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Home My WebLink About1821 GUEVARA RD; ; CBR2023-0982; PermitBuilding Permit Finaled Residential Permit Print Date: 04/29/2024 Job Address: 1821 GUEVARA RD, CARLSBAD, CA 92008-1021 Permit Type: Parcel#: Valuation: BLDG-Residential 1562702000 $104,594.94 Occupancy Group: #of Dwelling Units: 1 Bedrooms: Bathrooms: Occupant Load: Code Edition: Sprinkled: Project Title: Work Class: Track#: Lot#: Project#: Plan#: Construction Type: Orig. Plan Check#: Plan Check#: Description: EISNER: ATTACHED ADU (495 SF) *REPLACES CBR2022-1191 Applicant: JUSTIN EISNER 1821 GUEVARA RD CARLSBAD, CA 92008-1021 (760) 458-1472 FEE BUILDING PLAN CHECK FEE (manual) BUILDING PLAN CHECK FEE (manual) Property Owner: JUSTIN EISNER 1821 GUEVARA RD CARLSBAD, CA 92008-1021 (760) 458-1472 BUILDING PLAN REVIEW-MINOR PROJECTS (LOE) BUILDING PLAN REVIEW-MINOR PROJECTS (PLN) CERTIFICATE OF OCCUPANCY CERTIFICATE OF OCCUPANCY 581473 -GREEN BUILDING STATE STANDARDS FEE SFD & DU PL EXES STRONG MOTION -RESIDENTIAL (SMIP) SWPPP INSPECTION TIER 1 -Medium BLDG SWPPP PLAN REVIEW TIER 1 -Medium Second Dwelling Unit Total Fees: $1,508.00 Total Payments To Date: $1,508.00 Permit No: Status: Ccityof Carlsbad CBR2023-0982 Closed -Fina led Applied: 03/01/2023 Issued: 08/10/2023 Finaled Close Out: 04/29/2024 Final Inspection: 04/16/2024 INSPECTOR: Alvarado, Tony Balance Due: AMOUNT $540.00 $540.00 $194.00 $98.00 $20.00 $0.00 $1.00 $89.00 $0.00 $21.00 $5.00 $0.00 Please take NOTICE that approval of your project includes the "lmposition11 of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exaction." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitation has previously otherwise expired. Building Division Page 1 of 1 1635 Faraday Avenue, Carlsbad CA 92008-7314 I 442-339-2719 I 760-602-8560 f I www.carlsbadca.gov (·cicyof Carlsbad RESIDENTIAL BUILDING PERMIT APPLICATION 8-1 Plan Check Est. Value PC Deposit Date tBg w23"41%2 hf~.L~ I CT/Project #: _________________ ,Lot #: ____ Year Built:------------. BRIEFDEscR1PT10NoFwoRK=IM.;rJ. Af/-o,J,,q_J, Aif>v.__ (repb, ... s c.3~2.c:1,2-JJq/J 'ti New SF: Living SF, ½ qr Deck SF, ___ ,Patio SF, ____ G.arage SF __ _ Is this to create an Accessory Dwelling Unit? O Y O N New Fireplace? O YON, if yes how many? ___ _ D Remodel: N /{t SF of affected area Is the area a conversion or change of use? O YO N :,1. □Pool/Spa: ,r'A. SF Additional Gas or Electrical Features? ___________ _ 0 Solar:l'J/h_KW, ___ ,Modules, Mounted:ORoof O Ground, Tilt: 0 YON, RMA: 0 YO N, Battery:OYO N, Panel Upgrade: OYON Electric Meter number: ___________ _ Other: City: _____ ~State: ___ ,Zip: ______ _ Phone: _________________ _ Email: _________________ _ CSLB License #: ______ Class: ______ _ Carlsbad Business License# (Required): _______ _ APPLICANT CERTIFICATION: I certify that I have read the application and state that the a}J.Pye information is correct and that the information of the plans is accurate. I ag::::m;;;::~):;'J:;~~tatei::::::;/d;ngcans:~:o~~-DATE: 3 /j /1_ ;> // 7 ' 1635 Faraday Ave Carlsbad, CA 92008 Ph: 442-339•2719 r 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 herebyaffirm under penal tyof perjury that I am I icensed underprovisions of Chapter 9 / commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in full force and effect. I a/so affirm under penalty of perjury one of the following declarations (CHOOSE ONE): D1 have and will maintain a certificate of consent to self-insure for workers' compensation provided by Section 3700 of the Labor Code, for the performance of the work which this permit is issued. PolicyNo. ___________________________________________ _ -OR- 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: -----------------1 -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: I hereby affirm that there is a construction lending agency for the performance of the work this permit is issued {Sec. 3097 (i) Civil Code). Lender's Name: _______________________ Lender's Address: _______________________ _ CONTRACTOR CERTIFICATION: The applicant certifies that all documents and plans clearly and accurately show all existing and proposed buildings, structures, access roads, and utilities/utility easements. All proposed modifications and/or additions are clearly labeled on the site plan. Any potentially existing detail within these plans inconsistent with the site plan are not approved for construction and may be required to be altered or removed. The city's approval of the application is based on the premise that the submitted documents and plans show the correct dimensions of; the property, buildings, structures and their setbacks from property lines and from one another; access roads/easements, and utilities. The existing and proposed use of each building as stated is true and correct; all easements and other encumbrances to development have been accurately shown and labeled as well as all on-site grading/site preparation. All improvements existing on the property were completed in accordance with all regulations in existence at the time of their construction, unless otherwise noted. NAME (PRINT): ________ SIGNATURE: _________ DATE: _____ _ Note: If the person signing above is an authorized agent for the contra t "d r 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: 'vfi)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. ~' 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- □1, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). -OR- DI am exempt under Business and Professions Code Division 3, Chapter 9, Article 3 for this reason: 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. I understand that a copy of the applicable law, Section 7044 of the Business and Prof essians Code, is available upon request when this application is submitted or at the following Web site: http: I lwww.leginfo.ca.gov/calaw.html. OWNER CERTIFICATION: The applicant certifies that all documents and plans clearly and accurately show all existing and proposed buildings, structures, access roads, and utilities/utility easements. All proposed modifications and/or additions are clearly labeled on the site plan. Any potentially existing detail within these plans inconsistent with the site plan are not approved for construction and may be required to be altered or removed. The city's approval of the application is based on the premise that the submitted documents and plans show the correct dimensions of; the property, buildings, structures and their setbacks from property lines and from one another; access roads/easements, and utilities. The existing and proposed use of each building as stated ls true and correct; all easements and other encumbrances to development have been accur 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\~ construction, unless otherwise noted. NAME (PRINT):✓\ 14tJ11J f,f: Note: If the erson si nin above is an authorized a owner. 1635 Faraday Ave Carlsbad,CA 92008 Ph: 442-339-2719 Email: Building@carlsbadca.gov 2 REV. 04/22 {city of Carlsbad OWNER-BUILDER ACKNOWLEDGEMENT FORM B-61 Development Services Building Division 1635 Faraday Avenue 442-339-2719 www.carlsbadca.gov OWNER-BUILDER ACKNOWLEDGMENT FORM Pursuant to State of California Health and Safety Code Section 19825-19829 To: Property Owner An application for construction permit(s) has been submitted in your name listing you as the owner-builder of the property located at: Site Address -~·1_,,g"-2-_1 _C_,9f--"V-'-(Lt./....c....'-CIJ_,_bL...-II----LCf?d""'--'--_ -1-f 0'-Clfl:~l"'-"$-"'S,_,_,1 a:l"-c-, --"-..ul-L_L__1L...?--"-----0o_'i'_ The City of Carlsbad ("City") is providing you with this Owner-Builder Acknowledgment and Verification form to inform you of the responsibilities and the possible risks associated with typical construction activities issued in your name as the Owner-Builder. The City will not issue a construction permit until you have read and initialed your understanding of each provision in the Property Owner Acknowledgment section below and sign the form. An agent of the owner cannot execute this notice unless you, the property owner, complete the Owner's Authorized Agent form and it is accepted by the City of Carlsbad. INSTRUCTIONS: Please read and initial each statement below to acknowledge your understanding and verification of this information by signature at the bottom of the form. These are very important construction related acknowledgments designed to inform the property owner of his/her obligations related to the requested permit activities. I. ~ ~nderstand a frequent practice of unlicensed contractors is to have the property owner obtain an "Owner- -Builder" building permit that erroneously implies that the property owner is providing his or her own labor and material personally. I, as an Owner-Builder, may be held liable and subject to serious financial risk for any injuries sustained by an unlicensed contractor and his or her employees while working on my property. My homeowner's insurance may not provide coverage for those injuries. I am willfully acting as an Owner-Builder and am aware of the limits of my insurance coverage for injuries to workers on my property. II. ,--:-,,---chfr1 understand building permits are not required to be signed by property owners unless they are responsible for the construction and are not hiring a licensed contractor to assume this responsibility. 111. ~ understand as an "Owner-~uilder" I am the responsible party of record on the permit. I understand that I may protect myself from potential financial risk by hiring a licensed contractor and having the permit filed in his or her name instead of my own. IV. -3{.::'T understand contractors are required by law to be licensed and bonded in California and to list their license numbers on permits and contracts. V. ~ understand if I employ or otherwise engage any persons, other than California licensed contractors, and the total value of my construction is at least five hundred dollars ($500), including labor and materials, I may be considered an "employer" under state and federal law. 1 REV. 05/22 Owner-Builder Acknowledgement Continued --VI. ..l'Sc:-I understand if I am considered an "employer" under state and federal law, I must register with the state and federal government, withhold payroll taxes, provide workers' compensation disability insurance, and contribute to unemployment compensation for each "employee." I also understand my failure to abide by these laws may subject me to serious financial risk. VII. ~ understand under California Contractors' State license Law, an Owner-Builder who builds single-family residential structures cannot legally build them with the intent to offer them for sale, unless all work is performed by licensed subcontractors and the number of structures does not exceed four within any calendar year, or all of the work is performed under contract with a licensed general building contractor. VIII. .:::f~€j" understand as an Owner-Builder if I sell the property for which this permit is issued, I may be held liable for any financial or personal injuries sustained by any subsequent owner(s) which result from any latent construction defects in the workmanship or materials. ,-,< --IX. ~ I understand I may obtain more information regarding my obligations as an "employer" from the Internal Revenue Service, the United States Small Business Administration, the California Department of Benefit Payments1 and the California Division of Industrial Accidents. I also understand I may contact the California Contractors' State License Board (CSLB) at 1-800-321-CSLB (2752) or www.cslb.ca.gov for more information about licensed contractors. X. ¾ am aware of and consent to an Owner-Builder building permit applied for in my name, and understand that I am the party legally and financially responsible for proposed construction activity at the following address: XI. ;J; C1 agree that, as the party legally and financially responsible forth is proposed construction activity, I will abide by all applicable laws and requirements that govern Owner-Builders as well as employers. XII. .::fS~1 agree to notify the issuer of this form immediately of any additions, deletions, or changes to any of the information I have provided on this form. Licensed contractors are regulated by laws designed to protect the public. If you contract with someone who does not have a license, the Contractor's State License Board may be unable to assist you with any financial loss you may sustain as a result of a complaint. Your only remedy against unlicensed Contractors may be in civil court. It is also important for you to understand that if an unlicensed Contractor or employee of that individual or firm is injured while working on your property, you may be held liable for damages. If you obtain a permit as Owner- Builder and wish to hire contractors, you will be responsible for verifying whether or not those contractors are properly licensed and the status of their workers' compensation coverage. Before a building permit can be issued, this form must be completed, signed by the property owner and returned to the City of Carlsbad Building Division. I declare under penalty of perjury that I have read and understand all of the information provided on this form and that my responses, including my authority to sign this form, is true and correct. I am aware that I hove the option to consult with legal counsel prior to signing this form, and I hove either (1) consulted with legal counsel prior to signing this form or (2) hove waived this right in • • g this form without the advice of legal counsel. CfU-,'i:.-rrrJ f-i~i~:_____ Property Owner Name (PRINT) 3 REV. 05/22 Building Permit Inspection History Finaled (cityof Carlsbad PERMIT INSPECTION HISTORY for (CBR2023-0982) Permit Type: BLDG-Residential Application Date: 03/01/2023 Owner: JUSTIN EISNER Work Class: Second Dwelling Unit Issue Date: 08/10/2023 Subdivision: LEBARR ESTS UNIT#2 Status: Closed -Finaled Expiration Date: 07/24/2024 Address: 1821 GUEVARA RD IVR Number: 47038 CARLSBAD, CA 92008-1021 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Relnspectlon Inspection Date Start Date Status 08/11/2023 08/11/2023 BLDG-SW-Inspection 220477-2023 Cancelled Tony Alvarado Relnspectlon Incomplete Monday, April 29, 2024 Page 1 of 11 PERMIT INSPECTION HISTORY for (CBR2023-0982) Permit Type: Work Class: Status: Scheduled Date BLDG-Residential Application Date: Second Dwelling Unit Issue Date: Closed -Finaled Expiration Date: IVR Number: Actual Inspection Type Start Date Inspection No. Checklist Item Are inactives slopes properly stabilized? Are areas flatter than 3:1 covered or protected? Are sediment controls properly maintained? Are erosion control BMPs functioning properly? Are natural areas protected from erosion? Do basins appear to be maintained as required? Are perimeter control BMPs maintained? Is the entrance stabilized to prevent tracking? Have sediments been tracked on to the street? Are storm drain inlets protected and maintained? Have materials collected around the storm drains? Has sediment accumulated on impervious surfaces? Are dumpsters and trash receptacles covered? Has trash/debris accumulated throughout the site? Are stockpiles and spoils protected from runoff? Are all storage areas clean and maintained? Are spill kits provided onsite? Are washout areas maintained and protected? Were spills/leaks observed during the inspection? Were there any discharges during the inspection? Is the SWPPP wall map up to date and accurate? Was the SWPPP or Erosion Control Plan reviewed? Are portable restrooms properly positioned? Do portable restrooms have secondary containment? Are BMPs stockpiled for emergency deployment? COMMENTS Monday, April 29, 2024 03/01/2023 08/10/2023 07/24/2024 47038 Inspection Status Owner: JUSTIN EISNER Subdivision: LEBARR ESTS UNIT# 2 Address: 1821 GUEVARA RD CARLSBAD, CA 92008-1021 Primary Inspector Reinspection Inspection Passed No No No No No No No No No No No No No No No No No No No No No No No No No Page 2 of 11 PERMIT INSPECTION HISTORY for (CBR2023-0982) Permit Type: BLDG-Residential Work Class: Second Dwelling Unit Status: Scheduled Date Closed -Finaled Actual Inspection Type Start Date BLDG-SW.Pre-Con Checklist Item Application Date: 03/01/2023 Issue Date: 08/10/2023 Expiration Date: 07/24/2024 IVR Number: 47038 Inspection No. 220399-2023 COMMENTS Inspection Status Passed Owner: JUSTIN EISNER Subdivision: LEBARR ESTS UNIT# 2 Address: 1821 GUEVARA RD CARLSBAD, CA 92008-1021 Primary Inspector Reinspection Inspection Tony Alvarado Complete Passed BLDG-Building Deficiency August 11, 2023: Yes 09/12/2023 09/12/2023 BLDG-21 Underground/Underflo orPlumblng Checklist Item 1. Informed property owner/contractor, owner builder (Justin), pertaining to preconstruction meeting and project management requirements per the City of Carlsbad preconstruction meeting requirements. 2. Discussed special inspection, structural observations procedures, stormwater pollution prevention (NPDES/SWPPPS/BMPS, energy code compliance forms, waste management, public right-of-way requirements, observing construction work hours and holidays, temporary construction-safety barrier fencing, and portable restroom requirements and temporary certificate of occupancy requirements. 223654-2923 Partial Pass Tony Alvarado COMMENTS BLDG-Building Deficiency 1. Underground plumbing work, pipes wrapped, under 10' foot high water head, pressure test-OK. BLDG-SW~nspection Monday, April 29, 2024 2. Verified and received and field SMS geotechnical compaction certification letter/reports and grading compaction test/report -OK. 3. Informed contractor/owner builder, required B-50, side yard setback form completed and verified-prior to pouring concrete to confirm property, line setbacks, from licensed surveyor per city approved stamped and signed plans. 223850-2023 Partial Pass Tony Alvarado Ralnspectlon Incomplete Passed Yes Relnspectlon Incomplete Page 3 of 11 PERMIT INSPECTION HISTORY for (CBR2023-0982) Permit Type: BLDG-Residential Application Date: 03/01/2023 Owner: JUSTIN EISNER Work Class: Second Dwelling Unit Issue Date: 08/10/2023 Subdivision: LEBARR ESTS UNIT#2 Status: Closed -Finaled Expiration Date: 07/24/2024 Address: 1821 GUEVARA RD IVR Number: 47038 CARLSBAD, CA 92008-1021 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Re inspection Inspection Date Start Date Status Checklist Item COMMENTS Passed Are inactives slopes properly Yes stabilized? Are areas flatter than 3:1 Yes covered or protected? Are sediment controls properly Yes maintained? Are erosion control BMPs Yes functioning properly? Are natural areas protected Yes from erosion? Are perimeter control BMPs Yes maintained? Is the entrance stabilized to Yes prevent tracking? Have sediments been tracked Yes on to the street? Have materials collected Yes around the storm drains? Has sediment accumulated on Yes impervious surfaces? Are dumpsters and trash Yes receptacles covered? Has trash/debris accumulated Yes throughout the site? Are stockpiles and spoils Yes protected from runoff? Are all storage areas clean Yes and maintained? Were spills/leaks observed Yes during the inspection? Were there any discharges Yes during the inspection? Are BMPs stockpiled for Yes emergency deployment? 09/25/2023 09/25/2023 BLDG-11 224854-2023 Cancelled Tony Alvarado Relnspection Incomplete Foundation/fig/Piers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Cancelled per owner/contractor, No representative Justin. 09/27/2023 09/27/2023 BLDG-11 225203-2023 Passed Tony Alvarado Complete Foundation/fig/Piers (Rebar) Monday, April 29, 2024 Page 4 of 11 PERMIT INSPECTION HISTORY for (CBR2023-0982) Application Date: 03/01/2023 Owner: JUSTIN EISNER Permit Type: BLDG-Residential Work Class: Second Dwelling Unit Issue Date: 08/10/2023 Subdivision: LEBARR ESTS UNIT# 2 Status: Scheduled Date 10/31/2023 11/01/2023 11/03/2023 Closed -Finaled Expiration Date: 07/24/2024 IVR Number: 47038 Address: 1821 GUEVARA RD CARLSBAD, CA 92008-1021 Actual Inspection Type Start Date Inspection No. Inspection Primary Inspector Checklist Item BLDG-Building Deficiency Status COMMENTS Addition/ADU footing transition, steel reinforcement per structural engineered , plans, and detail specifications -approved per plan. 10/31/2023 BLDG-13 Shear 228916-2023 Cancelled Tony Alvarado Panels/HD (ok to wrap) Checklist Item COMMENTS BLDG-Building Deficiency Cancelled per owner Justin Eisner BLDG-15 Roof/ReRoof (Patio) 228915-2023 Cancelled Tony Alvarado Checklist Item COMMENTS BLDG-Building Deficiency Cancelled per owner Justin Eisner Checklist Item COMMENTS BLDG-Building Deficiency Cancelled per owner Justin Eisner 11/01/2023 BLDG-13 Shear 228979-2023 Partial Pass Tony Alvarado Panels/HD (ok to wrap) Checklist Item BLDG-Building Deficiency COMMENTS Shearwall nailing, metal connector, LPT4 and A35 metal connector clips, and hold down-seismic connectors, approved. Roof Sheathing edge and field nailing, with metal straps located at perpendicular to ridge beam ST metal straps, verified and approved. BLDG-15 Roof/ReRoof (Patio) 228981-2023 Partial Pass Tony Alvarado Checklist Item BLDG-Building Deficiency COMMENTS Shearwall nailing, metal connector, LPT4 and A35 metal connector clips, and hold down-seismic connectors, approved. Roof Sheathing edge and field nailing, with metal straps located at perpendicular to ridge beam ST metal straps, verified and approved. 11/03/2023 BLDG-13 Shear 229440-2023 Passed Tony Alvarado Panels/HD (ok to wrap) Reinspection Inspection Passed Yes Reinspectlon Incomplete Passed No Re Inspection Incomplete Passed No Passed No Relnspectlon Incomplete Passed Yes Relnspectlon Incomplete Passed Yes Comple1e Monday, April 29, 2024 Page 5 of 11 PERMIT INSPECTION HISTORY for (CBR2023-0982) Permit Type: BLDG-Residential Work Class: Second Dwelling Unit Status: Closed -Finaled Scheduled Actual Inspection Type Date Start Date Checklist Item Application Date: 03/01/2023 Owner: JUSTIN EISNER Issue Date: 08/10/2023 Subdivision: LEBARR ESTS UNIT# 2 Expiration Date: 07/24/2024 Address: 1821 GUEVARA RD CARLSBAD, CA 92008-1021 IVR Number: 47038 Inspection No, Inspection Primary Inspector Reinspection Inspection Status COMMENTS Passed BLDG-Building Deficiency November 3, 2023: Yes Monday, April 29, 2024 BLDG-14 Frame/Steel/BoltlngJWe ldlng (Decks) Checklist Item Shear-wall nailing, metal connector, LPT4 and A35 metal connector clips, and hold down-seismic connectors, approved. Roof Sheathing edge and field nailing, with metal straps located at perpendicular to ridge beam ST metal straps-final phase 2 inspection approved. 229418-2023 Passed Tony Alvarado COMMENTS BLDG-Building Deficiency BLDG-SW~nspactlon 229439-2023 Partial Pass Tony Alvarado Complete Passed Yes Reinspectlon Incomplete Page 6 of 11 PERMIT INSPECTION HISTORY for (CBR2023-0982) Permit Type: BLDG-Residential Work Class: Second Dwelling Unit Application Date: 03/01/2023 Issue Date: 08/10/2023 Owner: JUSTIN EISNER Subdivision: LEBARR ESTS UNIT# 2 Status: Scheduled Date 12/18/2023 Closed -Finaled Expiration Date: 07/24/2024 IVR Number: 47038 Address: 1821 GUEVARA RD CARLSBAD, CA 92008-1021 Actual Inspection Type Start Date Inspection No. Inspection Status Primary Inspector Checklist Item Are inactives slopes properly stabilized? Are areas flatter than 3:1 covered or protected? Are sediment controls properly maintained? Are erosion control BMPs functioning properly? Are natural areas protected from erosion? Are perimeter control BMPs maintained? Is the entrance stabilized to prevent tracking? Have sediments been tracked on to the street? Have materials collected around the storm drains? Has sediment accumulated on impervious surfaces? Are dumpsters and trash receptacles covered? Has trash/debris accumulated throughout the site? Are stockpiles and spoils protected from runoff? Are all storage areas clean and maintained? Were spills/leaks observed during the inspection? Were there any discharges during the inspection? Are BMPs stockpiled for emergency deployment? COMMENTS 12/18/2023 BLDG-84 Rough Combo(14,24,34,44) 233962-2023 Partial Pass Tony Alvarado Checklist Item BLDG-14 Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout BLDG-34 Rough Electrical BLDG-44 Rough-Ducts-Dampers COMMENTS Two metal ST twist straps missing at two locations, post to beam connections - required. Owner builder Justin will follow up with photos, rest of rough frame combination MEPS, scope of work per engineer, plans, and details specifications -OK. Reinspection Inspection Passed Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Relnspectlon Incomplete Passed Yes Yes Yes Yes Monday, April 29, 2024 Page 7 of 11 PERMIT INSPECTION HISTORY for (CBR2023-0982) Permit Type: BLDG-Residential Application Date: 03/01/2023 Owner: JUSTIN EISNER Work Class: Second Dwelling Unit Issue Date: 08/10/2023 Subdivision: LEBARR ESTS UNIT# 2 Status: Closed -Finaled Expiration Date: 07/24/2024 Address: 1821 GUEVARA RD IVR Number: 47038 CARLSBAD, CA 92008-1021 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status BLDG-SW-Inspection 234163-2023 Partial Pass Tony Alvarado Relnspection Incomplete Checklist Item COMMENTS Passed Are inactives slopes properly Yes stabilized? Are areas flatter than 3:1 Yes covered or protected? Are sediment controls properly Yes maintained? Are erosion control BMPs Yes functioning properly? Are natural areas protected Yes from erosion? Are perimeter control BMPs Yes maintained? Is the entrance stabilized to Yes prevent tracking? Have sediments been tracked Yes on to the street? Have materials collected Yes around the storm drains? Has sediment accumulated on Yes impervious surfaces? Are dumpsters and trash Yes receptacles covered? Has trash/debris accumulated Yes throughout the site? Are all storage areas clean Yes and maintained? Were spills/leaks observed Yes during the inspection? Were there any discharges Yes during the inspection? Are portable restrooms Yes properly positioned? Do portable restrooms have Yes secondary containment? Are BMPs stockpiled for Yes emergency deployment? 01/08/2024 01/08/2024 BLDG-16 Insulation 235865-2024 Passed Tony Alvarado Comp- Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-SW-Inspection 236004-2024 Partial Pass Tony Alvarado Relnspectlon Incomplete Monday, April 29, 2024 Page 8 of 11 PERMIT INSPECTION HISTORY for (CBR2023-0982) Permit Type: BLDG-Residential Application Date: 03/01/2023 Owner: JUSTIN EISNER Work Class: Second Dwelling Unit Issue Date: 08/10/2023 Subdivision: LEBARR ESTS UNIT# 2 Status: Closed -Finaled Expiration Date: 07/24/2024 Address: 1821 GUEVARA RD IVR Number: 47038 CARLSBAD, CA 92008-1021 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status Checklist Item COMMENTS Passed Are inactives slopes properly Yes stabilized? Are areas flatter than 3:1 Yes covered or protected? Are sediment controls properly Yes maintained? Are erosion control BMPs Yes functioning properly? Are natural areas protected Yes from erosion? Are perimeter control BMPs Yes maintained? Is the entrance stabilized to Yes prevent tracking? Have sediments been tracked Yes on to the street? Have materials collected Yes around the storm drains? Has sediment accumulated on Yes impervious surfaces? Are dumpsters and trash Yes receptacles covered? Has trash/debris accumulated Yes throughout the site? Are stockpiles and spoils Yes protected from runoff? Are all storage areas clean Yes and maintained? Were spills/leaks observed Yes during the inspection? Were there any discharges Yes during the inspection? Are BMPs stockpiled for Yes emergency deployment? 01/26/2024 01/26/2024 BLDG-18 Exterior 237995-2024 Passed Tony Alvarado Complete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 03/22/2024 03/22/2024 BLDG-Flnal Inspection 243095-2024 Partial Pass Tony Alvarado Relnspectlon Incomplete Checklist Item COMMENTS Passed BLDG-Structural Final 1. Pre-final inspection -Informed owner Yes builder representative Justin regarding City of Carlsbad recycle-debris/waste management, B -59 form requirements 2. Verified-SWPPPS and all BMPS -OK. Monday, April 29, 2024 Page 9 of 11 PERMIT INSPECTION HISTORY for (CBR2023-0982) Permit Type: BLDG-Residential Application Date: 03/01/2023 Owner: JUSTIN EISNER Work Class: Second Dwelling Unit Issue Date: 08/10/2023 Subdivision: LEBARR ESTS UNIT# 2 Status: Closed -Finaled Expiration Date: 07/24/2024 Address: 1821 GUEVARA RD IVR Number: 47038 CARLSBAD, CA 92008-1021 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Re inspection Inspection Date Start Date Status BLDG-SW-Inspection 243132-2024 Partial Pass Tony Alvarado Relnspectlon Incomplete Checklist Item COMMENTS Passed Are inactives slopes properly Yes stabilized? Are areas flatter than 3:1 Yes covered or protected? Are sediment controls properly Yes maintained? Are erosion control BMPs Yes functioning properly? Are natural areas protected Yes from erosion? Are perimeter control BMPs Yes maintained? Is the entrance stabilized to Yes prevent tracking? Have sediments been tracked Yes on to the street? Have materials collected Yes around the storm drains? Has sediment accumulated on Yes impervious surfaces? Are dumpsters and trash Yes receptacles covered? Has trash/debris accumulated Yes throughout the site? Are stockpiles and spoils Yes protected from runoff? Are all storage areas clean Yes and maintained? Were spills/leaks observed Yes during the inspection? Were there any discharges Yes during the inspection? Are BMPs stockpiled for Yes emergency deployment? 04/16/2024 04/16/2024 BLDG-Final Inspection 245291-2024 Passed Tony Alvarado Complete Checklist Item COMMENTS Passed BLDG-Plumbing Final Yes BLDG-Mechanical Final Yes BLDG-Structural Final Yes BLDG-Electrical Final Yes BLDG-SW-Inspection 245479-2024 Passed Tony Alvarado Complete Monday, April 29, 2024 Page 10 of 11 PERMIT INSPECTION HISTORY for (CBR2023-0982) Permit Type: Work Class: Status: Scheduled Date BLDG-Residential Application Date: Second Dwelling Unit Issue Date: Closed -Finaled Expiration Date: IVR Number: Actual Inspection Type Start Date Inspection No. Checklist Item Are inactives slopes properly stabilized? Are areas flatter than 3:1 covered or protected? Are sediment controls properly maintained? Are erosion control BMPs functioning properly? Are natural areas protected from erosion? Are perimeter control BMPs maintained? Is the entrance stabilized to prevent tracking? Have sediments been tracked on to the street? Have materials collected around the storm drains? Has sediment accumulated on impervious surfaces? Are dumpsters and trash receptacles covered? Has trash/debris accumulated throughout the site? Are stockpiles and spoils protected from runoff? Are all storage areas clean and maintained? Were spills/leaks observed during the inspection? Were there any discharges during the inspection? Are BMPs stockpiled for emergency deployment? COMMENTS Monday, April 29, 2024 03/01/2023 08/10/2023 07/24/2024 47038 Inspection Status Owner: JUSTIN EISNER Subdivision: LEBARR ESTS UNIT# 2 Address: 1821 GUEVARA RD CARLSBAD, CA 92008-1021 Primary Inspector Reinspection Inspection Passed Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Page 11 of 11 SMS Geotechnlcal Solutions, Inc. Consulting Geotechnlca/ Engineers FIELD REPORT Phone: 78<MI02-7815 1mageo1ol.lncOgmall.com 5931 SN Lion Plee Suite 1011 Cartebad, CA 92010 Reid Repor1a wtl be chlribuled to the partlea Hated below within 14 daya. Repor1a of ll0IHXlfflplant COlldllloi• wll be clalrlbuted lmn ......... Pn,fect Name:, ___ __,E_IIMr.,..,..._ADU ______________ o...:, _____ oe..;..;;;.28-202;..;.._..3_Mon..;__ Pn,fect t: Gl-23-04-130 Time Antved:_..a02=:00;.;;..;.P.;.;;M:...._ Time Departacl: _____ _ Pn,fect l.oc811on: 1821 G-. Road, carllbacl Time On-Sita:,______ 'ThMITlme:, ______ _ Col~ JMC Equipment, ___ B_o;..bca-'-'t_TT-'-6-TolalTlme:, __ ... Mln=.'