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2806 ATADERO CT; 1; CBR2023-2947; Permit
Building Permit Finaled Residential Permit Print Date: 09/18/2024 Job Address: 2806 ATADERO CT, # 1, Permit No: Status: {city of Carlsbad CBR2023-2947 Closed -Finaled Permit Type: BLDG-Residential CARLSBAD, CA 92009-9201 Work Class: Second Dwelling Unit Parcel#: 2551012400 Track#: Valuation: $1'48,072.95 Lot#: Occupancy Group: R-3 Project#: Plan#: #of Dwelling Units: 1 Bedrooms: Bathrooms: Construction Type:VB Orig. Plan Check#: Occupant Load: Code Edition: Sprinkled: Project Title: Description: 4 2022 No LEON: DETACHED ADU (843 SF) Plan Check#: Applicant: Property Owner: JESSE LEON 10245 CASA CT SANTEE, CA 92071-4900 (619) 733-8134 FEE BU ILDING PLAN CHECK BUILDING PLAN CHEC K CHRISTIE SLOANE 2806 ATADERO CT CARLSBAD, CA 92009-9201 BU ILDING PLAN REVIEW -MINOR PROJECTS (LDE) BU ILDING PLAN REVIEW -MINOR PROJECTS (LDE) BU ILDING PLAN REVIEW -MINOR PROJECTS (PLN) BUILDING PLAN REVIEW-MINOR PROJECTS (PLN) CERTIFICATE OF OCCUPANCY CERTIFICATE OF OCCUPANCY PUBLIC FACILITIES FEES -outside CFO PUBLIC FACILITIES FEES -outside CFO SB1473-GREEN BUILDING STATE STANDARDS FEE SB1473-GREEN BUILDING STATE STANDARDS FEE SFD & DUPLEXES SFD & DUPLEXES STRONG MOTION -RESIDENTIAL (SMIP) STRONG MOTION -RESIDENTIAL (SMIP) SWPPP INSPECTION TIER 1 -Medium BLDG SWPPP INSPECTION TIER 1 -Medium BLDG SWPPP PLAN REVIEW TIER 1 -Medium SWPPP PLAN REVIEW TIER 1 -Medium Total Fees: $16,091.90 Building Division Total Payments To Date: $16,091.90 Applied: 06/08/2023 Issued: 02/22/2024 Finaled Close Out: 09/18/2024 Final Inspection: 09/17/2024 INSPECTOR: Alvarado, Tony Kersch, Tim Contractor: SPECIALTY HOME IMPROVEMENT INC 539 SHADYWOOD DR ESCONDIDO, CA 92026-1426 (760) 738-6270 Balance Due: AMOUNT $813.15 $813.15 $197.00 $197.00 $104.00 $104.00 $20.00 $20.00 $5,182.55 $5,182.55 $6.00 $6.00 $1,330.00 $1,330.00 $19.25 $19.25 $292.00 $292.00 $82.00 $82.00 $0.00 Page 1 of 2 1635 Faraday Avenue, Carlsbad CA 92008-7314 I 442-339-2719 I 760-602-8560 f I www.carlsbadca.gov Building Permit Finaled Residential Permit Print Date: 09/18/2024 Permit No: (city of Carlsbad CBR2023-2947 Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exaction." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitation has previously otherwise expired. Building Division Page 2 of 2 1635 Faraday Avenue, Carlsbad CA 92008-7314 I 442-339-2719 I 760-602-8560 f I www.carlsbadca.gov ( City of Carlsbad RESIDENTIAL BUILDING PERMIT APPLICATION B-1 Plan Check C8'22023 -2 ~4-7 Est. Value / 4~, 0 7 2. ,.q S' PC Deposit P?) s . t S' Date 6/<a/z.-3, , . Job Address2806 Atadero Court Unit: _______ ,APN:255-101 -24 CT/Project #: __________________ Lot #: ____ Year Built: _1_97_8 ________ _ BRI EF DESCRIPTION OF WORK: Detached ADU E] New SF: Living SF,843 Deck SF, ___ Patio SF, ____ Garage SF __ _ Is this to create an Accessory Dwelling Unit? O Y O N New Fireplace? O YG N, if yes how many? ___ _ D Remodel: _____ SF of affected area Is the area a conversion or change of use? O YO N □ Pool/Spa: ____ SF Additional Gas or Electrical Features? ____________ _ □Solar: ___ KW, ___ Modules, Mounted:QRoof QGround, Tilt: 0 YON, RMA : 0 YON, Battery:OYO> N, Panel Upgrade: Ov ON Electric Meter number: 0th er: APPLICANT (PRIMARY CONTACT) Name: Jesse Leon Address: 10245 Casa Court City: Santee State:_C_A __ .Zip: 92071 Phone: 619-733-8134 Email:iessealeon@hotmail.com ------------- PROPERTY OWNER Name: Christie Sloane Address:2806 Atadero Court City: Carlsbad State: CA Zip:_9_20_0_9 __ _ Phone: ___________________ _ Email: ____________________ _ DESIGN PROFESSIONAL CONTRACTOR OF RECORD Name: Business Name: Specialty Home Improvement ------------------Address: Address: 539 Shadywood Drive City: ________ State: ___ Zip:_____ City: Escondido State: CA Zip:_9_20_2_6 ____ _ Phone: Phone: 760-738-6270 Email: Email: sheen@specialtyhomeimprovement.com Architect State license: CSLB license #: 799853 Class: B -------- Carlsbad Business license# (Required): _______ _ APPLICANT CERT/FICA T/ON: I certify that I have read the application and state that the above information is correct and that the information of the plans is accurate, I agree to comply with all City ordinances and State lows relating to building construction. NAME (PRINT): _J_es_s_e_L_e_o_n _____ _ 1635 Faraday Ave Carlsbad, CA 92008 SIGN __ : -~~--·-L_.12_.$._)I,,, ___ DATE: 06/06/2023 Ph: 442-339-2719 Email: Building@carlsbadca.gov REV. 04122 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 herebyaff irm under penal tyof perjury that I am l icensed under provisions of Chapter 9 ( commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in full force and effect. I a/so affirm underpenaltyof perjury one of the following declarations (CHOOSE ONE}: D I have and will maintain a certificate of consent to self-insure for workers' compensation provided by Section 3700 of the Labor Code, for the performance of the work which this permit is Issued. Policy No. _________________________________________ _ -OR- D I 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. My workers' compensation Insurance carrier and policy number are: Insurance Company Name:-----------------------• Policy No. _____________________________ Expiration Date:-----------------• -OR- Q Certificate of Exemption: I certify that In the performance of the work for which this permit Is Issued, I shall not employ any person In any manner so as to become subject to the workers' compensation Laws of California. WARNING : Failure to secure workers compensation coverage is unlawful and 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 CERTIFICATION: The applicant certifies that all documents and plans clearly and accurately show all existing and proposed buildings, structures, access roads, and utilities/utility easements. All proposed modifications and/or additions are clearly labeled on the site plan. Any potentially existing detail within these plans inconsistent with the site plan are not approved for construction and may be required to be altered or removed. The city's approval of the application is based on the premise that the submitted documents and plans show the correct dimensions of; the property, buildings, structures and their setbacks from property lines and from one another; access roads/easements, and utilities. The existing and proposed use of each building as stated is true and correct; all easements and other encumbrances to development have been accurately shown and labeled as well as all on-site grading/site preparation All improvements existing on the property were completed in accordance with all regulations in e><istence at the time of their construction. unless otherwise noted NAME (PRINT): Jesse Leon SIGNATURE: ~ L,,,,,,__ DATE: 61612023 Note: If the person signing above is an authorized agent for the contractor rovide a l~rization on contractor letterhead. (OPTION B): OWNER-BUILDER DECLARATION: I hereby affirm that I am exempt from Contractor's License Law for the following reason: D 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- DI, 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- DI am exempt under Business and Professions Code Division 3, Chapter 9, Article 3 for this reason: A D, D FORM 8-61 "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-bui lder if it has not been constructed in its entirety by licensed contractors./ understand that a copy of the applicable law, Section 7044 of the Business and Professions Code, is available upon request when this application is submitted or at the fallowing Web site: http: I I www.leginfo.ca.gov/ ca/aw. html. OWNER CERTIFICATION: The applicant certifies that all documents and plans clearly and accurately show all existing and proposed buildings, structures, access roads, and utilities/utility easements. All proposed modifications and/or additions are clearly labeled on the site plan. Any potentially existing detail within these plans inconsistent with the site plan are not approved for construction and may be required to be altered or removed. The city's approval of the application is based on the premise that the submitted documents and plans show the correct dimensions of; the property, buildings, structures and their setbacks from property lines and from one another; access roads/easements, and utilities. The existing and proposed use of each building as stated Is true and correct; all easements and other encumbrances to development have been accurately shown and labeled as well as all on-site grading/site preparation. All improvements existing on the property were completed in accordance with all regulations in existence at the time of their construction, unless otherwise noted. NAME (PRINT): SIGN: DATE: -------------------------Note: If the erson si nln above is an authorized a ent for the ro ert owner include form B-62 sl owner. 1635 Faraday Ave Carlsbad, CA 92008 Ph: 442-339-2719 Email: Building@carlsbadca.gov 2 REV. 04/22 Building Permit Inspection History Finaled (Cityof Carlsbad PERMIT INSPECTION HISTORY for (CBR2023-2947) Permit Type: BLDG-Residential Application Date: 06/08/2023 Owner: CHRISTIE SLOANE Work Class: Second Dwelling Unit Issue Date: 02/22/2024 Subdivision: CARLSBAD TCT#73-18 UNIT#05 Status: Closed -Finaled Expiration Date: 03/03/2025 Address: 2806 ATADERO CT, # 1 IVR Number: 49850 CARLSBAD, CA 92009-9201 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status 04/02/2024 04/02/2024 BLDG-21 244129-2024 Passed Tony Alvarado Complete Underground/Underflo or Plumbing Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-81 Underground 243933-2024 Passed Tony Alvarado Complete Combo(11, 12,21,31) Checklist Item COMMENTS Passed BLDG-21 Yes Underground-Underfloor Plumbing BLDG-SW-Inspection 244131-2024 Partial Pass Tony Alvarado Reinspection Incomplete Checklist Item COMMENTS Passed Are erosion control BMPs Yes functioning properly? Are perimeter control BMPs Yes maintained? Is the entrance stabilized to Yes prevent tracking? Have sediments been tracked Yes on to the street? Has trash/debris accumulated Yes throughout the site? Are portable restrooms Yes properly positioned? Do portable restrooms have Yes secondary containment? BLDG-SW-Pre-Con 244130-2024 Passed Tony Alvarado Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 04/15/2024 04/15/2024 BLDG-11 245106-2024 Passed Tony Alvarado Complete Foundation/Ftg/Piers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-22 Sewer/Water 245266-2024 Partial Pass Tony Alvarado Reinspection Incomplete Service Wednesday, September 18, 2024 Page 1 of 10 PERMIT INSPECTION HISTORY for (CBR2023-2947) Permit Type: BLDG-Residential Application Date: 06/08/2023 Owner: CHRISTIE SLOANE Work Class: Second Dwelling Unit Issue Date: 02/22/2024 Subdivision: CARLSBAD TCT#73-18 UNIT#05 Status: Closed -Finaled Expiration Date: 03/03/2025 Address: 2806 ATADERO CT, # 1 IVR Number: 49850 CARLSBAD, CA 92009-9201 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Re inspection Inspection Date Start Date Status Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-23 245263-2024 Passed Tony Alvarado Complete Gas/Test/Repairs Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-31 245264-2024 Passed Tony Alvarado Complete Underground/Conduit - Wiring Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-SW-Inspection 245265-2024 Partial Pass Tony Alvarado Reinspection Incomplete Checklist Item COMMENTS Passed Are erosion control BMPs Yes functioning properly? Are perimeter control BMPs Yes maintained? Is the entrance stabilized to Yes prevent tracking? Have sediments been tracked Yes on to the street? Has trash/debris accumulated Yes throughout the site? Are portable restrooms Yes properly positioned? Do portable restrooms have Yes secondary containment? 04/29/2024 04/29/2024 BLDG-15 Roof/ReRoof 246624-2024 Passed Tony Alvarado Complete (Patio) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-SW-Inspection 246898-2024 Partial Pass Tony Alvarado Reinspection Incomplete Wednesday, September 18, 2024 Page 2 of 10 PERMIT INSPECTION HISTORY for (CBR2023-2947) Permit Type: BLDG-Residential Work Class: Second Dwelling Unit Application Date: 06/08/2023 Status: Scheduled Date 04/30/2024 05/14/2024 Issue Date: 02/22/2024 Closed -Finaled Expiration Date: 03/03/2025 IVR Number: Actual Inspection Type Start Date Inspection No. Checklist Item Are erosion control BMPs functioning properly? Are perimeter control BMPs maintained? Is the entrance stabilized to prevent tracking? Have sediments been tracked on to the street? Has trash/debris accumulated throughout the site? Are portable restrooms properly positioned? Do portable restrooms have secondary containment? COMMENTS 04/29/2024 BLDG-13 Shear Panels/HD (ok to wrap) 246625-2024 Checklist Item COMMENTS BLDG-Building Deficiency 05/14/2024 BLDG-84 Rough Combo(14,24,34,44) 248246-2024 Checklist Item BLDG-14 Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout BLDG-34 Rough Electrical BLDG-44 Rough-Ducts-Dampers COMMENTS 49850 Inspection Status Passed Passed Owner: CHRISTIE SLOANE Subdivision: CARLSBAD TCT#7 3-18 UNIT#05 Address: 2806 ATADERO CT , # 1 CARLSBAD, CA 92009-9201 Primary Inspector Tony Alvarado Tony Alvarado Reinspection Inspection Passed Yes Yes Yes Yes Yes Yes Yes Passed Yes Passed Yes Yes Yes Yes Complete Complete BLDG-SW-Inspection Checklist Item 248497-2024 COMMENTS Partial Pass Tony Alvarado Reinspection Incomplete Are erosion control BMPs functioning properly? Are perimeter control BMPs maintained? Is the entrance stabilized to prevent tracking? Have sediments been tracked on to the street? Has trash/debris accumulated throughout the site? Are portable restrooms properly positioned? Do portable restrooms have se condary containment? Wednesday, September 18, 2024 Passed Yes Yes Yes Yes Yes Yes Yes Page 3 of 10 PERMIT INSPECTION HISTORY for {CBR2023-2947) Permit Type: BLDG-Residential Application Date: 06/08/2023 Owner: CHRISTIE SLOANE Work Class: Second Dwelling Unit Issue Date: 02/22/2024 Subdivision: CARLSBAD TCT#73-18 UNIT#05 Status: Closed -Finaled Expiration Date: 03/03/2025 Address: 2806 ATADERO CT, # 1 IVR Number: 49850 CARLSBAD, CA 92009-9201 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status 05/21/2024 05/21/2024 BLDG-16 Insulation 249188-2024 Passed Tony Alvarado Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-SW-Inspection 249369-2024 Partial Pass Tony Alvarado Re inspection Incomplete Checklist Item COMMENTS Passed Are erosion control BMPs Yes functioning properly? Are perimeter control BMPs Yes maintained? Is the entrance stabilized to Yes prevent tracking? Have sediments been tracked Yes on to the street? Has trash/debris accumulated Yes throughout the site? Are portable restrooms Yes properly pos-itioned? Do portable restrooms have Yes secondary containment? 