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Home My WebLink About2800 ATADERO CT; ; CBR2024-1352; PermitBuilding Permit Finaled Residential Permit Print Date: 09/16/2025 Job Address: 2800 ATADERO CT, CARLSBAD, CA 92009-9201 Permit No: Status: (cityof Carlsbad CBR2024-1352 Closed -Finaled Permit Type: BLDG-Residential 2551012200 $51,289.80 Work Class: Second Dwelling Unit Parcel#: Track#: Valuation: Lot#: Project#: Plan#: Occupancy Group: #of Dwelling Units: 1 Bedrooms: Construction Type: Bathrooms: Orig. Plan Check#: Occupant Load: Plan Check#: Code Edition: Sprinkled: Project Title: Description: JENSEN: NEW 292 SF DETACHED ADU Applicant: Property Owner: PERMITS IN MOTION TERRY MONTELLO 4152 60TH ST JENSEN FAMILYTRUST06-12-12 2802 ATADERO CT SAN DIEGO, CA 92115-6301 (619) 994-5557 FEE BU ILDING PLAN CHECK CARLSBAD, CA 92009-9201 BU ILDING PLAN REVIEW-MINOR PROJECTS (LDE) BUILDING PLAN REVIEW-MINOR PROJECTS (PLN) CERTIFICATE OF OCCUPANCY SB1473 -GREEN BUILDING STATE STANDARDS FEE SFD & DUPLEXES STRONG MOTION -RESIDENTIAL (SMIP) SWPPP INSPECTION TIER 1 -Medium BLDG SWPPP PLAN REVIEW TIER 1 -Medium Total Fees: $2,957.17 Total Payment s To Date: $2,957.17 Applied: 05/28/2024 Issued: 11/06/2024 Finaled Close Out: 09/16/2025 Final Inspection: 06/30/2025 INSPECTOR: de Roggenbuke, Dirk Contractor: SPECIALTY HOME IMPROVEMENT INC 539 SHADYWOOD DR ESCONDIDO, CA 92026-1426 (760) 738-6270 Balance Due: AMOUNT $864.50 $204.00 $107.00 $21.00 $3.00 $1,374.00 $6.67 $292.00 $85.00 $0.00 Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exaction." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information w ith the City Manager for processing in accordance with Carlsbad M unicipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitation has previously otherwise expired. Building Division Page 1 of 1 1635 Faraday Avenue, Carlsbad CA 92008-7314 I 442-339-2719 I 760-602-8560 f I www.carlsbadca.gov ( City of Carlsbad ~$00 RESIDENTIAL BUILDING PERMIT APPLICATION B-1 Plan Check c/;>,eJd). Y -'l,,SSJ Est. Value i:.SZJ -28 °I. 8d PC Deposit S 86'{. So Date .5/eNVd lf Job Addres~tadero Court Unit: APN:255-101-22 ----- CT/Project #: __________________ Lot#: 354 Year Built: _1_9_7_8 _______ _ BRIEF DESCRIPTION OF WORK: Proposed adu w/ storage above the bathroom and closet □ New SF : Living SF,292 Deck SF, ___ Patio SF, ____ Garage SF __ _ Is this to create an Accessory Dwelling Un it? O Y O N New Fireplace? O YE) N , if yes how many? ___ _ D Remodel:. _____ SF of affected area Is the area a conversion or change ofuse? O YON 0 Pool/Spa:. _____ SF Additional Gas or Electrical Features? ____________ _ 0 Solar: ___ KW, ___ Modules, Mounted:QRoofQGround, Tilt: 0Y0 N, RMA: CY ON, Battery:OYC N, Panel Upgrade: OY ON Electric Meter number: -------------0th er: APPLICANT (PRIMARY CO TA ) PROPERTY OWNER Name ....... =-T""rt=-~---::--'----:---:'-7-:--~+-------Name: Jarett Jensen Address:2802 Atadero Court :=i-....;.~....;...:....,._~~-=---1:--=--~..--....... ..-:::=- , .................. 5 .... __ city:, _C_a_r l_s_b a_d _______ St ate: _C_A __ Zip: 92009 ·.:.::.L....,1......1...,.;.....;_~:::....:::;.......;_...-...,... __ ,...,... ___ Phone: 760-81 5-7843 Email.: _ _.,_._...._ ......... _._ .......................... _.__....._ ______________ Email: ____________________ _ DESIGN PROFESSIONAL Name: Jesse Leon Address: 10245 Casa Court City: Santee State:_C_A __ Zip: 92071 Phone: 619-733-8134 Email:iessealeon@hotmail.com Architect State License : N/A ------------ CONTRACTOR OF RECORD Business Name:Specialty Home Improvement Inc Address: 539 Shadywood Drive City: Escondido State: CA Zip: 92026 ---Phone: 760-738-6270 Email: sheen@specialtyhomeimprovementcom CSLB License #: 799853 Class: B -------- Carlsbad Business License# (Required): BLOS1240294 APPLICANT CERT/FICA TION: 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 laws relating to building construction. 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 herebyaf firm under penalty of perjury that I am /icensedunder provisions of Chapter 9 ( commencing with Section 7000) of Division] of the Business and Professions Code, and my license is in fu/lforceand effect. I also affirm under penalty of 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 t he 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- [) 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 exiS1ong on the property were completed in accordance with all regulations in existence at the time of their construction, unless otherwise noted. NAME (PRINT): Jesse Leon SIGNATURE: ~ ~)!,, DATE: 5120124 Note: If the person signing above is an authorized agent for the contractor rovide a let~zation on contractor letterhead.----------- -OR- {OPTION B): OWNER-BUILDER DECLARATION: I hereby affirm that I am exempt from Contractor's License Law for the following reason: 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 l aw 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 Cont ractor's license Law). -OR- D I am exempt under Business and Professions Code Division 3, Chapter 9, Article 3 for this reason: AND, 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-builder if it has not been constructed in its entirety by licensed contractors./ understand that a copy of the applicable law, Section 7044 of the Business and Professions Cade, is available upon request when this application is submitted orot the following Web site: http://www.leginfo.ca.gov/calaw.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 nin above is an authorized a ent for the ro ert owner include form B-62 si ned b ro ert owner. 1635 Faraday Ave Carlsbad, CA 92008 Ph: 442-339-2719 Email: Building@carlsbadca.gov REV. 04/22 PERMIT INSPECTION HISTORY for (CBR2024-1352) Permit Type: BLOG-Residential Application Date: 05/28/2024 Owner: TRUST JENSEN FAMILY TRUST 06-12-12 Work Class: Second Dwelling Unit Issue Date: 11/06/2024 Subdivision: CARLSBAD TCT#73-18 UNIT#05 Status: Closed -Finaled Expiration Date: 10/22/2025 Address: 2800 ATADERO CT IVR Number: 56669 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-SW-Inspection 283129-2025 Passed Dirk de Roggenbuke Complete 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? 06/26/2025 06/26/2025 BLDG-Final Inspection 288905-2025 Partial Pass Dirk de Roggenbuke Relnspection Incomplete Checklist Item COMMENTS Passed BLDG-Building Deficiency B-59 needed No BLDG-Plumbing Final Yes BLDG-Mechanical Final Yes BLDG-Structural Final Yes BLDG-Electrical Final Yes 06/30/2025 06/30/2025 BLDG-Final Inspection 289327-2025 Passed Dirk de Roggenbuke Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency B-59 needed Yes Received B-59 BLDG-Plumbing Final Yes BLDG-Mechanical Final Yes BLDG-Structural Final Yes BLDG-Electrical Final Yes Tuesday, September 16, 2025 Page 4 of 4 PERMIT INSPECTION HISTORY for (CBR2024-1352) Permit Type: BLDG-Residential Application Date: 05/28/2024 Owner: TRUST JENSEN FAMILY TRUST 06-12-12 Work Class: Second Dwelling Unit Issue Date: 11/06/2024 Subdivision: CARLSBAD TCT#73-18 UNIT#05 Status: Closed -Finaled Expiration Date: 10/22/2025 Address: 2800 ATADERO CT IVR Number: 56669 CARLSBAD, CA 92009-9201 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Re inspection Inspection Date Start Date Status BLDG-SW-Inspection 281360-2025 Partial Pass Dirk de Roggenbuke 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? 04/17/2025 04/17/2025 BLDG-16 Insulation 282030-2025 Passed Dirk de Roggenbuke Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-18 Exterior 282032-2025 Passed Dirk de Roggenbuke Complete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-SW-Inspection 282186-2025 Partial Pass Dirk de Roggenbuke 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? 04/25/2025 04/25/2025 BLDG-17 Interior 282955-2025 Passed Dirk de Roggenbuke Complete Lath/Drywall Tuesday, September 16, 2025 Page 3 of 4 PERMIT INSPECTION HISTORY for (CBR2024-1352) Permit Type: BLDG-Residential Application Date: 05/28/2024 Owner: TRUST JENSEN FAMILY TRUST 06-12-12 Work Class: Second Dwelling Unit Issue Date: 11/06/2024 Subdivision: CARLSBAD TCT#73-18 UNIT#05 Status: Closed -Finaled Expiration Date: 10/22/2025 Address: 2800 ATADERO CT CARLSBAD, CA 92009-9201 IVR Number: 56669 Scheduled Date 04/09/2025 Actual Inspection Type Start Date Inspection No. Checklist Item BLDG-Building Deficiency BLDG-13 Shear Panels-HD (ok to wrap) BLDG-15 Roof Sheathing-Reroof COMMENTS BLDG-SW-Inspection Checklist Item 276536-2025 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? 04/09/2025 BLDG-23 281358-2025 Gas/TesURepairs Checklist Item COMMENTS BLDG-Building Deficiency BLDG-27 Shower Pan/Tubs 281 359-2025 Checklist Item COMMENTS BLDG-Building Deficiency BLDG-84 Rough Combo(14,24,34,44) 281188-2025 Checklist Item BLDG-Building Deficiency BLDG-14 Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout BLDG-34 Rough Electrical BLDG-44 Rough-Ducts-Dampers COMMENTS Tuesday, September 16, 2025 Inspection Primary Inspector Status Partial Pass Dirk de Roggenbuke Passed Dirk de Roggenbuke Passed Dirk de Roggenbuke Passed Dirk de Roggenbuke Reinspection Inspection Passed Yes Yes Yes Reinspection Incomplete Passed Yes Yes Yes Yes Yes Yes Yes Passed Yes Passed Yes Passed Yes Yes Yes Yes Yes Complete Complete Complete Page 2 of 4 Building Permit Inspection History Finaled (city of Carlsbad PERMIT INSPECTION HISTORY for (CBR2024-1352) Permit Type: BLDG-Residential Application Date: 05/28/2024 Owner: TRUST JENSEN FAMILY TRUST 06-12-12 Work Class: Second Dwelling Unit Issue Date: 11/06/2024 Subdivision: CARLSBAD TCT#73-18 UNIT#05 Status: Closed -Finaled Expiration Date: 10/22/2025 Address: 2800 ATADERO CT IVR Number: 56669 CARLSBAD, CA 92009-9201 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status 01/17/2025 01/17/2025 BLDG-21 273656-2025 Passed Dirk de Roggenbuke Complete Underground/Underflo or Plumbing Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-31 273657-2025 Passed Dirk de Roggenbuke Complete Underground/Conduit• Wiring Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-SW-Pre-Con 273784-2025 Passed Dirk de Roggenbuke Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 01/30/2025 01/30/2025 BLDG-11 274804-2025 Passed Dirk de Roggenbuke Complete Foundation/Ftg/Piers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency 1 /30/25 footings/ slab rebar/ hardware/ Yes vapor barrier/ Ufer ok for concrete BLDG-SW-Inspection 275039-2025 Partial Pass Dirk de Roggenbuke 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? 02/19/2025 02/19/2025 BLDG-83 Roof Sheating, 276535-2025 Passed Dirk de Roggenbuke Complete Exterior Shear (13,15) Tuesday, September 16, 2025 Page 1 of 4 True Nortl1 COMPLIANCE SERVICES September 23, 2024 City of Carlsbad Community Development Department -Building Division 1635 Faraday Ave. City of Carlsbad -FINAL REVIEW City Permit No: CBR2024-I 352 True No11h No.: 24-018-462 Carlsbad, CA 92008 Plan Review: Residential New ADU & Storage Address: 2802 Atadero Ct Applicant Name: Terry Montello Applicant Email: pennits@pennitsinmotion.com OCCUPANCY AND BUILDING SUMMARY: Occupancy Gro ups: R-3 Occupant Load: N/ A Type of Constructio n: V-B Sprinklers: No Stories: Two Area of Work (sq. ft.): 292 sq. ft. The plans have been reviewed for coordinati on with the permit application. Valuation: Scope of Work: Floor Area: Confirmed Confirmed Confirmed Attn: Building & Safety Department, True North Compliance Services, Inc. has completed the final review of the fo llowing documents fo r the project referenced above on beha lf of the City of Carlsbad: I. Drawings: One (I) copy dated May 22, 2024, by Jesse Leon. 2. Structural Calculations: One (1 ) copy dated April 26, 2024, by Coastline Engineering. 3. Geotechnical Repo11: One (I) copy dated March 14, 2024, by SB Consultant, Inc. 4. Other Documents: One (I) copy dated July 12, 2024, by SB Consultant, Inc. 5. Other Documents: One (I) copy dated May 22, 2024, by City of Carlsbad. 