--";.;.;•O;;.H;.;;l'I;;:;;..· _ "Ip of lnepecllon a(Engll!Nl9d FIii □ Foundation fl' Pad Area GPI B . Permit, ~ Josh Summa,y of__..~ a tNtlHg: Arrived at 02:00 PM per requested by Josh to observe backfill placement for the new ADU pad. The on-site Approx. Compaction ---------'----------'--------.1 Test Location /·,, -soil was mixed, processed, placed & compacted utilizing a T76 Bobcat. , -~ The moisture content was within the optimum tolerance. No water added. ,./ ··, •• ____ T /: ~-::-DJ \ '\· I l ,,. -/4 "'I---~ Probe testing found backfill to be in unyielding materials. Performed random in-place density testing (ASTM D6938) and results exceeded minimum 90% compaction requirements. --------J . -J-----} _; /2 ~ Extg Blddj~- 71 ~ 14 • I ~~ /,, '---.,, ti -----------------------.... . ... ·-............ ·&. :--' The Work l'J/'wAS □ WAS NOT IN AccoAoN«:E W1tH -~ OF THE ~ PIN«IAND GEanil::HNK:AI. INvEancATION REPolrr. CC: Clent _______ J_us_ti_n _Ei_sn_er Project Architect:--------SlrUctural Engl,-; ______ _ Pmjectlnlpectar: ______ ..,.,.,,,,. Contrlct~---------'J~M=-C Whtie ' ..... tfi,..._...__ " I Slgnabn of Client Reprasentative Shawn Bahramian Please Print Name / T1tle Print Name / TIiie Yellow -Contractor Registration # ___ IC_C_#_9_2_446_1_2 __ _ Pink -Building Offlclal SMS Geotechnical Solutions, Inc. Consulting Geotechnica/ Engineers Phone: 760-602-7815 smsgeosol. inc@gmail.com 5931 Sea Lion Place Suite 109 Carlsbad, CA 92010 ~©[F)W FIELD REPORT Field Reports will be distributed to the parties listed below within 14 days. Reports of non-compliant conditions will be distributed immediately. Project Name: E )$De, C Al'Su Project#: (1 T-2.3-o4 -k"3.e, Project Location: At;:' (1,; / e,,I ~::. Qt:1 Contractor: J • /6 Type of inspection GP# The Work tbwAS □ WAS NOT Time Arrived: ______ _ Time On-Site:. ______ _ Equipment: _______ _ □ Foundation Date: _ __;&;l)....L/.,1,.7.,_$,1.i/~a-gl!=!::'...::b:...J~ Time Departed: ______ _ Travel Time:_....,....---,,----- Total Time:._.p.J.i.:!....£::==!.Ru-"- Test Location IN AcCORDANCf~1TH THE REQUIREMENTS OF THE APPROVED PLANS AND GEOTECHNICAL INVESTIGATION REPORT. Signature of Client Representative CC: Client: ___________ _ Project Architect: ________ _ Structural Engineer: _______ _ 2foiect lnspeclef< v<.;ontractor: -✓--il'?c:::....$'.._.k""" _____ _ White I-~ ,si..__ ft' r Please Print Name / Title Print Name/ Title Yellow -Contractor Registration # 0 Y 1..$ ,f _(' Pink -Building Official SMS Geotechnical Solutions, Inc. Consulting Geotechnlcal Engineers FIELD REPORT Phone: 780-e02-7815 amageoaol.lncOgmall.com 51131 Sea Uon Place Suite 1011 Carllbad, CA 92010 Field Repar1a wll be dlatrlbutecl to the parties listed below within 14 daya. Reparta of ~ condltlane wll be dlll1buted ~11,lldlataly. Project Name: Eisner ADU oa: 08-25-2023 Fri Piajectt: Gl-23-04-130 TirneArrtwc:1: 01:00PM TimeDep,,rlad: ______ _ Piajectl..ocallon: 1821 Guevara Road, Carllbad TirneOn-Slle: ______ liawlTlme:, ______ _ Cai,bllC1ur. JMC Equlpnwlt Bobcat T76 TotalTlme: Min. 4.0 Hrs. 1'nN1 of lnBpectlon &f Englneen,d Fill □ Foundation ;/ Bottom of Over-ex. for Proposed ADU GP# . Permit # ~ Josh/ Justin 8umrnary of obHm1t1ona • INlhig: Arrived at 01 :00 PM per requested by Josh. Re-observed the bottom of over-ex. The soft areas were pushed out, reconstructed and re-compacted. Probe testing found bottom to be in unyielding and firm materials. Perform random in-place density testing (ASTM 06938) at the bottom of over-ex. and results exceeded min. 90% compaction requirements. ----------------------~ The Work r<wAS □ WAS NOT lU S•:i• IN .AccoNwicE Wllll n£ AEauiMMENlll OF TH£ NPffCVEDPLANa~ GE0TEcHMcAL~ fleooRT. Signatunt of Client Reprwantatlve CC: Cllent: _______ J_us_ti_n _Ei_sn_e_r ProjeclAn,hilacl: _______ _ Please Print Name / TIiie S1ruclu~E~-=------- EngJ Shawn Bahramian Print Name / TIiie Projecl lnapeetor. _______ ~ Contract~ _______ _,J=M=C White Yellow • Contractor Registration t, ___ I_C_C_#_9_2_44_6_1_2 __ _ Pink -Building Offlclal 1rue No1th COMPLIANCE SERVICES July 17, 2023 City of Carlsbad Community Development Department -Building Division 1635 Faraday Ave. City of Carlsbad -FINAL REVIEW City Permit No: CBR2023-0982 True North No.: 23-018-165 Carlsbad, CA 92008 Plan Review: Attached ADU Address: 1821 Guevara Rd Applicant Name: Justin Eisner Applicant Email: justin.eisner@bluepointvoice.com OCCUPANCY AND BUILDING SUMMARY: Occupancy Groups: R-3/U Occupant Load: 2 Type of Construction: V-B Sprinklers: No Stories: I Area of Work (sq. ft.): 541 sq. ft. The plans have been reviewed for coordination with the permit application. Valuation: Confirmed Scope of Work: Confirmed Floor Area: Confirmed Attn: Building & Safety Department, True North Compliance Services, Inc. has completed the final review of the following documents for the project referenced above on behalf of the City of Carlsbad: I. Drawings: One (I) copy dated June 23, 2023, by Ginger Rabe Designs. 2. Structural Calculations: One (I) copy dated May 8, 2023, by Nelson Engineers. 3. Geotechnical Report: One (I) copy dated May 27, 2023, by SMS Geotechnical Solutions, Inc. The 2022 California Building, Mechanical, Plumbing, and Electrical Codes (i.e., 2021 !BC, UMC, UPC, and 2020 NEC, as amended by the State of California), 2022 California Green Building Standards Code, 2022 California Existing Building Code, and 2022 California Energy Code, as applicable, were used as the basis of our review. Please note that our review has been completed and we have no further comments, however, we bring the following to your attention: I. Approved with the following conditions: a. The geotechnical engineer of record shall stamp and sign the foundation plans. b. The applicant shall complete and submit B-50 form, Climate Action Plan. 2. This project is Hourly. Please charge the applicant the following hours of plan review. True North Compliance Services, Inc. 15375 Barranca Pkwy, Suite A202, Irvine, CA 92618 T / 562. 733.8030 Transmittal Letter March 9, 2023 City of Carlsbad Community Development Department -Building Division 1635 Faraday Ave. Carlsbad, CA 92008 Plan Review: Attached ADU Address: 1821 Guevara Rd, Carlsbad CA 'lrue North COMPLIANCE SERVICES FffiST REVIEW City Pennit No: CBR2023-0982 True North No.: 23-018-165 Applicant Name: Justin Eisner Applicant Email: justin.eisner@bluepointvoice.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 March I, 2023, by Ginger Rabe Designs. 2. Structural Calculations: Electronic copy dated February 13, 2023, by Nelson Engineers. 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: See Notes Below Confirmed Confirmed Notes: Project valuation is not specified on the permit application. This project is hourly. Please charge the applicant the following hours of plan review. Review# Hours Rate Total I 4.5 $120.00 $540.00 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: Bashir Habboub -Plan Review Engineer Quality Review By: Alaa Atassi -Plan Review Engineer True North Compllonce Services, Inc. 3939 Atlantic Avenue Suite 224, Long Beach, CA 90807 T / 562. 733.8030 Attached ADU 1821 Guevara Rd March 9, 2023 RESUBMITT AL INSTRUCTIONS: Plan Review Comments City of Carlsbad-FlRST REVIEW City Pennit No.: CBR2023-0982 True North No.: 23-018-165 Page2 Please do not resubmit plans until all departments have completed their reviews. For status, please contact building@cal'lsbadca.gov 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 !BC, 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 infonnation. 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.): ??? (Provide this infonnation) ??? (Provide this infonnation) ??? (Provide this infonnation) ??? (Provide this infonnation) ??? (Provide this infonnation) 498 sq. ft. ARCHITECTURAL COMMENTS: Al. Addition is proposed at 5 feet or closer to the property line, as such a boundary survey report is required. A licensed surveyor is required to complete Carlsbad fonn B-60A and provide it to the Building Inspector at the foundation inspection. https :/ /www.curlsbadca.gov/homc/sl]JJwpubl ishcddocumcnt/'1666/63 7 8597 64 7 83 809000 Attached ADU 1821 Guevara Rd March 9, 2023 City of Carlsbad-FIRST REVIEW City Pennit No.: CBR2023-0982 True North No.: 23-018-165 Page3 Provide the following note on the cover sheet of the plans: A boundary survey report is required for this project. Concrete placement will not be approved until a boundary survey showing compliance to the approved plans is provided to the Building Division. A2. Per city policy, specify the roofing material to have a Class A fire classification. A3. On the cover sheet of the plan, address the following per CRC Rl06.1.l: a) Specify the Occupancy Group -(e.g., R-3/U for Single Family Dwelling) b) Specify the Type of Construction -( e.g., Type V-B for wood framed construction) c) Specify the Number of Stories d) Specify if the building equipped with Fire Sprinklers? (Yes or No) e) On the general notes, revise note 7 to reference the 2022 codes instead of 202 I. D. M.I,. "'-_, lAJlll"LY WIIH CAl:IUIUIINQ ~ MCI Ofll01NNtCU, .. ~COCN)-,.CE WITH CERTlfll!O tTANOAlltDa. I. TMI INTINTO, THII DOCUMEHT II TO INCf.UOI AU.LAIOA, MATPIALI, IQUIN.tlNT, TAANIPOMATION. ANO,,_ Ukl. NECEllioRY FOR THI C0MPUiTE AND~ IXICUTION OR Tl-e WORK, CONIIITNff WITHY.L Ntf WON<ORITEM NOT INCIFICALLYCALLID '°" IN DAAWINGI IUT RIQUIRlo 'Oil A COWUTl ANO F\A.L Y '1.JNC'nONING 11.T II IOU""'D IY THE OIHIML CONTRACTOR 7. AU. CONl1NJC'nON WfU COt,111. Y WJTH AU. CIJMINT ; t 11.ill.DlfCQ, MICl1ANICAL, l!L!CTIIICAL, PLUMIINO.. ENERGY OIUl!N AND flllll CCCIII, o\NO n41! CITY Of' CARLIIW) MUNlc»AL COOi. ' I. Ol,_IW. C0NTRACT0ft IS flE8PONSl8ll l'Oi. AU. ll'ICIACATI f) Revise the Scope of Work statement to clearly indicate "New ADU Addition". A4. Walls within 5 feet of the property line shall be of one-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) A5. Openings, such as doors, windows, vents, etc., in exterior walls less than 5 feet to the property line shall be limited to 25% of the wall area. Provide exterior wall opening calculations so to show compliance with CRC Table R302.l(l) A6. Eave Projections shall confonn to the following per CRC Table T302.l(I): a) On the site plan, dimension the distance from the eave projections to the property line. b) Projections shall be setback a minimum of two feet from the property line. c) Projections between two to five feet of the property line shall be one-hour fire rated on the underside. Provide detail showing confonnance. A 7. Separation between the new ADU and the dwelling unit is required. The following comments apply per CRC R302.3: a) Revise the plan to show a I-hour fire-resistive assembly between the two units. Provide construction details with basis of approval (i.e., UL design #, G.A. file#). ' - ~ EXISTING ADJACENT HOUSE Attached ADU 1821 Guevara Rd March 9, 2023 City of Carlsbad-FIRST REVIEW City Permit No.: CBR2023-0982 True North No.: 23-018-165 Page4 b) Fire-resistance wall assemblies shall extend from the foundation to the underside of the roof sheathing. c) Detail fire partition to roof sheathing or provide draft stops. i) Provide cross section of wall showing the following connections to verify continuity of the wall assembly. ii) At the wall to roof. iii) At the wall to floor (top and bottom of wall). iv) At the wall to foundation. d) Penetration of the rated wall assembly shall comply with CRC R302.4. Please address the following: i) Specify the membrane penetrations by electrical boxes on the opposite sides of the walls to be spaced 24 inches minimum or in accordance with the other exceptions specified in CRC R302.4.2. ii) Provide details for pipes penetrating fire-rated assemblies in accordance with CPC 1501.1. iii) Plans did not include duct layout or piping diagram. Please clarify whether penetrations of ducts, pipes, tubes, and etc. will occur at the fire rated assemblies. Show compliance with CRC R302.4. iv) Gypsum board shall not be used where there will be direct exposure to water, or in areas subject to continuous high humidity. Provide detail to clarify how the fire-rating is maintained at restroom. CRC R702.3.8. l e) Wall and floor-ceiling assemblies separating the ADU from the dwelling unit shall be sound rated per CRC AKI 0 1.1. Air-borne sound insulation for wall and floor-ceiling assemblies shall meet a Sound Transmission Class (STC) rating of 45 when tested in accordance with ASTM E 90. Provide construction details with basis of approval (i.e., UL design#, G.A. file#). CRC AKI02.1 AS. Sheet Al.0, Al.2, and Al.3 show dimensions and distances that do not make send. Please revise to clearly show the required dimensions without overlapping verbiage or covering of floor plans. A9. A door and window schedule was specified in plans, but door and window tags are not provided in plans. Ensure compliance with the following on plans: a) At least one emergency escape and rescue openings required at every sleeping room per R310.1. Specify the following: Attached ADU 1821 Guevara Rd March 9, 2023 i) ii) iii) iv) City of Carlsbad-FIRST REVIEW City Permit No.: CBR2023-0982 True North No.: 23-018-165 Page5 Openings shall have the bottom of the clear opening not greater than 44 inches, measured from the floor. 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) The net clear height shall be 24" minimum. The net clear width shall be 20" minimum. b) At least one egress door shall be provided at each dwelling unit. Egress door shall comply with the following per CRC R3 l 1.2: i) Door shall have a minimum clear width of 32" when measured between the face of the door and the stop, with the door open at 90 degree. A 3 ft wide door provides 32" clear width. ii) Door shall have a minimum clear height of 78", measured from the top of the threshold to the bottom of the stop iii) Door shall be readily openable from the inside the dwelling without the use of a key or special knowledge or effort. iv) A 36 inch landing shall be provided at each side of the door. The slope of the exterior landing shall not exceed 2% slope. CRC R3 l l .3. v) Landing at the egress door shall not be more than 1-½" lower than the top of the threshold. Landing shall not be more than 7.75" lower than the top of the threshold where door does not swing over the landing. CRC R3 I 1.3. I. A I 0. Revise Sheet A 1.6 to differentiate the wall between the new ADU and the existing building. A 11. Provide the following for smoke and carbon monoxide alarms: a) Smoke alarms are required in every bedroom, area leading to these bedrooms and on every floor. CRC 3 I 4. b) Carbon monoxide alarm is required in all areas leading into the bedroom and on every floor. CRC R315. c) Note on plans: i) Where new construction or electrical work occurs, the smoke alarms and carbon monoxide alarms shall be interconnected and hardwired per CRC R3!4.4, R314.S, R315.2.4 and R315.2.5. ii) Smoke alarms shall be listed in accordance with UL 217. CRC R314. I. l A 12. 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. I A 13. On the plan, provide an attic ventilation calculation to verify that the vents provided is not less than 1 square feet for each 150 square feet of area to be ventilated with 50% of the required ventilating area provided by ventilators located in the upper portion of the attic. Show vent size, number and spacing/location on plans. CRC R806.2 A 14. Provide manufacturer, ICC ESR number and underlayment for new roofing material and show pitch of roof. Al 5. Specify the fire classification of the roofing material per CRC R902. l. Attached ADU 1821 Guevara Rd March 9, 2023 City of Carlsbad-FIRST REVIEW City Permit No.: CBR2023-0982 True North No.: 23-018-165 Page6 A 16. On the floor plan, specify windows within 24" arc of the doors' edge, in a closed position, to be temper glazing. CRC 308.4.2 A 1 7. Copy the following notes onto the plans: a) Bathtub and shower floors and walls above bathtubs with installed shower heads and in shower compartments shall be finished with a nonabsorbent surface. Such wall surfaces shall extend to a height of not less than 6 feet above the floor. CRC R307.2 b) Gypsum board shall not be used where there will be direct exposure to water, or in areas subject to continuous high humidity. CRC R702.3.8.1 MECHANICAL COMMENTS: MI. Mechanical information was not provided on the plan to reflect the proposed scope of work to demonstrate code compliance per CRC RI06.l.l. Provide the following: a) Specify method of providing heating facilities capable of maintaining a minimum room temperature of 68°F at a point 3 feet above the floor and 2 feet from exterior walls in the new addition. CRC R303.9 b) Identify the size of the furnace, in kB TU or MBH. The furnace shall be sufficiently sized to accommodate the addition plus the existing dwelling unit. c) Provide an exhaust fan in the toilet room. CRC R303. d) Show the location of the bathroom exhaust duct termination. Air ducts shall exhaust 3'-0" from property line and 3'-0" from openings into the building. CMC 504. ELECTRICAL COMMENTS: EI. Note on plans: Per city policy, wiring is not permitted on the roof of a building and wiring on the exterior of a building requires approval by the Building Official. E2. Identify the size and location of the electrical panels and subpanels. a) Ensure the minimum size of the service disconnecting means at the main panel is I 00 AMP minimum per CEC 230.79(C). b) Ensure the panel is not located in clothes closets or above steps per CEC 240.24. c) The location of the panel for each dwelling unit shall be readily accessible for each unit. E3. Provide a GFCI, waterproof, and tamper resistant receptacle outlet at the front and rear of the building per CEC 210.8, 406.9(B), 406.12, and 210.52(E). E4. Copy the following notes onto the plan a) All 120-volt, single phase, 15-and 20-ampere branch circuits supplying outlets installed in dwelling unit kitchen, family rooms, dining rooms, living rooms, parlors, libraries, dens, bedrooms, sunrooms, recreation rooms, closets, hallways, or similar rooms or areas shall be protected by a listed arc-fault circuit interrupter, combination-type, installed to provide protection of the branch circuit. CEC 210.12 b) All 125-volt, 15-and 20-ampere receptacle outlets shall be listed tamper-resistant receptacles per CEC 406.12. Attached ADU 1821 Guevara Rd March 9, 2023 City of Carlsbad-FIRST REVIEW City Permit No.: CBR2023-0982 True North No.: 23-018-165 Page 7 ES. Sheet Al.4: The level I power plan shows RCP, and the Proposed Plans shows the receptacle locations. Please revise. E6. Plan 2/Al.4 is missing wall layout around the restroom and bedroom. Please revise. E7. Specify all kitchen receptacles to be GFCI. CEC 210.8. ES. Specify bathroom receptacle to be GFCI. CEC 210.8. PLUMBING COMMENTS: Pl. Provide the following note for the use of recycled water for irrigation: The City of Carlsbad requires the installation of a "bypass tee and associated ball valves" be installed above grade on the main water supply line before it enters the building. Please include the location and specifications for this fitting on the plumbing plans. (The City Engineer has a detail available, Standard drawing W35). P2. On sheet S 1.0, provide the following: a) The drainage arrows to show the surface water moving away from the building and adjacent properties and towards the public way. CRC R401.3 b) Add Note: Lots shall be graded to drain surface water away from foundation walls. The grade shall fall not fewer than 6" within the first IO feet. CRC R401.3 c) Show drainage moving surface water away from the building and adjacent properties and towards the public way. Lots shall be graded to drain surface water away from foundation walls. The grade shall fall not fewer than 6" within the first IO feet. CRC R40 I. P3. At showers, address the following: a) Specify the shower door to be 22" minimum per CPC 408.5. b) Shower door shall open so as to maintain a 22" minimum unobstructed opening for egress per CPC 408.5. c) Specify the shower stall to be I 024 square inches minimum and capable of encompassing a 30" diameter circle. CPC 408.6 d) Show the location of the shower head and control valves. Controls for the showerhead shall be located on the sidewall of the shower compartment so that the showerhead does not discharge directly at the entrance to the compartment per CPC 408.9. P4. Provide the following dimensions on the plan for the water closets per CPC 402.5: a) Side clearances -15" from the centerline of the water closet to the walls b) Front clearance -24" in front of the water closet. PS. Note on plan the following water-conserving plumbing fixtures: a) Water closet to be 1.28 gallons per flush maximum or dual flush per CPC 411.2. b) Kitchen faucet to be 1.8 gallons per min ute, maximum, per CPC 407.2.1.1. c) Lavatory faucet to be 1.2 gallons per minute, maximum, per CPC 407 .2.1.2. d) Showerheads to be 1.8 gallons per minute, maximum, per CPC 408.2. P6. Clarify the proposed water heating system of the building. a) If tankless, i) On the floor plan, provide the location of the tankless water heater. Attached ADU 1821 Guevara Rd March 9, 2023 ii) iii) iv) City of Carlsbad-FffiST REVIEW City Permit No.: CBR2023-0982 True North No.: 23-018-165 Page8 Provide manufacturer's specification for the water heater. Ensure selected water heater is adequately sized for the building use. Provide specifics on how combustion air is provided to the water heater. Please be advised, tankless water heaters require significant amount of air volume for combustion air per CMC 701 .4. Alternatively, direct vent type water heater should be specified and noted on the plan. Tankless water heaters typically require significantly more gas than a storage type water heater. On the plan, show one of the following: ( 1) 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. (2) 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) If tanked, i) Provide seismic strapping for the water heater per CPC 507 .2. (I) Strapping shall be at points within the upper one third and lower one-third of the water heater. (2) At the lower point, a minimum distance of four inches shall be maintained above the controls with the strapping. GREEN BUILDING COMMENTS: G 1. CALGreen mandatory measures are required for residential projects that increases the conditioned space per CGBC 301.1.1. a) Incorporate mandatory measures specified in Chapter 4 of the 2022 CGBC onto the plan set or download the mandatory checklist from the following link: https://aiacalifomia.org/calgreen- checklists/ b) Reproduce the residential occupancies application checklist onto the plan sheets. 02. Climate Action Plan requirements apply to all new structures, residential additions/remodels equal to or exceeding $60,000 in valuation, and commercial City of Carlsbad requires that all projects that qualify for CAP compliance will require a completed Climate Action Plan (CAP) Consistency Checklist (city form B- 50) to be completed by the APPLICANT. 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. ENERGY COMPLIANCE COMMENTS: Tl. The verbiage of the title 24 energy forms on sheet T24.0 are not clear and unreadable. Please provide clearer energy forms. The review of the energy forms was not completed at this time. Additional may be generated. Attached ADU 1821 Guevara Rd March 9, 2023 T2. Address the following comments: City of Carlsbad-FffiST REVIEW City Pennit No.: CBR2023-0982 True North No.: 23-018-165 Page 9 a) Note on plans: All lighting to be high efficacy. CEnergyC 150.0(k)l(A) b) Revise plan to show at least one luminaire in the bathrooms to be controlled by a vacancy sensor. CEnergyC 1 S0.0(k)2(E) c) Revise plan to show interior lighting fixtures that are not controlled by occupancy or vacancy sensors to be equipped with dimming controls. CEnergyC 150.0 (K)(2)(F) d) For exterior lighting, specify luminaires to be high efficacy and shall meet the following requirements, as applicable per CEnergyC 150.0(k)(3): i) Controlled by a manual ON and OFF switch that does not override to ON the automatic actions ofltems b) or c) below; and ii) Controlled by photocell and motion sensor. Controls that override to ON shall not be allowed unless the override automatically reactivates the motion sensor within 6 hours; or iii) Controlled by one of the following methods: (I) Photocontrol and automatic time switch control. (2) Astronomical time clock. (3) Energy management control system. e) Revise plans to show exhaust fan and light fixture to be separately switched per CEnergyC I S0.0(k)(2)(G). f) For recessed luminaries, specify fixtures to be listed for zero clearance insulation contact (IC) by UL or other nationally recognized testing/rating laboratory. CEnergyC 150(k)(8) T3. Provide a cross section of the building identifying the insulation with the respective R-values at the walls, attic/ceiling, floors, and etc. per the Title-24 Certificate of Compliance Fonn. T4. Kitchens require exhaust fans to comply with table I 50.0-G. Show exhaust fan or a ducted range hood and specify CFM rating on plans. Exhaust fan must be ducted to the exterior of the building. STRUCTURAL COMMENTS: SI. A soils report is required for all new additions. Submit a soils report and incorporate the recommendations of the report into the design. See link below for additional information. https :/ /www.c;!rlsbadca.gov/horn e/ sh,,wpu bl isheddocum cnt/683 5/63 784 25 5 3 3 3 68 7000Q a) Submit a letter from the geotechnical engineer confinning that the foundation plan, details, and specifications have been reviewed and that it has been detennined that the recommendations in the geotechnical report are properly incorporated into the plans. Alternatively, the geotechnical engineer may stamp and sign the foundation plan and all sheets containing foundation details. S2. Provide structural calculations for the roof rafters, ceilings joists, and ridge beam. Identify the size and span for the members on plans. Ensure coordination between structural calculations and plans. S3. On roof framing plan, provide straps at new reentrant corners. • Attached ADU 1821 Guevara Rd March 9, 2023 City of Carlsbad-FIRST REVIEW City Permit No.: CBR2023-0982 True North No.: 23-018-165 Page JO S4. Clarify how the ADU roof diaphragm is connecting to the existing house roof diaphragm. Provide supporting details and cross reference details onto plans. S5. Provide gridlines in structure framing plans to coordinate with the structural calculations. S6. Check height to width ratio for shear walls. Where shear wall height to width ratio is greater than 2: I but less than 3 1/2 :1 the allowable shear values in Table 4.3.4 of the NOS Wind and Seismic 2018 Edition shall be multiplied by 2w/h. S7. It appears the structural calculations use a redundancy factor, p, of 1.0. Provide explanation or calculation to justify use of 1.0 instead of 1.3. ASCE 7-16 Section 12.3.4. S8. Structural calculations specify HDU5 holdowns at the 8 ft shear wall at line 2. Please revise plans to provide the required hodlown at both sides of shear wall.\ HDU S9. Information on the slab was not provided on sheet Sl-1.0. Please revise to specify the slab thickness and the reinforcement of the slab. Ensure coordination with geotechnical report recommendations. If you have any questions regarding the above comments, please contact Alaa Atassi via email alaa@tncservices.com, or telephone (562) 733-8030. [END] N Date: Job No.: Sheet: May 8, 2023 City of Carlsbad 1983-01 1 of 1 '"••,-,-. .,___ -.i, ,-,,---,,---,.-,,-,,•,--, ,-.,--,,_-,,-, , 7' ~• .-.C-, r ~•• -c r1a11 '-'IIC\,r\ VUn.LUL.J-v~o.c:. \.L-· vtlt:l..r\/ 1821 Guevara Rd, Carlsbad, CA The following items are specific responses to the plan check corrections for the above- mentioned project. All revised items have been clouded under delta 1 on the plans for clarity Stru1.ri..ui-gi ~v111111c;11~. Sl. A :suii:s reµur i i:s Lu Lie µruviUeU Uy ii1e uw11er. S2. The main roof section is to be built out of pre-manufactured roof trusses. The flat roof portion over the rear of the ADU has rafters noted. Structural calculation B3 has been provided to justify the 2x10 rafters at 24" o/c. S.3. nefer to st1eet Si-2.0. Detaii 305 has bec;n added at the right of the living rvorr1 to address the reentrant comer strapping connection. 54. Refer to sheets 51-2.U anci 5D3.0. Detail 313 has been acideci to address the connection between the new and old diaphragms. S5. Refer to sheet S1-2.0. Gridlines have been provided as requested. S6. All shear walls shown on the plans meet the height to width ratio requirement for full ioad capacity. The shear vvaU at the rear of the kitchen has been designed as a perforated shear wall with supporting calculation behind shear wall calculation 3. 57. A rho iaciur ui 1.3 iu:.i:s Uee11 u:seU 011U i!i :siiuw11 in i.in:: :sirucluroi eait.:uic.ti.ium; 011 ifle Seismic Analysis page above the base shear calculation. S8. The seismic calculations have been revised and the plans have been revised accordingly. S8. Detail 100 on sheet SD1.0 p,vv,ucs tliE: slab rE:qu11erntff1ts. A note has been added to sheet S1-1.0 to provide the slab requirements directly on the foundation plan. Feel free to contact our office with any questions, 951-695-7101. Nelson Engineers President NELSON ENGINEERS 43180 Business Park Or., Suite 200, Temecula, CA 92590 I T 951.473.7426 I F 951.848.091 7 I www.nelsonengineers.com Plan Review Comments RESUBMITTAL INSTRUCTIONS: Please do not resubmit plans until all departments have completed their reviews. For status, please contact building@carlsbadca.gov 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 !BC, 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. n. 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. www.gingerrabedesigns.com 800-590-8345 info@gingerrabedesigns.comPage 2 ..... ' t!Jrf:_~P~ OCCUPANCY & BUILDING SUMMARY: Tl.0 TITLE SHEET-added information Occupancy Groups: ??? (Provide this information) Occupant Load: ??? (Provide this information) Type oft:onstruction: ???(Providethisinformation)Sprinklers: ??? (Provide this information) Stories: ??? (Provide this information) Area of Work (sq. ft.): 498 sq. ft. ARCHITECTURAL COMMENTS: Al. Addition is proposed at 5 feet or closer to the property line, as such a boundary survey report is required. A licensed surveyor is required to complete Carlsbad form B-60A and provide it to the Building Inspector at the foundation inspection. https://www.carlsbadca.gov/homc/showpublishcddocumcnt/9666/637859764783800000 Provide the following note on the cover sheet of the plans: A boundary survey report is required for this project. Concrete placement will not be approved until a boundary survey showing compliance to the approved plans is provided to the Building Division. Tl.0 TITLE SHEET -general notes 9 A2. Per city policy, specify the roofing material to have a Class A fire classification. A 1.3 added note A3. On the cover sheet of the plan, address the following per CRC Rl06.l.l: Tl.0 TITLE SHEET -added information a) Specify the Occupancy Group -R-3/U b) Specify the Type of Construction -Type V-B c) Specify the Number of Stories 1 d) Specify if the building is equipped with Fire Sprinklers? (Yes or No) e) On the general notes, revise note 7 to reference the 2022 codes instead of 2021. Tl.0 TITLE SHEET -general notes 7 :io. ~ _,_ -• ~'f WIIN~MUIUJINl.jUJUl.:INfCIOROINliNCES IN &CXXJRDMK:EWrTH cantf'IEO STANDARDS. I. nE INTENT OF THIS DOCUMENT IS TO IMCUJ0E AU I.MOR. MA.T5.AW.l.1i.QlaPMlNt. TMNlflORTATION, AND THE Lit<£. NECES8MY FOIi THE COliPl.En; Nl)PAOPIR DECUTlON OR THI! WORK, OONSISTANT ~ N«WORI< OR ITEM NOT 8l'ECIRCAl.l.YCAU.