05/22/2024 05/22/2024 BLDG-18 Exterior 249189-2024 Passed Tony Alvarado Complete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-SW-Inspection 249417-2024 Partial Pass Tony Alvarado Reinspection Incomplete Checklist Item COMMENTS Passed Are erosion control BMPs Yes functioning properly? Are perimeter control BMPs Yes maintained? Is the entrance stabilized to Yes prevent tracking? Have sediments been tracked Yes on to the street? Has trash/debris accumulated Yes throughout the site? Are portable restrooms Yes properly positioned? Do portable restrooms have Yes secondary containment? 05/29/2024 05/29/2024 BLDG-17 Interior 249859-2024 Passed Tony Alvarado Complete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes Wednesday, September 18, 2024 Page 4 of 10 PERMIT INSPECTION HISTORY for {CBR2023-2947) Permit Type: BLDG-Residential Work Class: Second Dwelling Unit Status: Scheduled Date Closed -Finaled Actual Inspection Type Start Date Application Date: 06/08/2023 Issue Date: 02/22/2024 Expiration Date: 03/03/2025 IVR Number: 49850 Inspection No. Inspection Status Owner: CHRISTIE SLOANE Subdivision: CARLSBAD TCT#73-18 UNIT#05 Address: 2806 ATADERO CT, # 1 CARLSBAD, CA 92009-9201 Primary Inspector Reinspection Inspection BLDG-SW-Inspection Checklist Item 250121-2024 COMMENTS Partial Pass Tony Alvarado Reinspection Incomplete 05/30/2024 Are erosion control BMPs functioning properly? Are perimeter control BMPs maintained? Is the entrance stabilized to prevent tracking? Have sediments been tracked on to the street? Has trash/debris accumulated throughout the site? Are portable restrooms properly positioned? Do portable restrooms have secondary containment? 05/30/2024 BLDG-SW-Inspection Checklist Item 250116-2024 COMMENTS Are erosion control BMPs functioning properly? Are perimeter control BMPs maintained? Is the entrance stabilized to prevent tracking? Have sediments been tracked on to the street? Has trash/debris accumulated throughout the site? Are portable restrooms properly positioned? Do portable restrooms have secondary containment? Wednesday, September 18, 2024 Passed Yes Yes Yes Yes Yes Yes Yes Partial Pass Tony Alvarado Reinspection Incomplete Passed Yes Yes Yes Yes Yes Yes Yes Page 5 of 10 PERMIT INSPECTION HISTORY for (CBR2023-2947) Permit Type: BLDG-Residential Work Class: Second Dwelling Unit Application Date: 06/08/2023 Issue Date: 02/22/2024 Owner: CHRISTIE SLOANE Subdivision: CARLSBAD TCT#73-18 UNIT#05 Address: 2806 ATADERO CT, # 1 Status: Closed -Finaled Expiration Date: 03/03/2025 IVR Number: 49850 CARLSBAD, CA 92009-9201 Scheduled Date 08/07/2024 08/21/2024 Actual Inspection Type Start Date Inspection No. Inspection Status Primary Inspector Checklist Item Are erosion control BMPs functioning properly? Are perimeter control BMPs maintained? Is the entrance stabilized to prevent tracking? Have sediments been tracked on to the street? Has trash/debris accumulated throughout the site? Are portable restrooms properly positioned? Do portable restrooms have secondary containment? COMMENTS 08/01/2024 BLDG-34 Rough Electrical 256684-2024 Partial Pass Tim Kersch Checklist Item COMMENTS BLDG-Building Deficiency 08/2112024 BLDG-21 258617-2024 Passed Tony Alvarado Underground/Underflo or Plumbing Checklist Item BLDG-Building Deficiency COMMENTS August 21, 2024: Second phase:underground, plumbing, scope of work from lateral (point of connection) at sidewalk location, to house dwelling location (point of connection)- underwater leak 10' feet high plumbing head pressure wa ter leak test -OK. BLDG-SW-Inspection Checklist Item 258785-2024 COMMENTS Partial Pass Tony Alvarado Are erosion control BMPs functioning properly? Are perimeter control BMPs maintained? Is the entrance stabilized to prevent tracking? Have sediments been tracked on to the street? Has trash/debris accumulated throughout the site? Are portable restrooms properly positioned? Do portable restrooms have secondary containment? Wednesday, September 18, 2024 Reinspection Inspection Passed Yes Yes Yes Yes Yes Yes Yes Reinspection Incomplete Passed Yes Complete Passed Yes Reinspection Incomplete Passed Yes Yes Yes Yes Yes Yes Yes Page 6 of 10 PERMIT INSPECTION HISTORY for (CBR2023-2947) Application Date: 06/08/2023 Owner: CHRISTIE SLOANE Permit Type: BLDG-Residential Work Class: Second Dwelling Unit Status: Closed -Finaled Issue Date: 02/22/2024 Expiration Date: 03/03/2025 Subdivision: CARLSBAD TCT#73-18 UNIT#05 Address: 2806 ATADERO CT, # 1 IVR Number: 49850 CARLSBAD, CA 92009-9201 Scheduled Date 08/22/2024 08/28/2024 Actual Inspection Type Start Date Inspection No. Inspection Status Primary Inspector 08/22/2024 BLDG-SW-Inspection Checklist Item 258784-2024 COMMENTS Partial Pass Tony Alvarado Are erosion control BMPs functioning properly? Are perimeter control BMPs maintained? Is the entrance stabilized to prevent tracking? Have sediments been tracked on to the street? Has trash/debris accumulated throughout the site? Are portable restrooms properly positioned? Do portable restrooms have secondary containment? 08/28/2024 BLDG-34 Rough Electrical 259203-2024 Passed Tony Alvarado Checklist Item COMMENTS BLDG-Building Deficiency 1. Roof mounted PV solar system and new main electrical service panel for new ADU structure at rear side of the property -OK per engineered plans and detail specifications. BLDG-35 Solar Panel Checklist Item 2. Existing roof mounted PV solar system for existing residen tial dwelling home at front elevation of property -OK per engineered plans and details, specifications, meter number (5299897). 259446-2024 COMMENTS Passed Tony Alvarado BLDG-Building Deficiency 1. Roof mounted PV solar system and new main electrical service panel for new ADU structure at rear side of the property -OK per engineered plans and detail specifications. BLDG-Electric Meter Release 2. Existing roof mounted PV solar system for existing residential dwelling home at front elevation of property -OK per engineered plans and details, specifications, meter number (5299897). 259204-2024 Passed Tony Alvarado Wednesday, September 18, 2024 Reinspection Inspection Reinspection Incomplete Passed Yes Yes Yes Yes Yes Yes Yes Complete Passed Yes Complete Passed Yes Complete Page 7 of 10 PERMIT INSPECTION HISTORY for (CBR2023-2947) Permit Type: BLDG-Residential Work Class: Second Dwelling Unit Status: Scheduled Date Closed -Finaled Actual Inspection Type Start Date Checklist Item Application Date: 06/08/2023 Issue Date: 02/22/2024 Expiration Date: 03/03/2025 IVR Number: Inspection No. COMMENTS 49850 Inspection Status Owner: CHRISTI E SLOANE Subdivision: CARLSBAD TCT#73-18 UNIT#05 Address: 2806 ATADERO CT, # 1 CARLSBAD, CA 92009-9201 Primary Inspector Reinspection Inspection Passed BLDG-Building Deficiency 1. Roof mounted PV solar system and new main electrical service panel for new ADU structure at rear side of the property -OK per engineered plans and detail specifications. Yes 09/04/2024 BLDG-Final Inspection Checklist Item BLDG-Structural Final BLDG-Electrical Final 09/04/2024 BLDG-33 Service Change/Upgrade Checklist Item 2. Existing roof mounted PV solar system for existing residential dwelling home at front elevation of property -OK per engineered plans and details, specifications, meter number (5299897). 259444-2024 COMMENTS Passed Tony Alvarado 1. Roof mounted PV solar system and new main electrical service panel for new ADU structure at rear side of the property -OK per engineered plans and detail specifications. 2. Existing roof mounted PV solar system for existing residential dwelling home at front elevation of property -OK per engineered pla ns and details, specification s, meter number (5299897). 259892-2024 Partial Pass Tony Alvarado COMMENTS BLDG-Building Deficiency September 4, 2024: 09/16/2024 09/16/2024 BLDG-Final Inspection Checklist Item BLDG-Plumbing Final BLDG-Mechanical Final BLDG-Structural Final BLDG-Electrical Fina l Wednesday, September 18, 2024 1. released new electrical meter to SDGE. 2. Informed contractor representative Marshal. 261023-2024 COMMENTS Partial Pass Tony Alvarado September 16, 2024: 1. New detached, ADU , scope of final electrical, plumbing, mechanical, and structural framing per engineered plans, and detail specifications -approved. 2. Pending B -59 waste management recycle debris form with receipts. 3. Rest of final inspection scope of work - OK. 4. Informed contractor representative Marshall. Complete Passed Yes Yes Reinspection Complete Passed Yes Reinspection Incomplete Passed Yes Yes Yes Yes Page 8 of 10 PERMIT INSPECTION HISTORY for {CBR2023-2947) Application Date: 06/08/2023 Owner: CHRISTIE SLOANE Permit Type: BLDG-Residential Work Class: Second Dwelling Unit Status: Closed -Finaled Issue Date: 02/22/2024 Expiration Date: 03/03/2025 Subdivision: CARLSBAD TCT#73-18 UNIT#05 Address: 2806 ATADERO CT, # 1 IVR Number: 49850 CARLSBAD, CA 92009-9201 Scheduled Date 09/17/2024 Actual Inspection Type Start Date Inspection No. Inspection Status Primary Inspector BLDG-SW-Inspection Checklist Item 261209-2024 COMMENTS Partial Pass Tony Alvarado Are erosion control BMPs function ing properly? Are perimeter control BMPs maintained? Is the entrance stabilized to prevent tracking? Have sediments been tracked on to the street? Has trash/debris accumulated throughout the site? Are portable restrooms properly positioned? Do portable restrooms have secondary containment? 09/17/2024 BLDG-Final Inspection Checklist Item 261316-2024 COMMENTS Passed Tony Alvarado BLDG-Plumbing Final BLDG-Mechanical Final BLDG-Structural Final BLDG-Electrical Final BLDG-SW-Inspection September 16, 2024: 1. New detached, ADU , scope of final electrical. plumbing, mechanical, and structura l framing per engineered plans, and detail specifications -approved . 2. Pending B -59 waste management recycle debris form with receipts. 3. Rest of final inspection scope of work - OK. 4. Informed contractor representative Marshall. 261318-2024 Passed Tony Alvarado Wednesday, September 18, 2024 Reinspection Inspection Reinspection Incomplete Passed Yes Yes Yes Yes Yes Yes Yes Complete Passed Yes Yes Yes Yes Complete Page 9 of 10 PERMIT INSPECTION HISTORY for (CBR2023-2947) Application Date: 06/08/2023 Owner: CHRISTIE SLOANE Permit Type: BLDG-Residential Work Class: Second Dwelling Unit Issue Date: 02/22/2024 Subdivision: CARLSBAD TCT#73-18 UNIT#05 Status: Closed -Finaled Expiration Date: 03/03/2025 Address: 2806 ATADERO CT, # 1 CARLSBAD, CA 92009-9201 Scheduled Date IVR Number: Actual Inspection Type Start Date Inspection No. Checklist Item Are erosion control BMPs functioning properly? Are perimeter control BMPs maintained? Is the entrance stabilized to prevent tracking? Have sediments been tracked on to the street? Has trash/debris accumulated throughout the site? Are portable restrooms properly positioned? Do portable restrooms have secondary containment? COMMENTS Wednesday, September 18, 2024 49850 Inspection Primary Inspector Reinspection Inspection Status Passed Yes Yes Yes Yes Yes Yes Yes Page 10 of 10 SB Consultants, Inc. Geotechnical-Concrete-Forensic Engineering Services 619-922-3302 To: Ms. Christie Sloane christiesloane@hotmail.com Subject: Ms. Sloane, Footing Inspection Memorandum Proposed One-Story Accessory Dwelling Unit 2806 Atadero Ct. Carlsbad, CA 92009 Job No. 221119 April 1, 2024 On March 28, 2024 a representative from SB Consultants, Inc. visited the site to observe the footing excavations for the proposed accessory dwelling unit. The footings were observed to extend to the proper bearing strata and to be firm and unyielding. The footing excavations are suited for their intended purpose. The excavations should be kept moist and all loose materials removed prior to the pouring of concrete. This opportunity to be of service is sincerely appreciated. If you have any questions, please do not hesitate to call or contact the undersigned. Respectfully submitted, Scott C. Burns, PE 55,370 Principal Engineer SBCI SBURNSRCE@GMAIL.COM 5215 La Jolla Hermosa Ave., La Jolla, CA 92037 Transmittal Letter December 5, 2023 City of Carlsbad Community Development Department -Building Division 1635 Faraday Ave. Carlsbad, CA 92008 Plan Review: Detached ADU Address: 2806 Atadero Ct, Carlsbad CA Applicant Name: Jesse Leon Applicant Email: jessealeaon@hotmail.com OCCUPANCY AND BUILDING SUMMARY: Occupancy Groups: R-3 Occupant Load: N/ A Type of Construction: V-B Sprinklers: No Stories: 1 Area of Work (sq. ft.): ADU: 843 sq. ft. The plans have been reviewed for coordination with the permit application. Valuation: Confim1ed Scope of Work: Con finned Floor Area: Confinncd Attn: Building & Safety Department, True North COMPLIANCE SERVIC ES FINAL REVIEW City Permit No: CBR2023-2947 True N011h No.: 23-018-482 True North Compliance Services, Inc. has completed the final review of the following documents for the project referenced above on behalf of the City of Carlsbad: I . Drawings: Electronic copy dated November I 0, 2023, by Jesse Leon. 2. Geotechnical Report: Electronic copy dated November 29, 2022, by SB Consultants. 3. Structural Calculations: Electronic copy dated March 23, 2023, by Coastline Engineering. The 2022 California Building, Mechanical, Plumbing, and Electrical Codes (i .e., 2021 IBC, UMC, UPC, and 2020 NEC, as amended by the State of California), 2022 California Green Building Standards Code, 2022 California Existing Building Code, and 2022 California Energy Code, as applicable, were used as the basis of our review. Please note that our review has been completed and we have no further comments. We have enclosed the above noted documents bearing our review stamps for your use. Please call if you have any questions or if we can be of further assistance. Sincerely, True North Compliance Services Review By: Richard Moreno -Plans Examiner True North Compliance Services1 Inc. 3939 Atlantic Avenue Suite 224, Long Beach, CA 90807 T / 562. 733.8030 OC"'> ON "'¢ 0 NN ~-0~ _.(O I.() I.() N COASTLINE ENGINEERING CITY ~--------.._,..../ structural engineering services (760) 436-1344 www.CoastlineEnginc.com STRUCTURAL CALCULATIONS SLOANE ADU 2806 ATADERO COURT, CARLSBAD, CA 92009 PROJECT NUMBER: 23-007 3/23/2023 CALCULATED BY: M.I. REVIEWED BY: - DESIGNER KL DRAFTING & DESIGN (619) 733-8134 www.kldrafting.com CLIENT SPECIALTY HOME IMPROVEMENT ,----,;,] COASTLINE ENGINEER ING DESIGN LOADS VERTICAL LOAD ANALYSIS LATERAL LOAD ANALYSIS FOUNDATION ANALYSIS 2 3-5 6-12 13 TABLE OF CONTENTS GOVERNING CODES 2022 CALIFORNIA RESIDENTIAL CODE (CRC} WOOD CONCRETE MASONRY STEEL ALUMINUM MINIMUM DESIGN LOADS ANSI/AWC NSD-18 / ANSI/AWC SDPWS-21 ACI 318-19 TMS 402-16 / TMS 602-16 ANSl/AISC 360-16 / ANSI/AISC 341-16 / AISI S100-16/S200-20 ADM-20 ASCE/SEI 7-16 1 of 13 SLOANE ADU 23-007 3/23/2023 COASTLINE E NGINEERING ROOF LOADS Rll COMPOSITION SHINGLE SHEATHING FRAMING _,_ INSULATION -DRYWALL -OTHER ~ r-~ DEAD LOAD 1LIVE LOAD TOTAL LOAD EXTERIOR WALL LOADS EWl STUCCO SHEATHING FRAMING INSULATION DRYWALL OTHER DEAD LOAD !LIVE LOAD TOTAL LOAD INTERIOR WALL LOADS IWl DRYWALLx2 FRAMING 2 2 3 2 3 1.5 13.S PSF 20 PSF 33.S PSF 10 1 1.5 1 3 1.5 18 PSF 18 PSF 5.5 1.5 -,_ OTHER 1.5 ~ ~ - I .