6. Other Documents: One (I) copy dated June 11 , 2024, by Coastline Engineering. The 2022 California Building, Mechanical, Plumbing, and Electrical Codes (i.e., 202 1 IBC, UMC, UPC, and 2020 NEC, as amended by the State of California), 2022 California Green Building Standards Code, 2022 Californ ia True North Compliance Services, Inc. 8369 Vickers Street, Suite 207, San Diego, CA 92111 T / 562. 733.8030 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. Sin cerely, True North Compliance Services Review By: Qamar Aloqaily -Plan Review Engi neer Stru ctural Review By: A laa Atassi -Plan Review Engineer Transmittal Letter June 4, 2024 City of Carlsbad Community Development Department -Building Division 1635 Faraday Ave. Carlsbad, CA 92008 Plan Review: Residential New ADU w/ Storage Address: 2802 Atadero Ct, Carlsbad CA True North COMPLI ANCE SERVICES FIRST REVIEW City Permit No: CBR2024-l 352 True North No.: 24-018-462 Applicant Name: Terry Montello Applicant Email: perrnits@permitsinmotion.com True North Compliance Services, Inc. has completed the review of the following documents for the project referenced above on behalf of the City of Carlsbad. Our comments can be found on the attached list. 1. 2. 3. Drawings: Electronic copy dated May 22, 2024, by KL Drafting and Design. Structural Calculations: Electronic copy dated April 26, 2024, by Coastline Engineering. Geotechnical Report: Electronic copy dated March 14, 2024, by SB Consultants, Inc. Attn: Permit Technician, the scope of work on the plans has been reviewed for coordination with the scope of work on the permit application. See below for information if the scope of work on plans differs from the permit application: Valuation: Scope of Work: Floor Area: Confirmed Confirmed Confirmed Our comments follow on the attached list. Pl ease call if you have any questions or if we can be of further assistance. Sincerely, True North Compliance Services Review By: Qamar Aloqaily -Plan Review Engineer Quality Review By: Alaa Atassi -Plan Review Engineer True North Compliance Services, Inc. 8369 Vickers Street, Suite 207, San Diego, CA 92111 T / 562. 733.8030 Residential New ADU w/ Storage 2802 Atadero Ct June 4, 2024 Plan Review Comments HARD COPY -RESUBMITT AL INSTRUCTIONS: City of Carlsbad-FIRST REVIEW City Permit No.: CBR2024-1352 True North No.: 24-018-462 Page2 Please do not resubmit plans until all departments have completed their reviews. For status, please contact building@carlsbadca.gov Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans fo r residential projects). Corrected sets can be submitted as follows: Deliver THREE corrected sets of plans and TWO corrected calculations/reports directly to the City of Carlsbad Building Division, 1635 Faraday Ave., Carlsbad, CA 92008, (442) 339-2719. The city will route the plans to True North, Planning and Land Development Engineering Departments (if applicable) for continued review. Note: If this project requires FIRE PREVENTION review, ensure that you follow their specific instructions for resubmittal review. The city will not route plans back to Dennis Grubb & Associates fo r continued Fire Prevention review. GENERAL INFORMATION: A. The following comments are referred to the 2022 California Building, Mechanical, Plumbing, Electrical Codes, California Green Building Standards Code, and Energy Code (i.e., 2021 IBC, UMC, UPC, and 2020 NEC, as amended by the State of California). B. There may be other comments generated by the Building Division and/or other City departments that will also require your attention and response. This attached list of comments, then, is only a portion of the plan review. Contact the City for other items. C. Respond in writing to each comment by marking the attached comment list or creating a response letter. Indicate which details, specification, or calculation shows the required information. Your complete and clear responses will expedite the re-check. D. Where applicable, be sure to include the architect and engineer's stamp and signature on all sheets of the drawings and on the coversheets of specifications and calculations per CBPC 5536.1 and CBPC 6735. This item will be verified pri or to plan approval. OCCUPANCY & BUILDING SUMMARY: Occupancy Groups: Occupant Load: Type of Construction: Sprinklers: Stories: Area of Work (sq. ft.): R-3 NIA V-B No Two 292 sq. ft. ARCIDTECTURAL COMME TS: A I . Sheet A 1: Residential New ADU w/ Storage 2802 Atadero Ct City of Carlsbad-FIRST REVIEW City Permit No.: CBR2024-1352 True North No.: 24-018-462 Page3 June 4, 2024 a) Copy the following notes onto the plans: i) Bathtub and shower floors and walls above bathtubs with installed shower heads and in shower compartments shall be finished with a nonabsorbent surface. Such wall surfaces shall extend to a height of not less than 6 feet above the floor. CRC R307 .2 ii) Gypsum board shall not be used where there will be direct exposure to water, or in areas subject to continuous high humidity. CRC R702.3.7. l b) Revise the smoke alarm to be located at least 20 feet from a permanently installed cooking appliance. CRC R314.3.3. i) Smoke alarms are pennitted to be located at least 10 fee t from a permanently installed cooking appliance if the smoke alarm is an ionization smoke alarm with alarm silencing switch, or photoelectric smoke alarm in accordance with CRC R314.3.3 (4) Exception. 3'-o· ' ' -.. . : ,, I a d I I I I I .> I d .>~ .:,, I I I I I I I I I I I 0 I I >< \ I ~ \ I \ ' c) Indicate on the plans, the type, location, and size of the building address which must be clearly visible and legible from the adjacent public way or street. Address letters/numbers shall be minimum 4 inches hi gh, with a minimum stroke width of 1/2 inch, and shall contrast with their background. CRC R3 19 .1. d) On the plan, show enclosed rafter space ventilation per CRC R806. l. i) Show the number of vents and calculation to justify the quantity is adequate to provide l square feet of ventilation per 150 square feet of vented space. CRC R806.2. ii) Specify a 1-inch minimum space between the bottom of the roof sheathing and the insulation. CRC R806.3. iii) Ensure cross-ventilation is provided where the addition and existing roof occurs. MECHANICAL COMMENTS: Ml. All new low-rise residential buildings must have a whole house ventilation system that provides a calculated minimum amount of outdoor air by using either a continuously running bathroom fan or a supply or return air ventilation thru a central HV AC system. The minimum ventilation volume must be a minimum of 1 c.f.m. for each 100 sq. ft. of floor area plus 7.5 c.f.m. for each occupant. The number of occupants is determined by multiplying the number of bedrooms and then adding one. ASHRAE 62.2 M2. Sheet A-1: a) Note on plans for kitchen and restroom exhaust termination: Air ducts shall exhaust and 3 '-0" from openings into the building. CMC 504.5. Residential New ADU w/ Storage 2802 Atadero Ct City of Carlsbad-FIRST REVIEW City Permit No.: CBR2024-1352 True North No.: 24-018-462 Page4 June 4, 2024 b) The following comments apply to the washer/dryer: i) Note the following on the plans: ( l) Exhaust duct termination is as follows per CMC 502.2: (2) (3) ELECTRICAL COMMENTS: E l. Sheet Al: (a) 3 feet from a property line, (b) 10 feet from a forced air inlet, and (c) 3 feet from openings into the building. Exhaust duct shall not discharge onto a public way. CMC 502.2 Unless otherwise permitted or required by the dryer manufacturer's installation instructions and approved by the city, domestic dryer moisture exhaust ducts shall not exceed a total combined horizontal and vertical length of fourteen feet, including two 90-degree elbows. Two feet shall be deducted for each 90-degree elbow in excess of two. CMC 504.4.2. a) Provide a GFCI, waterproof, and tamper resistant receptacle outlet at the front and rear of the building per CEC 210.8, 406.9(B), 406.12, and 210.52(E). b) Specify all kitchen receptacles to be GFCI protected. PLUMBING COMMENTS: Pl. Sheet A 1: a) At showers, address the following: i) Specify the shower door to be 22" minimum per CPC 408.5. ii) Shower door shall open so as to maintain a 22" minimum unobstructed opening for egress per CPC 408.5. iii) Show the location of the shower head and control valves. Controls for the showerhead shall be located on the sidewall of the shower compartment so that the showerhead does not discharge directly at the entrance to the compartment per CPC 408.9. iv) Showers are required to have a minimum 2" curb per CPC 408.5. Revise the plans to show compliance. b) Provide the following dimensions on the plan for the water closets per CPC 402.5: i) Side clearances -15" from the centerline of the water closet to the walls or obstacles. ii) Front clearance -24" in front of the water closet. c) Provide seismic strapping for the water heater per CPC 507.2. i) Strapping shall be at points wi thin the upper one third and lower one-third of the water heater. ii) At the lower point, a minimum distance of four inches shall be maintained above the controls with the strapping. Residential New ADU w/ Storage 2802 Atadero Ct City of Carlsbad-FffiST REVIEW City Permit No.: CBR2024-1352 True North No.: 24-018-462 Page5 June 4, 2024 GREEN BUILDING COMMENTS: No comments. ENERGY COMPLIANCE COMMENTS: Tl. Sheet Al: Address the following comments: a) Note on plans: All lighting to be high efficacy. CEnergyC 150.0(k) l(A) b) Revise plan to show interior lighting fixtures to be equipped with dimming controls. CEnergyC 150.0 (K)(2)(F) c) Revise plan to show at least one lu.minaire in the bathrooms to be controlled by a vacancy sensor. CEnergyC 150.0(k)2(E) d) For exterior lighting, specify luminaires to be high efficacy and shall meet the fo llowing requirements, as applicable per CEnergyC 150.0(k)(3): i) Controlled by a manual ON and OFF switch that does not override to ON the automatic actions of Items b) or c) below; and ii) Controlled by photocell and motion sensor. Controls that override to ON shall not be allowed unless the override automatically reactivates the motion sensor within 6 hours; or iii) Controlled by one of the following methods: (1) Photocontrol and automatic time switch control. (2) Astronomical time clock. (3) Energy management control system. T2. All new residential units are required to be Energy Storage System (ESS) ready. Provide the following on the plans per CEnergyC 150.0(s): a) At least one of the fo llowing shall be provided: i) ESS ready interconnection equipment with a minimum backed-up capacity of 60 amps and a minimum of four ESS-supplied branch circuits, or ii) A dedicated raceway from the main service to a panelboard (subpanel) that supplies the branch circuits in Section 150.0(s)(2). All branch circuits are permitted to be supplied by the main service panel prior to the installation of an ESS. The trade size of the raceway shall be not Less than l inch. The panelboard that supplies the branch circuits (subpanel) must be labeled "Subpanel shall include all backed up load circuits." b) A minimum of four branch circuits shall be identified and have their source of supply collocated at a single panelboard suitable to be supplied by the ESS. At least one circuit shall supply the refrigerator, one lighting circuit shall be located near the primary egress and at least one circuit shall supply a sleeping room receptacle outlet. c) The main panelboard shall have a mini.mum busbar rating of225 amps. d) Sufficient space shall be reserved to allow future installation of a system isolation equipment/transfer switch wi thin 3 feet of the main panelboard. Raceways shall be installed between the panelboard and the system isolation equipment/transfer switch location to allow the connection of backup power source. Residential New ADU w/ Storage 2802 Atadero Ct June 4, 2024 City of Carlsbad-FIRST REVIEW City Permit No.: CBR2024-1352 True North No.: 24-018-462 Page 6 T3. Water heaters using gas that serve individual dwelling units shall include