£0 FOR IN DRAWINGS a,r FIECURED fQR A COiiPLETl AND FULLY FUNCTIOMNO INST IE EQUIPPID BY Tt1l O£NfAAL CClNTJl&CTOll ~~~~~ I IIUll.mtO,MECtwaCAL., ~Pt.UMIING, ENERG'f.GFIEENANDARE I. OEllEW.. C0NTRM:T0A IS RESPONSa.E FOR AU SPECIFfCA f) Revise the Scope of Work statement to clearly indicate "New ADU Addition". Tl.0 TITLE SHEET -added to scope of work www.gingerrabedesigns.com 800-590-8345 info@gingerrabedesigns.comPage 3 A4. Walls within S feet of the property line shall be of one-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) Tl.0 TITLE SHEET -project summary A5. Openings, such as doors, windows, vents, etc., in exterior walls Jess than 5 feet to the property line shall be limited to 25% of the wall area. Provide exterior wall opening calculations so to show compliance with CRC Table R302. l(l) A0.2 NOTES -added note A5 A6. Eave Projections shall conform to the following per CRC Table T302.J(l): Al.3 CON PLAN a) On the site plan, dimension the distance from the eave projections to the property line. b) Projections shall be setback a minimum of two feet from the property line. g) Projections between two to five feet of the property line shall be one-hour fire rated on the underside. Provide detail showing conformance. A 7. Separation between the new ADU and the dwelling unit is required. The following comments apply per CRC R302.3: a) Revise the plan to show a 1-hour fire-resistive assembly between the two units. Provide construction details with a basis of approval (i.e., UL design#, G.A. file#). Al.8 DETAILS sheet added • EXISTING ADJACENT HOUSE b) Fire-resistance wall assemblies shall extend from the foundation to the underside of the roof sheathing. Al.8 DETAILS sheet added c) Detail fire partition to the roof sheathing or provide draft stops. See detail sheets SD-1, SD-2, &SD-3 i) Provide cross-section of wall showing the following connections to verify continuity of the wall assembly. ii) At the wall to roof. www.gingerrabedesigns.com 800-590-8345 info@gingerrabedesigns.comPage 4 iii) At the wall to floor (top and bottom of wall). iv) At the wall to foundation. d) Penetration of the rated wall assembly shall comply with CRC R302.4. Please address the following: i) Specify the membrane penetrations by electrical boxes on the opposite sides of the walls to be spaced 24 inches minimum or in accordance with the other exceptions specified in CRC R302.4.2. N/A using existing electrical coming through the slab. ii) Provide details for pipes penetrating fire-rated assemblies in accordance with CPC 1501.1. N/A using existing plumbing coming through the slab. iii) Plans did not include duct layout or piping diagram. Please clarify whether penetrations of ducts, pipes, tubes, and etc. will occur at the fire-rated assemblies. Show compliance with CRC R302.4. N/A using existing plumbing coming through the slab. iv) Gypsum board shall not be used where there will be direct exposure to water, or in areas subject to continuous high humidity. Provide detail to clarify how the fire rating is maintained at restroom. CRC R702.3.8.1 Bathroom ceiling changed to Compound ceiling: 2' x 2' ACT system e) Wall and floor-ceiling assemblies separating the ADU from the dwelling unit shall be sound- rated per CRC AK101.1. Air-borne sound insulation for wall and floor-ceiling assemblies shall meet a Sound Transmission Class (STC) rating of 45 when tested in accordance with ASTM E90. Provide construction details with basis of approval (i.e., UL design#, G.A. file#). CRC AK102.1 Al.8 DETAILS sheet added A8. Sheet Al.O, Al.2, and Al.3 show dimensions and distances that do not make send. Please revise to clearly show the required dimensions without overlapping verbiage or covering of floor plans. Corrected A 1.0, A 1.2. & A 1.3 A9. A door and window schedule was specified in plans, but door and window tags are not provided in plans. Ensure compliance with the following on plans: A6.0 doors & windows tagged a) At least one emergency escape and rescue openings required at every sleeping room per R310.1. Al.7 CON PLAN -egress door added i) Openings shall have the bottom of the clear opening not greater than 44 inches, measured from the floor. ii) 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) .j.j.j) Tha no-t-rlo":'111" hoinht-c-h.,..11 ho '1A" mi ... im,om UI/ ,,,._ ,,.,_._._,.._._.,II'-''&'''-"''' ... '' ... ._. --T ,, ............. ,, iv) The net clear width shall be 20" minimum. b) At least one egress door shall be provided at each dwelling unit. Egress door shall comply with the following per CRC R311.2: A6.0 egress door D02 www.gingerrabedesigns.com 800-590-8345 info@gingerrabedesigns.comPage 5 i) Door shall have a minimum clear width of 32" when measured between the face of the door and the stop, with the door open at 90 degree. A 3 ft wide door provides 32" clear width. ii) Door shall have a minimum clear height of 78", measured from the top of the threshold to the bottom of the stop iii) Door shall be readily openable from the inside the dwelling without the use of a key or special knowledge or effort. iv) A 36 inch landing shall be provided at each side of the door. The slope of the exterior landing shall not exceed 2% slope. CRC R311.3. Al.5 Landing added v) Landing at the egress door shall not be more than 1-½" lower than the top of the threshold. Landing shall not be more than 7.75" lower than the top of the threshold where door does not swing over the landing. CRC R311.3.l. Al.5 Landing added AI0. Revise Sheet Al.6 to differentiate the wall between the new ADU and the existing building. Al.6 -wall added Al I. Provide the following for smoke and carbon monoxide alarms: a) Smoke alarms are required in every bedroom, area leading to these bedrooms and on every floor. CRC 314. Al.5 -SM/CO alarms added b) Carbon monoxide alarm is required in all areas leading into the bedroom and on every floor. CRC R315. Al.5 -SM/CO alarms added c) Note on plans: i) Where new construction or electrical work occurs, the smoke alarms and carbon monoxide alarms shall be interconnected and hardwired per CRC R314.4, R314.5, R315.2.4 and R315.2.5. A0.2 NOTES E3 ii) Smoke alarms shall be listed in accordance with UL 217. CRC R314.l.l A0.2 NOTES E4 Al 2. 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 Al.5 attic access added Al3. On the plan, provide an attic ventilation calculation to verify that the vents provided is not less than 1 square feet for each 150 square feet of area to be ventilated with 50% of the required ventilating area provided by ventilators located in the upper portion of the attic. Show vent size, number and spacing/location on plans. CRC R806.2 A0.2 NOTES A 7 Added 3 vents to roof for ventilation / calculation 542 sq ft with I: 150 ; 260 sq ft or 3 vents A 14. Provide manufacturer, ICC ESR number and underlayment for new roofing material and show pitch of roof. Al.3 CON PLAN Al 5. Specify the fire classification of the roofing material per CRC R902. l. Al.3 CON PLAN A16. On the floor plan, specify windows within 24" arc of the doors' edge, in a closed position, to be temper glazing. www.gingerrabedesigns.com 800-590-8345 info@gingerrabedesigns.comPage 6 CRC 308.4.2 N/A Al 7. Copy the following notes onto the plans: A0.2 notes added a) Bathtub and shower floors and walls above bathtubs with installed shower heads and in shower compartments shall be finished with a nonabsorbent surface. Such wall surfaces shall extend to a height of not less than 6 feet above the floor. CRC R307.2 A0.2 NOTES P2 b) Gypsum board shall not be used where there will be direct exposure to water, or in areas subject to continuous high humidity. CRC R702.3.8.1 A0.2 NOTES P3 MECHANICAL COMMENTS: Ml. Mechanical information was not provided on the plan to reflect the proposed scope of work to demonstrate code compliance per CRC RI06.1.1. Provide the following: Al.5 HVAC Added a) Specify method of providing heating facilities capable of maintaining a minimum room temperature of 68•F at a point 3 feet above the floor and 2 feet from exterior walls in the new addition. CRC R303.9 . Al.5 b) Identify the size of the furnace, in kBTU or MBH. The furnace shall be sufficiently sized to accommodate the addition plus the existing dwelling unit .. Al.S c) Provide an exhaust fan in the toilet room. CRC R303. Al.S d) Show the location of the bathroom exhaust duct termination. Air ducts shall exhaust 3' -0" from property line and 3' -0" from openings into the building. CMC 504. Al.5 ELECTRICAL COMMENTS: El. Note on plans: Per city policy, wiring is not permitted on the roof of a building and wiring on the exterior of a building requires approval by the Building Official. . A0.2 Added note E5 E2. Identify the size and location of the electrical panels and subpanels .. A 1.5 Added electrical panel info a) Ensure the minimum size of the service disconnecting means at the main panel is 100 AMP minimum per CEC 230.79(C). b) Ensure the panel is not located in clothes closets or above steps per CEC 240.24. c) The location of the panel for each dwelling unit shall be readily accessible for each unit. E3. Provide a GFCI, waterproof, and tamper resistant receptacle outlet at the front and rear of the building per CEC 210.8, 406.9(B), 406.12, and 210.52(E). A0.2 Added note E5 E4. Copy the following notes onto the plan a) All 120-volt, single phase, 15-and 20-ampere branch circuits supplying outlets installed in dwelling unit kitchen, family rooms, dining rooms, living rooms, parlors, libraries, dens, bedrooms, sunrooms, www.gingerrabedesigns.com 800-590-8345 info@gingerrabedesigns.comPage 7 recreation rooms, closets, hallways, or similar rooms or areas shall be protected by a listed arc-fault circuit interrupter, combination-type, installed to provide protection of the branch circuit. CEC 210.12 A0.2 Added note El b) All 125-volt, 15-and 20-ampere receptacle outlets shall be listed tamper-resistant receptacles per CEC 406.12. A0.2 Added note E2 ES. Sheet Al.4: The level I power plan shows RCP, and the Proposed Plans shows the receptacle locations. Please revise. A 1.5 Revised E6. Plan 2/ A 1.4 is missing wall layout around the restroom and bedroom. Please revise. A 1.5 Revised E7. Specify all kitchen receptacles to be GFCI. CEC 210.8. A 1.5 Revised ES. Specify bathroom receptacle to be GFCI. CEC 210.8. Al.5 Revised PLUMBING COMMENTS: Pl. Provide the following note for the use of recycled water for irrigation: The City of Carlsbad requires the installation of a "bypass tee and associated ball valves" be installed above grade on the main water supply line before it enters the building. Please include the location and specifications for this fitting on the plumbing plans. (The City Engineer has a detail available, Standard drawing W35). A0.2 Added note P8 P2. On sheet Sl.0, provide the following: Sl.0 Revised a) The drainage arrows to show the surface water moving away from the building and adjacent properties and towards the public way. CRC R401.3 51.0 Drainage arrows added b) Add Note: Lots shall be graded to drain surface water away from foundation walls. The grade shall fall not fewer than 6" within the first 10 feet. CRC R401.3 51.0 Drainage arrows added c) Show drainage moving surface water away from the building and adjacent properties and towards the public way. Lots shall be graded to drain surface water away from foundation walls. The grade shall fall not fewer than 6" within the first IO feet. CRC R401. S 1.0 Drainage arrows added P3. At showers, address the following: A 1.4 Shower revised a) Specify the shower door to be 22" minimum per CPC 408.5. b) Shower door shall open so as to maintain a 22" minimum unobstructed opening for egress per CPC 408.5. c) Specify the shower stall to be 1024 square inches minimum and capable of encompassing a 30" diameter circle. CPC 408.6 d) Show the location of the shower head and control valves. Controls for the showerhead shall be located on the sidewall of the shower compartment so that the showerhead does not discharge directly at the entrance to the compartment per CPC 408.9. P4. Provide the following dimensions on the plan for the water closets per CPC 402.5: A I .4 dimensions added a) Side clearances -15" from the centerline of the water closet to the walls b) Front clearance -24" in front of the water closet. www.gingerrabedesigns.com 800-590-8345 info@gingerrabedesigns.comPage 8 P5. Note on plan the following water-conserving plumbing fixtures: A 1.4 notes added a) Water closet to be 1.28 gallons per flush maximum or dual flush per CPC 411.2. b) Kitchen faucet to be 1.8 gallons per minute, maximum, per CPC 407.2.1.1. c) Lavatory faucet to be 1.2 gallons per minute, maximum, per CPC 407.2.1.2. d) Showerheads to be 1.8 gallons per minute, maximum, per CPC 408.2. P6. Clarify the proposed water heating system of the building. a) If tankless Al.3Tankless water heater added i) On the floor plan, provide the location of the tankless water heater. ii) Provide manufacturer's specification for the water heater. Ensure selected water heater is adequately sized for the building use. A0.2 added note P7 iii) Provide specifics on how combustion air is provided to the water heater. Please be advised, tankless water heaters require significant amount of air volume for combustion air per CMC 701.4. Alternatively, direct vent type water heater should be specified and noted on the plan. No venting or T and P valve required for Easy installation (professional installation recommended) Note added Al.5 iv) Tankless water heaters typically require significantly more gas than a storage type water heater. On the plan, show~ of the following: N/A-ELECTRIC (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. (2) 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) If tanked, N/A tankless i) Provide seismic strapping for the water heater per CPC 507.2. (I) Strapping shall be at points within the upper one third and lower one-third of the water heater. (2) At the lower point, a minimum distance ot tour inches shall be maintained above the controls with the strapping. GREEN BUILDING COMMENTS: G l. CALGreen mandatory measures are required for residential projects that increases the conditioned space per CGBC 301.1.1. Added Sheets NOTES A0.3 & A0.4 a) Incorporate mandatory measures specified in Chapter 4 of the 2022 CGBC onto the plan set or download the mandatory checklist from the following link: https://aiacalifornia.org/calgreen- www.gingerrabedesigns.com 800-590-8345 info@gingerrabedesigns.comPage 9 checklists/ b) Reproduce the residential occupancies application checklist onto the plan sheets. G2. Climate Action Plan requirements apply to all new structures, residential additions/remodels equal to or exceeding $60,000 in valuation, and commercial City of Carlsbad requires tbat all projects that qualify for CAP compliance will require a completed Climate Action Plan (CAP) Consistency Checklist (city form B-50) to be completed by the APPLICANT. 8-50 CAP Consistency Checklist completed 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 ot work, CAP sections 2A, 3A, and 4A are required to be tilled on the B-50 checklist. ENERGY COMPLIANCE COMMENTS: Tl. The verbiage of the title 24 energy forms on sheet T24.0 are not clear and unreadable. Please provide clearer energy forms. The review of the energy forms was not completed at this time. Additional may be generated. T24.0/1 Enlarged and added T2. Address the following comments: a) Note on plans: All lighting to be high efficacy. CEnergyC 150.0(k)l(A) Al.5 Note added b) Revise plan to show at least one luminaire in the bathrooms to be controlled by a vacancy sensor. CEnergyC 150.0(k)2(E) Al.5 Vacancy switches added Revise plan to show interior lighting fixtures that are not controlled by occupancy or vacancy sensors to be equipped with dimming controls. CEnergyC 150.0 (Kl(2l(F) Al.S Dimmer switches added For exterior lighting, specify luminaires to be high efficacy and shall meet the following requirements, as applicable per CEnergyC 150.0(k)(3): i) Controlled by a manual ON and OFF switch that does not override to ON the automatic actions of Items b) or c) below; and ii) Controlled by photocell and motion sensor. Controls that override to ON shall not be allowed unless the override automatically reactivates the motion sensor within 6 hours; or 111) Controlled by one ot the tollowing methods: (I) Photocontrol and automatic time switch control. (2) Astronomical time clock. (3) Energy management control system. www.gingerrabedesigns.com 800-590-8345 info@gingerrabedesigns.comPage 10 e) Revise plans to show exhaust fan and light fixture to be separately switched per CEnergyC 150.0(k)(2)(G). Al.5 Switch added for exhaust fan f) For recessed luminaries, specify fixtures to be listed for zero clearance insulation contact (IC) by UL or other nationally recognized testing/rating laboratory. CEnergyC lS0(k)(B) T3. Provide a cross section of the building identifying the insulation with the respective R-values at the walls, attic/ceiling, floors, and etc. per the Title-24 Certificate of Compliance Form. A 1.6 added R-values T4. Kitchens require exhaust fans to comply with table 150.0-G. Show exhaust fan or a ducted range hood and specify CFM rating on plans. Exhaust fan must be ducted to the exterior of the building. A 1.6 a<l<le<l exhaust fan detail STRUCTURAL COMMENTS: See attached S 1. A soils report is required for all new additions. Submit a soils report and incorporate the recommendations of the report into the design. See link below for additional information. https://www.carlsbadca.gov/home/showpublisheddocumcnt/6835/637842553336870000 a) Submit a letter from the geotechnical engineer confirming that the foundation plan, details, and specifications have been reviewed and that it has been determined that the recommendations in the geotechnical report are properly incorporated into the plans. Alternatively, the geotechnical engineer may stamp and sign the foundation plan and all sheets containing foundation details. S2. Provide structural calculations for the roof rafters, ceilings joists, and ridge beam. Identify the size and span for the members on plans. Ensure coordination between structural calculations and plans. S3. On roof framing plan, provide straps at new reentrant corners. :., Provide straps S4. Clarify how the ADU roof diaphragm is connecting to the existing house roof diaphragm. Provide supporting details and cross reference details onto plans. S5. Provide gridlines in structure framing plans to coordinate with the structural calculations. S6. Check height to width ratio for shear walls. Where shear wall height to width ratio is greater than 2:1 but less <.1--•-'°' 1 I,, .1 ,4-1 .. _11 _____ 1_1_ -L--•• ••-'••--! .. 'T'-1-1-/I"' A .C'._J __ i..TT'\C" "("(T! .. .l _,.,l <"-!-, .. !. '\f\10 T"'.l!4-! .... 1-.11 1 •. LUCl.11 J .11,:. . .l UJC ClllUWd.UlC /'>ll'lj;;a.J. lfd.lUC!'> 111 .1auu:; "T.J."T U.l Ul'C l ... LJ., ,,111u a.uu ~\;;;JIUHH., ,:.v.10 LU.lUVH :,uctu l}i;, multiplied by 2w/h. S7. It appears the structural calculations use a redundancy factor, p, of 1.0. Provide explanation or calculation to justify use of 1.0 instead of 1.3. ASCE 7-16 Section 12.3.4. S8. Structural calculations specify HDU5 holdowns at the 8 ft shear wall at line 2. Please revise plans to provide the required hodlown at both sides of shear wall. I www.gingerrabedesigns.com 800-590-8345 info@gingerrabedesigns.comPage 11 . . Iii,.. <>4, tgr1c~PT' ATWOIC HOU S9. Information on the slab was not provided on sheet S1-1.0. Please revise to specify the slab thickness and the reinforcement of the slab. Ensure coordination with geotechnical report recommendations. If you have any questions regarding the above comments, please contact Alaa Atassi via email alaa@tncservices.com, or telephone (562) 733-8030. (END) www.gingerrabedesigns.com 800-590-8345 info@gingerrabedesigns.comPage 12 NELSON ENGINEERS Building Department Submittal ,J11stin Risner .AOlJ Carlsbad, California :Sign lJate: May Ol:!, 2023 OtESS/ ~. l'IEl.s. -"' ·o q.. -t-_\' __:-__ ,...--z.;..,- ' No. C7631 Exp. 6/24 C/y\\. OF C~\.\ Job #: 231983 43300 Business Park Dr., Suite 211, Temecula, CA 92590 Phone 951.695.7101 Fax 951.84/J.0917 Plant Project#: 191583 Date: 5/30/2023 General Notes for Strnctnral Caicnlations: Project#: Project Name: Designer: Code: Roof: Ti!,· Roofing Material: Sheathirnr: Roof Framing: Drywall: Miscellaneous: 231983 Justin Eisner ADU Gustavo Ramirez 2022CBC Soils Report By: Soils Report #: Soils Report Date: J unsd1ction: TBD TBD TBD TBU Design Loads: Slope: 1 :12 Floor: Without Concrete Topping Concrete Tile 10.0 Finish Floor: Carnet11i1e 15fo2" sheathim, 1.5 Sheathin~: 2«/32" sheathing Trusses at 24" o/c ::i.o Floor Joist: I-ioists at lQ.2" o/c 5/8" drywall -·--··----~ ----~J~ Drywall: 5/8" drywall Additional <1.0 Miscellaneous: Additional s.o 2.0 <1.0 2.~ 1.• Total Dead Load= 20.0 Total Dead Load = 14.0 I Live Loads (psf): Floor Roof Deck 40 20 60 Lateral Shear: 2022 l.:ahtornia ISUllding l;Ode Shear VV~ai.i Sclle<luie Fer AF & FA 5Dr\lVS Tabie 4.3ft S.W.Tvne 6 4 3 I 2 1 Seismic Capacitv ( olf) 260 350 490 600 870 VVind Capac1tv I n1f) . --085 095 1:l:i5 ;:s:,u :,;:su 5/8" Diameter Anchor 14 11 I rme at t,f' lone.at t,f I .on~ .at 14" I .nn~ at 1,4'' I.one at Bolts Sheathing thickness 3/8" 378" 3/8" 3/8" 15/32" Struct. I Edge Nailing 8dat 6" o/c 8d at 4" o/c 8dat3'' o/c 8dat2" o/c 10d at 2" o/c Field Nailing 8dat 12" o/c 8d at 12" o/c 8d at 12" o/c 8d at 12" o/c 1od at 12" o/c 8Ili Piate 2X 2X 2X 2X 2X Notes: A. These values are for Douglas Fir-Larch with a stud spacing of 16" o.c. Wood structural panel shall meet the requirements of DOC PS1 or PS2. B. All Panel edges to be backed with 2x or wider framing member. c. Where panels are applied to both faces of wall and nail spacing is less than 6" o.c., panel joints shall be offset to fall on different framing ,,, .. ,, . .,h,-.,,= ,-, •. .:;,c,n-,lnJ 'C~a-;,.1~ he, ~v .'"al' ,.">,-'i,-.,. c,nn ,,c,;~" "ugg~.,~~.,.; n,~ ~--.."1, ":;_:;~a. D. For shear wall Types 3, 2, and 1, provide minimum 3x posts or blocking at adjoining panel edges. Stagger nails at 2" o.c. Edge Nailing. E. Provide 3" x 3" x .229" steel plate washers at each Shear Wall anchor bolt. Washers to be placed a maximum of 1/2" from sheathed face of the wall. F. Nails for Sole Plate Nailing (S.P.N.) to be 16d sinker nails (3-1/4" x .148" dia.) or longer. .-, ' Horizontal: Roof and Floor Sheathin Roof at 24" Floor at 16" o/c Sheathing thickness 15/32" Sheathing PIT 24/0 Edge/Boundary Nailing 8d at6" o/c Field Nailin2 8d at 12" o/c Notes: Note, 7/16" sheathing is not structurally acceptable for roof sheathing. B. "ror iioor islleaUling, wooti su·ucwrai pan~ sflaii Dt:'. unOerlayermem ~aUe. c. All Floor sheathing shaU be glued to framing. o/c 2'-'/32" T&G Sheathing, PII32/16 10dat6" o/c 10d at 10" o/c Project#: 191583 Date: 5/30/2023 Floor at 19.2" Floor at 24" o/c o/c 23/32" 2-:i/32" 1·&G Sheathing, f&G Sheathing, Pl140/20 PII48/24 1odat6" o/c 10d at 6" o/c 10d at 10" o/c 10dat 10" o/c D. For floor sheathing, panel edges shall have approved T&G joints or shall be supported with blocking. Not required when light weight concrete is placed over subfluur. Structural (;ompoSite Lumber (ISt;LJ Suucturai Composhe I.umber, ~sLLIJ -inciutle engineered lumber by Trus Joist, Louisiana ?acific, Boise Cascatle, or Roseburg Forest Products. All lumber noted as "SCL" must have the design values noted below. B~~m W!rlt!? <~ 3.5" ! Fb l Fv ! E BCI Versa-Lam 2800-LVL 2800 285 2.0 BCI Versa-Lam ::uoo-LVL '-'100 28s 2.0 BCI Versa-Lam 26,;;o-LVL 26,;;o 28s 1.7 BCI Versa-Lam 2600-LVL 2600 285 1.9 1.qF. T .P G::1_ne;-T ~m -l .VT. ?650 ?RS , .a 2.oE LP Gan2-Lam -LVL 20~0 290 2.0 T.TT P~r~lb.m -PS.L ?Ql\O ?C)-0 ?O TJI Timberstrand -LSL 2'-'2~ :uo 1.6 1.SE Rosebun,;-RigidLam-LVL 2600 28s 1.8 2.oE Roseburg-RiaidLam-LVL 2900 28s 2.0 . Bellnl Width > 3.5" Fb Fv E BCI Versa-Lam 3100-LVL 3100 285 2.0 2.oE LP Gan2-Lam -LVL 20~0 290 2.0 T JI Parallam -PSL 2000 290 2.0 2.oE Roseburg-RigidLam-LVL 2900 285 2.0 H Project#: 191583 Date: 5/30/2023 Beam/Header Calculation Beam No. Description: l lc,idcr Frunl uf Hcdrno1n $pan Length: :)-J ft. Uniform Distributed Load: DL(psf) LL (psf) Tributary (ft.) DL (plf) LL (plf) Total (plf) Roof: 20 20 ;-p1 /2+ '..! 340 340 680 Floor: 14 40 () /2+ () 0 0 0 Wall: 14 0 + () 14 0 14 Deck: 14 60 () /2 + () 0 0 0 Self Weight: 9. .5 Total= 363.453 340 703.5 Partially Distributed Load: Distance from support 1 = O.tl DL(psf) LL (psf) Tributary (ft.) DL (plf) LL (plf) Total (plf) Roof: 20 Floor: 14 Wall: 14 Deck: 14 Point Loads: DL (plf) Point Load 1: () Point Load 2: () Load Results: Support 1 (lbs.): 1,934 Support 2 (lbs.): 1,934 Max Moment (ft-lbs.): 2660 Allowable Deflection = L / ;;60 Section Properties: Actual I S (in3) = 27.7 I A (in') -30.3 .• i I (in4) = 76.'l I Provide: 1 -6 20 () /2+ () 0 0 0 40 () /2+ () 0 0 0 0 () + () 0 0 0 60 " L2 + () 0 0 0 Total= 0 0 0 LL (plf) () Total (plf) Dist. from support 1 (ft) " = 31.92 in-k o.18in. S (in3) =Moment/ A (in")-1.5 •v I 0 0 Reauired 1.25 1.25 Design Values: Fb= Fv= E= Cale. Def.= *Fb= 18.9 .. *Fv-1'.l,7 I (in4) = c;*M*L "2 / 48*E*d = 4Q.4 X 6 DOUG FIR-L #1 () () 1350 psi 170 psi 1.6 X 10"6 psi 0.12 in. %Used 68% .ua% 65% Project#: 191583 Date: 5/30/2023 Beam/Header Calculation Beam No. 2 Description: Rit\g(' hc;irn O\Tr kitd1eu Span Length: IO.:~ ft. Uniform Distributed Load: DL(psf) LL (psf) Tributary (ft.) DL (plf) LL (plf) Total (plf) Roof: 20 20 ~58 /2+ () 380 380 760 Floor: 14 40 " /2+ () 0 0 0 Wall: 14 0 () + () 0 0 0 Deck: 14 60 () /2+ () 0 0 0 Self Weight: 16.3 16. Total= 396.328 380 776.3 Partially Distributed Load: Distance from support 1 = ()_() DL(psf) LL (psf) Tributary (ft.) DL (plf) LL (plf) Total (plf) Roof: Floor: Wall: Deck: Point Loads: Point Load 1: Point Load 2: Load Results: Support 1 (lbs.): Support 2 (lbs.): Max Moment (ft-lbs.): Allowable Deflection = Section Properties: Actual S (in3) = A (in') - 20 14 14 14 DL (pit) () () 4,076 4,076 10699 L/ :3(,0 •• 82.7 S2.'.! I (in4) = '.!Q'.!.O Provide: 1 -6 20 () /2+ () 0 0 0 40 () /2+ () () 0 () () () + () () 0 0 60 " 2+ () 0 0 0 Total= 0 0 0 LL (plf) Total (pit) Dist. from support 1 (ft) () () = 128.39 in-k 0.35 in. S (in3) =Moment/ A (in") = 1.5 * V / 0 0 Reauired 1.25 1.25 Design Values: Fb= Fv= E= Cale. Def.= *Fb= 76.1 . - *Fv-28.8 I (in4) = ,;*M*L A2 / 48*E*d = '.!7Q.1 X 10 DOUG FIR-L #t () () 1350 psi 170 psi 1.6 X10A6 psi o.34in. %Used 92% -~ s:s:% Q6% H Project#: 191583 Date: 5/30/2023 Beam/Header Calculation Beam No. ,, ., Description: R,11kr~ oYn kill'lil'll Span Length: 6.r, ft. Uniform Distributed Load: DL(psO LL(ps0 Tributary (ft.) Roof: 20 20 /2+ () Floor: 14 40 " /2+ () Wall: 14 0 " + () Deck: 14 60 () /2+ () Self Weight: Total= Partially Distributed Load: DL(psO LL(psO Tributary (ft.) Roof: 20 20 () /2 + 0 Floor: 14 40 () /2+ () Wall: 14 0 () + () Deck: 14 60 (/ t.2+ () Total= Point Loads: DL(plO LL(p!O () Point Load 1: Point Load 2: Load Results: Support 1 Obs.): Support 2 Obs.): Max Moment (ft-lbs.): () () 274 274 445 Allowable Deflection= L / :i<,o - Section Properties: {) = 5.34 in-k 0.22 in. DL(plO LL(plO Total (pl0 40 40 Bo 0 0 0 0 0 0 0 0 0 4. 4. 44.3359 40 84.3 Distance from support 1 = 0.0 DL (p!O LL (pit) Total (p!O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total(plO Dist. from support 1 (ft) 0 () 0 () Design Values: Fb= 1139 psi Fv= 180 psi E= 1.6 Xl0/\6 psi Cale. Def.= 0.02 in. Actual Reauired %Used S (in3) = 21.4 S (in") =Moment/ ':~5 *Fb= 3.8 18% A(in") = n.9 A (in") = 1.5 * V / 1.25 *Fv= 1.8 13% I (in4) = Q8.Q I (in4) = c;*M*L A2 / 48*E*d = Q.8 10% Provide: 1 -2 X 10 DOUG FIR-L #2 b H Risk Category= Importance Factor, Is = Ss= 1.1700 F, = 1.20 SMs = 1.40 Sos= 0.94 SDCs= D Seismic Analysis Site Class= II 1.00 Response Modification Factor, R = (PerUSGS) S,= 0.370 (Table 11.4-1) Fv = 2.50 (Eq 11.4-1; F, x Ss) SM1= 0.93 (Eq 11-4-3; 2/3 X SMS) S01 = 0.62 (Table 11.6-1, 11.6-2) !Seismic Design Category = DI Project#: 191583 Date: 5/30/2023 D 6.5 (PerUSGS) (Table 11.4-2, Sec. 21.2.2) (Eq 11.4-2; Fv x S,) (Eq 11.4-4; 2/3 X SM,) Cr= 0.02 (Table 12.8-2) Cs= 0.14 (Eq 12.8-2; Sos/ (R/IE)) hn= 16 Csmax = 0.59 (Eq 12.8-3 & 12.8-4; Sn,/ ((R/IFJ x T)) T= 0.16 (Eq 12.8-7; Cr X (h.)') Csmin = 0.01 (Eq 12.8-5 & 12.8-6) Ti.= 8 (Figure 22-14) rho= 1.30 V= 0.14 xW (Eq 12.8-1; Cs X W) V / 1.4 = 0.102909 x W ASD 1-Sto'"" Force Distribution Wi (lbs) hi(ft) Wihi Fx(psO Sum Roof: 30 8 240 4.01 4.01 Base: 30 0 240 4.01 Basic Wind Speed, V (mph) = Importance Factor, I = Exposure Category = Mean Roof Height, h (ft) = Gust Effect Factor, G = Wind Analysis 110 1.00 C 16 0.85 Topography Factor, K,1 = Length of Building, L (ft)= Width of Building, B (ft) = Roof Slope= Wind Load Factor, w = Horizontal -Roof g>10° qh (psf) = 23.70 h/L = 0.32 q= C windward-'C,1eewanl C windward+ p (windwanl-) P (windward+) P (leeward) -0.57 0.14 -8.06 2.77 -11.45 Horizontal-Wall ---~r.-----, --u ~ --...,· .... ,u ..... ,u· ·" -u.-ko;:w,uUi • .L' ,,.,..,,l,..;u,l' r ,.,., ........... ,r " ii 0-15 0.85 0.85 22.38 0.80 -0.50 15.22 -10.07 v.;v -o-zs.7v v.ev v.5v ... £ ..... ::.v.~ ,v v.u;:, .1.u • .1..1. 25 0.94 0.85 24.75 0.80 -0.50 16.83 -10.07 <tO O.Q8 0.85 2,;.80 0.80 -0.50 17."" -10.07 40 1.QA o.8° 27.<t8 0.80 -0.50 18.62 -10.07 50 i 1.09i O.tl5i .2u.70 i .-, ,_;.,, i -0.50 i 19.52 i -li.).07 u.uv 60 1.1 '>I o.8SI 29.75 0.80 -0.50 I 20.2'> I -10.07 {UPLIFT) Vertical -Roof and q<tQ0 o -h/2 h/2-h -18.13 -18.13 -10.07 I -6.04 I -3.63 Wind Loads Roof Roof at 2nd Floor= p• w• 12 -8 )= 44.4 Load Wall at 2nd Floor = p• w* 8 -4 )= 78.Q Sum at 2nd Floor = 12'>.'> Project#: 191583 Date: 5/30/2023 49.75 74.25 4 /12 1.3 P Total Roof 14.22 l ,i Tvt.ai \Y.W r 25.2Q ~5.::.3 26.90 27.62 28.6Q i 29.59 i 30.'>0 I plf olf nlf Shear Wall Analysis Project#: 191583 Date: 5/30/2023 Shear Line Description: l.('1t (1fLiYing Wall Length A I Unit Load (psf) 4.01 B C Seismic Load Tributarv W(ft) D (ft)/2 11 ~!Ji~ Load This Level = Lateral Load From Above = Total Load= Total Load (lbs.) Seismic ___ 1975 ------Wind 1479 Moment Arm L-. ~ .o n. IH-8.u ft . DTM (ft.-lbs.) 15797 (E) ! 11835 (W) Foundation I D E F G II I Total 4 Wind Load Tributarv Load(lbs.) Unit Load (nlf) D (ft)/2 Load (lbs.) 1975 123.28 -' ! 0 0 0 0 0 ' 0 0 0 0 1Q75 Load This Level = 0 Lateral Load From Above = 1975 Total Load= Shear Wall Tvoe Total Wall Line Load SWType Capacity (plf) Lemrth (ft) (nlf) 4.00 ----_ _493.7 ---2 -·-·· -600 _ _QQ_~ -----------4.00 369.8 4 530 Overturning I Resistin~ Dead Load IR-c,!t./2 IW= 8 ft. IF= 0 ft./:: I RM (ft.-lbs.) o.6 x DL = I 777.6 U lift From Above (lbs.) o (E) o \\\') Strap or Hold Down STH014/HTT4 Wmd Uplift (lbs.) -113 Total Utft Obs.) 1479 0 0 0 0 0 0 n 0 0 1479 0 1479 H Shear Wall Analysis Project#: 191583 Date: 513012023 Shear Line Description: l{iglit !)f Bc1tl1 Wall Length A ·I B C Seismic Load Tributarv Unit Load (ost) W(ft) D (ft)/2 4.01 \I ~!. -1 ,' '.?. Load This Level - Lateral Load From Above = Total Load= Total Load (lbs.) Seismic --. ·--1975 ---- Wind 1479 MomentArm L= 4.{J ft_ IH= 8.D ft, OTM (ft.