~ ~ I DEAD LOAD 8.5 PSF [IVE LOAD TOTAL LOAD 8.5 PSF DESIGN LOADS Rl2 _,_ ,_ ------ ~- EW2 - IW2 ,_ - - - -- - ~ 2 of 13 SLOANE ADU 23-007 3/23/2023 ') i --i I 1 I 1 --i --i COASTLINE E N G INE E RING BEAM LOADS 3 of 13 SLOANE ADU 23-007 3/23/2023 Note: This sheet shows the loading calculations only, beam design is on the sheet(s) that follow. Loads from other calculated beams and lateral elements (i.e. shear walls above) are applied directly on the beam design sheet(s). A summary of the beam reactions follows the beam calculations. ROOF LEVEL RH-1 GRID LINE 1 LOAD TYPE I RLl EWl TOTAL Wl TRIS. LENGTH 15 1.5 D = 0.230 KLF D 0.203 0.027 Lr = 0.300 KLF Lr (L) 0.300 L= W2 TRIB. LENGTH D = D Lr = Lr (L) L= W3 TRIS. LENGTH D = D Lr = Lr (L) L= W4 TRIB. LENGTH D = D Lr = Lr {L) L= Pl TRIB. AREA D = D Lr = Lr (L) L= P2 TRIB. AREA D = D Lr = Lr (L) L= P3 TRIB. AREA D= D Lr = Lr (L) L= P4 TRIB. AREA D = D Lr = Lr (L) L= COASTLINE E NGINEER IN G I Multiple Simple Beam UC#: KW-06016271, Build:20.23.2.14 Descri tlon : ROOF LEVEL HEADERS Wood Beam Design: RH-1 BEAM Size : 4x6, Sawn, Fully Unbraced Project Title: Engineer: Project ID: Project Descr: Coasttine Engineering, Inc. 4 of 13 SLOANE ADU 23-007 3/23/2023 Project File: 23-007.ece J (c) ENERCALC INC 1983--2022 Calculations per NOS 2018, IBC 2021, ASCE 7-16 Using Allowable Stress Design with IBC 2021 Load Combinations, Major Axis Bending Wood Species : Douglas Fir-Larch Wood Grade : No.2 Fb -Tension 900.0 psi Fe -Prll 1,350.0 psi Fv 180.0 psi Ebend-xx 1.600.0 ksi 580.0 ksi Density 31.210 pcf Fb -Compr 900.0 psi Fe -Perp 625.0 psi Ft 575.0 psi Emlnbend -xx Applied Loads Unif Load: D = 0.230, Lr = 0.30 k/ft, Trib= 1,0 ft Design Summary Max fb/Fb Ratio = fb : Actual : 0.854; 1 1,241.78 psi at 1,453.36 psi +D+Lr Fb : Allowable : Load Comb : Max fv/FvRatio = fv : Actual : Fv : Allowable : Load Comb : Max Reactions (k} Left Support Right Support 0.398 : 1 89.62 psi at 225.00 psi +D+Lr Q lJ 0.60 0.79 0.60 0.79 2.625 ft in Span # 1 4.795 ft in Span# 1 0(0.230) Lr(0.30) ---. ------ .ti --• ---- Max De echons Transient Downward Ratio 4x6 5.250 ft 0.066in 948 LC. Lr Only Transient Upward 0.000 in Ratio 9999 LC Total Downward Ratio Total Upward Ratio 0.117 in 537 LC . +D+Lr 0.000 in 9999 LC RH-1 GRID: 1 - COASTLINE ENGINEERING D RH-1 : Rl 0.600 RH-1: R2 0.600 - - - BEAM REACTIONS SUMMARY FACTORED LOADS (K) ASD LOAD CASES UNFACTORED LOADS (K) EXCLUDING W,E INCLUDING W,E Lr L w E IN-S\ EIE-W\ MAX. MIN. MAX. MIN. MAX. 0.790 1.390 0.360 1.984 0.790 1.390 0.360 1.984 ~ -- - 5 of 13 SLOANE ADU 23-007 3/23/2023 LRFD LOAD CASES INCLUDING 0 0 MIN. MAX. MIN. 0.444 1.984 0.444 0.444 1.984 0.444 I I l I I r I l J I I COASTLINE ENGINEERING SEISMIC DESIGN FORCES (EQUIVALENT LATERAL FORCE PROCEDURE) SESMIC DESIGN CRITERIA RISK CATEGORY IMPORTANCE FACTOR (10) SITE CLASS II 1.00 C MAIN SEISMIC FORCE-RESISTING SYSTEM WOOD SHEAR WALL R 6.5 0 • 0 3 Cd 4 c, 0.02 X 0.75 r,.. 0.025h SITE SPECIFIC PARAMETERS s, 1.005 S1 0.364 Soi 0.364 SDs 0.804 SEISMIC DESIGN CATEGORY D PERIOD hn T 3 = C.(hnlx SEISMIC BASE SHEAR 10.50' 0.117 SEC 1 • WHERE APPLICABLE, REDUCTION FOR FLEXIBLE DIAPHRAGMS IS APPLIED ON LATERAL BRACING ANALYSIS SHEETS C, = SDsl0/R 0.124 0.480 f-GOVERNS C,, MAX. = SD11.f(TR) c,, MIN. = 0.445Dsle 2: 0.01 0.035 C, MIN.= 0.SS1l0/R (IF 51 2: 0.6) N/A V = C,W 3.318 K VERTICAL DISTRIBUTION OF SEISMIC FORCES F, = C,,,V C.x = Wxh: /(IW1hi"') DISTRIBUTION OVER DIAPH. LEVEL wx h, F, (LRFD) F, (ASD) F, {LRFD) F, (ASD) ROOF 26.823 K 10.50' 3.318 K 2.322 K 3.03 PSF 2.12 PSF I VERTICAL DISTRIBUTION OF SEISMIC FORCES FOR DIAPHRAGMS, CHORDS, & COLLECTORS F p, = (IF1/IW 1)W px Fpx. MIN.= 0.2SDsl,Wp, F px, MAX. = 0.4Sosle W px LEVEL Fox (LRFD) ROOF 4.313 K F0, (ASD) 3.019 K COLLECTORS & THEIR CONN . •• DISTRIBUTED OVER DIAPH. INCREASE BY 25% INCREASE BY 00 F0, (LRFD) F0x (ASD) 3.94 PSF 2.76 PSF F0x (LRFD) F0, (ASD) F0, (LRFD) F0, (ASD) 4.92 PSF 3.45 PSF 9.85 PSF 6.89 PSF •• 25% LOAD INCREASE SHALL BE USED AT BUILDING PORTIONS BRACED BY WOOD LIGHT FRAMED SHEAR WALLS, OTHERWISE OVERSTRENGTH LOADS SHALL BE USED I 7 of 13 SLOANE ADU 23-007 3/23/2023 COASTLINE ENG IN EERING TOTAL DEAD LOADS (USED FOR SEISMIC DESIGN} ROOF LEVEL LOAD TYPE UNIT 0.L I AREA I HEIGHT 1 LENGTH 11 HEIGHT 2 LENGTH 2 I HEIGHT 3 LENGTH 3 I HEIGHT 4 LENGTH 41 Rll 13.S 1,095 -. - EWl 18.0 -8 120 IWl 8.5 -8 100 I= 1,095 SQFT I = TOTAL 14.783 K 8.640 K 3.400K 26.823 K 6 of 13 SLOANE ADU 23-007 3/23/2023 COASTLINE ENG INEERING 8 of 13 SLOANE ADU 23-007 3/23/2023 WIND DESIGN PRESSURES (ENVELOPE PROCEDURE, PART 1) WIND PRESSURE 1 N-S GRID LINES A E•W GRID LINES 1 ENCLOSURE CLASSIFICATION ENCLOSED ROOF TYPE GABLE/ HIP NUMBER OF STORIES 1 DIRECTION OF RIDGE EAST -WEST RISK CATEGORY II BASIC WIND SPEED (V) llOMPH EXPOSURE CATEGORY C Kd 0.85 K,t 1.00 Kh 0.85 qh = 0.00256KhK,1KdV 22.35 PSF P = %HGCp1HGCp1)l SEE CHART BELOW GCp; +/· 0.18 PRESSURE NORMAL TO SURFACE N-S (LOAD CASE A) SURFACE#* GC 1 p {LBS) 1 0.54 8.14 2 -0.26 -9.84 3 -0.46 -14.22 4 -0.40 -12.99 5 6 lE 0.75 12.68 2E -0.43 ·13.64 3E -0.61 -17.74 4E ..Q.56 ·16.62 SE GE TOTAL HORIZONTAL PRESSURE ON SURFACE B 2 ;:,, oci DIMENSIONS LENGTH (L) WIDTH(W) ROOF HEIGHT 1ST STORY HT. [WALLS : FRAMING) 8.00' 32.5' 26.0' 6.00' l 0.50• I~ --,--.__ _________ __..~• ~ W =26.0' ~ E·W (LOAD CASE B) GC 1 p (LBS) -0.45 ·14.08 • SEE ASCE 7-10 FIGURE 28.4-1 FOR SURFACE -0.69 -19.45 -0.37 -12.29 -0.45 -14.08 0.40 4 92 -0.29 -10.50 -0.48 -14.75 ·1.07 -27.94 -0.53 -15.87 -0.48 ·14.75 0.61 9.61 ·0.43 ·13.63 SURFACE AREA N-S (LOAD CASE A) E-W (LOAD CASE B) SURFACE#* {FT2) pNORMAL TO SURFACE pHORIZ. COMPONENT p NORMAL TO SURFACE pHORIZ. COMPONENT 1 225 1.834 1.834 -3.172 0 2 379 ·3.886 -1.629 •7.378 0 3 379 -5.395 2.261 ·4.664 0 4 225 ·2.927 2.927 ·3.172 0 5 271 0 0 1.335 1.335 6 271 0 0 ·2.851 2.8S1 lE 51 0.647 0.647 -0.752 0 2E 86 -1.204 •0.505 ·2.400 0 3E 86 -1.524 0.639 -1.363 0 4E 51 ·0.848 0.848 ·0.752 0 SE 28 0 0 0.265 0.265 GE 28 0 0 -0.376 0.376 I = 7.022 K I= 4.827 K DESIGN WIND PRESSURE MIN. = 5.980 K MIN.= 4.784 K N·S E·W AREAvrRT. PROJ. 471 SQFT 299 SQFT p 14.90 PSF 16.14 PSF VERTICAL DISCRIBUTION OF WIND PRESSURE LEVEL N·S (LRFD) E·W (LRFD) N-S {ASD) E-W (ASD) 1ST STORY 156 PLF 121 PLF 94 PLF 73 PLF COASTLINE ENGINEERING LATERAL BRACING ANALYSIS LEVEL DIRECTION GRID LINE lSTSTORY NORTH-SOUTH A TYPE OF LATERAL BRACE WOOD SHEAR WALL DESIGN METHODOLOGY 6.5 2.5 4 0.025h ASO CONTRIBUTING FORCES FROM LEVEL ABOVE GRID LINE I OFFSET MULTIPLIER ~~~~~-~~ SEISMIC LOAD p pF4 DIAPHRAGM 1.0 2.12 PSF CANTILEVERED DIAPH. 1.0 2.12 PSF WIND LOAD SOURCE PRESSURE LOAD FROM LEFT WORST CASE 94 PLF LOAD FROM RIGHT WORST CASE 94 PLF SHEAR WALL SEGMENT LENGTH SEGMENT HEIGHT ASPECT RATIO (REDUCTION IS SEISMIC SHEAR PANEL CAPACITY SEISMIC LOAD TO SEGMENT [WINO LOAD TO SEGMENT SHEAR WALL TYPE [REQUIRED: USED] HOLDOWN SEGMENT LENGTH SEGMENT HEIGHT SEISMIC LOAD TO SEGMENT rwlND LOAD TO SEGMENT UNIFORM DEAD LOAD CONCENTRATED DEAD LOAD 1 (K) [LOAD : LOCATION] CONCENTRATED DEAD LOAD 2 (K) [LOAD: LOCATION] CONCENTRATED DEAD LOAD 3 (K} [LOAD : LOCATION] CONCENTRATED DEAD LOAD 4 (K} [LOAD : LOCATION) ~D -SEISMIC UPLIFT FROM ABOVE (K} [LEFT : RIGHT] ASD -TOTAL SEISMIC UPLIFT (K) [LEFT : RIGHT] ASD -WIND UPLIFT FROM ABOVE (K} [LEFT : RIGHT] ASD -TOTAL WIND UPLIFT (K} [LEFT: RIGHT] ILRFD -SEISMIC UPLIFT FROM ABOVE (K) [LEFT: RIGHT] LRFD -TOTAL SEISMIC UPLIFT (K) [LEFT : RIGHT] lLRFD -WIND UPLIFT FROM ABOVE (K) (LEFT : RIGHT] LRFD -TOTAL WIND UPLIFT (K) [LEFT : RIGHT] lREQUIRED HOLDOWN TYPE [LEFT : RIGHT] AREA 1,09S SQFT DISTANCE TO NEXT BRACE 32.5' LEVEL ABOVE ! = 12' 8' 0.7 : 1 0% 0.097 KLF 0.127 KLF 1 I 1 12' 8' 1.161 K 1.525 K 0.144 KLF -~ - 0.363 0.363 0.513 0.513 0.481 0.481 0.943 0.943 1 1 TRIS. AREA MULTIPLIER 0.5 LOAD 1.525 K 1.525 K ------,~ - VERTICAL LOAD AT EACH END OF SHEAR WALLS {FROM UNFACTORED E/W ONLY) SEISMIC LOAD (WITHOUT p) WIND LOAD 1.695 K TRIS. AREA 548 SQFT LEVEL ABOVE I= ,-,-,~ ,- ,_ ,_ - - LOAD 1.161 K 1.161 K --,_ -~ -,~ -~ -- - --~ - I 1.106 K I I ------------------ 9 of 13 SLOANE ADU 23-007 3/23/2023 I I I : ,- ~ I _______J -I~ _j I _j _j COASTLINE E NGINEERING LEVEL 1ST STORY DIRECTION NORTH-SOUTH GRID LINE B LATERAL BRACING ANALYSIS TYPE OF LATERAL BRACE WOOD SHEAR WALL R ~ Oo -~-------2.5 ~ 4 l!.0 0.025h DESIGN METHODOLOGY ASD CONTRIBUTING FORCES FROM LEVEL ABOVE GRID LINE I OFFSET MULTIPLIER ------ SEISMIC LOAD TRIB. AREA p pF4 AREA MULTIPLIER TRIB. AREA DIAPHRAGM 1.0 2.12 PSF 1,095 SQFT 0.5 548 SQFT CANTILEVERED DIAPH. 1.0 2.12 PSF LEVEL ABOVE I= WIND LOAD DISTANCE TO SOURCE PRESSURE NEXT BRACE LOAD LOAD FROM LEFT WORST CASE 94 PLF 32.5' 1.525 K LOAD FROM RIGHT WORST CASE 94 PLF LEVEL ABOVE I= 1.525 K SHEAR WALL SEGMENT LENGTH 11' (SEGMENT HEIGHT 8' ASPECT RATIO 0.7: 1 rREDUCTION IS SEISMIC SHEAR PANEL CAPACITY 0% SEISMIC LOAD TO SEGMENT 0.106 KLF WIND LOAD TO SEGMENT 0.139 KLF SHEAR WALL TYPE [REQUIRED : USED] 1 I 1 HOLDOWN SEGMENT LENGTH 11' SEGMENT HEIGHT 8' SEISMIC LOAD TO SEGMENT 1.161 K rwlND LOAD TO SEGMENT 1.525 K UNIFORM DEAD LOAD 0.144 KLF ~.- CONCENTRATED DEAD LOAD 1 (K) [LOAD : l OCATION] -~ ,--- CONCENTRATED DEAD LOAD 2 (K) [LOAD : LOCATION] ·~ ~ ~ ,_ ~ CONCENTRATED DEAD LOAD 3 (K) [LOAD : LOCATION) 1.------ ----,- CONCENTRATED DEAD LOAD 4 (K) [LOAD : LOCATION) tASD -SEISMIC UPLIFT FROM ABOVE (K) [LEFT : RIGHT) ASD -TOTAL SEISMIC UPLIFT (K) (LEFT : RIGHT] 0.473 0.473 ASD -WIND UPLIFT FROM ABOVE (K) [LEFT : RIGHT) ASD • TOTAL WIND UPLIFT (K) [LEFT : RIGHT) 0.654 0.654 LRFD -SEISMIC UPLIFT FROM ABOVE (K) [LEFT : RIGHT) LRFD -TOTAL SEISMIC UPLIFT (K) [LEFT : RIGHT] 0.640 0.640 LRFD -WIND UPLIFT FROM ABOVE (K) [LEFT : RIGHT) LRFD -TOTAL WIND UPLIFT (K) [LEFT : RIGHT] 1.172 1.172 REQUIRED HOLDOWN TYPE [LEFT : RIGHT] 1 1 VERTICAL LOAD AT EACH END OF SHEAR WALLS (FROM UNFACTORED E/W ONLY) SEISMIC LOAD (WITHOUT p) WIND LOAD I 1.206 K I I 1.849 K LOAD 1.161 K 1.161 K -- --,- ~ -,~ --,- - ~ 10 of 13 SLOANE ADU 23-007 3/23/2023 I l I l -1 _r---=i -I~ _J _J _J .._J COASTLINE ENGIN EERING LEVEL DIRECTION GRID LINE 1ST STORY EAST-WEST 1 LATERAL BRACING ANALYSIS TYPE OF LATERAL BRACE WOOD SHEAR WALL DESIGN METHODOLOGY 6.5 2.5 4 0.025h ASD CONTRIBUTING FORCES FROM LEVEL ABOVE GRI D LINE I OFFSET MULTIPLIER ----- SEISMIC LOAD p pF4 DIAPHRAGM 1.0 2.12 PSF CANTILEVERED DIAPH. 1.0 2.12 PSF WIND LOAD SOURCE PRESSURE LOAD FROM LEFT WORST CASE 73 PLF LOAD FROM RIGHT WORST CASE 73 PLF SHEAR WALL SEGMENT LENGTH [SEGMENT HEIGHT ASPECT RATIO [REDUCTION IS SEISMIC SHEAR PANEL CAPACITY SEISMIC LOAD TO SEGMENT iwlND LOAD TO SEGMENT SHEAR WALL TYPE [REQUIRED : USED) HOLDOWN SEGMENT LENGTH SEGMENT HEIGHT SEISMIC LOAD TO SEGMENT rvilND LOAD TO SEGMENT UNIFORM DEAD LOAO CONCENTRATED DEAD LOAD 1 (Kl [LOAD : LOCATION] CONCENTRATED DEAD LOAD 2 (Kl [LOAD : LOCATION] CONCENTRATED DEAD LOAD 3 (Kl LOAD : LOCATION] CONCENTRATED DEAD LOAD 4 (K) (LOAD : LOCATION] !ASD -SEISMIC UPLIFT FROM ABOVE (Kl [LEFT : RIGHT] ASD -TOTAL SEISMIC UPLIFT (Kl (LEFT : RIGHT) [ASD -WIND UPLIFT FROM ABOVE (K) (LEFT : RIGHT) ASD -TOTAL WIND UPLIFT (Kl (LEFT : RIGHT] lLRFD -SEISMIC UPLIFT FROM ABOVE (K) [LEFT : RIGHT) LRFD -TOTAL SEISMIC UPLIFT (Kl [LEFT: RIGHT) LRFO -WINO UPLIFT FROM ABOVE (Kl [LEFT : RIGHT] LRFO -TOTAL WIND UPLIFT (K) (LEFT: RIGHT) REQUIRED HOLDOWN TYPE [LEFT : RIGHT) TRIS.AR EA AREA MULTIPLIER TRIB. AREA 1,095 SQFT 0.5 548 SQFT LEVEL ABOVE ,= DISTANCE TO NEXT BRACE LOAD 26' 0.944 K LEVEL ABOVE ,= 0.944 K 14' 8' 0.6 : 1 -0% 0.083 KLF -0.067 KLF 1 I 1 14' 8' 1.161 K 0.944 K 0.347 KLF --,_ ~ -,-- ,-,_ --,_ --~ --- --- --- --- VERTICAL LOAD AT EACH END OF SHEAR WALLS (FROM UNFACTORED E/W ONLY) SEISMIC LOAD (WITHOUT Pl WINO LOAD I 0.948 K I I 0.899 K LOAD 1.161 K 1.161 K -- --,_ --,- - - - 11 of 13 SLOANE ADU 23-007 3/23/2023 I l l I I --=i==:J -1--=:J _J _J I COASTLINE E NGIN EER ING LATERAL BRACING ANALYSIS LEVEL DIRECTION GRID LINE 1ST STORY EAST-WEST 2 TYPE OF LATERAL BRACE WOOD SHEAR WALL DESIGN METHODOLOGY 6.5 2.5 4 0.025h ASD CONTRIBUTING FORCES FROM LEVEL ABOVE OFFSET MULTIPLIER GRID LINE I --------------- SEISMIC LOAD p pF4 DIAPHRAGM 1.0 2.12 PSF CANTILEVERED DIAPH. 1.0 2.12 PSF WIND LOAD SOURCE PRESSURE LOAD FROM LEFT WORST CASE 73 PLF LOAD FROM RIGHT WORST CASE 73 PLF SHEAR WALL SEGMENT LENGTH rsEGMENT HEIGHT ASPECT RATIO fREDUCTION IS SEISMIC SHEAR PANEL CAPACITY - SEISMIC LOAD TO SEGMENT WIND LOAD TO SEGMENT SHEAR WALL TYPE [REQUIRED : USED] HOLDOWN SEGMENT LENGTH SEGMENT HEIGHT SEISMIC LOAD TO SEGMENT UNIFORM DEAD LOAD - CONCENTRATED DEAD LOAD 1 (Kl [LOAD : LOCATION] CONCENTRATED DEAD LOAD 2 (K) [LOAD : LOCATION] CONCENTRATED DEAD LOAD 3 (K) [LOAD: LOCATION) CONCENTRATED DEAD LOAD 4 (Kl [LOAD : LOCATION] ASO • SEISMIC UPLIFT FROM ABOVE (Kl [LEFT : RIGHT} ASD • TOTAL SEISMIC UPLIFT (K) [LEFT: RIGHT] ASD • WIND UPLIFT FROM ABOVE (K) [LEFT : RIGHTI ASD • TOTAL WIND UPLIFT (K) [LEFT : RIGHT] LRFD • SEISMIC UPLIFT FROM ABOVE (K) [LEFT : RIGHT) LRFD • TOTAL SEISMIC UPLIFT (Kl [LEFT: RIGHT) LRFD • WIND UPLIFT FROM ABOVE (K) [LEFT : RIGHT] LRFD • TOTAL WIND UPLIFT (K) [LEFT : RIGHT) REQUIRED HOLDOWN TYPE [LEFT : RIGHTI TRIB. AREA AREA MULTIPLIER 1,095 SQFT 0.5 DISTANCE TO NEXT BRACE LOAD 26' 0.944 K LEVEL ABOVE I= 0.944 K 6' 5' 8' 8' 1.3: 1 1.6 : 1 0% 0% 0.106 KLF 0.106 KLF 0.086 KLF 0.086 KLF 1 I 1 6' 5' 8' 8' 0.633 K 0.528 K 0.515 K 0.429 K 0.347 KLF 0.347 KLF 0.358 0.358 0.452 0.452 0.067 0.067 0.179 0.179 0.464 0.464 0.607 0.607 0.221 0.221 0.391 0.391 1 1 1 1 VERTICAL LOAD AT EACH END OF SHEAR WALLS (FROM UNFACTORED E/W ONLY) TRIB. AREA 548 SQFT LEVEL ABOVE I = LOAD 1.161 K 1.161 K 12 of 13 SLOANE ADU 23-007 3/23/2023 ! I I SEISMIC LOAD (WITHOUT p) I 1.206 K I 1.206 K I WINO LOAD ________ 1.145 K 1.145 K __________ ----~ ~~---~ COASTLINE ENGINEERING SOIL PROPERTIES BEARING PRESSURE INCREASE FOR WIDTH INCREASE FOR DEPTH 2500 PSF MAXIMUM BEARING PRESSURE 2500 PSF CONTINUOUS FOOTING DESIGN GRID LINE 1 LOAD TYPE RLl EWl TRIB. LENGTH 15 8 D 0.203 0.144 Lr 0.300 L MAXIMUM FACTORED LOAD 0.647 KLF REQUIRED FOOTING WIDTH 12" FOOTING DEPTH USED 15" PAD FOOTING DESIGN I I r L - L I I I I I (D+l r) FOUNDATION ANALYSIS MINIMUM FOOTING DIMENSIONS I I I CONTINUOUS FTG. WIDTH PAD FOOTING WIDTH NEW 12" 24" FOOTING DEPTH 15" FOOTING REINFORCEMENT PER PLAN ___J i EXISTING 12" 24" 12" 13 of 13 SLOANE ADU 23-007 3/23/2023 TOTAL 0.347 KLF 0.300 KLF I ~ __J ... MiTek USA, Inc. