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2725 LYONS CT; 2; CBR2023-0591; Permit
Building Permit Finaled Residential Permit Print Date: 03/19/2024 Job Address: Permit Type: 2725 LYONS CT, # 2, BLDG-Residential 1673913100 $218,796.00 CARLSBAD, CA 92010-2127 Work Class: Parcel#: Valuation: Occupancy Group: #of Dwelling Units: 1 Bedrooms: Bathrooms: Occupant Load: Code Edition: Sprinkled: Project Title: Track#: Lot#: Project#: Plan#: Construction Type: Orig. Plan Check #: Plan Check#: Description: HODGKINSON; DETACHED ADU (1200 F) Applicant: WILLIAM CHOI 678 DOUGLAS AVE SAN MARCOS, CA 92069-2222 FEE BUILDING PLAN CHECK FEE (manual) CERTIFICATE OF OCCUPANCY PUBLIC FACILITIES FEES -outside CFO Property Owner: HODGKINSON FAMILY TRUST 2725 LYONS CT CARLSBAD, CA 92010-2127 SB1473 -GREEN BUILDING STATE STANDARDS FEE SFD & DUPLEXES STRONG MOTION -RESIDENTIAL (SMIP) SWPPP INSPECTION TIER 1 -Medium BLDG SWPPP PLAN REVIEW TIER 1 -Medium Second Dwelling Unit Total Fees: $9,601.40 Total Payments To Date: $9,601.40 Permit No: Status: ( City of Carlsbad CBR2023-0591 Closed -Finaled Applied: 02/10/2023 Issued: 05/24/2023 Finaled Close Out: 03/19/2024 Final Inspection: 02/07/2024 INSPECTOR: Renfro, Chris Balance Due: Alvarado, Tony AMOUNT $870.35 $16.00 $6,977.61 $9.00 $1,339.00 $28.44 $292.00 $69.00 $0.00 Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exaction." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitation has previously otherwise expired. Building Division Page 1 of 1 1635 Faraday Avenue, Carlsbad CA 92008-7314 I 442-339-2719 I 760-602-8560 f I www.carlsbadca.gov \ ( City of Carlsbad RESIDENTIAL BUILDING PERMIT APPLICATION 8-1 Plan CheckCBR.2023-O91 I Est. Value PC Deposit Date 2\ lo\UJ2.3 Job Address2725 LYONS CT #2 CT /Project#: CBA2023-0591 Unit: ;:11-z, APN:_16_7_3_9_13_1_0_0 _____ _ Lot#: 57 Year Built: 1979 -------------- BRIEF DESCRIPTION OF WORK: Install SDG&E approved 400amp residential meter panel (w/CL320 plug-in meter socket) at new location Customer to prov1de all excavation, lrenclmg, 3"oonduH, bed<IUI, compaction,~• punlng & measuring tape lrom transfonner lo panel §] New SF : Living SF, 1200 Deck SF, ___ Patio SF, ____ Garage SF __ _ Is this to create an Accessory Dwelling Unit? E) Y O N New Fireplace? O YO{N, if yes how many? ___ _ 0 Remodel: _____ SF of affected area Is the area a conversion or change of use? O YO N □ Pool/Spa: ____ .SF Additional Gas or Electrical Features? ____________ _ □Solar: ___ KW, ___ Modules, Mounted:0Roof0Ground, Tilt: 0Y0 N, RMA: OY ON, Battery:OvO N, Panel Upgrade: Ov ON Electric Meter number: ------------Other: ...... ,oou~~.....,.,------r-a.»o.....,....,tcldlllf).,..10ea11or1..,lll'CMd9,....~9DGE,...., ...... INll .. innad .... ,....°"-.a~~ PffMda3'1C3'c:1111,6 ...... wortlt'O..,_ltpenaf•INM'lon80507.~IOPftMCl,t .. ~,~S"condul,bloldll,~.lli•PlAlng I ~...,concd.,Md&rlace,..,.tom.,.,.,,._ID,_.,.,...pMII,. APPLICANT (PRIMARY CONTACT) PROPERTY OWNER Name: JOHN H HODGKINSON Name: HODGKINSON FAMILY TRUST Address:2725 LYONS CT Address:2725 LYONS CT City:CARLSBAD State: CA Zip:_9_20_1_o __ City: CARLSBAD State: CA Zip:_92_0_1_0 __ _ Phone:8760-450-4922 Phone: 760-450-4922 Email:W· JOHN.HODGKINSON@ATT.NET Email: JOHN.HODGKINSON@ATT.NET DESIGN PROFESSIONAL CONTRACTOR OF RECORD Name: __________________ Business Name: Blue Diamond GC Inc. Address: Address:24447 VIA PRIMERO City:. _______ .State: ___ Zip:____ City:MURIETTA State:CA Zip:_92_5_6_2 ___ _ Phone: Phone:951-813-6673 Email: Email: bluediamondjav@yahoo.com Architect State License: CSLB License #:849536 Class: ·------- carlsbad Business License# (Required):. _______ _ APPLJCANT CERTIFICATION: I certify that I have read the application and state that the above information Is correct and that the information of the plans is accurate. I agree to comply with all City ordinances and State Jaws relating to building construction. ,:~~.