the following per CEnergyC 150.0(n): a) A dedicated 240 volt branch circuit wiring shall be installed within 3 feet from the water heater and accessible to the water with no obstructions. The branch circuit conductors shall be rated at 30 amps minimum. The blank cover shall be identified as "240V ready." All electrical components shall be installed in accordance with the California Electrical Code. b) The main electrical service panel shall have a reserved space to allow for the installation of a double pole circuit breaker for a future water heater installation. The reserved space shall be permanently marked as "For Future 240V use." T4. Systems using gas cooktop to serve individual dwelling units shall include the following per CEnergyC 150.0(u): a) A dedicated 240 volt branch circuit wiring shall be installed within 3 feet from the cooktop and accessible to the cooktop with no obstructions. The branch circuit conductors shall be rated at 50 amps minimum. The blank cover shall be identified as "240V ready." All electrical components shall be installed in accordance with the California Electrical Code. b) The main electrical service panel shall have a reserved space to allow for the installation of a double pole circuit breaker for a future electric cooktop installation. The reserved space shall be permanently marked as "For Future 240V use." STRUCTURAL COMMENTS: S 1. Submit a letter from the geotechnical engineer confirming that the foundation plan, details, and specifications have been reviewed and that it has been determined that the recommendations in the geotechnical report are properly incorporated into the plans. Alternatively, the geotechnical engineer may stamp and sign the foundation plan and all sheets containing foundation details. S2. Structural calculations page 13 of 25: Structural calculation indicates the redundancy factor, p, is 1.0. Provide explanation or calculation to justify use of l.0 instead of 1.3. ASCE 7-16 Section 12.3.4. SEISMIC LOAD DIAPHRAGM CANTILEVERED DIAPH. 3.31 PSF 3.31 PSF AREA 210SQFT TRII MUI S3. Structural calculations page 16 of 25: the calculations how the shear wall segment length is 8', while the upper floor framing plan shows it to be 12'. Please revise and coordinate. Residential New ADU w/ Storage 2802 Atadero Ct June 4, 2024 SHEAR WALL SEGMENT UNGTH SEGMENT HEIGHT ASPECT RATIO REDUCTION IN SEISMIC SHEAA PANEL CAPADTY City of Carlsbad-FIRST REVIEW City Permit No.: CBR2024-1352 True North No.: 24-018-462 Page 7 UPPER ROOF FRAMING PLAN If you have any questions regarding the above comments, please contact Qamar Aloqaily via email qamara@tncservices.com or telephone (562) 733-8030. [END] COASTLINE ENGINEERING structural engineering services (760) 436-1 344 www.CoastlineEngi nc.c om STRUCTURAL CALCULATIONS JENSEN ADU 2802 ATADERO COURT, CARLSBAD,CA 92009 PROJECT NUMBER: 24-013 4/26/2024 CALCULATED BY: M.I. REVIEWED BY: - DESIGNER KL DRAFTING & DESIGN (619) 733-8134 www.kidrafting.com CLIENT SPECIALTY HOME IMPROVEMENT COASTLINE ENGINEERING DESIGN LOADS VERTICAL LOAD ANALYSIS LATERAL LOAD ANALYSIS FOUNDATION ANALYSIS 2 -3 4 -8 9 -23 24 TABLE OF CONTENTS GOVERNING CODES 2022 CALIFORNIA RESIDENTIAL CODE (CRC) WOOD CONCRETE MASONRY STEEL ALUMINUM M INIMUM DESIGN LOADS ANSI/AWC NDS-18 / ANSI/AWC SDPWS-21 ACI 318-19 TMS 402-16 / TMS 602-16 ANSI/AISC 360-16 / ANSI/AISC 341-16 / AISI S100-16/S200-20 ADM-20 ASCE/SEI 7-16 1 of 24 JENSEN ADU 24-013 4/26/2024 ,------✓,, COASTLINE ENGINEERING ROOF LOADS RLl COMP. SHINGLE/ BUILT-UI SHEATHING FRAMING --INSULATION -DRYWALL OTHER i DEAD LOAD LIVE LOAD TOTAL LOAD FLOOR LOADS Fll HARDWOOD FLOORING SHEATHING FRAMING -DRYWALL -OTHER ~ - 2 2 -3 2 3 1.5 13.S PSF 20 PSF 33.S PSF 4 2.5 3 3 1.5 I ,- - DEAD LOAD LIVE LOAD TOTAL LOAD EXTERIOR WALL LOADS EWl STUCCO SHEATHING FRAMING INSULATION DRYWALL OTHER DEAD LOAD LIVELOAD TOTAL LOAD 14 PSF 40 P5F 54 PSF 10 1 1.5 1 3 1.5 18 PSF 18 PSF RL2 - FL2 --~ ·- - ·-- EW2 DESIGN LOADS ,_ ,_ ,_ ,_ ,~ ,.,. --,~ ,_ -•-,~ -~--,-- •-· 2 of 24 JENSEN ADU 24-013 4/26/2024 I ---i --i -I ~ I I COASTLINE ENGINEERING INTERIOR WALL LOADS IWl DRYWALL x2 FRAMING -OTHER -- 5.5 1.5 1.5 ,_ DEAD LOAD 8.5 PSF LIVE LOAD TOTAL LOAD 8.5 PSF I I I I I I I I I --~ f I I IW2 DESIGN LOADS ,~ ,- ~ ,_ ,.----,_ ,_ __ ,_ ,---- ·- -,_ ~ ,,~ -- ,_ - ·- 3 of 24 JENSEN ADU 24-013 4/26/2024 I I i I --i I ,~ I, COASTLINE ENGINEERING BEAM LOADS 4 of 24 JENSEN ADU 24-013 4/26/2024 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. 2ND FLOOR/ LOW ROOF LEVEL RB-1 GRID LINE 3 LOAD TYPE I RLl EWl TOTAL Wl TRIB. LENGTH 7.5 6.5 D= 0.218 KLF D 0.101 0.117 Lr= 0.150 KLF Lr (L) 0.150 L= W2 TRIB. LENGTH D= D Lr= Lr (L) L= W3 TRIB. 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= RH-1 GRID LINE A LOAD TYPE I RLl EWl TOTAL Wl TRIB. LENGTH 5 1.5 D= 0.095 KLF D 0.068 0.027 Lr= 0.100 KLF Lr (L) 0.100 L= W2 TRIB. LENGTH D= D Lr= Lr (L) L= W3 TRIB. 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 TR/8. AREA D= D Lr= Lr (L) L= P4 TRIB. AREA D= D Lr= Lr (L) L= COASTLINE ENGINEERING I Multiple Simple Beam UC#: KW-06016271, Build:20.24.04.09 Project Title: Engineer: Project ID: Project Descr: Coastline Engineering, Inc. Description : 2ND FLOOR/ LOW ROOF LEVEL BEAMS & HEADERS Wood Beam Design : RB-1 S of 24 JENSEN ADU 24-013 4/26/2024 Project File: 24-013.ec:6 I (c) ENERCALC INC 1983-2023 Calculations per NDS 201 8, IBC 2021, ASCE 7-16 BEAM Size : Wood Species : Fb -Tension Fb-Compr Applied Loads 6x10, Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2021 Load Combinations, Major Axis Bending Douglas Fir-Larch Wood Grade : No.1 1,350.0 psi Fe -Prll 925.0 psi Fv 170.0 psi Ebend-xx 1,350.0 psi Fe -Perp 625.0 psi Ft 675.0 psi Eminbend -xx Unif Load: D = 0.2180, Lr= 0.150 k/ft, Trib= 1.0 ft Design Summary D 2 - 1,600.0 ksi 580.0ksi Density 31 .210 pcf Max fb/Fb Ratio = fb : Actual : 0.239 • 1 400.76 psf at 1,674.32 psi +D+Lr 3.875 ft in Span# 1 ------·----- Fb : Allowable : Load Comb : Max fv/FvRatio = fv : Actual: Fv : Allowable : Load Comb : 0.154 : 1 32.75 psi at 212.50 psi +D+Lr Max Reactions Left Support Right Support (k) Q !.r .L 0.84 0.58 0.84 0.58 Wood Beam Design : RH-1 6.975 ft in Span # 1 ax De ecbons 'ti. Transient Downward Ratio LC: Transient Upward Ratio 6x10 .. 7.750 ft 0.019 in Total Downward 0.048 in 4777 Ratio 1947 Lr Only LC: +D+Lr 0.000 in Total Upward 0.000 in 9999 Ratio 9999 LC: LC: Calculations per NDS 2018, IBC 2021, ASCE 7-16 BEAM Size : Wood Species : Fb -Tension Fb-Compr Applied Loads 4x6, Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2021 Load Combinations, Major Axis Bending Douglas Fir-Larch Wood Grade : No.2 900.0 psi Fe -Prll 1,350.0 psi Fv 180.0 psi Ebend-xx 900.0 psi Fe -Perp 625.0 psi Ft 575.0 psi Eminbend -xx Unif Load: D = 0.0950, Lr = 0.10 k/ft, Trib= 1.0 ft Design Summary Max fb/Fb Ratio = fb : Actual : Fb : Allowable : Load Comb : 0.446 • 1 647.51 psf at 1,451.66 psi +D+Lr 3.125 ft in Span # 1 1,600.0 ksi 580.0 ksi Density 31 .210 pcf Max fv/FvRatio = fv : Actual : 0.181 : 1 40.84 psi at 225.00 psi +D+Lr 6.250 ft Fv : Allowable : Load Comb : Max Reactions (k) Left Support Right Support Q !.r 0.30 0.31 0.30 0.31 5.813 ft in Span # 1 1 'ti. !::! ax De lections Transient Downward 0.044 in Total Downward 0.087 in Ratio 1687 Ratio 865 LC: Lr Only LC: +D+Lr Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: COASTLINE ENGINEERING BEAM LOADS 6 of 24 JENSEN ADU 24-013 4/26/2024 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. 2ND FLOOR / LOW ROOF LEVEL FH-1 GRID LINE 2 LOAD TYPE I Fll IWl TOTAL Wl TRIB. LENGTH 3.25 1.5 D= 0.058 KLF D 0.046 0.013 Lr= Lr (L) (0.130) L= 0.130 KLF W2 TRIB. LENGTH D= D Lr= Lr (L) L= W3 TRIB. 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 ENGINEERING Multiple Simple Beam UC#: KW-06016271, Build:20.24.04.09 Wood Beam Design : FH-1 BEAM Size : Project Title: Engineer: Project ID: Project Descr: Coastline Engineering, Inc. 7 of 24 JENSEN ADU 24-013 4/26/2024 Project File: 24-013.ec:6 (c) ENERCALC INC 1983-2023 Calculations per NOS 2018, IBC 2021, ASCE 7-16 Wood Species : 4x6, Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2021 Load Combinations, Major Axis Bending Douglas Fir-Larch Wood Grade : No.2 Fb -Tension Fb -Compr 900.0 psi Fe -Prll 1,350.0 psi Fv 180.0 psi Ebend-xx 900.0 psi Fe -Perp 625.0 psi Ft 575.0 psi Eminbend -xx 1,600.0 ksi 580.0 ksi Density 31 .21 O pcf Applied Loads Unif Load: D = 0.0580, L = 0.130 k/ft, Trib= 1.0 ft Design Summary Max fb/Fb Ratio = fb : Actual : Fb : Allowable : Load Comb : Max fv/FvRatio = fv : Actual : Fv : Allowable : Load Comb : 0.248 ; 1 288.66 psi at 1, 165.28 psi +D+L 0.136: 1 24.49 psi at 180.00 psi +D+L Max Reactions Left Support Right Support (k) Q 0.12 0.12 1r !. 0.28 0.28 2.125 ft in Span # 1 3. 797 ft in Span # 1 'ti. D(_O.OS!!Q) L@_13Ql__ ----. ---. -----... .!::! ax De ect1ons Transient Downward Ratio 4x6 4.250 ft 0.012 in 4127 LC: L Only Transient Upward 0.000 in Ratio 9999 LC: Total Downward Ratio Total Upward Ratio 0.018 in 2854 LC:+D+L 0.000 in 9999 LC: - RB-1 GRID: 3 RH-1 GRID: A FH-1 GRID: 2 - COASTLINE ENGINEERING D RB-1: Rl 0.840 RB-1 : R2 0.840 RH-1 : Rl 0.300 RH-1 : R2 0.300 FH-1: Rl 0.120 FH-1 : R2 0.120 BEAM REACTIONS SUMMARY FACTORED LOADS {K) ASD LOAD CASES UNFACTORED LOADS {K) EXCLUDING W,E INCLUDING W,E Lr L w E CN-Sl E CE-WI MAX. MIN. MAX. MIN. MAX. 0.580 1.420 0.504 1.936 0.580 1.420 0.504 1.936 0.310 0.610 0.180 0.856 0.310 0.610 0.180 0.856 0.280 0.400 0.072 0.592 0.280 0.400 0.072 0.592 --~ ~ 8 of 24 JENSEN ADU 24-013 4/26/2024 LRFD LOAD CASES INCLUDING 00 MIN. MAX. MIN. 0.621 1.936 0.621 0.621 1.936 0.621 0.222 0.856 0.222 0.222 0.856 0.222 0.089 0.592 0.089 0.089 0.592 0.089 I I I I 7 ·1 l i I ~ COASTLINE ENGINEERING TOTAL DEAD LOADS (USED FOR SEISMIC DESIGN) ROOF LEVEL LOAD TYPE UNIT D.L. I AREA I HEIGHT 1 LENGTH 1 I HEIGHT 2 LENGTH 2 I HEIGHT 3 LENGTH 3 I HEIGHT 4 LENGTH 41 TOTAL RLl 13.5 210 ----2.835 K FLl 14.0 --- EWl 18.0 -6 so 2.700 K IWl 8.5 6 I = 210 SQFT I = 5.535 K FLOOR LEVEL LOAD TYPE UNIT D L. I AREA I HEIGHT 1 LENGTH 1 I HEIGHT 2 LENGTH 21 HEIGHT 3 LENGTH 3 I HEIGHT 4 LENGTH 4 1 TOTAL RLl 13.5 170 ----2.295 K FLl 14.0 80 --1.120 K EWl 18.0 -8 85 6.120 K IWl 8.5 8 20 0.680 K I = 250 SQFT WALLS ABOVE 2.700 K I= 12.915 K 9 of 24 JENSEN ADU 24-013 4/26/2024 ,,.---,,, COASTLINE ENGI NEERING 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 6. 0.025h SITE SPECIFIC PARAMETERS s, 1.007 Si ______ 0.364 Soi 0.364 Sos 0.805 SEISMIC DESIGN CATEGORY D PERIOD hn Ta = C,(hn)x k 15.25' 0.154 SEC 1 • WHERE APPLICABLE, REDUCTION FOR FLEXIBLE DIAPHRAGMS IS APPLIED ON LATERAL BRACING ANALYSIS SHEETS SEISMIC BASE SHEAR C, = S05I./R 0.124 0.363 ~ GOVERNS C,. MAX. = 5011.f (TR) C,. MIN = 0.44Sosle <' 0.01 0.035 C, MIN.= O.SS1l0/R (IF S1.: 0.6) N/A V=C,W 2.285 K VERTICAL DISTRIBUTION OF SEISMIC FORCES Fx = C.,.,.V C.,.,. = Wxhx "/(IW;h,") LEVEL ROOF FLOOR w. 5.535 K 12.915 K h, 15.25' 8.50' Fx (LRFD) 0.993 K 1.292 K F, (ASD) 0.695 K 0.904 K DISTRIBUTION OVER DIAPH. Fx (LRFD) F, (ASD) 4.73 PSF 5.17 PSF 3.31 PSF 3.62 PSF VERTICAL DISTRIBUTION OF SEISMIC FORCES FOR DIAPHRAGMS, CHORDS, & COLLECTORS Fpx = (IF/IW,)Wp, Fp,, MIN.