-lbs.) 15797 (E) ! 11835 (W) Net Moment (ft.-lbs.) Load I D E F G H I Total 4 Wind Load Tributarv Load (lbs.) Unit Load /nit) D (ft)/2 Load (lbs.) 1975 123.28 -. 1479 0 0 0 0 0 0 0 0 n, " 0 0 0 n 0 0 0 0 1975 Load This Level = 1479 0 Lateral Load From Above = 0 1975 Total Load= 1479 Shear Wall Tvoe Total Wall Line Load SW Type Capacity (pit) Len.th (ft) (o]t) 4._0!l ___ 493,7 2 600 Gov. --------------- 4.00 369.8 4 530 Overturning r Resistin~ Dead Load IR= l)ft./2 IW= s ft. IF= n tt.h I RM (ft.-lbs.) o.6xDL-! 969.6 Wmd Uphft (lbs.) U lift From Above (lbs.) () [I·:) () (\\) Stra or Hold Down STHD14/HTT4 Shear Wall Analysis Project#: 191583 Date: 5/30/2023 Shear Llne Description: lk!1ind h:ilclw11 Wall Length A Unit Load (nsf) 4.01 B C Seismic Load Tributarv W(ft) D (ft)/2 ,, 1 1 J / '.!, I.Dad This Level - Lateral I.Dad From Above = Total Load= Total Load Obs.) Seismic 1975 Wind 2527 Moment Arm L= 7 ,, ft. IH= 8.o ft. OTM (ft.-lbs.) Governi Foundation I D E F G H I Total 4 Wind Load Tributary I.Dad Obs.) Unit I.Dad (nlf) D (ft)/2 I.Dad (lbs.) 1975 123.28 l t 2527 0 0 0 0 0 0 0 0 ,-, 0 0 0 n n 0 0 0 0 1975 Load This Level = 2527 0 Lateral I.Dad From Above = 0 1975 Total Load= 2527 Shear Wall Tvne Total Wall Line Load SWType Capacity (plf) Len.th (ft) (ulf) 4.00 493.7 1 870 Gov. 4.00 631.8 3 685 Overturninn l Resistin~ Dead Load IR= 21 fth IW= 8 ft. IF= (_) ft./'..:. I RM (ft.-lbs,) I o.6 x DL = I 5433.75 U lift From Above Obs.) o (E) o (\\') Stra or Hold Down STHD10/HTT 4 Wmd Uplift Obs.) A This vc~rs1on of the Foret::: Transfer 1\rour•d Opt>nir-1qs culculotor hnc; 1'xp1rl'd _______ Pleose go to www.apawood.org to Oownlond thP !ot1..><,t vcrs1c,n ------- Project lnfonn.Uon Code: Desi ner: WallUne: v, Lt) L2[ - h.,.11 Ll(h) ~- 2527 lbf " ·2.Soft. h, -tsottl h, 8.00ft h, 6.00ft 1. Hold-down forces: H II V"-n/~ 2. Unit shear above -t below Firstopenlng:val=vbl=H (h,+h.,)= 3. Total boundary forctt above+ below open1n1;s First opening: 01 = val x (Lot)= 4. Corn• forcn 5. Trlbutsy lqth of openlnp Ft= Ol{l1)/(ll+l2) = F2 = Ol(L2)/(U-+l2} = Tl= {U "Lol)/IU+L2)" T2 = (L2"lD1)/(Ll+l2) = Check Summary of Shear Values for One Openfng Line 1: vcl(h,+hb)+111(h0)=H? Line 2: va1(h,+hb)•VC1(h,+hb}-v1(h0)=0? Line 3: val(h,.-ht,J-vc2(h0+ht,}-v1{hQ)=O? Line 4: vc2{h.+ht,)-!-v2{h..)=H7 Req. Sheathing Capa(lty Req. Strap Force Req. HD Foree (H) Req. Shear Wall Andloraa:e Force (v_J 674plf 842 lbf 3370 lbf 421 plf Date: ___________ _ Lol/11) L2{h) ___ __, , ____ "E' ~ ' 1 j 5 :e 1 _/ L_ojlt) Shear Wall Calculation Variables Opening 1 1.00 ft 3.00ft 4.00ft 3370 lbf 674plf 1348 lbf 8421bf sos lbf 1.25ft 0.75ft Ad . Factor Method = . ' Wa er Aspect Ratio I . Factor i>la=h,/1.1= 1.20 I N/A 1'2=hofL2= 2.00 N/A 6. Unit shear beside opening v2 = (V/L){T2+l2)/l2 = Check v1 •u+v2•L2=V? 7. Rnlsta1a! to comer forces Rl=vl"ll= R2., v2•u,. 8. Dfflerence comer force + ns'5tanca R1-f1= 9. Unit shear In comer zones ,_ -;;.;J 3370 mo vcl = (Rl-FlJ/t.1 = vc2 = (R2-F2J/l2 = 1474 1474 1474 1474 Design Summary• 4-Term Deflecllonl I 4-Term Story Drift "I I ' 632 plf 2527 lbf OK 1579 lbf 948lbf 1895 1895 1895 1895 737 lbf 295 plf 295 plf 3-Term Deflectfonl 3-Term Story Drift ,<,I 3370 lbf 0 0 33701bf '"The Design Summary assumes that the shear wall Is dalcnfll as blocked, I I Code: Designer: Pra ect: WallUne: Skear Wall Deflection Calculation Varblbfes Un factored Shear Load V '"""'-: L Sheathing Type:; Grade:[ - '(lbf) Wood End Post Values: Nail Type: Species: E: ,.. :(psi) Qty stud Size Nail SJJacing: HD Capacity: G. OVemde: HO Deflection: G• Override: Four-T•rm Equation Oefl•ctlon Check Bvh3 vh h 1\ =£Ab+ Gt +0.75hen+de b (Equation 23-2) Pier 1-L Pier 1-R 8.00 4.00 Pier2-l 4.00 Plt'f 2-R 8.00 (plij (psi) (ft) (In!) (lbf/in.) ~:1 I::~ b·1 2.50 2.50 1.50 1.50 l(ft) HD Capacity: jlbt) HO Defl:L. -------~~-------~(in.) Chtlck Totlll o.tlection of Wall System Pier l (left) Term 1 I Term 2 I Tenn3 Term4 Term 1 Bending Shear Fastener H0-1 Bending I I S•m Pier 2 (left) Term 1 I Term2 I Tenn3 Term4 Term 1 Bendin" Shear Fastener H0-1 Bendin" I I 5"m Sheathil'ltl Type: Nall Type: Pier 1 (right) I Term2 I Term3 Shear Fastener I I S•m Pier 2 {rl11:htl I Term2 I Tenn3 Shear Fastener I I S•m Term4 HD-2 Tenn< HD-2 Date: ______________ _ Pierl Pier 2 l (m.) ~-----'.(lbf) ______ _jtin.) . a (Jn.) %drift Code: Designer: Proect: WaHUne: Shffr Wall Deflection Calculation Variables Unfactored Shear load V _,_i ,! ___ _,j ~bf) SheathingType:1---------1 Grade:~-------~ G. Override:! G• overnoe:~================~ Three-Term Equation Deflection Chedl , 8vh3 vh h:\ ".,., = EAb + 1000G, + b V,_,1,e1orec1 h A G, HD Defl Plerl-L Pier 1-R Pier 2-L 8.00 4.00 4.00 2.50 2.50 1.50 O,eck Total Deflectlon of Wall System Plerl (left) Term 1 I Term 2 T,nn3 Sending Shear Fastener I Sum Pier2 (left) Term l I Term2 Term3 Bending "'"' Fastener I s,m Wood End Post Values: SpedesE',f----~~---' ,. ___ _,1(psi) Dimensions A A Override ' Q!o Stud Size (ln.2) (in.1) (4.3-1) Pier 2-R 8.00 1.50 Term l I Bendln1 I Term l I Bendir,g I Sheathln, Type: I plf) I psi) ft} I I I I ! in.1) kips/in.) ft} I In.} Pier 1 (right} Term2 Shear Sum Pier 2 (right) Term2 """ s,m NaR "J">n)e: Term3 Fastener T,nn3 Fastener I .... , _____________ _ NailType:~------'(pennyweightJ Pier] Pier 2 Nail Spacing:! l!ln.J HD capac1ty:f-, ----+-------,. (lbf) HD Deflection: {In.) . a (in.) %drift Comment: The 3-term equation is calibrated to be approwlmately equal to 4-term equation at l.4•ASo capacity. fl Shear Llne Wall u,ngth A Unit Load Inst) 4.01 B C Seismic Load Tributary W(ft) D (ft)/2 2 -l J / :.!_ Load This I,,vel = Lateral Load From Above = Total Load= Total Load Obs.J Shear Wall Analysis D E F G H I Wind Load Tributarv Load Obs.) Unit Load /nit) D (ft)/2 1975 123.28 !! ' ' 0 0 0 0 "' 0 0 0 0 1975 Load This I,,vel = 0 Lateral Load From Above = 1975 Total Load= Shear Wall Tvne Total Wall LlneLoad SWType Capacity (pit) u,n2th (ft) (pit) Project#: 191583 Date: 5/30/2023 Total 4 Load Obs.) 2527 0 0 0 0 " 0 0 0 0 2527 0 2527 Seismic 1_275 ... _ ----4.00 ---493-7 2 600 Gov. -. ·---------~------.. -Wind 2527 Moment Arm L= -1 .0 ti. IH= 8.o ft. I OTM (ft.-lbs.) 15797 (E) ! 20217 (W) Net Moment (ft.-lbs.) Foundation 4.00 631.8 3 685 Overturning I Resistin2 Dead Load IR= ;18 ft., 2IW= I RM (ft.-lbs.) I o.6 x DL = I 2361.6 U lift From Above Obs.) () ( t-:) 0 (\\") Strap or Hold Down HDUS 8 ft. IF= () tt.l:.:. Wmd Uphft Obs.) 15 fl Foundation Analysis Condition No. Description: Frnnt \lf Bl·dn1on1 A.B.P.= '..!Ol)o psf Slab Thickness - Post Width= Uniform Distributed Load: DL(psf) Roof: 20 Floor: 14 Wall: 14 Deck: 14 Continuous Footing Design: Required Footing Width: Footing Dimensions 1-Story Footing = 2-Story Footing= LL(psf) Tributary (ft.) 20 :,(, /2 + '..'. 40 () /2+ () 0 8 + 0 60 () 2+ () Total= 12 15 X X DL (plf) 400 0 112 0 512 912 /( 2000 A.lluwa.l,lc. Fu1nl Loci.d al W.nili1uuus h..tULiilfL 1-Stury:::: :l.UUU " ((:,' l:! .,. 4 }.,. ;1.5) l:! i 2-Story = 2000 * ((2* 18 + 4 )+ 3.5) * 15 I Pad Footing Design: 12 18 LL (plf) 400 0 0 0 400 50 )= 144 = 144 = Project#: 191583 Date: 5/30/2023 Total (plf) Boo 0 112 0 912 0.47 ft 5917 ibs. 9896 lbs. Pad Allowable Width/ Depth Rebar Requirements Number Pt. Load Len!@ 1 7100LB :.24 X I g w/ (4) #4 Bottom Each Way 2 11075LB >Fl X 18 w/ (5) #4 Bottom Each Way 3 15975LB '.)6 X 18 w/ (6) #4 Bottom Each Way 4 21725LB 4:! X 18 w/ (7) #4 Bottom Each Way 5 28400LB 4H X 1k w/ (8) #4 Bottom Each Way 6 35925LB ,S,-t X iS w/ (9) #4 Bottom Each Way 7 44375LB 60 X 18 w/ (10) #4 Bottom Each Way 8 53675LB 66 X 1H w/ (11) #4 Bottom Each Way 9 63900LB 7:2 X 18 w/ (12) #4 Bottom Each Way 10 74975LB '78 X 1K w/ (13) #4 Bottom Each Way ,v C ,. .. C C C C C C r - C C C C .. .. Project No. GI-23-04-130 August 30, 2023 Mr. Justin Eisner 1821 Guevara Road Carlsbad, CA 92008 §M§ GEOTECHNICAL SOLUTIONS, INC. Consulting Geotechnical Engineers 5931 Sea Lion Place, Suite 109 Carlsbad, California 92010 Office: 760-602-7815 smsgeosol.inc@gmail.com Report of As-Graded Engineering Observations And Compaction Testing, Building Pad Envelop Remedial Grading, Proposed Attached Additional Dwelling Unit (ADU), Eisner Residence, 1821 Guevara Road, Carlsbad, California Submitted herewith please find the following summary report of as-graded geotechnical engineering observations and compaction testing recently completed by our firm in connection with the remedial grading operations of the planned new ADU building pad envelop (ADU building footprint) at the above-referenced property. The approximate limits of remedial grading at the project property ADU building pad envelop is delineated on the enclosed Approximate Compaction Tests Location Map, Figure 1, reproduced from the project Site Plan, prepared by Ginger Rabe Design. Overall, project remedial grading operations consisted of demolition and removal of existing concrete slab and portions of the concrete driveway on the western side yard of the property, and over-excavation (removal) and recompaction of all existing upper loose and compressible surficial soils to a minimum depth of3 feet below the existing ground surfaces (BGS), or at least 12 inches below the bottom of deepest footing(s), whichever was more. Due to the existing adjacent building and site improvements, over-excavation and remedial grading earthworks were limited to the ADU building envelop only (see Figure 1) in order to develop uniform foundation bearing and slab subgrade soils throughout. Remedial grading operations were performed under engineering observations and compaction testing services periodically provided by this office from August 25 through August 28, 2023. I. REFERENCES The following pertinent documents were used as a basis of our engineering observations and compaction testing services: A. "Limited Geotechnical Investigation, Proposed New Attached Additional Dwelling Unit (ADU), Eisner Residence, 1821 Guevara Road, Carlsbad, California," prepared by this office, Project No. GI-23-04-130, report dated May 27, 2023. B. Project Site Plan, prepared by Ginger Rabe Design . ... .. 11111 .. Ill .. .. II C .. .. .. Ill .. .. Report of As-Graded Engineering Observations And Compaction Testing August 30, 2023 Building Pad Envelop Remedial Grading, Eisner ADU, 1821 Guevara Road, Carlsbad Page 2 II. LABORATORY TESTING The maximum dry densities and optimum moisture contents of representative onsite soils, as determined in accordance with ASTM D 1557, were obtained from the referenced report (Reference A). The results are summarized in the enclosed Compaction Test Results, Figure 2. III. REMEDIAL BUILDING ENVELOP REGRADING OPERATIONS Remedial grading operations consisted of over-excavations of the ADU building envelop, as established by others in the field ( due to the existing adjacent building and site improvements, over- excavation and remedial grading earthworks were limited to the ADU building envelop only). Over-excavated area were then reconstructed to design rough finish pad grades ( as established by others) with compacted fills generated from the onsite excavations. Bottom of over-excavations exposed competent undisturbed Very Old Paralic Deposits throughout. Earth deposits generated from the onsite over-excavations and reused as site new compacted fills chiefly consisted of sandy to silty sand (SM/SP) materials ranging to very low expansion potential ( expansion index less than 20 based on ASTM D4829 classification) . Site new fills were moisture conditioned to near optimum moisture contents, adequately processed and manufactured into uniform materials, placed in thin (approximately 8 inches thick) horizontal lifts and mechanically compacted with heavy construction equipments consisting of a T76 Bobcat to at least 90% of the corresponding laboratory maximum density per ASTM Dl557. Water was added with a water hose. Engineering observation of the remedial grading operations and compaction testing of the new compacted fills placed within the limits of the project ADU building envelop (see Figure 1), were periodically provided by this office from August 25 through August 28, 2023. Approximate limits of compacted fills and field compaction test locations, as roughly established in the field by a hand level and pacing/tap measure form staking provided by others, or relative to identifiable features located at the site and noted on the project plans, are shown on the enclosed Approximate Compaction Tests Location Map, Figure 1. Site earthworks remedial grading and foundation bearing and subgrade soil preparations were completed in conformance with Chapter 18 (Soils and Foundations) and Appendix "J" (Grading) of the 2022 California Building Code (CBC), the Grading Ordinance for the City of Carlsbad and our field recommendations, where applicable and as appropriate. All observations and testing were conducted by a representative from this office under direct supervision of the undersigned geotechnical engineering . Field density tests establishing both the in-place dry densities and moisture contents were performed in accordance with the ASTM D6938 (Nuclear Gauge) test methods, as the fill placement progressed. Test locations were placed to provide the best possible coverage. Areas of low compaction, as indicated by the field density tests, were brought to the attention of the project contractor. These areas were reworked by the contractor and retested. Compaction test results with pertinent information are tabulated on the attached Compaction Test Results, Figures 2. -.. .. .. .. .. .. .. .. .. .. .. .. .. J ... .. .. ,.. I. .. - • - Report of As-Graded Engineering Observations And Compaction Testing August 30, 2023 Building Pad Envelop Remedial Grading, Eisner ADU, 1821 Guevara Road, Carlsbad Page 3 Engineering observations and compaction test results indicate that the fills placed within the approved project areas (see Approximate Limits of Remedial Grading on the enclosed Figure 1) were properly placed and compacted to at least 90% of the corresponding maximum dry density at the tested locations . IV. SLOPE STABILITY The new ADU building site consisted of a relatively level graded side yard area of the project development property. Major cut-fill grading, significant ground alterations or construction of new graded slopes were not required for the development of the ADU building pad. Consequently, slope stability was not a factor in the project development. V. CONCLUSIONS AND RECOMMENDATIONS In our opinion, site over-excavations and remedial ADU building envelop grading operations, fill placement and compaction procedures were completed in conformance with the project approved plans, City of Carlsbad Grading Ordinance, applicable codes, and requirements of the project geotechnical report (Reference A), and are acceptable for their intended use . All conclusions and recommendations including soil design parameters, geotechnical foundation/slab designs and exterior concrete improvement sections provided in the referenced report (see Reference A) stay unchanged, as specified therein and should be considered in the final designs and implemented during the construction phase, where applicable and as appropriate. VI. DRAINAGE Temporary erosion control facilities and silt fences shall be installed during the construction phase periods and until landscaping is fully established as indicated and specified on the project approved plans. The owner/developer is responsible for insuring adequate measures are taken to properly finish grade the ADU building pad after the structures and other improvements are in-place so that the drainage waters from the graded pad and improved site as well as adjacent properties and uphill terrain are directed away from the new ADU building foundations. Stormwater and surface run off water should not be allowed to impact or saturate natural and graded ground surfaces, fills and backfills, foundation bearing and subgrade soils. Concentrated run off, which could cause erosion or scouring, shall not be allowed to develop over the site graded areas. Over-watering should also not be allowed. Only the amount of water to sustain vegetation should be provided. Finish ground surfaces immediately adjacent to the ADU building foundations should also be sloped away from the building at a minimum 5% for a minimum horizontal distance of IO feet measured perpendicular to face of the building wall (CBC I 804.4). In the event physical obstructions or property lines prohibit IO feet of horizontal distance, a 5% slope shall be provided with an alternative method for diverting water away from the foundations. For this purpose, building perimeter concrete swales (sidewalks) with flow inverts at the center of swale or a minimum of 2.5 feet away from the building wall, whichever is more, sloped at minimum 2% may be used. Concrete .. I. C C .. .. .. • -.. -• • • -.. • .. .. .. -• ---.. .. 1w .. .. Report of As-Graded Engineering Observations And Compaction Testing August 30, 2023 Building Pad Envelop Remedial Grading, Elsner ADU, 1821 Guevara Road, Carlsbad Page 4 surfaces (sidewalks) within 10 feet of the building foundations shall also be sloped at minimum 2% away from the building. Roof gutters and downspouts should be installed and all discharge from downspouts should be led away from the foundations and slab to a suitable location. Install area drains in the yards for collection and disposal of surface water. Planter areas adjacent to foundations should be provided with damp/water proofing, using an impermeable liner against the footings, and a sub-drainage system, if appropriate. Site retaining walls should be provided a surface drainage on the backside where constructed at toe of ascending slopes. Planting large trees behind site retaining walls should be avoided. Installing root barriers substantially in accordance with the recommendations of referenced report (Reference A), should be considered, where appropriate and as applicable. It should be noted that shallow groundwater conditions may develop in areas where no such conditions existed prior to site development. This can be contributed to by substantial increase of surface water infiltration resulting from landscape irrigation which was not present prior to the site development. It is almost impossible to absolutely prevent the possibility of shallow water conditions developed from excessive landscape irrigation over the entire site. Therefore, we recommend that shallow water conditions, if developed, be immediately remedied by installing appropriate drainage mitigation facilities including sub-drains (french drains) consisting of minimum 2 feet wide by 2 feet deep trench provided with a 4-inch diameter perforated pipe (Sch . 40) surrounded in ¾-inch crushed rocks all wrapped in filter fabric (Mirafi 140) . The property owner should be made aware that altering drainage patterns, landscaping, the addition of patios, planters, and other improvements, as well as over-irrigation and variations in seasonal rainfall, all effect subsurface moisture conditions, which in turn affect structural performance. VII. LIMITATIONS Our description of grading operations, as well as observations and testing services herein, are limited to remedial foundation bearing soil preparations periodically performed from August 25 through August 28, 2023. The conclusions and recommendations provided herein have been based on our field observations and testing as noted. No representations are made as to the quality or extent of materials not observed and tested . The project geotechnical engineer should be provided the opportunity for a general review of the projects foundation plans, details and specifications. The project geotechnical engineer should also be provided with the opportunity to field verify the foundation trenching and foundations/slab steel reinforcement prior to placing concrete. If the project geotechnical engineer is not provided the opportunity of making these reviews and observations, he can assume no responsibility for misinterpretation of his recommendations. C C C C .. .. "' i .. C C C ... i. .. "' .. Report of As-Graded Engineering Observations And Compaction Testing August 30, 2023 Building Pad Envelop Remedial Grading, Eisner ADU, 1821 Guevara Road, Carlsbad Page S This report should be considered valid for permit purposes for a period of six months and is subject to review by our firm following that time. IF ANY CHANGES ARE MADE IN THE FINAL PAD SIZES, LINES AND GRADES, TOPS AND TOES OF GRADED SLOPES, BUILDING LOCATION, ELEVATIONS, ETC., PRIOR TO THE CONSTRUCTION, THIS REPORT WILL BECOME INVALID AND FURTHER ENGINEERING AND RECOMMENDATIONS WILL BECOME NECESSARY. If you have any questions or need clarification, please contact this office at your convenience. Reference to our Project No. GI-23-04-130 will help to expedite our response to your inquiries . We appreciate this opportunity to be of service to you . 6lll6 Geotechnical Solutions, Inc. ehdi S. Shariat, Principal Engineer GE#2885 Attachments: Approximate Compaction Tests Location Map, Figure 1 Compaction Test Results, Figure 2 Distribution: Addressee (3, email) 61116 Geotechnical Solutions, Inc. (APPROXIMAT.E COMPACTION TES]S LOCATION .MAP) SCALE 1"=20' I IDQ+£ LINE /', I ' I ' Guevara Rd. I I I I I I I _. I/ I I I I ..,._.,..,,-el/II I ' IETUO<AIOM FIIClfflll t: 11~ 1 •1 ·~ 11 I ~AIOM, • I Existing Bulldlng --,fe""•"• 1 '-......... I -·--·------r····· •• -, I I I ' \ I I \ I ' \ I I I 16' -7 1/4" I t,~ EAIBElff Fll0M IOGoE-10' I I /'-I • I I-,,~ . tt\ f.1 I \ I fAIEMENTFIICIM ' IIDE•I' I \ I I l . I --.....;._ I I \ I I IElMCKFF -----.... ,._ . ' -----P) ' -~------n.. ,,~~ ~ \ •v ...... ~ ·. ----• • . ' I I I I --ca,--. ·. I ' --......,..,,_ I \ ~~--- • --......._ . . I --...__ I • ---~--J GEOTECHNICAL LEGEND r--, Approx. Limits of Rem~lal \. ___ .) Grading/' Compa.cted • PIii• --Approx. Compaction Te■t Location Project No. : GI-23-04-130 Report Dated : Sep 2023 (FIGURE 1) I I r I r I ,~ I I 1 I I I I r-. .... ..., r· 'I r I I I ...... r I I -W I' I 11 I I COMPACTION TEST RESULTS PROJECT NO: PROJECT NAME: PROJECT LOCATION: REPORT DATED: GI-23-04-130 Eisner ADU 1821 Guevara Road, Carlsbad, California September 2023 LABORATORY MAXIMUM DRY DENSITY/ OPTIMUM MOISTURE CONTENT TEST RESULTS (ASTM D1557): Soil Type(!): Maximum Dry Density Optimum Moisture: Soil Type (2): Maximum Dry Density Optimum Moisture: Medium to Dark Brown Silty Sand. 129.5 PCF 8.9% Red to Orange-Brown Silty Sand. 132.8 PCF 8.5% FIELD COMPACTION TEST RESULTS (ASTM D6938)· ~te Date Test ApproI!mate Tat No. Test Devadoa (MSL) Locatioa 08/25/2023 I Pad Area, Bottom of Over-ex. -3'±BGS* 08/28/2023 2 Pad Area -l.5'±BGS• 08/28/2023 3 Pad Area -1.5'± BGS* 08/28/2023 4 Pad Area Rough Finish Grade 08/28/2023 5 Pad Area Rough Finish Grade *BGS : Below Ground Surface Field Field Dry Seil. Mo.il!tl!w Beaslty Type (%) ,....n 10.7 119.6 2 9.5 123.5 2 8.8 120.8 2 7.9 121.9 2 9.0 122.7 2 6M6GEOTECHNICAL SOLUTIONS, INC. ~ Dry llekldff Ceet;t II 8111 ., C , ...... ,,,;,,,,... (%) 132.8 90 Bottom of over-ex.@ -3.5'± BGS* 132.8 93 132.8 91 132.8 92 132.8 92 FIGURE2 LIMITED GEOTECHNICAL INVESTIGATION PROPOSED NEW ATTACHED ADDITIONAL DWELLING UNIT (ADU) EISNER RESIDENCE 1821 GUEVARA ROAD CARLSBAD, CALIFORNIA --· ---"'"" "''-''"' J.l'UIJ' M 1, "'"''-'•-' Cn::patn::U Fur; Mr. Justin Eisner Carlsbad, California 92008 Prepared Bv: SMS Geotechnical Solutions, Inc. 5931 Sea Lion Place, Suite 109 Carlsbad, California 92010 Proiect No. ( CBR2023-0982 1821 GUEVARA RD EISNER: A TT ACHED ADU (495 SF) •REPLACES CBR2022-1191 1562702000 6/9/2023 CBR2023-0982 Project No. GI-23-04-130 May27,2023 Mr. Justin Eisner 1821 Guevara Road Carlsbad, California 92008 §61§ GEOTECHNICAL SOLUTIONS, INC. Consulting Geotechnical Engineers 5931 Sea Lion Place, Suite 109 Carlsbad, California 92010 Office: 760-602-7815 smsgeosolJnc@gmail.com Limited Geotechnical Investigation, Proposed New Attached Additional Dwelling Unit (ADU), Eisner Residence, 1821 Guevara Road, Carlsbad, California Pursuant to your request, 61116 Geotechnical Solutions, Inc. has completed the attached Limited Geotechnical Investigation for the proposed new attached additional dwelling unit (ADU) at the above-referenced residential property. The following report summarizes the results of our research and review of the pertinent documents and geotechnical reports, subsurface exploratory test excavations, field sampling, laboratory testing, engineering analysis and provides conclusions and recommendations for the proposed new addition, as understood. From a geotechnical engineering standpoint, it is our opinion that the study areas of the property are suitable for the support of new attached ADU provided the recommendations presented in this report are incorporated into the design and construction of the project If you have any questions or need clarification, please do not hesitate to contact this office. Reference to our Project No. Gl-23-04-130 will help to expedite our response to your inquiries. We appreciate this opportunity to be of service to you. §111§ Geotechnical Solutions, Inc. R18 C1077 D3740 E329 AASHI □ ACC!lf;D!TltD ...... _,.. ---.,..._.., .. ,..._ ... ~ 1 ft.Dl.Jl.!. vr '--V!"f 11.!.!"f 113 I. INTRODUCTION .......................... , . . . . . . . . . . . . . . . . . . . . . . . . . . 1 II. SITE DESCRIYI'ION ................................................... 1 III. PROPOSED DEVELOPMENT . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2 IV. FIELD INVESTIGATION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2 VI. VII. VIII. IX. x. XL XII. GEOTRCRNICAL CONDmONS ................................... . A. Earth Materials . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . 3 B. Groundwater and Surface Drainage . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . . 4 4 SITE CLASS AND SEISMIC DESIGN V ALOES . . . . . . . . . . . . . . . . . . . . . . . . . . . 4 FAULTS/SEISMICIIT ................................................... 5 LABORATORY TESTS AND TEST RESULTS ............................ 6 SIT!£ l.:U.KRUSlUN ASSl£SSMI!:NT . . . . . . . . . . • . . . . • . • . • . . • . . . • . . . . . . . . . . . 9 ..... ............ --. .... -~-•--.--.. \...Vl'I\...LUi:)IUl'li:) • • • • • • • • • • • • • • • • • • .. • .. • • •. • •. • • • • • • • • • • • • • • • • • • • • •••••• 11 RECOMMENDATIONS ................................................. 14 A. Grading and Earthworks ............................................ 14 I. Existing Underground Utilities and Burled Structures ................. 14 2. Clearing and Grubbing ........................................... 14 3. Foundation Bearing and Subgrade Soils Preparation Over-Excavation ... IS 4. '!'renchlng and Temporary Construction Slop-es ...................... 15 5. Soil Properties and Fill Backfill Materials ........................... 16 6. Fill/Backfill Soil Spreading and Compaction ......................... 17 7. Surface Drainage and Erosion Control .............................. 17 8. Engineering Observations and Testing .............................. 18 B. Foundation Support ................................................. 19 C. Soil Design Parameters .............................................. 21 ..... . -. ..... .. ' ....... ' .. .---...,.. l:..xte.n.ua '-'Giii:i''-~ ~laU.s J .i.;J.atvro..-~.; •••••••••••••••••••.•••••••••••••.. .L.J F. General Recommendations ........................................... 24 XIII. GEOTECHNICAL ENGINEER OF RECORD (GER) ....................... 27 XIV. LIMITATIONS ....................................................... 27 REFERENCES FIGURES .kegionat lndex Map . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . l Geotechnical Map . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2 Test Pit Logs ............................................................. 3 & 4 Geologic Map . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . S Geologic Cross-Section A-A' . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6 Steve Ana1ys1s . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8 Typical Over-Excavation and Recompaction Detail . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9 Typical Foundation Formwork Detail . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9 Typical New to Adjacent Existing Foundation Detail .............................. 10 Typical Isolation Joint And Re-Entrant Corner Reinforcement ..................... 11 Typical Pipes Through or Trench Adjacent to Foundations ......................... 12 Typical Retaining Wall Back Drainage .......................................... 13 Root Barrier Illustration ...................................................... 16 APPENDIX: ASCE 7 Hazards Report Proposed New Attached Additional Dwelling Unit (ADU) Eisner Residence 1821 Guevara Road t.:arlsbad, C::alttornta I. INTRODUCTION 1 he; p1UJt;\;L p1uix;1 ty w,:a.::m,U, of illi. uu;~uiady--MlctVCU, Ueveiopillciil .r~siUcnllai pw-cel located lit the end of the Guevara Road cul-de-sac, in an older residential neighborhood of the City of Carlsbad. The property currently supports an existing single-family residence with the associated structures and improvements on a relatively level graded building pad, supported on conventional shallow footings and slab-on-grade floor foundations. The approximate site location is shown on a Regional Index -l 17.3387°W longitude. We understand that the existing concrete slab and portions of the concrete driveway on the western side yard of the property will be demolished/saw cut and removed to accumulate construction of a to evaluate shallow foundation bearing soil conditions at the proposed attached ADU site and to • • ... • • .... .1 'I 1. • • ("11 _ 11 1 'l • • , -, •, ~JU:UU UJCill HUlUti.ll\.iC upuu WC }JUlllllCiU llt:W '-'UllbUU\.,UVU, a:J.1U1UUW uc1.uu-uug t:Xp1Ul-U.l01)' 1es1 pn excavations, soil sampling, laboratory testing and engineering analysis were among the activities conducted in conjunction with this effort which resulted in the remedial bearing and subgrade soil preparations and foundation recommendations presented herein. delineated in this report. Other areas of the property including the existing residence and site structures and improvements were not investigated, and are beyond the scope of this limited work. II. SITE DESCRIPTION A Geotechnical Site Plan, reproduced from the project Site Plan prepared by Ginger Rabe Designs (dated February 25, 2023), depicting existing site conditions and the proposed new attached ADU addition is included as Figure 2. In general, the property is a relatively level graded building pad, apparentiy developed bymmor cut-fiU or contour grading near the pre-existing natural terram. Large natural or grade slopes are not present at or in an immediate proximity of the project propertv. Engineering and grading records pertaining to the original graded pad development and subsequent building construction are currently unavailable. Th1,;; prvj"'t new au.achoo ADU -&ite u.u ih(. w~tcrn sid.; yard vf ili.,; pn,~ny 1s iocatw w:ijct(.elli to the existing building, north of the SDG&E easement, and is currently occupied by an existing concrete slab, apparently a remnant of a pre-existing structure. Portions of the existing PCC driveway also occupy northern areas of the planned new ADU site. L!m!t!'d Gl>Qt!'t"lmir!!! fov!'~ti,?@tion, Prop~ed New Att~rl!