~::~~~!~~::: HODGKINS~N442~3~27~:G~ATE;m~~:ra~,~:~:~~,~ REV. 04/22 THIS PAGE REQUIRED AT PERMIT ISSUANCE PLAN CHECK NUMBER: CBR.2.o23-05'f [ 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 hereby affirm underpenaltyof perjury that I am Ucensed under provisions of Chapter9 ( commencing with Section lOOO)of Division 3 of the Business and Professions Code, and my license is in full force and effect. I also affirm under penalty of perjury one of the following declarations (CHOOSE ONE): Di have and will maintain a certificate of consent to self-Insure for workers' compensation provided by Section 3700 of the Labor Code, for the performance of the work which this permit is issued. Policy No. _________________________________________ _ -OR- 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: Insurance Company Name: ______________________ _ Polley No. __________________________ Expiration Data: _______________ _ -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 covera1e is unlawful and shall subject an employer to criminal penalties and clvil fines up to $100,000.00, In addition the to the cost of compensation, dama1es 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). I.ender's Name: ______________________ l.ender's Address: _____________________ _ CONTRACTOR CERTIFICATION: The applicant certifies that all documents and plans clearly and accurately show 111 existing and proposed buildings, structures, access roads, and utllitles/utllity easements. All proposed modifications and/or additions are dearly labeled on the site plan. Any potentially existing detail within these plans lnoonslstent 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 ind 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 gadlng/slte 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 slgnln1 above Is an authorized agent for the contract vld le er of authorization on contractor letterhead. -OR- (OPTION B): OWNER-BUILDER DECLARATION: I hereby affirm that I am exempt from Contractor's License Law for the following reason: D I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure Is not Intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not Intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). -OR· lla'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 8-61 #Owner Builder Acknowledgement and Verlflcatlon Form# is required for any permit issued to a property owner. By my signature below I acknowledge that, except for my personal residence in which I must have resided for at least one year prior to completion of the improvements covered by this permit, I cannot legally sell a structure that I have built as an owner-builder if it has not been constructed in its entirety by licensed contractors./ understand that a copy of the applicable law, Section 7CU4 of the Business and Professions Code, isavallableupon request when this application is submitted or at the following Web site: http: I I www.leginfo.ca. gov I ca law. html. OINNER CERT/FICA TION: The applicant certifies that all documents and plans clearly and accurately show all existing and proposed bulldlr,gs, structures, access roads, and utllitles/utlllty easements. All proposed modifications and/or additions are dearly 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 IS stated Is true and correct; all easements and other encumbrances to development have been accurately shown and labeled IS well IS all on-site gadlng/slte preparation. All Improvements existing on the property were completed In accordance with all regulations In exls ce a he time of th r s ctl~, unless otherwise noted. NAME {PRINT): JOHN H HODGKINSON DATE: MAY 22, 2023 Note: If the above Is an authorized a ent for the ro owner. 