~ "2, ! w .. L&. u C u • ~ ii: "' X ~ I -:-r L ,, ~.:;= ,. D I a, ~ Ii ii r1 11 !! '.! rl tt ti r H I k --,::.L~l-='l=F~ GEOTECHNJCAL I ENVIRONMENTAL I MATERIALS GEOTEK FIELD TESTING REPORT CLIENT SnaoADU PROJECT 2642 Jefferson St SUPT. CONTRACTOR PROJECT NO.: 3758.004-SO DA TE: 5/24/23 NAME: Connor H HOURS: REG. 1 OT LOCATION Carlsbad CA ------------------------------------E Q UTP MEN T: -------------------------------------- SUBJECT / TESTING OF: Test Elev. Field Dry Max % Relative Pan or Optlmom o/o R,qulred No. Location Depth Moisture "• Moistu_re Density Soil Type Density Compaction CompaetiOtl Fail Content % p.c.r. Building pad FG FG 9.0 10.5 113.2 A 125 90 90 p TEST TYPE: Nuclear Guage Test (unless otherwise noted in the Comments Section) COMMENTS: Onsite this AM per client request to test and inspect the building pad and footing foundations for the subject project. Building pad was re-compacted with a sheepsfoot roller and optimally moisturized. The pad and footings were probed qualitatively and found to be unyielding. A nuclear gauge test was performed in the middle of the pad which passed the minimum required 90% relative compaction per ASTM D1557. The pad and footings were found to be geotechnically suitable for their intended use. Footings should be clean of any debris or any standing water prior to the concrete pour if observed on the day of pour. GeoTek, Inc. SUPERINTEDENT: By: CH --------COMPANY: Page _1__ of_1 _ Revised 05-01-2019 (City of Carlsbad CERTIFICATION OF SCHOOL FEES PAID This form must be completed by the City, the applicant, and the appropriate school districts and returned to the City prior to issuing a building permit. The City will not issue any buildln9_p.err ~out a completed school fee form. ___ ,--, \. f, ., . Project# & Name: , _. , •. ·, )13 Permit#: CBR2022-0489 Project Address: 2642 JEFFERSON STD Assessor's Parcel #: 1552711900 ------------------- Project Applicant: CO-OWNERS CARRILLO MARCO AND ROHAISE (Owner Name) Residential Square Feet: New/ Additions: ------------------- Second Dwelling Unit: 749 ------------------- Commer c i a I Square Feet: New/ Additions: City Certification: City of Carlsbad Building Division Date: 04/24/2023 Certification of ApplicanUOwners. The person executing this declaration ("Owner") certifies under penalty of perjury that (1 ) the information provided above is correct and true to the best of the owner's knowledge, and that the Owner will file an amended certification of payment and pay the additional fee if owner requests an increase in the number of dwelling units or square footage after the building permit is issued or if the initial determination of units or square footage is found to be incorrect, and that (2) the Owner is the owner/developer of the above described project(s), or that the person r7l Carlsbad Unified School District ~ 6225 El Camino Real N , Carlsbad CA 92009 Phone: (760) 331-5000 D Encinitas Union School District 101 South Rancho Santa Fe Rd Encinitas, CA 92024 Phone: (760) 944-4300 x1166 D San Dieguito Union H.S. District 684 Requeza Dr. Encinitas, CA 92024 Phone: (760) 753-6491 Ext 5514 (By Appt. Only) D San Marcos Unified Sch. District 255 Pico Ave Ste. 100 San Marcos, CA 92069 Phone: (760) 290-2649 Contact: Katherine Marcelja (By Appt.only) D Vista Unified School District 1234 Arcadia Drive Vista CA 92083 Phone: (760) 726-2170 x22 -_________ S_C_H_O_O_L_D_I _ST_R_IC_T_S_C_H_O_O_L_F_E_E_C_E_R_T_I_F_I_C_A_T_I_O_N _______ ---1(.) (To be completed by the school district(s)) THIS FORM INDICATES THAT THE SCHOOL DIST RICT REQUIREMENTS FOR THE PROJECT HAVE BEEN OR WILL BE SATISFIED. The undersigned, being duly authorized by the applicable School District, certifies that the developer, builder, or owner has satisfied the obligation for school facilities. This is to certify that the applicant listed on page 1 has paid all amounts or completed other applicable school mitigation determined by the School District. The City may issue building permits for this project. Signature of Authorized School District Official: Title: Date: Name of School District: Phone: COMMUNITY DEVELOPMENT -Building Division 1635 Faraday Ave I Carlsbad, CA 92008-7314 I 442-339-2719 I 760-602-8560 f I building@carlsbadca.gov I www.carlsbadca.gov STORM WATER COMPLIANCE FORM REcr-·· .--- TIER 1 CONSTRUCTION SWPPP J CB CBR2022-0489 E-29 APR:--... j SW - BEST MANAGEMENT PRACTIC ES (BMP) SELECTIG~ff)(~ , • . -) STORM WATER POLLUTION PREVENTION NOTES -111 ...._,a.ff°':'' -i'\J u .11 ........ ,._ - Erosion Control Sediment Control BMPs Tracking Non-Storm Water Waste Management and Materials 1. ALL NECESSARY EQUIPMENT AND MATERIALS SHALL BE BMPs Control BMPs Management BMPs Pollution Control BMPs AVAILABLE ON SITE TO FACILITATE RAPID INSTALLATION C OF EROSION AND SEDIMENT CONTROL BMPs WHEN RAIN C C 0 .... ..... 0 _Q :;:; C C "O :;:; 0 CJ> 0 Q) "O Q) -0 IS EMINENT. C/l C 0 C .£ CJ> E C E C .... 0 ::i ::i 0 ·c a. 0 0 0 E QJ I,., I,., :;:; "O I,., Q) Q) :::E -o en CJ> I,., .... .... C ::i >, CJ> .... 2. THE OWNER/CONTRACTOR SHALL RESTORE ALL EROSION C Q) ~ C Q) c en en en 0 ·c '-. CT I,., 0 C C/l ~ CJ> Oo a. 'a. ·c -C en C > c., I,., w Q) C 0 0 en Best Management Practice* ~ .£ 0 (D 0 I,., Q) > 3:...., CONTROL DEVICES TO WORKING ORDER TO THE SATISFACTION en ~ en I,., I,., 0 Q) Q) .... Q) 0 ..... .... o .... .s::. -~ I-E Q) 0 C u I,., u en 0 "O a; en :::E C Q) C C 3: C (BMP) Description ➔ en 0 Q) (/') en CJ> Q) CJ> (D ·c C CJ> C -o en 3: C a => Q) .... Q) en v Q) OF THE CITY INSPECTOR AFTER EACH RUN-OFF PRODUCING Q) 0 Q) 0 ~ C "OW Cc > ~ E =i ~ Q) I,., 0 ..... 0 0 I,., 0 "O >, o en 0 0 0 Q) ::i E v E C a (D (/') ·-0, a ·-<I>'-. u Q) CJ> Q) .... :::E a o, Cl C E ~o Q) :§~ 0 1...-3: Q) 0 Q) ..... Q) RAINFALL. X Q) Q) a:: 0 E] N en 0 o,:.;:; Q) C a. a. 0 "O CJ> ~ CJ> 0 a; .... ::i .0 := en =~ ~:.:; ::0 u ·c ·c CJ> Q) ct· LL. E .:,:. cO I,., 0 .:,:. ,!:; 5 0 .... -0 :5 .S 0 I,., Q) ::i -0 ·-Q) ·--0 Q) 0 0 Q) I,., Q) 0 -0 0 O 0 a. > I,., ..... .0 I,., .0 0 ·-I,., ·-0 THE OWNER/CONTRACTOR SHALL INSTALL ADDITIONAL EROSION 0 0 I,., 0 .... :a Q) Q) 0 Q) 0 C 0 0 0 CJ> .... 0 i; t 0 .s::. Q) .... 0 .... 0 i= C ·-C NC CC 3. Cl) 0 0 I,., 0 Q) .s::. .0 I,., ,!:; 0 0 .... I,., ..., C 2o 0 I,., Cl)_ o...., 0 ..., a.o oo O 0 O 0 c., 3: WO (/') vi (/') u G: c., (/') > (/') (/') a. (/') -(/') a:: 3:a. a.o a. >U ::ii(/') ::ii (/') U'lU (/') ::ii :J: ::ii U :::E CONTROL MEASURES AS MAY BE REQUIRED BY THE CITY INSPECTOR DUE TO INCOMPLETE GRADING OPERATIONS OR CASQA Designation ➔ r-,. 00 O') ~ r<") -st U") r-,. 00 0 N r<") r-,. 