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 Telephone 916-755-3571 Re: sloane_adu The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Pacific Truss (El Cajon). Pages or heets covered by this seal: R76488484 thru R76488485 My license renewal date for the state of Ca lifornia is September 30, 2024. CBR2023-2947 2806 ATADERO CT LEON: DETACHED ADU (843 SF) #1 2551012400 6/8/2023 May 25 ,2023 Zhao, Xiaoming IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the Jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e .g., loads, supports, dimensions, shapes and design codes), which were given to MiTek or TRENCO. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek or TRENCO has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. CBR2023-2947 , Job Truss Truss Type Qty Ply R76488484 SLOANE_ADU T1 FINK 1 1 Job Reference lootional\ Pacific Truss (El Cajon), ·2--0--0 El CaJon, CA -92021, 6-9-14 8.630 s Nov 19 2022 MiTek lndustnes, Inc. Thu May 2513:59:19 2023 Page 1 ID:Yy8MHAgbdSK1pxlH_WObskzKvYm-RfC?Ps870Hq3NSgPqnl8w3ulTXbGKWrCDoi7J4zJC?f 13--0--0 2-0-0 6-9-14 6-2-2 I 19-2-2 I 26--0--0 I 28--0--0 I 6-2-2 6-9-14 2--0--0 Scale: 1/4"=1' 4x6 = 4 I--8-10-10 8-10-10 17-1-6 26-0--0 8-2-13 8-10-10 LOADING (psi) SPACING-2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vert{LL) -0 15 2-10 >999 240 MT20 220/195 TCDL 20 0 Lumber DOL 1 25 BC 0.83 Vert(CT) -0 58 2-10 >534 180 BCLL O 0 Rep Stress Iner YES WB 036 Horz(CT) 012 6 n/a nla BCDL 10.0 Code IBC2021/TPl2014 Matnx-S Weight 106 lb FT = 20% LUMBER- TOP CHORD BOT CHORD WEBS 2X4 OF No.2 G 2X4 OF No.2 G 2X4 OF Std G BRACING- TOP CHORD BOT CHORD Structural wood sheathing directly applied or 3-2-10 oc purllns Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 2=0-3-8, 6=0-3-8 Max Horz 2=-56(LC 10) Max Grav 2=1516(LC 19), 6=1516(LC 19) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2696/0, 3-4=-2403/0, 4-5=-2403/0, 5-6=-2696/0 BOT CHORD 2-10=0/2417, 8-10=0/1608, 6-8=0/2403 WEBS 3-10=-520187, 4-10=0/881 , 4-8=0/882, 5-8~520/87 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=90mph (3-second gust) Vasd=71mph; TCDL=6.0psf; BCDL=6.0psf: h=25ft; B=45ft; L=26ft; eave=4ft; Cat. II; Exp C; Enclosed; MWFRS {directional) and C-C Exterior(2E)-2-0-0 to 1-0-0, lnterior(1) 1-0-0 to 13-0-0, Exterior(2R) 13-0-0 to 16-0-0 , lnterior(1) 16-0-0 to 28-0-0 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reaclions 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, with BCDL = 10.0psf. 5) A plate rating reduction of 20% has been applied for the green lumber members. A, WARNING . Verify design pa1ame1ers end READ NOTES ON THIS AND INCLUDED MITEK REFERFNCE PAGE Mll•7473 rev 511912020 BEFORE USE Design valld for use only with MiTek® connectors. Thia design la based onty upon parameters shown, and Is for an indlvidual buikjing comPonent. not a trua& system. Before use, the b1,1ilding designer must verify the applicability of design parameters end properly lnoorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of indivktual truss web and/or chord membef8 only. Additional temporary and permanent bracing Is always required for slabllity and to prevent collapse with possible pet80nal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erecl:K)n and bracing of trusses end truss systems, see ANSlffP/1 Quallty Criteria, DSB-89 and SCSI Building Component Safety Information avatlable from Truss Plale lnslltule, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 May 25,2023 Mii" Milek· MIT ek USA, Inc. 400 $1,.mrise Avenue, Suite 270 Rosev111e r-.A oss•1 ' Job Truss Truss Type Qty Ply R76488485 SLOANE_ADU T1A GABLE 1 1 Job Reference (ootionall Pacific Truss (El CaJon), -2-0-0 El CaJon, CA • 92021, 6-9-14 8.630 s Nov 19 2022 Milek lndustnes, Inc. Thu May 25 13:59:20 2023 Page 1 ID:Yy8MHA9bdSK1 pxl H _ WObskzKvYm-Rf C?PsB70Hq3NSg PqnL8w3u ITXbGKWrCDoi7 J4zJC?f 13-0-0 2-0-0 6-9-14 6-2-2 I 19-2-2 I 26-0-0 I 28-0-0 I 6-2-2 6-9-14 2-0-0 4x6 = 4 3x4 = 8-10-10 8-10-10 ---j 17-1-6 8-2-13 LOADING (psi) TCLL 20.0 TCDL 20.0 SPACING-2-o-0Tfs1. Plate Grip DOL 1.25 TC 0.54 Lumber DOL 1.25 BC O 83 DEFL. Vert(LL) Vert(CT) BCLL O 0 Rep Slress Iner YES WB 0.36 Horz(CT) MT20 1.5x3 ON EACH FACE OF BOTH ENDS OF UN-PLATED MEMBERS OR EQUIVALENT CONNECTION BY OTHERS. 3x4 = 26-0-0 8-10-10 in (loc) 1/defl Ud PLATES -0 15 2-10 >999 240 MT20 -0 58 2-10 >534 180 012 6 n/a nla Scale: 1/4"=1' GRIP 220/195 BCDL 10.0 Code IBC2021/TPl2014 Malnx-S Weight 141 lb FT = 20% LUMBER- TOP CHORD BOT CHORD WEBS OTHERS 2X4 DF No.2 G 2X4 DF No.2 G 2X4 OF Std G 2X4 DF Sid G BRACING- TOP CHORD BOT CHORD Structural wood sheathing directly applied or 3-2-10 oc purllns Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 2=0-3-8, 6=0-3-8 Max Horz 2=-56(LC 10) Max Grav 2=1516(LC 19), 6=1516(LC 19) FORCES. (lb)• Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2696/0, 3-4=-2403/0, 4-5=-2403/0, 5-6~2696/0 BOT CHORD 2-10=0/2417, 8-10=0/1608, 6-8=0/2403 WEBS 3-10=-520/87, 4-10=0/881 , 4-8=0/882, 5-8=-520/87 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=90mph (3-second gust) Vasd=71mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=26ft; eave=4ft; Cat. II; Exp C; Enclosed: MWFRS (directional) and C-C Exterior(2E)-2-0-0 to 1-0-0, lnterior(1) 1-0-0 to 13-0-0, Exterior(2R) 13-0-0 to 16-0-0 , lnterior(1) 16-0-0 to 28-0-0 zone; cantilever left and right exposed : end vertical left and right exposed:C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1 .60 plate grip DOL=1.60 3) Truss designed for wind loads In the plane of the truss only. For studs exposed to wind (normal to the face). see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Gable studs spaced at 2-0-0 oc. 5) This truss has been designed for a 10.0 psf 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, with BCDL = 10.0psf. 7) A plate rating reduction of 20% has been applied for the green lumber members. £ WARNING -Vcnfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REfERENCE PAGE M11•747~t rev 5/1Ql2020 BEFORE USE Design valid for use only with MITok® connectors. This design is based only upon parameters shown, and is fOf an individual bulldlng oomponenl. not a truss system. Before use, the bu0dlng designer must verify the applicability of design parameters and properly lnoorporale thle design Into the overall building design. Bracing incliceled Is to prevent buckling of Individual truss web and/or chord members only. Addltional temparary and permanent bracing Is always required for stability and lo prevent ool/apse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSlllP/1 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Tru68 Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MO 20601 May 25,2023 Nil. Milek· MIT ek USA, Inc. 400 Sunrise Avenue. Suite 270 Roeevllle f'.A 9'"°' Symbols PLATE LOCATION AND ORIENTATION Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. For 4 x 2 orientation, locate plates 0-~, ... from outside edge of truss. This symbol indicates the required direction of slots in connector plates. • Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE 4x4 The first dimension is the plate width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION BEARING Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI 1: National Design Specification for Metal DSB-89: BCSI: Plate Connected Wood Truss Construction. Design Standard for Bracing. Building Component Safety Information, Guide to Good Practice for Har:,dling, Installing & Bracing of Metal Plate Connected Wood Trusses. 0 a:: 0 I (.) a.. 0 f-- Nu n1 6-4-8 t_; r 1 g System I dimensions shown in ft-in-sixteenths (Drawings not to scale) 2 3 TOP CHORDS ., u BOTTOM CHORDS 8 7 6 5 0 a:: 0 I (.) a.. 0 f-- JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports ESR-1311 , ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved Milek Engineering Reference Sheet: Mll-7473 rev. 5/19/2020 General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor. property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locafions are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant. preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or puriins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 1 Oft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. 21.The design does not take into account any dynamic or other loads other than those expressly stated. SB Consultants, Inc. Geotechnical-Concrete-Forensic Engineering Services 619-922-3302 To: Mrs. Christie Sloane christiesloa ne@hotmaii.com Subject: Mrs. Sloane, Limited Geotechnical Investigation New One-Story Accessory Dwelling Unit 2806 Atadero Ct. Carlsbad, CA 92009 Job No. 221119 November 29, 2022 In accordance with your request, we have conducted a geotechnical investigation for the proposed development for the property located at 2806 Atadero Court, Carlsbad, CA. The scope of work performed for this investigation was as follows: • Review of background geologic maps and other information, • Subsurface exploration, • Laboratory soil testing, • Geotechnical analysis and preparation of this report summarizing our findings and conclusions and presenting recommendations for design and construction of building foundations and floor slabs, retaining walls, and other geotechnical parameters as well as recommendations for site grading and other geotechnical aspects of construction. SITE DESCRIPTION The site location is shown on the attached Vicinity Map, Figure 1. For purposes of this report, the front of the property faces south towards Atadero Court. The site is a rectangular-shaped parcel with an area of 0.31 acres. The property is bordered by other residential properties to the north, east, and west and Atadero Court to the south. The properties to the east and west are near the same building pad elevation, and Atadero is a few feet lower. The property to the north iis 18 feet higher with the elevation change accomplished by an approximate 3:1 {Horizontal to Vertical) slope and 2.5-feet high concrete masonry unit (CMU) wall at the toe of the slope. Limited Geotechnical Investigation New Accessory Dwelling Unit 2806 Atadero Court Carlsbad, CA 92009 Vegetation consists of shrubs, turf, and mature palms. PROPOSED CONSTRUCTION AND SCOPE OF WORK Page2 Job No. 221119 November 29, 2022 Based on our review of the preliminary plans by Specialty Home Improvement and our discussions with you, the proposed building will consist of a new one-story, 806-sft accessory dwelling unit (ADU). The ADU will be situated in the backyard below the slope and near the northeast corner of the flat portion of the pad. In addition, a 3-feet high retaining wall is proposed near the lower portion of the slope to create a level pad area for a 100-sft storage shed. Figure 2 provides a layout of the project. The ADU and shed will be supported on continuous and isolated pad footings with slab-on- grade floors . The structures will be wood-framed. Site grading will consist primarily of excavation for the perimeter footings and removal and recompaction of near-surface soils, to a maximum depth of 1 foot for the ADU and up to 2 feet in the area of the shed. SUBSURFACE EXPLORATION The subsurface exploration was performed on November 19, 2022, and consisted of hand excavating 4 borings to a maximum depth of 4 feet where practical refusal was encountered on dense, sandstone bedrock. The approximate locations of the excavations are shown on Figure 2. The excavations were logged and sampled by a licensed engineer. The logs of the excavations are presented on Figures 3a-b. LABORATORY SOIL TESTING Laboratory testing was performed on soil samples obtained from the borings and consisted of in-place moisture content tests. The results of the tests are presented on the boring logs. SUBSURFACE FINDINGS The site is underlain by a layer of fill in turn underlain by sedimentary sandstone bedrock. These materials are presented herein in order of increasing age. SBCI Geotechnical-Concrete-Forens:lc Eng::lneer:lng Services Since 2000 5215 La Jolla Hermosa Ave., La Jolla, CA 92037 Limited Geotechnical Investigation New Accessory Dwelling Unit 2806 Atadero Court Carlsbad, CA 92009 Fill (Qf): Page3 Job No. 221119 November 29, 2022 Fill soils were encountered to a maximum depth of approximately 1.3 feet in the area of the ADU. Fill soils were encountered to a maximum depth of 2 feet in the area of the proposed shed and are associated with the backfilling of the existing CMU wall. As observed upslope of the wall at B-1, the fill extends approximately 1.3 feet below existing grade. The fill consisted of gray and yellow-brown, damp, loose, silty sand with roots. The fill has a very low expansion potential (El<21) based on visual observations and experience with similar materials in the area. Table 1 provides a breakdown of expansion classifications. TABLE 1 EXPANSION CLASSIFICATION BASED ON EXPANSION INDEX ASTM D4829 Expansion Index (El) Expansion CBC Expansion Classification Classification 0-20 Very Low Non-Expansive 21-50 Low 51-90 Medium 91-130 High Expansive Greater Than 130 Very High The fill is not suited for the support of the proposed development but can be reused as compacted, engineered fill. The fill will require removal and recompaction. Santiago Formation (Tsa): Natural sedimentary bedrock designated as Santiago Formation was encountered below the fill. As observed, the natural soils consisted of light brown and orange-brown, damp, dense sandstone. The bedrock has a very low expansion potential (El<21) based on visual observation and experience with similar soils in the area. SBCI Geotechnical-Concrete-Forenaic Engineering Services Since 2000 5215 La Jolla Hermosa Ave., La Jolla, CA 92037 Limited Geotechnical Investigation New Accessory Dwelling Unit 2806 Atadero Court Carlsbad, CA 92009 GEOLOGY Page4 Job No. 221119 November 29, 2022 The subject site is located within the Peninsular Ranges Geomorphic Province of California. This province is generally comprised of northwest-southeast trending structural blocks and extends 930 miles from Baja California to Southern California. Within San Diego County, the coastal portion of the province varies from upper Cretaceous-aged to Tertiary-aged (1.8 million to 65 million years) bedrock units that have been deposited within a northwest-trending basin known as the San Diego Embayment. Within the San Diego coastal margin, marine terrace deposits associated with a combination of sea -level changes and geologic uplift blanket large portions of the area. These deposits generally consist of marine, beach, and lagoonal facies and range from early to mid- Quaternary-aged (45,000 to 1.5 