1635 Faraday Ave Carlsbad, CA 92008 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 2725 LYONS CT. CARLSBAD, CA 92010 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 t he 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. ~I understand a frequent practice of unlicensed contractors Is to have the property owner obtain an "Owner• auilder" 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. ~I 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. Ill. ~I understand as an "Owner-Builder" 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. ~I understand contractors are required by law to be licensed and bonded in California and to list their license numbers on permits and contracts. V. ~I 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. 08/20 Owner-Builder Acknowledgement Continued VI. ~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. ~ I 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. ~ I 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 Payments, 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. ~I 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: BUILD A THREE (3) BEDROOM, TWO (2) BATH ADU AT 2725 LYONS CT CARLSBAD, CA 92010 XI. ~I agree that, as the party legally and financially responsible for this proposed construction activity, I will abide by all applicable laws and requirements that govern Owner-Builders as well as employers. XII. ~I 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, lncfudlng my authority to sign this farm, Is true and correct. I am aware that I have the option to consult with legal counsel prior ta signing this form, and I have either (1) consulted with legal counsel prior ta signing this form or (2) have waived this right In signing this farm without the advice of legal counsel. JOHN H HODGKINSON Property Owner Name (PRINT) 2 02/09/23 Date REV.08/20 Building Permit Inspection History Finaled {City of Carlsbad PERMIT INSPECTION HISTORY for (CBR2023-0591) Permit Type: BLDG-Residential Application Date: 02/10/2023 Owner: TRUST HODGKINSON FAMILY TRUST Work Class: Second Dwelling Unit Issue Date: 05/24/2023 Subdivision: CARLSBAD TCT#74-14 A UNIT#01 Status: Closed -Finaled Expiration Date: 06/03/2024 Address: 2725 LYONS CT, # 2 IVR Number: 46534 CARLSBAD, CA 92010-2127 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status 05/30/2023 05/30/2023 BLDG-SW-Inspection 212702-2023 Partial Pass Tony Alvarado Reinspection Incomplete Checklist Item COMMENTS Passed Are inactives slopes property 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? BLDG-SW-Pre-Con 212388-2023 Passed Tony Alvarado Complete Tuesday, March 19, 2024 Page 1 of 7 PERMIT INSPECTION HISTORY for (CBR2023-0591) Permit Type: BLDG-Residential Work Class: Second Dwelling Unit Application Date: 02/10/2023 Owner: TRUST HODGKINSON FAMILY TRUST Issue Date: 05/24/2023 Subdivision: CARLSBAD TCT#74-14 A UNIT#01 Status: Closed -Finaled Expiration Date: 06/03/2024 IVR Number: 46534 Address: 2725 LYONS CT, # 2 CARLSBAD, CA 92010-2127 Scheduled Date Actual Inspection Type Start Date Inspection No. Inspection Primary Inspector Reinspection Inspection Checklist Item BLDG-Building Deficiency Status COMMENTS May 30, 2023: 1. Informed contractor representative Javier and property owner regarding SWPPPS and BMPS, and all other pre-construction meeting requirements per City Of Carlsbad specifications and requirements-approved. 