Loading...
HomeMy WebLinkAbout1637 SAINT JAMES CT; ; CBR2024-0792; PermitBuilding Permit Finaled Residential Permit Print Date: 07/02/2025 Job Address: Permit No: Status: C cityof Carlsbad CBR2024-0792 Closed -Finaled Permit Type: 1637 SAINT JAMES CT, BLDG-Residential 2050606300 $132,833.76 CARLSBAD, CA 92008-1966 Work Class: Second Dwelling Unit Parcel#: Valuation: Occupancy Group: #of Dwelling Units: 1 Bedrooms: Bathrooms: Occupant Load: Code Edition: Sprinkled: Project Title: Track#: Lot#: Project#: Plan#: Construction Type: Orig. Plan Check#: Plan Check#: Applied: 04/02/2024 Issued: 10/15/2024 Finaled Close Out: 07/02/2025 Final Inspection: 05/12/2025 INSPECTOR: Renfro, Chris Description: BUHL: ADD 560 LIV SF (471 NEW SF ADDITION+ CONVERT 89 SF OF GARAGE)+ CONVERT 264 SF OF MAIN DWELLING FOR 824 SF TOTAL ATTACHED AD U Applica nt: BA WORTHING INC ALENA BLASIO 3864 WESTHAVEN DR CARLSBAD, CA 92008-2754 (760) 533-8380 FEE BUILDING PLAN CHECK Property Owner: WILLARED BUHL 1635 SAINT JAMES CT CARLSBAD, CA 92008-1966 BUILDING PLAN REVIEW -MINOR PROJECTS (LDE) BUILDING PLAN REVIEW-MINOR PROJECTS (PLN) PUBLIC FACILITIES FEES -outside CFD 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: $7,541.95 Total Payments To Date: $7,541.95 Contractor: DAVID TAYLOR DEVELOPMENT INC 2371 BUENA VISTA CIR CARLSBAD, CA 92008-1604 (619} 843-9809 Balance Due: AMOUNT $864.50 $197.00 $104.00 $4,649.18 $6.00 $1,330.00 $17.27 $292.00 $82.00 $0.00 Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exaction." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure w ill 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 J,62"1 Job Addres~ St. James Ct. RESIDENTIAL BUILDING PERMIT APPLICATION 8-1 Plan ChL.. CMd~oJ'{-(}? '1,,1 Est. Value ..;t1/~ g_li. 26 PC Deposit -f@ $',Sb Date O'-t 10~1 Z.t..f Unit: APN: 205-060-63-00 -----· CT/Project #: __________________ Lot #:. ____ Vear Built: _________ _ BRIEF DESCRIPTION OF WORK: Construct new attached adu ~ New SF : Living SF~Sl,O Deck SF, ___ Patio SF, ____ Garage SF __ _ Is this to create an Accessory Dwelling Unit? C:) V O N New Fireplace? O VON, if yes how many? ___ _ ti Remodel: d,. lp L\, SF of affected area Is the area a conversion or change of use? 0 YO N 0 Pool/Spa: ____ SF Additional Gas or Electrical Features? ____________ _ □ Solar: ___ KW, ___ Modules, Mounted: 0Roof O Ground, Tilt: 0 YON, RMA: CY O N, Battery:CYC N, Panel Upgrade: CY ON Electric Meter number: ------------ 0th er: APPLICANT (PRIMARY CONTACT) Name: Alena Brooks Blasio Address: 5145 Avenida Encinas, Suite I City: Carlsbad State:_C_A_....;Zip: 92008 Phone: (760) 729-3965 Email: admin@thisisbawinc.com DESIGN PROFESSIONAL Name: Alena Brooks Blasio Address: 5145 Avenida Encinas, Suite I PROPERTY OWNER Name: Willy Buhl Address: 1635 St. James Ct. City: Carlsbad State: CA Zip:_9_2o_o_a __ _ Phone: ___________________ _ Email: ___________________ _ CONTRACTOR OF RECORD Business Name: DAV1tli fA,tllo~ ft,v'uloywttvir:: lvtv Address· l!,11 £il!tJ111 \(1 \ rP\ C, f City: Carlsbad State:_C_A __ Zip: ____ _ City: Carlsbad State: CA Zip:_9_2o_o_a ____ _ Phone hl4 ~...f3 1~vq Phone: (760) 729-3965 Email: admin@thisisbawinc.com Architect State License: ___________ _ Email: mtge-Jtl ~ Q\O} Col!Vl CSLB License#: 5'{)q 1 q vJ Class:_B_-1 _____ _ Carlsbad Business License# (Required): _______ _ APPLICANT CERTIFICATION: 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 •g~ <• wmp<y wfth o<J GO o,,;,o,m •ad S<ore ••• re<o<<"' <• OO<k.,g ~><m«o,. ~ NAME (PRINT): Alena Brooks Blasio SIGN: ~ DATE: 02/22/2024 1635 Faraday Ave Carlsbad, CA 92008 Ph: 442-339-2719 Email: Building@carlsbadca.gov REV. 04122 THIS PAGE REQUIRED AT PERMIT ISSUANCE PLAN CHECK NUMBER: ______ _ A BUILDING PERMIT CAN BE ISSUED TO EITHER A STATE LICENSED CONTRACTOR OR A PROPERTY OWNER. IF THE PERSON SIGNING THIS FORM IS AN AGENT FOR EITHER ENTITY AN AUTHORIZATION FORM OR LETTER IS REQUIRED PRIOR TO PERMIT ISSUANCE. (OPTION A): LICENSED CONTRACTOR DECLARATION: I herebyaf firm under penal tyof perjury that I am licensed underprovisionsof Chapter 9 ( commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in full force and effect. I alsoaffirm under penalty of perjury one of the followin eclarations (CHOOSE ONE): sure for workers' compensation provided by Section 3700 of the Labor Code, for the performance of the work which this permit is issued. PolicyNo._-;1.~~µyL.J£....:::f.-~=.....c'-'"'O""-'-.-=I---------------------------- -OR- DI 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: lnsuranceCompany Name: ------------------------I Policy No. ____________________________ Expiration Date:-----------------• -OR- D 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: 1 hereby affirm that there is a construction lending agency for the performance of the work this permit is issued (Sec. 3097 (i) Civil Code). Lender's Name:, ______________________ Lender's Address: ______________________ _ CONTRACTOR CERT/FICA T/ON: 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):~/ D '.11:'YID~ SIGNATURE~ DATE: ;rf; 'i1?!I Note: If the person signingawe is an authorized agent for the contra t Id I tter of authorization 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- D I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant t o the Contractor's License Law). -OR- DI am exempt under Business and Professions Code Division 3, Chapter 9, Article 3 for this reason: AND, D FORM B-61 "Owner Builder Acknowledgement and Verification Form" is required for any permit issued to a property owner. By my signature below I acknowledge that, except for my personal residence in which I must have resided for at least one year prior to completion of the improvements covered by this permit, I cannot legally sell a structure that I have built as an owner-builder if it has not been constructed in its entirety by licensed contractors./ understand that a copy of the applicable law, Section 7044 of the Business and Professions Code, is available upon request when this application is submitted or at the following Web site: http://www.leginfo.ca.gov/ca/aw.html. OWNER CERTIFICATION: The applicant certifies that all documents and plans clearly and accurately show all existing and proposed buildings, structures, access roads, and utilities/utility easements. All proposed modifications and/or additions are clearly labeled on the site plan. Any potentially existing detail within these plans inconsistent with the site plan are not approved for construction and may be required to be altered or removed. The city's approval of the application is based on the premise that the submitted documents and plans show the correct dimensions of; the property, buildings, structures and their setbacks from property lines and from one another; access roads/easements, and utilities. The existing and proposed use of each building as stated is true and correct; all easements and other encumbrances to development have been accurately shown and labeled as well as all on-site grading/site preparation. All improvements existing on the property were completed in accordance with all regulations in existence at the time of their construction, unless otherwise noted. NAME (PRINT): SIGN: Note: If the erson si nin above is an authorized a ent for the ro ert owner include form B-62 si ned b owner. 1635 Faraday Ave Carlsbad, CA 92008 Ph: 442-339-2719 Email: Building@carlsbadca.gov 2 REV. 04/22 ( City of Carlsbad RESIDENTIAL BUILDING PERMIT APPLICATION 8-1 Plan Check ________ _ Est. Value PC Deposit Date JobAddress __________________ Unit: _____ APN: __________ _ CT/Project #: __________________ Lot #: ____ Year Built: _________ _ BRIEF DESCRIPTION OF WORK: □ New SF : Living SF, ____ Deck SF, ___ Patio SF, ____ Garage SF __ _ Is this to create an Accessory Dwelling Unit? O Y O N New Fireplace? O YO N, if yes how many? ___ _ D Remodel:. _____ SF of affected area Is the area a conversion or change of use? O YON □ Pool/Spa: ____ SF Additional Gas or Electrical Features? ____________ _ □Solar: ___ KW, ___ ModuJes, Mounted:ORoofOGround, Tilt: 0Y0N, RMA:OY ON, Battery:OYO N, Panel Upgrade: Ov ON Electric Meter number: ------------ 0th er: APPLICANT (PRIMARY CONTACT) PROPERTY OWNER Name:. _________________ Name:. ___________________ _ Address: Address:. __________________ _ City:. _______ State:. ___ Zip:. _____ City: __________ State: ____ Zip:, ____ _ Phone: Phone: ___________________ _ Email:. __________________ Email: ___________________ _ DESIGN PROFESSIONAL CONTRACTOR OF RECORD Name: ______________ Business Namel)/1yl0 '[ftY'tAt.-OC,vt£LP(/11/"£.ff /Nt. Address: Address: !il---3 7 f (?Uf'J.-.c....(/1 x/2-CI ~ l~ City: _______ State: ___ Zip:_____ Citv(fMV..-f>{3@ State: CP Zip: tfd'Vo fl Phone: Phone: _feL:i. tl3 · 9 ~ Email: Email: d&evil~~;Tc.(:)~ Architect State License: CSLB License #: ,::;-cq 7 f1 Class:._._B.._.( ____ _ Carlsbad Business License# (Required): _______ _ 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 ta building construction. NAME (PRINT):~ t'}:>f lQ :Jl'.t'.YLA1:::: SI~ DATE : / 0 j;sf? y I 1635 Faraday Ave Carlsbad, CA 92008 Ph: 442-339-2719 Email: Building@carlsbadca.gov REV. 04122 PERMIT INSPECTION HISTORY for (CBR2024-0792) Permit Type: BLDG-Residential Work Class: Second Dwelling Unit Application Date: 04/02/2024 Owner: WILLARED BUHL Issue Date: 10/15/2024 Subdivision: CARLSBAD TCT#81-50 Status: Closed -Finaled Expiration Date: 08/13/2025 IVR Number: 55577 Scheduled Actual Inspection Type Inspection No. Inspection Date Start Date Status Checklist Item COMMENTS BLDG-Building Deficiency BLDG-14 Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout BLDG-34 Rough Electrical BLDG-44 Rough-Ducts-Dampers 01 /31/2025 01/31/2025 BLDG-17 Interior 274961-2025 Partial Pass Lath/Drywall Checklist Item COMMENTS BLDG-Building Deficiency Partial pass drywall. 02/14/2025 02/14/2025 BLDG-17 Interior 276196-2025 Partial Pass Lath/Drywall Checklist Item COMMENTS BLDG-Building Deficiency Partial pass shower lath 05/12/2025 05/12/2025 BLDG-Final Inspection 284474-2025 Passed Checklist Item COMMENTS BLDG-Building Deficiency BLDG-Plumbing Final BLDG-Mechanical Final BLDG-Structural Final BLDG-Electrical Final Wednesday, July 2, 2025 Address: 1637 SAINT JAMES CT CARLSBAD, CA 92008-1966 Primary Inspector Reinspection Passed Yes Yes Yes Yes Yes Chris Renfro Re inspection Passed Yes Chris Renfro Re inspection Passed Yes Chris Renfro Passed Yes Yes Yes Yes Yes Inspection Incomplete Incomplete Complete Page 2 of 2 Building Permit Inspection History Finaled {city of Carlsbad PERMIT INSPECTION HISTORY for (CBR2024-0792) Permit Type: BLDG-Residential Application Date: 04/02/2024 Owner: WILLARED BUHL Work Class: Second Dwelling Unit Issue Date: 10/15/2024 Subdivision: CARLSBAD TCT#81-50 Status: Closed -Finaled Expiration Date: 08/13/2025 Address: 1637 SAINT JAMES CT IVR Number: 55577 CARLSBAD, CA 92008-1966 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status 10/15/2024 10/15/2024 BLDG-SW-Pre-Con 264146-2024 Passed Chris Renfro Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 11/07/2024 11/07/2024 BLDG-21 267241-2024 Passed Chris Renfro Complete Underground/Underflo or Plumbing Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes NOTES Created By TEXT Created Date Dirk de Roggenbuke Gary 760-805-5483 11/06/2024 11/19/2024 11/19/2024 BLDG-11 268378-2024 Passed Chris Renfro Complete Foundation/Ftg/Piers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 12/06/2024 12/06/2024 BLDG-13 Shear 270340-2024 Partial Pass Chris Renfro Reinspectlon Incomplete Panels/HD (ok to wrap) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-15 Roof/ReRoof 270184-2024 Passed Chris Renfro Complete (Patio) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 12/31/2024 12/31/2024 BLDG-24 Rough!Topout 272165-2024 Passed Chris Renfro Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 01/23/2025 01/23/2025 BLDG-84 Rough 274322-2025 Passed Chris Renfro Complete Combo(14,24,34,44) Wednesday, July 2, 2025 Page 1 of 2 True North ',/_ COMPLIANCE SERVICES Transmittal Letter April 9, 2024 City of Carlsbad Community Development Department -Building Division 1635 Faraday Ave. Carlsbad, CA 92008 Plan Review: Residential New Attached ADU Address: 1635 Saint James Ct, Carlsbad CA FIRST REVIEW City Permit No: CBR2024-0792 True North No.: 24-018-283 Applicant Name: Alena Brooks Blasio Applicant Email: admin@thisisbawinc.