million years) and are designated in geologic literature as Paralic Deposits. According to geologic literature, the site is underlain by middle Eocene-aged sedimentary bedrock designated as Santiago Formation. SEISMICITY No known active faults traverse the property according to our review of published and unpublished literature. It should be noted that much of Southern California, including the San Diego County area, is characterized by a series of Quaternary-age fault zones, which typically consist of several individual, en echelon faults that generally strike in a northerly to northwesterly direction. Some of these fault zones (and the individual faults within the zones) are classified as active while others are classified as only potentially active, according to the criteria of the California Division of Mines and Geology (currently California Geological Survey; CGS, 2018). Active fault zones are those that have shown conclusive evidence of faulting during the Holocene Epoch (the most recent 11,700 years), while potentially active fault zones have demonstrated movement during the Pleistocene Epoch (11,700 to 2.6 million years before the present) but no movement during Holocene time. SBCI Geotechnical-Concrete-Forenaic Eng:lneering Services Since 2000 5215 La Jolla Hermosa Ave., La Jolla, CA 92037 Limited Geotechnical Investigation New Accessory Dwelling Unit 2806 Atadero Court Carlsbad, CA 92009 PageS Job No. 221119 November 29, 2022 Rupturing of the ground is not likely due to the absence of known, active fault traces within the project limits. Due to the generally active seismicity of Southern California, however, the possibility for ground lurching or rupture cannot be completely ruled out. LANDSLIDE POTENTIAL AND SLOPE STABILITY A review of the geologic hazards map indicates there are no known, deep, or suspected ancient landslides located on the site. Features typical of landsliding were not observed on the property. Indications of clay beds were not observed in our borings or on the slope face. Due to the competent nature of the underlying, sedimentary bedrock and gentle relief, landslide hazards do not appear to present a significant risk to the proposed project. With the proposed 3 feet retaining wall near the bottom of the slope, the slope will possess a factor of safety of at least 1.5 for gross and surficial stability. The near-surface soils on the slope (0-1 ft) are prone to erosion. Proper drainage, landscaping, and irrigation will reduce the erosion potential. GROUNDWATER Groundwater was not encountered and is anticipated to be more than 40 feet below existing grade. A perched groundwater condition should be anticipated near the contact between the fill and natural sandstone during extended rainfall and/or heavy irrigation. CORROSIVITY TO CONCRETE AND METAL Corrosion testing was not performed on the on-site soils. Based on our experience, onsite soils should be considered as having negligible sulfate content with respect to exposure to concrete. The onsite soils are also considered corrosive to buried metals. SBCI Geotechnical-Concrete-Forensic Engineering Services Since 2000 5215 La Jolla Hermosa Ave., La Jolla, CA 92037 Limited Geotechnical Investigation New Accessory Dwelling Unit 2806 Atadero Court Carlsbad, CA 92009 Page6 Job No. 221119 November 29, 2022 SBCI is not a corrosion consultant and does not provide recommendations related to corrosion. Laboratory testing should be performed at the completion of grading by the project corrosion engineer to evaluate the corrosion characteristics of the graded soils. SEISMIC DESIGN VALUES Seismic design values are presented on Figure 4. CONCLUSIONS AND RECOMMENDATIONS The site is suitable for construction of the proposed development, provided the following recommendations are incorporated into the design and construction of the project. 1. GRADING AND EARTHWORK • Site Clearing All debris, concrete, and organic materials, including roots and root balls, should be removed from the site. • Removal of Loose Surface Soils and Elimination of Cut/Fill Transition For the ADU and surrounding exterior concrete slabs and to a distance of at least 4 feet outside these improvement limits (where space permits), removals shall be performed to a depth of 1 foot below existing grade. The removal bottom shall slope a minimum of 1 percent dipping down to the south. The shed will be situated over both cut sandstone and compacted fill. This condition is referred to as a cut to fill transition and should be eliminated. The shed's footings shall be entirely underlain by a minimum of 1.5 feet of compacted fill or cut bedrock. As an alternative, the fill portion of the pad can be recompacted to 95 percent relative compaction . Actual removal depths may be greater based on conditions encountered and shall be confirmed during grading by the engineering firm providing geotechnical services. SBCI Geotechnical-Concrete-Forenaic Engineering Services Since 2000 5215 La Jolla Hermosa Ave .• La Jolla, CA 92037 Limited Geotechnical Investigation New Accessory Dwelling Unit 2806 Atadero Court Carlsbad, CA 92009 • Excavation and Soil Characteristics Page7 Job No. 221119 November 29, 2022 Excavation of the fill and natural soils should be possible with moderate effort using conventional, heavy-duty equipment. • Fill Suitability The natural soils may be reused as compacted fill, provided they are free of debris, concrete, organic materials, clay, and rocks or cobbles over 6 inches in dimension. Any import fill soils should be predominantly sandy with a very low expansion index (El less than 21) and approved by the engineering firm providing geotechnical services. • Temporary Excavations and Slopes Temporary cut slopes and excavations may be excavated vertically to a maximum height of 4 feet. Temporary cut slopes and excavations greater than 4 feet in height should be inclined no steeper than 3/4:1 (horizontal to vertical). • Compaction and Method of Filling The exposed subgrade soils at the bottom of the soil removal areas shall be scarified to a depth of 6 to 8 inches, moisture conditioned slightly above the soils' optimum moisture content, and compacted to at least 90 percent relative compaction in the ADU and surrounding hardscape areas. For the shed, the existing fill shall be removed, moisture conditioned slightly above the soils' optimum moisture content, and compacted to at least 95 percent relative compaction per ASTM 01557. Care should be taken adjacent to the existing retaining wall during fill compaction. Hand- operated equipment should be considered. Compaction equipment should not be used within 1.5 feet of the existing CMU wall. Fill soils should be placed soils in 6-to 8-inch thick lifts, moisture conditioned slightly above the soils' optimum moisture content, and compacted by mechanical means to a minimum relative compaction of 90 percent (per ASTM 01557). SBCI Geotechnical-Concrete-Forenaic Engineering Services Since 2000 5215 La Jolla Hermosa Ave., La Jolla, CA 92037 Limited Geotechnical Investigation New Accessory Dwelling Unit 2806 Atadero Court Carlsbad, CA 92009 Page8 Job No. 221119 November 29, 2022 Utility trench backfill should be compacted to at least 90 percent relative compaction. Approximately 10 to 12 percent shrinkage resulting from recompacting the on-site soils is anticipated but may be more. All grading, fill placement, and compaction should be performed in accordance with the grading requirements of the City of Carlsbad, CBC, and this report. Fill placement and compaction should be observed and tested as necessary by the engineering firm providing geotechnical services. 2. FOUNDATIONS The recommended foundation design parameters and guidelines are considered minimums. They do not preclude more restrictive criteria, which the governing agency or structural engineer may require . The architect or structural engineer should evaluate the foundation configurations and reinforcement requirements for structural loading, concrete shrinkage, and temperature stress; • Footing Type and Depth The proposed structures may be supported on continuous and/or individual spread footings bearing in properly recompacted, engineered fill or dense, natural soils. Footings for the proposed structures shall extend a minimum of 15 inches below lowest adjacent grade. Continuous footings shall have a minimum width of 12 inches. Individual footings shall have a minimum width of 18 inches. • Setbacks Footings shall not be supported vertically or laterally by soils behind retaining walls. Foundations for the shed shall extend a minimum of 12 inches below a 1:1 projection up from the base of adjacent retaining wall. SBCI Geotechnical-Concrete-Forenaic Engineering Services Since 2000 5215 La Jolla Hermosa Ave., La Jolla, CA 92037 Limited Geotechnical Investigation New Accessory Dwelling Unit 2806 Atadero Court Carlsbad, CA 92009 Page9 Job No. 221119 November 29, 2022 Footings shall be set back a minimum of 8 feet from descending slopes. The setback is measured horizontally from the bottom edge of the footing to the slope face. • Allowable Soil Bearing Pressure Footings may be designed for an allowable, dead plus live load bearing pressure of 2,500 psf, with a one-third increase for short-term, wind, or seismic loads. • Footing Reinforcing Minimum reinforcing of continuous footings should consist of four No. 4 rebars placed two at the top of the footing and two at the bottom of the footing. Individual footings should be reinforced with a grid of No. 4 rebars spaced 12 inches on centers (each way) and placed on concrete blocks at the bottom of the footing. Reinforcing steel should have a minimum concrete cover of 3 inches. • Lateral Load Resistance A passive soil resistance equal to an equivalent fluid pressure of 250 psf /ft may be used for properly compacted, engineered fill. The upper 6 inches should be omitted unless the surface is finished with concrete. A coefficient of friction between concrete and soil of 0.35 may also be used. If passive and friction values are used together, the passive value should be reduced by one-third. • Cleaning and Inspection of Footing Excavations Footing depths should be verified by the engineering firm providing geotechnical services prior to the placement of reinforcing steel. Footing excavations should be thoroughly cleaned of loose soils prior to inspection and pouring of concrete. • Anticipated Footing Settlement Anticipated total and differential settlements should be less than 1/2-inch. SBCI Geotechnical-Concrete-Forenaic Engineering Services Since 2000 5215 La Jolla Herm.oaa Ave., La Jolla, CA 92037 Limited Geotechnical Investigation New Accessory Dwelling Unit 2806 Atadero Court Carlsbad, CA 92009 Page 10 Job No. 221119 November 29, 2022 It should be recognized that minor cracks normally occur in concrete slabs and foundations due to shrinkage during curing and/or redistribution of stresses, and some cracks may be anticipated. Such cracks are not necessarily an indication of excessive vertical movements. 3. CONCRETE SLABS The recommended concrete slab parameters are considered minimums. They do not rule out more restrictive requirements, which the governing agency or structural engineer may require. The architect or structural engineer should evaluate the reinforcement requirements for structural loading, concrete shrinkage, and temperature stress. • Interior Floor Slabs Unless otherwise specified by the project's structural engineer, interior floor slabs shou Id be at least 5 inches thick and reinforced with No. 3 rebars spaced at 18 inches on centers in two directions and placed near the upper 1/3 of the slab. Interior floor slabs should be underlain by 2 inches of clean sand, over a 10-mil visqueen moisture barrier, placed over a 4-inch layer of sub-rounded gravel. All visqueen products, laps, and splices should be in accordance with standard industry practices and CBC requirements. In moisture-sensitive floor areas, 15-mil Stego Wrap is recommended. To reduce permeability, floor slab concrete should have a minimum compressive strength of 3,000 psi and maximum water-cement ratio of 0.5. No specia I inspection of concrete is required. Following placement of concrete floor slabs, sufficient drying time must be allowed prior to placement of floor coverings. Premature placement of floor coverings may result in degradation of adhesive materials and loosening of the finish floor materials. Prior to installation, standardized testing (calcium chloride test and/or relative humidity) can be performed to determine if the slab moisture emissions are within the limits recommended by the manufacturer of the specified floor-covering product. SBCI Geotechnical-Concrete-Forenaic Engineering Services Since 2000 5215 La Jolla Hermosa Ave., La Jolla, CA 92037 Limited Geotechnical Investigation New Accessory Dwelling Unit 2806 Atadero Court Carlsbad, CA 92009 Page 11 Job No. 221119 November 29, 2022 Brittle finishes placed on the new slabs may crack. If tile is placed, slip sheets should be considered in all floor tile areas to reduce the potential of slab cracks reflecting up through the tile finishes. • Exterior Concrete Slabs Exterior concrete slabs shall be the same as recommended for interior concrete slabs, but the visqueen and gravel can be omitted. Crack control joint spacing should not exceed 10 feet in any direction for both exterior slabs and curbs. Control joints should be placed within 8 hours of concrete placement. 