= 0.2Sosl,Wpx Fpx. MAX = 0.4SosleWpx LEVEL F X (LRFD) ROOF 0.993 K FLOOR 2.079 K F X (ASD) 0.695 K 1.456 K COLLECTORS & THEIR CONN. • • DISTRIBUTED OVER DIAPH. INCREASE BY 25% INCREASE BY 00 F X (LRFD) F X (ASD) 4.73 PSF 3.31 PSF 8.32 PSF 5.82 PSF F X (LRFD) F X (ASD) F X (LRFD) F X (ASD) 5.91 PSF 4.14 PSF 11.82 PSF 8.28 PSF 10.40 PSF 7.28 PSF 20.79 PSF 14.56 PSF •• 25% LOAD INCREASE SHALL BE USED AT BUILDING PORTIONS BRACED BY WOOD LIGHT FRAMED SHEAR WALLS, OTHERWISE OVERSTRENGTH LOADS SHALL BE USED 10 of 24 JENSEN ADU 24-013 4/26/2024 COASTLINE ENGINEERING 11 of 24 JENSEN ADU 24-013 4/26/2024 WIND DESIGN PRESSURES (ENVELOPE PROCEDURE, PART 1) WIND PRESSURE 1 N-S GRID LINES A _j E-W GRID LINES 1 ! ENCLOSURE CLASSIFICATION ENCLOSED ROOF TYPE GABLE/ HIP NUMBER OF STORIES 2 DIRECTION OF RIDGE EAST-WEST RISK CATEGORY II BASIC WIND SPEED (V} llOMPH EXPOSURE CATEGORY C Kd 0.85 Ku 1.00 Kh 0.85 % = 0.00256KhKuKdV 22.43 PSF P = qh[(GCpr)-(GCp,)] SEE CHART BELOW GCp, +/-0.18 PRESSURE NORMAL TO SURFACE N-S (LOAD CASE A) SURFACE#• GC t p (LBS) 1 0.40 4.93 2 -0.69 -19.51 3 -0.37 -12.34 4 -0.29 -10.54 5 6 l E 0.61 9.64 2E -1.07 -28.04 3E -0.53 -15.92 4E -0.43 -13.68 SE GE TOTAL HORIZONTAL PRESSURE ON SURFACE C 3 E-W (LOAD CASE B) GC t p (LBS) -0.45 -14.13 -0.69 -19.51 -0.37 -12.34 -0.45 -14.13 0.40 4.93 -0.29 -10.54 -0.48 -14.80 -1.07 -28.04 -0.53 -15.92 -0.48 -14.80 0.61 9.64 -0.43 -13.68 DIMENSIONS LENGTH (L) WIDTH(W) ROOF HEIGHT 2ND STORY HT. [WALLS : FRAMING) 1ST STORY HT. [WALLS: FRAMING) 6.00' 8.00' 12.0' 13.0' 0.75' 0.50' l l~· ~ W=l3.0' -~ .,,,. ____________ _ • SEE ASCE 7-10 FIGURE 28.4-1 FOR SURFACE SURFACE AREA N-S (LOAD CASE A) E-W (LOAD CASE B) SURFACE#• (Fr) p NORMAL TO SURFACE pHORIZ. COMPONENT p NORMAL TO SURFACE pHORIZ COMPONENT 1 92 0.451 0.451 -1.293 0 2 39 -0.761 0 -0.761 0 3 39 -0.481 0 -0.481 0 4 92 -0.965 0.965 -1.293 0 5 153 0 0 0.752 0.752 6 153 0 0 -1.608 1.608 l E 92 0.882 0.882 -1.354 0 2E 39 -1.093 0 -1.093 0 3E 39 -0.621 0 -0.621 0 4E 92 -1.252 1.252 -1.354 0 SE 46 0 0 0.441 0.441 GE 46 0 0 -0.626 0.626 != 3.550 K != 3.427 K DESIGN WIND PRESSURE MIN.= 2.928 K MIN.= 3.172 K N-S E-W AREAvERT. PROJ. 183 SQFT 198 SQFT p 19.40 PSF 17.29 PSF VERTICAL DISCRIBUTION OF WIND PRESSURE LEVEL N-S (LRFD) E-W (LRFD) N-S (ASD) E-W {ASD) 2ND STORY 73 PLF 65 PLF 44 PLF 39 PLF lSTSTORY 146 PLF 130PLF 87 PLF 78 PLF COASTLINE ENGINEERING LATERAL BRACING ANALYSIS LEVEL DIRECTION GRID LINE TYPE OF LATERAL BRACE DESIGN METHODOLOGY 2ND STORY NORTH-SOUTH A WOOD SHEAR WALL 6.5 2.5 4 0.025h ASD CONTRIBUTING FORCES FROM LEVEL ABOVE GRID LINE I OFFSET MULTIPLIER -------~-------- SEISMIC LOAD DIAPHRAGM CANTILEVERED DIAPH. p 1.0 1.0 3.31 PSF 3.31 PSF AREA 210 SQFT TRIB. AREA MULTIPLIER 0.5 TRIB. AREA 105 SQFT 12 of 24 JENSEN ADU 24-013 4/26/2024 CONTRIBUTING FORCES FROM DIAPHRAGM ON LEVEL BELOW AREA TRIBUTARY AREA DIST. TO NEXT BRACE LOAD APPLICATION HT. LOAD 0.348 K LEVEL ABOVE 1-------I= 0.348 K WIND LOAD DISTANCE TO SOURCE PRESSURE NEXT BRACE LOAD LOAD FROM LEFT WORST CASE 44 PLF LOAD FROM RIGHT WORST CASE 44 PLF 12' 0.262 K LEVEL ABOVE I= 0.262 K SHEAR WALL SEGMENT LENGTH 6' SEGMENT HEIGHT 14.5' ASPECT RATIO 2.4 : 1 REDUCTION IN SEISMIC SHEAR PANEL CAPACITY 17% SEISMIC LOAD TO SEGMENT 0.058 KLF WIND LOAD TO SEGMENT 0.044 KLF SHEAR WALL TYPE [REQUIRED : USED] 1 I 2 HOLDOWN SEGMENT LENGTH 6' SEGMENT HEIGHT 14.5' - SEISMIC LOAD TO SEGMENT 0.348 K WIND LOAD TO SEGMENT 0.262 K UNIFORM DEAD LOAD 0.261 KLF ~ '-j'-,-:==1 CONCENTRATED DEAD LOAD 1 (K) [LOAD : LOCATION] -·-, __ ,~1·~ CONCENTRATED DEAD LOAD 2 (K) [LOAD: LOCATION] , __ ----1--~~ ,_ -, __ CONCENTRATED DEAD LOAD 3 (K) [LOAD : LOCATION] ' -I I I CONCENTRATED DEAD LOAD 4 (K) [LOAD: LOCATION] ASD -SEISMIC UPLIFT FROM ABOVE (K) [LEFT: RIGHT) l I ' i ASD -TOTAL SEISMIC UPLIFT (K) [LEFT: RIGHT] 0.486 0.486 I I ASD -WIND UPLIFT FROM ABOVE (K) [LEFT : RIGHT] , ASD -TOTAL WIND UPLIFT (K) [LEFT: RIGHT) 0.173 0.173 I I I I LRFD -SEISMIC UPLIFT FROM ABOVE (K) [LEFT: RIGHT) I I __ ,_ LRFD -TOTAL SEISMIC UPLIFT (K) [LEFT: RIGHT) 0.658 0.658 LRFD -WIND UPLIFT FROM ABOVE (K) [LEFT: RIGHT] i ~ ~--LRFD -TOTAL WIND UPLIFT (K) [LEFT: RIGHT) 0.371 0.371 I REQUIRED HOLDOWN TYPE [LEFT : RIGHT] 10 1 I . I I I VERTICAL LOAD AT EACH END OF SHEAR WALLS (FROM UNFACTORED E/W ONLY) SEISMIC LOAD (WITHOUT p) WIND LOAD I 1.200 K I I 1.055 K I i I I COASTLINE ENGINEERING 13 of 24 JENSEN ADU 24-013 4/26/2024 LATERAL BRACING ANALYSIS LEVEL DIRECTION GRID LINE 2ND STORY NORTH-SOUTH C TYPE OF LATERAL BRACE FORCE-TRANSFER SHEAR WALL 6.5 2.5 4 0.025h DESIGN METHODOLOGY ASD CONTRIBUTING FORCES FROM LEVEL ABOVE GRID LINE I OFFSET MULTIPLIER SEISMIC LOAD p pF• DIAPHRAGM 1.0 3.31 PSF CANTILEVERED DIAPH. 1.0 3.31 PSF W IND LOAD SOURCE PRESSURE LOAD FROM LEFT WORST CASE 44 PLF LOAD FROM RIGHT WORST CASE 44 PLF SHEAR WALL TYPE OF OPENING OVERALL ASPECT RATIO REDUCTION IN SEISMIC SHEAR PANEL CAPACITY MAXIMUM SEISMIC LOAD MAXIMUM WIND LOAD HEADER STRAP LOAD (K) [SEISMIC : WIND] Sill STRAP LOAD (K) [SEISMIC: WIND) SHEAR WALL TYPE [REQUIRED : USED] HOLDOWN OVERALL WALL LENGTH OVERALL WALL HEIGHT SEISMIC LOAD TO WALL WIND LOAD TO WALL UNIFORM DEAD LOAD CONCENTRATED DEAD LOAD 1 (K) [LOAD: LOCATION] CONCENTRATED DEAD LOAD 2 (K) [LOAD: LOCATION] CONCENTRATED DEAD LOAD 3 (K] [LOAD : LOCATION] ASD -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 : RIGHTI LRFD -SEISMIC UPLIFT FROM ABOVE (K) [LEFT : RIGHT] LRFD -TOTAL SEISMIC UPLIFT (K) [LEFT: RIGHTI LRFD -WIND UPLIFT FROM ABOVE (K) [LEFT : RIGHT] LRFD -TOTAL WIND UPLIFT (K) [LEFT: RIGHTI REQUIRED HOLDOWN TYPE [LEFT: RIGHT] AREA 210 SQFT DISTANCE TO NEXT BRACE 12' LEVEL ABOVE != WINDOW 0.9: 1 0% 0.107 KLF 0.081 KLF 0.134 1 0.101 0.089 0.067 1 I 2 6.5' 6' 0.348 K 0.262 K 0.108 KLF ~ I I o.158 I o.158 o.033 I 0.033 0.210 I 0.210 0.092 1 0.092 10 1 10 TRIS. AREA MULTIPLIER 0.5 LOAD 0.262 K 0.262 K VERTICAL LOAD AT EACH END OF SHEAR WALL (FROM UNFACTORED E/W ONLY) SEISMIC LOAD (WITHOUT p) WIND LOAD I 0.458 K 0.403 K TRIS. AREA 105 SQFT LEVEL ABOVE != 2' ;... - ;.., --- ;.,, CONTRIBUTING FORCES FROM DIAPHRAGM ON LEVEL BELOW AREA TRIBUTARY AREA DIST. TO NEXT BRACE LOAD APPLICATION HT. LOAD 0.348 K 0.348 K DIMENSIONS 2.5' 2' I OPEN I I TOTAL LENGTH = 6.5' INDIVIDUAL PIER ASPECT RATIOS REDUCTION IN SEISMIC SHEAR PANEL CAPACITY LEFT RIGHT PIER PIER 1.0: 1 1.0: 1 °" 0% COASTLINE ENGINEERING LATERAL BRACING ANALYSIS LEVEL 2ND STORY DIRECTION EAST-WEST GRID LINE 1 TYPE OF LATERAL BRACE WOOD SHEAR WALL R ~5 Oo _________ 2.5 Cd 4 0.025h DESIGN METHODOLOGY ASD CONTRIBUTING FORCES FROM LEVEL ABOVE GRID LINE OFFSET M ULTIPLIER SEISMIC LOAD DIAPHRAGM CANTILEVERED DIAPH. WIND LOAD LOAD FROM LEFT LOAD FROM RIGHT SHEAR WALL SEGMENT LENGTH SEGMENT HEIGHT ASPECT RATIO I p pF4 1.0 3.31 PSF 1.0 3.31 PSF SOURCE PRESSURE WORST CASE 39 PLF WORST CASE 39 PLF REDUCTION IN 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 WIND 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) ASD -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) LRFD -SEISMIC UPLIFT FROM ABOVE (K) [LEFT : RIGHT) LRFD -TOTAL SEISMIC UPLIFT (K) [LEFT: RIGHT) LRFD -WIND UPLIFT FROM ABOVE (K) [LEFT: RIGHT) LRFD -TOTAL WIND UPLIFT (K) [LEFT : RIGHT) REQUIRED HOLDOWN TYPE [LEFT : RIGHT) AREA 210 SQFT DISTANCE TO NEXT BRACE 13' LEVEL ABOVE 12' 6' 0.5: 1 0% l= 0.029 KLF 0.021 KLF 1 1 12' 6' 0.348 K 0.253 K 0.209 KLF ,_ -- -- - i TRIB. AREA MULTIPLIER 0.5 LOAD 0.253 K 0.253 K ·- ·- - I~~~ ·- ,.- _,_ VERTICAL LOAD AT EACH END OF SHEAR WALLS (FROM UNFACTORED E/W ONLY) SEISMIC LOAD (WITHOUT p) WIND LOAD I 0.248 K I I 0.211 K TRIB. AREA 105 SQFT LEVEL ABOVE l= -- ,_ ,~ ,-. I 14 of 24 JENSEN ADU 24-013 4/26/2024 CONTRIBUTING FORCES FROM DIAPHRAGM ON LEVEL BELOW AREA TRIBUTARY AREA DIST. TO NEXT BRACE LOAD APPLICATION HT. LOAD 0.348 K 0.348 K ~,~ =I -,- ,~ -,~ I I I I I -,_ --,~ I I I I -,~ I I COASTLINE ENGINEERING LATERAL BRACING ANALYSIS LEVEL 2ND STORY DIRECTION EAST-WEST GRID LINE 3 TYPE OF LATERAL BRACE WOOD SHEAR WALL R U Oo _________ 2.5 Cd 4 0.025h DESIGN METHODOLOGY ASD CONTRIBUTING FORCES FROM LEVEL ABOVE OFFSET M ULTIPLIER GRID LINE I --------------- SEISMIC LOAD DIAPHRAGM CANTILEVERED DIAPH. WIND LOAD LOAD FROM LEFT LOAD FROM RIGHT SHEAR WALL SEGMENT LENGTH SEGMENT HEIGHT ASPECT RATIO p 1.0 1.0 SOURCE WORST CASE WORST CASE 3.31 PSF 3.31 PSF PRESSURE 39 PLF 39 PLF REDUCTION IN SEISMIC SHEAR PANEL CAPACITY SEISMIC LOAD TO SEGM ENT WIND LOAD TO SEGMENT SHEAR WALL TYPE [REQUIRED : USED) HOLDOWN SEGMENT LENGTH -SEGMENT HEIGHT SEISMIC LOAD TO SEGMENT WIND 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] ASD -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) LRFD -SEISMIC UPLIFT FROM ABOVE (K) [LEFT : RIGHT] LRFD -TOTAL SEISMIC UPLIFT (K) [LEFT: RIGHT] LRFD -WIND UPLIFT FROM ABOVE (K) [LEFT : RIGHT] LRFD -TOTAL WIND UPLIFT (K) [LEFT : RIGHT] REQUIRED HOLDOWN TYPE [LEFT : RIGHTI AREA 210 SQFT DISTANCE TO NEXT BRACE 13' LEVEL ABOVE l= 8' 6' 0.8: 1 0% 0.043 KLF 0.032 KLF 1 I 2 8' 6' 0.348 K 0.253 K 0.209 KLF TRIB. AREA MULTIPLIER 0.5 LOAD 0.253 K 0.253 K ,-- -- ,---1'---·- -I . - I VERTICAL LOAD AT EACH END OF SHEAR WALLS (FROM UNFACTORED E/W ONLY) SEISMIC LOAD (WITHOUT p) WIND LOAD I 0.372 K I I 0.316 K TRIB. AREA 105 SQFT LEVEL ABOVE l = -- -,- -,~ I I - I I I 15 of 24 JENSEN ADU 24-013 4/26/2024 CONTRIBUTING FORCES FROM DIAPHRAGM ON LEVEL BELOW AREA TRIBUTARY AREA DIST. TO NEXT BRACE LOAD APPLICATION HT. LOAD 0.348 K 1------0.348 K - -,_ -,,- _,_ ~ ·-i I - I I I ! I I I I I I I --- I I I : ,' COASTLINE ENGINEERING LATERAL BRACING ANALYSIS LEVEL DIRECTION GRID LINE 1ST STORY NORTH-SOUTH A (1-2) TYPE OF LATERAL BRACE WOOD SHEAR WALL DESIGN METHODOLOGY 6.5 2.5 4 0.025h ASD CONTRIBUTING FORCES FROM LEVEL ABOVE GRID LINE I OFFSET MULTIPLIER SEISMIC LOAD DIAPHRAGM CANTILEVERED DIAPH. WIND LOAD LOAD FROM LEFT LOAD FROM RIGHT SHEAR WALL SEGMENT LENGTH SEGMENT HEIGHT ASPECT RATIO p 1.0 1.0 SOURCE WORST CASE WORST CASE 3.62 PSF 3.62 PSF PRESSURE 87 PLF 87 PLF REDUCTION 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 WIND 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 (K) [LOAD : LOCATION] ASD -SEISMIC UPLIFT FROM ABOVE (K) [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 (K) [LEFT: RIGHT] LRFD -WIND UPLIFT FROM ABOVE (Kl (LEFT: RIGHT] LRFD -TOTAL WIND UPLIFT (K) [LEFT : RIGHT] REQUIRED HOLDOWN TYPE [LEFT : RIGHT] AREA 80 SQFT DISTANCE TO NEXT BRACE 12' LEVEL ABOVE I= 3.5' 8' 2.3: 1 13% 0.041 KLF 0.150 KLF 1 I 2 3.5' 8' 0.145 K 0.524 K 0.144 KLF TRIB. AREA MULTIPLIER 0.5 LOAD 0.524 K 0.524 K ,~ - -,- ,-- ·---·- 0.230 0.230 i 1.156 1.156 I 0.316 0.316 1.955 1.955 1 1 VERTICAL LOAD AT EACH END OF SHEAR WALLS (FROM UNFACTORED E/W ONLY) I 0.472 K I I 1.996 K SEISMIC LOAD (WITHOUT p) WIND LOAD TRIB. AREA 40 SQFT LEVEL ABOVE I = -,--~ ,~ --- LOAD 0.145 K r-------0.145 K -·- I ~ ,_ -- ~ --~ I I I I - l ,~ I I- ' I I I 16 of 24 JENSEN ADU 24-013 4/26/2024 l I - - I I I i ,,---------;,, COASTLINE ENGINEERING LATERAL BRACING ANALYSIS LEVEL DIRECTION GRID LINE 1ST STORY NORTH-SOUTH A (3-4) TYPE OF LATERAL BRACE FORCE-TRANSFER 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 DIAPHRAGM CANTILEVERED DIAPH. 1.0 1.0 3.62 PSF 3.62 PSF WIND LOAD SOURCE PRESSURE LOAD FROM LEFT LOAD FROM RIGHT SHEAR WALL TYPE OF OPENING OVERALL ASPECT RA TIO WORST CASE 87 PLF WORST CASE 87 PLF REDUCTION IN SEISMIC SHEAR PANEL CAPACITY MAXIMUM SEISMIC LOAD MAXIMUM WIND LOAD HEADER STRAP LOAD (K) [SEISMIC: WIND] SILL STRAP LOAD (K) [SEISMIC: WIND] SHEAR WALL TYPE [REQUIRED: USED] HOLDOWN OVERALL WALL LENGTH OVERALL WALL HEIGHT SEISMIC LOAD TO WALL WIND LOAD TO WALL UNIFORM DEAD LOAD CONCENTRATED DEAD LOAD 1 (K) [LOAD: LOCATION] CONCENTRATED DEAD LOAD 2 (K) [LOAD: LOCATION] CONCENTRATED DEAD LOAD 3 (K) [LOAD: LOCATION] ASD -SEISMIC UPLIFT FROM ABOVE (K) [LEFT: RIGHT] ASD -TOTAL SEISMIC UPLIFT (K) [LEFT: RIGHT] ASD -WIND UPLIFT FROM ABOVE (K) [LEFT: RIGHn ASD -TOTAL WIND UPLIFT (K) [LEFT: RIGHT] LRFD -SEISMIC UPLIFT FROM ABOVE (K) [LEFT: RIGHT] LRFD -TOTAL SEISMIC UPLIFT (K) [LEFT: RIGHT] LRFD -WIND UPLIFT FROM ABOVE (K) [LEFT: RIGHT) LRFD -TOTAL WIND UPLIFT (K) [LEFT: RIGHT] REQUIRED HOLDOWN TYPE [LEFT : RIGHT] ·- AREA 170 SQFT DISTANCE TO NEXT BRACE 8' LEVEL ABOVE I= WINDOW 0.8: 1 0% 0.073 KLF 0.083 KLF 0.220 I 0.2SO 0.154 0.175 1 I 2 10.5' 8' 0.307 K 0.349 K 0.212 KLF ! I I TRIB. AREA MULTIPLIER 0.5 LOAD 0.349 K 0.349 K VERTICAL LOAD AT EACH END OF SHEAR WALL (FROM UNFACTORED E/W ONLY) SEISMIC LOAD (WITHOUT p) WIND LOAD I 0.335 K 0.443 K TRIB. AREA LOAD 85 SQFT 0.307 K LEVEL ABOVE ------I= 0.307 K DIMENSIONS 2' 6' OPEN TOTAL LENGTH = 10.5' INDIVIDUAL PIER ASPECT RATIOS REDUCTION IN SEISMIC SHEAR PANEL CAPACITY 2.5' 17 of 24 JENSEN ADU 24-013 4/26/2024 00 ,-:x: I,!) w :x: _, <I: ti ,- LEFT RIGHT PIER PIER 2.0: 1 1.6 : 1 0% 0% COASTLINE ENGINEERING LATERAL BRACING ANALYSIS LEVEL 1ST STORY DIRECTION NORTH-SOUTH GRID LINE B TYPE OF LATERAL BRACE WOOD SHEAR WALL R U 0 0 _________ 2.5 Cd 4 63 0.025h DESIGN METHODOLOGY ASD CONTRIBUTING FORCES FROM LEVEL ABOVE OFFSET MULTIPLIER GRID LINE I ---------------- SEISMIC LOAD DIAPHRAGM CANTILEVERED DIAPH. WIND LOAD LOAD FROM LEFT LOAD FROM RIGHT SHEAR WALL SEGMENT LENGTH SEGMENT HEIGHT ASPECT RATIO p pF, 1.0 3.62 PSF 1.0 3.62 PSF SOURCE PRESSURE WORST CASE 87 PLF WORST CASE 87 PLF REDUCTION IN 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 WIND 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] ASD -SEISMIC UPLIFT FROM ABOVE (K) [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 : RIGHTI LRFD -TOTAL SEISMIC UPLIFT (K) [LEFT: RIGHT] LRFD -WIND UPLIFT FROM ABOVE (K) [LEFT: RIGHT] LRFD -TOTAL WIND UPLIFT (K) [LEFT: RIGHT) REQUIRED HOLDOWN TYPE [LEFT: RIGHT] AREA 170 SQFT DISTANCE TO NEXT BRACE 8' LEVEL ABOVE 17' 8' 0.5: 1 0% I= 0.018 KLF 0.021 KLF 1 1 1 17' 8' 0.307 K 0.349 K 0.212 KLF _,_ - l: -- I TRIB. AREA MULTIPLIER 0.5 LOAD 0.349 K 0.349 K ·-- ~-~,~ i VERTICAL LOAD AT EACH END OF SHEAR WALLS (FROM UNFACTORED E/W ONLY) SEISMIC LOAD (WITHOUT p) WIND LOAD I 0.207 K I I 0.274 K TRIB. AREA 85 SQFT LEVEL ABOVE I= - -~ -,- -,~ i LOAD 0.307 K 0.307 K -·- - ~-,~~ -- I I I I I 1-,_ i-- ,_ I I I I 18 of 24 JENSEN ADU 24-013 4/26/2024 I I 1 • I COASTLINE ENGINEERING LATERAL BRACING ANALYSIS LEVEL 1ST STORY DIRECTION NORTH-SOUTH GRID LINE C TYPE OF LATERAL BRACE WOOD SHEAR WALL R U Oo _________ 2.5 ~ 4 63 0.025h DESIGN METHODOLOGY ASD CONTRIBUTING FORCES FROM LEVEL ABOVE GRID LINE I OFFSET MULTIPLIER -----------~~-~ C SEISMIC LOAD TRIB. AREA p pF4 AREA MULTIPLIER TRIB. AREA DIAPHRAGM 1.0 3.62 PSF 80SQFT 0.5 40SQFT CANTILEVERED DIAPH. 