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. Drawings: Electronic copy dated February 19, 2024, by Brooks Design. 2. Structural Calculations: Electronic copy dated March 26, 2024, by PCSD Engineering Corp. 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. Please 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 Attached ADU 1635 Saint James Ct April 9, 2024 Plan Review Comments HARD COPY -RESUBMITT AL INSTRUCTIONS: City of Carlsbad-FIRST REVIEW City Permit No.: CBR2024-0792 True North No.: 24-018-283 Page2 Please do not resubmit plans untiJ 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 for 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 for 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. l and CBPC 6735. This item will be verified prior 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 One 824 sq. ft. ARCIDTECTURAL COMMENTS: A 1. On the cover sheet of the plan set, specify roof trusses to be part of deferred submittal. Residential New Attached ADU 1635 Saint James Ct April 9, 2024 City of Carlsbad-FIRST REVIEW City Permit No.: CBR2024-0792 True North No.: 24-018-283 Page3 A2. Walls less than 5 feet of the property line shall be ofone-hour fire rated. Provide a construction detail with basis of approval (i.e., UL design#, G.A. file#) for the rated wall and cross reference onto the plans. CRC Table R302.l(l). A3. Openings, such as doors, windows, vents, etc., in exterior walls less than 5 feet to the property line shall conform to the following per CRC Table R302.J(l): a) Openings less than three feet from the property line are not permitted. b) Openings between three to five feet of the property line shall be limited to 25% of the wall area. A4. Eave projections shall conform to the following per CRC Table R302.l(l): a) On the site plan, dimension the distance from the eave projections to the property line. b) Eaves between two and five feet from the property line shall have fire-rating on the underside. Show location and provide details to show compliance. c) Projections are not permitted to be located less than two feet from the property line. A5. Sheet A4.0: a) The 2636 Single hung windows at bedroom 4 do not meet the requirements for emergency escape and rescue openings. Please revise and provide the following clear openings. Please be advised, the net clear opening is just the opening without include the area of the window frame and overlap. CRC R310.2. i) The net clear opening shall be 5.7 square feet minjmum (grade floor openings may have a net clear opening of 5.0 square feet minimum) ii) The net clear height shall be 24" minimum. iii) The net clear width shall be 20" mirumum. __J 3' O" MIN DEEP STOOP C b) Detail D references GA File Number 3370, which provides 1 hour, but required I-layer of 5/8" type X gyp board on each side of the wall, not double layer of 5/8" type x gyp board, as shown in the detail. Please revise detail to coordinate with the reference GA File number. Residential New Attached ADU 1635 Saint James Ct City of Carlsbad-FIRST REVIEW City Permit No.: CBR2024-0792 True North No.: 24-018-283 Page 4 April 9, 2024 DESIGN NO. fRAATIIG STCAATl«l: SQ.fll)T£ST Sm81 THD<HESS: lllCATlOft flWoHll'll'E. GAWP3370 !HOUR SJ USG-111(121 1-IU"IZlOAIJ ~ WOOOSll.lO(llW),«.WIGJ 1. Hr &. 16" '= 1"MINIMUM --------. ASSEMBLY REQUIREMENTS: FIRE RATING: 1 HOUR STC:57 ~ GAFILE#GA~ GVPSUM PANELS WOOOS1\JOS. -SPACE. WOOOSTUOS. INSU.ATION: GVPSUM PANaS. ON£ LAVER W fts.t 11&11 SHEETROCKaG'l'f 2" X ◄" pe X 119 MM) WOOD STUOS. 18" 1408 M 1• 125 .,..I_ SPACE rx•·pexnMM)WOOOSTVOS, 1e·14oeu _______________ .., ____ _ S,.l12"!89MM)RIERQ.ASSNSULAT10N STC DETAIL I E ' ONELAVER519"(15.9IJMISHeETROCK8G'l'f SCAL 1/4" = 1- c) While the wall confining the shower is J -hr fire rated, 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. Provide detail to clarify how fue-rating is maintained at the shower location. d) Revise the dining and living rooms to meet natural light and ventilation requirements per CRC R303. l. i) For natural light, the glazing shall be a minimum of 8% of the total area of the room. ii) For natural ventilation, the open able portion of the window shall be a minimum of 4% of the total room area. e) Revise the plan to show the location of the attic access. Attic access shall not be less than 22 inches by 30 inches and shall be located in a hallway or other readily accessible location. CRC R807. l. A6. Sheet A6.0: a) New tankless water heater is proposed. Tankless water heaters typically require significantly more gas than a storage type water heater. On the plan, show one of the following: i) Provide a dedicated gas line from the gas meter to the water heater. Refer to CPC 1215.2 or the manufacturer's installation manual for minimum gas pipe sizing. ii) Provide an isometric of the gas line with the gas demand of all existing and proposed gas appliances and the size and length of all pipe segments. Refer to CPC 1208.4 for further information on sizing of the gas piping system. b) Specify fuel source for the proposed dryer, i) For gas burning appliance, specify size, method, and source of combustion air per CMC 701.4. Alternatively specify doors to be louvered. ii) For electric powered appliances, specify a 30 AMP circuit per CEC 220.54. c) Kitchens require exhaust fans to comply with CEnergyC Table 150.0-G. The proposed 100 cfm EF2 hood does not comply with the table. Please review the table and revise. A7. SheetA7.0: Residential New Attached ADU 1635 Saint James Ct April 9, 2024 City of Carlsbad-FIRST REVIEW City Permit No.: CBR2024-0792 True North No.: 24-018-283 Page5 a) Per city policy, specify the roofing material to have a Class A fire classification. b) On the plan, show enclosed rafter/attic space ventilation per CRC R806. l . i) Show the number of vents and calculation to justify the quantity is adequate to provide 1 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. GREEN BUILDING COMMENTS: G 1. Climate Action Plan requirements apply to all new structures, residential additions. City of Carlsbad requires that all projects that qualify for CAP compliance will require a completed Climate Action Plan (CAP) Consistency Checklists (city forms B-50) to be completed by the APPLICANT. https://www.carlsbadca.gov/home/showpublisheddocument/6878/638225157825900000 a) For plans submitted to the City the following Climate Action Plan requirements apply, per Carlsbad ordinance: b) The applicant is to fill out the B-50 CAP Consistency Checklist. The scope of work and project valuation will determine which sections of the CAP are required. c) Plan examiners review the B-50 CAP Consistency Checklist for completion. For example: If new residential construction is the scope of work, CAP sections 2A, 3A, and 4A are required to be filled on the B-50 checklist. STRUCTURAL COMMENTS: S 1. Per city form B64, a soils report is required for all new construction, additions, new detached ADUs, and retaining walls. Submit a soils report and incorporate the recommendations of the report into the design. a) Provide the geotechnical engineer's stamp and signature on the foundation plan and all sheets containing foundation details 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. S2. Sheet SN l: Under special inspections table, include shear walls with nailing at 4" o.c. or less. No II €,A 0 I' Ot,. t;d § (/ 0(;. t}d ~/~" f>d ~/l!tl." fld ~/'2." ~d £.' 15/l!tl." [Od ~ AT P"~ATlvN -~ Te; ~tvl. ~. MO .-U. NALS ~ ---... ·-..... , ....... ··~-·----·- Residential New Attached ADU 1635 Saint James Ct City of Carlsbad-FIRST REVIEW City Permit No.: CBR2024-0792 True North No.: 24-018-283 Page 6 April 9, 2024 S3. S4. Sheet S20: Provide connection detail to clarify how the roof rafters are to be connected to the roof trusses. Cross reference detail onto framing plan. ,. • 'I W/ i,;...., J <h~ I 2s I J::I ~, 1 ~6FILL .. .FTERS z' ~R 1) FTERS ... -, ~ I :xa CJ ·oc ... "OC (RR 1) ... r- II II "l ·, .( II II (N) f11PAO a: I • ;;:3':'\! §l II Oz I .. :<e ¼-i~ z ~ :s I ' ' ' ' ). - I ~l! ~EW SCISSORS , P'-- I ~ I< r TRUSSES -a: )' 24"0 C 0 IAL I J:: 111\ ;>IDll'FERED SUBMITTlAL • "' )( ~ II'(. SEE SHEET 1) " .., I .I. .I. .I. ~ ' --..-• N)4X4 DR ' ! 2i I ... J:: :<e ;j_ ., g o z3': ~I ¼-2~( -~I ~ 1\1.L I' "'\! -.... -----' V !1)4X6 H R . (RB 1 fil 1?' 0" Sheet S30 calls for second floor framing. The plan doesn't have gridlines and does not match the floor plan of the space. It is not clear where this occurs. If you have any questions regarding the above comments, please contact Alaa Atassi via email alaa@tncservices.com, or telephone (562) 733-8030. [END] Transmittal Letter June 20, 2024 City of Carlsbad Community Development Department -Building Division 1635 Faraday Ave. Carlsbad, CA 92008 Plan Review: Residential New Attached ADU Address: 1635 Saint James Ct, Carlsbad CA True North COMPLIANCE SERVICES SECOND REVIEW City Permit No: CBR2024-0792 True North No.: 24-018-283 Applicant Name: Alena Brooks Blasio Applicant Email: admin@thisisbawinc.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. Drawings: Electronic copy dated April 11 , 2024, by Brooks Design. Structural Calculations: Electronic copy dated March 26, 2024, by PCSD Engineering Corp. 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. Please 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 Attached ADU 1635 Saint James Ct June 20, 2024 City of Carlsbad-SECOND REVIEW City Permit No.: CBR2024-0792 True North No.: 24-018-283 Page2 Plan Review Comments HARD COPY -RESUBMlTT AL INSTRUCTIONS: 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 for 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 for 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 marlcing 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 prior 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 One 824 sq. ft. ARCIDTECTURAL COMMENTS: AS. Sheet A4.0: Residential New Attached ADU 1635 Saint James Ct City of Carlsbad-SECOND REVIEW City Permit No.: CBR2024-0792 True North No.: 24-018-283 Page3 June 20, 2024 a) The 2636 Single hung windows at bedroom 4 do not meet the requirements for emergency escape and rescue openings. Please revise and provide the following clear openings. Please be advised, the net clear opening is just the opening without include the area of the window frame and overlap. CRC R310.2. i) The net clear opening shall be 5. 7 square feet minimum (grade floor openings may have a net clear opening of 5.0 square feet minimum) ii) The net clear height shall be 24" minimum. iii) The net clear width shall be 20" minimum. PC2: The 2 '6 "x4 '6" single hung windows do not provide 5. 