~ ADU Eisner Residence, 1821 Guevara Road, Carlsbad, California M!!V :n, 21!2~ Pagel Surface drainage at the project ADU site is not well defined, but generally appears to locally ponding or sheetflowing to the north and toward the Guevara Road. Excessive scouring or erosion were not noted at the time of our tield study. III. PROPOSED DEVELOPMENT Based on the project available plans, new construction will consist of an attached single-story ADU bu11Umg miilii.iun uni.he wc:;i.e111 8u.ie yw-U of i.he p1upc1ty, a:, showu uu lhe ati.achai Ge::utechnicai Site Plan, Figure 2. The existing concrete slab will be demolished and a portion of the PCC driveway will be sawcut, and all removed to accumulate the planned new construction with finish pad elevation established at or very near the existing grades. associated earthworks expected to consist of remedial grading for foundation bearing and subgrade soil preparations. However, mmor tine and/or contour gradmg ettorts are anticipated tor establishing positive drainage away from the building foundations. perimeter stiff concrete continuos strip footings and slab-on-grade floor foundations. IV. FIELD INVESTIGATION ~11h~nrf~"" r.nntiitinns ~t thP. nrniect c.nnstn,ctinn sites nfthe nrnnertv wer,, chiP.flv dP.t""'1in"'1 hv ...... ----------. --,--_,--. . ' -----------j·-------··-----, the excavation of two hand-dug exploratory test pits. Test pits were logged by our project geologist, ,.,..1,.,,.. -.1.,..,.., ,..., __ ..:_,._.,t .:.-,...:,1, •• ,1-~,.,:_,,_ ~-..1. ♦J..o ~...,l_\_.,...,,:........., ,,..__~ .--.--.♦"-•.;..,_~..,. ,....,.,:] -----t-.,..4, ..,..,1--.•J t'J.u.v ~-.,v .,_,..t-'......_•..1..o>....u. .1.11. .., ........ ...,.., ... ._.b ......... "" .,... .. ..., .,...,,...,.,....,., .. ...,.....,_ v.o. ,.,..l-' .. .,. ......... ~-.._. • ..., .>v.&1. .,,.1.u.1.l-'""""''""" .,..,.,...,...,,....,._. intervals for subsequent laboratory testing. Approximate Test Pit locations are shown on the attached Figure 2. Logs of the exploratory Test Pits are attached to this report, as Figures 3 and 4. Laboratory test results and engineering properties of selected representative soil samples are summarized in following sections. V. REGIONAL GEOLOGIC SETTINGS The subject property is located in the Coastal Plains subdivision of the Peninsular Ranges geomorphic province of San Diego. The coastal piain area is characterized by Pleistocene manne terrace landforms. These surfaces are relatively flat erosional platforms that were shaped bv wave action along the former coastlines. The step-like elevation of the marine terraces was caused by changes in sea level throughout the Pleistocene and by seismic activity along the Rose Canyon Fault Zone located west of the coastline. The Rose Canyon Fault Zone is one of many northwest trending, isuU#vwc1Hc;i .h1ulib auU. fa.uit L.Ui1~ t.iuti ltc:LVc1sc We n~arby vj.,;fility. S~v~n,J. uf li1e:si.:; i~uii:i, 1U\.iiuUU18 the Rose Canyon Fault Zone, are considered active faults. • • •~-114'"'1._....._ __ .___!_ __ ll.Y-----~---.L!'---ft _________ .111.T. __ , • ......_ __ L ... ...1 .1.n..-1: J...11.UUleU ,.:n::ULt;t,,;..IU.I.U:,al .11.1.•c::n.1.)!;,d.UUll, 1-I upu.:.i,;;u n~n 1'.Lt.A'-Ulf;U .n..&#V Eisner Residence, 1821 Guevara Road, Carlsbad, California ••-·-""""" ""'"'""""" .11'.lilJ .I,, 1, A,U4',.., Page3 Further discussion of faulting in regards to the project site is discussed in the Faults And Seismicity section of this report A Geologic Map showing mapped unit~ at and near the study site is attachf'Ll as Figure 5. VI. GEOTECBNICAL CONDITIONS The project ADU site at the property chiefly consists of nearly level disturbed to partially graded ground surfaces underlain by a shallow mantle of artificial fills and topsoil over very Old Paralic deposits. Instal.:n.i1Ly vi iU.ci.JVI au"""'".,"' l,\AJ\.'-"-.;;hii.i'Wli \A.lfoJ..1"vu..:, nh..icii wwu pr~.tu.ii\J Willii..n.u.:.tiun v1 tiJ~ proposed new attached ADU building addition are not indicated. A Geologic Cross-Section A-A' depicting our interpretation of subsurface conditions based on the subsurface exploratory test pit excavations and the approximated existing ground elevations are included with this report as Figure 6. The following earth materials were recognized: A. Earth Materials Very Old Paralic Deposits (Qvop ): Pleistocene age Very Old Paralic Deposits, typical of local coastal areas of City of Carlsbad, underlie the project ADU site at shallow depths. As e".:pose<l fr! o,1r '!'"Xpl0 nt~")' te~t pit~. the r~Ject Verv O!rl Paralk nepnsit~ ~Tic::,.Hy consi~t of red to orange brown colored fine to medium grained sand to silty sand sandstone. The ,,. __ .,., .. _•--• --•--•-•--•--''--,c ___ a_.l. ~-,o• -_____ .i.., ___ ,l ►--. .l!4!--.::_ ... t.._ --•--•-••••.t!-•. • """•' • ---• 0'1UUOLV.U'-' WCUJ ~'-'11'-'lGJ.lJ lUUUU lU O Y'f'\,,<l,LlJ.\Jl\,,U \JVUUil.lVU UJ. Lil\,, ll\,,,CU OWJ.d.\A, \;,Apu,:,w"o becoming massive and more dense with depth overall. Underlying Very Old Paralic Deposits are suitably dense and massive units that can provide an adequate support for the oroject new fills. structures and improvements. T4'n'l.c-.rtil /Oc-\• A c:,ha11nu, 1•vHu1,tlP n..f't.nn.cnil 1"'tt'loinn t" Q"nr.nv1n,o.t.P1v? '-. f'~t ~" tt1.r.1vln,,n""' -... ,.. ..... -'-""' .. ., ..... ---...--.. -.. -........... ·-r-~--, ·-·o-·c ·--rr·-·-···----·✓ -·-,. ___ ..... ···-·•-•- thickness (where exposed in our exploratory test pits), mantles the site atop the underlying Very Old Paralic Deposits. Site topsoil deposit consists mostly of medium to dark brown colored silty sandy soils that were found in a moist, loose to moderately dense condition overall. Artificial Fill (Uaf): A thin layer of artificial fills, on the order of 1.5 feet thick maximum, overlay site topsoil deposits. Surficial artificial fill soils generally consists mostly of off- white to cream and medium to orange brown colored silty sandy soils that were found in a mo!S! and ioose to mo<lerateiy dense condition overall. The site existing artificial fills and topsoil mantle, and upper exposures of the underlying Very Old Paralic Deposits, are compressible deposits not suitable for structural support, and should be regarded as specified in the following sections. .. .. • • ' -• • • .. • •• ... ,... " ..._,. -"· ........ ~ ""-'' JI .......... ,. ..... ~--..,_ """'"""' lUilll,Y .I, 1, -"U"-J LUUU.eU Ut:Ull::\;llllU::tU Ul 'Yl::~ug•uuu, .I" 1 U}'Uat:U i, t:W .tt,.1,un:u,;u /"U.I I..J Eisner Residence, 1821 Guevara Road, Carlsbad, California Page4 Detailed descriptions of the underlying soil profile are presented in the Test Pit Logs, Figures , Anrl 4 FnofoPPrino nron,,rtiP-< of selP.ctro renresentative samnle.• ofthP. unrlP.rhnnu soils -..., .., I. I. ... .. ., .... are provided in the following sections. B. Groundwater and Surface Drainage V'!!. Subsurface groundwater was not encountered in our exploratory test pits at the time of our field study to the depths explored. However, like all graded building sites, the proper control of site surface drainage and efficient irrigation techniques are critical components to overall stability of the project graded surfaces, as well as continued performance of the developed .-esi<lt}uuai wuU> sll~. Surfc1~ waua· shvwct uot puia<l u.pvu &-aJW su.rfa\.l~s, o..uu u--.r1gati(Hl water should not be excessive. New ADU perimeter surfaces should direct runoff away from the building foundations and site improvements. Concentrated flow condition should not be allowed, and surface flow over the top of graded slopes should be prevented. :signnicant geologic hazards are not presemiy indicated at tite project site. Topographicaiiy, the project ADU site and immediate surrounding areas are relatively level, and new large graded slopes are not planned in connection with the proposed new construction. Ccrn~eqn~t1y; ~l0pe ~~2hiHty i~ not cons~de!'ed a geDte<":hni~?.1 f~ctor in the phmnerl ne--.v development. The most significant geologic hazards at the property will be those associated with ground shaking in the event of a major seismic event. Liquefaction or related ground rupture failures are not anticipated. <1TTI,' r<T A <1<1 A NO <11,'T<1MU' 01,'<11Cl\l VA I rll,'<1 .... ................ -... .. _. ............. ·-.... ,.... • ...,..... ---------·. , . .......,.-=- Based on our filed investigation, laboratory testing and past experience with similar deposits, "Default" Site Class may be considered for the project site subsoil profile, unless otherwise noted. Penitent .seismic design values are presented in the ASCE 7 Hazards RC!)Ort. enclosed herein a~ an Appendix compiled in accordance with Chapter 16, Section 16 I 3 of the 2022 California Building Code (CBC) and ASCE/SEI 7-22. The presented values are generated using ASCE 7 Hazard Tool developed web interface that uses the United States Geological Survey (USGS) web services and retrieves the seismic design dam in a report format. Limit.etl Gwit:ciu.Ucai I11vt:isiigaiiun, FrupuiseU i"1ew AiUu.~lleU ADU Eisner Residence, 1821 Guevara Road, Carlsbad, California VIII. FAULTS AND SEISMICITY Faults or significant shear zones are not indicated on the project site. May Zi, ZiiZ3 Page5 As with most areas in California, the San Diego region lies within a seismically active zone; however, coastai areas of the county are charactenzed by low levels of seismic actlVIty relative to inland areas to the east. Durilll!. a 40-vear period (1934-I 974), 37 earthquakes were recorded in San Diego coastal areas by the California Institute ofTechnology. None of the recorded events exceeded a Richter magnitude of 3. 7, nor did any of the earthquakes generate more than modest ground shaking, and did not produce significant damages. Most of the recorded events occurred along vauuu::. 01f~llu1c; ftlults wi:ucL d . .1w<1Ulc;u~lu.-aliy gcue.1-atc 1nud0t carthquakt:.~. Historically, the most significant earthquake events which affected local areas originated along well known, distant fault zones to the east and the Coronado Bank Fault to the west. Based upon available seismic data, compiled from California Earthquake Catalogs, the most significant historical project area. This event, which is thought to have occurred along an offshore fault, reached an estlmate<I magn1tucte oft,,:, with an esnmate<I bedrock acceieranon vaiue ot u. Uog at tneproJect site. The following list represents the most significant faults that commonly impact the region. Estimated ground acceleration data compiled from Digitized California Faults (Computer Program EQF AULT ------~-----~ .. ~""".Pv• .. ·J..Ul,•..,...,v._,.,. a. .. w.&~ .,.,, uU•-V•-"-'-'6 Rose Canyon Fault 5.8 miles 0.226g Coronado Bank Fault 21.9 miles 0.179g .. -----" -.. jj Elsinore-Julian Fault 23.5 miles 0.145g JI The locations of significant faults and earthquake events relative to the study site are depicted on a Regional Fault Map attached to this report as Figure 7. LimiieU Geuieciutlcai iuYesiigai.ion, FrupuseU New Ailaclleti A.DU Eisner Residence, 1821 Guevara Road, Carlsbad, California May 1.7, 1.ul.3 Page6 Recently, the number of seismic events that affect the region appears to have somewhat heightened. NP.i:1rlv A.O .oArthnn~lrPQ nf mAan1h1rlP 1 .c; l\r h1ohP1" h::1:vP hf,.pn tt.l".nrd.M -in i".nA<:f!;l.1 rP0'1o.n~ hMU/P.Pn . -,-·-J ... ,-----.. -----. -· --·-·=· -• ' U". • ••••• ···-,-g···-------'-···- January 1984 and August 1986. Most of the earthquakes are thought to have been generated along offshore faults. For the most part, the recorded events remain as moderate shocks which typically resulted in low levels of ground shaking to local areas. A notable exception to this pattern was recorded on July U, 198b. An earthquake of magnitude 5.3 shook county coastal areas with moderate to locallv heavy ground shaking. This resulted in $700,000 in damages. one death. and injuries to 30 people. The quake occurred along an offshore fault located nearly 30 miles southwest of Oceanside. A :scue:; ui uoi.aUic cvc;i1U. si:iwk ww:i.ty <1.t"t,;a:, wtLh c1. (illdX.illH.ilil) n1ng,utu.Uc '/ .4 :shu~.l\. u1 We cwiy morning of June 28, 1992. These quakes originated along related segments of the San Andreas Fault, approximately 90 miles to the north. Locally high levels of ground shaking over an extended period of time resulted; however, significant damages to local structures were not reported. The increase in earthquake frequency in the region remains a subject of speculation among geologists; 1986 and 1992 events are thought to represent the highest levels of ground shaking that can be expected at the stuoy site as a reslllt of seismic activity. In recent years, the Rose Canyon Fault has received added attention from geologists. The fault is .., ,r,;,......;-4=;,..."IY\t ('f ... ,,....,,..,.;il .;,..,:at,,"",.. .;,.., -a+.-n-nnl;+,:a~ (:.,. ..... n1p.nn tlv:\t i,-.l"hl~P'-" ':\ c-......: ... ro r.f' .... .,-n ... 1 1-. ......... 1,c-,, .H5iu.u.•~v~,.• ,>u,uv1.u,.u •• -..,~LC<,V H,l ~a-..u•~',;;_"-·u•••H ,,_.,_.,, L-•1-....-~•-·' ~,,,..,.c ,.,..._,, .... -.. •• ~ •-~ L1"--'->.>a,•--' •.U y',11'-'d-,,_,L UL'-..-~H"-a·, treitding southward from La Jolla Cove through San Diego Bay toward the Mexican border. Test , 1 • 11 •• (" 11. • T'lt -• 11• ~ t ., • ~ ,, -• 1.. .•• .,. (' •• 11 , •• ,r "'"'" UtiJu,;wug wuug we HtWl Ul 1\..U~lj;; ~~.uyvu illUU,,d.lCU Wtll d.l Wd.l lUWI.UUll Ulti U1WL Wet:) U.:tbL "-lwL.l vc:; u,uvu to 9,000 years ago. More recent work suggests that segments of the fault are younger having been last active 1,000 -2,000 years ago. Consequeittly, the fault has been classified as active and included within an Alquist-Priolo Special Studies Zone established by the State of California. Furthermore. a more recent study concluded that the coastal region of San Diego may experience earthquakes up •~ ...._ ... ,_..,:..., . .,:a_ '7 'l. "".-I '7 A fC!.,k-,\ri,. .... M ~t '>ll17\ Tl,.;.c:, chu·h.t ·u.c:o:M th-'"' 1\1...,,... ..... ~.--J..,.,:-,1 ..... ~..,.~~HD ~ .. ~ ............... c6 ..................... , • .., __. ....... \...,_ ....... _____ --~ -, .... ..., ... , ................. _ .... J _._. __ -·-... ~ .... ,.t' ......... ,,.,..t:, ..................... ,.. .... .., ... Canyon Fault offshore. An earthquake of this magnitude has likely not occurred in the last I 00,000 years, according to the data. Fault zones tabulated in the preceding table are considered most likely to impact the region of the shldy site dnrine the lifetime of the rmject The fault~ are periodically active and carahle of generating moderate to locally high levels of ground shaking at the site. Ground separation as a result of seismic activity is not expected at the property. tx. LA.60.KAfORY TESTS AND TEST RESULTS Earth deposits encountered in our exploratory test pits were closely examined and sampled for laboratory testing. Based upon our exploratory test pit excavations, and available field exposures site soils have been grouped into the following soil types: "' . .. . .. -. . . ... ... .. ... -. ..... ... .. -• . "'...,,..,. iYiay ';.i, lUl3 Page7 LllW.l~U \.rt!Ult:CUWClll .111ve1ugauu.u, CIUIJU&t::U 1,t::w l'I.LUICUt::U ,tU.11.) Eisner Residence, 1821 Guevara Road, Carlsbad, California TABLE2 Off-white/cream to medium to orange brown silty sand (Artificial Fill) ~>----2=--➔l_;.M_;.edium_;._;.. _;._;.to;.;..:;dar=k_;.bro_;._;.wn_;. _ _;.si_;.lty:._san_d:...;(T:..:_:;opc.:so_;.il;..:) ________________ -_----------111 II J I Kea to orange-brown tme to mea,um sanastone \ veryv,a t'araltc 1Jep0S1ts) H The following tests were conducted in support of this investigation: u II A. Grain Size Analysis: Grain size analyses were performed on representative samples of onsite Soii Type 2. Tne test resuhs are preseme<l in Taoit: 3 ami grapiricaiiy iiiustrate<l on the attached Figure 8. u Location Soll Type TABLE3 .,. /2 Percent Passing -•• --!---•---..,. ____ ,..._ ___ ...!..._. ---.:t "'--4!----••-~-----.,., __ _. __ .._,. TL----!~---.1--.J.---!L.. •• -:I u.. +·••.&.1.WUUJ. Uf J .Ut;;UlH!:l' 4-U.U vyL.uuu,.a.u.+u,u.ao-..,.u ~ _v ................. u. .... UJQAllllu.u.J. UJ., U'-'U_,U., G.UU optimum moisture content of Soil Types I and 2 were determined in accordance with ASTM D1557. The test results are presented in Table 4 below. TABLE4 TP-1 (a) 4' 3 132.8 8.5 C. Unit Weight & Moisture Content Tests: The in-place dry density and moisture content of collected representative soil samples were determined from relatively undisturbed chunk sampies using the Water Displacement method (Method AJ in accordance with ASTM D7263, and Water Content of Soil and Rock by Mass test method in accordance with ASTM D2216. The test results are presented in Table 5 and tabulated on the Test Pit logs (Figures 3 and 4) at the corresponding locations. Limited Geotechnical Investigation, Proposed New Attached ADU Eisner Residence, 1821 Guevara Road, Carlsbad, California May27,2023 Page8 TP-1 @2' 2 8 ll0 129.5 85 41 TP-1 @3' 3 9 118.3 132.8 89 54 TP-1 @4' 3 8 123.7 132.8 93 60 :, ,, iiY i32.0 90 ~ g !2!.£ 132.a 92 !1--J_r_-.l..;@;::·_3_• -+---+-----+----1----+--------1---4-7 __ -ll TP 1@11 55 Assumptions and Relationships: In-place Relative Compaction= (I'd+ 'Ym) XI00 Gs= 2.70 e=(GsTw+TdJ-1 S= <»Gs +e _JI D. Expansion Index Test: One expansion index (EI) test was performed on a representative sample of onsite Soil Type 2 in accordance with the ASTM 04829. The test results, are presented rn Table 6. TABLE6 TP-1 @2' 2 7.8 48.5 14.6 117.5 2 II L w == moisture content in percent. Elso = Elmeas -(50 -Smeas) ((65 + Elmeas) + (220 -Smeas)) Expansion Index (El) Expansion l'otenttal 0 -20 Very Low II 21-50 Low 51 -90 Medium 91 -130 High ) 130 Very High I F .. n;r.,rt Shf'Jlr T ... ..t, On,: direct •hear ,.,.1 was performed nn a r"':!'rt'St':tltativP. rP.tl'lnldP.d sample of onsite Soil Type 1 in accordance with ASTM 03080. The prepared specimen was soaked overnight, loaded with normal loads of 1, 2, and 3 kips per square foot respectively, and sheared to failure in an undrained condition. The test results are presented in Table 7. 11..•-.... 1'7 '1ft"t"I: ,1..tJU4J MI, MV,_._, Eisner Residence, 1821 Guevara Road, Carlsbad, California Page9 Ii • · f~JJ~-~~f:) ~i2 is ,s'>,,,,,',,'<>,f<;S ,,,,' '' c' t'"'''' ,,,, TP-1 @2' 2 j Remolded to 90% ofYm@ % c.,opt j 126.5 31 25 H F. pH and Resistivity Test: pH and resistivity of a representative sample of onsite soil were detennined using "Method for Estimating the Service Life of Steel Culverts," in accordance with the California Test Method (CTM) 643. The test result is tabulated in Table 8. TABLES TP-! Im?' 2 R600 G. ;,wune I esc: A swfaie cest wa:; performed on a represema,ive sample oi onsice soiis in accordance with the California Test Method (CTM) 417. The test result is presented in Table 9. TABLE9 II TP-1 2' 2 0.004 H. Chloride Test: A chloride test was perfonned on a representative sample of onsite soils in accordance with the Caiifornia Test i.viethod (CTJVi) 422. Tne test resuitis presented in labie 10. TART.F. 10 ' :s,,tJf~~i!~C ;(;;;, ft!'~ TP-1 2' 2 0.002 X. SITE CORROSION ASSESSMENT A site is considered to be corrosive to foundation clements, walls and drainage structures if one or more of the following conditions exist: Llmlted Geotechnical Investigation. Proposed New Attached ADU Eisner Residence, 1821 Guevara Road, Carlsbad, California • 1 • .... ,_" ,_ ~"' ,., .. • 1 May 27,2023 Page 10 "L•,•-t-,-->-.-, ,,.~n,--n.,+••••<<a•.,• .,, -·s,,.-.,.,-,.-_ _,-,-,-,.,,-, ·••· ,-,.-,,,.,, ~n .• ,.,.,,,~,~•,~-'<1 ,,_.,_ h•c·c•,_,., •. ,.,-, IJ1,U .. U ..... W v\J.U\A,,.U.L.l'-1-UVl.l .l.:> &""""'""'" 1,,1.U.W..l V.l \o.AfU.~ I.V 4..VVV }'t'.lU \V•4.ol'U VJ V'tl'V.ll5,1U.J• * Chloride concentration is greater than or equal to 500 ppm (0.05 % by weight). * pH is Jess than 5.5. For structural elements, the minimum resistivity of soil ( or water) indicates the relative quantity of less than 1000 ohm-cm indicates a potential for presence of high quantities of soluble salts and a nigher propensity for corrosion. Appropriw.e corrosion mirigarion measures for corrosive conditions should be selected depending on the service environment, amount of aggressive ion salts ( chloride or sulfate), pH levels and the desired service life of the structure. Results of limited laboratory tests performed on selected representative of onsite soil samples !-,:a,: __ ,1....._..t .,,_..,.., 41..,.. _.:..,..,:._ •• ___ ,..;,...; .. .,:4-,.. !.,. _......__..,._ •L-11\1\(\ ,,.._1-..--~ .. , ..... __ ,__4,.! __ -------_,c 1 ....... UJUlVQ.lo""'-'" U-IQ." ".u"' U.l.l.lU,U.l'-U.U. .l.",)l,) .. IY.ll.} 1,;:, &'-'U.'-"""• -..uu.• ,vvv v1.u..u.··-•1 ..,u.55v.:tu,a.1.e, }'"¥.:>'-'U'-'\J V.\. J.VYY quantities of soluble salts. Test results further indicated that pH levels are greater than 5.5, sulfate concentrations are less than 2000 ppm and chloride concentration levels are less than 500 ppm. Based on the results of the available limited corrosion analyses. the project site may be considered non-corrosive. 61116 Geotechnical Solutions, Inc. does not consult in the field of corrosion engineering and the client, project architect or structural engineer should agree on the required level of corrosion protection, or consult a corrosion engineer as warranted. However, based on the result of the tested soil sample, the amount of water soluble sultate {:SU4) was tound to be less than 0.004 percent by weight ( 40 ppm) which is considered negligible according to ACI 318 (SO Exposure Class with Not Applicable severity). Water soluble chloride (CL) was found 0.002 percent by weight (20 ppm), and site is not located within 1000 feet of salt or brackish water (anticipated concrete dry or protected from moisture). Consequently, exposures to chloride may also be considered negligible (CO Expo::,ure Cliffis w1tl1 Nui ApphcabJt; :;~veni.y ). in uur upituou wu.i a:s a uunnnum, concrete consisting of Portland cement Type Il (ASTM CISO) with minimum 28 days compressive strength (f c) of2500 psi and maximum 0.50 water-cement ratio is considered typically adequate for SO and CO Class exposures, unless otherwise specified, or noted on the project plans. ~-, t,, l •. ~ n 1..,,,, 1, ... ". ! " ,., ,--,..--,_~,--,.,,...~~ ..,-;-,. ~' ...,"'"" ,.,,~ ,...._-.--. fl--~-,..., '": 1 D ;·•L': '-.. ~"' ,~f'. ; P',.".! rav, '!t~-.~ ,!, .. r-e,, ro-i-,• -,.-,,.-r,-/-0.--+: ~ • .---c'c-" ,-,,.., <'' l ••• -,c .LM-U.l.., .l v v ... ,vn ,h~""Pt'•"-'}-'.l_. ..... ..,v....,...,...v.u t.1,.L..,tu,._-.. ,..,,_.,.,.....,.,..,.J .,......,., .. .,.u ....... ...., • .._ L-.&"""1"'"""""P"V .. ..,..,., .. ,..,u.i.v~-....."'-' against corrosion should be considered for all buried metal pipes, connections, elbows, conduits, concrete remtorcements and mserts, nnprovements and structures, as necessary and appropriate. Buried metal pipes and conduits should be wrapped and provided with appropriate protective cover where applicable. TABLEll Design Soil Type Gauge 16 14 12 10 8 2 Years to Perforation of Metal Culverts 33 43 60 76 93 Limited Geoieciwicai invesiigaiiun, Frupu11:U ii.:w Ai.U11:llW ADU Eisner Residence, 1821 Guevara Road, Carlsbad, California XI. CONCLUSIONS lvi:11,y ~;, ZU~3 Page 11 Based on the foregoing investigation, construction of the planned new attached ADU building addition on the western side yard areas of the property and adjacent to the existing residence, substantially as proposed, is feasible from a geotecbnical viewpoint. The project property and the planned western AUU site area generaiiy consists of reianveiy ievel graded surtaces underiam oy shallow artificial fills and to!)SOi! over dense V erv Old Paralic Deposits. Adverse soil or J!;eolocic instabilities that could preclude the planned new construction were not indicated. The following factors are unique to the proposed ADU site of the property and will most impact the piawu:::U new wusltulil1ull fru1u a gootechru~ \.-icwpui1:i.L A. Landslides, faults or significant shear zones are not present at the project ADU site and are not considered a geotechnical factor on the erection of planned residential units. The study site is not located near or within the Alquist -Priolo earthquake fault zone established by the S~t'-.: ~r C~lfu.u1i.~ Th~ i.w..:::.t ,:;.i_gt....Ifkaut lOUf;-!Cflll gec,!c,gk hazli.-d Ekdy t0 lm.pJ.s.:! th,:.· property is periodic ground shaking associated with earthquake activity along nearby or distant acnve taults. The proJect shalt be designed and consrructed in accordance with the seismic design requirements of the 2022 California Building Code (CBC) and ASCE 7-22 Standard. B. The project ADU site is underlain by Very Old Paralic Deposits that occur in a weathered ,.,, • ,1 ,r \ • 1 ......... t .. • .. ~ .... t ... 1-........... ,:r ...... .t""\.l.1T\ ..... t• .. CUUWLJUH Ul we: :sw.1c:u.;.c;; CA_lJU~WC~ Ut:i\.Nlll.Ull!) UCil.l.:>lw (UlU UJS,Ul. ll'-'iUW. i.>U.'-' y Ul.Y ViU i CUAJ.l\., Deposits, are massive and suitably dense units, that can provide an adequate support the upper fills, foundations and structures. C. Existing ground surfaces in the planned new ADU site are generally characterized by _,,1., .. +;,n.,.l.., l ...... u,.J .-1-. ...... ~..i...--1 ♦n. ~~ 1.. ..... a.rt•l'\n~'Ml .c:-n....f'o..,-.~ o.M l<ll"n-P ttohn•",lll "-~ n-r".IIAM e!l,·u•t..flll:' ........ u ....... • ...,,.J ....... • ...,,. ......... ~_ ............. .,..,Ct'"_ ... ..., .., ........ _........,c r--_ ............ -...... , -·-·-o-... -~--· -.. o·-----·-I:'-- are not present within the project limits orin intmediate surrounding areas. Significant grade alterations or the creation of new large graded slopes are also not planned in connection with the proposed new construction. Consequently, slope stability is not considered a geotechnical concern in the development of proposed new attached ADU. D. Final ADU pad grade is established at orveryneartheexisting ground elevation, with project earth operations mainly consisting of remedial grading works for foundation bearing and subgrade soil preparations. Minor fine or contour grading efforts will also be necessary to achieve fmai rinish grades and estahitsh positive <iramage panems. Aii excavations, earthworks. remedial and fine )!;fading efforts should be completed in accordance with requirements of the following sections. T .!. ___ !..L-..1 ,-... __ ., __ 1,._!:. -'1 T-----.!----Ll! _ --n. ___ -__ .. '-1'. --• J, .L.L--L -_. -4 .,.,_Tl .LIUJ.lllil;;U U~Ul.l:;\.-ll.U.U,41. .au•c;:n.1.50.uull,. 1.upu;s~u J.'\~'"' """""''-.1.l~U J:11,.ULI Eisner Residence, 1821 Guevara Road, Carlsbad, California .. -,. ....... ""'"""' .... J.Ud.Y .,,.u.A,J Page 12 E. Site surficial artificial fills and topsoil mantle and upper exposures of the underlying Very Old Paralic Deposit~ are loose and compressible deposit~ not suitable for structural snp:port. These deposits should be over-excavated(removed) to the underlying dense Very Old Paralic Deposits, as approved in the field, and placed back as properly compacted fills in accordance with the recommendations of this report. Minimum over-excavation depths are provided in the foiiowing sections. F. Over-excavations and recompaction remedial grading works will be required under all proposed new structures and site improvements in order to construct uniform bearing and subgradc soil conditions throughout, as specified in the following sections. There should be • • ,. •• • ..... ~ • • r, -" • ... • ' ' .af-'•-'•-•"?" ' .' ,_,.,,,.~.-• ,-,, ,,•->l! ,-;,~~-•-•·,., ... ~,•-<-•'!a•>• .• -,,,•«•.-S~nii,.o ... , ,•,t ,-.-,~ •·•----•----•"-•~~ b•.,·•-••H,,!,~ 0 ,-,.,,··o "•• • QL J.""'.:)L J..L, UJ.\,.IJJ.\,.I.:) VJ. nwl-'-'Vll.l}'Q.'-'L""-' .uu.;;, V'-'JVY¥ VVLLVu.l. VI. IJ..L'w "''"'"}'"''3'--lVVUU.6,\.:)), WJU .3.lL\,.I improvements, unless otherwise approved. Cut-fill daylight transition is not expected to be factor in the planned ADU pad development, provided our remedial grading recommendations are followed. nearby on and offsite structures and improvements due to site excavations, remedial eanhwork grading and cons1TI1ction work. Adjacem pubiic an<l private properties and right- of-ways should also be properly delineated and protected, as necessary and appropriate. For this purpose, laid back temporary construction slopes shall be required adjacent to the e~isting building foundeti0n'3., an<l on and 0ffsite sf'!i1cture~ R"l"'!ri improvements, as specified below. Potentially completing excavations and remedial grading works in a limited ___ ,...._: __ ,_, --~· -1--t.._ _____ --------· __ .l.: _ _.. _ _,l !-4\..,,.. .C:. ... 1.l -..:t -1..-~-1..J L-.. _,,.,:-!--.o~.i .-:)\,.1\,.lt,tUU\.3) .U.LQ.)' a.i,.-:,v UV\,.IVllU .. l..l"""""o.:,c.u..,., U.:t '-U-1.-L...U-ll.L M.LV .LlV.LU "'4J.U i).UVU.lU U\,.I Q.l.lLlll,.,Jpat-1-AJ.. Permission to perform grading works offsite or near the property line(s), and public or private easements shall also be obtained from neighboring property owners and respective agencies as necessary and appropriate. H. B?.~ ')!! ')1_!!" f!~M ohc.Prt1Qtiottc: -;iinrl: ]Qhonat-')ry tP~ting~ f!~.$1_] hP.~r:!!~g ~n<l Sl_!bgr~~ S0-H ~~ anticipated to mainly consist of sandy to silty sand (SM/SP) materials ranging to very low expansion potential ( expansion index Jess than 20 based on ASTM D4829 classification). Potentially expensive soils are not considered a significant factor in the construction of planned new residential uruts. I. Project new fills and backfills should be clean deposits free of trash, roots, stamps, construction debris, organic matter and deleterious materials, properly processed, throughly mixed, placed in thin lifts horizontal lifts and compacted as specified in the following secuoms. Liw.ii.t:U ~ui.t:ciu.Ucai iu¥~U1aiiun, Crupu:n:U !it:w Ailiicl.aW Au\.J Eisner Residence, 1821 Guevara Road, Carlsbad, California 1Tiay 1-i, ZU:Z3 Page 13 J. Groundwater conditions were not encountered to the depths explored and are not expected to hP ~ fl.Nor in thP nl~nnM nPW A 01 T .c-.n.n<:.tnu."Jion A_~ with all OTSldP.d c;:it.P.<:. thP nronrr --J. 4-> , J. J.- control of surface drainage and storm water is a critical component to overall site, existing building and new ADU performance. Runoff water should not pond upon graded surfaces, and irrigation water should not be excessive. Over-watering of site vegetation may also create perch ea water ano the creation of excessi veiy moist areas at fintshed surfaces and should be avoided. Storm water and drainage control facilities should be installed for proper control and disposal of surface water as shown on the approved grading or drainage improvement plans. K. Settlement of foundation bearing soils is not expected to be a major geotechnical factor in the construction of the planned new ADU construction provided our recommendations are followed. Post construction foundation bearing soil settlements are expected to be less than approximately I-inch and should occur below the heaviest loaded footing(s). The magnitude not anticipated to exceed ½-inch in a distance between similarly loaded adjacent structural elements, or a maxnnum oistance of .i.u foet. L. Minor cracking and separations may be anticipated between the new ADU addition and the exi~t~ng huflrling_ lmprovement~ to ~uch nonn?.! fe::,.tu~ for thi~ type of cnn~trnctfrm c:in be made by structurally tying the footing/slabs of the new ADU to the existing building (' , •• 1 ., :t•.· -· 1_:t• .