00 N r<") -st U") <O 00 ~ <O I I I I I I I I I I I I I I I I I I I I I I I I I UNFORESEEN CIRCUMSTANCES WHICH MAY ARISE. u u u u w w w w w w w w a:: a:: (/') (/') (/') (/') ::ii :::E ::ii ::ii ::ii ~ ~ Construction Activity w w w w (/') (/') (/') (/') (/') (/') (/') (/') I-I-z z z z 3: 3: 3: 3: 3: 4. ALL REMOVABLE PROTECTIVE DEV1CES SHALL BE IN PLACE Gradinq/Soil Disturbance AT THE END OF EACH WORKING DAY WHEN THE FIVE (5) X Trenchinq/Excavation X X X DAY RAIN PROBABILITY FORECAST EXCEEDS FORTY PECENT Stockpilinq ( 40%). SILT AND OTHER DEBRIS SHALL BE REMOVED AFTER Drillina/Borina EACH RAINFALL. Concrete/ Asphalt Sawcutting 5. ALL GRAVEL BAGS SHALL CONTAIN 3/4 INCH MINIMUM Concrete Flatwork Pavinq AGGREGATE. Conduit/Pipe Installation 6. ADE QUA TE EROSION AND SEDIMENT CONTROL AND PERIMETER Stucco/Mortar Work PROTECTION BEST MANAGEMENT PRACTICE MEASURES MUST Waste Disposal BE INSTALLED AND MAINTAINED. Staoino/Lav Down Area Equipment Maintenance and Fuelinq 7. THE CITY INSPECTOR SHALL HAVE THE AUTHORITY TO ALTER Hazardous Substance Use/Storaqe THIS PLAN DURING OR BEFORE CONSTRUCTION AS NEEDED Dewaterinq TO ENSURE COMPLIANCE WITH CITY STORM WATER QUALITY Site Access Across Dirt REGULATIONS. Other (list): Instructions: 1. Check the box to the left of all applicable construction activity (first column) expected to occur during construction. 2. Located along the top of the BMP Table is a list of BMP's with it's corresfionding California Stormwater Quality Association (CASQA) designation number. Choose one or more BMPs you intend to use during construction from the list. Check he box where the chosen activity row intersects with the BMP column. 3. Refer to the CASQA construction handbook for information and details of the chosen BMPs and how to apply them to the project. > OWNER'S CERTIFICATE: I UNDERSTAND AND ACKNOWLEDGE THAT I MUST: (1) IMPLEMENT ~ BEST MANAGEMENT PRACTICES (BMPS) DURING CONSTRUCTION PROJECT INFORMATION l&zm ACTIVITIES TO THE MAXIMUM EXTENT PRACTICABLE TO AVOID u THE MOBILIZATION OF POLLUTANTS SUCH AS SEDIMENT AND TO SHOW THE LOCATIONS OF ALL CHOSEN BMPs ABOVE Site Address: 2642Jefferson Street, Carlsbad , CA 92008 AVOID THE EXPOSURE OF STORM WATER TO CONSTRUCTION RELATED POLLUTANTS; AND (2) ADHERE TO, AND AT ALL TIMES, ON THE PROJECTS SITE PLAN/EROSION CONTROL PLAN. Assessor's Parcel Number: 155-271-19-00 COMPLY WITH THIS CITY APPROVED TIER 1 CONSTRUCTION SWPPP SEE THE REVERSE SIDE OF THIS SHEET FOR A SAMPLE THROUGHOUT THE DURATION OF THE CONSTRUCTION ACTIVITIES EROSION CONTROL PLAN. Emergency Contact: UNTIL THE CONSTRUCTION WORK IS COMPLETE AND APPROVED Name: Curt Green BY THE CITY OF CARLSBAD. Luis Calderon 24 Hour Phone: 760-259-24 76 OWNER(S)/OWNER'S AGENT NAME (PRINT) Construction Threat to Storm Water Quality L~ ~o-vv 4/25/2023 (Check Box) OWNER(S)/OWNER1S AGENT NAME (SIGNATURE) DATE 0 MEDIUM ~ LOW E-29 Page 1 of 1 REV 02/16 \/ \(' ~\ \ \\ \ \ ··,\ \ ,'\'' ,\ \\ ' ' ' ' ' ' \ \\ \ \ \ ~/ !' ~ xx O xx xx xx ~ ~ SCALE: 1 \ ' ------"-, \ MATCH EX. ,.,.~-~.,•,,,... CURB& /, _..,-/ 'O '~ \\ ~ \'-·,. GUTTER ,,,,-_,.~ I GRADES ,/ / \ ~ .,,., ~,,., ,~.. / ,,--'.,, ~ ;. .,. ,, _,,,,,,,,.,.- ' ' 'l"~ / ;~ ', Cl~Y<".I \ \ ' 0 \ ',, '\-1) \ \ _,,,r ~·~/ \) ~~-<-\/ ,/\_ !vp \ \ '\ / \ 1212 BROOKS BOX \ '\ ' 5 55' ROLL£[) FOR TRANS/i/ON TO ~ • > ', __ ,,,\ CURB. TRANS_, noN ,, Gf/AV/TY FlOW (7YP.) _,,,,,,,,, . '< ?tPER D€TAiL iV (" ,,.,,,,.<\'\I ' ,,.,.,,,,. ' /" ,,, 0• SOUD PROPERTY ,,~. -✓ / \\ , .. / UN[ WALLl I V ' ""'-_,,,' I \-'. ... ,,,,,.,.,,.,,,'' 0.. '.,_-.;;-7 \ y' ii ~ ], 'I 0. }1 • ~--ff ; I /I " . 