0 sq ft clear opening when the framing overlap is subtracted from openillg. Please revise windows to show compliance. PC2: It is realized that part of the ADU ceiling separated the SFD upper level. The following apply per CRC R302.3. a) Provide a 1-hour horizontal assembly between the units. Provide construction details with basis of approval for the fire-rated assemblies. (i.e., UL design #, G.A. file #). b) Fire-resistancefloor-ceilillg and wall assemblies shall extend to and be tight against the exterior wall, and wall assemblies shall extend from the foundation to the underside of the roof sheathing. c) Provide section view to show location of the fire-rated floor assembly. d) The common walls and.floors are required to have a have an STC rating of 50 minimum. CBC 1206.2 and CBC 1206.3 ---------------- lOM GREEN BUILDING COMMENTS: No Comments. I 'I: I ~I Residential New Attached ADU 1635 Saint James Ct June 20, 2024 STRUCTURAL COMMENTS: City of Carlsbad-SECOND REVIEW City Permit No.: CBR2024-0792 True North No.: 24-01 8-283 Page4 SI. Per city form B64, a soils report is required for all new construction, additions, new detached AD Us, and retaining walls. Submit a soils report and incorporate the recommendations of the report into the design. PC2: The review letter by the geotechnical engineer was provided, but the soil report was not submitted. Please submit the soil report for review. PC2: All Structural plans shall be stamped and signed the by the engineer of record that stamped the structural calculations, Paul S Christenson. Please provide If you have any questions regarding the above comments, please contact Qamar Aloqaili via email OamarA@tncservices.com or telephone (562) 733-8030. [ENDI PCSO Engineering Corp 3529 Coastview Court Carlsbad, CA 92010 Ph: 760-207-1885 •* -; ~~ r-, L I "'"""' Structural Des~n Calculations Residential Addition Client Brooks Design Project Buhl Residence 1635 Saint James Court Carlsb Paul S. Christenson RCE C57182, exp. 12/31/25 March 26, 2024 PCSD File #: 24-083 , 1..-.j I p,. .. , c-A.ri,u.,.,,,.,. .s,.,.,. ~" "L.n':fiK-u.rin.,r 0:: + fr z (!) oz E:3 aw 0 3: <( 0 ~~ ~ <( w~ z .... .... 0 ,.._ u. I-~"' U ~;i >N en ::i ~ W ~~ "'z N ~oo O') au c:t <•::i ,-._"""):iiZ"a 0 :J(!)<( I l-a:i~8 ~ •. <( :r 2 ~\!Ju N-::ic5~ 0 <t .E ~ < ~cn ==a,-' ~ D() j'.! ...,_a~~ al M "OLUU. C > VI 0 <0 8~,:f T-~ubci >-I-- 0"-t N ON ('l')Q a, C.ON " o-c.o~ 0 oco l{) I 0 ~ N N 0 N a:= al 0 Paul Christenson San Diego Engineering 3529 Coastview Ct-Carlsbad, CA 92010 Telephone (760) 207-1885 -Email: paul.pcsd@gmail.com 1.0 Design Criteria: Buhl Residence 24-083 Code: Timber: 2022 California Building Code -ASCE 7-16 Douglas Fir-Larch (DF-L), WWPA or WCLIB 2x Wall Framing: DF-L #2 (unless noted otherwise) 2x Rafters & Joists: DF-L #2 11 " Posts & Beams: DF-L #1 11 Glue-Lam Beams: Simple Span: Grade 24F-V4 (OF/OF) Grade 24F-V8 (OF/OF) Cantilevers: Sheathing: Min. APA-Rated Sheathing, Exposure 1, Plywood or OSB (U.N.O.) Engineered Framing Wood I-Joists: TJI 110,210,230,360,560 ICC ESR-1153 1.9E Microllam, 2.0E Parallam ICBO ER-4979 LVL, PSL Concrete: Compressive Strength@ 28 days per ASTM C39-96: Footings: f'c = 2500 psi Grade Beams: fc = 3000 psi Concrete Block: Grade N-I per ASTM C90-95, f'm = 1500 psi per ASTM E447-92 tf Mortar: Grout: Type S Mortar Cement per ASTM C270-95, Min. fm = 1800 psi @ 28 days. Coarse Grout w/ 3/8" Max. Aggregate per ASTM C476-91 , Min. fm = 2000 psi @ 28 days. Reinforcing Steel: #4 & Larger: #3 & Smaller: ASTM A615-60 (Fy = 60 ksi) ASTM A615-40 (Fy = 40 ksi) Structural Steel: 'W' Shapes: ASTM A992, Fy= 50-65 ksi Plates, Angles, Channel~ ASTM A36, Fy = 36 ksi Tube Shapes: ASTM AS00, Grade B, Fy= 46 ksi Pipe Shapes: ASTM A53, Grade B, Fy=35 .ksi Welding Electrodes: Structural Steel: E70-T6 E90 Series Bolts: Soils: References: A615-60 Rebar: Sill Plate Anchor Batis & Threaded Rods: Steel Moment & Braced Frames: 1500 psf Bearing Pressure A307 Quality Minimum A325 (Bearing, U.N.O.) ? ,u/f;,tn'.dt,n.ron 'ef nt 1Jl'!fo :&faeennJ 3529 Coastview Ct -Carlsbad, CA 92010 JOB 24-083 SHEET NO Z.. OF ------CALCULATED BY PSC DATE 3/26/24 CHECK BY _____ DATE __ _ SCALE Telephone (760) 207-1885 -Email: paul.pcsd@gmall.com 2.0 LOAD LIST 2.1 Roof (Vaulted) Roofing 15/32" Sheathing Roof Framing 5/8" Gyp. Bd. Insulation and Misc. IoL = I,LL = Total Load= 2.2 Roof (w/ ceiling) Roofing 15/32" Sheathing Roof Framing Insulation and Misc. 2.3 Ceiling Ceiling Joists IoL"' I,LL = Total Load = 518" Gyp. Bd. Insulation and Misc. 2.4 Walls IoL = Iu"' Total Load= Exterior Wall 7 /8" Stucco 15/32" Sheathing 2x4 Studs@ 16" o.c. 5/8" Gypsum Bd. Misc. 6.0 psf 1.5 psf 2.8 psf 2.8 psf 1.9 psf 15.0 psf 20.0 psf 35.0 psf 6.0 psf 1.5 psf 2.8 psf 1.7 psf 12.0 psf 20.0 psf 32.0 psf 1.3 psf 2.8 psf 1.9 psf 6.0 psf 10.0 psf 16.0 psf 9.0 psf 1.5 psf 1.1 psf 2.8 psf 0.6 psf 15.0 psf Interior Wall 1/2" Gyp. Bd. (2 Sides) 2x4 Studs@ 16" o.c. Misc. 4.6 psf I.I psf 2.3 psf 8.0 psf ? ,Jf;',tn.HehJ'Oh ef nt rDz~o .bJ1.neermJ 3529 Coastview Ct -Carlsbad, CA 92010 JOB SHEET NO 24-083 2 OF ___ _ PSC DATE 3/26/24 DATE CALCULATED BY CHECK BY SCALE --------- Telephone (760) 207-1885 -Email: paul.pcsd@gmail.com 2.0 LOAD LIST (CONTIN) 2.5 Floor Floor Cover Sheathing 2x F.J. 5/8" Gyp. Ad. Insulation and Misc. IoL = I LL = Total Load= 5.5 psf 2.3 psf 3.5 psf 2.8 psf 0.9 psf 15.0 psf 40.0 psf (60.0 psf -Decks) 55.0 psf WIND PARAMETERS 2.6 Wind Basic Wind Speed = 110 mph Exposure Cat = B Ps = >.Kzt•l*Ps30 (ASCE 7-16 -Equation 28.5-1) P = 26.6 psf P = I 6.0 psf (*0.6 -ASD) 2.7 Seismic SMs = 1.246 Sos = (2/3) SMs Sos= 0.83 Sos Cs = (R/I) Cs = 0.128 USE: V= 0.128 WoL ASD BASE SHEAR (1 1.4.5) ·-----· ----····--- A = I .00 (fig. 28.5.1-Ps30 = 26.6 psf 1.0 Kzt = 1.00 (fig. 26.8-1 ) I = USGS APPLICATION S,= 1.038 F.= 1.20 R = 6.5 hn = 25.00 S1 = 0.377 Fv= 0.00 I = 1.00 Occupancy Category: Site Class: 2 D SEISMIC DESIGN CATEGORY S1 < o.n S1 >0.04 Ss > 0.1s (11.6ASCE7-16) (11.4.2 ASCE 7-16) (fig. 28.5-1) (table I .5-2) T • = C, • (hn)°-75 = 0.224 Ts = S01/S05 _ 0 k = 1.0 ::qn. 12.8-1 Not 01 Ta<0.5 Seismic Design Category: D 3125124, 4:46 PM Buhl U.S. Seismic Design Maps USGS web services were down for some period of time and as a result this tool wasn't operational. resulting in timeout enor. USGS web services are now operational so this tool should work as P.Xpected. OSHPD ~A/ 1635 St James Ct, Carlsbad, CA 92008, USA Latitude, Longitude: 33.1638457, -117.3339419 f Packard Dental 0~-+-'f.-.e Carlsbad High D . School Football Field T · Kids Care Spot.ft Care & Presch IT Monroe Street Pool . Carlsbad High School9 Google Map data ©2024 Google Date Dealgn Cod• Reference Document Risk Category Site Cl■H I Type Value Ss 1.038 S1 0.377 S1,1s 1.245 SM1 null -See Section 11.4.8 Sos 0.83 So1 null -See Section 11.4.8 Type Value soc null -See Section 11.4.8 Fa 1.2 Fv null -See Section 11 .4 .8 PGA 0.456 FPGA 1.2 PG~ 0.547 TL 8 SsRT 1.038 SsUH 1.157 SsD 1.5 S1RT 0.377 S1UH 0.415 S1D 0.6 https:llwww.selsmicmaps.org Description 3/25/2024, 4:46:44 PM ASCE7-16 II D -Default (See Section 11.4.3) MCER ground moUon. (for 0.2 second period) Description MCER ground motion. (for 1.0s period) Site-modified spectral acceleration value Sile-modified spectral acceleratlon value Numeric seismic design value at 0.2 second SA Numeric seismic design value at 1.0 second SA Seismic design category Site amplification factor al 0.2 second Site amplification factor at 1.0 seoond MCE0 peak ground acceleration Site amplificatlon factor at PGA Site modified peak ground acceleration Long-period transition period in seconds Probabilistic risk-targeted ground motion. (0.2 second) Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration Factored deterministic acceleration value. (0.2 second) Probabillstlc risk-targeted ground motion. (1.0 second) Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration. Factored deterministic acceleration value. (1.0 second) ,.--- 1/3 f.llFORTEWEB + 0 12 41 MEMBER REPORT Roof Framing, (RR-1) Rafters 1. piece(s} 2 Y. 6 DF fto..2@ 24" OC SIOped length. 11' 1 _7/S" 10' lfil Drawing is Conceptual. A!l locatiO!lS are me11SUred from the outside face of left suPQOrt (9r left cantilever end}. All dimen5ions are horizontal. ·~, •• -~.;r~~e.;~' ., -~,..;_,.,_,~,_,,,i r.~"~~;_ .~ ·:~_: -~-1.t{'::iJ '~:~· .~'c' s;t I ,wa.~r M i"""'•"•'r Member Reaction (lbs} 379@ 2 1/2" 3281 (3.50"} Passed (12%} --1.0 D + 1.0 Lr (All Spans} Shear (lbs) 327 @ 8 11/16' 1238 Passed (26%) 1.25 1.0 D + 1.0 Lr (All Spans} Moment (Ft-lbs} 925 @ S' 3 1/2' 1060 Passed (87%} 1.25 1.0 D + 1.0 Lr (All Spans} Uve Load Def!. (in} 0.321 @ S' 3 1/2" 0.536 Passed (L/401) --1.0 D + 1.0 Lr (All Spans) Total Load Def!. (in) 0.575 @ 5' 3 1/2' 0.714 Passed (L/224) --1.0 D + 1.0 Lr (All Spans) • Deftectloo criter1a: LL (1./2'40) and 'It (1./180). , Allowed mo,,-t does not reflect the adjustment ro, the beam stability factor. • A 1~% lnO'Use III me moment capaaty l'las oeen aclOe(I to ilCXX>Ullt ror repet1U\le memoe, usage. • Applicable calrulatlonS are based on NDS. 2 • Bevele:I Plate · OF 3.50' 3.50" 1.50" 167 212 379 Bloddng • Bloddng Panels are assumed to carry no loilds applied directly above them and the M loild IS al)lllled to the member being de51oned. Top Edge (Lu) 6' 6" 0/C Bottom Edge (Lu) 11' 2" 0/C •Maximum allowable bracing Intervals based on applied load. PASSED 0 Member Length : 11' 3 11/16' System : Roof Member Type : Joist Bulking Use : Residential Building Code : IBC 2021 Design Me!hodology : ASO Member Pitch : 4/12 Weyemaeuser warrants that the Sizing or its products wlll be In aco:irdance with Weyerhaeuser product (lesjgn oitena and published design values. Weyemaeuser e,xpressty dlSclalms any other warranties related to the software. Use ex this software is not Intended to drrumvent the need lor a design pro(essional as dettrmined by the authority having jurtsdk:tlon. The designer ex noa>rd, builder or 1rame, 1s respcnslble to assure that this c.ak:ulatlon Is compatible with the ow.raff project. Aazssones (Rim Board, Blocldng Panels and Squash Blod<s) are not deslgned by this software. Prodocts manufactured at We'(erflaeuser l'adlttles are third-party O!rtlfied to sustainable i'orestJy standards. Weyemaeu,;er Engineered Lumber Pnxtucts have been evaluated by ICC-ES under evaluotion reports ESR· 1153 and ESR-1387 and/or tested In aca:irdance with applicable ASTM standards. For current axle evaluation "l)(rts, w~ product Hterature and installatlon details reter to WWW .~-ser.a,m/woodprojucts/document·lltlra,n/. The product appllcatlon, Input design loads, dimensions and support lnlbrmatlon have been provided by FateWEB Software Operato- ForteWEI SOftware Operator JobNollu Paul OlriStenson PCSO Englnee~ng (760) 207-1885 A paul.pcsd@omall.com ~rha~uStr 4/1/2024 6:24:20 PM lITC ForteWEB v3.7, Engine: VB.4.0.40, Data: V8.1.S.0 File Name: Buhl Pagel /1 ~FORTE WEB .. 0 MEMBER REPORT Roof Framing, (RB-1) Hdr Bm 1. piec.e(.s) 4 X 6 OF No.2 Overall Length 5' 7" Drawing is Conceptual. AJl locatlons are measured from the outsld<! race or left support (or left (antilever end). Ml dimensions are horizontal. . : .. ~·-:"-~~;:;:-i;.,(-'l\' '; : •«i!ti I 1,;t:~,i;~ . ·•~•,;,~;</ · ~~ i\F~~~~}it5f ·,~:., :~,<;,••~.k i ... ,.f~i'(,;•ti· Member Reaction (lbs) 1186 ill) 2" 7656 (3.50") Passed (15%) .. 