1.0 3.62 PSF LEVEL ABOVE I= WIND LOAD DISTANCE TO SOURCE PRESSURE NEXT BRACE LOAD LOAD FROM LEFT WORST CASE 87 PLF 12' 0.524 K LOAD FROM RIGHT WORST CASE 87 PLF LEVEL ABOVE 0.262 K I= 0.786 K SHEAR WALL SEGMENT LENGTH 6' SEGMENT HEIGHT 8' ASPECT RATIO 1.3 : 1 REDUCTION IN SEISMIC SHEAR PANEL CAPACITY 0% SEISMIC LOAD TO SEGMENT 0.082 KLF WIND LOAD TO SEGMENT 0.131 KLF SHEAR WALL TYPE [REQUIRED: USED) 1 I 2 HOLDOWN SEGMENT LENGTH 6' -SEGMENT HEIGHT 8' --SEISMIC LOAD TO SEGM ENT 0.492 K -WIND LOAD TO SEGMENT 0.786 K UNIFORM DEAD LOAD 0.144 KLF j ~,~ -~ CONCENTRATED DEAD LOAD 1 (K) [LOAD: LOCATION) I -,_ -·-CONCENTRATED DEAD LOAD 2 (K) [LOAD: LOCATION] --, ___ ----CONCENTRATED DEAD LOAD 3 (K) [LOAD: LOCATION] CONCENTRATED DEAD LOAD 4 (K) [LOAD: LOCATION) ASD • SEISMIC UPLIFT FROM ABOVE (K) [LEFT: RIGHT] 0.158 0.158 ASD • TOTAL SEISMIC UPLIFT (K) [LEFT: RIGHT] 0.630 0.630 ASD -WIND UPLIFT FROM ABOVE (K) [LEFT: RIGHTI 0.033 I 0.033 ASD • TOTAL WIND UPLIFT (K) [LEFT: RIGHT] 0.868 0.868 LRFD • SEISMIC UPLIFT FROM ABOVE (K) [LEFT: RIGHT] 0.210 0.210 LRFD -TOTAL SEISMIC UPLIFT {K) [LEFT: RIGHT] 0.865 0.865 LRFD • WIND UPLIFT FROM ABOVE (K) [LEFT : RIGHTI o.092 I o.092 LRFD • TOTAL WIND UPLIFT (K) [LEFT: RIGHT] 1.529 1.529 REQUIRED HOLDOWN TYPE [LEFT : RIGHT] 1 I 1 VERTICAL LOAD AT EACH END OF SHEAR WALLS (FROM UNFACTORED E/W ONLY) SEISMIC LOAD {WITHOUT p) I 0.938 K I I 1.746 K WIND LOAD LOAD 0.145 K 0.348 K 0.492 K '---- ,-··-, __ I I I ·-I I I I I I I 19 of 24 JENSEN ADU 24-013 4/26/2024 :=-~I -,_ _,_ I ! ! COASTLINE ENGINEERING ,, LATERAL BRACING ANALYSIS LEVEL 1ST STORY DIRECTION EAST-WEST GRID LINE 1 TYPE OF LATERAL BRACE WOOD SHEAR WALL R ~5 Oo _________ 2.5 Cd 4 6a 0.025h DESIGN METHODOLOGY ASD CONTRIBUTING FORCES FROM LEVEL ABOVE GRID LINE I OFFSET MULTIPLIER 1 SEISMIC LOAD TRIB. AREA p pF4 AREA MULTIPLIER TRIB. AREA DIAPHRAGM 1.0 3.62 PSF 80SQFT 0.5 40SQFT CANTILEVERED DIAPH. 1.0 3.62 PSF LEVEL ABOVE r= WIND LOAD DISTANCE TO SOURCE PRESSURE NEXT BRACE LOAD LOAD FROM LEFT WORST CASE 78 PLF 7' 0.272 K LOAD FROM RIGHT WORST CASE 78 PLF LEVEL ABOVE 0.253 K r= 0.525 K SHEAR WALL SEGMENT LENGTH 12' SEGMENT HEIGHT 8' ASPECT RATIO 0.7: 1 REDUCTION IS SEISMIC SHEAR PANEL CAPACITY 0% SEISMIC LOAD TO SEGMENT 0.041 KLF WIND LOAD TO SEGMENT 0.044 KLF SHEAR WALL TYPE [REQUIRED: USED) 1 I 1 HOLDOWN SEGMENT LENGTH 12' SEGMENT HEIGHT 8' ·-SEISMIC LOAD TO SEGMENT 0.492 K WIND LOAD TO SEGMENT 0.525 K UNIFORM DEAD LOAD 0.190 KLF --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) ASD -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) - LRFD -SEISMIC UPLIFT FROM ABOVE (K) [LEFT: RIGHT] LRFD -TOTAL SEISMIC UPLIFT (K) [LEFT: RIGHT) LRFD-WIND UPLIFT FROM ABOVE (K) [LEFT: RIGHT) LRFD -TOTAL WIND UPLIFT (K) [LEFT: RIGHT) - REQUIRED HOLDOWN TYPE [LEFT: RIGHT) I - VERTICAL LOAD AT EACH END OF SHEAR WALLS (FROM UNFACTORED E/W ONLY) SEISMIC LOAD (WITHOUT p) I 0.469 K I I 0.583 K WIND LOAD LOAD 0.145 K 0.348 K 0.492 K I~ ,-•,·- I•-------------., ·- I I I . 20 of 24 JENSEN ADU 24-013 4/26/2024 I ! I ·--=== - I I I I ' I COASTLINE ENGI N EERING LATERAL BRACING ANALYSIS LEVEL 1ST STORY DIRECTION EAST-WEST GRID LINE 2 TYPE OF LATERAL BRACE WOOD SHEAR WALL R 6.5 Oo _________ 2.5 ~ 4 63 0.025h DESIGN METHODOLOGY ASD CONTRIBUTING FORCES FROM LEVEL ABOVE OFFSET MULTIPLIER GRID LINE I --~~~-~-~-~~----- SEISMIC LOAD DIAPHRAGM CANTILEVERED DIAPH. WIND LOAD LOAD FROM LEFT LOAD FROM RIGHT SHEAR WALL SEGMENT LENGTH SEGMENT HEIGHT ASPECT RATIO p 1.0 1.0 SOURCE WORST CASE WORST CASE 3.62 PSF 3.62 PSF PRESSURE 78 PLF 78 PLF REDUCTION 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 WIND 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] ASD -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] LRFD -SEISMIC UPLIFT FROM ABOVE (K) [LEFT : RIGHT] LRFD -TOTAL SEISMIC UPLIFT (K) [LEFT: RIGHT] LRFD -WIND UPLIFT FROM ABOVE (K) [LEFT: RIGHT] LRFD -TOTAL WIND UPLIFT (K) [LEFT: RIGHT] REQUIRED HOLDOWN TYPE [LEFT : RIGHT] AREA 80 SQFT DISTANCE TO NEXT BRACE 7' 5' LEVEL ABOVE 3.25' 8' 2.5: 1 19% I = 0.045 KLF 0.144 KLF 1 1 2 3.25' 8' 0.145 K 0.467 K 0.114 KLF [ 0.297 0.297 1.157 1.157 0.415 0.415 1.949 1.949 1 I 1 TRIB. AREA MULTIPLIER 0.5 LOAD 0.272 K 0.194 K 0.467 K VERTICAL LOAD AT EACH END OF SHEAR WALLS (FROM UNFACTORED E/W ONLY) SEISMIC LOAD (WITHOUT p) WIND LOAD I 0.509 K I I 1.915 K TRIB. AREA 40 SQFT LEVEL ABOVE I= LOAD 0.145 K 1------0.145 K 21 of 24 JENSEN ADU 24-013 4/26/2024 COASTLI N E ENGINEERING LATERAL BRACING ANALYSIS LEVEL DIRECTION GRID LINE 1ST STORY EAST-WEST 3 TYPE OF LATERAL BRACE WOOD SHEAR WALL DESIGN METHODOLOGY 6.5 2.5 4 0.025h ASD CONTRIBUTING FORCES FROM LEVEL ABOVE GRID LINE I OFFSET MULTIPLIER 3 SEISMIC LOAD p pF4 DIAPHRAGM 1.0 3.62 PSF CANTILEVERED DIAPH. 1.0 3.62 PSF WIND LOAD SOURCE PRESSURE LOAD FROM LEFT WORST CASE 78 PLF LOAD FROM RIGHT WORST CASE 78 PLF SHEAR WALL SEGMENT LENGTH SEGMENT HEIGHT ASPECT RATIO REDUCTION IN 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 WIND LOAD TO SEGM ENT UNIFORM DEAD LOAD CONCENTRATED DEAD LOAD 1 (K) [LOAD : LOCATION] CONCENTRATED DEAD LOAD 2 (K) [LOAD : LOCATION] AREA 170 SQFT DISTANCE TO NEXT BRACE 18' 7' LEVEL ABOVE r= 4.25' 8' 1.9:1 0% 0.154 KLF 0.288 KLF 2 I 2 4.25' 8' 0.655 K 1.225 K 0.144 KLF TRIS. AREA MULTIPLIER TRIS. AREA 0.5 85 SQFT LEVEL ABOVE r= LOAD 0.700 K 0.272 K 0.253 K 1.225 K ,_ ' - -·--·- ,_ ,_ -,_ -,~--,-CONCENTRATED DEAD LOAD 3 (K) [LOAD: LOCATION) -, ___ ·- -,- CONCENTRATED DEAD LOAD 4 (K) (LOAD : LOCATION] ASD -SEISMIC UPLIFT FROM ABOVE (K) [LEFT: RIGHT] ASD -TOTAL SEISMIC UPLIFT (K) [LEFT: RIGHT] 1.176 1.176 ASD -WIND UPLIFT FROM ABOVE (K) (LEFT: RIGHn ASD -TOTAL WIND UPLIFT (K) [LEFT : RIGHT] 2.303 2.303 LRFD -SEISMIC UPLIFT FROM ABOVE (K) [LEFT : RIGHT] LRFD -TOTAL SEISMIC UPLIFT (K) [LEFT: RIGHT] 1.666 1.666 LRFD -WIND UPLIFT FROM ABOVE (K) (LEFT: RIGHT] LRFD -TOTAL WIND UPLIFT (K) (LEFT : RIGHT] 3.872 3.872 REQUIRED HOLDOWN TYPE (LEFT: RIGHT] 1 1 I VERTICAL LOAD AT EACH END OF SHEAR WALLS (FROM UNFACTORED E/W ONLY) I 1.762K I I 3.844 K SEISMIC LOAD (WITHOUT p) WIND LOAD LOAD 0.307 K 0.348 K 0.655 K I I~ I I I I i I I 22 of 24 JENSEN ADU 24-013 4/26/2024 I I -1 -·- -,~ ~~-- I I I I COASTLINE ENGINEERING LATERAL BRACING ANALYSIS LEVEL DIRECTION GRID LINE 1ST STORY EAST-WEST 4 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 DIAPHRAGM CANTILEVERED DIAPH. WIND LOAD LOAD FROM LEFT LOAD FROM RIGHT SHEAR WALL SEGMENT LENGTH SEGMENT HEIGHT ASPECT RATIO p 1.0 1.0 SOURCE WORST CASE WORST CASE 3.62 PSF 3.62 PSF PRESSURE 78 PLF 78 PLF REDUCTION IN 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 WIND 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] ASD • 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] LRFD • SEISMIC UPLIFT FROM ABOVE {K) [LEFT : RIGHT] LRFD • TOTAL SEISMIC UPLIFT (K) [LEFT: RIGHT] LRFD • WIND UPLIFT FROM ABOVE (K) [LEFT: RIGHT] LRFD • TOTAL WIND UPLIFT (K) [LEFT : RIGHT] REQUIRED HOLDOWN TYPE [LEFT: RIGHT] AREA 170 SQFT DISTANCE TO NEXT BRACE 18' LEVEL ABOVE l= 3.25' 9' 2.8 : 1 28% 0.095 KLF 0.215 KLF 1 I 3.25' 9' 0.307 K 0.700 K 2 0.162 KLF 0.806 0.806 1.984 1.984 1.138 1.138 3.337 3.337 1 1 TRIB. AREA MULTIPLIER 0.5 LOAD 0.700 K 0.700 K VERTICAL LOAD AT EACH END OF SHEAR WALLS (FROM UNFACTORED E/W ONLY) SEISMIC LOAD {WITHOUT p) WIND LOAD I 1.216K I I 3.231 K TRIB. AREA 85 SQFT LEVEL ABOVE l = LOAD 0.307 K 1------0.307 K 23 of 24 JENSEN ADU 24-013 4/26/2024 I ·: i I I I ,,-,,, COASTLINE ENGINEERING SOIL PROPERTIES BEARING PRESSURE INCREASE FOR WIDTH INCREASE FOR DEPTH MAXIMUM BEARING PRESSURE 2500 PSF 2S00 PSF FOUNDATION ANALYSIS MINIMUM FOOTING DIMENSIONS NEW CONTINUOUS FTG. WIDTH 15" PAD FOOTING WIDTH 24" FOOTING DEPTH 18" FOOTING REINFORCEMENT PER PLAN CONTINUOUS FOOTING DESIGN GRID LINE 1 LOAD TYPE TRIS. LENGTH D Lr L RLl 7.5 0.101 0.1S0 MAXIMUM FACTORED LOAD REQUIRED FOOTING WIDTH FOOTING DEPTH USED PAD FOOTING DESIGN Fll EWl 3.25 14.5 0.046 0.261 0.130 0.618 KLF (D+0.75L+0.75Lr) 15" 18" EXISTING 12" 24" 12" I 24 of 24 JENSEN ADU 24-013 4/26/2024 TOTAL 0.408 KLF 0.1S0 KLF 0.130 KLF --i I To: Subject: Mr. Jensen, SB Consultants, Inc. Geotechnical-Concrete-Forensic Engineering Services 619-922-3302 Jerett Jensen R--:-r::~VEO MA'< '2 b 2024 CARLSBAD ~3:gl~G DIVISION Proposal for Limited Geotechnical Investigation New Accessory Dwelling Unit 2802 Atadero Court Carlsbad, CA 92009 Job No. 221119 March 14, 2024 In accordance with your request, we have conducted a geotechnical investigation for the proposed development for the property located at 2802 Atadero Court, Carlsbad, CA. The scope of work performed for this investigation was as follows: • Review of background geologic maps and other reports, • Subsurface exploration, • Laborat ory soil testing, • Geotechnical analysis and preparation of this report sum marizing our findings and conclusions and presenting recommendations for design and construction of building foundations and floor slabs and other geotechnical parameters, as well as recommendations for site grading and other geotechnical aspect s 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 an irregular-shaped parcel with an area of approximately 0.22 acres. The property is bordered by other residential properties to the north, east, Los Pi nos Circle to the west, and Atadero Court to the south. The property to the east is near the same building pad elevation, and Atadero Court is a few feet lower. The property to the north is 16 feet higher, w ith the elevation change accomplished by a terraced slope and a 5-feet high concrete masonry unit (CMU) wall at t he toe of the slope. Vegetation consists of shrubs, turf, and mature palms. Limited Geotechnical Investigation New Accessory Dwelling Unit 2802 Atadero Court Carlsbad, CA 92009 PROPOSED CONSTRUCTION AND SCOPE OF WORK Page2 Job No. 240305 March 14, 2024 Based on our review of the preliminary plans by Specialty Home Improvement and our discussions with you, the proposed building will co nsist of a new one-to two-story accessory dwelling unit (ADU}. The AD U will be situated in the backyard below the slope and near the northwest corner of the flat portion of the pad. The ADU will be approximately 300 sft in plan area. Figure 2 provides a layout of the project. The ADU will be supported on continuous and isolated pad footings with slab-on-grade floors. The structure will be wood-framed. Site grading will consist primarily of removal of existing concrete and excavation for the perimeter footings and removal and recompaction of near-surface soils, to a maximum depth of approximately 1 foot. The existing CMU retaining wall at the base of the slope will remain. SUBSURFACE EXPLORATION The subsurface exploration was performed on March 5, 2024, and consisted of hand excavating 3 borings to a maximum depth of 6 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 Figure 3. LABORATORY SOIL TESTING Laboratory testing was performed on soil sa mples obtained from the borings and consisted of in-place moisture content test s. The results of the tests are presented on the boring logs. SUBSURFACE FINDINGS The site is underlain by a thin layer of fill, in turn underlain by sedimentary sa ndstone bedrock. These materials are presented herein in order of increasing age. Fill (Qf): Fill soils were encountered to a maximum depth of approximately 2 feet. The 2 feet of fill was encountered at Boring B-2 that was extended through a raised planter adjacent to the SBCI SBURNSRCE(gGMAIL.COM 5215 La Jolla Hermosa Ave., La Jolla, CA 92037 Limited Geotechnical Investigation New Accessory Dwelling Unit 2802 Atadero Court Carlsbad, CA 92009 Page 3 Job No. 240305 March 14, 2024 proposed ADU. Fill soils were encountered to a maximum depth of 0.5 feet in the area of the proposed ADU. The fill consisted of gray and orange-brown, damp, loose, silty sand with roots. The fill ha s a very low expansion index (El<21) based on visua l 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 D 4829 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 in the area of the ADU. 