• :t .. l".:t1, ... -•-······ 1VWJ.U4UVU w111;;1c u1c.y c:LUJUlU, (l.) lw\,,UUUlll,;,llU\'..U 111 LU\; lU.UUWW!) ~UVJ.1~ M. Soil collapse, liquefaction and seismically induced settlements will not be a factor in the planned new construction provided our remedial grading and foundation recommendations are followed. XII. RECOMMENDATIONS The following recommendations are consistent with the indicated geotechnical conditions at the project new attached ADU construction site and should be reflected in the final plans and implemented during the co~fflUction pha~e. Added or modified recommendations may also he appropriate and should be provided in a final remedial grading as-graded compaction report: Limiteo Geotecimicai investigation, i"roposeo. New .Attacneci .ADV Eisner Residence, 1821 Guevara Road, Carlsbad, California A. Gradin& and Earthworks May 1.7, 1.ii1.3 Page 14 Sallow remedial and minor fine/ contour grading efforts will be necessary in order to establish final design grades, and construct a safe and stable level pad surfilce for the support of planned new ADU building. All excavations, grading, earthworks, fill soil materials and processing, placement and compaction procedures should be completed m accordance with Chapter 18 (Soils and Foundations) and Aj>pendix "J" (Grading) of the 2022 California Building Code (CBC), the Standard Specifications for Public Works Construction, City of Carlsbad Ordinances, the requirements of the governing agencies and following sections, wherever appropriate and as applicable: 1. Existing Underground Utilities and Buried Structures: All existing underground waterlines, sewer lines, pipes, conduits, storm drains, utilities, tanks, structures and improvements at or nearby the project new ADU site should be thoroughly potholed, identified and marked prior to the initiation of the actual excavations, grading and ,1 1 ,-.. •,.. , 11 • 1 • • 1 , ' 1 ' 1 1 1 "' ,,.,..~ ,·,~-,, ,~._-, • ..._ ,...,._,._-., .-, .-. ,--, o,·nH,·•n ,--., ,~•,, ¾~,---," , ...--, ,-,.a,.,..,y-,,. ~-;-;, •n~.,.... ''"'"' ,_,,-, 1 , ,,. -, .-,,--,_,-.-,,-, •• •, n,-• .-~,,.,,, • ,... "' '"" •• ,., ,-.,-, w~U..o.\'1VJ..A., uywv_.,~.., e,....v.,..,.., •.•. u.J..., ..... ,.,,..b ...... ......a ..... b • .,...,.., .. .._u•....._.-..,._" ... .,..,u.,.J v..,.._~"1,W.U..,,... Vu..;>'-A.A on the actual field locations and invert elevations, backfill conditions and proposed grades in the event ot a gradmg contl!ct. Utility lines may need to be temporarily redirected, if necessary, prior to earthwork permanent relocations may be appropriate as shown on the approved plans. Abandoned irrigation lines, pipes and conduits should be properly removed, capped or sealed off to prevent any potential for future water infiltrations into the foundation he~ring and 5:-1_1b~de ~fl~ Vnirl~ cre:::tte-.rl hv the remov~l~ of th~ i:1b~ndont:".d underground pipes, utilities, facilities, tanks and structures should be properly backfilled 2. Clearing and Grubbing: Remove all existing surface and subsurface structures, concrete slabs. foundations. buried tanks. vaults, pipes, improvements. vegetation, roots. stumps, and all other unsuitable materials and deleterious matter from the area proposed fnr thP. n.PUJ AnI T nlnt! ~ minimnm nf 1 R i1'l".hP<:. hori7flnht1 nutc'ftfp thP nPrimPtPr whP't'P -------------. 1.···-.. ·-·-···· --·-'' --------. . ----, • .l '··----> ----- possible and as approved in the field. The existing concrete (PCC) driveway should be neatly sawcut from the limits of planned new ADU and removed. Project clearing efforts should effectively remove all existing pipes and remnants of old slabs, foundations, buned utilities and structures, unless otherwise spec1fically approved. Limill!ti ~ui~cWllcai invt:~iig•Uuu, F1 .. uvu:,W Nt:w Ai.i.ad.u:U ADD Eisner Residence, 1821 Guevara Road, Carlsbad, California rt'iay 1.i, 1.U~3 Page 15 All debris generated from the site demolition work, clearing/ grubbing, and vegetation rp,mnvAk 11:hnnl<l Aloen he. nronP.rlv di~lli:.P.d of ti-nm th.P.: c:.ite Tr-Rffl. vPo-Pi$1tinn ~nil -II. ... ., .I. ~ .... ,- construction debris generated from the site demolitions, clearing and grubbing efforts should not be allowed to occur or contaminate new site fills and backfills. The prepared grounds shouia ne observed and approved by the proJect geotechnicaJ consultant or his designated field reoresentative prior to wading and earthworks. 3. Foundation Bearing and Subgrade Soils Preparation Over-Excavation: Uniform and well-compacted foundation bearing and subgrade soil conditions should be deveioped LW:Ut-1 U1e piailiie<l new ADU. r·u:r i..hi::i pw:pu::.~, uve1-CAl.;i1vatu.J1l (t"ei:uvvW) and-recompaction of all existing loose and compressible surficial artificial fill and topsoil and upper highly weathered exposures of the underlying Very OldParalic Deposits to the minimum specified depth shall be required. Over-excavation and remedial foundation bearing and subgrade soil preparation grading should extend a minimum of 18 inches in the field. A conceptual remedial grading and site development recommendation is schemanca11y 111ustratea on the attached Typ1cai uver-E.xcavanon ADO Kecompacuon Detail, Figure 9. 'Q.,.c-,~~ """ nn't" ~v-ln.'t"<11fn,-,,,toC"t"°'ft<o ,..~,,.A1,:,,l f"n.,~flrt"-ll~nn hP<:\'"''"" .,,..,..rt ._..nh~A,,.. ,r,ntl """"",1;..,,,., ~-'"""''-" , __ .,, '''---'" •~ ", u;·~•.1.• • ._,,,.·,, ,._.,,., l.'JCc',; ,._,,,._.,~,••>• »,•-,,n,»•<'',. ••~-•-•• "'•-~,~u .. H.•'-'"-' q,,,~.--S"L!>, ,:;_1 cu....1.,.11...:._ ,. .. ... . -... ... .... over-excavation depth should be extended to a minimum of 3 feet below the existing t r ,-..-,,. ..-..ro-. , • . ~..., • 1 1. 1 d 1 . ~.. t-t , ,. , • , " ~UUllU ::;Wut\.-C::. \DU.:IJ, Vl i:tl l~l 1k lUVU~ U~lUW W~ VVlLUlll V1 UCCi-'C::tl .LVUUUg\::;J, whichever is more. Locally deeper over-excavation/removals may also be necessary based on the actual field exposures and should be anticipated. Exploratory test pits excavated in connection with our study at the indicated locations {~ee Fib.!.~ 2} \";"er: b:!±51!-ed •.~'!ili !~,e :!.~ 1.!~{;!!!!!F~!ed tlep!!sitt. The looseluncompacted exploratorytrench backfill soils shall also be re-excavated and placed back as properly compacted fills in accordance with the requirements of this report. Bottom of all over-excavations/removals should also be adequately ripped, prepared and recompacted in-place to a minimum depth of 6 inches as a part of initial fill lift placement 4. Trenching and Temporary Construction Slopes: Temporary open excavations and trenching necessary for the project new ADU construction are expected to be relatively shaiiowto be on the order of3 feet deep. Consequentiy, Significant construction impacts on the nearby off-site structures. easements and improvements are not anticipated. Over-excavations adjacent to the existing property lines, foundations, improvements and structures should be performed under observations of the project geotechnical engineer. Limii."U Gt=oi.eciullcai invesiig2ti.iun, Frupus~ti New Aiiaciu:U ADU Eisner Residence, 1821 Guevara Road, Carlsbad, California iviay 1.7, 1.iil.3 Page 16 Undermining existing adjacent building foundations, structures and site improvements, nP.i.ahhorinonl'nl'V"'l'fi~ P.vidino nnhlir ri o-ht-of-ur~n,~ ~nd nn.d.,,..,..m-.nu.nA 1dil1tiP" tn 1"PT'n ~;.,, ·---g----------o.c·-r·······, ---·-----g,c·-·· -· --o·-··-· ·--.;·--···· ·cr····--·· ... _______ --------- Shall not be allowed by the project over-excavations and earthwork operations. Temporary excavations for the new ADU adjacent to the existing building foundations should be developed at I: I maximum gradients, unless otherwise noted or approved, with the remaininl!: wedl!:e properly keved-in and benched out as the backfilling progresses, as schematically shown on the Typical New To Adjacent Existing Foundation Detail, Figure I 0. The temporary slope development adjacent to the existing building foundations will require geotechnical observations during the excavation operations. A<lU1huuai I cwu1u1cnUaUuus 111duUWg i'CVuse<l/fiatt~r ::,lo.ix:: ~1cu.i1tmi.:;, w1upJ~ii11g excavations and backfilling in limited sections (one-half lengths) and the need for temporary shoring/support of existing foundations should be given at that time, if it becomes necessary and required, and should be anticipated. near vertical gradients to a maximum height of3 feet, unless otherwise noted or directed m the lield. Larger trenching and temporary excavanons shoutd be laid back at I: I maximum gradients, or provided with temporary shoring support, unless otherwise approved. The laid back slope should then be properly benched out and new ._, • .,,.. "' • l 1 •• 1 1 ,, " • -· ,. • ... .... • • 1V1Ult;; :;pCNHJ.'-' WIU/Vl 1.;;v 1::>CU lQfr.;U.llllllCU\ULLIVUS suvwu UC~ Vt;U llJ. Ult; Ut::lU uy LUC pIUJta;l geotechnical consultant based on actual excavation depths and field exposures, and should be anticipated. The project contractor shall also obtain appropriate permits, as needed. and conform to Cal-OSHA and local governing agencies' requirements for trenching/open excavations and safety of the workmen during construction. Appropriate ,...._,;+.,. f'~.-..... ,W,:,;+..,. ~; .... n: ,...., ,.,,, • ..,.,. .. ,.,_..; .... .,. ~ttr-.-n~~"tt1l-t.co ,;_.,....._ ..,...;n-J..k,,.._...;;_,.., _..;,.,.,..,a. 1-'_ ................... .., ..................... ~--... o ........ n .... _, __ .._..._. ....... .., .. ,.,, __ ,..... ...................................... b" ................... .c, ............ ... properties, easements and/or public right-of-ways, if any required or necessary, should also be obtained as appropriate from respective owners and agencies. 5. Soil Properties and Fill Backfill Materials: Site excavations/over-excavations will mo.div .,,._,,.,,.ate AAntiv tn <iltv <rnnd tiP.nn•its that tvnic-J11lv work w.-.11 a• <ttP. nl'W fills and _,. ,_,. _,. ., .. .,... .. backfills. Site new fills and backfills shall be clean deposits free of trash, construction debris, vegetation, tree roots and stumps, organic matter and deleterious materiais, as approved in the field by the project 1?;eotechnical consultant. -r• •• •-~ .I. •-,11: .. ___ .._._ .... ,.-..... .... 1'-l---· ._...._ __ .__ . .». ........ T LUIULt:U u,;uu::1,;111111,;iU. J.1.tvc:augauu11, .I' 1 upu:u::u n~n nt.uu,.11..-;u .n..uv Eisner Residence, 1821 Guevara Road, Carlsbad, California --·. "" .. ,_ ...... J.U.il] ~ 1, "'U"-J Pagel7 Import soils, if required to complete grading and achieve final design grades, should be eoorl '!""lity '<llndy e,anular D n type (SM/SW) non-corrosive deposits with very low expansion potential ( I 00% passing I-inch sieve, more than 50% passing #4 sieve and Jess than 18% passing #200 sieve with expansion index less than 20). Import source/borrow site(s) shall be a "clean" natural site (i.e., no contamination & no toxie1hazards substance) or manufactured (D.G. or Ciass 2 base) tmport matenais from a sand/materials plant. Source/borrow sites with land use activities where there could be potential contaminants and toxic substance health risks such as industrial and agricultural sites, fuel storage and gas stations, dry cleaners, photographic processing facilities, paint stores, auto repairs/painting facilities, manufacturing and metal processing shops, waist t.r~tilleut, c1ervspa~ fociliti..;;~, ~t"'. ao well as iliv.:,c ::tit~ ~w-.l~ntly u.rnk,rgvilig remediation, corrective action, closure activities overseen by the California Department of Toxic Substance Control (DTSC) or other regulatory agencies shall not be allowed. Import fills obtained from construction projects and from demolition debris, asphalt, broken concrete, shall also not be allowed. hnport soils should be inspected, tested as b. i<il.i/Baci<fill Soii Spreading ami Compaction: Uniform bearing and subgrade soii conditions should be constructed at the new ADU construction site by the project remedial foundation bearing and subgrade soil grading and earthworks operations. There ~h.ou 1<l ht>-~t J~~.st 12 inch~ r,f '.1.1efl-c0TT1nacterl frn~ l_m<l.er the bottnm nf deer,e~t f~nt~n~. unless otherwise approved. New fills and backfills should be adequately processed, thoroughly mixed, moisture conditioned to slightly (approximately 2%) above the optimum moisture levels, or as directed in the field. olaced in thin (8 inches maximwn) uniform horizontal lifts and mechanically compacted with heavy construction equipments to a minimum of 90% of tl..~ ~-PCnl"U'l;.tH:nrt lah.tu-a.t.-.._,. nv::..vi-t'l"llnm Arv bnC?ih, nPr A ~TA.A' n 1 ,,7 ,,...,_tAC:O(! nth--.1.ric,~ ---......................... _ ....... e,, .. ---------J ..... -.... --·-·-· -.1 --.. ·--·,1 r --. ------_. ,_ __ ', -------·-· ....... ... specified. The upper 12 inches of subgrade soils under the asphalt pavement base layer, and trench backfills and pavement subgrade in the public right-of-way shall be compacted to minimwn 95% compaction levels 7. Surface Drainage and Erosion Control: A critical element to the continued stahility of the new ADU and existing building pads is an adequate stormwater and surface drainage control system. Surface drainage and stormwater shall not be allowed to impact the developed construction site or cause erosion/scour of the foundation beating soils. This can most effect1ve1ybe achieved by appropriate vege1a1ion cover and the mstailation of the following systems: ll' • •• • -, < . I. • _ .• T _.o _ "' --• , I 111t.T. f. ......_ ___ I. -Jt .f, ftlfY L1Ulll~ Vl:Ulta:.IIUJ\;IH .tJJVl:"::tU~ilUU11, J: 1upuac;u nc;,w n..Uilt\;UCU n.i,..., .... ..,_ ... .n. ....... 1YUIY ,i,,,, ~U~..1 Eisner Residence, 1821 Guevara Road, Carlsbad, California Page 18 * New ADU pad surface runoff should be properly collected and directed away from the huilrline foundations and ~ite imJ:>rnvement~ to asele.cte.rl lnr.,.tinn in a rnntrnllerl manner. Area drains should be installed. Concentrated flow shall not be allowed. * Over-watering of the site vegetation and landscaping should also not be allowed. Only tile amount of water to sustain vegetanon should be provided. * Temporary erosion control facilities and silt fences should be installed during the construction phase periods and until landscaping is established as indicated and specified on the approved project grading/erosion control plans. 8. Engineering Observations and Testing: All earthwork operations including over- excavations, suitability of earth deposits used as compacted fills and backfills, and compaction procedures should be continuously observed and tested by the project geotechnical consultant and presented in a final as-graded report. Engineering properties compaction report. Geotechnical engineering observations and testing should include but are not limited to the following: * Initial observation -After clearing and grading limits have been staked but before 1 --, l. • . ' . -• • .. -• -. _. . UJ ~UlUl::,I '-'A\.41/Q.llUU 0:,l.Cll l.i:!t. * Bottom over-excavations and removals observation -After bottom of over- excavations and removals is exposed and prepared to receive new fill or backfill, but new before fill or backfill is placed. * Trenching and excavation observations -After the excavation is started but before the vertical depth of excavation is more than 3 feet. Local and Cal-OSHA safety requirements for open excavations apply. * Fill/hackfill observation -After the fill/backfill placement is started but before the vertical height of fill/backfill exceeds 2 feet. A minimum of one test shall be required for each I 00 lineal feet maximum in every 2 feet vertical gain, with the exception of wall backfills where a minimum of one test shall be required for each 30 hneai feet maximum. Wail backfiiis shouiri aiso be mechanicaiiy compacted to a minimum of 90% compaction levels unless otherwise specified or directed in the field. Finish rough and final pad grade tests shall be required regardless of fill thickness. • ·-·• ... _..1,~.-'·-•-·--!·-••·-·····L! .. ",L~ •. ,_ ............... -ll-..:t ___ ........ ,.,., ........... , J.JllllU,t:;.U ,:n;ULl:;"-Ulll\..ilU LUYC&UA;i:IUVU.,, J.1upu~t:.U l.'\Cff l"S.l,Ul\,,lll:aA n..uv Eisner Residence, 1821 Guevara Road, Carlsbad, California .. .._ .. ,..._,.. lYJ..DY ,I,,,, MUMJ Page 19 * Foundation trench and subgrade soils observation -After the foundation trench excavations and prior to the !'lacement of steel reinforcine for!''°!""'" mnishm, •nrl specified compaction levels. * Geotechnical foundation/slab steel observation -After the steel placement is completed but before the scheduied concrete pour. * Underground utility, plumbing and storm drain trench observation -After the trench excavations but before placement of pipe bedding or installation of the underground facilities. Local and Cal-OSHA safety requirements for open excavations apply. geotechnical engineer. * Underground utility, plumbing and storm drain trench backfill observation -After the backfill placement is started above the pipe zone but before the vertical height of t:ickfiU C"Xcce.ds 2 f.:-ct Tr.sting 0f the. b2ckf~l ;iithin the pipe zone :n:'.iy als0 b,: required by the governing agencies. Pipe bedding and backfill materials shall conform to the governing agencies' requirements and project soiis repon if applicable. All trench backfills should also be mechanically compacted to a minimum of90% compaction levels unless otherwise specified. Plumbing trenches more than 12 inch~ deep maximum 1.m.der the floor ~h.hs !-!hnuld ~!~n he mechanically compacted and tested for a minimum of 90% compaction levels. r.'1----1-!---__ !-.4,,1,!--•-T.L-!---------.... ---L'-----~---· -···''·-..1 -L._,.1.1 .~1. J. JVVUU.l_!) u, J"'U.Jll!:, 1,\A.,UUJ'-tU.""'3 ~ '1 ,.u,,a.u.:, Vl '-"'lU.tJ'"-'U.VU lll\,WVU i:)UU\.U.U UV\. ui.;; allowed. B. Foundation Sunnort Tlu• nrnnnCM rt.PU! A OTT hnilrl-ino Qd,Htio.n. m.!llv hP e,,nnn.n.-riM 0.1:1. e,,h~11nUJ ._.tiff""'"'"~ .. .,.,+.,. --.-~ r·-.: -------·· ---· ------·-·o -·•-•u-•• ----.,1 ---·•·r-··------·--·--·· ............. ------~- continuous strip (and spread pad) type footings and slab-on-grade floor foundations consistent with the anticipated sandy to silty sand (SM/SP) bearing and subgrade soil materials ranging to very low expansion potential ( expansion index less than 20 based on ASTM D4!129 classification). I. All footings should uniformly be supported on minimum 90% compacted fills, placed in accordance with the requirements of this report. There should be at least 12 inches of well-compacted fills below bottom of the deepest footing(s), unless otherwise approved. roumlai.ion trenching should ()() compic:u:d in subsU111i.iiu conformance with the Typtcai Foundation Formwork Detail included in the attached Figure 9. -. :-:,1. .... .1 1""1 .......... ,1..,..,.1,._,: ... _1 •-.. ~-.. ...:.-.:.-n----------' 1'!"--· Au-... 1.........1 "-nTt ._,,.I.U.1.£ .. '->U ~'->V .. '-> .... U..._a .... aa A.Ua,'->;:tWE,a-vM,. aurv.-... U ,1.'l'->tt '-~""-'-A""--,,_~..., Eisner Residence, 1821 Guevara Road, Carlsbad, California ••-... "'"' "In.,,., J.r&a3 a 1, MVJ.,J Page20 'l.. Penmeter, and any mtenor, contmuous stnp footings should be Stzed at least 15 inches wide and 18 inches de~ for sinl!]e and 2 story buildinl!S. Interior and exterior spread pad footings, if any, should be at least 24 inches square and 12 inches deep. Exterior continuous strip footings should enclose the entire building perimeter. Cu11L111uuu:s :s1rip iOui.iug~ ::,lluWU o~ re1uhu\;W w1Lh u u1llllluuu1 of4-it4 re1niOrcing Oars, 2-#4 bars placed 3 inches above the bottom of the footing and 2#4 bars placed 3 inches below the top of the footing. Reinforcement details for spread pad footings, if any, should be provided by the project design/build consultant or architect/structural engineer . .., , .... , r .o • , • ,, • , , ..,. .u~;.t:n.:.JT :;;1;.:.rn .. ::...uu~ .. WJ o~ ~ n::..i.;;,~;n~~;,1 u~ -, :;,:;:.;,;.;~~;; ;.~ ~U~>:, .. r-.~~.;:. n . .;.h"HD.n:.;~ ,:;nn. 111..;,.;,;,~;.n.~ .. 1 .. tn. #3 reinforcing bars spaced 16 inches on center maximum each way placed mid-height m the slab. Slabs should beunderlam by4 mches otclean sand (SE 30 or greater) which is provided with a well perfonning moisture barrier/vapor retardant (minimum 10-mil Stego) placed mid-height in the sand. Alternatively, a 4-inch thick base of compacted IL, .j...,,..l.. roloro.-. n,.,.n,,,oo,...r,•,.,..._...,...._,,.;,.,J..,,-l -.,.,itl, ti.. ... ,,n...,,..,.. hr,ffl-/...,..;:";:""',,._., 1 .C::: ........ ~I '::!+..,,,,.,._ \ ;..,. ~~ ......... t , .-,->U"--H '-'''--Hll u5.;;.•v5'-'-'"""" l" •.t ,-,.,.__,,, ~. ~u~ ,.,,__ , '-'}•'·-'• "-H", , .... , '..."'·'U'"'"-"" , _,-,,. .. dl.._,~, 'J '" ~"' '-"-, contact with (beneath) the concrete may also be considered provided a concrete mix willd1 \.ii:lll i:IUUle:ss UieGUiug, siurnktLgt; w1U ..,wii11g is u~W Also provide re-entrant corner reinforcement for all interior slabs. Re-entrant corners will cl1•:p1mtl on sfah !''""metry ancl/or intmnr column locations Thi, attach,-,l Typical Isolation Joint And Re-Entrant Corner Reinforcement, Figure 11 may be used as a Provide "softcut" contraction/control joints consisting of sawcuts spaced 10 feet on centers each way for all interior slabs. Cut as soon as the slab will support the weight of the saw and operate without disturbing the final finish which is normally within 2 hours after final finish at eJtch c,-,ntrol joint lol'Jttion or 150 p!<i to ROO p•i Th" ..,.wc,,,ts shnnltl be minimum I-inch in depth but should not exceed 1 ¼-inches deep maximum. Anti- ravel skid plates should be used and replaced with each blade to avoid spalling and raveling. Avoid wheeled equipment across cuts for at least 24 hours. 4. Existing building footings should be tied to the new adjacent attached ADU footinflS with minimum 24 inches long #4 dowels at 16 inches on center maximum with 6 inches deep drill and epoxy grout to existing footings and a minimum of 18 inches into new footings, as schematically shown on the attached Typical Detail, Figure 10. New ADU slab e<lge\s) a<ljd~c,11t to existing UwilU.ng iOOliug:,isii.iUS, 11 auy and where th~y U~\,;U.f, sh.ouiU also be provided with a minimum 15 inches wide by 18 inches deep thickened edge reinforced with minimum 2-#4 bars top and bottom, and tied together as specified, with minimum #4 dowels at same spacing as the new slab reinforcement. Actual details per structural designs/plans. LimiteO Geotechnicati inveisiigai.iun, Frupmt=U New Ai.Ulciu:U ADU Eisner Residence, 1821 Guevara Road, Carlsbad, California ~iay '1.i, 2U23 Page21 5. Open or backfilled trenches parallel with a footing shall not be below a projected plane hAvino i::t MwnwArrl ~lnnPt of 1-nnlt vPrtir:sa.1 tn? nn-it~ hnri'7o.nt.R1 t,00./4.) &nm ~ HnP Q ---••---c;, _, -•M .. -•••---•--.r • • ...... ., '.. • •. ' '-~ inches above the bottom edge of tbe footing, and not closer than 18 inches from tbe face of such footing. The Typical Trench Adjacent to Foundation is provided in the attached Figure 12 and may be used as a general guideline. 6. Where pipes cross under-footin.e.s. tbe footings shall be specially desiW1ed. Pipe sleeves shall be provided where pipes cross through footings or footing walls, and sleeve clearances shall provide for possible footing settlement, but not less than I-inch all around tbe pipe. A schematic detail is included in the Typical Pipes Through or Trench A<lj'1u:;ni io I'uwiwiLJ.uus, i·,guH;; iL 7. Foundation trenching efforts are expected to cause disturbed bottom of trenches and may result in uneven/unsmootb trench sidewalls. Disturbed bottom of trenches should be recompacted in-place using a wacker and disturbed trench side walls, if developed, footing pour) prior to steel placement. 8. Foundation trenches and slab subgrade soils should be observed and tested for proper moisture and specified compaction levels and approved by tbe project geotechnical ,..,....,.,..,1+.,.,..+ ....,,..;..,.., ♦.-. +l,..,. ""'"'"'""""'""'"♦ ,.._.f' i;,tpp.1 ,..,..;n,t:'n,-,..Pn,"""t o-r l"'Ofl,...""'4-? ...,n·n• ._,,,,,.,,_u,_u.,,, i'''''' ,_,,_, '''"'-'i'cu,.,~.,,,,_,,, ,., -'''".'-'' ,.,_,,,_,,.1, .... -,._,, • ._.,,, ,., -....,_,u_~,,,,.,..,__._{-"''--'' The following soil design parameters are based upon tested representative samples of onsite earth deposits ancl should he considered in the project design, where appropriate and as applicable: 1. Design soil unit weight= 127 pcf. 2. Design angle of internal friction of soil = 31 degrees. 3. DesiM active soil pressure for retaining structures = 41 pcf (EFP), level backfill, cantilever, unrestrained walls. 4 nesien at-rest mil !"""-"•ure for retaining structures = 6 I pcf (F.FP), non-yielding, restrained walls. 5. Design passive soil resistance for retaining structures = 396 pcf (EFP), level ground surface on the toe side (soil mass on the toe side extends a minimum of 10 feet or 3 times the height of the surface generatmg passive resistance). 6. Desi® coefficient of friction for concrete on soils = 0.38. 7. Net allowable foundation pressure= 2000 psf. 8. Allowable lateral bearing pressure (all structures except retaining walls)= 200 psf/ft. Limited Geotechnical Investigation, Proposed New Attached ADU May27,2023 p~~t '!'! Notes: * An additional seismic force due to seismic increments of earth pressure should also be considered in the project designs, if appropriate and where applicable. A seismic lateral 1nvP.ti-PA tn~no1.tl$1t" P.~rth n1".PQ~l11"P nf ?':\ l'\1"£ {PPP) ru--tino At fl 6.1-1 tJ-1 1~ thP l'"Pt~;..., ... ,f ---__ ,,, __ ···-----c;;,··------·----r· ---·. -. ---&-'-,,, ..., ------,------------------- height) above the base of the wall should be considered. Alternatively, seismic loading based on Mononobe-Okake (M-O) coefficients may be considered for seismic force due to seismic increments of earth pressure. The following relationships and design values are appropnate: TABLE 12 Wall Total Seismic Lateral KA Ko Kh KAE. T (pc!) Condition Lateral Pressure Pressure II U~restrained PAE=PA + p:~r~p~-~:rn-,-,~··-0-.3_2_-i----~,,~.1; f 0.51 I •• • 127 Restrained PoE=Po+PoE aPoE=KbTH' 0.48 0.19 0.67 127 * Use a minimum safety factor of 1.5 for wall over-turning and sliding stability. However, because iarge movements must take place before maximum passive resistance can be developed. a minimum safety factor of 2 may be considered for slidillJl: stability particularly where sensitive structures and improvements are planned near or on top of retaining walls. Vv he11 wn1buuug iJClSSl vc pre:,su1c anU fri~liui141 r~tsl411~ thl;o pcbsi v·c 001uvuuc1:i.i. sh.ouJU be reduced by one-third. The upper 6 inches of ground surfaces should not be included in the design for passive soil resistance, unless otherwise noted or specified. * The indicated net allowable foundation pressure provided herein was determined based for each additional foot of depth and 20% for each additional foot of width to a maximum ot !>UUU pst, 1t needed. The allowable tounelallon pressures prov1deel herein also apply to dead plus live loads and may be increased by one-third for wind and seismic loading. * The lateral bearing earth pressures may be increased by the amount of designated value ,... • ,, •.• ,r. r• ••. • <1.r~t'I.. 1 ,... • lUl !wttCU ilUWUUUW lUUl Ui UCVUI LU d. llldAWIWU iJUV }'UU.UU~ }JC! ::t\{UWC lUUL. I Jn1cit"'d r.Mlt-"A"hnil'ol lnv1tdi011ti.nn. Prnnnc-PA NPw Attst"he.d A DIT -~---------------wn-~--• --·-o·· •• -•• > --• -• Eisner Residence, 1821 Guevara Road, Carlsbad, California D. Exterior Concre1e Siabs I F'iatworks MRy 27, 202~ Page 23 1. All exterior concrete flatwork (walkways, patios, etc.) supported on very low expansive subgrade soils should be a minimum of 4 inches in thickness, reinforced with #3 bars at 18 inches on center in both directions placed mid-height in the slab. Subgrade soils • • ., , • 1 1 1 ,,. •, 1•,• ·' 1 , 1, • • , n•cL~~.,..._ .. ,_,,.. ,..,.,, ,-,,., ,,·,.••.-•l"<"'!r> nC" t•n.-~_,, ,n ,-,,,_ • .._,,,-._,,_,-,,,-,.I"'""·,,,,.,.,.,, 'A! ,n t •1nnn·>1•1,·,, "' "', ,,.,,,, •,n ,,1,.u.uv,1,u.--. .. u ... u .... ..,A .. ..,.1.,v1. o>,......,u.,. .. 1.Vt,o..t.-u...,.1.,uv .. ._. .. _,._.., ...... ...,_ ....... ...._ __ _,.,_._ -v•.t.•1""-""'.._."" ........ ..,. .. ~u ..... -.. .... 90% compaction levels within the upper 12 inches at the time of fine grading and before placing the slab remtorcement. 2. Reinforcements lying on subgrade will be ineffective and shortly corrode due to lack of the construction joints tying the slab panels. In construction practices where the , ~ ... . , 1 . , ,, , • • , • 1 1 t. 1 t. 1 re1n1orccn1cnLS a.r~ UlSWllWlUW Ul \;UL c::I.L Utt; \;l}Jl:)U Ut,,;UVU JVUll.b, 1)1,i:l,U p&lCJ.) M.lVUlU u~ tied together with minimum 18 inches long #3 dowels at 18 inches on center placed mid- height in the slab (9 inches on either side of the joint). 3. Provide "tool joint" or "softcut" contraction/control joints spaced IO feet on center (not '°"" ........ -.... A t"'J .t'-..... ---~--... _, .,_.,.,,.l,., ,.._. ... _,._, Tl,,..,. J,._,...,..,_ ,r1,;.....,._..c;..,..., ~-F .... .,.,.~ ...,.,.,.,,..,.1 .,_..J..011 ,..,...,t 1,V ""-"""""""twU J. .. _..._,...,., • ..,....,.._..._.._....._ .. , .............. H..,._J• _....._.,..., •---t,'"'• .,.......,.., ... ,..,.,., .... ...., """' _,,_,,_.J t'_.,..,._ ..,....,...,..,. ,.,...,., exceed 125% of the smaller dimension. Tool or cut as soon as slab will support weight, and can be operated without disturbing the final finish which is normally within 2 hours after final finish at each control ioint location or 150 psi to 800 psi. Tool or softcuts should be a minimum of ¾-inch but should not exceed I-inch deep maximum. In case nf •nflrnt inink anti..fflvf'\I •lcitl nlate• shoultl he used and renla.ced with each blade to ----.,J. , ... .. avoid spalling and raveling. Avoid wheeled equipment across cuts for at least 24 hours. Joints shall intersect free-edges at a 90° angle and shall extend straight for a minimum of 11/2 teet from the edge. The mllllmum angle between any two mtersecnngjomts shaii be 80°. Ali,m ioints of adjacent panels. Also, align joints in attached curbs with joints in slab panels. Provide adequate curing using approved methods ( curing compound maximum coverage rate= 200 sq. ft.I gal.). 4. ::.uUgiaUt; ~u1h, ~i1ouiu t,e te5tcJ. fur p1v~11n.v~-,tU£-c c&uii ci~cific<l ~omp~tiou k-...~li> a.n.J approved by the project geotechnical consultant prior to the placement of concrete. r i1nr1ito.d r~+-hni.Pa:J TnvllM+i«afi.An. P.-.nnn.ir1lt-ll NAVil' A tt!UOhM Ann --~-------· ... -----· --. -~-e,----, --... r----. ·-.. ---------•---Mav '17 '111'1'l -•-•'•J -·,---- Eisner Residence, 1821 Guevara Road, Carlsbad, California Page24 E. PCC Driveway Pavement Section Residential PCC driveway pavement section supported on very low expansive subgrade soils should be a minimum 5.5 inches in thickness, reinforced with #3 reinforcing bars at 15 inches on centers each way placed at mid-height in the slab. Remedial subgrade soil . ~ -~ ~ ~ . ~ ,. . .... ......... ~ . . ~ . . ,._,-•-•••~•"~•'•• .•h,·,,, .•! ~,•. "'' ••--;n<,<_.~r. ..-.~~ ••_,.,._,, •• _, ... , •• , t ,-h~, "--'<>'•·ss, ,,,---s,-, ...-.,.rs,"1ran,.-,-,.,,_~.._..,.,.,_T•-·,•-.;•,,n;-,. "-~•• p1'-"pc:ua.uvu 01.lQl.l Q.l.)V u .... l.""'t,I.U-1'-'U l.Vl J:'lVJ"""'" l --""'"""'"" ... J "',u,w }'I.U.Q..J.U.6, .u.aay.1.v .,...,l.l.lV.I.U.:t t'""l. the requirements of this report. Subgrade soils beneath the PCC pavings should also be further moisture reconditioned and recompacted to minimum 90% compaction levels at the time of fine grading and before placing the slab reinforcement. tying the slab panels. In construction practices where the reinforcements are discontinued or cut 3l me constn1crion joims, slab paneis shouiu be tieu wgeiher wim minimum i B-inch long (9 inches on either side of the joint) similar size dowels, placed at the same spacing as the slab reinforcement. Provide "tool joint" or "softcut" contraction/control joints spaced IO feet on center (not to -~----·.l t J: i:-_ ..... ---!----\ --...L -~-·-'T'L-1----..I!.