06/21/2023 06/21/2023 BLDG-21 214848-2023 Passed Chris Renfro Underground/Underflo or Plumbing Checklist Item BLDG-Building Deficiency NOTES Created By Angie Teanio COMMENTS TEXT 760-450-4922 John 06/27/2023 06/27/2023 BLDG-11 215486-2023 Passed Foundation/Ftg/Plers (Rebar) Checklist Item BLDG-Building Deficiency NOTES Created By Angie Teanio COMMENTS TEXT 760-450-4922 John BLDG-31 Underground/Conduit• Wiring 215487 -2023 Passed Checklist Item BLDG-Building Deficiency NOTES Created By Angie Teanio COMMENTS TEXT 760-450-4922 John 10/10/2023 10/10/2023 BLDG-15 Roof/ReRoof 226578-2023 Passed (Patio) Checklist Item COMMENTS BLDG-Building Deficiency Chris Renfro Chris Renfro Chris Renfro BLDG-83 Roof Sheating, 226455-2023 Exterior Shear (13, 15) Partial Pass Chris Renfro Tuesday, March 19, 2024 Passed Yes Complete Passed Yes Created Date 06/20/2023 Complete Passed Yes Created Date 06/26/2023 Complete Passed Yes Created Date 06/26/2023 Complete Passed Yes Re Inspection Incomplete Page 2 of 7 PERMIT INSPECTION HISTORY for (CBR2023-0591) Permit Type: BLDG-Residential Work Class: Second Dwelling Unit Application Date: 02/10/2023 Owner: TRUST HODGKIN SON FAMILY TRUST Issue Date: 05/24/2023 Subdivision: CARLSBAD TCT#74-14 A UNIT#01 Status: Closed -Finaled Expiration Date: 06/03/2024 IVR Number: 46534 Address: 2725 LYONS CT, # 2 CARLSBAD, CA 92010-2127 Scheduled Date Actual Inspection Type Start Date Checklist Item Inspection No. COMMENTS BLDG-Building Deficiency Inspection Primary Inspector Status BLDG-13 Shear Panels-HD (ok Not ready. Add screws per plan. Need to wrap) windows and doors installed at shear BLDG-15 Roof Sheathing-Reroof 10/31/2023 10/31/2023 BLDG-13 Shear 229043-2023 Passed Chris Renfro Panels/HD (ok to wrap) Checklist Item COMMENTS BLDG-Building Deficiency 11/03/2023 11/03/2023 BLDG-27 Shower 229380-2023 Passed Tony Alvarado Pan/Tubs Checklist Item COMMENTS BLDG-Building Deficiency 11/20/2023 11/20/2023 BLDG-16 Insulation 230929-2023 COMMENTS Passed Tony Alvarado Tuesday, March 19, 2024 Checklist Item BLDG-Building Deficiency Insulation inspection -OK. Period. SWPPPS soil erosion sediment control - OK. BLDG-SW-Inspection 231094-2023 Partial Pass Tony Alvarado Reinspection Inspection Passed Yes No Yes Complete Passed Yes Complete Passed No Complete Passed Yes Relnspection Incomplete Page 3 of 7 PERMIT INSPECTION HISTORY for (CBR2023-0591) Permit Type: BLDG-Residential Work Class: Second Dwelling Unit Application Date: 02/10/2023 Owner: TRUST HODGKINSON FAMILY TRUST Issue Date: 05/24/2023 Subdivision: CARLSBAD TCT#74-14 A UNIT#01 Status: Closed -Finaled Expiration Date: 06/03/2024 Address: 2725 LYONS CT, # 2 CARLSBAD, CA 92010-2127 Scheduled 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 all storage areas clean and maintained? Were spills/leaks observed during the inspection? Were there any discharges during the inspection? Are portable restrooms properly positioned? Do portable restrooms have secondary containment? Are BMPs stockpiled for emergency deployment? COMMENTS Tuesday, March 19, 2024 46534 Inspection Status Primary Inspector Reinspection Inspection Passed Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Page 4 of 7 PERMIT INSPECTION HISTORY for (CBR2023-0591) Permit Type: BLDG-Residential Application Date: 02/10/2023 Owner: TRUST HODGKINSON FAMILY TRUST Work Class: Second Dwelling Unit Issue Date: 05/24/2023 Subdivision: CARLSBAD TCT#74-14 A UNIT#01 Status: Closed -Finaled Expiration Date: 06/03/2024 Address: 2725 LYONS CT, # 2 IVR Number: 46534 CARLSBAD, CA 92010-2127 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 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? 