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 index (El<21) based on visual observation and experience with similar soils in the area. GEOLOGY 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 ext ends SBCI SBURNSRCF.@;GMAIL.COM 5215 La Jolla Hermosa Ave., La Jolla, CA 92037 Limited Geotechnical Investigation New Accessory Dwelling Unit 2802 Atadero Court Carlsbad, CA 92009 Page4 Job No. 240305 March 14, 2024 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 w hile 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. 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. SBCI SBURNSRCE(gGMAIL.COM 5215 La Jolla Hermosa Ave., La Jolla, CA 92037 Limited Geotechnical Investigation New Accessory Dwelling Unit 2802 Atadero Court Carlsbad, CA 92009 LANDSLIDE POTENTIAL AND SLOPE STABILITY Page 5 Job No. 240305 March 14, 2024 A review of geologic hazards maps 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. The proposed development will not decrease the existing slope stability. Due to the competent nature of the underlying sedimentary bedrock, site observat ions, and soils conditions encountered, landslide haza rds do not appear to present a significant risk to the proposed project. 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 sa ndstone 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 experi ence, onsite soils should be considered as having negligible su lfate content with respect to exposure to concrete. The onsite soils are also considered corrosive to buried metals. 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 proj ect corrosion engineer to evaluate the corrosion charact eristics of the graded soils. SEISMIC DESIGN VALUES Seismic design values are presented on Figure 4. SBCI SBURNSRCE@GMAIL.COM 5215 La Jolla Hermosa Ave., La Jolla, CA 92037 Limited Geotechnical Investigation New Accessory Dwelling Unit 2802 Atadero Court Carlsbad, CA 92009 CONCLUSIONS AND RECOMMENDATIONS Page6 Job No. 240305 March 14, 2024 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 For the ADU and surrounding exterior concrete slabs and to a distance of at least 4 feet outside these improvement limits (where space permits}, existing fill soils shall be removed. Based on our investigation, removals are anticipated to extend to a depth of 0.5 to 1 foot below existing grade. Soils disturbed as part of the demolition process and fill soils associated with existing utility trenches shall be removed and recompacted. Actual removal depths may be greater based on conditions encountered and shall be confirmed during grading by a representative of SBCI. • Excavation and Soil Characteristics Excavation of the fill and natural soils should be possible w ith moderate effort using conventional heavy-duty equipment and hand tools. • 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. SBCI SBURNSRCf'.€GMAIL.COM 5215 La Jolla Hermosa Ave., La Jolla, CA 92037 Limited Geotechnical Investigation New Accessory Dwelling Unit 2802 Atadero Court Carlsbad, CA 92009 • Temporary Excavations and Slopes Page7 Job No. 240305 March 14, 2024 Temporary cut slopes and excavations may be excavated vertically to a max imum height of 4 feet. Temporary cut slopes and excavations great er than 4 feet in height should be inclined no steeper than 3/4:1 {horizontal to vertica l}. Th e contractor shall protect and support existing improvements. • Compaction and Method of Filling The exposed subgrade soils at the bottom of the soil removal areas shall be sca rified to a depth of 6 to 8 inches, moisture conditioned slightly above the soils' optimum moisture content, and compacted to at least 90 perce nt relative compaction in the ADU and surrounding hardscape areas. Fill soils should be placed soils in 6-to 8-inch thick lifts, moisture co nditioned slightly above the soils' optimum moisture content, and compacted by mechanical means to a minimum relative compaction of 90 percent {per ASTM D1557). 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 placem ent, 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 SBCI SBURNSRCE@GMAIL.COM 5215 La Jolla Hermosa Ave., La Jolla, CA 92037 Limited Geotechnical Investigation New Accessory Dwelling Unit 2802 Atadero Court Carlsbad, CA 92009 Page8 Job No. 240305 March 14, 2024 configurations and reinforcement requirements for structural loading, concrete shrinkage, and temperature stress. • Footing Type and Depth The proposed structure may be supported on continuous and/or individual spread footings bearing in dense, natural soils. Footings for one-story structures shall extend a minimum of 15 inches below lowest adjacent grade, or 6 inches into dense, natural sandstone, whichever is deeper. Footings for two-story structures shall extend a minimum of 18 inches below lowest adjacent grade or 6 inches into dense, natural sandstone, whichever is deeper. Continuous footings shall have a minimum width of 15 inches. Individual footings shall have a minimum width of 18 inches. • 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 design. The upper 6 inches should be omitted unless t he surface is finished with concrete. SBCI SBURNSRCE@GMAIL.COM 5215 La Jolla Hermosa Ave., La Jolla, CA 92037 Limited Geotechnical Investigation New Accessory Dwelling Unit 2802 Atadero Court Carlsbad, CA 92009 Page9 Job No. 240305 March 14, 2024 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 clea ned 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. 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 should 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. Control joints, if necessary, shall be specified by the project structural engineer. 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, SBCI SBURNSRCE@GMAIL.COM 5215 La Jolla Hermosa Ave., La Jolla, CA 92037 Limited Geotechnical Investigation New Accessory Dwelling Unit 2802 Atadero Court Carlsbad, CA 92009 Page 10 Job No. 240305 March 14, 2024 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 special 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 t he finish floor materials. Prior to installation, standardized testing (ca lcium ch loride 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. 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 sa me 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 ext erior slabs and curbs. Control joints should be placed within 8 hours of concrete placement. 4. DRAINAGE, LANDSCAPING, AND EROSION CONTROL 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. SBCI SBURNSRCE@GMAIL.COM 5215 La Jolla Hermosa Ave., La Jolla, CA 92037 Limited Geotechnical Investigation New Accessory Dwelling Unit 2802 Atadero Court Carlsbad, CA 92009 Page 11 Job No. 240305 March 14, 2024 Solid-walled drainage pipes should be a minimum of 3 inches in diameter, schedule 40 or better, and with all joints gl ued 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 loca l and federal governing agencies. 5. 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. 6. ADDITIONAL TESTING The finished grade soils should be tested for expa nsion index to confirm the ass umptions in this report. The recommendations presented in this report may be amended based on the testing results. 7. 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 St andards for Excavations, 29 CFR, Part 1926, should evaluate the soil exposed in the excavations as part of the contractor's safety process . SBCI SBURNSRCE@GMAIL.COM 5215 La Jolla Hermosa Ave., La Jolla, CA 92037 Limited Geotechnical Investigation New Accessory Dwelling Unit 2802 Atadero Court Carlsbad, CA 92009 Page 12 Job No. 240305 March 14, 2024 In no case should slope height, slope inclination, or excavation depth, including utility trench excavation depth, exceed those specified in loca l, state, and federal safety regulations. Actual safe slope angles should be verified by the engineering consultant at the time of ex cavation. 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 va ri ations in the soil conditions that may occur in the intermediate and unexplored areas. Any unusual conditions not covered in t his report that may be encount ered du ring site development should be brought to the attention of the engineering firm providing geotechnical services so that modifications ca n 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 propose d changes, or our recommendations should be modified by a written addendum. In t he 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 cl ient recognizes that subsurface conditions may va ry from those encountered at the locations w here 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, an d recommendations but shall not be responsible for the interpretations by others of the information developed. Th is report provides no w arranty, either expressed or implied, conce rning 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 st ructural engineer and architect for the project and incorporated into the project's plans and specifications. It is further their responsibilit y to take the necessary measures to ensure that SBCI SBURNSRCE@GMAIL.COM 5215 La Jolla Hermosa Ave., La Jolla, CA 92037 Limited Geotechnical Investigation New Accessory Dwelling Unit 2802 Atadero Court Carlsbad, CA 92009 Page 13 Job No. 240305 March 14, 2024 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 ATTACHMENTS • Figure 1 -Site Location • Figure 2 -Excavation Location Map • Figure 3 -Excavation Logs B-1 through 8-3 • Figure 4 -Seismic Design Parameters SBCI SBURNSRCE@GMAIL.COM 5215 La Jolla Hermosa Ave., La Jolla, CA 92037 Limited Geotechnical Investigation New Accessory Dwelling Unit 2802 Atadero Court Carlsbad, CA 92009 N OSCALE FIGURE 1 VICINITY MAP Soi,jru Beoch Del M:ll SITE LOCATION ,_, ,-c V, ::i ~ CJ) (') :ii 2802 Atadero Ct., Carlsbad, CA 92009 SBCI SBURNSRCE@GMAIL.COM 5215 La Jolla Hermosa Ave., La Jolla, CA 92037 Page 14 Job No. 240305 March 14, 2024 Limited Geotechnical Investigation New Accessory Dwelling Unit 2802 Atadero Court Carlsbad, CA 92009 FIGURE 2 EXCAVATION LOCATION AND GEOLOGIC MAP SCHEMATIC ONLY LEGE D Page 15 Job No. 240305 March 14, 2024 B-3 @ APPROXIMATE LOCATIO OF EXPLORATO RY BORI G Q£'Tsa == FILL OYER SANTIAGO FORMATIO SBCI SBURNSRCE@GMAIL.COM 5215 La Jolla Hermosa Ave., La Jolla, CA 92037 Limited Geotechnical Investigation New Accessory Dwelling Unit 2802 Atadero Court Carlsbad, CA 92009 FIGURE 3 LOGS OF EXCAVATIONS B-1 Approx. elev.