1.0 D + 1.0 Lr (All Spans) Shear (lbs) 867@9' 2888 Passed (30%) 1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft-lbs) 1464 @ 2' 9 1/2" 2151 Passed (68%) 1.25 1.0 D + 1.0 Lr (All Spans) Live Load Dell. (In) 0.053 @ 2' 9 1/2" 0.262 Passed (l/999+) --1.0 D + 1.0 Lr (All Spans) Total Load Dell. (in) 0.094 ® 2' 9 1/2" 0.350 Passed (l/674) --1.0 D + 1.0 Lr (All Spans) • Deflectlon attena: LL (l/240) and TL (l/180), • Allowed moment does not reflect the adjustment for the beam stablllty factor. • Aj)pAcalllecalaJla!IOnS "'1! flasecl on NDS. 3.50" 1.50" 516 670 ll86 BIOCklng 2 •Column • Of 3.50' 3.50' 1.50" 516 670 1186 Bloddng • Bloc:klng Panels are assumed to carry no loads applied directly aboYe them and the full load Is applied to the member being designed. Top Edge (Lu} 5' 7" o/C Bot1Dm Edge (Lu) 5' r otc •Maximum allowable bracing Intervals based on al)llllied load. PASSED (J .. 0 Member Length : 5' 7" system : Roof Member Type: Drop Beam Building Use : Resldentllll Building Code : !BC 2021 Design Methalology : ASO Member Pit.ch : 0/12 ~ wan-ants that the sizing al Its products will be In accordonce with Weve,haeuse-product deslQn criteria 80d published design values. Weyemaeuser expressly dlsdaims any -~nll<s relate:! to the software. Use al this software Is not Intended to drcumvent the need for a design pnlfesslonat as d<!ermn«I by the autholtty haYlng J<J~sdlctlon. The designer al record, builder or ti'amer Is responslble to assure that th IS calculation IS compatible w~h the°"""'" project. Aca!ssories (Rlm Board, Bloddng Panejs and Squash Blodts) are not designed by this software. Products manufactured at Weyemaeuser faci!ltles are third-party ce<tlfled to sustainable forestry standards. Weyemaeuser Engineered Lumber Products have been evaluated by ICC-ES Under evaluatlon reports ESR· 1153 80d ESR· 1387 and/or testm In ac:xn-dance with app4fcable ASTM standards. For CU!TMt rode evaluatloo reports, Weyetiaeuser product Uterature and Installation detals refer to www.weyerflaeuser.aJffl/woodproducts/document·llbrary. The product eppllcatlon, lnpot d<!slon IOads, dimensions and support Information haw, been provided by ForteWEB SOltware Operator FortaWH SoftwaN ~tor JobNolb Paul Christensoo PCSO Engineering (760) 207-1885 A paul.pcsd@gmall.com Ultyerhacu~r 4/1/2024 6:26:03 PM l/TC ForteWEB v3.7, Engine: VS.4.0.40, Data: VB.1.5.0 FIie Name: Buhl Pagel/1 I ~FORTEWEB + 0 MEMBER REPORT Floor Framing, (FB-1) Fir Bm 1 piece(s} 6 x 12 DF. NQ,1 Overall Lengltl 1 O' 1" Orawlr,q 15 Conceptual. AJl locatlons are ml!llSUred from the outside f11Ce cl left suPPort ( Qf left cantilever el1d). AU dlmeoslons are horizontal. ----;~ ',1.-....~ '~;\~ ~ , .... ,'.5 . . : • ""'· .. , Ll!MI Cl • ~IIIIMI•• ~) ' .... ;·;,.,.~ ' { .. Member Reaction (lbs) 4447 C 2" 12031 (3.50') Passed (37%) --1.0 D + 1.0 Lr (All Spans) Shear (lbs) 3344@ 1' 3" 8960 Passed (37%) 1.25 1.0 D + 1.0 Lr (All Spans) Moment (R-lbs) 10481 @ 5' 1/2" 17048 Passed (61 %) 1.25 1.0 D + 1.0 Lr (All Spans) Live Load Oefl. (In) 0.074 @ S' 1/2' 0.325 Passed (l./999+) --1.0 D + 1.0 Lr (All Spans) Total Load Oen. (In) 0.161 @ s· 112· 0.488 Passed (l./728) .. 1.0 D + 1.0 Lr (All Spans) • Oellediol1 altl!ria: ll (l,/360) and ll (112-10). • Allowed moment does not reflect the adjustment for the beam stat,jllty factcr. • Ulmlle' gradinV provtSDlS mus! Ile extal(jeQ' CNeK Ille Sen9tfl ofllle memtier per NUS 4.l.!>'.~ . • Applicable calculatlons are based a, NOS. 1 • Column • DF 3.50" 3.50" I.SO" 2390 202 2057 #17 Bloddng 2 • Column • OF 3.50" 3.50" I.SO" 2390 202 2057 4447 8loddng • Bloddng Panels are a'51Jmed to c:any no loads ied directly IIIJove them and the ful load ts applled to the member being designed. Top Edge (Lu) 10' I" 0/C l!ot1Xlm EdO(! (Lu) 10' 1" 0/C oNaxlmum allowable tracing ln!ErVals based a, applied load. !-thb'm(ptf) PASSED Member length: 10' 1" 5ystffl>:Aoor ~, Member Type : Drop llellm Bulldlng use : Resldentlal Building Code : !BC 2021 Design Methodology : ASD Weye,haeuser wamints that the sJ?fng ot Its prodUcts will be In accordance with Weyerhaeuser product design a1ttrla and publtshed deSlgl Yaft.leS. W~ expressly dlsdalms any other warranties related to the~-Use ot tilts sottware ts not intended to draJllM!nt the need for a design pro(esslonal as determined by the authonty having Jurtsdlctlon. The designer ot record, builder or framer ts responsible to assure that tilts cafculatJon Is compatible wltll the overaN p,ojeet. Accessor1es (Rim l!oal'd, 8locldng Panels and Squash 81odc5) are not designed by this software. Products manufactured at Weye1laeusEr l'ildlllles are dllrd-party certified to sustalnable foreslry slaOdar<Js. ~ Eng~ Lumber ProdoCl> l1ave been eval\Jated by ICC·ES under evilluatJon r,cx.,ts ESR-1153 and ESR-1387 Md/or testfld in acc:crdance with applicable ASTM standards. For current oxle evaluation reports, Weyerhaeuser product hteralllre and lnstaMallcn details In' to WWW .weyerl\aeuse, .a:,m/woodproduct>,'downenl-lilnry, Toe product appllcat!on, Input cleslgn loads, dimensklls and 5UPll0rt Information ha,e been pmvtded by ~WEB Software Ope,at:or ffor111Wf8 Softw.,. C)penitor Job Notes PaulOl<tstenson PCSD Englneertng (760) 207-1885 A paul,pcsd@gmau.com 4/1/2024 6:28:45 PM UTC ForteWEB v3.7, Engine: VS.4.0.40, Data: V8.1.5.0 File Name: Buhl Pagel /1 ~FORTEWEB. + 0 El MEMBER REPORT Floor Framing, (FB-2) Fir Bm 1. piece(s) 51/4" x 16" 2.2E Pi'l~i'llli'lm® P$L Overa" Leng1h 18' 4" 17' '!' Drawing. is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. ~f~ .. ;.;.~,---:~~-i"h.:;'-,.t( '.'~r~1-...!o ;~f~1c :r.~-·~~j:; ~;~"~'j-{\~ ·,~u.i~ .i..i.~"'""" ~~);.~"~ o:F>.1':li' Member Reaction (lbs) 8911@ 2" 11484 (3.50') Passed (78%) --1.0 D + 0. 75 L + 0. 75 Lr (All SPans) Shear (lbs) 8788@ 1' 7 1/2' 20300 Passed (43%) 1.25 1.0 D + 0.75 L + 0.75 Lr (All Spans) Moment (R-lbs) 24379 @ 8' 2 1/16" 52432 Passed ( 46%) 1.00 1.0 D + 1.0 L (All Spans) Uve Load Defl. (In) 0.184 @ 8' 8 3/8" 0.600 Passed (L/999+) --1.0 D + 0.75 L + 0.75 Lr (All Spans) Total Load Defl. (in) 0.459 @ 8' 9 3/16" 0.900 Passed (L/471) --1.0 D + 0.75 L + 0.75 Lr (All Spans) • Dellecllorl crlb!na: LL (IJ360) and TI. (L/240), • AlloWe:I moment does not ~ the adjustment for the beam stab+Nty factor. 3.50" 2.72" 2 • Column • DF 3.50' 3.50" 1.59" 3221 1739 • Blod<lng Panels arc assumed to CIIITY no loads al)l)lled directly above them and the full load Is applied to the member being designed. 18' ◄" o/C 18' ◄" o/c •Maximum allowable bracing Intervals based on applied load. a -Self Weight (Plfl a to 18' ◄" N/A 26.3 1 • Unlfonn (PLF) 0 to 2' 6° (Front) N/A 20.0 40,Q 2 • Uniform (Plf) 2' 6" to 18' ◄" (Front) N/A 272.0 190.0 40.0 3 • Paint (lb) 2' 6' (Front) N/A 2390 202 2057 ◄ • Point (lb) 3' 6' (Front) N/A 1165 1667 PASSED ,, + 0 Member length : 18' 1" System : Aoor Member Type : Orq, Beam Building Use : Residential 8ulldlng Code : !BC 2021 Design Methodology : ASO Weye-haeuser warrants that the sizing of its products will be in acoordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disdalms any other WiWTllnties relat.d tD the software. Used this software Is not lnt.nded to dto.Jmvent the need for• design pro(esslonal as determined by the authottty having Jur1sdlctlon. The designer d "'°""• builder or rramer Is responsl)le to assure that this calculatlon IS a,mpatible with the o,,eraH project. Aa:essories (Rim Board, BIOddng Panels and Squash Blocks) are not designed by this sonware. Products manut'act\Jred at \YeyErllaeuser flldlltles are third-party Cl!rtllled to sustainable forestry standards. Weyert,aeuser Enginttred Lumber Products him! been evaluated by ICC-ES under evaluation reports ESR· 1153 and ESR· 1387 and/or rested in acxxirdance with applicable A5TM standards. For current code evaluation reports, Weyerhaeuser product UterabJre and Installation details rere.-to www .weyat,aeuse'.oomfwoodprodutts,'document•llbrarf. ni.i p,oc114 ~li,pu4 desigl> loM.~-suppor.\ ~hiwe 1-l~ll¥ Fc<leWl:B.5':lft-Oparol<l< FortilWEB Software Opantor .Job No1'u Paul Chlistenson PCSD Eng/neerfng (760) 207-1885 A paui,pcsd@ofrall.com Wcv,rhaeum 4/1/2024 6:33:58 PM UTC ForteWE8 v3.7, Engine: VS.4.0.40, Data: V8.1.5.0 File Name: Buhl Pagel /1 ~ ,u/f;°,tn,den.mn efmr 3Juyo SJinemnJ 3529 Coastview Ct -Carlsbad, CA 92010 Telephone (760) 207-1885 -Email: paul.pcsd@gmail.com 5.0 Lateral Design & Analysis (Two-Story) JOB 24-083 SHEET NO 'o OF -----CALCULATED BY PSC DATE 3/26/24 CHECK BY _____ DATE __ _ SCALE Wind: P = A Kzt I psJo (ASCE 7-16 • ~quatioo 28 5-1) Seismic: V = C5 W DL (ASCE 7-16 • Eqn 12.8-2) A= Kzt = PS30; I = P = 1.00 1.0 26.6 psf 1.0 16.0 psf (fig. 28 5 1-1) (fii 20.s, tfig. 2b 5-1 > (table I S-2) Criteria s = s F = a R = V = 1.038 1.2 6.50 0.091 •Wt• p s, = 0.377 F.= 0.0 I = 1.00 (p -Redundancy) 1st Story 2nd Story Each Story Resists > 35% Base Shear: satisfied satisfied Wind Loads Any Shear Wall w/ (h/1)>1.0 is < 33% Story Force: P = 16.0 psfx Trib Area Roof Level Direction: Direction: 2nd Floor Level Direction: Direction: Roof Weight Roof Wt. = Exterior Wall Wt = Interior Wall Wt = Ceiling Wt Floor WeiKht Diaphragm Exterior Wall Wt = Interior Wall Wt = I st Flr. Roof Wt. = N I S = 16.0 psf X 279 sq. ft.= E /W = 16.0 psf X 266 sq. ft.= N /S = 16.0 psf X 493 sq. ft.= E/W = 16.0 psf X 603 sq. ft.= 12.0 psf x 1169 sq. ft.= 14028 lbs. 15.0 psf x 465 sq. ft.= 6975 lbs. 8.0 psf x 411 sq. ft. = 3288 lbs. 6.0 psf x 958 sq. ft. = 5748 lbs. ------Total Trib. WR = 30039 lbs. 15.0 psf X 958 sq. ft. = 14370 lbs. 15.0 psf X 1239 sq. ft. = 18585 lbs. 8.0 psf X 1093 sq. ft. = 8744 lbs. 15.0 psf X 1964 sq. ft. = 29460 lbs. Total Trib. WR = 71159 lbs. Total Seismic Dead Load: W t= 101198 lbs. ASD Base Shear: V = 0.091 * p*W1 = 12005 lbs. 4453 lbs. 4245 lbs. 7868 lbs. 9624 lbs. satisfied not satisfied p = 1 1 Use p= 1.3 JOB 24-083 ~ OF PSC DAT-E--3/-26-/2_4_ t?f ,u/r;",tr/.rtenJ'On 'ef mt 2)/'!I'" .SJineerurJ SHEET NO CALCULATED BY CHECK BY ____ DATE __ _ 3529 Coastview Ct -Carlsbad, CA 92010 SCALE Telephone (760) 207-1885 -Email: paul.pcsd@gmail.com Roof Dia(!hra&m: N /S Direction E /W Direction V = 5677 lbs. V= 5677 lbs. A= 1169 sq. ft A= 1169 sq. ft f =VIA= 4.86 psf f =VIA= 4.86 psf p p Floor Dia(!hrair;m: N I S Direction E /W Direction V= 7868 lbs. V= 9624 lbs. A= 2922 sq. ft A= 2922 sq. ft f =VIA= p 2.69 psf f =VIA= p 3.29 psf Seismic Lateral Distribution V= 12005 lbs. •p F V Level w. h. w. h. (lbs) (ft) (lbs-ft) (lbs) (lbs) Roof 30039 17 510663 5677 5677 2nd Floor 71159 8 569272 0.527 6328 12005 1079935 l.000 12005 ? m.J'G'.F'rl.de.n.J'O.n ';In, 21,'!f" bfaeermJ 3529 Coastview Ct -Carlsbad, CA 92010 Telephone (760) 207-1885-Email: paul.pcsd@gmail.com JOB 24-083 SHEET NO \0 OF CALCULATED_B_Y ___ P_S_C_DAT_E __ 3_/_2~6-/2_4_ CHECK BY SCALE -DATE ----------- 5.2 Lateral Design & Analysis -1st Story Shear Walls N I S Gridline Length of Shearwalls Total Wall Ht. l 3.0 4.0 4.0 11 8 3 6.0 6 8 4 7.5 7.5 8 0 0 0 0 0 0 0 E/W Type Gridline Length of Shearwalls . Total Wall Ht. Type s B C # 0! #DI /0! # '0t #D 0! #D /0! A 12 B 6.0 D 8.0 12 6 8 0 0 0 0 0 0 0 ,t_ ~,. 1 •~w ;.~ •--4 • ~• ,., ., .. )~ ,...J,. -~ I ' 8 8 8 s s C ~, J. #DI' >10, # 0! # '/0! #D /0t # /0! t l r ·f • !i,---r ~ • .,!,. \,.. -1' ··• ;-.... I • r --~··i'-• ~~ •· i.,. • t• .... ·-f···-·•;. •·--t 1--_; ... I..... ·t·· . ··? ·-• I t i ~ 1··-:--+--i ·· •· ·;· ·r · ;._.'._ ;· r .. '-··· """1·· 1 -··--~ ·; ,. •• ;· ·i .. J, ..... j'-··f·. ~----~'--~--;. f ., ...... 1 ..... ...,. I L-, ,i. J ...... _ .. , .... ; ... t-·----; ........ r-.. ~ • ~ ! : ! I f • • "- r . ' . ? ,u/"{;,tn,deh,Oh -;Jlflll ~!f'O £;, , lNJrUI '!fUl .. 'ff 3529 Coastview Ct -Carlsbad, CA 92010 Telephone (760) 207-1885 -Email: paul.pcsd@gmail.com 5.2 Lateral Design & Analvsis (cont.) __ G_n_· d_li_ne_(D...,._..,,1 .._ _____ 9 __ '¾_o ______ 7_8_68_ x 0.09 708 #) 708 lbs. + 0 V = I I ft. 64 plf OTF 515 lbs. __ G_r_id_li_ne_,.G)""'3-,,1,,----2_2 __ '¾_o _....;._7_8_68_x 0.22 I 731 # ) 1731 lbs. + 0 V = 6 ft. OTF 2308 lbs. Gridline CJ) 24 % 1888 lbs. + 1419 V = 7.5 ft. OTF 3528 lbs. 289 plf r Z'\\Vr l."L 1.\AM> ( 7868 X 0.24 1888 #) ~ plf :-J&&Pr I.\. -t.ui.o JOB 24-083 SHEET NO _ _.\"'-ii.---OF ___ _ CALCULATED BY PSC DATE 3/26/24 CHEeK BY DATE ---SCALE 'HDU2 HDU2 ~ .. HDU4 'f!P ,?1°,u/r;',tn'nm,.ro71 ';In, ~,.D JOB 24-083 SHEET NO \ 'L OF bfaHMJ CALCULATED BY PSC DATE 3/26/24 ) ~. ~-CHECK BY DATE CV·•,J!.'l,.n..r:-; __.:.;..~ 3529 Coastview Ct-Carlsbad, CA 92010 SCALE P-.ut.L~=~ SA."~• Telephone (760) 207-1885 -Email: paul.pcsd@gmail.com 5.2 Lateral Design & Analysis (cont.) Gridline G 10 % 9624 X 0.10 962 #) 962 lbs. + 0 & V = 12 ft. 80 plf OTF 641.6 lbs. 11DU2 Gridline 0 9 % 9624 X 0.09 866 #) 866 lbs. + 0 & V = 6 ft. 144 plf OTT 1155 lbs. HDU2 Gridlinc G 22 % 962-4 V 0.22 21 17 #) 21 17 lbs. + 2214 11 V = 8 ft. 541 plf OTF 4331 lbs. HDU4 t?5" ,u/f;,tnntm,on 'efnt ,t'JZDJO bfaeerutJ 3529 Coastview Ct -Carlsbad, CA 92010 Telephone (760) 207-1885 -Email: paul.pcsd@gmail.com JOB 24-083 SHEET NO \:) OF \1 CALCULATED 8-Y PSC DATE 3/26124 Cr!ECKBY ____ O-ATE __ _ SCALE 6.0 FOUNDATION DESIGN 6.1 CONTINUOUS FOOTING ASBP = 1500 psf w = 1125 plf width = I 125 plf 1500 psf 0.75 ft (MIN.) => 9 TNCHES (MTN.) ( E) 15 "WIDE CONTlN. FTG WI l • # 4 TOP AND BOTTOM & EMBED. nr ,.. [Nffi UNDfS mIIBED SOTL (MIN.) 6.2 MAX POINT LOAD ON FOOTING 6-.-S l'A:IJ IJESrGN Pl P7 SIZE 18 "SQUARE x 12 "THK WI 3 -# 4 EACH WAY 36 "-SQUARE x 18 "THK WI 4 -# 5 EACH WAY --------· -r --· P.11 = 1500 • ~ • ~ 12 12 Pai1 = 7500 lbs LOAD P max = 1500 • 2 2 Pmax = 3375 lbs P'max = 1500 • J 1 P mLX = 13500 lbs ~ MOMENT jlllljlllli ENGINEERING CITY Report of Geotechnical Engineering Investigation Proposed Residential Structures (ADU) 1635 Saint James CT Carlsbad, California Prepared For Willard Buhl 1635 Saint Jam es CT Carlsbad, California June 7, 2024 Job No. 242CA37RGAG-107 o"-1"N ON ~ ('I") 0 v, CON .....__ o-·-CD~ 0 oco LC) I ~ ~ N 0 N ~ cc 0 Table of Contents 1.0 INTRODUCTION ................................................................................................... 2 1.1 Purpose .............................................................................................................. 2 1 .2 Scope of Services .............................................................................................. 2 1.3 Proposed Construction ....................................................................................... 2 1.4 Site Location & Description ................................................................................ 2 2.0 SUBSURFACE EXPLORATION AND LABORATORY TESTING ......................... 3 2.1 Subsurface Exploration ...................................................................................... 3 2.2 Laboratory Testing ............................................................................................. 3 3.0 SUMMARY OF SOIL AND GEOLOGIC CONDITIONS ......................................... 3 4.0 GROUNDWATER ................................................................................................. 3 5.0 SEISMICITY .......................................................................................................... 4 5.1 Seismicity ........................................................................................................... 4 5.2 Seismic Design Criteria ...................................................................................... 5 5.3 Liquefaction Potential ......................................................................................... 6 6.0 CONCLUSIONS AND RECOMMENDATIONS ..................................................... 7 6.1 General Site Preparation .................................................................................... 7 6.2 Foundation Recommendations .......................................................................... 8 6.3 Allowable Bearing Capacity ............................................................................... 9 6.4 Floor Slab Recommendations ............................................................................ 9 6.5 Settlement ........................................................................................................ 10 6.6 Soil Excavation ................................................................................................. 1 0 6.7 Surface Drainage ............................................................................................. 10 6.8 Trench Backfill. ................................................................................................. 11 6.9 Hardscape & Pavement Recommendations .................................................... 12 6.10 lnspections .................................................................................................... 12 6.11 Plan Review .................................................................................................. 12 7.0 REMARKS ........................................................................................................... 12 REFERENCE LIST ........................................................................................................ 14 ~MOMENT ~ ENGINEER Proposed ADU Project No. 242CA37RGAG-107 Attention: Willard Buhl Subject: GEOTECHNICAL INVESTIGATION PROPOSED ADU 1635 Saint James CT Carlsbad, California Dear Willard Buhl, Page ll June 7, 2024 In accordance with your authorization of our proposal dated May 9, 2024, we have performed a geotechnical investigation for the proposed residential structures located at 1635 Saint James Court, Carlsbad, California. The accompanying report presents the findings of our study, and our conclusions and recommendations pertaining to the geotechnical aspects of proposed design and construction . Based on the results of our investigation, it is our opinion that the site can be developed as proposed, provided the recommendations of this report are followed and implemented during design and construction. If you have any questions regarding this report, or if we may be of further service, please contact the undersigned. Thank you , MOMENT ENGINEERING J Fahad Masud Principal Engineer, RCE 92662 ~ MOMENT jllljllli ENGINEERING Proposed ADU Project No. 242CA37RGAG-107 1.1 Purpose 1.0 INTRODUCTION Page 12 June 7, 2024 This report presents a summary of our preliminary geotechnical engineering investigation for the proposed construction at the subject site. The purposes of this investigation were to evaluate the subsurface conditions at the area of proposed construction and to provide recommendations pertinent to grading, foundation design and other relevant parameters of the development. 1.2 Scope of Services Our scope of services included: • Review of available soil engineering data of the area. • Our subsurface investigation consisted of excavation of logging and sampling of one (1) boring to a maximum depth of 5 feet below the existing grade at the subject site. The exploration was logged by a Moment engineer representative. Boring logs are presented in Appendix A. • Laboratory testing of representative samples to establish engineering characteristics of the on- site soil. The laboratory test results are presented in Appendices A and B. • Engineering analyses of the geotechnical data obtained from our background studies, field investigation, and laboratory testing. • Preparation of this report presenting our findings, conclusions, and recommendations. 1.3 Proposed Construction Based on the information provided by the project architect, proposed construction includes an attached ADU, 824 sq. ft. in size, and an attached garage 551 sq. ft in size. The proposed construction is located southwest of the property. 1.4 Site Location & Description The subject property upon which the soils explorations have been performed is located at the east end of the cul-de-sac of Saint James Court, 0.45 miles east of the 5 Freeway, City of San Diego, California. The subject property is an existing 2-story single-family residence approximately 2,332 sq. ft. in size. The property is located on a flat lot with a size of 7,566 sq. ft. ~ MOMENT jllillli ENGINEERING Proposed ADU Project No. 242CA37RGAG-107 Page 13 June 7, 2024 2.0 SUBSURFACE EXPLORATION AND LABORATORY TESTING 2.1 Subsurface Exploration Our subsurface exploration consisted of excavating one boring to a maximum depth of 5.0 feet below the existing ground surface (auger refusal) at the subject site. Approximate location of the boring is shown on the attached Site Plan (Figure 2). The purpose of the explorations was to assess the engineering characteristics of the onsite soils with respect to the proposed development. The borings were logged by a representative of this office. Relatively undisturbed and bulk samples were collected during drilling for laboratory testing. Natural soil was encountered in the borings to the depths explored. Boring logs are presented in Appendix A. 2.2 Laboratory Testing Laboratory tests were performed on selected soil samples obtained during the investigation to determine pertinent physical and chemical soil properties. Appendix B presents a summary of the laboratory test results. Results of our laboratory testing along with a summary of the testing procedures are presented in Appendix B. In-situ moisture and density test results are presented on the boring logs in Appendix A 3.0 SUMMARY OF SOIL AND GEOLOGIC CONDITIONS Regionally, the site is located within the southern portion of the Peninsular Ranges geomorphic province. This geomorphic province is characterized by northwest-trending physiographic and geologic features such as the Rose Canyon Fault located approximately 8.47 kilometers to the west. According to the California Geological Survey, general lithology consists of marine and nonmarine (continental) sedimentary rocks from the Pleistocene age. It can be described as: Older alluvium, lake, playa, and terrace deposits. Based on our field investigation and published geologic maps of the area, the site is underlain with native, fine to medium, reddish brown, silty sand, moist and dense to a depth of 5 feet. 4.0 GROUNDWATER Ground water was not encountered to the depth explored (5.0 feet below the existing grade). Considering the lack of groundwater encountered in our borings, groundwater information of ~ MOMENT ..... ENGINEERING Proposed ADU Project No. 242CA37RGAG-107 Page 14 June 7, 2024 neighboring sites, and the depth of the proposed construction, it is unlikely that groundwater will be encountered during construction. However, it is not uncommon for groundwater levels to vary seasonally or for groundwater seepage conditions to develop where none previously existed, especially in impermeable fine-grained soils which are heavily irrigated or after seasonal rainfall. In addition, recent requirements for stormwater infiltrate on could result in shallower seepage conditions in the immediate site vicinity. Proper surface drainage of irrigation and precipitation will be critical for future performance of the project. 