---.:---.& -..... ___ ...._1 -\...-.11 --4 ................ ..1 '-'A"-''-'....U l,J J.VVI. JJ.lQ.A.JUJ.UJ.U/ "-'"'-'U 'l''IQ.J• .1.U"-' -~o-••UJ.UV.&a,.>.IVU. V.1. ..... .a:, ,P ..... J. .... .a •~U,.LUJ. •&VI...,,._......,..,._. 125% of the smaller dimension. Tool or cut as soon as the slab will support the weight and can be operated without disturbing the final finish which is normally within 2 hours after final finish at each control joint location or 150 psi to 800 psi. Tool or softcuts should be a minimutn of I-inch in depth but should not exceed 1 ¼-inches deep maximum. In case of ~n-Al'ut -in.-int<i QntLrQu;a.l r.-1..-i,t nl!:l.tPQ d,n.nld hP n'1.P.rl 9Jnti T'Pnlarl"il Ul'1th .Pjll'"h hl::1'1P to avoiA -------·J------,---·-· --·,~· ----·-1········--·-··-··--------,-----.,,_ --' •• ,---------•• --· spalling and ravelings. Avoid wheeled equipment across cuts for at least 24 hours. Joints shall intersect free edges at a 90° angle and shall extend straight for a minimum of 1 ½ teet tram the edge. The mmunum angle between any two intersectmg Jomts shall be 80". Align joints of adjacent panels. Also. alil?n joints in attached curbs with joints in slab panels. Provide adequate curing using approved method ( curing compound maximum coverage rate = 200 sq. ft./gal.) r. Generai Recummentiatlun:. I. The minimum foundation design and steel reinforcement provided herein are based on soil characteristics and are not intended to be in lieu of reinforcement necessary for structural consideration. Limiterl Geotecimicai investigation, i'roposerl New Anacnerl ADiJ Eisner Residence, 1821 Guevara Road, Carlsbad, California iviay i.7, i.il.13 Page25 2. Adequate staking and grading control are critical factors in properly completing the ..-~---AM -~rtt..,,1 °'".-1 c--if.411 nT0..-11."o: .n.~ti.n."'c.! 11.-oA"tna ~"._.,.1 o~ o:-♦-,1,,.;fln .c,h,!"r,11lA .. __ ._. ........ _ .... ___ •---·----·--·~-r:r--·c ~.r-·-··--··~· -·--···o __ .._ ........... -·---·-o ................. .... be provided by the project grading contractor or surveyor/civil engineer, and is beyond the geotechnical engineering services. Staking should apply the required setbacks shown on the approved plans and confonn to setback requirements established bythe governing agencies and applicable codes for ofl~site private and public properties and property lines, utility easements, right-of-ways,. nearby structures and improvements, leach fields and septic systems, and graded embankments. Inadequate staking and/or lack of grading control may result in illegal encroachments or unnecessary additional grading which will increase construction costs. 3. Expansive clayey soils shall not be used for backfilling of any retaining structure. All retaining walls should be provided with a 1: I wedge of sandy granular, compacted backfill measured from the base of the wall footing to the finished surface and a well- constructed back drain system as shown on the attached Typical Retaining Wall Back ..... . ...... .. ... .... .. . . . . . . . . ... .. . . . . . . .u-rw.nu.g~, 1·1.gur~ .i.J. riu .. nu.ng .:.~gc 1.re{;:;. ~n.i.il~ s1tc.re~.n.1..rag ;,v~.1s :;nUu.i.ti o" uvv.H.lW. 4. Installing root barriers should be considered, where appropriate and as applicable. A typical Root Barrier Illustration detail is attached with this report as Figure 14. c: }Jl nnd~rground l1tHity rind pl-:_1rrbin;; TT"r-;1:-:hr-s sh.01:k~ h-~ mrc-hank.aHy compGct:::d tc a minimum of90% of the maximum dry density of the soil unless otherwise required or specifierl. Care simulci be taken not to crush ilie uliii,ies or pipes during ilie compaction of the soil. Trench backfill materials and compaction levels (minimum 95% compaction) beneath pavements within the public right-of-way shall confonn to the requirements of 9oveming agendes -t:. D..:-..: .... t. -~-..1 ''"..__c__ .... ..: _____ ,a,:_ .. ...._1~~ _,;1:..,....__4 .,.. ,1,\.." i....~~..:1....1..:--.4"--.-..1-4!' .... --.,.1-..,.nl.l: 1..-v. .L ,.,lU,1,)1.J &V'-».1.U. .,,,u . .a.~-.., 11.&..u.uv1,,U."-lVIJ 14U.J~•u, '-V 1,.u.v .., ............ U . .LE, .LVI.L.U,U.~UVl.,l<J ,;:,.uv1,uu V'-' sloped away from the building at a minimum 5% for a minimum horizontal distance of IO feet measured perpendicular to face of the building wall (CBC 1804.4). In the event physical obstructions or property lines prohibit IO feet ofhorizontal distance. a 5% slope shall be provided with an alternative method for diverting water away from the fonndRtlnnc::_ Fnr thict rot1"1'V\c:r h11ilrl1no ffi"1"tn1P.t.Pr N'\nN'PtP cnw~l.Pc::. { c::_i_A.p,u,~llrc::.) u.ri.th fl.rm, ------··--·-------.. ·-------r--r---,--------QA:--------.-------.. --,-------·-.. --✓• -------. inverts at the center of swale or a minimum of 2.5 feet away from the building wall, whichever is more, sloped at minimum 2% may be used. Concrete surfaces (sidewalks) within 10 feet of the building foundations shall also be sloped at minimum 2% away trom the bmldmg. Eisner Residence, 1821 Guevara Road, Carlsbad, California Page26 /. Care should betaken duringtne construcnon, improvements, and fme gradmg phases not to disrupt the designed drainage patterns. Roof lines of the buildings should be provided with roof gutters. Roof water should be collected and directed away from the buildings and structures to a suitable location. Area drains should be installed. <>. fiubl pia.n.s :,huuld refi~ct prd.i.rninac1 fi./4.vililli\in&tiviia giv.,;:.n iu frtl~ n;pvrt. ... .1.uw construction plans should also be reviewed by the project geotechnical consultant for conformance with the requirements of the geotechnical investigation report outlined herein. n t,, 1~ f,-,,,,-,.~-:,f;,-"' h·~·,,-,c-h.-,;:._ d:,-,·i;~,-1 h,--,,1·,(:,..,;-;_.,,..,,~ h3/ ·fl1? p<,.,jr,-t gr,-,f;:e,-~;;1c::1 .-.-.~:::-,11t-.,,t tr-, ensure adequate footing embedment and confirm competent bearing soils. Foundation and siab reinforcements shouid aiso be inspected and approved by the project geotechnical consultant. ~ (L ThP qn,m111t nf i.?J-t.-i..,l,gg"'" a,-,(i rPbt,=.;I M'"<;l(•lt•c;: th~t nrrnr in thp <'Ofl<"1"pfP c.:l?b-o~-~-r.uj~<i, flatwork and driveways depend on many factors, the most important of which is the _______ ..... .c ___ .. _. ~ _ .. 1. _______ ,._..,_ ____ :__ ~ _ --'"-___ --.C•"'---•-t.. ---~-r _______ ,. :_ "'-1 __ _ 41.UVWU. Vl wa1.i;,:;1 lU uu., '-'VU'-'11,;,U., lUlA, 111,., }"u.t.PUO\,, VJ. UJ.\,, i>UIU J.1,.,llJ..lVl~J.\.tl.J.P. ... ., "'A.\.t'4' normal concrete shrinkage cracks closed tightly. The amount of concrete shrinkage can be minimized by reducing the amount of water in the mix. To keep shrinkage to a minimum the followin)Z should be considered: * Use the largest maximum size of aggregate that is practical. For example, concrete made with %-inch maximum size aggregate usually require about 40-lbs. more (nearly 5-gal.) water per cubic yard than concrete with 1-mch aggregate. * Cure the concrete as long as practical. The amount of slab reinforcement provided for conventional slab-on-grade construction considers that good quaiity concreterna1eriais, proportioning, craiisman~hip, w1u coni.roi tests where appropriate and applicable are provided. 11. A preconstruction meeting between representatives of this office, the property owner or planner, city inspector as well as the grading contractor/builder is recommended in order .. . . . . . . ·• . ' .. . ... . .. .. ' tv Ui;:i\,,Ui)i:i gra.Ging ana WiiStru..;uvn \.i{;UlllS ill>WC.lUt~ VVlill SltC U"V~Wpili~Ht. Lim1tea Geotecilmcai investigation, rropose<i New Anacne<i ADD Eisner Residence, 1821 Guevara Road, Carlsbad, California XIII. GEOTECHNICAL ENGINEER OF RECORD <GER} iviay l. 7, l.iil.J Page 27 61116 Geotecbnical Solutions, Inc. is the geotechnical engineer of record (GER) for providing a specific scope of work or professional service under a contractual agreement unless it is tenninated or canceled by either the client or our firm. In the event a new geotechnical consultant or soils engineering firm is hired to provide added engineering services, professional consultations, ""'""""""" nh""1'Vatinns and cnmnactinn tr.sting .~K~CTeotechnical Solntinns. Inc. will no lon<>er ..., ..... .. ...,, , - be the geotechnical engineer of the record. Project transfer should be completed in accordance with the California Geotecbnical Engineering Association (CGEA) Recommended Practice for Transfer of Jobs Between Consultants. The new geotechnical consultant or soils engineering finn should review all previous geotechnical documents, conduct an independent study, and provide appropriate confinnations, revisions or design modifications to his own satisfaction. The new geotecbnical consultant or soils engineering firm should also notify in writing 6616 Geotechnical Solutions, Inc. and submit proper notification to 1h1; City uf Carlsbad for th~ a.S:;urr1ption uf fcs_punsibility ill 1:1~1,h.-.-,i..ii,; with the applicable wdw and standards. XIII. LIMITATIONS from the review of pertinent reports and plans, limited subsurface explorations well as our expenence w1t11 tile s01is and formationai materiais located in the generai area. Tne materiais encountered on the project site and utilized in our laboratory testing are believed representative of the total area; however, earth materials may vary in characteristics between excavations. Ofnecessity, we must assume a certain degree of continuity between exploratory excavations and/or • i '1',"_ .. ,_, _ . d .. C', , ~l._,, ,t1 -1·•---•·--a.:,~---.--1--~-!-.,.,_ .. ,~.1•·•·--•·•••·•·-.l-"-:---lJ.i1LWdJ. CAJJU;.')WU>. 1L l;.') .u~;:,cuy, Ul~lC.l.Ul 1;,, U10.L l1U uu;:,1,;,1 vauvu.:,, '-'VJ.1',.U.J.,::u.v.u;:,, QUU •~.A,VJ.UlJ.11,;,UUQ.LlVUO:, be verified during the site excavations and construction operations. In the event discrepancies are noted, we should be contacted immediately so that an observation can be made and additional rtx',ommendations issued if reouired. prepared. It is the responsibility of the owner/developer to ensure that these recommendations are carried out in the field. Lllllltea Geotecimicai investiganon, i'roposed New Anacned ADD Eisner Resldenc~ 1821 Guevara Road, Carlsbad, California May i. 7, i.il.B Page28 It is almost impossible to predict with certainty the future performance of a property. The future l,.....,I,.,.,.,.;,...._. ,.,..,f' ♦lu,. M+o ;,:, ,.1-"n. ,l__..,-,t-+ n.,... n.-n--..,......-..~,c_. n.~""""M1-"tohlP-tl~"ahl.-('.Ou,...\.. "ll.l!I .p,:a,..thnn.,,l.,,..,,:,, ............................... ....,._ ....... -..... _...., .... --.... -.... --... ~ ................................. .., ........ .t' .. --....... -..... -• -.. -............. , .............. -~ ---·~--.. ---, rainfall, and on-site drainage patterns. The firm of 6.616 Geotechnical Solutions, Inc., shall not be held responsible for changes to the physical conditions of the property such as addition of fill soils or changing drainage patterns which or.c~nr without our oh~rvation or control This report should be considered valid for a period of one year and is subject to review by our firm following that time. If significant modifications are made to your tentative construction plan, especiaiiy with respect to finish pad eievations and room adciiuon tinai iayout, this repon must be presented to us for review and possible revision. This report is issued with the understanding that the owner or his representative is responsible for ensuring that the information and recommendations are provided to the project architect/structural the project general contractor and subcontractors carry out such recommendations during construction. The project geotechnical engineer should be provided the opportunity for a general review of the ;-, ,,~,;,..-.,_,-,,f f;' ;; ;--;1 .~.-d m;_1,-t.,,_, ·,"-1r,,·,n;,...,,;+ :.;;;~ f,-,,~::-;.--l;:;H .-,;; ~1 ~n ~ ~T'l.~ C:'71r ---~~<-."';tL,;;;;-_ 'i ii ,1,..-t,, +,-, r.;~~,,,-+"h :-;t fl,,-r·.1 ----........ -. ----0"---• -· -r .. ---------·--··--··-·-r ··••··-•••• --:r -• ------·---------• --· ·------· -···-· ••• • recommendations provided in this report are properly interpreted and implemented. If the project geotechnicai engineer is not provicied the opponunity of making these reviews, he can assume no responsibility for misinterpretation of his recommendations. The property nv:rne!"ft;:;) ~h0u1d he ~11:1are 0f tl,!"' pntent1.a1 developn,ent (\f ".':r.acks 1n al) Cl)ncr~e surfaces such as floor slabs and exterior stucco associated with normal concrete shrinkage during .1. _ ..... '. .............. -"T".1.---L'--_£_-··-· .l~----.l -L:-.A--~----•'------..t.!....!--_,c ______ ....4_ --.l ._, __ .._1.._ __ W\:. !.,Will!; ,1JJ.V1.A,;,~. J.J.l~I., J.~at.W\.h> U'-'}''-'UU \,,lUVU:J upvu 1.-U\.I 11,;VJ..I.U.ll;.LVll VJ. '-'VU'-'lVI.-V Q.UU. Y\lvGU.J.1-,-1 conditions at the time of construction and mostly do not reflect detrimental ground movement. Hairline stucco cracks will often develop at windows/door comers, and floor surface cracks up to 1/e-inch wide in 20 lineal feet may develop as a result of normal concrete shrinkage ( according to the American Concrete Institute). §616 Geotechnical Solutions, Inc., warrants that this report has been prepared within the limits prescribed by our client with the usual thoroughness and competence of the engineering profession. No other warranty or representation, either expressed or implied, is included or intended. Limited Geotechnical Investigation, Proposed New Attached ADU Eisner Residence, 1821 Guevara Road, Carlsbad, Californla May27,2023 Page29 Once again, should any questions arise concerning this report, please do not hesitate to contact this office. Reference to our Project No. Gl-23-04-130 will help to expedite our response to your inquiries. We appreciate this opportunity to be of service to you. 61'16 Geotechnical Solutions, Inc. ~~p ~~g~;J ~ M hdi S. Shariat, GE #2885 Pnncipal Geotechnical Engineer :5/4 1~1--~Y~A-/ Steven J. Melzer, C ~2 Z Project Engineering Geologist Project Geologist Distribution: Addressee (3, email) l'IAt. G J_.,Y~ ,:: No. 2382 <" <J) ff °' CERTIFIED :ll ~ * ENGINEERING * GEOLOGIST QNALG KEVIN Q. MCFARLAND '-I 10087 6M6 GEOTECHNICAL SOLUTIONS, INC. ;Rr:FERENCES A_n_mrn! Roolr of A STM St,.nnArtk. S.-.ction 4 -C:onstn,ction. Volume, 04 OR· Soil Ann R oc,lr (D; D420 -D5876, 2022. -Annual Book of ASTM Standards, Section 4 -Construction, Volume 04.09: Soil and Rock (II); D5877 -Latest, 2022. Highway Design Manual, Caltrans. Fifth Edition. -Corrosion Guidelines, Caltrans, Version 1.0, September 2003. California Building Code (CBC), California Code of Regulations Title 24, Part 2, Volumes I & .l, 2022, international Code Council. "The Green Book" Standard Specifications For Public Works Construction, Public Works Standards, Inc., BNi Building News, 2015 Edition. -t..:aliiOr-J.Ua Gwlogi."4i ~u.rv~y, 20G6 t"R"'v;s~J, GuiJdili~:, fu1 Seismic Hazards in California, Special Publication 117 A, I 08p. -. . . t.v·ruua.Ung a.ilU .i.Vlihgat.111g -California Department of Conservation, Division of Mines and Geology (California Geological Survey), 1986 (revised), Guidelines for Preparing Engineering Geology Reports: Cahfornia Department or conservation, u1V1s10n of iviines and Geoiogy l camorma Geological Survey), 1986 (revised), Guidelines to Geologic and Seismic Reports: DMG Note 42. -EQFAULT, Ver. 3.00, 1997, Deterministic Estimation of Peak Acceleration from Digitized r-... 1 ..... ,,.,... ________ .. ____ n .. -,-~-----· 'T' T"\1-t .. _,... ________ .._ ___ ~----~-----.l c,_.o,_ ___ _ J.'Q.Wl..::», \,..,Ul.U}/UU;;,1 J. .1uguu.u, .1. • .l.JlQA.\,, vuu1pUL\,,l t,,,>\,,.l'l'.l""-'.l C.U..lU l,,,)VU.VHU,'-,,. EQSEARCH, Ver 3.00, 1997, Estimation of Peak Acceleration from California Earthquake Catalo!!S-Computer Program. T. Blake Computer Services and Software. County, California, Plate(s) I and 2, Open File-Report 96-02, California Division of Mines and Geology, I :24,000. "Proceeding of The NCEER Workshop on Evaluation of Liquetaction Resistance Soils," Edited by T. Leslie Youd and Izzat M. Idriss. Technical Report NCEER-97-0022. Dated December 31, 1997. -"Recommended Procedures For Implementation ofDMG Special Publication 117 Guidelines i'or Analyzing anci Mingation Liquefaction in California," Souiliem California Eanhquake Center; USC, March 1999. RRll'll'.Rll':NC'Jl'.S l.-nnfinnHl\ "Soil Mechanics," Naval Facilities Engineering Command, DM 7.01. "Foundations & Earth Structures," Naval Facilities Engineering Command, DM 7.02. "Introduction to Geotechnical Engineering, Robert D. Holtz, William D. Kovacs . ···J..i1LfU\JUCiUi_y ~U1.i. ivieciJ.all.i~S anJ 1'Ut.iflU4t1Vhii. Sowers, Fourth Edition. . -. . .. \Je.\iU~~iUu\,,al Ln.gil1cenng, "Foundation Analysis and Design," Joseph E. Bowels. Jenrungs, C. W ., IYY4, Fauit Activity Map of (;aiifomia and Adjacent Areas, (;aiifomia Division of Mines and Geology, Geologic Data Map Series, No. 6. Ke1;nedy, ~-1.P.~ ~977: Recency and Chan~cter 0fF?.1~Hing Alrmg the Fh~in0re F~u1t 7rme ~!! Southern Riverside County, California, Special Report 131, California Division of Mines and Kennedy, M.P. and Peterson, G.L., 1975, Geology of the San Diego Metropolitan Area, California: California Division of Mines and Geology Bulletin 200. 56p. Quadrangle, California, I: I 00,000 Scale. Kennedy, M.P ., Tan, S.S., Chapman, R.H., and Chase, G.W., 1975, Character and Recency of Faulting, San Diego Metropolitan Areas, California: Special Report 123, 33p. "An Engineering Manual For Slope Stability Studies," J.M. Duncan, A.L. Buchignani and Marius De Wet, Virginia Polytechnic Institute and State University, March 1987. "Procedure To Evaiuate Eannquake-induced Settlements in Dry Sandy Soils;· Daniel Prndei, ASCE Journal OfGeotechnical & Geoenvironmental Engineering, Volume 124, #4, 1998. "Minimum Design Loads For Buildings and Other Structures," ASCE 7-22, American Society of Civil Engineers (ASCE). "Seismic Constraints on The Architecture of The Newport-Ingelwood/Rose Canyon Fault: Implications For The Length And Magnitude of Future Earthquakes," Sahakian, V ., Bormann, J., Driscoll, N., Harding, A. Kent, G. Wesnousky, S. (2017), AGU. doi:10.1002/2016 JB 013467. ' z ' i-'-- 0 .... ID ID ID .... M l'l \ \-·· \~-'--\ 0 CARLSBAD' C. 'C ~ 0 \ TOPO! map printed on 05/01/23 from •sanDiego.tpo• and "Untltled.tpg• 117.35000° w 117.33333° w \ 117.35000° w 117.33333° w 'l:=:=========~=========1MU 9 I I I 111"° f[[f , I I I I .. Pi I I I I t°°°"' 1'1J11td from TO?O' C 1999 \\-~dflO\\·er Production, ("""''.toPO.<=l WGS84 117.31667° W WGS84 117.31667° W GEOTECHNICAL MAP 1821 GUEVARA ROAD, CARLSBAD SCALE: I" = 20' O' 20' )N Lege71!!_ CJ Proposed ADU Addition Location " Geologic Cross Section -Approximate Location of Test Pit Qs Topsoil / Disturbed Natural Ground Qvop Very Old Paralic Deposits Approx. Ground Elev. • (MSL) Based on Available Aerial Photos SMS GEOTECHNICAL SOLUTIONS INC 593 J Sea Lion Place. Suite I 09 Carlsbad, CA 92010 I , , I ,;,1,:1, ' _I ' I I. / 1_ I'-' " L-:5071r'"r,,500Q' '- Approx. Edge of A[ / ..:=FROM Jmsfu,g Corn,. Ori_, A, 7%. / 1,) ;1~3 '11' / ,I; • ., 0 11 I J .... '7r GUEVARA RO ----- Existing ~ ~ u Cone. Slab .,. .. ""' .,,..,. EA.IEMENT l'ROM ,. ~ •.ii.,, ., <::) tJ , ;::: rv 0) ""'""" 9) ------<v ~-:.~. ~ ---...., :: t:l ~ ,.._ ,.._ I ....... ....... ---,, ' -· •5 ~a • EMEMEHT FRCi,I HIE-S' -----------..J Project Number: GI-23-1)4-130 Figure Number: 2 UNIFIED SOIL CLASSIFICATION SYSTEM (USCS) Criteria for Assigning Group Symbols and Group Names Using Laboratory Tests_. Soil Classfflcatlon Group Group Name S mbol -Ql101rm!J C11i?4andlSCcs3' More than 50" of coarse Less than s" fines< Not meeting above gradation for GW ""lrH: G~ln1,g i2il! fraction retained on #4 -~lsm!t!Flng Fines cJasslfy as ML or MH GW Wett.-graded gravtl' GP Poorly pded 1ravelF GM More than S°"-sieve More than 12" fln~ Fines classify as CL or CH Sltty gravel'AI' GC Clayey gravel'·'"'H retained on #200 Clean Sands Cw~6and1sCcs3r sieve• ~ Less than s" flnes0 Not meet1n1 above gradation for SW 50% or more of co,rse Sands with Roes Flnes ctasslfy as ML or MH SW Well-graded sand' SP Poorly graded sand' SM fraction passes #4 sieve More Uran 12" flnes0 Fines dassify as CL or CH Silty sanda.11,.1 SC Clayey sanct-,11,t Inorganic Pl> 7 and plots on or above "A" ltne' l!ttll!!!tQm Pl< 4 and plots below •A" llne' Cl Leandaf::111 ML Slit"-" Fine Grained Sglls liquid limlt less than SO oraanlc Liquid Limit -oven dried Liquid Limit-not dried SO% or more passes Pl plots on or above "A" line the #200 sieve• Sllb•!!d'-11~ Inorganic Pl plots below "A" line <0.75 Cl Orenlc datl..M.I< Orpnlc slJt.,l.M.O CH Fatdaf:l411 MH Liquid limit SO or more organic Uquld Urnlt-oven dried Liquid Limit-not dried <0.75 OH ~nlc dat!JaV HIRhly organic soils Primarlly organic matter, dark in color, and orpnlc odor Orpn!c.slfll',L,M,0 PT Peat • For solls having 5 to 12 % passing the No. 200 sieve, use a dual symbol such as GW•GC. A Based on the material passing the 3 in. (75 mm) sieve, 1 If field sample contained cobbles or boulders, or both, add "with cobbles or boulders, or both" to 1roup name. c Gravels with 5% to 12" fines require dual symbols: GW-GM well-graded gravel with silt, GW-GC well-graded gravel with day, GP-GM poorly 1raded gravel with silt, GP-GC poorly graded gravel with day. 0 Sands with 5" to 12% fines require dual symbols: SW-SM well-graded sand with silt, SW-SC well-graded sand with day, SP-SM poorly graded sand with slit, SP-SC poorly graded sand. For cluslficatlons of fine-grained soils and fine-grained fraction of coarse- grained soils. Equation of "A" line. Horizontal at Pl=4 to LL=25.5, then Pl=O. 73 (LL-20). Equation of "U" line. Vertical at LL=l6 to P1=7, then Pl = 0.9 (LL-8) 60 so 10 7 4 0 F If soil contains i!.15% sand, add Nwith sandN to group name. • If fines classify as CL-ML, use dual symbol GC-GM, or SC-SM tt If fines are organic, add "with organic fines" to group name. If son contains 2:15" gravel, add "with gravet" to group name. If Atterberg limits plot in shaded area, soil is a Cl•ML. silty clay. I( tf soil contains 15" to 29% plus No. 200, add "with sand" or "wfth gravel" whichever is L If soil contains ~30% plus No. 200 predominantly sand, add "sand'(' to group name. M If soil contains ~30% plus No. 200 predominantly gravel, add "gravelly" to group name. N Pl ~4 and plots on or above .. A" line. 0 Pl <4 or plots below "A" line. ' Pl plots on or above "A" line. a Pl plots below "A" line L H 0 10 16 20 30 40 50 60 70 80 100 Liquid limit (LL) ~1i~0SS Geotechnical Solutions, Inc. KEY TO BORING / TEST PIT LOGS DRILLING & SAMPLING SYMBOLS: 8! Split Spoon -1-3/8" LD., 2" 0.0., Unless otherwise noted HS: Hollow Stem Auger □ Chunk Sample ST: Thin-Walled Tube-2" 0.D., Unless otherwise noted PA: Power Auger V Sandcone Density Test llJ Ring Sampler -2.375"' 1.0., 2.5" 0.0., Unless otherwise noted HA: Hand Auger OB: Diamond Bit Coring-4", N, B RB: Rocle Bit ■ Bulk Sample or Auger Sample WB: Wash Boring or Mud Rotary The number of blows required to advance a standard 2-lnch 0.0. split-spoon sample (SS) the last 12 inches of the total 18-lnch penetration with a 14Q.-pound hammer falling 30 inches is considered the "Standard Penetration" or "N-value". For 2.5'' 0.0. ring samplers (RS) the penetration value is reported as the number of blows required to advance the sampler 12 Inches using a 140-pound hammer falling 30 inches, reported as "blows per foot" and Is not considered equivalent to the "Standard Penetration" or "N-value". WATER LEVEL MEASUREMENT SYMBOLS WL: WCI; OCI: AB: Water Level Wet Cave In Dry Cave in After Boring WS; WO: BCR: ACR: While Sampling While Drlillng Before Casing Removal After Casing Removal N/E; Not Encountered Water levels indicated on the boring logs are the levels measured In the borings at the times indicated. Groundwater levels at other times and other locations aaoss the site could vary. In pervious soils, the indicated levels may reflect the location of groundwater. In low permeability soils, the accurate determination of groundwater levels may not be possible with only short•term observation. DESCRIPTIVE SOIL a.ASSiFICATION: Soll classification Is based on the unified classification system. Coarse Grained Solis have more than 50% of their dry weight retained on a #200 sieve; their principal descrlpton are: boulders, cobbles, gravel or sand. Rne Grained Solis have less than 50% of their dry weight retained on a #200 sieve; they are principally described as days if they are plastic, and silts if they are slightfy plastic or non-plastic. Major constituents may be added as modifiers and minor constituents may be added according to relative proportions based on grain size. In addition to gradation, coarse+grained soils are defined on the basis of their in-place relative density and flne--gralned soils on the basis of their consistency. CONS,STENcy Of flNE-GRAlNED sons ung,nflned Standard eqmpressive PenetrtJlpn or N- SJrenlth. Qg. psf yaluo 1551 Bk>ws/Ft. <500 <2 500-1000 2-3 1001-2000 2001-4000 4001-8000 8000+ 4-6 7-12 13-26 26 + Cqmlstenq Very Soft Soft Medium Stiff Stiff Very Stiff Hard RELATIVE PROPORTION OF SANO AND GRAVEL BEIAJM DENSITY OF COARSE-GRAINED SOILS Stand■rd Penetration or N- nlue ISSl llows/Ft. 0-3 4-9 10-29 30-49 SO+ Rina Sampler !RSI Blows/ft. 0-6 7-18 19-58 59-98 99+ GRAIN SIZE T£RMINQLQGY Relllllve Qenslty Ve,y L005e l.oo5e Medium Dense Dense Very Den.se PeJqiptlu Iccrnfsl of othcc consthuents Trace Percent of Dry Weight < 15 Major Component of Sample Boulders Particle Size Over 12 in. (300 mm) With 15-29 Modifiers > 30 RELATIVE PROPORTION OF FINES Dcsalptlve Icnnls) of other constituents Percent of Dry Weicht Trace With Modifiers < 15 15-12 > 12 Cobbles Gravel Sand Slit or Oay J.mn Non•plastic Low Medium Hi1h 12 in. to 3 in. (300 mm to 75 mm) 3 In. to #4 sieve (75 mm to 4. 75 mm) #4 Sleveto#200Sieve (4.75 mm to 0.075 mm) Passing #200 Sieve (0.075 mm) PLASTICITY QISCRIPTION Plfstldty Index 0 1-10 11-30 30+ ~~"'/4''" G t h • I S I • I ,.,L<, uc') eo ec nica o ut1ons, nc. SMS Geotechnical Solutions, Inc. Test Pit: TP-1 PROJECT: Proposed New ADU CLIENf: _.J"'u,,,stm,.· ,.,E"'l'"'sn,,e,_r _________ ~ I I PROJECT No.: GI-23-04-130 PROJECT LOCATION: 1821 Guevara Road, Carlsbad 11 I Date Excavate~: . .. 5/~~3 . . Logged By: K.M. I 11 ~quip~eu•~. H~u u~: H~U ~~g~cu. 11 R.l!WUCtu; 1~ ~i::tVUl . nu WJUWt1lta. !.; EPT ~8 11 lftl 1<J MATERIAL DESCRIPTION f ~ ARTIFICIAL FILL (Uaf): . . Silty sand. Off-white to cream color. Dry. Very loose. . . A+/;. 1,,H ... 'hQ.(" 'l 101,:,,.:t,,... "f" "nil "~.,,..r.1+-tn'" ~q'h'M,.. I~ ~#1 \sT~t""·'"·",· "','' ,, "" , .. ,,u, ... ,,.,u,". f i/4s~·:; TOPSOIL <Os): ~-·,i •• i!i,· • Siltv sand. Medium to dark brown color. Fine to I • t' 2 ➔,µ,:_~ medium-grained. Moist. Medium dense. ¥.t. ~: ~ A+ 1 f'"""'+ urfl:l.f01" ,inA OQ.U.1.Q.T 1inP(.' ">"-A -:i tlt"'Oitt.O:t'tP. ninP .n.n ~ ii"'_'._:·M'.) th~ ~~rth'sid;~;ith; tre~~h_-···---·----··-o• ,,.,,. -·· -~.-i0i·.·~; ST-2 It 3 ' -~~-·~-~---···~-~-~~-~,~ , I V ~Al VLU r~H .. , U~CV'3J.J. IVVUpJ; Sandstone. Medium to red-brown color. Silty. Fine to n1 I I I SMI[ B 110.0 I I 9 118.3 SP medium-1rrained. Moist. Weathered in uooer exoosures. Dense. Homogeneous. Becomes massive and in(';J"f'.asinulv df'.nse with denth. I ID 8 I 123.71 11 11 I BULK llo.AUPl J. ST-3 n ~ -. Bottom oftest pit at 4.5 feet. CHUNK nFN<rrv GROUND WATi:::'R J I I I I PlnilRF 'l 11 85 41 • 1 89 54 • I 93 60 11 I 11 SMS Geotechnical Solutions, Inc. Test Pit: TP-2 PROJECT: Proposed New ADU CLIENT: ..,J,..u..,sti,,_,n._E,,,,i.,,,sn..,,e"-r-----------1 11 PROJECT No.: GI-23-04-130 PROJECT LOCATION: 1821 Guevara Road. Carlsbad 11 I Date EICavate~: . ' 5/:3 ' . Logged By: K.M. I 11 i,;quipweau; uuna ""& UJ.<'a Jugc;cc:. 11 R.~wauiui:; N v4v.iu . Nu u 1Uwa~\.J.. " EPTH ~8 11 (ft) l'<;i 11 BULK ~UPIF n CHUNK nPNr..rrv MATERIAL DESCRIPTION -NUCLEAROAUGE r, GROUND ,, TFST V WA TF.R 7 SM 11 11 □ I 7 I 119.01 90 SP I I 8 121.6 92 ss • I 11 I GEOLOGIC MAP 1821 GUEVARA ROAD, CARLSBAD Geologic Units: B Very old paralic deposits, undivided (middle to early Pleistocene) Scale 1 :33,333 Exerpt From the Geologic Map of the Oceanside 30'x 60' Quadrangle, California Michael P. Kennedy and Siang S. Tan 2007. SMS GEOTECHNICAL SOLUTIONS, INC. 5931 Sea Lion Place, Suite l 09 Carlsbad, CA 920 I 0 Project Number: Gl-23-04-130 Figure Number: 5 GEOLOGIC CROSS SECTION A-A' Legend 1821 GUEVARA ROAD, CARLSBAD D Proposed Addition ' , ~ Existing Grade G ~ B SCALE: l" = 10' r-·---·---- O' 10' A 180 - --i. Geologic Contact Approximated A' Existing l ExiSting Proposed Addition Existing Cone. Grade Cone. Slab Driveway ,-----1------r c~===h-~--~~~-~-~-=--=~=;====------------= 170 -;,:-,:-:: :: :: :: : :: : : : : t = t----_ _ ___ -t -JL ______ -t-_______ _ -J - TP-2 Artificial TP-1 1i •1 (Q ) Fill (Uaf) ops01 s 160-Very Old Paralic Deposits (Qvop) Artificial Fill Topsoil Very Old Paralic Deposits bMS GEOTECRNICAL SOLUTIONS INC Sea Lion Place, Suite I 09 Carlsbad, CA 920 I 0 Project Nwnber: Gl-23-04-130 Figure Number: 6 REGIONAL FAULT MAP SAN DIEGO COUNTY REGION '·, .... ,, mdale --~ .. --"· --• ~- I ,, ,,_ \ ' ' • Holooel\OIOV~~l(~posl 11.700yeill>)"""°"' h,.,oric ,e....i. _____ ...... & Late ~emary huJI cfSfJllotnWnl ldurnU past 700,000 YN"5) ----·· ' O,...,.moty fut (age Uftdlfetenbled) P,e-Oolllemaryld lold<flllat l,8rniL<lnyett1)0tllUltwlflou1 teCDOnizod O..temwy .r_, AOOITION,._L f"ULT SVLIBOLS .--1,._ __ - ht and tietl °" Oownlhrowt'I tide (telatrle Of apparent] Ano,n •tono l&u"l tnc:icale ,e.laWt ot "9Plt,en1 dted>On 0, ialet'&I fflOYC.-.Cnl __,___ - /VrOw on leull l"ICkatea d«;tion of ct,p. r· ------~ I SMS GEOTECHNICAL SOLUTIONS INC I 5931 Sea Lion Place. Suite I 09 1_ Carlsbad, CA 92010 _ ..J! 1..-lexicali Map is reproduced from California Geological Survey, ''Fault Activity Map of California (201 0)". Project Number: GI-23-04-130 Figure Number: 7 SMS Geotechnlcal Solutions, Inc. 5931 Sea Lion place, Suite 109 Car-lsbad, CA 92010 Project Supervising Lab Tech Supervising Lab Manager ~ ;., .... 100 90 80 70 "" 60 C ·;;; V, ro 0. so -C (lJ u ~ 40 (lJ 0. 30 20 10 0 . 500 Cobbles 100 TP-1@2' 060 030 010 "' Location Depth Symbol TP-1 2' • Justin Eisner S.B. S.M.S. "' :. ~ ..... 00 .... Nri ;.. -..... ..... re .... rn l ' ; : . 50 10 Gravel Coarse l Fine 060 030 010 Sieve Analysis ASTM D 6913 • 04 Gl-23-04-130 1821 Guevara Road, Carlsbad Job# Address Date 5/10/2023 Tech Shawn Bahramian 0 0 0 0 8 8 st .... N rn st .... N # # # # # # # Ii ' i ·-, I; ! "··-.i : -L -; ' i ' ' \ \ \ ' ' \ \ \ \ i"'-i ~-+ ! i ' ' ' i i i i ! ; l ' . . 5 1 0.5 0.1 0.05 0.01 Grain Size (mm) Sand Coarse I Medium I Fine Silt or Clay 060 060 030 030 010 010 uses NAT,w% LL PL Pl Cu (060/010) Cc (D230/ 060*010) SM 8 I FIGURE Bl Notes: Typical Over-Excavation And Recompaction Detail Schematic, No-Scale 1'1NISMGRA02-- &EE NOTEd ---~ Ll>ECFDEN5E NATMMAT!llllAI. l!iJJLDNi l'QN)ATICN IIIDLDNI PAO ELlVATUlN _Ji I ' " 1-~ _ __,_""l'IDI: IECO'PACTEO Fil.I. l'Elt IOJl.5 19'011n. &EE Al.60 NOT!, ., 1. Minimum depth of over-excavation per soils report, but not len than 2' below the bottom of deepest footing(s) or depth of approved dense native ground, whichever greater. 2. New fills shaU be compacted to minimum 90% compaction level per ASTM D1SS7 at approximately 2% above the optimum moisture content, unless otherwise specified in the soils report or directed in the field. Notes: Typical Foundation Formwork Detail Schematic, No-Scale AFTElt &ET CLEAN TO IIIEl10\IE L.AITANCE I 901'1 E><CAvATtON l'UIT llE IC!PT Cl.UN MID PREE CF-0Ulll%5 2a f"UNCJNti, TT1". Jl'OAll>OIK IFICIFTCATlOII APPl.rcAl!LE CUT l!WX SPALL. TT1" 1. Foundation concrete sbaU be ponred directly against neat trench excavation exposing approved bearing soil strata. 