= 213' amsl Depth (ft.) Description 0-0.5' Fill (Qf): Gray-brown, slightly moist, loose, silty sand 0.5-4' Depth (ft.) Santiago Formation (Tsa): Light gray and orange-brown, damp, dense sandstone Excavated and backfilled 03/05/24 No groundwater encountered B-2 Approx. elev.= 211' amsl Description Page 16 Job No. 240305 March 14, 2024 MC 9.8% 10.3% MC 0-2' Fill (Qf): Dark brown, damp, loose, silty sand with organics and roots 11.6% 2-6' Depth (ft.) 0-0.5' 0.5-4' Santiago Formation (Tsa): Light gray and orange-brown, damp, dense sandstone Excavated and backfilled 03/05/24 No groundwater encountered B-3 Approx. elev.= 209' amsl Description Fill (Qf): Gray, damp, loose, silty sand Santiago Formation (Tsa): Light gray and orange-brown, damp, dense sandstone Excavated and backfilled 03/05/24 No groundwater encountered MC= Moisture Content SBCI SBURNSRCE@GMAIL.COM 5215 La Jolla Hermosa Ave., La Jolla, CA 92037 10.2% MC 12.8% 11.2% Limited Geotechnical Investigation New Accessory Dwelling Unit 2802 Atadero Court Carlsbad, CA 92009 FIGURE 4 Page 17 Job No. 240305 March 14, 2024 Site Coefficients and Spectral/Ground Response Acceleration Parameters LATTITUDE: 33.070467/ LONGITUDE: -117.251622 Risk Category II Site Class "C" -Very Dense Soil, Soft Rock ASCE 7-22 ST ANDA RD ASCE ....... n-.-at."Cna Seismic Site Soil Clau: C -Very ee.-Sol aoo Soft Rod< Results: s.., Sa,. s.,, 0.5 1.22 0.52 0.81 0.35 Seiamic Design Category: 0 o• o. 0 ' M-MCE,, Spee1nm • S•(g)vsT(•) Two--Period MCEftSpedrum T l : s.: S,: v.., 10 co 8 1.14 0.36 530 Muft>.Pencd Oeoogn Spea\.111 Two--Period Oe9gn Spedrum ,o I , < e 1 e a, . ' 1 • ' S.(Q) vs T(•I S.(g)vs T(•) MCG, Vertical Reaponoe Spedrum Design Vertical Rell)On9e Spedrum Vertical grou,d moilondma '-not yet been made Verlk:el !lnuld motion data hlll not yet been made --by VSGS. avatlable by USGS SBCI SBURNSRCE@GMAIL.COM 5215 La Jolla Hermosa Ave., La Jolla, CA 92037 STORM WATER POLLUTION PREVENTION NOTES 1. ALL NECESSARY EQUIPMENT AND MATERIALS SHALL BE AVAILABLE ON SITE TO FACILITATE RAPID INSTALLATION OF EROSION AND SEDIMENT CONTROL BMPs 'M-iEN RAIN IS EMINENT. 2. THE OWNER/CONTRACTOR SHALL RESTORE ALL EROSION CONTROL DEVICES TO WORKING ORDER TO THE SATISFACTION OF THE CITY INSPECTOR AFTER EACH RUN-OFF PRODUCING RAINFALL. 3. THE OWNER/CONTRACTOR SHALL INSTALL ADDITIONAL EROSION CONTROL MEASURES AS MAY BE REQUIRED BY THE CITY INSPECTOR DUE TO INCOMPLETE GRADING OPERATIONS OR UNFORESEEN CIRCUMSTANCES 'M-ilCH 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. ADE QUA TE EROSION AND SEDIMENT CONTROL AND 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 ANO ACKNOV.U:OGE THAT I MUST: (1) IMPLEMENT BEST MANAGEMENT PRACTICES (BMPS) DURING CONSTRUCTION ACTIVITIES TO THE MAXIMUM EXTENT PRACTICABLE TO AVOID THE MOBILIZATION OF POLLUTANTS SUCH AS SEDIMENT ANO TO AVOID THE EXPOSURE OF STORM WATER TO CONSTRUCTION RELATED POLLUTANTS; ANO (2) ADHERE TO, ANO AT All TIMES, COMPLY WlTH THIS CHY APPROVED TIER 1 CONSTRUCTION SWPPP THROUGHOUT THE DURATION OF THE CONSTRUCTION ACTIVITIES UNTIL THE CONSTRUCTION WORK IS COMPLETE AND APPROVED BY THE OTY OF CARLSBAD. Jesse Leon E-29 PRINT SIGNATURE 10/28/24 DATE STORM WATER COMPLIANCE FORM TIER 1 CONSTRUCTION SWPPP E-29 BEST MANAGEMENT PRACTICES (BMP) SELECTION TABLE CB SW Erosion Control Sediment Control BMPs Traddng Non-Storm Water Waste Management and Materials BMPs Control BMPs Management BMPs Pollution Control BMPs C ! -~ 1j -0 ~ 0 -0 C ., 6 g' E C .. ~ .Q ·E 0 ~ 0 ~ .. .5 .5 '5 .9->-0 :::E -0 .,, "' g ~ ' ::, "' g' C 4' a. .s. .. E E~ 8 <T ~ g -~ Best Management Practice• .:,i o c 0 a, Q. t: ! I; w :c ~~ .,, ,= !l"' 0 _s; u 1' u ~ -0 ~ ~ 0 ] -., " .s. E .,, "' (D "' -0 .,, :::E ~ii (BMP) Description ➔ .. "3 ~4) e " 0 ~ 0 3' C ~] -g~ ~~ 0., 65 C 0 ::::, ~E :;:; ,. 0 ~ ii 0 a, ~-~ "' u 1: 0 C, " " K Oc,, "' 0 ~ ~ c,t:Z " ~--!g' :§ ~ o:e ~" j 0 " ... E -" 1 .0 s~ =. ~ti -~ ~ :c UC I; g "' 1 :-5 .E " I; "::, ~ :g ~ ~8 0 -0 0 Q. ii " _; g ~~ o.B =] ~o 0 .0 ~ -o ~J 0 0 ~~ o~ 6 ell i it WO vi iii (/) t.: V>> vi it iii C (/) a: Q. >U ,. (/) :,; iii o!"u CASOA Designalioo ➔ .... a:, "' .,, .... "' <O .... a:, 0 N .,, .... (0 ' N .,, .... "' I I I I ' I I I I I ' I ' I ' I I I I ' ' I u u u u w w ~ w w ~ w w J!, J!, (/) (/) (/) (/) i i i i i Construction Activity w w w w (/) (/) (/) (/) (/) (/) z z z z >I Grodino/Soi Disturbance X Y Trenchino/Excovotion ',( I><' Stockoilino y... X. Orillin° /Rorino Concrete/Asoholt Sowcuttino Concrete Flotworl< Povino Conduit/Pioe Installation Stucco/Morter Work '>( Waste Disposal Stoaino /l av Down Area Enuinment Maintenance end Fuelino Hazardous Substance Use /Storooe Oewoterino Site Access Across Dirt Other llistl: Instructions: 1. Check the box to the left of ell 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 Colifomio Stormwoter Quality Association (CASQA) designation number. Choose one or more BMPs you intend to use during construction from the list. Check the box where the chosen activity row intersects with the BMP column. J. Refer to the CASQA construction handbook for information end details of the chosen BMPs end how to apply them to the project. SHOW THE LOCATIONS OF ALL CHOSEN BMPs ABOVE ON THE PROJECTS SITE PLAN/EROSION CONTROL PLAN. SEE THE REVERSE SIDE OF THIS SHEET FOR A SAMPLE EROSION CONTROL PLAN. PROJECf INFORMATION Site Address: 2800 Atadero Court Assessor's Parcel Number. 255-101-22 Emergency Contact: Name: Sheen Fischer 24 Hour Phone: 760-738-6270 Construction Threet to Storm Weter Quality (Check Box) □ MEDIUM ~ LOW -;; ~-.,, ii i! E -0 " ~ "' O 0 NC 0 0 :,::,; <O ' i -;; o-~ ii "E ~~ uo 66 u :,; (0 I i 'I---. Poge 1 of 1 REV 02/16 (Cityof Carlsbad SEWER DISTRICT CERTIFICATION 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: Plan Check #: ____________ Permit #: _C_B_R_2_0_24_-_1_3_5_2 ______ _ Property Owner: JENSEN FAMILY TRUST 06-12-12 Project Address: 2800 ATADERO CT ----------------------------- Assessor's Parcel #: 2551012200 ----------------------------- Project Description: JENSEN: NEW 292 SF DETACHED ADU City Certification: City of Carlsbad Building Division Date: October 22, 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 sat isfied. Approved by: t~.s -<~ Date: I\ /t {:ad Title: CA~d:o.l Pcajec,,+ ®.,:aser . '················-············-·····································-·······--········--·--·········--·-························--· COMMUNITY DEVELOPMENT -Building Division 1635 Faraday Ave I Carlsbad, CA 92008-7314 I 442-339·2719 I building@carlsbadca.gov I www.carlsbadca.gov C cityof Carlsbad PURPOSE CLIMATE ACTION PLAN CONSISTENCY CHECKLIST B-50 Development Services Building Division 1635 Faraday Avenue 442-339-2719 www.carlsbadca.gov This checklist is intended to help building permit applicants identify which Climate Action Plan (CAP) ordinance requirements apply to their project. This completed checklist (8-50) and summary (B-55) must be included with the building permit application. The Carlsbad Municipal Code (CMC) can be referenced during completion of this document. NOTE: The following type of permits are not required to fill out this form ❖ Patio I ❖ Decks I ❖ PME (w/o panel upgrade) I ❖ Pool The 8-50 checklist was originally developed several years ago to support implementation of the CAP. Recent updates to the California Building Standards Code have imposed newer performance standards on building permit applications. Therefore, the applicant is advised to review all applicable code sections and apply the maximum performance standard, which may exceed the CAP consistency checklist requirements Consultation with a certified Energy Consultant is encouraged to assist in filling out th is document. Appropriate certification includes, but is not limited to: Licensed, practicing Architect, Engineer, or Contractor familiar with Energy compliance, IECC/HERS Compliance Specialist, ICC G8 Energy Code Specialist, RESNET HERS rater certified, certified ICC Residential Energy Inspector/Plans Examiner, ICC Commercial Energy Inspector and/or Plans Examiner, ICC CALgreen Inspector/Plans Examiner, or Green Building Residential Plan Examiner. If an item in the checklist is deemed to be not applicable to a project, or is less than the minimum required by ordinance, check N/A and provide an explanation or code section describing the exception. The project plans must show all details as stated in the applicable Carlsbad Municipal Code (CMC) and/or Energy Code and Green Code sections. Project Name/Building Permit No.: Jensen ADU BP No.: Date: 5/22/24 PropertyAddress/APN: 2802 Atadero Court, Carlsbad, CA 92009 APN: 255-101-22 Applicant Name/Co.: Jesse Leon Applicant Address: 10245 Casa Court, Santee, CA 92071 Contact Phone: 619-733-8134 Contact Email: jessealeon@hotmail.com Contact information of person completing this checklist (if different than above): Name: Company name/address: B-50 Contact Phone: Contact Email: Page 1 of 7 Revised 12/22 Use the table below to determine which sections of the Ordinance checklist are applicable to your project. For alterations and additions to existing buildings, attach a Permit Valuation breakdown on a separate sheet. For purposes of determining valuation, the amount should be upon either the actual contract price for the work to be permitted or shall be determined with the use of the current "ICC Building Valuation Data" as published by the International Code Council, whichever is higher (refer to Section 18.04.035 of the CMC). Building Permit Valuation (BPV) $ breakdown ___________ _ j COllllructlonTp I Compl1l18lclan(a> II] Residential ~ New construction 2A*, 3A*, 4A* *Includes detached, newly constructed ADU D Additions and alterations: D BPV < $60,000 NIA All residential additions and alterations D BPV ~ $60,000 1A, 4A 1-2 family dwellings and townhouses with attached garages D Electrical service panel upgrade only only. *Multi-family dwellings only where interior finishes are D BPV ~ $200,000 1A, 4A* removed and significant site work and upgrades to structural and mechanical, electrical, and/or plumbing systems are proposed 2B* *Multi-family dwellings only where ~$1,000,000 BPV AND BPV ~ $1,000,000 affecting ~75% existing floor area 0 Nonresidential and hotels/motels D New construction 1 B, 2B, 3B, 4B and 5 D Alterations: D BPV ~ $200,000 or additions~ 1B, 5 1,000 square feet D BPV ~ $1,000,000 1B, 2B, 5 Building alterations of~ 75% existing gross floor area ~ 2,000 sq. ft. new roof addition 2B,5 1 B also applies if BPV ~ $200,000 Instructions: 1. Choose first between residential or non-residential based on the type of project being submitted. 2. Next chose between new construction or addition/alteration for residential or non-residential. 3. The columns to the right of your selection will determine which sections of the CAP program are applicable to your project. 4. Appropriate details must be included on the plans for selections made. EXAMPLE: Scope of work includes a new, 2 story, single family residential structure. i The selections would be: Residential and New construction in the table above. For a 2-story structure, CAP sections 2A, 3A and 4A would be applicable. (Solar PV, water heating, EV charging) The • indicates that new detached ADU's are included. EXAMPLE: Scope of work includes a tenant improvement (i.e., alterations) valued at over one million dollars. The selections would be: Non-residential and Alteration BPV ~ $1 ,000,000. CAP sections 1 B, 28 and 5 would be applicable to this project. (Energy efficiency, Solar PV and Transportation Demand Management (TOM)*) It may be necessary to supplement the completed checklist with supporting materials, calculations or certifications, to demonstrate full compliance with CAP ordinance requirements. For example, projects that propose or require a performance approach to comply with energy-related measures will need to attach to this checklist separate calculations and documentation as specified by the ordinances. 