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' \ '. \ ", '_ " • ' , '· "' ' \ \ ~'._..:,,,_ \ \ \ \ " ", '\ ' ~ ~>, ,/\ '"" >. "' \ \ \ PROPERTY UN£ SILT FENCE FIBER ROLL PR[S[RVATION or EXISTING INLET PROTECTION GRAVEL BAG BERM/BARRIER DIRECTION/COURSE OF FLOW HYDRAULIC MULCH/HYDROSEEO STABILIZED CONSTRUCTION ENTRANCE MATERIALS DELIVERY AND STORAGE AREA TEMPORARY TRASH/SOLID WAST[ HAZARDOUS AND CONCRETE WASTE MANAGEMENT SANITARY WASTE (PORTABLE TOILET) SE-1 SE-5 EC-2 SE-10 SE-6 EC-I. EC-4 TR-I WM-I WM-5 WM-6, WM-8 WM-9 -a---<□>---- -x-x-x-x- t z z z z z z z z, 8QB ~ -----_..,. WM-1 WM-5 WM-6 WM-8 I WM-91 *STANDARD DRAWINGS (SE-5, WM-5, ETC.) CAN BE FOUND AT THE CALIFORNIA STORMWATER QUALITY ASSOCIATION (CASOA) WEBSITE: http.j /www.cabmphandbooks.com/ l \ \\ \:\'·, \ ~~\ \\\ \ QUANTITY { City of Carlsbad PURPOSE CLIMATE ACTION PLAN CONSISTENCY CHECKLIST 8-50 Development Services Building Division 1635 Faraday Avenue (760) 602-2719 www.carlsbadca.gov This checklist is intended to help building permit applicants identify which Climate Action Plan (CAP) ordinance requirements apply to their project. This completed checklist (B-50) must be included with the building permit application. The Carlsbad Municipal Code (CMC) can be referenced during completion of this document by clicking on the provided links to each municipal code section. NOTE: The following type of permits are not required to fill out this form ❖ Patio I ❖ Decks I ❖ PME (w/o panel upgrade) I ❖ Pool Consultation with a certified Energy Consultant is encouraged to assist in filling out this document. Appropriate certification includes, but is not limited to: Licensed, practicing Architect, Engineer, or Contractor familiar with Energy compliance, IECC/HERS Compliance Specialist, ICC G8 Energy Code Specialist, RESNET HERS rater certified, certified ICC Residential Energy Inspector/Plans Examiner, ICC Commercial Energy Inspector and/or Plans Examiner, ICC CALgreen Inspector/Plans Examiner, or Green Building Residential Plan Examiner. If an item in the checklist is deemed to be not applicable to a project, or is less than the minimum required by ordinance, check N/A and provide an explanation or code section describing the exception. Details on CAP ordinance requirements are available at each section by clicking on the municipal code link provided. The project plans must show all details as stated in the applicable Carlsbad Municipal Code (CMC) and/or Energy Code and Green Code sections. 1. ~ ' - • I,; \ . ' !•'• ' -. ~ . .. . . Project Name/Building Permit No.: Property Address/APN: 155_271 _ 19_00 Applicant Name/Co.: Snap ADU Applicant Address: PO Box 2685, Carlsbad, CA 92018 Contact Phone: 760-259-1985 Contact Email: permits@snapadu.com Contact information of person completing this checklist (if different than above): Name: Company name/address: Whitney Hill Contact Phone: 760-259-1985 SnapADU, see above Contact Email: permits@snapadu.com Applicant Signature: ___ Wn_itn_e~y_H_il_l -~f:f=J·;:-·~~,;=-_·-_-____ Date: 2-9-22 8-50 Page 1 of 7 Revised 04/21 Use the table below to determine which sections of the Ordinance checklist are applicable to your project. For alterations and additions to existing buildings, attach a Permit Valuation breakdown on a separate sheet. Building Permit Valuation (BPV) $ breakdown _6_0~,0_0_0 _____ _ Construction Type Complete