4. RETAINING WALLS • Footing Type, Depth, and Setback The proposed retaining wall shall be supported on continuous footings bearing in dense, natural sandstone. Footings should have a minimum depth of 15 inches below lowest adjacent soil grade or 12 inches into dense, natural sandstone, whichever is deeper. Footings should not be supported in soils behind other retaining walls. Foundations shall extend a minimum of 12 inches below a projection of 1:1 (Horizontal to Vertical) up from the bottom of adjacent retaining wall footings. Footings shall have a minimum setback of 8 feet. The setback is measured horizontally from the bottom edge of the footing to the slope face. • Allowable Soil Bearing Pressure Footings in dense, natural soils may be designed for an allowable, dead plus live load bearing pressure of 3,000 psf, with a one-third increase for short-term, wind, or seismic loads. • Footing Reinforcing The project structural engineer shall specify the footing reinforcing steel requirements. Reinforcing steel should have a minimum concrete cover of 3 inches. SBCI Geotechnical-Concrete-Forenalc Engineering Services Since 2000 5215 La Jolla Hermosa Ave., La Jolla, CA 92037 Limited Geotechnical Investigation New Accessory Dwelling Unit 2806 Atadero Court Carlsbad, CA 92009 • Lateral Load Resistance The following passive soil resistances can be used for design: Lateral Load Resistance Soil Conditions Passive Soil Resistance (psf /ft) Engineered Fill 250 psf/ft Dense, Natural Soils 350 psf/ft Page 12 Job No. 221119 November 29, 2022 A coefficient of friction between concrete and soil of 0.35 may also be used. If passive and friction values are used together, the passive value should be reduced by one-third. • Cleaning and Inspection of Footing Excavations Footing depths should be verified by the engineering firm providing geotechnical services prior to the placement of reinforcing steel. Footing excavations should be thoroughly cleaned of loose soils prior to inspection and pouring of concrete. • Anticipated Footing Settlement Anticipated total and differential settlement of less than ½-inch is estimated. • Lateral Earth Pressures The following equivalent fluid soil pressures may be used for design of the new retaining walls for soils having a very low expansion index (El<21). Lateral Earth Pressures Slope of Backfill Active Pressure (psf/ft) At-Rest Pressure (psf /ft) Notes: Level 38 55 2.5:1 so 70 Soil density = 125 pcf Active equivalent fluid soil pressure: free to rotate, no surcharge from adjacent footings SBCI Geotechnical-Concrete-Forenaic Engineering Service■ Since 2000 5215 La Jolla Hermosa Ave., La Jolla, CA 92037 Limited Geotechnical Investigation New Accessory Dwelling Unit 2806 Atadero Court Carlsbad, CA 92009 At-rest equivalent fluid soil pressure, restrained retaining wall, no rotation, no surcharge from adjacent footings and near reentrant corners of free to rotate walls • Surcharge Loads Page 13 Job No. 221119 November 29, 2022 Retaining walls shall be designed to resist horizontal pressures that are generated by surcharge loads. Where an imaginary 1:1 plane projecting downward from the outermost edge of a surcharge load or foundation intersects a retaining wall, that portion of the wall below the intersection should be designed for an additional horizontal load from a uniform pressure equivalent of 0.3Q psf where Q = the surcharge pressure of adjacent building or construction loads. The additional horizontal load shall be taken as O.SQ psf for retaining walls that are restrained from rotation at the top (restrained condition). Q may be assumed to be 250 psf unless otherwise determined. • Wall Drainage and Moisture-Proofing The above retaining wall soil values assume retaining walls will be properly waterproofed and drained in accordance with section 1805 of the CBC. Waterproofing should be designed by the project architect or specialty waterproofing contractor. A typical wall drainage schematic is shown on Figure 5. Specifications for Class 2 Permeable Material are also presented on Figure 5. Class 2 Permeable Material is a mixture of sand and gravel and is not the same as Class 2 road base. Gravel and Class 2 materials shall be separated from soil with a non-woven filter fabric (such as Mirafi 140N or better). Geocomposites can be used in place of gravel/permeable base. Drainage systems should be terminated within 1.5 feet of finished soil grade. A perforated 4-inch diameter pipe should be placed near the base of retaining walls and drained at a gradient of at least 0.5 percent to an approved outlet. Drainage pipes placed behind basement walls shall be a minimum of 6 inches below the bottom of the interior slab- on-grade. We recommend SDR-35 PVC pipe or better. All joints should be glued and taped. The pipe should be encased in a filter sock. The drain system behind the wall should collect all drainage water and dispose of it at an approved outlet. SBCI Geotechnical-Concrete-Forensic Engineering Services Since 2000 5215 La Jolla Hermosa Ave., La Jolla, CA 92037 Limited Geotechnical Investigation New Accessory Dwelling Unit 2806 Atadero Court Carlsbad, CA 92009 5. DRAINAGE, LANDSCAPING, AND EROSION CONTROL Page 14 Job No. 221119 November 29, 2022 Surface water should not be allowed to pond next to the building or along the top of retaining walls. Surface drainage shall not flow over the top of retaining walls. Finished grades should slope and be maintained at a minimum of 2 percent away from the buildings, patios and retaining walls for a minimum of 8 feet away from the structure where the water should be captured by surface drains or directed to an approved outlet. Roof gutters and downspouts connecting to solid outlet pipes are recommended for both buildings. Drainage water should be discharged to an approved outlet. Solid-walled drainage pipes should be a minimum of 3 inches in diameter, schedule 40 or better, and with all joints glued and taped. Surface erosion on the slope can be reduced by proper irrigation and landscaping. In general, we recommend drought tolerant, deep rooted plants. We defer to a qualified landscape architect, however, in providing specific recommendations for the site. In addition, appropriate erosion-control measures shall be taken at all times during construction to prevent surface runoff waters from entering footing excavations, ponding on finished building pad or pavement areas, or running uncontrolled over the tops of newly- constructed cut or fill slopes. Appropriate Best Management Practice (BMP) erosion control devices should be provided in accordance with local and federal governing agencies. 6. REVIEW OF BUILDING PLANS Final building plans should be reviewed by SBCI to ensure that they conform with the recommendations presented in this report. The recommendations presented in this report may be amended based on the plan review. SBCI Geotechnical-Concrete-Forenalc Engineering Services Since 2000 5215 La Jolla Hermosa Ave., La Jolla, CA 92037 Limited Geotechnical Investigation New Accessory Dwelling Unit 2806 Atadero Court Carlsbad, CA 92009 7. ADDITIONAL TESTING Page 15 Job No. 221119 November 29, 2022 The finished grade soils should be tested for expansion potential, pH, chlorides, soluble sulfate content, and minimum resistivity to confirm the assumptions in this report. The recommendations presented in this report may be amended based on the testing results. 8. SAFETY It should be noted that the contractor is solely responsible for the support of the existing building and designing and constructing stable, temporary excavations and may need to shore, slope, or bench the sides of trench excavations as required to maintain the stability of the excavation sides where friable sands or loose soils are exposed. The contractor's "responsible person," as defined in the OSHA Construction Standards for Excavations, 29 CFR, Part 1926, should evaluate the soi l exposed in the excavations as part of the contractor's safety process. In no case should slope height, slope inclination, or excavation depth, including utility trench excavation depth, exceed those specified in local, state, and federal safety regulations. Actual safe slope angles should be verified by the engineering consultant at the time of excavation. LIMITATIONS The recommendations and opinions expressed in this report reflect our best interpretation of the project requirements based on an evaluation of the subsurface soil conditions encountered at the subsurface exploration locations performed and on the assumption that the soil conditions do not deviate appreciably from those encountered. It should be recognized that the performance of the foundations may be influenced by undisclosed or unforeseen variations in the soil conditions that may occur in the intermediate and unexplored areas. Any unusual conditions not covered in this report that may be encountered during site development should be brought to the attention of the engineering firm providing geotechnical services so that modifications can be made, if necessary. This office should be advised of any changes in the project scope or proposed site grading so that we may determine if the recommendations contained herein are appropriate. It should be verified in writing if the recommendations are found to be appropriate for the proposed changes, or our recommendations should be modified by a written addendum. SBCI Geotecbnical-Concrete-Forensic Engineering Services Since 2000 5215 La Jolla Hermosa Ave., La Jolla, CA 92037 Limited Geotechnical Investigation New Accessory Dwelling Unit 2806 Atadero Court Carlsbad, CA 92009 Page 16 Job No. 221119 November 29, 2022 In the performance of our professional services, we comply with that level of care and skill ordinarily exercised by members of our profession currently practicing under similar conditions and in the same locality. The client recognizes that subsurface conditions may vary from those encountered at the locations where our borings, surveys, and explorations are made and that our data, interpretations, and recommendations are based solely on the information obtained by SBCI. We will be responsible for those data, interpretations, and recommendations but shall not be responsible for the interpretations by others of the information developed. This report provides no warranty, either expressed or implied, concerning future building performance. Future damage from geotechnical or other causes is a possibility. It is the responsibility of the stated client or their representatives to ensure that the information and recommendations contained herein are brought to the attention of the structural engineer and architect for the project and incorporated into the project's plans and specifications. It is further their responsibility to take the necessary measures to ensure that the contractor and his subcontractors carry out such recommendations during construction. This report should be considered valid for a period of two years and is subject to review and possible changes following that time. This opportunity to be of service is appreciated. Respectfully submitted, Scott C. Burns, PE Principal Engineer SBCI Geotechnical-Concrete-Forenaic Engineering Services Since 2000 5215 La Jolla Hermosa Ave., La Jolla, CA 92037 Limited Geotechnical Investigation New Accessory Dwelling Unit 2806 Atadero Court Carlsbad, CA 92009 ATTACHMENTS • Figure 1-Site Location • Figure 2 -Excavation Location Map • Figure 3 -Excavation Logs 8-1 through 8-4 • Figure 4 -Seismic Design Parameters • Figure 5 -Retaining Wall Dra inage Schematic SBCI Page 17 Job No. 221119 November 29, 2022 Geotecbnical-Concrete-Forensic Engineering Services Since 2000 5215 La Jolla Hermosa Ave., La Jolla, CA 92037 Limited Geotechnical Investigation New Accessory Dwelling Unit 2806 Atadero Court Carlsbad, CA 92009 N NO SCALE FIGURE 1 VICINITY MAP Page 18 Job No. 221119 November 29, 2022 SITE LOCATION 2806 Atadero Ct., Carlsbad, CA 92009 SBCI Geotechnical-Concrete-Forensic Engineering Services Since 2000 5215 La Jolla Hermosa Ave., La Jolla, CA 92037 Limited Geotechnical Investigation New Accessory Dwelling Unit 2806 Atadero Court Carlsbad, CA 92009 FIGURE 2 Page 19 Job No. 221119 November 29, 2022 EXCAVATION LOCATIO:N AND GEOLOGIC MAP SCHEMATIC ONLY Proposed ~ Retaining Wall El Proposed Shed Proposed 8 ADU ~ LEGEND B-4 APPROXIMATE LOCATION OF EXPLORATORY BORING Qf/Tsa = FILL OVER SANTIAGO FORMATION SBCI Geotechnical-Concrete-Forenaic Engineering Services Since 2000 5215 La Jolla Hermosa Ave., La Jolla, CA 92037 Limited Geotechnical Investigation New Accessory Dwelling Unit 2806 Atadero Court Carlsbad, CA 92009 Page 20 Job No. 221119 November 29, 2022 Depth (ft.) 0-1.33' @ 1.33' Depth (ft.) 0-2' @2' FIGURE 3a LOGS OF EXCAVATIONS B-1 Description Fill (Qf): Gray and orange-brown, slightly moist, loose, silty sand with roots Santiago Formation (Tsa): Light gray and yellow-brown, damp, dense sandstone (very little to no silt or clay) Excavated and backfilled 11/19/22 No groundwater encountered B-2 Description Fill (Qf): Gray and orange-brown, slightly moist, loose, silty sand with roots (backfill behind retaining wall) Santiago Formation (Tsa): Light gray and yellow-brown, damp, dense sandstone (very little to no silt or clay) Excavated and backfilled 11/19/22 No groundwater encountered MC = Moisture Content SBCI Geotechnical-Concrete-Forensic Engineering Services Since 2000 5215 La Jolla Hermosa Ave., La Jolla, CA 92037 MC 4.8% 4.3% MC 4.6% 4.4% Limited Geotechnical Investigation New Accessory Dwelling Unit 2806 Atadero Court Carlsbad, CA 92009 Page 21 Job No. 221119 November 29, 2022 Depth (ft.) 0-0.33' 0.33-1.33' @ 1.33' Depth (ft.) 0-0.75' @ 0.75' Fill (Qf): FIGURE 3b LOGS OF EXCAVATIONS B-3 Description Dark gray, dry, loose, silty sand with organics and roots Gray and orange-brown, slightly moist, loose, silty sand with roots Santiago Formation (Tsa): Light gray and yellow-brown, damp, dense sandstone (very little to no silt or clay) Fill (Qf): Excavated and backfilled 11/19/22 No groundwater encountered B-4 Description Gray and orange-brown, slightly moist, loose, silty sand with roots Santiago Formation (Tsa): Light gray and yellow-brown, damp, dense sandstone (very little to no silt or clay) Excavated and backfilled 11/19/22 No groundwater encountered SBCI Geotechnical-Concrete-Forensic Engineering Services Since 2000 5215 La Jolla Hermosa Ave., La Jolla, CA 92037 MC 3.7% 4.1% MC 3.4% 3.6% Limited Geotechnical Investigation New Accessory Dwelling Unit Page 22 Job No. 221119 November 29, 2022 2806 Atadero Court Carlsbad, CA 92009 FIGURE 4 SEISMIC DESIGN PARAMETERS Site Coefficients and Spectral/Ground Response Acceleration Parameters 1.005 0.364 LATTITUDE: 33.0704948 / LONGITUDE: -117.2511921 Risk Category II Site Class "C" -Very Dense Soil, Soft Rock ASCE 7-16 STANDARD Fa Fv Sms Sm1 PGAM PGA 1.2 1.5 1.206 0.546 0.804 0.364 SBCI Geotechnical-Concrete-Forenaic Engineering Services Since 2000 5215 La Jolla Hermou. Ave., La Jolla, CA 92037 0.529 0.441 Limited Geotechnical Investigation New Accessory Dwelling Unit Page 23 2806 Atadero Court Carlsbad, CA 92009 Job No. 221119 November 29, 2022 FIGURE 5 RETAINING WALL DRAINAGE SCHEMATIC RETAINING/BASEMENT WALL WATERPROOFING MEMBRANE PER ARCHITECT BACKFILL WALL EXCAVATION WTTH CAL TRANS CLASS 2 PERMEABLE MATERIAL OR GRAVEL PLACED TO WTTHIN 1.5 FEET OF TOP OF WALL 4-INCH DIAMETER, PERFORATED, SCHEDULE 40, PVC PIPE WRAPPED IN MIRAFI FILTER SLEEVE. SLOPE PIPE AT 0.5% MIN. TO APPROVED OUTLET. SPECIFICATIONS FOR CALTRANS CLASS 2 PERMEABLE MATERIAL Sieve Size % Passing 1" 100 3/4" 90-100 3/8" 40-100 No. 4 25-40 No. 8 18-33 No. 30 5-15 No. 50 0-7 No. 200 0-3 SBCI Geotecbnical-Concrete-Forenaic Engineering Services Since 2000 5215 La Jolla Hermosa Ave., La Jolla, CA 92037 i of J<-1 -1c 1,;Carl bad . ---~----------··-·-· --~------------------~-------------··.