2. Foundation trench waUs shaU be stable. Sloughing or distnrbed trench side walls shaU not be aUowed. 3. Foundation trenches shaU be observed and approved by the project geotechnical consultant to insnre clean excavation immediately prior to, and dnring placing of concrete. 4. Formwork ls not permitted below grade unless fully formed. S. Stakes are not permitted within the footing section. Project No: Gl-23-04-130 6.H6GEOTECHNICAL SOLUTIONS, INC. 593 I Sea Lion Place, Suite 109 Carlsbad, California 92010 Figure: 9 [N] ADU [E] Residence (N) 4"Thk. Slab W/ U bars @ 16" C.C. Both Ways 1-#4 Cont. "--~ f ·<""'<i'.,_:~··•.•.~;~~N·~.~¥~~'j'i.,ci:.iJi.~·~~:_~••:~ .. 3'Min. l Min. #4 DWls @ 16 .. CC Max. Drill 5/8" Hole Into (E) Ftg. Thoroughly Clean & Epoxy Grouty (typ.) .. -~:f.:=; • .:..£_· ±:i-:-<a.. 1+--IE) Ftg. r.~ • . .i: (N)15"Wby18"DFtg.W/Min.2-4T&B(AlsoSeeRpt.) 15~Min. Prep'd BTM Of Over-Ex. (typ) , I 1 Temp. Excav. Slope --r 1 (SeeRPT.) / Level Benches Project No: Gl-23-04-130 (TYPICAL NEWTO ADJACENT EXISTING FOUNDATION DETAIL) CONCEPTUAL & SCHEMATIC ONLY NO-SCALE SMS GEOTECHNICAL SOLUTIONS, INC. Figure: 10 NOTES: TYPICAL ISOLATION JOINT AND RE-ENTRANT CORNER REINFORCEMENT (o) RE-ENTRANT CORNER REINFORCEMENT NO. 3 BAAS PIAaD MIO-HEIGHT IN SlAll Schematic, No-Scale ISOIATION JOINTS CONTRACTION JOINTS (c) :f { b) Rf.ENTRANT CORNER CJIACJ( -. --',,...->,:---=-- I NOSCAJ.E I 1. Isolation joints around lhe columns should be either circular as shown In (a) or diamond shaped as ahov.Tl In (b). If no isolation joints are used around columns, or W the corners of the Isolation joints do not meal the-contraction joints, redial aacking as shown in (c) may occur (reference ACI). 2. In order to control cracking at the re-entrant comers(+/ -270 degree comers), Provide relnfoo:ement as shown in (c). 3. Re-entrant corner reinfon:ement shown herein is provided as a general guideline only and is subject to -ificalion and changes by the project architect and / or structural engi.-r based upon slab geometry, location, and other engineering and construction factors. Project No: Gl-23-04-130 6Jt6GEOTECHl'ilCAL SOLUTIOSS, INC. 5931 Sea Lion Place, Suite 109 Figure: 11 Typical Pipes Through or Trench Adjacent to Foundations Schematic, No-Scale LOCATE TRENCH SO ----, THAT FOOTlliGSAAE i:~,- SPREADFTO., CQHT.FTG.,Ofl GRAD!.~ 1'-6' Mlflt .... liACKFILl TRENCH FER G!:011:CHNiCJ.l. REPORT NOTES: 1. DO NOT Pl.ACE Sl.EEVES OR CONDUIT IN ISOlATED SPREAD FO<m«;s • RIM AROUIIO OR BS.OW THESE FOOTINGS. 2. SLEEVES ARE NOT TO PASS THROUGH COHT1HUOUS FOOTINGS 1L........_ • 2 >· NO EXCAVA~ION~ ___/' .._ '-- OR GRADE BEAMS UM.ESS SHOWN OTHERWISE· WHERE SLEEVES ARE PERMITTB>, SEE SEE SECTION aaow BELOW THIS LINE SLAl@IGAA!>E b Trench Adjacent to Foundation CONr. ~ ORGAADEBEm A PROWIE PIPE SLEEVE 11.D. 2' LARGER TlfAA\1'(!1£0.D.)WHSIEADJACOOTO CONC. • 1YPICAl Ltlln' 05TANCE BETW'Eel SLEEVES TO ND lEBS 1lw. lNIGE1l SLEEVE OUTSIDE DIAMETER OR r s· MDI'. ELEVATION A-A tmV.FOOma ORGRAOE&m ' \I • " • • . (! • ' '----EXTEND FOOTING MIN. A 9" MIN. Project No: Gl-23-()4-130 s• BELOW SLEEVE (TYP.) Pipes Through or Below Foundation §'Jf9'GEOTECHNICAL SOl.UTlONS, JNC. 5931 Sea Lion Place, Suite 109 Carlsbad, Califomin 92010 Figure: 12 'lfYJlllkBll &t@inijplg WsU Back ]1)1mi,Jm2~ Scllnematlc, No-Scale ltfTAINING WALl --- FILTER MATfl/Al, 31•' • If CRUSHED ROCKS (WAAl'P!D IN ma FAPIC OR CAL 'TIANS CLA55 2 PEIIMEAILE MAif~ALS (SEE SP!CJFJCATIONS) <,ROUND SIJAFACE MIN. 90ll COMPACTED Fili WAifRPWOFING (lYP) ----i= APPROVED FILTER FABRIC (MJIWI UON) 12' OVEIUAP, TYi'. --======::::F:':IN;,ISH GRADE s,!CIFICAT!ONS FOi CAL TRANS ClAS.I 2 PEJIMWL! MATERIAi (61-1.025) U.S. STANl)AAI) SIMSIZ! 1' l/4 318 No. 8 No. 30 Ne 50 Na. 200 100 10-100 G0-100 25·◄0 18-33 S-IS 0-7 0-3 SAND EQUNALENT > 75 6'MIN. CONCRfTE•LINED DRAINAGE DITCH 4' M PEAFOIATED PIPE MIN !SCH 40 OU0«:15) MIN. 1/2'11 FAI.L TO APnOVEO OUTLET (SEE REPORT) -NA.TUW CR GAAOEO SLOPE TfMl'OWY • RETAINING WALL -------_...., 1, 1 cur ston FJLTl:R M,t,'!EaW, 3/4' • 1; CIUSHfO 1tOC1C5 tNW"fO IN Fll'IBI fAIIIUC Ol CAl.'TRANS CLASS 2 l'flMfAllf MATEIW.S (SEE ll'fClflCAllONS) WAfWftOOFING (IYP) PRCPOSEOGlADE NOl'9LY COMPACTED (MIN. 90111 ~ICfllEO GIOUNO ..,_ ___ 11ENCH AND TIGHII.Yl(EYINl'OTrMPIJMftY IACKCUT A5 IAOCFIWNG P'tl0GmSf5 ---,-y-·--APPIIOIIEO flt TB fABIC IMIIWI I 40NI 12' CMIIAP, TVP. II, ... ~ "' ta. '-----4' NC l'BfOU.Tm M MIN. (SCH 40 Oft 501135) MIii. 1/2!:Hf,U TO APl'IOVl:0 OU'IUT l5fl CONSTRUCTION SPECIFICATIONS: ftflOllll _ 1. Provide granular, non-expansive backfill soil In 1 :1 gradient wedge behind wall. Compact backfill to minimum 90% or labOratory standard. 2. Backdrain should consist or 4" diameter PVC pipe (Schedule 40 or equivalent) wth pertoratlons down. Drain to suitableat minimum½%. Provide¾' -1-½' crushed rocks filter materials wrapped in fabric (Mirafi 140N or equlvelent). Delete filter fabric wrap if Caltrans Class 2 permeable material is used. Compact Class 2 permeable material to minimum 90% of laboratory standard. • 3. Seal back of wall with approved waterproofing in accordance with architect's specifications. 4 Provide positive drainage to disallow ponding of water above wall. Drainage to flow away from wall at minimum 2%. Provide concrete-lined drainage ditch for slope toe retaining walls. 5. Use 1-½ cubic feet per foot with granular backfill soil and 4 cubic feet per foot if eJtpansive backfill is used. Jl>roject No: Gl-23-04-130 -~.::E-O''."EC']~I1{1 CA:.., SO LVTI c;•JS, ~MC, ~t3 ~ ~;Yr ''. ,~c::-. Fh!·tf, ~Liff 1f.9 Cr·t---.,--r\ Cr':; t':ir 9){11·~ FJigl!rll: 13 1 SMS GEOTECHNICAL • 1 , SOLIJTIONS INC I ; ~--:~; ::: ... ,; .,.., p>c,,-. .., :;:,.,,,-. ,,.., 1_ _ Carlsbad, CA 920!0 ,.... J.~\-~ -····-··-···· ···-~ 1 -·1 I I ri-1----CD + \ ~) I 7 ·-..... PLAN SECTION I FClFNn· {i) TREF PLANTING P!'R PLANTING '-../ LEGEND ANO DETAILS ® ADJACENT HAROSCAPE EDGE /3) ROOT BARRIER AS REQUIRED. TOP • ' OF BARRIER SHALL BE 1" ABOVE FINISHED GRADE ANO SHALL NOT BEEN INSTALLED. © TOPSOIL ANO SUBGRAOE PER SPECIFICATIONS @ ADJACENT GROUNOCOVER OR SHRUB PLANTING ® MULCH NOTES 1. ROOT BARRIERS SHALL BE INSTALLED WHEN TREES ARE WITHIN 5' OF HAROSCAPE UNLESS SHOWN OTHERWISE, PROJECT LANDSCAPE ARCHITECT. ? 111/HFRF POIL<llRI F INSTAI I 10' EACH SIDE OF TRUNK MEASURED PARALLEL TO HAROSCAPE. 3. INSTALL PARALLEL TO WALKS & CURBS. POSSIBLE. 5. INSTALL PER MANUFACTURER'S RECOMMENDATIONS. ROOT BARRIER ILLUSTRATION Project Number: GI-23-04-130 Figure Numoer: J4 APPENDIX ASCE. ASCE 7 Hazards Report NlfJftNISOOEIY<XCM.OON!HIS Address: Standard: ASCE/SEI 7-22 No Address at This Location Risk Category: II Soil Class: Default https://asce7hazardtool.online/ Page 1 of 4 Latitude: 33.1744 Longitude: -117 .3387 Elevation: 174.43149353784437 ft (NAVO 88) L.ct<wuto \ Mon May 22 2023 ASCE. AME11'£A.'l SOClflY Of 0VI. 00.'llIRS Seismic Default Site Soll Class: Results: PGAM : 0.54 SMs 1.42 SM1 0.95 Sos 0.95 S01 0.63 Seismic Design Category: D 1 6 l Multl-Pertod MCER Spectrum 1 4 12 , 0 08 06 04 02 0 0 1 6 I I 1 4 1 2 , o I 08 0.6 f 04 02 0 0 2 • 4 6 8 Sa(9) VS T(s) Two-Period MCE R Spectrum 2 3 4 5 6 7 Sa(9) VS T(s) 8 MCER Vertical Response Spectrum Vertical ground motion data has not yet been made available by USGS. • 10 9 TL : Ss: S1 : V530 06 04 • 02 0 0 1 0 I 09 I • 0.8 • o 1 I • 06 05 04 03 02 0 1 0 0 .. 2 8 1.17 0.37 260 Multi-Period Design Spectrum • • 4 Sa(9) vs T(s) 6 8 Two-Period Design Spectrum 2 3 4 5 S8 (g) vs T(s) 6 7 8 Design Vertical Response Spectrum Vertical ground motion data has not yet been made available by USGS. https:/lasce7hazardtool.online/ Page2 of 4 Mon May 22 2023 10 9 ASCE. A¼RCAN SOClfTY 0, CIVl OIGINEOO Data Accessed: Mon May 22 2023 Date Source: USGS Seismic Design Maps based on ASCE/SEI 7-22 and ASCE/SEI 7-22 Table 1.5-2. Additional data for site-specific ground motion procedures In accordance with ASCE/SEI 7-22 Ch. 21 are available from USGS. https:1 / a see 7haz~rdtool .on line/ Page 3 of 4 Mon May 22 2023 ASCE. AMEft.CAN SOCIETY Cf Ch1. ENGINmlS The ASCE 7 Hazard Tool '5 provided for your convenience, for Informational purposes only, and is provided "as is• and without warranties of any kind. The location date Included herein has been obtelned from lnfonnation developed. produced, and malntelned by third party provldors; or has been extrapolated from maps Incorporated in the ASCE 7 stendard. While ASCE has mode every effort lo use date obtelned from reliable sources or me1hodologles, ASCE does not make any representations or warranties as to the accuracy, completeness, reliabiUty, currency, or quality of any data provided herein. Any thirct.J,arty links provided by this Tool should not be construed as an endorsement, affiliation, relationship, or sponsorship of such third-party content by or from ASCE. ASCE does not intend, nor shoukJ anyone lnterprel, the results provided by this Tool to replace the sound judgment of a competent professJonal, having knowledge and experience in the appropriate fiekl(s) of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the contents of this Tool or the ASCE 7 standard. In using this Toot, you expressty assume ah risks associated with your use. Under no circumstances shall ASCE or its officers, directors, employees, members, affiliates, or agents be liable to you or any other person for any direct, Indirect. special, incidental, or consequential damages arising from or related to your use of, or reliance on, the Tool or any information obtained therein. To the fullest extent pennitted by law, you agree lo release and hold harmless ASCE from any and aU Uabllity of any nab.Ire arising oot of or resulting from any use of data provided by the ASCE 7 Hazard Tool. Mtps://asce 7 hazardtool .on linej Page4of4 Mon May 22 2023 STORM WATER POLLUTION PREVENTION NOTES 1. ALL NECESSARY EQUIPMENT ANO MATERIALS SHALL BE AVAILABLE ON SITE TO FACILITAlI RAPID INSTALLATION OF EROSION AND SEDIMENT CONTROL BMPs 'i'ltlEN RAIN IS EMINENT. 2. lHE OWNER/CONTRACTOR SHALL RESTORE ALL EROSION CONTROL DEVICES TO WORKING ORDER TO THE SATISFACTION OF THE CITY INSPECTOR AFTER EACH RUN-OFF PRODUCING RAINFALL. 3. THE Ov.tJER/CONTRACTOR SHALL INSTALL ADD!TIONAL EROSION CONTROL MEASURES AS MAY BE REQUIRED BY THE C!TY INSPECTOR DUE TO INCOMPLETE GRADING OPERATIONS OR UNFORESEEN C!RCUMSTANCES WHICH MAY ARISE. 4, ALL REMOVABLE PROTECTIVC: DEV1CES SHALL BE IN PLACE AT THE END OF EACH WORKING DAY WHEN THE Fl\£ (5) DAY RAIN PROBABILITY FORECAST EXCEEDS FORTY PE CENT ( 40%). Sil T AND OTHER DEBRIS SHALL BE REMOVED AFTER EACH RAINFALL. 5. ALL GRAVEL BAGS SHALL CONTAJN 3/4 INCH MINIMUM AGGREGATE. 6. ADEQUATE EROSION AND SEDIMENT CONTROL AND PERIMETER PROTECTION BEST MANAGEMENT PRACTICE MEASURES MUST BE INSTALLED AND t.1AINTAINEO. 7. TH£ Cl1Y INSPECTOR SHALL HAVE THE AUTHORl1Y TO ALTER TH!S PLAN DURING OR BEFORE CONSTRUCTION AS NEEDED TO ENSURE COMPUANCE 'MTH CITY STORM WATER QUALITY REGULATIONS. OWNER'S CERTIFICATE: ! UNDERSTAND ANO ACKNO'Nl.EDGE THAT I MUST: {1) IMPtrMENT B£ST MANAGEMENT PRACTICES {BMPS) DURING CONSTRUCTION ACllvlTIES TO THE MAXIMUM EXrrNT PRAC'TICABLE TO AVOID THE MOBIUZAllON OF POllUTANTS SUCH AS SEDIMENT AND TO A'laD THE EXPOSURE OF STORM WA1ER TO CONSTRUCTION RELA1ED POLLUTANTS: ANO {2) ADHERE TO, AND AT ALL TIMES, COMPLY WITH THIS CITY APPROVED TIER 1 CONSTRUCTION S'IWPP 'THROUGHOUT 'THE DURATION OF 'THE CONSTRUCTICt,I ACTivlTIES UNTIL niE CONSTRUCTION 'MJRK IS COMPLE1E ANO APPROVED STORM WATER COMPLIANCE FORM TIER 1 CONSTRUCTION SWPPP E-29 CB ___ _ SW BEST MANAGEMENT PRACTICES (BMP) SELECTION TABLE Erosbn Control SedITT'e11t ~ BMPs Tradling Non-Stonn water Waste Management and Materials '"" Control BMPs Management BMPs P~ Control BMPs C 1 ,g ii 1i ~ I ~ f ~ ~ ~ • -~ I E • t • i .f ~ ~ -~ ,. ~-1 ~ i ~ C 0 I "E £ •• w -~ Best Management Practice* ~ 5 CQ ~ fo c§ ~ =s ~~ j 0 C ~ • 0 1 .! ti (BMP) Description ➔ i j al ·e § ~-. ,. :i a!,., j ii '" ; ~i 11 1!, 8e ·~ •o ; ~ SE ,. C ~ ~ g' O:.:; .!tl I 1 g' o:~ ~-~ ti i ~ D g O :i;:.:: .r~ JJ • ft :2 g l • ~ .,, i~ ,l! ~ " Ea C 0 ! g' il j~ j ~ =ii we Ii ~ ~g ~ vitt ti <l!u ;B CASOA Designation ➔ ~ ro ~ n • ~ ~ ~ ro C N n ~ ro ' N n • ~ ~ I, I, ' ' ' ' ' ' ' ' ' ' ' T ' ' ' ' ' ' ' u Ill Ill Ill Ill Ill Ill Ill Ill I" I" ~ ~ ~ ~ i! i! i! i! j! Construction Adivity w w w z z z z Grodinn ISoH Disturbance Trenchin ~cavation Stocke ilina Dnllin orinn Concrete/Asnhalt Sowcuttina Concrete Flatwork Pa.inn Conduit e Installation Stucco/Mortor Work Woste Di!!DOSOI Sta, in 011 Down Area Enul"ment Moifitenonce and Fuelin" Hozardoos Substcrice Use/Storooe Dewaterino Site Access Across Dirt Other flist': Instructions: 1. Check the box to the left of all applicable constl'\lctian activity {first column) expected to occur during ca,,stl'\lction. 2. Located along the top of the BMP Tobie is a list of BMP's with it's corresponding Ca!lfomia Stormwater Quality Association (CASOA) designation number. Choose one or more BMPs )OU intend to use during construction from the list. Check the box where the chosen activity row intersects with the BMP column. 3. Refer to the CASQA construction handbook for information and details of the chosen BMPs and how to apply them to the project. SHOW THE LOCATIONS OF ALL CHOSEN BMPs ABOVE ON THE PROJECTS SITE PLAN/EROSION CONTROL PLAN. SEE THE REVERSE SIDE OF THIS SHEET FOR A SAMPLE EROSION CONTROL PLAN. PROJ:f(J' P.-i'FORMATION Site Address: _____________ _ Assessor's Parcel Number; --------- Emergency Contact: Nome: ______________ _ ,, s ~-~~ ~ g' f:j 6 Z2 ~ ' j! i1 •E ~g 8j ro ' i ., '"~;';.; ADf N E(s~eqt_ OWNE , NAME PRIN '< / 0/2, OVl'l-lt:.~S AGENT NAME (SlGNATIJRE) ~ f 3 24 Hour Phone: ___________ _ Construction Threat to Storm Water Quality (Check Box) 0 MED!UM 0 LOW ,_ Page 1 of 1 REV 02/16 _,// .,,/ // ././" pp<_7:?:?" j _,..,;;;/~-:;./" ✓1/ ,,-1/' 1/ _.;:;:.:.-~1/ ♦ 12il fli/O,,"'K5 ii'.)> I _ _,...;::, rx o xx v'/ ...-.--. n xx ··CR !'1,0/,SJilON TO . (;Q;v,r,-CcCW (T\'P) \ '.:[ ~, SCALE: \ \ B' $0',,D ~-~<PEJ'TY \ J.!"IEll'Ki./ \ Jw!;,, /~ (::':r• \ \ I ! 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WM·8 ~ J I ORC,&l row '--"·"" • i)?'5¢t; ri::~.',t' ·5 WM 5 F WM 9 L"" 9 r / ... ~:' / ''-------......, ( City of Carlsbad PURPOSE CLIMATE ACTION PLAN CONSISTENCY CHECKLIST B-50 Development Services Building Division 1635 Faraday Avenue 442-339-2719 www.carlsbadca.gov This checklist is intended to help building permit applicants identify which Climate Action Plan (CAP) ordinance requirements apply to their project. This completed checklist (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. NOTE: The following type of permits are not required to fill out this form ❖ Patio I ❖ Decks I ❖ PME (w/o panel upgrade) I ❖ Pool The 8-50 checklist was originally developed several years ago to support implementation of the CAP. Recent updates to the California Building Standards Code have imposed newer performance standards on building permit applications. Therefore. the appHcnnt is advised tc rev!e\\-' n!I npp!:cnb!e cede sections nnd apply the maximum performance standard! which may exceed the CAP consistency checklist requirements Consultation with a certified Energy Consultant is encouraged to assist in filling out 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 GB Energy Code Specialist, RESNET HERS rater certified, certified ICC Residential Energy Inspector/Plans Examiner, ICC Commercial Energy Inspector and/or Plans Examiner, ICC CALgreen lnspector/P:ans Examiner, or Green B,.n;Qii1g Residentiai f=tian Examiner. check N/A and provide an explanation or code section describing the exception. The project plans must show all details as stated in the applicable Carlsbad Municipal Code (CMC) and/or Energy Code and Green Code sections. Application lnfonnation Project Name/Building Permit No.: CB2023-0981. BP No.: C82023-078 Date: 6/5/2023 Property Address/APN: 1821 Guevara RD Carlsbad Applicant Name/Co.. justin Eisner Contact Phone: 760-458-14 72 Contact Email: justineisner1124@gmail.com Contact mformaton of pe;son completing this checklist \if Giffeient than abv·v·ej: Company name/address: 8 50 Contact Email: Use the table below to determine which sections of the Ordinance checklist are applicable to your project. For alterations and additions to existing buildings, attach a Permit Valuation breakdown on a separate sheet. For purposes of determining valuation, the amount should be upon either the actual contract price for the work to be permitted or shall be determined with the use of the current "ICC Building Valuation Data• as published by the International Code Council, whichever is higher (refer to Section 18.04.035 of the CMC). Building Permit Valuation (BPV) $ breakdown __________ _ Construction Type I Complete Sectlon(s) i] Residential D New construction 2A*, 3A*, 4A* D Additions and alterations: D BPV < $60,000 N/A 1A,4A D Electrical service panel upgrade only D BPV <! $200,000 1A, 4A* 2B* BPV ~ $1,000,000 0 Nonresidential and hotels/motels D New construction 1B, 2B, 3B, 4B and 5 D Alterations: D BPV <! $200,000 or additions<! I 1s. s D BPV::!: $1,000,000 1B, 2B, 5 <! 2,000 sq. ft. new roof addition 2B,5 lfiStfUCtiOiiS: I Notes: *Includes detached, newly constructed ADU All residential additions and alterations 1viuiu-i,1111i1y Uwt:iii11y:s u111y wiit::ltl i11it:1iu1 ii11i:si1t::S alt: removed and significant site work and upgrades to structural and mechanical, electrical, and/or plumbing systems are proposed *Multi-family dwellings only where <!$1 ,000,000 BPV AND affecting <!75% existing floor area Building alterations of<! 75% existing gross floor area 1 B also applies if BPV <! $200,000 1. Choose first between residential or non-residential based on the type of project being submitted. £. i~t:J\l d1u:st:: udwt::t::11 llt:W w11:situdiu11 UI c:1uuiuu11ic:1iit::1c:1iiu11 IUI 1t:::siue11iic:1i UI 11u11➔e:siue11iic:1i. 3. The columns to the right of your selection will determine which sections of the CAP program are applicable to your project. 4. Appropriate details must be included on the plans for selections made. rvnt1lir11 r. L..IV"'\IYlr L..L-. Scope of work includes a new, 2 story, single family residential structure. lflt:: :st::iediu11:s wuuiu Ut:l: Rt:::siut::11iic:1i i:IIIU New w11:suudiu11 i11 ii,e ii:luit:: l:IUUVt::. Fu, c:12-:siu,y :si1u1,;iu1t::, CA'P :st::diu11:s 2A, 3A l:IIIU 4A wuuiu Ut:: applicable. (Solar PV, water heating, EV charging) The* indicates that new detached ADU's are included. EXAMPLE: -. . . ' . . .. . .. . . . . .... . .. .__.,.,,_.,..,.. ..... 11,....,.,1, ,...,....,111""'"'"' "' ................ ...,,. ,_.,...,.....,,~..,_-..,._'" 1, .... .-..u,,.....,..t-," _ _...\ ....... i. ..... ...i .-..te ..... ~,.,....,. .....,...,,..., _,n, .... -...t"u.,...,., V\AJfJC' UI nu1n. 111\,IU\JC~ Q \(;11011\ llllt.JIVVCIIICltl \I.e., OU.CIOUVtl"'J YDIUCU Q\ VYCI VIIC IIHIIIVlt UVUOI"'· The selections would be: Non-residential and Alteration BPV c!: $1,000,000. CAP sections 1 B, 2B and 5 would be applicable to this project. (Energy rJ:"_, __ . "'-'-·"'-' -A~.-----A--t.'-""--.._,. _____ ···",....,,..,.,.,,.__ ...... t:111\,ll;lll,Y, .:>Uldl r V c:IIIU I li:111::.1,)UI ld\lUII Ul::llldllU IYldl 1dye111e1 ll \ I UIYI/ / It may be necessary to supplement the completed checklist with supporting materials, calculations or certifications, to demonstrate full compliance with CAP ordinance requirements. For example, projects that propose or require a performance approach to comply with energy-related measures will need 3 CAP Ordinance Compllance Checklist Item Check the appropriate boxes, explain all not applicable and exception items, and provide supporting calculations and documentation as necessary. 1. Energy Efficiency Please refer to Section 18.30.060 of the Carlsbad Municipal Code (CMC) and Section 150.2 of the CEC for more information. Appropriate details and notes must be placed on the plans according to selections chosen in the design. A. [i Residential addition or alteration ~ $60,000 building permit valuation. Details of selection chosen below must be placed on the plans referencing CMC 18.30.060. □ N/A _________ _ □ Exception: Home energy score ;:7 {ar-.ach cert:f!c3ticn} Year Built I Single-family Requirements I Multi.family Requirements I Before 1978 Select one option: □ Atticinsulation □ Duct sealina □ Attic insulation □Coolroof □ 1978 and later Select one option: nl j,..1-d: ... ,.. .,.. ... ,.1,...,,....., r, \Al ... t ..... h"' .... ♦i .... ,. .,..,..,..l1...,,.. ..... I I I Ll~1 n.H '?:::! pn\.,n.nur. 'I vn1,.r,1 I t'C".OUl ''-' l../0'\.,l'OUC: □ Between1978-1991 Select one option: n r"\t,,-.t o.o..Jt_..n n Att!c ~~~~~ !J Cc&. ~~f ~ __ u , uu-"">t □ 1992 and later Select one option: □ Liahtina oackaae □ Water-heatina package B. 0 New Nonresidential construction (including additions over 1,000sf), new hotel/motel construction AND alterations ~ .. -1.\.AA A-.A '--....t\..,u_ __ --A'-...,~-A--A.t---0 --.0---.t.--4..0. ""4. 4t.A"!4' -'.-LL.-,._._.,,. -J .4'&• ""----a._,_-. .J.4... &.A!! .£UU,UUV UUIIUUlt:, tJCI 11111 YCIIU0,1\111• '31'CC \iJ'G\,,f.lUII IU.£.1 oV.JV UI \110 VIIIV GIIU Vl"\1.UICCII l"\f'J,ICIIUIA l""\ttl• At least one measure from each applicable building component required. □ N/A _______ _ AS.203.1.1 <.;hoose one: l!I Outdoor lighting D Restaurant service water heating (Section 140.5 of the CEC) D Warehouse dock seal doors D Daylight design PAFs D Exhaust air heat recovery 0 N/A ----------- AS.203.1.2.1 Choose one: □ .95 Energy budget /OPAi~ ~ ~ llMti.t'V'll l"\0 "'~l!'llwuJ\ \• IVJVV"' Ul\f! Ut"V ""'I H~ll•H 1::, ...,, .. IIIV ..... -10~1/ □ .90 Energy budget (Projects with indoor ighting AND mechanical) □ N/A _______ _ A5.211.1 ... l!!!I On-site renewable energy: 0 N/A A5.211.3 .. □ Green power: (If offered by local utility provider, 50% minimum renewable sources) El NIA A5.212.1 □ Elevators and escalators:(Project with more than one elevator or two escalators) E1 i'fiA A5..213.1 n Sl.P.i>J fr-uning· (Provide detall,on !)I.ans for ~oos 1-4 chosen) El N/A'----------- * High-rise residential buildings are 4 or more stories. •• For alteration~ $1,000,000BPV and affecting> 75%existing gross floor area, OR alterations that add 2,000 square feet of new roof addition: comply with Section t 8.030.040 of the Ctv1C (section 2U bekrw) ,nstead. 4 2. Photovoltaic Systems A. □ Residential new construction. Refer to Section 150.1(c)14 of the CEC for single-family requirements and Section 170.2(d) of the CEC for multi-family requirements. If project includes installation of an electric heat pump water heater pursuant to CAP section 3 below (residential water heating), increase system size by .3kWdc if PV offset Floor Plan ID (use additional sheets 1t necessary) I CFA orSARA I I #d.u. I I Calculated kWdc* I Exception I 1~ D I I Total System Size: kWdc kWdc = (CFAx.572) / 1,000 + (1.15 x#d.u.) *Formula calculation where CFA = conditional floor area, #du= number of dwellings per plan type If nrnno~ c:.v~Am ~7c> le:. 1'>1tc:. th::m r;).lr1tl::UAA c:.i.7<> nlP~<:.c> <>lt'.nl::tin .--r ------" -• -• -·--• -• -----•• • --• --•• • ---·--• r -----r • -• B. □ Nonresidential, hotel/motel and multifamily additions, alterations and repairs of these projects i?:$1,000,000 BPV AND aff P.cting ~75% eiciRting floor arP.a, OR addition that increaReR roof area by ~2,(l(l(l Rquarf! feet, PIP.aSf! rf!ff!r to Section 18.30.040 and 18.30.070 of the CMC when completing this section. D Gross Floor Area (GFA)Method GFA: Min.System Size: kWd D If~ 10,000s.f. calculate: 15 kWdc x (GFA/10,000) "* **Round building size factor to nearest tenth, and round system size to nearest whole number. D Time-Dependent Valuation Method C. 0 Annual TDV Energyuse:*** _______ x .80= Min. system size: _____ ----'kWdc *All newly constructed non residential, hoteVmotel and highrise multifamily buildings that are required by CEC section 140.10(a) to have a PV system shall also have a battery storage system meeting CEC section 140.10(b). Non residential, hoteVmotel and multifamily additions, alterations or repairs that trigger solar due to the Carlsbad Climate Action Pliln will NOT '"'Qllj~ hilttory crl~. R,:dtcorydn~c, jc, roq1Nl'Cltt whcm ~ hy c s:~ ctAt'!lirm 140.1Q(ll) llM/nr 17n ?(g). 5 3. Water Heating A. Residential. Refer to Section 18.30.050 of the CMC and Sections 150.1(c)8 or 170.2(d) of the CEC when completing this section. Provide complete details on the plans. Residential new construction and alterations: i="or systems serving ma1viauai units, choose one system: II Single 240-volt heat pump water heater AND compact hot water distribution AND Drain water heat recovery (low-rise residential only) □ Single 240-volt heat pump water heater AND PV system .3 kWdc larger than reouired. □ Heat pump water heater meeting NEEA Advanced Water Heating Specification lier 3 or higher. □ Solar water heating system that is either .60 solar savings fraction or 40 s.f. solar collectors u Gas or propane system with a solar water heanng system ano recIrcuIat1on system. For systems serving multiple units, choose one system: □ Solar water heating system that is either: u .zu solar savings tracuon u .1 b solar savings tracuon, plus orain water heat recover OR: 0 System meets perforrnanc~ compH~nce rE{:uke-mfnts of ;€-ction 150.1{d) or 170.2\ctj and drITv·ing at h:ast {:0~,~ of fnfr~y from on-site solar or recovered energy. □ Exception: _____________________________________ _ and 18.040.030 of the CMC and Sections 140.5 and 170.2 of the CEC when completing this section. Provide complete details 1. Non-residential: □ Required: Water heating system derives at least 40% of its energy from one of the following: --. .. . u ~c:ar-u1erma: --. u Keccverec energy □ Required: High-capacity service water heating system 2. Water heating system is (choose one): D Heat pump water heater D Electric resistance water heater(s) j_ iioieiimoiei: □ Required: High-capacity service water heating system (meeting Section 170.2(d) of the CEC) □ Required: Located in garage or conditioned space 4. Electric Vehicle Charging A D Residential -New construction and major alterations.• This section also applies to hotel/motel projects. Refer to Section 18.21.030 of the CMC and Section 4.106.4 of the GBSC when completlng this section. Choose one: □ One and two-family residential dwelling alterations with no electrical panel upgrade (No EV space required) ;;; ADU (no EV space iequiied when ilO additona~ pod,ir.g facihties aie adGed) □ One and tv.o-family residential dweffings with attached garage and electrical panel upgrade 0 une 1::v Reaay parKing space requirea u l:)(cepuon: ___________ _ □ New and major alterations to multi-family and hotel/motel projects: □ Exception: ________________ _ Tot.a! Parking Spaces Proposed EV ca ble 10% of total EV char ers 5% ofTotal 'Major alterations are: (1) for one and two-family dwellings and for town houses with an attached garage, alterations have a building penmit valuation<::$60,000 or include ,.,,,., nlnr-fri...,,..d t'l"lf'\1i .... n "'""'"I 111'\l'I""',;" Ul I '-'1\#V\I IVUI ""' I' IVV ..,UI 1"-" VtJ~I U\,I\,.,, (2) for multifamily dwellings (three units or more without attached garages), alterations have a building permit valuation~ $200,000, interiorfinishes are B. D Non-Residential -New construction □ Exception : _____________ _ Please refer to Section 18.21 .040 of the CMC when completing this section T utcii ?<21 Ni·,y S~c,~ I Proposed EV Capable I EVCS (Installed with EVSE) I EV Ready (optional) I EV Space (optional) I I I Calculation: Refer to the table below: Total Number of Parkino Soaces orovided I Number of reauired EV Canable Soaces □ 26-50 8 n 51-75 13 □ 76-100 17 5 □ 151-200 35 9 □ 201 andover 20 percent of total 25 percent of Required EV Spaces Calculations: Total EV Capable spaces= .20x Total parking spaces proposed (rounded upto nearest whole number) EVSE other may be "EV Ready" or "EV Space" I i 5. D Transportation Demand Management (TOM): Nonresidential ONLY An approved Transportation Demand Management {TDM) Plan is required for all nonresidential projects that meet a threshold of employee-generated ADT. City staff will use the table below based on your submitted plans to determine whether your permit requires a TDM plan. If TOM is applicable to your permit, staff will contact the applicant to develop a site-specific TOM plan based on the permit details. Acknowledgment Employee ADT Estimation for Various Commercial Uses Office ( all)2 20 Restaurant 11 Retaib 8 Industrial 4 Manufacturing 4 Warehousing 4 1 Unless otherwise noted, rates estimated from /TE Trip Generation Manual, 1()1hEdition 13 11 4.5 3.5 3 1 2 For all office uses, use SAN DAG rate of 20 ADT/1,000 sf to ,.....,,,.., ~lr:1♦0 °'"""'"'"'"oo I\ l""\T VC. .. UVUlt.A4.V V•tt:,,>,VJVV t '-~ t 3 Retail uses include shopping center, variety store, supermarket, 9ym~. ph::irm::ir..y. Atr.. Other commercial uses may be subject to special consideration sample calcvlatjons; Office: 20,450 sf 1 . 20,450 sf/ 1000 x 20 = 409 Employee ADT Retail: 9,334 sf 1. First 1,000 sf= 8 ADT 2. 9,334 sf -1,000 sf= 8,334 st 3. (8,334 sf/ 1,000 x 4.5) + 8 = 46 Employee ADT ! acknow!edqe tl-ia! the p!ans suh .: .. _ .. v be subject to the City of Carlsbad's Transportation Demand Management Ordinance. ! agree to be contacted should my per • equi M plan and understand that an approved TOM plan is a condition of permit issuance. Applicant Signature: -~N,9-=------=----- Name: --.:.._....~'-------=-=~~--=f:=--I S # f!./- ,, ......... &.IQ\(;, ----J'--4~'---=~'--------- na......_ __ ........ I IIVIIV l'IV ., 8 ( City of Carlsbad CLIMATE ACTION PLAN {CAP} COMPLIANCE CAP Building Plan Template 8-55 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov Tre fc!!ct•.1!ng StH'!'!mari!es project ccrnp!i3nce '..&.1!th the app!kahle Climate .'\ct!cn P!an ordinances cf the Car!sbad ~~!..!!'!idpa! Code and CaHfcrni2 Green Building Standards Code (CALGreen), current version. The following certificate shall be Included on the plans for all building permits that are required to comply with the CAP measures: 1. ENERGY EFFICIENCY APPLICABLE: □YES Complies with CMC 18.30.060 ...... ....., or 18.21.050 LJYes UN/A Existing Structure, year built: _1_96_2 ___ _, n., __ r,,,_ L..J'c.::, L_Jl'tV "··-----..& ~-... ·-... , • .al-to-" rlCt,JCIICU L.IIC16J MUUt\.l Energy Score: _____ _ Efficiency Measures included in scope: ----~,_._,....,..,..,_,.._.,_ .__ ... #'"..___ .-,___ l"2ila'I_ __ _ r 11U1VVVLll"ll"'JIJl~IW'l""'rr1,,n,..~1,.&.a LJft::) ll!IJl'tU Complies with CMC section 18.30.040 and 2022 California Energy Code section 150.l(c)14 D Yes DIA Sizing PV by load calculations OYes ONo l~L •• 1 ---'#"'-t .... ..t-~--.. 11 uy LVOU \,,.01\..UIOI.IVU.)I. Total calculated electrical load: 80% of load: Exception Requested Exception Approved RYes~ , , Yes riNo .__. - 3. ALTERNATIVE WATER HEATING SYSTEM APPLICABLE: □ YES [i]No Complies with CMC sections 18.30.020 18.20.030 and/or 18.30.050? DYes ON/A Alternative Source: o Electric 1, ................ ~1-. ... W I 0~11111~ ..,VIOi Exception Requested Oves DNo ~v~~+~ 11--.u:..A -----,-w•-•• • 'r""'' -• --r, V oe r7 "1~ L-..J ---L....J ··- 4. ELECTRIC VEHICLE (EV) CHARGING APPLICABLE: □ YES [ii NO s. Complies with CMC Panel Upgrade? Total EV Parking Spaces: No. of EV Capable Spaces: No. of EV Ready Spaces: No. of EV Installed Spaces: Hardsnip Kequesteo Hardship Approved n ... □·~: Reouired Provided TRAFFIC DEMAND MANAGEMENT APPLICABLE: Compliant? TDM Report on file with city?