Section(s) Notes: A high-rise residential building is 4 or more stories, including a 00 Residential Low-rise High-rise mixed-use building in which at least 20% of its conditioned floor ~ area is residential use !!!!! New construction ( 2A*, 3A*,J 1B, 2B, *Includes detached, newly constructed ADU 4A*, 3B,4A ' ~ - ~ Additions and alterations: !!!!! BPV < $60,000 N/A N/A All residential additions and alterations □ BPV 2: $60,000 1A, 4A 4A 1-2 family dwellings and townhouses with attached garages □ Electrical service panel upgrade only only. *Multi-family dwellings only where interior finishes are removed □ BPV 2: $200,000 1A, 4A* 1 B, 4A* and significant site work and upgrades to structural and mechanical, electrical, and/or plumbing systems are proposed D Nonresidential □ New construction 18, 2B, 3B, 4B and 5 □ Alterations: □ BPV 2: $200,000 or additions 2: 1,000 1B, 5 square feet □ BPV 2: $1,000,000 1B,2B,5 Building alterations of 2: 75% existing gross floor area □ 2: 2,000 sq. ft. new roof addition 2B,5 1 B also applies if BPV 2: $200,000 Checklist Item Check the appropriate boxes, explain all not appl"rcable and ex<ieplion items, and provide supporting calculations and documentation as neciessary. 1. Energy Efficiency Please refer to Carlsbad Municipal Code (CMG) 18.21.155 and 18.30.190,and the California Green Building Standards Code (CALGreen) for more information. Appropriate details and notes must be placed on the plans according to selections chosen in the design. A. D Residentialadditionoralterationl!:$60,000buildingpermitvaluation. ~ N/A Value< $60,000 DetailsofselectionchosenbelowmustbeplacedontheplansreferencingCMC □ Exc.eption: Home energy score 2: 7 18.30.190. (attach certification) Year Built Single-family Requirements Multi-family Requirements □ Before 1978 Select one option: □ Ductsealing □ Attic insulation □ Cool roof □ Attic insulation □ 1978 andlater Select one option: □ Lighting package □ Water heating Package □ Between1 978and1991 Select one option: □ Ductsealing □ Attic insulation □Cool roof □ 1992 and later Select one option: □ Lighting package □ Water heating package Updated 4/16/2021 I 3 B. D Nonresidential* new construction or alterations 2: $200,000 building permit valuation, or additions.:: 1,000squarefeet. SeeCMC 18.21.155and CALGreen Appendix AS □ N/A Value< $60,000 AS.203.1.1 Choose one:□ .1 Outdoorlighting D .2 Restaurant service water heating (CEC 140. 5) □ .3Warehousedocksealdoors. □.4 DaylightdesignPAFs □.5Exhaustairheatrec.overy □ N/A Value< $60,000 AS.203.1 .2.1 Choose one: □ .95 Energy budget (Projects with indoor lighting OR mechanical) □ .90 Energy budget (Projects with indoorlighting AND mechanical) □ NIA AS.211.1 •• □ On-site renewable energy: □ N/A AS.211.3** □Green power: (If offered by local utility provider, 50% minimum renewable sources) □ N/A AS.212.1 □ Elevators and escalators: (Project with more than one elevatoror two escalators) □ N/A AS.213.1 □ Steel framing: (Provide details on plans for options 1-4 chosen) □ N/A * Includes hotels/motels and high-rise residential buildings ** Foralterationse::$1 ,000,000 BPVand affecting> 7 5% existing gross floor area, OR alterations that add 2, OOOsquarefeetof new roof addition: comply with CMC 18.30.130 (section 28 below) instead. 