~-···-··-,:::a CERTIFICATION OF SCHOOL FEES PAID_;:.<(.: .. ·~ .._~:1.~• This form must be completed by the City, the applic.ant, and the appropriate school districts and returned to the City prior to issuing a building permit. The Ci ty will not issue any building permit wlthou t a completed school fee form. Project# & Name: Permit#: CBR2023-2947 Project Address: 2806 ATADERO CT 1 ----------- Assessor's Parcel #: 2551012400 Project Applicant: CHRISTIE SLOANE (Owner Name) Residential Square Feet: New/Additions: ------------------- Second Dwelling Unit: 843 ------------------- Commer c I a I Square Feet: New/ Additions: City Certification:City of Carlsbad Building Division Date: 02/14/2024 Certification of Applicant/Owners. The person executing this declaration ("Owner") certifies under penalty of perjury that ( 1) the informa • on provided above is correct and true to the best of the Owner's knowfedge, 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 aft r the building pennit 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 0 Carlsbad Unified School District 6225 El Camino Real Carlsbad CA 92009 Phone: (760) 331-5000 [ZJ Encinitas Union School District 101 South Rancho Santa Fe Rd Encinitas, CA 92024 Phone: (760) 944--4300 x 1166 an Oiegulto Union H.S. District 684 Requeza Dr. Encinitas, CA 92024 Phone: (760) 753-6491 Ext 5514 (By Appl. Onty) D San Marcos Unified Sch. District 255 Pico Ave Ste. 100 San Marcos, CA 92069 Phone: (760) 290-2649 Contact: Kathefine Marcelja (By Appl.only) D Vista Unified School District 1234 Arcadia Drive Vista CA 92083 Phone: (760) 726-2170 x2222 SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school district(s)) THIS FORM lNDICATES THAT THE SCHOOL DISTRICT REQUIREMENTS FOR THE PROJECT HAVE BEEN OR WILL BE SATISFIED. The unders gned, being duly authorized by the applicable School Dlstr ct, certifies that the d veloper, builder, or owner ha satisfi d the obligation for chool faclllti . This is to c rtify that the appl cant II led on page 1 h paid all amounts or completed other applicable school mitigation determined by the School District. The City may is ue building permits for thi project. SiQnature of Authorized School District Official: -----------------' 1111 lldl ll Title : E '('( 111 i, Pin I 1111· ol l'l,m11in•1 Date: JI_ J, / J_q 1 1 --- Name of School District: San Dlegulto Union High School District Phone: COMMUNITY DEVELOPMENT -Building Division 1635 Farada -Ave I Carlsbad, CA 92008-7314 I 4 2-339-2719 I buildmg1cl!carlsbadca,9ov I www.carlsb dca.gov Ci of Carl bad 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 building permit without a completed school fee form. Project # & Name: Permit#: CBR2023-2947 Project Address: 2806 ATADERO CT 1 Assessor's Parcel #: 2551012400 Project Applicant: CHRISTIE SLOANE -------------------(Owner Name) Residential Square Feet: New/ Additions: ------------------- Commercial Square Feet: New/Additions: --- City Certification:City of Carlsbad Building Division Date: 02/14/2024 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 detennination 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 D Carlsbad Unified School District 6225 El Camino Real Car1sbad CA 92009 Phone: (760) 331-5000 [Z] Encinitas Union School District 101 South Rancho Santa Fe Rd Encinitas, CA 92024 Phone: (760) 944-4300 x1166 [ZJ San Dlegulto Union H.S. District 684 Requeza Or. 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 Appl.only) D Vista Unified School District 1234 Arcadia Drive Vista CA 92083 Phone: (760) 726-2170 x2222 SCHOOL DISTRICT SCHOOL FEE CERTIFICATION {To be completed by the school district(s)) THIS FORM INDICATES THAT THE SCHOOL DISTRICT REQUIREMENTS FOR THE PROJECT HAVE BEEN OR WILL BE SATISFIED. The undersigned, being duly authorized by the applicable School District, certifies that the developer, builder, or owner has satisfied the obligation for school facilities. This is to certify that the applicant Ii t d on page 1 has paid all amounts or completed other applicable chool mitigation determined by the Schoot DI trict. The City may Issue building permits for this project. COMMUNITY DEVELOPMENT -Building Division 1635 Faraday Ave I Carlsbad, CA 92008-7314 I 442-339-2719 I bu1lding@carlsbadca.gov I www.carlsbadca.gov City of Carlsbad SEWER DISTRICT CERTIFICATION [ZJ Leucadia Wastewater District 1960 La Costa Ave. Carlsbad, CA 92009 (760) 753-0155 D Vallecitos Water District 201 Vallecitos de Oro San Marcos, CA 92069 (760) 744-0460 The following project has been submitted for building permits: Pian Check #: Permit #: CBR2023-2947 -------- Property Owner: CHRISTIE SLOANE ----------------------------- Project Address: 2806 ATADERO CT, # 1 Assessor's Parcel #: 2551012400 ----------------------------- Project Description: LEON: DETACHED ADU (843 SF) City Certification: City of Carlsbad Building Division Date: February 14, 2024 Please indicate in the space below that the owner has entered into an agreement to have your agency provide public sewer service to the premises, and/or if the existing service is adequate for this project and all required conditions have been satisfied. Permits will not be issued until this form is completed and returned to our office. This space to be completed by District Personnel I certify the district requirements for sewer service have been satisfied. Date : ~ ~{ d'-'-/ __ _ . ... . ... ... .... . ...... ' ... .... ..... ......... . ...................................... ••· ............... . COMMUNITY DEVELOPMENT -Building Division 1635 Faraday Ave I Carlsbad, CA 92008-7314 I 442-339-2719 I build1ng@carlsbadca gov I www.carlsbadca.gov STORM WATER POLLUTION PREVENTION NOTES 1. All NECESSARY EQUIPMENT AND MATERIALS SHALL BE AVAILABLE ON SITE TO FAaUTATE RAPID INSTALLATION OF EROSION AND SEDIMENT CONTROL BMPs YtHEN RAIN IS EMINENT. 2. THE OWNER/CONTRACTOR SHALL RESTORE ALL EROSION CONTROL DE'v1CES TO WORKING ORDER TO THE SATISFACTION OF THE CITY INSPECTOR AFTER EACH RUN-OFF PROOUaNG RAINFALL. 3. THE OWNER/CONTRACTOR SHALL INSTALL ADDITIONAL EROSION CONTROL MEASURES AS MAY BE REQUIRED BY THE aTY INSPECTOR DUE TO INCOMPLETE GRADING OPERATIONS OR UNFORESEEN aRCUMSTANCES WHICH MAY ARISE. 4. ALL REMOVABLE PROTECTIVE DEVICES SHALL BE IN PLACE AT THE END OF EACH WORKING DAY WHEN THE FIVE (5) DAY RAIN PROBABILITY FORECAST EXCEEDS FORTY PECENT ( 40,;). SILT AND OTHER DEBRIS SHALL BE REMOVED AFTER EACH RAINFALL 5. All GRAVEL BAGS SHALL CONTAIN 3/4 INCH MINIMUM AGGREGATE. 6. ADEQUATE EROSION ANO SEDIMENT CONTROL ANO PERIMETER PROTECTION BEST MANAGEMENT PRACTICE MEASURES MUST BE INSTALLED AND MAINTAINED. 7. THE CITY INSPECTOR SHALL HAVE THE AUTHORITY TO ALTER THIS PLAN DURING OR BEFORE CONSTRUCTION AS NEEDED TO ENSURE COMPLIANCE WITH CITY STORM WATER QUALITY REGULATIONS. OWNER'S CERTIFICATE: I UNDERSTAND AND ACKNOVlliDGE lHAT I MUST: (1) IMPLEMENT BEST MANAGEMENT PRACTICl:S (BMPS) DURING CONSTRUCTION ACTIVITIES TO lHE MAXIMUM EXTENT PRACTICABLE TO AVOID lHE MOBILIZATION Of POLLUTANTS SUCH AS SEDIMENT AND TO A VOID lHE EXPOSURE Of STORM WATER TO CONSTRUCTION RELATED POLLUTANTS; AND (2) ADHERE TO, AND AT ALL TIMES, COMPLY 'MlH lHIS OTY APPROv{{) TIER 1 CONSTRUCTION S\\PPP THROUGHOUT lHE DURATION Of THE CONSTRUCTION ACTIVITIES UNTIL THE CONSTRUCTION WORK IS COMPLETE AND APPROv{{) BY THE OTY Of CARLSBAD. Jesse Leon OWNER(S}/OWNER'S AGENT NAME (PRINT} ~~;z, S OWNER'S AGENT NAME (SIGNATURE) E-29 2/15/24 DATE STORM WATER COMPLIANCE FORM TIER 1 CONSTRUCTION SWPPP E-29 BEST MANAGEMENT PRACTICES (BMP) SELECTION TABLE CB 2023-2914 SW Erosion Control Sediment Control BMPs Tracking Non-Stonn Water Waste Management and Materials BMPs ControlBMPs Management BMPs Poltutloo Control BMPs C: li li c 0 :., -0 ~ -0 :;:; :;::, "' 0 ., -0 ., C: 0 0 C "' E fi i 0 .!: C: c ~ ., ~ .5 1 -0 "E .9-0 :E -0 ., "' Ii C: <::. :, >, "' "' C:., c.. .!: £ .. ., ., ;s tT ~ 0 ~ ,Id Oo "E c§ !! 6 ~ u.J C Best Management Practice• C: ., 0 ID c.. ., 0 J ., i tl~ .!: ~ E "' 0 .!: u .. -0 ., i ~ 'ii ., :E ~i (BMP) Description ➔ " ., "' "' a, ID ~:8 a, 6., CJ ::, ., -;; 5~ ~ ii 0 15 0 "'C: il~ 1l ~ C: C : g' ., ~t ~ u CJ ID ~-~ a, Ufl Oo ., ::lE CJ C: a:: 0 N 0, ~-o,,:;; ., ]8' 1 i a:~ 3: "' ., ., €-~ ., "-.!; .Y. 1! ,, 11 = .. ~:., ·i ~ :0 -uc c -0 u Ii !g -0 :c ~ ~g 2 =] -0 0 i a. -0 ., 0 C: 0 a, cg j~ o.S 0 -C ~ 0e 0 ., 0 ~ 0 ~8 0 0 ~~ u.JCJ vi 1/1 1/1 0 Vl> 1/1 1/1 0.. V) C: via:: 3: it 0.. :E.,, :E V, Jl-u CASOA Designation ➔ .... CX) "' .., .... "' <D ,.._ CX) 0 N .., ,.._ CX) ' N .., ~ "' I I I 'T 'T I I I I I I ' 'T I ' I J, I I I I I u u u CJ w bl bl u.J u.J u.J u.J w I!,' f!: VI "' .,, i i i i i Construction Activity u.J u.J "-' ... "' VI 1/1 1/1 "' 1/1 z z z z ~ Grading/Soi Disturt>once X Trenchlna/ExcoYOtion x StockoTiino X X X Dnllino/Borino Concrete/ A=olt Sowcuttino Concrete Flotworlc Povina Conduit/Pile Installation Stucco/Mortar Wor1< x Waste Disoosol Stoainn A av Down Area Eouioment Maintenance and Fuelino Hazardous Substance Use/Storoae Dewoterina Site Access Across Dirt Other /iist\: 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 Tobie is o list of BMP's with it's corresponding California Stormwoter Quality Association (CASOA) designation number. Choose one or more BMPs )'OU intend to use during construction from the list. Check the box where the chosen activity row intersects with the BMP column. 3. Refer to the CASQA construction handbook for information and detoTis of the chosen BMPs and how to apply them to the project. SHOW THE LOCATIONS OF ALL CHOSEN BMPsABOVE ON THE PROJECTS SITE PLAN/EROSION CONTROL PLAN. SEE THE REVERSE SIDE OF THIS SHEET FOR A SAMPLE EROSION CONTROL PLAN. PROJECT LNFORMA TION Site Address: 2806 Atadero Unit I Assesscr's Parcel Number. 255-IO l-24 Emergency Contact: Nome: Sheen Fischer 24 Hour Phone: 760-473-2575 Construction Threat to Storm Water Quality (Check Box) 0 MEDIUM []I LOW ~ ~-.,ij i:: E -0 ., ~ a, oo NC: oo :I::E <D I i ~ i] ~E ., " ~"' uo li is U:E CX) I i X Page 1 of 1 REV 02/16 Ccicyof Carlsbad INSTRUCTIONS: STORM WATER STANDARDS QUESTIONNAIRE E-34 Development Services Land Development Engineering 1635 Faraday Avenue 442-339-2750 www.carlsbadca.gov To address post-development pollutants that may be generated from development projects, the city requires that new development and significant redevelopment priority projects incorporate Permanent Storm Water Best Management Practices (BMPs) into the project design per Carlsbad BMP Design Manual (BMP Manual). To view the BMP Manual, refer to the Engineering Standards (Volume 5). This questionnaire must be completed by the applicant in advance of submitting for a development application (subdivision, discretionary permits and/or construction permits). The results of the questionnaire determine the level of storm water standards that must be applied to a proposed development or redevelopment project. Depending on the outcome, your project will either be subject to 'STANDARD PROJECT' requirements, "PRIORITY DEVELOPMENT PROJECT (PDP) requirements or not considered a development project. This questionnaire will also determine if the project is subject to TRASH CAPTURE REQUIREMENTS. Your responses to the questionnaire represent an initial assessment of the proposed project conditions and impacts. City staff has responsibility for making the final assessment after submission of the development application. If staff determines that the questionnaire was incorrectly filled out and is subject to more stringent storm water standards than initially assessed by you , this will result in the return of the development application as incomplete. In this case, please make the changes to the questionnaire and resubmit to the city. If you are unsure about the meaning of a question or need help in determining how to respond to one or more of the questions, please seek assistance from Land Development Engineering staff. A completed and signed questionnaire must be submitted with each development project application. Only one completed and signed questionnaire is required when multiple development applications for the same project are submitted concurrently. PROJECT INFORMATION PROJECT NAME : Sloane ADU APN: 255-101-24 ADDRESS: 2806 Atadero Court The project is (check one): ~ New Development D Redevelopment The total proposed disturbed area is: 900 ft2 ( .02 ) acres The total proposed newly created and/or replaced impervious area is: 843 ft2 ( .02 ) acres If your project is covered by an approved SWQMP as part of a larger development project, provide the project ID and the SWQMP # of the larger development project: Project ID SWQMP #: Then, go to Step 1 and follow the instructions. When completed, sign the form at the end and submit this with your application to the city. This Box for City Use Only YES NO Date: Project ID: City Concurrence: □ □ By: E-34 Page 1 of 4 REV 08/22 STEP1 TO BE COMPLETED FOR ALL PROJECTS To determine if your project is a "development project", please answer the following question: YES NO Is your project LIMITED TO routine maintenance activity and/or repair/improvements to an existing building □ ~ or structure that do not alter the size (See Section 1.3 of the BMP Design Manual for guidance)? If you answered "yes" to the above question, provide justification below then go to Step 6, mark the box stating "my project is not a 'development project' and not subject to the requirements of the BMP manual" and complete applicant information. Justification/discussion: (e.g. the project includes only interior remodels within an existing building): If you answered "no" to the above question, the project is a 'development project', go to Step 2. STEP2 TO BE COMPLETED FOR ALL DEVELOPMENT PROJECTS To determine if your project is exempt from PDP requirements pursuant to MS4 Permit Provision E.3.b.(3), please answer the following questions: Is your project LIMITED to one or more of the following: YES NO 1. Constructing new or retrofitting paved sidewalks , bicycle lanes or trails that meet the following criteria: a) Designed and constructed to direct storm water runoff to adjacent vegetated areas, or other non- erodible permeable areas; OR □ ~ b) Designed and constructed to be hydraulically disconnected from paved streets or roads; OR c) Designed and constructed with permeable pavements or surfaces in accordance with USEPA Green Streets Quidance? 2. Retrofitting or redeveloping existing paved alleys, streets, or roads that are designed and constructed in □ ~ accordance with the USEPA Green Streets guidance? 