11/28/2023 11/28/2023 BLDG-18 Exterior 231496-2023 Passed Tony Alvarado Complete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-SW-Inspection 231693-2023 Partial Pass Tony Alvarado Reinspection Incomplete Tuesday, March 19, 2024 Page 5 of 7 PERMIT INSPECTION HISTORY for (CBR2023-0591) Permit Type: BLDG-Residential Application Date: 02/10/2023 Owner: TRUST HODGKINSON FAMILY TRUST Work Class: Second Dwelling Unit Issue Date: 05/24/2023 Subdivision: CARLSBAD TCT#74-14 A UNIT#01 Status: Closed -Finaled Expiration Date: 06/03/2024 Address: 2725 LYONS CT, # 2 IVR Number: 46534 CARLSBAD, CA 92010-2127 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 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? 12/05/2023 12/05/2023 BLDG-17 Interior 232236-2023 Passed Chris Renfro Complete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 02/07/2024 02/07/2024 BLDG-Final inspection 238897-2024 Passed Chris Renfro Complete Tuesday, March 19, 2024 Page 6 of 7 PERMIT INSPECTION HISTORY for (CBR2023-0591) Permit Type: BLDG-Residential Work Class: Second Dwelling Unit Status: Closed -Finaled Application Date: 02/10/2023 Owner: TRUST HODGKINSON FAMILY TRUST Issue Date: 05/24/2023 Subdivision: CARLSBAD TCT#74-14 A UNIT#01 Expiration Date: 06/03/2024 Address: 2725 LYONS CT, # 2 CARLSBAD, CA 92010-2127 IVR Number: 46534 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date 'Tuesday, March 19, 2024 Checklist Item BLDG-Building Deficiency BLDG-Plumbing Final BLDG-Mechanical Final BLDG-Structural Final BLDG-Electrical Final COMMENTS Status Passed Yes Yes Yes Yes Yes Page 7 of 7 August 7, 2023 City of Carlsbad Community Development Department -Building Division 1635 Faraday Ave. Carlsbad, CA 92008 Plan Review: Residential Revision Address: 2725 Lyons Ct Applicant Name: William Choi Applicant Email: william@mytumkeyadu.com OCCUPANCY AND BUILDING SUMMARY: Occupancy Groups: R-3/U Occupant Load: NIA Type of Construction: V-B Sprinklers: No Stories: 1 Area of Work (sq. ft.): 1,200 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, 1.,rue North CO MPLIANCE SE RVICES City of Carlsbad -FINAL REVIEW City Permit No: PREV2023-0152 True North No.: 23-018-698 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 February 23, 2023 2. Structural Calculations: One (I) copy dated July 21, 2023 The 2022 California Buildfog, Mechanical, Plumbing, and Electrical Codes (i.e., 2021 IBC, UMC, UPC, and 2020 NEC, as amended by the State of California), 2022 California Green Building Standards Code, 2022 California Existing Building Code, and 2022 California Energy Code, as applicable, were used as the basis of our review. Please note that our review has been completed and we have no further comments, however, we bring the following to your attention: I. 