5.0 SEISMICITY 5.1 Seismicity The numerous faults in Southern California include active, potentially active, and inactive faults. The criteria for these major groups are based on criteria developed by the California Geological Survey (CGS, formerly known as CDMG) for the Alquist-Priolo Earthquake Fault Zone Program (CGS, 2018a). By definition, an active fault is one that has had surface displacement within Holocene time (about the last 11,700 years). A potentially active fault has demonstrated surface displacement during Quaternary time (approximately the last 1 .6 million years), but has had no known Holocene movement. Faults that have not moved in the last 1.6 million years are considered inactive. The site is located in the seismically active Southern California region, and could be subjected to moderate to strong ground shaking in the event of an earthquake on one of the many active Southern California faults. Table 1 indicates the distance of the fault zones and the associated maximum magnitude earthquake that can be produced by nearby seismic event TABLE 1: CHARACTERISTICS AND ESTIMATED EARTHQUAKES FOR REGIONAL FAULTS Fault Name Approx. Distance to Site M agnitude Rose Canyon 8.47 6.93 Oceanside 14.55 7.10 Coronado Bank 36.15 7.60 ~ MOMENT jlllijlllli ENGINEERING Proposed ADU Project No. 242CA37RGAG-107 5.2 Seismic Design Criteria Page IS June 7, 2024 The following table summarizes site-specific design criteria obtained from the 2022 California Building Code Chapter 16 Structural Design, Section 1613 Earthquake Loads. The data was calculated using the computer program U.S. Seismic Design Maps, provided by the USGS. The short spectral response uses a period of 0.2 second. We evaluated the Site Class based on the discussion in Section 1613.3.2 of the 2022 CBC and Table 20.3-1 of ASCE 7-16. The values presented below are for the risk-targeted maximum considered earthquake (MCER). 2022 CBC SEISMIC DESIGN PARAMETERS 2022CBC Parameter Value Reference Site Class D Section 1613.3.2 MCER Ground Motion Spectral Response Acceleration -Class B (short), SS 1.18 Figure 1613.3.1(1) MCER Ground Motion Spectral Response Acceleration -Class B (1 sec), Sl 0.37 Figure 1613.3.1(2) Site Coefficient, FA 1.2 Table 1613.3.3(1) Site Coefficient, FV 2.0 Table 1613.3.3(1) Site Class Modified MCER Spectral Response Acceleration (short), SMS 1.42 Table 1613.3.3(2) Site Class Modified MCER Spectral Response Acceleration -(1 sec), SMl 0.95 Section 1613.3.3 (Eqn 16-37) 5% Damped Design Spectral Response Acceleration (short), SOS 0.95 Section 1613.3.3 /Ean 16-38) 5% Damped Design Spectral Response Acceleration (1 sec), SDl 0.64 Section 1613.3.4 (Eqn 16-39) ~MOMENT ..... ENGINEERING Proposed ADU Project No. 242CA37RGAG-107 Page 16 June 7, 2024 The table below presents the mapped maximum considered geometric mean (MCEG) seismic design parameters for projects located in Seismic Design Categories of D through F in accordance with ASCE 7-16. ASCE 7-16 PEAK GROUND ACCELERATION Mapped MCEG Peak Ground Acceleration, PGA 0.456 Figure 22-7 Site Coefficient, FPGA 1.2 Table 11.8-1 Site Class Modified MCEG Peak Ground Acceleration, PGAM 0.547 Section 11.8.3 (Eqn 11.8-1) The Maximum Considered Earthquake Ground Motion (MCE) is the level of ground motion that has a 2 percent chance of exceedance in 50 years, with a statistical return period of 2,475 years. According to the 2022 California Building Code and ASCE 7-16, the MCE is to be utilized for the evaluation of liquefaction, lateral spreading, seismic settlements, and it is our understanding that the intent of the Building code is to maintain "Life Safety" during a MCE event. The Design Earthquake Ground Motion (DE) is the level of ground motion that has a 10 percent chance of exceedance in 50 years, with a statistical return period of 475 years. 5.3 Liquefaction Potential Liquefaction is a phenomenon in which loose, saturated, relatively cohesionless soil deposits lose shear strength during strong ground motions. Primary factors controlling liquefaction include intensity and duration of ground motion, gradation characteristics of the subsurface soils, in-situ stress conditions, and the depth to groundwater. Liquefaction is typified by a loss of shear strength in the liquefied layers due to rapid increases in pore water pressure generated by earthquake accelerations. The current standard of practice, as outlined in the "Recommended Procedures for Implementation of DMG Special Publication 117, Guidelines for Analyzing and Mitigating Liquefaction in California" and "Special Publication 117 A, Guidelines for Evaluating and Mitigating Seismic Hazards in California" requires liquefaction analysis to a depth of 50 feet below the lowest portion of the proposed structure. Liquefaction typically occurs in areas where the soils below the water table are composed of poorly consolidated, fine to medium-grained, primarily sandy soil. In addition to the ~MOMENT ..... ENGINEERING Proposed ADU Project No. 242CA37RGAG-107 Page 17 June 7, 2024 requisite soil conditions, the ground acceleration and duration of the earthquake must also be of a sufficient level to induce liquefaction. According to the San Diego County Hazard Map, the site is not located within a liquefaction zone. The site, in general, is assumed to have a low susceptibility to liquefaction. 6.0 CONCLUSIONS AND RECOMMENDATIONS 1. The plan construction and development of the site is considered feasible from a geotechnical engineering point of view provided the engineering recommendations of this report are followed. 2. The surface and the subsurface soil on the site will be adequate for the support of the structure and any fill soils proposed for the site. 3. The proposed structure, grading, and development of the site will not cause adverse safety hazards or instability to the adjacent properties or their structures. 4. Conversely, the adjacent properties or their structures will not cause adverse safety hazards or instability to the planned development. 5. Laboratory expansion test indicate that the soils on the site have low expansion potential. 6. The site, in general, is assumed to have a low susceptibility to liquefaction. The following sections present specific recommendations for the design and construction of the project. 6.1 General Site Preparation The following recommendations may need to be modified and/ or supplemented during rough grading as field conditions necessitate. All earthwork and grading shall be performed in accordance with the recommendations presented herein, and in accordance with all applicable requirements of the Grading Code of the City of Carlsbad, California. All vegetation, topsoil (colluvium) and debris in areas to receive fill shall be stripped from the site. Vegetation and debris shall be exported from the site. Trees and their roots shall be over excavated down to competent soils, ensuring that at least 95% of the roots are removed. For the purpose of estimating earthwork quantities, a shrinkage factor of 10-15% may be assumed for the existing near surface on-site soil to be used as fill and compacted to 90% of maximum dry density. Subsidence due to grading is estimated to be 0.1 feet. ~MOMENT ...... ENGINEERING Proposed ADU Project No. 242CA37RGAG-107 Page 18 June 7, 2024 Any soil to be placed as fill, whether natural or import, shall be approved by the soil engineer or his representative prior to their placement. The fill material shall be free from vegetation, organic material or debris. Import soil shall be no more expansive than the existing near surface soils on the site. Suitable fill soil shall be placed in horizontal lifts not exceeding 6 inches in thickness after compaction and uniformly watered or aerated to obtain optimum moisture content. Each layer shall be spread evenly and shall be thoroughly mixed during the spreading to ensure uniformity of the soil and optimum moisture in each layer. After each lift has been placed, it shall be thoroughly compacted to not less than 90% of maximum dry density. The soil engineer or his representative shall observe the placement of fill and should take sufficient tests to verify the moisture content and the uniformity and degree of compaction obtained. In-place density testing should be by sand cone method in accordance with ASTM D-1556 acceptable to the local building authority. The optimum moisture content and the maximum dry density for compacted soils shall be determined in accordance with ASTM D-1557 procedures. 6.2 Foundation Recommendations Based on our subsurface investigation, it is our opinion that the proposed residential structures may be supported on shallow foundations found into competent, native soils. Our firm should be notified if subsurface conditions differ from the findings of this report. The following presents our preliminary recommendations: All conventional footings should have a minimum embedment of 18 inches into native soils for exterior footings, and interior footings should have a minimum embedment of 12 inches. The width of the footings should be minimum 12" for 1-story. All footings should use a minimum of two (2) No. 4 steel reinforcing bars at the top and bottom of the footings to help prevent cracking from possible soil imperfections and expansion. • The pad footings should be reinforced with No. 4 bars spaced a maximum 18 inches on centers, both ways, near the bottoms of the footings. • Pad footings should be a minimum of 2' x 2' The project Architect/ or Structural engineer shall determine actual footing widths, depths and reinforcements necessary to resist design vertical, horizontal and uplift forces . The project Architect/ ~MOMENT ....... ENGINEERING Proposed ADU Project No. 242CA37RGAG-107 Page 19 June 7, 2024 or Structural engineer shall determine actual footing widths, depths and reinforcements necessary to resist design vertical, horizontal and uplift forces. 6.3 Allowable Bearing Capacity An allowable soil bearing value of 1800 psf may be used for design of continuous and column footings, into native soils. A 1 /3 increase in the above bearing value may be used when considering short term loading from wind or seismic sources. 