2. Photovoltaic Systems A. Iii Residential new construction (for low-rise residential building permit applications submitted after 1/1/20). Refer to 2019 California Energy Code section 150.1 (c)14 for requirements. If project includes installation of an electric heat pump water heater pursuant to CAP section 38 below (low-rise residential Water Heating), increase system size by .3kWdc if PV offset option is selected. Floor Plan ID (use additional CFA #d.u. Calculated kWdc* sheets if necessary) Ground Floor 749 SF 1 1.75 Total System Size: kWdc = (CFAx.572) / 1,000 + (1.15 x #d.u.) *Formula calculation where CFA = conditional floor area, #du= number of dwellings per plan type If proposed system size is less than calculated size, please explain. kWdc Exception □ Tankless natural gas water heat □ Tankless natural gas wat er heat1 □ Tankless natura l gas water heat1 □ Tankless natura l gas water heat1 B. D Nonresidential new construction or alterations 2:$1,000,000 BPV AND affecting 2:75% existing floor area, OR addition that increases roof area by 2:2,000 square feet Please refer to CMC 18.30.130 when completing this section. *Note: This section also applies to high-rise residential and hotel/motel buildings. Choose one of the following methods: D Gross Floor Area (GFA)Method GFA: D If< 1 O,OOOs.f. Enter: 5 kWdc Min. System Size: D If ~ 10,000s.f. calculate: 15 kWdcx (GFA/10,000) ** kWdc **Round building size factor to nearest tenth, and roun d system size to nearest whole num ber. Updated 4/16/202 1 4 □ Time-Dependent Valuation Method AnnualTDVEnergyuse:*** ______ x .80= Min. system size: ______ kWdc ••• Attach calculation documentation using modeling software approved by the California Energy Commission. i 3. Water Heating A. [i] Residential and hotel/motel new construction. Refer to CMC 18.30.170 when completing this section. Provide complete details on the plans. □ For systems serving individual dwelling units choose one system: □ Heat pump water heater AND Compact hot water distribution AND Drain water heat recovery (low-rise residential only) □ Heat pump water heater AND PV system .3 kWdc larger than required in CMC 18.30.1 30 (high rise residential hotel/motel) or CA Energy Code section 150.1 (c) 14 (low-rise residential) □ Heat pump water heater meeting NEEA Advanced Water Heating Specification Tier 3 or higher □ Solar water heating system that is either .60 solar savings fraction or 40 s.f. solar collectors ~ Exception: Tankless natural gas water heater proposed □ For systems serving multiple dwelling units, install a central water-heating system with ALL of the following: □ Gas or propane water heating system □ Recirculation system per CMC 18.30.150(8) (high-rise residential, hotel/motel) or CMC 18.30.170(8) (low- rise residential) □ Solar water heating system that is either: D .20 solar savings fraction □ .15 solar savings fraction, plus drain water heat recovery □ Exception: Tankless natural gas water heater proposed B. D Nonresidential new construction. Refer to CMC 18.30.150 when completing this section. Provide complete details on the plans. □ Water heating system derives at least 40% of its energy from one of the following (attach documentation): □ Solar-thermal D Photovoltaics □ Recovered energy □ Water heating system is (choose one): □ Heat pump water heater □ Electric resistance water heater(s) □Solar water heating system with .40 solar savings fraction D Exception: Tankless natural gas water heater proposed 