3 1. Energy Efficiency Please refer to Section 18.30.060 of the Carlsbad Municipal Code (CMC) and Section 150.2 of the CEC for more information. Appropriate details and notes must be placed on the plans according to selections chosen in the design. A. 0 Residential addition or alteration .?: $60,000 building permit valuation. Details of selection chosen below must be placed on the plans referencing CMC 18.30.060. D N/A _________ _ D Exception: Home energy score ~ 7 (attach certification) Year Built Single-family Requirements Multi-family Requirements D Before 1978 Select one option: D Duct sealinQ D Attic insulation □Coolroof D Attic insulation D 1978 and later Select one option: D Lighting package D Water heating package D Between1978 -1991 Select one option: D Duct sealing D Attic insulation D Cool roof D 1992 and later Select one option: D Lighting package D Water-heating package B. 0 New Nonresidential construction (including additions over 1,000sf), new hotel/motel construction AND alterations ~ $200,000 building permit valuation. See Section 18.21.050 of the CMC and CALGreen Appendix AS. At least one measure from each applicable building component required. 0 N/A _______ _ AS.2O3.1.1 Choose one: D Outdoor lighting D Restaurant service water heating (Section 140.5 of the CEC) D Warehouse dock seal doors D Daylight design PAFs D Exhaust air heat recovery AS.2O3 .1 .2.1 Choose one: D .95 Energy budget (Projects with indoor lighting OR mechanical) D .90 Energy budget (Projects with indoor lighting AND mechanical) AS.211 .1 ** D On-site renewable energy: AS.211.3** D Green power: (If offered by local utility provider, 50% minimum renewable sources) AS.212.1 D Elevators and escalators:(Project with more than one elevator or two escalators) AS.213.1 D Steel framing: (Provide details on plans for options 1-4 chosen) * High-rise residential buildings are 4 or more stories. 0 N/A ---------- 0 N/A ________ _ 0 N/A 0 NIA 0 N/A 0 N/A. ________ _ ** For alterations~ $1 ,000,000BPV and affecting> 75%existing gross floor area, OR alterations that add 2,000 square feet of new roof addition: comply with Section 18.030.040 of the CMC (section 28 below) instead. 4 2. Photovoltaic Systems Residential new construction. Refer to Section 150.1 (c)14 of the CEC for single-family requirements and Section 170.2(d) of the CEC for multi-family requirements. If project includes installation of an electric heat pump water heater pursuant to CAP section 3 below (residential water heating), increase system size by .3kWdc if PV offset option is selected. Floor Plan ID (use additional CFA or SARA #d.u. Calculated kWdc* Exception sheets if necessary) ADU 292 1 0 0 N/A per title 24 D □ □ Total System Size: kWdc kWdc = (CFAx.572) / 1,000 + (1.15 x #d.u.) *Formula calculation where CFA = conditional floor area, #du= number of dwellings per plan type If proposed system size is less than calculated size, please explain. B. □ Nonresidential, hotel/motel and multifamily additions, alterations and repairs of these projects ~$1,000,000 BPV AND affecting ~75% existing floor area, OR addition that increases roof area by ~2,000 square feet. Please refer to Section 18.30.040 and 18.30.070 of the CMC when completing this section. Choose one of the following methods: (Gross floor area or Time-Dependent Valuation method) D Gross Floor Area (GFA)Method GFA: Min.System Size: kWd D If< 1 O,OOOs.f. Enter: 5 kWdc D If~ 1 O,OOOs.f. calculate: 15 kWdc x (GFA/10,000) ** **Round building size factor to nearest tenth, and round system size to nearest whole number. D Time-Dependent Valuation Method C. 0 Annual TDV Energy use:*** ______ x .80= Min. system size: ______ kWdc ***Attach calculation documentation using modeling software approved by the California Energy Commission. * All newly constructed non residential, hotel/motel and highrise multifamily buildings that are required by CEC section 140.10(a) to have a PV system shall also have a battery storage system meeting CEC section 140.10(b). Non residential, hotel/motel and multifamily additions, alterations or repairs that trigger solar due to the Carlsbad Climate Action Plan will NOT require battery storage. Battery storage is required when triggered by CEC section 140.10(a) and/or 170.2(9). 5 3. Water Heating A. Residential. Refer to Section 18.30.050 of the CMC and Sections 150.1 (c)8 or 170.2(d) of the CEC when completing this section. Provide complete details on the plans. Residential new construction and alterations: □ Required: 60% of energy needed for service water heating from on-site solar or recovered energy. For systems serving individual units, choose one system: "" Single 240-volt heat pump water heater AND compact hot water distribution AND Drain water heat recovery (low-rise residential only) □ Single 240-volt heat pump water heater AND PV system .3 kWdc larger than required. □ Heat pump water heater meeting NEEA Advanced Water Heating Specification Tier 3 or higher. □ Solar water heating system that is either .60 solar savings fraction or 40 s.f. solar collectors □ Gas or propane system with a solar water hearing system and recirculation system. For systems serving multiple units, choose one system: □ Heat pump water heating system with recirculation loop tank and electric backup. □ Solar water heating system that is either: □ .20 solar savings fraction □ .15 solar savings fraction, plus drain water heat recover OR: □ System meets performance compliance requirements of section 150.1(d) or 170.2(d) and deriving at least 60% of energy from on-site solar or recovered energy. □ Exception: ______________________________________ _ 8. Nonresidential and hotel/motel new construction. This section also applies to high-rise residential. Refer to Sections 18.030.020 and 18.040.030 of the CMC and Sections 140.5 and 170.2 of the CEC when completing this section. Provide complete details on the plans. 1. Non-residential: □ Required: Water heating system derives at least 40% of its energy from one of the following: □ Solar-thermal □ Photovoltaics □ Recovered energy □ Required: High-capacity service water heating system 2. Water heating system is (choose one): D Heat pump water heater □ Electric resistance water heater(s) □ Solar water heating system with .40 solar savings fraction 3. Hotel/motel: □ Required: High-capacity service water heating system (meeting Section 170.2( d) of the CEC) □ Required: Located in garage or conditioned space Exception: 6 4. Electric Vehicle Charging A. liJ Residential • New construction and major alterations.* This section also applies to hotel/motel projects. Refer to Section 18.21.030 of the CMC and Section 4.106.4 of the GBSC when completing this section. Choose one: □ One and two-family residential dwelling alterations with attached private garage. (not required if a panel upgrade would be needed) □ New detached ADU. (no EV space required when no additional parking facilities are added) □ New one and two-family residential dwellings and townhouse with attached private garage. . . □ One EV Ready parking space required !!!!I Exception: No parking required □ New and major alterations to multi-family and hotel/motel projects: □ Exception: ________________ _ Total Parking Spaces Proposed EVSE Spaces EV Capable (10% of total) I EV Reoov (25% of Total) I EV charqers (5% of Total) I I *Major alterations are: (1) for one and two-family dwellings and for town houses with an attached garage, alterations have a building permit valuation ~$60,000 or include an electrical service panel upgrade. (2) for multifamily dwellings (three un~s or more without attached garages), alterations have ab uilding permit valuation ~ $200,000, i nteriorfinishes a re removed and significant site work and upgrades to structural and mechanical, electrical, a nd/orp lumbing systems are proposed. B. D Non-Residential -New construction □ Exception : _____________ _ Please refer to Section 18.21.040 of the CMC when completing this section Total Par1<ing Spaces Proposed EV Capable I EVCS (Installed with EVSE) I EV Ready (optional) I EV Space (optional) I I I Calculation: Refer to the table below: Total Number of Parking Spaces provided Number of required EV Capable Spaces Number of required EVCS (Installed with EVSE) □ 0-9 1 1 □ 10-25 4 1 □ 26-50 8 2 □ 51-75 13 3 □ 76-100 17 5 □ 101-150 25 6 □ 151-200 35 9 □ 201 andover 20 percent of total 25 percent of Required EV Spaces Calculations: Total EV Capable spaces= .20 x Total parking spaces proposed (rounded up to nearest whole number) EVSE Installed= Total EVSE Spaces x .25 (rounded up to nearest whole number) EVSE other maybe "EV Ready" or "EV Space" 7 5. D Transportation Demand Management (TOM): Nonresidential ONLY An approved Transportation Demand Management (TOM) Plan is required for all nonresidential projects that meet a threshold of employee-generated ADT. City staff will use the table below based on your submitted plans to determine whether your permit requires a TDM plan. If TDM is applicable to your permit, staff will contact the applicant to develop a site-specific TOM plan based on the permit details. Acknowledgment: Employee ADT Estimation for Various Commercial Uses Use Office (all)2 Restaurant Retaib Industrial Manufacturing Warehousing EmpADTfor first 1,000 s.f. 20 11 8 4 4 4 EmpADTI 1000 s.f.1 13 11 4.5 3.5 3 1 1 Unless otherwise noted, rates estimated from /TE Trip Generation Manual, 1 ()th Edition 2 For all office uses, use SAN DAG rate of 20 ADT/1,000 sf to calculate employee ADT 3 Retail uses include shopping center, variety store, supermarket, gyms, pharmacy, etc. Other commercial uses may be subject to special consideration sample ca1cu1atjons: Office: 20,450 sf 1. 20,450 sf/ 1000 x 20 = 409 Employee ADT Retail: 9,334 sf 1. First 1,000 sf= 8 ADT 2. 9,334 sf -1,000 sf= 8,334 sf 3. (8,334 sf/ 1,000 x 4.5) + 8 = 46 Employee ADT I acknowledge that the plans submitted may be subject to the City of Carlsbad's Transportation Demand Management Ordinance. I agree to be contacted should my permit require a TOM plan and understand that an approved TOM plan is a condition of permit issuance. Applicant Signature: __________ _ Name: Jesse Leon Date: 5/22/24 Phone No.: 619-733-8134 8 C Cityof Carlsbad CLIMATE ACTION PLAN (CAP} COMPLIANCE CAP Building Plan Template B-55 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov The following summarizes project compliance with the applicable Climate Action Plan ordinances of the Carlsbad Municipal Code and California Green Building Standards Code (CALGreen), current version. The following certificate shall be included on the plans for all building permits that are required to comply with the CAP measures: 1. ENERGY EFFICIENCY APPLICABLE: □YES □ NO Complies with CMC 18.30.060 or 18.21.050 O Yes D N/A Existing Structure, year built: _____ _ Prepared Energy Audit? Q es D No Energy Score: _____ _ Efficiency Measures included in scope: NIA per title 24 2. PHOTOVOLTAIC SYSTEM APPLICABLE: DYES [j] NO Complies with CMC section 18.30.040 and 2022 California Energy Code section 150.l(c}14 D Yes D IA Size of PV system (kWdc): Sizing PV by load calculations O Yes O No If by Load Calculations: Total calculated electrical load: 80% of load: Exception Requested Exception Approved 0 Yes ~ D Yes ONo 3. ALTERNATIVE WATER HEATING SYSTEM APPLICABLE: [j] YES □ NO 4. 5. Complies with CMC sections 18.30.020 [Z]yes D N/A 18.20.030 and/or 18.30.050? Alternative Source: o Electric o Passive Solar Exception Requested Exception Approved D Yes □Yes □No □No ELECTRIC VEHICLE (EV) CHARGING APPLICABLE: DYES [j]NO Complies with CMC section 18.21.030? Panel Upgrade? Total EV Parking Spaces: No. of EV Capable Spaces: No. of EV Ready Spaces: No. of EV Installed Spaces: Hardship Requested Hardship Approved D Yes O N/A D Yes O No Required Provided ----r:'jves □Yes ONo □No TRAFFIC DEMAND MANAGEMENT APPLICABLE: DYESDNo 0Yes ONo □Yes oNo Compliant? TOM Report on file with city?