6.4 Floor Slab Recommendations Floor slabs should be a minimum of 4 inches thick. Floor slabs should be reinforced with #4 rebars at 18-inches on centers. Concrete slabs should be underlain with a minimum 10 mil polyvinyl chloride membrane vapor retarder with a minimum overlap of 12 inches in all directions. Whether to place the concrete slab directly on the vapor barrier or place a clean sand layer between the slab and vapor barrier is a decision for the Project Architect, as it is not a geotechnical issue. If covered by sand, the sand layer should be about 2 inches thick and contain less than 5 percent by weight passing the No. 200 sieve. Based on our explorations and laboratory testing, the soils at the site are not suitable for this purpose. The function of the sand layer is to protect the vapor retarder during construction and to aid in the uniform curing of the concrete. This layer should be nominally compacted using light equipment. The sand placed over the vapor retarder should only be slightly moist. If the sand gets wet (for example as a result of rainfall or excessive moistening) it must be allowed to dry prior to placing concrete. Care should be taken to avoid infiltration of water into the sand layer after placement of the concrete slab, such as at slab cut-outs and other exposures. A sand layer is not required beneath the vapor retarder, but we take no exception if one is provided. The concrete section and/or reinforcing should be increased as necessary for excessive design floor loads or anticipated concentrated loads. In areas where moisture sensitive floor covering is anticipated over the slab, The concrete section and/ or reinforcing should be increased as necessary for excessive design floor slabs or anticipated concentrated loads. The slab subgrade should be moisture conditioned to at least optimum moisture content condition to a depth of 6 inches immediately prior to placement of the moisture barrier or pouring concrete. Moisture affecting below grade slabs is one of the most common post-construction complaints. Poorly applied or omitted waterproofing can lead to efflorescence or standing water. Particular care should be taken in the design and installation of waterproofing to avoid moisture problems, or actual ~ MOMENT jllljlllli ENGINEERING Proposed ADU Project No. 242CA37RGAG-107 Page I 10 June 7, 2024 water seepage into the structure through any normal shrinkage cracks which may develop in the concrete walls, floor slab, foundations and/or construction joints. The design and inspection of the waterproofing is not the responsibility of the geotechnical engineer. A waterproofing consultant should be retained in order to recommend a product or method, which would provide protection to subterranean walls, floor slabs and foundations. 6.5 Settlement Settlement of the footings placed as recommended , and subject to no more than allowable loads is not expected to exceed 1/2 inch. Differential settlement between adjacent columns is not anticipated to exceed 1/4 inch for the adjacent column spaced at a distance of about 30 feet. 6.6 Soil Excavation The in-situ soils are moderately dense in nature, and can be excavated with using conventional excavation equipment. Temporary excavations 5 feet deep or less can be made vertically. Deeper temporary excavations into native soils should be laid back no steeper than 1 :1 (horizontal: vertical). The faces of temporary slopes should be inspected daily by the contractor's Competent Person before personnel are allowed to enter the excavation. Any zones of potential instability, sloughing, or raveling should be brought to the attention of the Engineer and corrective action implemented before personnel begin working in the excavation. It is the responsibility of the contractor to ensure that all excavations and trenches are properly shored and maintained in accordance with applicable OSHA rules and regulations to maintain safety and maintain the stability of existing adjacent improvements. All onsite excavations must be conducted in such a manner that potential surcharges from existing structures, construction equipment, and vehicle loads are resisted. The surcharge area may be defined by a 1 :1 projection down and away from the bottom of an existing foundation or vehicle load. Penetrations below this 1 :1 projection will require special excavation measures such as sloping or shoring. 6. 7 Surface Drainage Proper surface drainage is critical to the future performance of the project. Uncontrolled infiltration of irrigation excess and storm runoff into the soils can adversely affect the performance of the planned improvements. Saturation of a soil can cause it to lose internal shear strength and increase ~MOMENT ..... ENGINEERING Proposed ADU Project No. 242CA37RGAG-107 Page Ill June 7, 2024 its compressibility, resulting in a change in the original designed engineering properties. Proper drainage should be maintained at all times. All site drainage should be collected and controlled in non-erosive drainage devices. Drainage should not be allowed to pond anywhere on the site, and especially not against any foundation or retaining wall. The site should be graded and maintained such that surface drainage is directed away from structures in accordance with 2022 CBC 1804.4 or other applicable standards. In addition, drainage should not be allowed to flow uncontrolled over any descending slope. Discharge from downspouts, roof drains and scuppers are not recommended onto unprotected soils within 5 feet of the building perimeter. Planters which are located adjacent to foundations should be sealed to prevent moisture intrusion into the soils providing foundation support. Landscape irrigation is not recommended within 5 feet of the building perimeter footings except when enclosed in protected planters. Positive site drainage should be provided away from structures, pavement, and the tops of slopes to swales or other controlled drainage structures. The building pad and pavement areas should be fine graded such that water is not allowed to pond . Landscaping planters immediately adjacent to paved areas are not recommended due to the potential for surface or irrigation water to infiltrate the pavement's subgrade and base course. Either a subdrain, which collects excess irrigation water and transmits it to drainage structures, or an impervious above-grade planter boxes should be used. In addition, where landscaping is planned adjacent to the pavement, it is recommended that consideration be given to providing a cutoff wall along the edge of the pavement that extends at least 12 inches below the base material. 6.8 Trench Backfill Trench excavations for utility lines which extend under building and paved areas are within the zone of influence of adjacent foundations shall be properly backfilled and compacted in accordance with the following recommendations. The pipe should be bedded and backfilled with clean sand or approved granular soil (minimum Sand Equivalent Value of 30) to a depth of at least 1 foot over the pipe. This backfill should be uniformly watered and compacted to a firm condition. The remainder of the backfill should be on- site soil or very low to low expansive import soil, which should be placed in loose lifts not exceeding 12 inches in thickness, watered or aerated t optimum moisture content, and mechanically ~MOMENT jlllilllli ENGINEERING Proposed ADU Project No. 242CA37RGAG-107 Page I 12 June 7, 2024 compacted to at least 90% of maximum dry density as determined by ASTM D-1557 procedures. Water jetting of the backfill is not allowed. 6.9 Hardscape & Pavement Recommendations The subgrade soils below concrete flat work should be scarified to a depth of 6" and compacted to a minimum compaction of 90 percent then thoroughly moistened prior to placing of concrete. To reduce the potential unsightly cracking, concrete sidewalk and patio type slabs should be at least 4 inches thick and provided with saw cuts or expansion joints every 6 feet or less. Concrete driveway slabs should be at least 4 inches thick and provided with saw cuts or expansion joints every 10 feet or less. Reinforcing should consist of at least with #3 bars spaced 24 inches O.C., both ways. 6.10 Inspections As a necessary requisite to the use of this report, the following inspection is recommended: • Footing inspections in competent materials • Utility Trench Backfills • Building Slab inspections • Flatwork subgrade compaction The geotechnical engineer should be notified at least 7 days in advance of the start of construction. A joint meeting between the client, the contractor, and the geotechnical engineer is recommended prior to the start of construction to discuss specific procedures and scheduling . 6.11 Plan Review Grading, foundation, and shoring plans should be reviewed by the Geotechnical Engineer (a representative of Moment Engineering), prior to finalization to verify that the plans have been prepared in substantial conformance with the recommendations of this report and to provide additional analyses or recommendations. 7.0 REMARKS • The recommendations of this report pertain only to the site investigated and are based upon the assumption that the soil conditions do not deviate from those disclosed in the ~MOMENT jlllljllli ENGINEERING I• • Proposed ADU Page l13 June 7, 2024 Project No. 242CA37RGAG-107 investigation. If any variations or undesirable conditions are encountered during construction , or if the proposed construction will differ from that anticipated herein Moment Engineering. should be notified so that supplemental recommendations can be given. The evaluation or identification of the potential presence of hazardous or corrosive materials was not part of the scope of services provided Moment Engineering. • This report is issued with the understanding that it is the responsibility of the owner, or of his representative, to ensure that the information and recommendations contained herein are brought to the attention of the architect and engineer for the project and incorporated into the plans, and the necessary steps are taken to see that the contractor and subcontractors carry out such recommendations in the field. • The findings of this report are valid as of the date of this report. However, changes in the conditions of a property can occur with the passage of time, whether they are due to natural processes or the works of man on this or adjacent properties. In addition, changes in applicable or appropriate standards may occur, whether they result from legislation or the broadening of knowledge. Accordingly, the findings of this report may be invalidated wholly or partially by changes outside our control. Therefore, this report is subject to review and should not be relied upon after a period of two years. • The firm that performed the geotechnical investigation for the project should be retained to provide testing and observation services during construction to provide continuity of geotechnical interpretation and to check that the recommendations presented for geotechnical aspects of site development are incorporated during site grading, construction of improvements, and excavation of foundations. If another geotechnical firm is selected to perform the testing and observation services during construction operations, that firm should prepare a letter indicating their intent to assume the responsibilities of project geotechnical engineer of record. A copy of the letter should be provided to the regulatory agency for their records. In addition, that firm should provide revised recommendations concerning the geotechnical aspects of the proposed development, or a written acknowledgement of their concurrence with the recommendations presented in our report. They should also perform additional analyses deemed necessary to assume the role of Geotechnical Engineer ~ MOMENT illll!il'i ENGINEERING Proposed ADU Project No. 242CA37RGAG-107 • California Building Code 2022 REFERENCE LIST Page I 14 June 7, 2024 • California Geological Survey, Geologic Data Map No. 2, Compilation and Interpretation by: Charles W. Jennings (1977): https://maps.conservation.ca.gov /cgs/gmc/ • "Earthquake Hazards Program, Seismic Design Maps and tools", ASCE 7-16 Standard Unified Hazard Tool: https://earthguake.usgs.gov/hazards/interactive/ • GeoTracker Web Tool • San Diego Hazard Map -Liquefaction Map ~ MOMENT jlllijlllli ENGINEERING .il!IJ!li MOMENT ~ ENGINEERING Willard Buhl 1635 Saint James CT Carlsbad, California CITY Job No. 242CA37RGAG-107 June 10, 2024 Subject: Foundation Plan Review, Proposed ADU, 1635 Saint James CT Carlsbad, California References: I) Moment Engineering, 6/7/24, Geotechnical Investigation Proposed ADU, 1635 Saint James CT, Carlsbad, California 