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. Updated 4/16/21 5 4. Electric Vehicle Charging A Ii] Residential New construction and major alterations* Please refer to CMC 18.21.140 when completing this section. !!!!! One and two-family residential dwelling or townhouse with attached garage: D One EVSE Ready parking space required !!!!! Exception : Detached Accessory Dwelling Unit D Multi-familyresidential· D Exception • Total Parking Spaces EVSE Spaces Proposed EVSE (10% of total) I Installed (50% of EVSE) I Other "Ready" I Other "Capable" I I I Calculations: Total EVSE spaces= .10 x Total parking spaces proposed (rounded up to nearest whole number) EVSE Installed= Total EVSE Spaces x .50 (rounded up to nearest whole number) EVSE other may be "Ready" or "Capable" *Major alterations are: ( 1 )foroneand two-family dwellings and townhouses with attached garages, alterations have a building permit valuation~$60,000 or include an electrical service panel upgrade; (2) for multifamily dwellings (three units or more without attached garages), alterations have a building permit valuation~ $200,000, interiorfinishes are removed and significant site work and upgrades to structural and mechanical, electrical, and/or plumbing systems are proposed. *ADU exceptions for EV Ready space (no EV ready space required when): (1) The accessory dwelling unit is located within one-half mile of public transit. (2) The accessory dwelling unit is located within an architecturally and historically significant historic district. (3) The accessory dwelling unit is part of the proposed or existing primary residence or an accessory structure. (4) When on-street parking permits are required but not offered to the occupant of the accessory dwelling unit. (5) When there is a car share vehicle located within one block of the accessory dwelling unit. B. D Nonresidential new construction (includes hotels/motels) D Exception : Tankless natural gas water heater pn Please refer to CMC 18.21.150 when completing this section Total Parking Spaces Proposed EVSE (10% of total) I Installed (50% of EVSE) I Other "Ready" I Other "Capable" I I I Calculation· Refer to the table below· Total Number of Parking Spaces provided Number of required EV Spaces Number of required EVSE Installed Spaces D 0-9 1 1 D 10-25 2 1 D 26-50 4 2 D 51-75 6 3 D 76-100 9 5 D 101-150 12 6 □ 151-200 17 9 □ 201 andover 10 percent of total 50 percent of Required EV Spaces Calculations: Total EVSE spaces= .10 x Total parking spaces proposed (rounded up to nearest whole number) EVSE Installed = Total EVSE Spaces x .50 (rounded up to nearest whole number) EVSE other may be "Ready" or "Capable" Updated 4/16/2021 6 5. □Transportation Demand Management (TOM): Nonresidential ONLY An approved Transportation Demand Management (TOM) Plan is required for all nonresidential projects that meet a threshold of employee-generated ADT. City staff will use the table below based on yoursubmitted plans to determinewhetherornoryourpermit requires a TOM plan. lfTDM is applicable to your permit, staff will contact the applicant to develop a site-specific TOM plan based on the permit details. Acknowledgment: Employee ADT Estimation for Various Commercial Uses Office (all)2 20 Restaurant 11 Retaib 8 Industrial 4 Manufacturing 4 Warehousing 4 1 Unless otherwise noted, rates estimated from /TE Trip Generation Manual, 101hEdition 13 11 4.5 3.5 3 2 For all office uses, use SAN DAG rate of 20 ADT/1,000 sf to calculate employee ADT 3 Retail uses include shopping center, variety store, supermarket, gyms, pharmacy, etc. Other commercial uses may be subject to special consideration sample catculatjons; Office: 20,450 sf 1. 