3. Ground Mounted Solar Array that meets the criteria provided in section 1.4.2 of the BMP manual? □ 0 If you answered "yes" to one or more of the above questions, provide discussion/justification below, then go to Step 6, mark the second box stating "my project is EXEMPT from PDP ... " and complete applicant information. Discussion to justify exemption (e.g. the project redeveloping existing road designed and constructed in accordance with the USEPA Green Street guidance): If you answered "no" to the above questions, your project is not exempt from PDP, go to Step 3. E-34 Page 2 of 4 REV 08/22 ' ; ~, ~._.... ~ _:..~~•,{•~-~~..::) ~ ~;k.l , ' , .• 1 ' -., ... ·- I I r • • '"( I • ".,_ • ~ -~ .. ~ • .c:..~-~-~~. ~: td"f4 ,.r-" ~h ,_, :•'~"tjf'.-.l'~= t~:..~~~t,i,,l~:•1.¢~·~~,-•. • •.• · ·1 -· ,. .. ' • ·:-1 t· J Ir_':&, ,. -_· -~-· li1,j To determine if your project is a PDP, please answer the following questions (MS4 Permit Provision E.3.b.(1 )): YES NO 1. Is your project a new development that creates 10,000 square feet or more of impervious surfaces □ ~ collectively over the entire project site? This includes commercial, industrial, residential, mixed-use, and public development projects on public or private land. 2. Is your project a redevelopment project creating and/or rep lacing 5,000 square feet or more of impervious surface collectively over the entire project site on an existing site of 10,000 square feet or more of □ ~ impervious surface? This includes commercial, industrial, residential, mixed-use, and public development projects on public or private land. 3. Is your project a new or redevelopment project that creates and/or replaces 5,000 square feet or more of impervious surface collectively over the entire project site and supports a restaurant? A restaurant is a □ ~ facility that sells prepared foods and drinks for consumption, including stationary lunch counters and refreshment stands selling prepared foods and drinks for immediate consumption (Standard Industrial Classification (SIC) code 5812). 4. Is your project a new or redevelopment project that creates 5,000 square feet or more of impervious □ ~ surface collectively over the entire project site and supports a hillside development project? A hillside development project includes development on any natural slope that is twenty-five percent or Qreater. 5. Is your project a new or redevelopment project that creates and/or replaces 5,000 square feet or more of impervious surface collectively over the entire project site and supports a parking lot? A parking lot is a □ 0 land area or facility for the temporary parking or storage of motor vehicles used personally for business or for commerce. 6. Is your project a new or redevelopment project that creates and/or replaces 5,000 square feet or more of impervious street, road , highway, freeway or driveway surface collectively over the entire project □ !Kl site? A street, road, highway, freeway or driveway is any paved impervious surface used for the transportation of automobiles, trucks, motorcycles, and other vehicles. 7. Is your project a new or redevelopment project that creates and/or replaces 2,500 square feet or more of impervious surface collectively over the entire site, and discharges directly to an Environmentally □ ~ Sensitive Area (ESA)? "Discharging Directly to" includes flow that is conveyed overland a distance of 200 feet or less from the project to the ESA, or conveyed in a pipe or open channel any distance as an isolated flow from the project to the ESA (i.e. not commingled with flows from adjacent lands).• 8. Is your project a new development or redevelopment project that creates and/or replaces 5,000 square feet or more of impervious surface that supports an automotive repair shop? An automotive repair □ ~ shop is a facility that is categorized in any one of the following Standard Industrial Classification (SIC) codes: 5013, 5014, 5541, 7532-7534, or 7536-7539. 9. Is your project a new development or redevelopment project that creates and/or replaces 5,000 square feet or more of impervious area that supports a retail gasoline outlet (RGO)? This category includes □ ~ RGO's that meet the following criteria: (a) 5,000 square feet or more or (b) a project Average Daily Traffic (ADT) of 100 or more vehicles per day. 10. Is your project a new or redevelopment project that results in the disturbance of one or more acres of land □ ~ and are expected to generate pollutants post construction? 11. Is your project located within 200 feet of the Pacific Ocean and (1) creates 2,500 square feet or more of □ 0 impervious surface or (2) increases impervious surface on the property by more than 10%? (CMC 21 .203.040) If you answered "yes" to one or more of the above questions, your project is a PDP. If your project is a redevelopment project, go to step 4. If your project is a new project, go to step 5, complete the trash capture question. If you answered "no" to all of the above questions, your project is a 'STANDARD PROJECT'. Go to step 5, complete the trash capture question. • Environmentally Sensitive Areas include but are not limited to all Clean Water Act Section 303(d) impaired water bodies; areas designated as Areas of Special Biological Significance by the State Water Resources Control Board (Water Quality Control Plan for the San Diego Basin (1994) and amendments); water bodies designated with the RARE beneficial use by the State Water Resources Control Board (Water Quality Control Plan for the San Diego Basin (1994) and amendments); areas designated as preserves or their equivalent under the Multi Species Conservation Program within the Cities and County of San Diego; Habitat Management Plan; and any other equivalent environmentally sensitive areas which have been identified by the City. E-34 Page 3 of 4 REVOB/22 STEP4 TO BE COMPLETED FOR REDEVELOPMENT PROJECTS THAT ARE PRIORITY DEVELOPMENT PROJECTS (PDP) ONLY Complete the questions below regarding your redevelopment project (MS4 Permit Provision E.3.b.(2)): YES NO Does the redevelopment project result in the creation or replacement of impervious surface in an amount of less than 50% of the surface area of the previously existing development? Complete the percent impervious calculation below: Existing impervious area (A) = sq. ft. □ □ Total proposed newly created or replaced impervious area (B) = sq. ft. Percent impervious area created or replaced (B/A)*100 = % If you answered "yes", the structural BMPs required for PDP apply only to the creation or replacement of impervious surface and not the entire development. Go to step 5, complete the trash capture question. If you answered "no," the structural BM P's required for PDP apply to the entire development. Go to step 5, complete the trash capture question. STEPS TO BE COMPLETED FOR ALL DEVELOPMENT PROJECTS Complete the question below regarding your Project (SDRWQCB Order No. 2017-0077): YES NO Is the Project within any of the following Priority Land Use (PLU) categories and not exempt from trash capture requirements per section 4.4.2.2 of the BMP Manual? R-23 (15-23 du/ac), R-30 (23-30 du/ac), Pl (Planned Industrial), CF (Community Facilities), GC (General □ Gl Commercial), L (Local Shopping Center), R (Regional Commercial), V-B (Village-Barrio), VC (Visitor Commercial), 0 (Office), VC/OS (Visitor Commercial/Open Space), Pl/O (Planned Industrial/Office), or Public Transportation Station If you answered "yes ", the 'PROJECT' is subject to TRASH CAPTURE REQUIREMENTS. Go to step 6, check the first box stating, "My project is subject to TRASH CAPTURE REQUIREMENTS ... " and the second or third box as determined in step 3. If you answered "no", Go to step 6, check the second or third box as determined in step 3. List exemption if applicable for 'no' answer here: STEP& CHECK THE APPROPRIATE BOX(ES) AND COMPLETE APPLICANT INFORMATION 0 My project is subject to TRASH CAPTURE REQUIREMENTS and must comply with TRASH CAPTURE REQUIREMENTS of the BMP Manual. I understand I must prepare a Storm Water Quality Management Plan (SWQMP). [i] My project is a 'STANDARD PROJECT' OR EXEMPT from PDP and must only comply with 'STANDARD PROJECT' stormwater requirements of the BMP Manual. I will submit a " Standard Project Requirement Checklist Form E-36'. If my project is subject to TRASH CAPTURE REQUIREMENTS, I will submit a TRASH CAPTURE Storm Water Quality Management Plan (TCSWQMP) per E-35A. □ My project is a PDP and must comply with PDP stormwater requirements of the BMP Manual. I understand I must prepare a Storm Water Quality Management Plan (SWQMP) per E-35 template for submittal at time of application. Note: For projects that are close to meeting the PDP threshold, staff may require detailed impervious area calculations and exhibits to verify if 'STANDARD PROJECT' stormwater requirements apply. D My project is NOT a 'development project' and is not subject to the requirements of the BMP Manual. Applicant Information and Signature Box Applicant Name: Jesse Leon Applicant Title: Agent Applicant Signature: ~LJA~ Date: 4/11/2023 E-34 Page 4 of 4 REV 08/22 {'cicyof Carlsbad Project Name: Sloane ADU Project ID: DWG No. or Building Permit No .: STANDARD PROJECT REQUIREMENT CHECKLIST E-36 Project lnfonnatton Development Services Land Development Engineering 1635 Faraday Avenue 442-339-2750 www.carlsbadca.gov Baseline BMPs for Existing and Proposed Site Features Complete the Table 1 -Site Design Requirement to document existing and proposed site features and the BMPs to be implemented for them. All BMPs must be implemented where applicable and feasible. Applicability is generally assumed if a feature exists or is proposed. BMPs must be implemented for site design features where feasible. Leaving the box for a BMP unchecked means it will not be implemented (either partially or fully) either because it is inapplicable or infeasible. Explanations must be provided in the area below. The table provides specific instructions on when explanations are required. Table 1 -Site Design Requirement A. Existing Natural Site Features (see Fact Sheet BL-1} 1. Check the boxes below for each existing feature on 1. Select the BMPs to be implemented for each identified feature. Explain the site. why any BMP not selected is infeasible in the area below. SD-G SD-H Conserve natural Provide buffers around waterbodies features D Natural waterbodies D D D Natural storaoe reservoirs & drainaoe corridors D -- 129 Natural areas, soils, & vegetation (incl. trees) 129 -- B. BMPs for Common Impervious Outdoor Site Features (see Fact Sheet BL-2) 1. Check the boxes below for each 2. Select the BMPs to be implemented for each proposed feature. If neither BMP SD-B nor proposed feature. SD-I is selected for a feature, explain why both BMPs are infeasible in the area below. SD-B SD-I Minimize size of Direct runoff to pervious Construct surfaces from impervious areas areas permeable materials D Streets and roads D D 129 Check this box to confirm □ Sidewalks & walkways D D that all impervious areas on the site will be minimized □ Parking areas & lots □ □ where feasible. D Driveways D D If this box is not checked, D Patios, decks, & courtyards □ D identify the surfaces that cannot be minimized in area D Hardcourt recreation areas D □ below, and explain why it is E-36 Page 1 of 4 Revised 02/22 0 Other: ______ _ D D infeasible to do so. C. Dr. BMPs for Rooftop Areas: Check this box if rooftop areas are proposed and select at least one BMP below. (see Fact Sheet BL-3) If no BMPs are selected, explain why they are infeasible in the area below. 129 SD-8 Direct runoff to pervious areas OSD-C Install green roofs D SD-E Install rain barrels D. [ti BMPs for landscaped Areas: Check this box if landscaping is proposed and select the BMP below [1 SD-K Sustainable landscaping (see Fact Sheet BL-4) If SD-K is not selected, explain why it is infeasible in the area below. Provide discussion/justification for site design BMPs that will not be implemented (either partially or fully): Baseline BMPs for Pollutant-generating Sources All development projects must complete Table 2 -Source Control Requirement to identify applicable requirements for documenting pollutant-generating sources/ features and source control BMPs. BMPs must be implemented for source control features where feasible. Leaving the box for a BMP unchecked means it will not be implemented (either partially or fully) either because it is inapplicable or infeasible. Explanations must be provided in the area below. The table provides specific instructions on when explanations are required. Table 2 -Source Control Requirement A. Management of Storm Water Discharges 1. Identify all proposed outdoor work areas below IZI Check here if none are proposed D Trash & Refuse Storaqe ~ Materials & Equipment Storaqe E-36 2. Which BMPs will be used to prevent materials from contacting rainfall or runoff? (See Fact Sheet Bl-5) Select all feasible BMPs for each work area SC-A SC-B SC-C Overhead Separation Wind covering flows from protection adjacent areas D □ □ @ D □ Page 2 of 4 3. Where will runoff from the work area be routed? (See Fact Sheet Bl-6) Select one or more option for each work area SC-0 SC-E Other Sanitary sewer □ □ Containment system □ □ Revised 02/22 □ □ D Loadinq & Unloadinq D D D D D D D Fuelinq D D D D D D D Maintenance & Repair D D D D D D D Vehicle & Equipment Cleaninq D D D D D D 0 Other: D D D D D D B. Management of Storm Water Discharges (see Fact Sheet BL-7) Select one option for each feature below: • Storm drain inlets and catch basins ... Kl are not proposed D will be labeled with stenciling or signage to discouraqe dumpinq (SC-F) • Interior work surfaces, floor drains & [X are not proposed D will not discharge directly or indirectly to the MS4 sumps ... or receiving waters • Drain lines (e.g. air conditioning, boiler, [)a, are not proposed D will not discharge directly or indirectly to the MS4 etc.) ... or receiving waters • Fire sprinkler test water ... ~ are not proposed D will not discharge directly or indirectly to the MS4 or receivinq waters Provide discussion/justification for source control BMPs that will not be implemented (either partially or fully): E-36 Page 3 of 4 Revised 02/22 This E-36 Form is intended to comply with applicable requirements of the city's BMP Design Manual. I certify that it has been completed to the best of my ability and accurately reflects the project being proposed and the applicable BMPs proposed to minimize the potentially negative impacts of this project's land development activities on water quality. I understand and acknowledge that the review of this form by City staff is confined to a review and does not relieve me as the person in charge of overseeing the selection and design of storm water BMPs for this project, of my responsibilities for ro ·ect desi n. Date: 4/11/2023 Print re arer name: E-36 Page 4 of 4 Revised 02/22