2) PCSD, 4/1/24, ADU, Foundation Plan & Detail We have reviewed a copy of the foundation plans and details and have found the plan to be in compliance with our recommendations presented in the soils report (Reference No. I). All recommendations in the soils report prepared by Moment Engineering, have been incorporated into the plans. Foundation excavations are subject to verify by the soil engineer during construction prior to pouring. Due to possible variability of soil and subsurface conditions within the site, conditions may be encountered during grading and construction that may differ from those presented in our soils report (Reference No. I). Should any variations or unusual conditions become apparent during construction, revise recommendations will be provided as considered necessary. We appreciate this opportunity to be of service. If you have any question concerning our findings, please call at your convenience. Fahad Masud Principal Engineer, RCE 92662 RECEIVED JUN 12 2024 CITY OF CARLSBAD BUILDING DIVISION ( City of Carlsbad CERTIFICATION OF SCHOOL FEES PAID This form must be completed by the City, the applicant, and the appropriate school districts and returned to the City prior to issuing a building permit. The City will not issue any building permit without a completed school fee form. Project# & Name: Permit #: CBR2024-0792 ------------------- Project Address: 1637 SAINT JAMES CT ------------------- Assessor's Parcel #: 2050606300 .;;;.;;..;;_;;_~:.;;.,;;...;;._ _____________ _ Project Applicant: (Owner Name) Residential Square Feet: New/Additions: ------------------- Second Dwelling Unit: 560 ------------------- Commer c i a I Square Feet: New/Additions: ------------------- City Certification:City of Carlsbad Building Division Date: 08/01/2024 Certification of ApplicanUOwners. The person executing this declaration ("Owner") certifies under penalty of perjury that (1) the information provided above is correct and true to the best of the Owner's knowledge, and that the Owner will file an amended certification of payment and pay the additional fee if Owner requests an increase in the number of dwelling units or square footage after the building permit is issued or if the initial determination of units or square footage is found to be incorrect, and that (2) the Owner is the owner/developer of the above described project(s), or that the person [Z] Carlsbad Unified School District 6225 El Camino Real Carlsbad CA 92009 Phone: (760) 331-5000 D Encinitas Union School District 101 South Rancho Santa Fe Rd Encinitas, CA 92024 Phone: (760) 944-4300 x1166 D San Dieguito Union H.S. District 684 Requeza Dr. Encinitas, CA 92024 Phone: (760) 753-6491 Ext 5514 (By Appt. Only) D San Marcos Unified Sch. District 255 Pico Ave Ste. 100 San Marcos, CA 92069 Phone: (760) 290-2649 Contact: Katherine Marcelja (By Appt.only) D Vista Unified School District 1234 Arcadia Drive Vista CA 92083 Phone: (760) 726-2170 x2222 SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school district(s)) THIS FORM INDICATES THAT THE SCHOOL DISTRICT REQUIREMENTS FOR THE PROJECT HAVE BEEN OR WILL BE SATISFIED. The undersigned, being duly authorized by the applicable School District, certifies that the developer, builder, or owner has satisfied the obligation for school facilities. This Is to certify that the applicant listed on page 1 has paid all amounts or completed other applicable school mitigation determined by the School District. The City may issue building permits for this project. Signature of Authorized School District Officia(\) A. 9' ~ Title$ • ~ "-.Q~ • ':::\ Q-0 'i '~ CJIRLSBA') UNIFIED SCI IOOL 61STR:Cf Name of School District: 6225 EL CAMlXO rrAL Ci\l1L3~AD, CA 9 .. " 3 COMMUNITY DEVELOPMENT -Building Division Date: ~ 16 -3-9'-\ Phone: 7 (qC 33 \ -r5t:d> 1635 Faraday Ave I Carlsbad, CA 92008-7314 I 442-339-2719 I building@carlsbadca.gov I www.carlsbadca.gov STORM WATER POLLUTION PREVENTION NOTES 1. ALL NECESSARY EOUIPMENT ANO MATl:RIALS ~ALL BE AVAJLABL.E ON S111: TO FAOLITATl: RAPID INSTALLATION OF EROSION AND SEDIMENT CONTROL BMPo WHEN RAJN IS EMINENT. 2. THE 01\NER/CONTRACTOR ~ALL RESTORE ALL EROSION CONTROL ornCEs TO WORKING ORDER TO THE SA TISf ACTION OF THE OTY INSPECTOR AfTl:R EACH RUN-Off' PROOUONG RAJNFALL 3. THE 01\NER/CONTRACTOR ~ALL INSTALL AOOITIONAL EROSION CONTROL MEASURES AS MAY BE REOUIRED BY THE OTY INSPECTOR OUE TO INCOMPL.ETl: GRADING OPERATIONS OR UNFORESEEN ORCUMSTANCES WHICH MAY ARISE. 4. ALL REMOVAJBL.E PROTl:CTIVE OE'<1CES ~ALL BE IN PLACE AT THE ENO OF EACH WORKING DAY WHEN THE FIVE (5) DAY RAJN PROBABILITY FORECAST EXCEEDS FORTY PECENT ( <Oi). SILT AND OTHER DEBRIS ~ALL BE REMOVED AfTl:R EACH RAINFALL 5. ALL GRAVEL BAGS ~All CONTAIN 3/4 INCH MINIMUM AGGREGATl:. 6. AOEOUA 11: EROSION AND SEDIMENT CONTROL ANO PERIMETl:R PROT[CTION BEST MANAGEMENT PRACTICE MEASURES MUST BE INSTALL.ED ANO MAINTAINED. 7. THE CITY INSPECTOR ~ALL HAVE THE AUTHORTY TO ALTl:R THIS PLAN OUR1NG OR BEFORE CONSTRUCTION AS NEEDED TO ENSURE COMPLIANCE 'MTH OTY STORM WATER OUALJTY REGULATIONS. OWNER'S CERTIFICATE: I UNOCRSTAND ANO AO<N0\11\.EOOE THAT I MUST: (1) IMPLE'MENT BEST MANAGOIENT PRACTia:S (BMPS) DURING CONSTR\JCTION ACTI~TIES TO THE MAXMUM EXTENT PRACTICABLE TO AVOID 1liE W081UZATION ~ POWJTANTS SUGH AS SOllWENT ANO TO A\/000 THE EXPOSURE ~ STORM WATER TO CONSTRUCTION REIJo!ED POUUTANTS: ANO (2) AOHERE TO, ANO AT ALL llllES. COMPU \IIOTH THIS CITY APPRCMD 11!'.R 1 CONSTRUCTION SWPPP THROUGHOUT THE OURA TION ~ THE CONSTRUCTION ACTI~TIES UNTIL THE CONSTR\JCTION WORK IS C().IPl[TE ANO APPRO',{!) BY THE CITY OF CAALSBAD. Alena Blasio E-29 STORM WATER COMPLIANCE FORM TIER 1 CONSTRUCTION SWPPP BEST MANAGEMENT PRACTICES (BMP) SELECTION TABLE -""""' SedlmlnC O:mol BMPI ,_ --WMle ~a'ldMNtflllt Qm)j8MP, ---""'""'-..... s j I I -l s i s .. t; ! f ~-~ j f ! i 5 i' I! p • e ~ ; <;, & Best Management Practice' .. I :l ~ t~ • w ~ § s : ~ i .!i s· i s ~ ! ! it (BMP) Description ➔ : 'S ~-! .!; ,L,!f ~! l: ~ .§· rul :3 •. I!' ii l ; I ~ i 1 -5 u H u .cl! HJ l :.§? 15 u j -8 iU l!ij w.!s .,;.t, <n.!i i.t: It. Jo, j '",)t ;ii .. CASQA~➔ ~ m ~ 'r .., r ., G ~ m 0 'j' N J; .., :J; m 'j' N _, ~ ., I ~ ~ 'j' I I I I I t,j I ~ ~ I I I I ~--::l ::l I)! I)! I)! I)! I)! I)! I)! I!, I!, z z i i i i i Grodin11,-Oi1t1Hbonce Trenchln<1./Excowtlon X X St '""' y y [)rl;,, Concr•te alt Sowcuttlna Concrete Flotwork p,..., ConcllitlPin• lntlolotion ~-tucco a,t., -X nn,t fu-,jJnn eJStorDM .... Sil• Access Acrot1 Dirt Other ltst: Instruction,: I. Outck the bo• to the left. of all Clp9ltcable construction octMty (fw'st cdumn) eicpecttd to occur dufi,9 coostrudion. 2. ~:1:! ~~ ~ ~~~ t· u:p du~~· d!i:J:,•~t~ ~!· :.thu~r· a=i=d:!? ~!:"~. s:no::~~u~:1:~ A~'r~~ ~~:i :::.~~~~~umb«. Choose on, J. Refer to the CASQA construction hondbook for information ond <ielols of th• chosen BMPs and how lo appl)' them to the projact. PROJECT INFORMATION Sit• Ad<i'ess: __________ _ Asse»Of''t Pored Number. ------- EmerQtnc)' Contoct: Nome: Alena Blasio 24 """' Phon,· {760} 729-3965 Construction Threat to Storm Water Oudit)' (ChD Box) 0 WEOIUM )8! LOW -l: !l iij "'"' G I i ~l !1 m I i Page 1 of 1 REV 11/17 C cityof Carlsbad PURPOSE CLIMATE ACTION PLAN CONSISTENCY CHECKLIST 8-50 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 (B-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 by clicking on the provided links to each municipal code section. NOTE: The following type of permits are not required to fill out this form ❖ Patio I ❖ Decks I ❖ PME (w/o panel upgrade) I ❖ Pool Consultation with a certified Energy Consultant is encouraged to assist in filling out this document. Appropriate certification includes, but is not limited to: Licensed, practicing Architect, Engineer, or Contractor familiar with Energy compliance, IECC/HERS Compliance Specialist, ICC G8 Energy Code Specialist, RESNET HERS rater certified, certified ICC Residential Energy Inspector/Plans Examiner, ICC Commercial Energy Inspector and/or Plans Examiner, ICC CALgreen Inspector/Plans Examiner, or Green Building Residential Plan Examiner. If an item in the checklist is deemed to be not applicable to a project, or is less than the minimum required by ordinance, check NIA and provide an explanation or code section describing the exception. Details on CAP ordinance requirements are available at each section by clicking on the municipal code link provided. The project plans must show all details as stated in the applicable Carlsbad Municipal Code (CMC) and/or Energy Code and Green Code sections. Project Name/Building Permit No.: Property Address/APN: Applicant Name/Co.: Applicant Address: Contact Phone: Buhl ADU BP No.: 1635 St. James Ct./205-060-63-00 Alena Brooks Blasio/Brooks Design 5145 Avenida Encinas, Suite I, Carlsbad, CA 92008 Contact Email: Contact information of person completing this checklist (if different than above): Name: Company name/address: Applicant Signature: B-50 Contact Phone: Contact Email: ~ Date--=0=2.....,/2=2"-'/2=-4=------- Page 1 of 7 Revised 04/21 Use the table below to determine which sections of the Ordinance checklist are applicable to your project. For alterations and additions to existing buildings, attach a Permit Valuation breakdown on a separate sheet. Building Permit Valuation (BPV) $ breakdown --'4..:::.9.:...:.K ______ _ Construction Type I Complete Section(•) I Notti: A high-rise residential building is 4 or more stories, including a ~ Residential D New construction I!!! Additions 111d alterations: I!!! BPV < $60,000 D BPV ~ $60,000 D Electrical service panel upgrade only D BPV ~ $200,000 □ Nonresidential D New construction D Alterations: D BPV ~ $200,000 or additions~ 1,000 square feet D BPV ~ $1,000,000 D ~ 2,000 sq. ft. new roof addition Checklist Item Low-rise High-rise mixed-use building in which at least 20% of its conditioned floor area is residential use 2A*, 3A*, 1B, 2B, *Includes detached, newly constructed ADU 4A*, 3B, 4A NIA N/A All residential additions and alterations 1A, 4A 4A 1-2 family dwellings and townhouses with attached garages only. *Multi-family dwellings only where interior finishes are removed 1A, 4A* 1B, 4A* and significant site work and upgrades to structural and mechanical, electrical, and/or plumbing systems are proposed 1 B, 2B, 3B, 4B and 5 1B, 5 1B,2B,5 Building alterations of~ 75% existing gross floor area 2B, 5 1B also applies if BPV ~ $200,000 Chedc the appropriate boxes, explain al not applcabla and exception items, and prowl& suppoiting cakualions and documentation as necesay. 1. Energy Efficiency Please refer to Cartsbad Municipal Code (CMC) 18.21.155 and 18.30.190,and the California Green Building Standards Code (CALGreen) for more information. Appropriate details and notes must be placed on the plans according to selections chosen in the design. A D Residentialadditionoralteration:i!:$60,000buildingpennitvaluation. D N/A _________ _ Details of selection chosen below must be placed on the plans referencing CMC □ Exception: Home energy score~ 7 18.30.190. (attach certification) Year Built Single-family Requirements Multi-family Requirements D Before 1978 Select one option: D Ductsealing □Attic insulation □ Cool roof D Attic insulation D 1978 and later Select one option: D Lighting package □ Water heating Package □ Between1978and1991 Select one option: □ Ductsealing □ Attic insulation □Cool roof □ 1992 and later Select one option: D Lighting package □ Water heating package Updated 4/16/2021 3