20,450 sf / 1000 x 20 = 409 Employee ADT Retail: 9,334 sf 1. First 1,000 sf = 8 ADT 2. 9,334 sf -1,000 sf= 8,334 sf 3. (8,334 sf/ 1,000 x 4.5) + 8 = 46 Employee ADT I acknowledge that the plans submitted may be subject to the City of Carlsbad's Transportation Demand Management Ordinance. I agree to be contacted should my permit require a TOM plan and understand that an approved TOM plan is a condition of permit issuance. W~ HUL Applicant Signature: __________________ _ 2-9-22 Date: ______ _ Person other than Applicant to be contacted for TDM compliance (if applicable): Name(Printed).: ___________________ _ Phone Number: _____ _ Email Address: ___________________ _ Updated 4/16/2021 7 Building Permit Finaled Revision Permit Print Date: 11/01/2023 Job Address: Permit No: Status: Ccityof Carlsbad PREV2023-0135 Closed -Finaled Permit Type: 2642 JEFFERSON ST, # D, BLDG-Permit Revision 1552711900 CARLSBAD, CA 92008-1493 Work Class: Residential Permit Revision Parcel#: Valuation: $0.00 Occupancy Group: #of Dwelling Units: 1 Bedrooms: Bathrooms: Occupant Load: Code Edition: Sprinkled: Project Title: Description: Applicant: SNAPADU WHITNEY HILL PO BOX 2685 REVISE ROOF TRUSSES CARLSBAD, CA 92018-2685 (760) 259-2476 FEE BUILDING PLAN CHECK FEE (manual) BUILDING PLAN CHECK REVISION ADMIN FEE Track #: Lot#: Project#: Plan#: Construction Type: Orig. Plan Check#: CBR2022-0489 Plan Check #: Property Owner: CO-OWNERS CARRILLO MARCO AND ROHAISE 2642 JEFFERSON ST CARLSBAD, CA 92008-1493 (760) 450-7150 Total Fees: $455.00 Total Payments To Date: $455.00 Building Division Applied: 06/27/2023 Issued: 08/25/2023 Finaled Close Out: 11/01/2023 Final Inspection: INSPECTOR: Contractor: SNAPADU 1763 YUCCA RD OCEANSIDE, CA 92054-6156 (760) 259-1985 Balance Due: AMOUNT $420.00 $35.00 $0.00 Page 1 of 1 1635 Faraday Avenue, Carlsbad CA 92008-7314 I 442-339-2719 I 760-602-8560 f I www.carlsbadca.gov ( City of Carlsbad PLAN CHECK REVISION OR DEFERRED SUBMITTAL APP LI CATION B-15 Development Services Building Division 1635 FaradayAvenue 442-339-2719 www.carlsbadca.gov Original Plan Check Number CBR2022-0489 Plan Revision Number 1 E{Z_[\(1023-0\ 35 ProjectAddress 2642 Jefferson Street, Carlsbad, CA 92008 General Scope of Revision/Deferred Submittal: Revised Truss Drawings CONTACT INFORMATION: Name Luis Calderon Phone 760-259-24 76 Fax ,__ _______ _ Address PO Box 2685 city Carlsbad zip 92018 Email Address permits@snapadu.com Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1 . Elements revised: D Plans Ii] Calculations D Soils D Energy D Other 2. 3. Describe revisions in detail List page{s) where each revision is shown REVISE ROOF TRUSSES G100 , TR1 , TR2, TR3 4. Does this revision, in any way, alter the exterior of the project? D Yes Ii] No 5. Does this revision add ANY new floor area(s)? D Yes D No 6. Does this revision affect any fire related issues? D Yes Ii] No 7. Is this a complete set? D Yes Ii] No ~Signature Luis Calderon ~~~~=-··-··--Date _6_/2_3_/2_3 ____ _ 1635 Faraday Avenue, Carlsbad, CA 92008 Ph: 442-339-2719 Email: building@carlsbadca.gov www.carlsbadca.gov