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 TI 562.733.8030 2725 LYONS CT. , ..._ NEW ADU CONSTRUCTION RESPONSE TO COMMENTS - PLAN REVIEW APPROVAL THESE Pl.ANS/DOCUMENTS HAVE BEEN REVIEWED FOR COMPLIANCE WITH THE APPLICABLE CALIFORNIA BUILDING STANOARrn~ CODES AS ADOPTED BY THE STATE OF CALIFORNIA AND AMENDED BY THE JURISDICTION. PLAN REVIEW ACCEPTANCE OF DOCUMENTS DOES NOT AUTHORIZE CONSTRUCTION TO PROCEED IN VIOlA T10N OF ~ FEOE~TATE. NOR LOCAL ~GU:TION. BY._-1~~--DATE:~ (41? THIS SET OF THE Pl.ANS ANO SPECIFICATIONS MUST BE KEPT ON THE JOB SITE AT ALL TIMES AND IT IS UNLAWFUL TO MAKE mv CHANGES OR ALTERATIONS WITHOUT PERMISSION FROM THE CITY. OCCUPANCY OF STRUCTURE($) IS NOT PERMITTED UNTIL FINAL APPROVAL IS GRANTED BY ALL APPLICABLE DEPARTMENTS. RECE\VED MAR 15 2023 CITY oF CARLSBAD GUILD\, G DIVISION 0- \n 0 Project Name: 2725 Lyons Ct SEISMIC Site Class Occupancy Category redundancy (p) D II 1.3 0.984 0.36 1.1 8 NULL 0.787 NULL Date: LIGHT FRAME LIGHT GAGE WALL W/PLYWOOD PANELS RATED FOR SHEAR RESISTENCE Seismic Design Category Table 1613.5.6(1) Table 16 13.5.6(2) le R Cs=Sds/( R/1 e) Cs (ASD) D D 1.000 6.500 0.157 0.11 0 2/22/2023 ,--- ORION STRUCTURAL ENGINEERING, INC PAGE NO ___ _ PROJECT ______________ _ JOB NO. ____ _ (. A C'l~ t"A\li, ~ ~uo f, :: l3S o 51 ~ fl X (~;c,) ~'if- { t f-11of .. • 11\..., -:. 4~.1(~ ,c o.,~s l5"_ .. p" P.1 . ~,.\,L, + (121-1~ }~Ls'')x is rs F 7'-i~/xo.s I ' -tit~ ? l -~--. -. .. -. -•--'-···· . ··-·· . I ! I -· i -~ --· ··-~··--... .. ~ U,i ;j ~,/ ,r ::t, ORION STRUCTURAL ENGINEERING, INC PAGE NO ___ _ PROJECT _____________ _ JOB NO. ____ _ i;,~-\) ~Ji @ -( ~ t O _;-l J Du£ • ~ O ~-~-,..~-"iv ~ O i -~-:~. I • ,H L'l f; 1 • ~l\. L It ~(tat~ i :e.i t i ,. ! I I I ... --·1 ... -----· --------r· ----· ···-·. -i. --. .. .... .• -.. •·--·-· -------· ! '"i .. . .. . .. ... -. --- 1 l~ X ~ .9, f-f,S' ~S) tf cn A rH) ~ .>< ?..v -::. 13.Z>jL I I I I .. -·----... -------· . ·i--------·----·----•·~;~••••••-a•---•--• ' I ' I -• ~if£ L --···+- I ~1/i~~-1 ~1,1./'¢ A,~ , __ -i~n-l.9 r'! L 1>1 '-' 0 I . .J I CFS Version 10.0.4 Section: Section 1.cfss Channel 5.5x1 .625x0.5-18 Gage Rev. Date: 2/22/2023 5:47:53 PM Printed: 2/22/2023 6:10:01 PM Page 1 / CFS Version 10.0.4 Section: Section 1.cfss Page 1 Channel 5.5x1 .625x0.5-18 Gage Rev. Date: 2/22/2023 5:47:53 PM Printed: 2/22/2023 6:10:01 PM Section Inputs Material : A653 SS Grade 33 No strength increase from cold Modulus of Elasticity, E Yield Strength, Fy Tensile Strength, Fu Warping Constant Override, Cw Torsion Constant Override, J work of forming. 29500 ksi 33 ksi 45 ksi 0 in"6 0 in"4 Stiffened Channel, Thickness 0.0451 in (18 Gage) Placement of Part from Origin: X to center of gravity O in Y to center of gravity O in Outside dimensions, Open shape Length Angle Radius Web k Hol e Size Distance (in) (deg) (in) Coef. (in) (in) 1 0.5000 270.000 0.071200 None 0.000 0.0000 0 .2500 2 1.6250 180.000 0.071200 Single 0 .000 0.0000 0 .8125 3 5.5000 90.000 0.071200 Cee 0.000 0 .0000 2.7500 4 1 .6250 0.000 0.071200 Single 0.000 0 .0000 0.8125 5 0.5000 -90.000 0.071200 None 0 .000 0.0000 0.2500 Full Section Properties Area 0.42433 in"2 Wt . 0.0014427 k/ft Wi dth 9.4086 in Ix 1.8833 i n"4 rx 2.1067 in I xy 0.0000 in"4 Sx (t) 0 .68483 in"3 y(t) 2.7500 in (l 0.000 deg Sx (bl 0.68483 in"3 y(b) 2.7500 in Height 5.5000 in Iy 0 .1449 in"4 ry 0.5843 in X O -1. 0991 in Sy(l) 0.33325 i n"3 X (1) 0 .4347 in yo 0 .0000 in Sy(r) 0.12169 in"3 X (r) 1 .1903 in j x 2.9214 i n Width 1. 6250 in jy 0.0000 in Il 1.8833 in"4 rl 2 .1067 in 12 0.1449 i n"4 r2 0.5843 in Ic 2.0281 in"4 re 2 .1862 in Cw 0 .86814 in"6 Io 2.5407 in"4 ro 2.4469 in J 0.0002877 i n "4 Fully Braced Strength -2016 North American Specification -US (ASD) Material Type: A653 ss Grade 33, Fy=33 ksi Compression Posit ive Moment Positive Moment Pao 5.3170 k Maxo 13.533 k-in Mayo 2.405 k-in Ae 0.29002 in"2 Ixe 1. 8833 in"4 Iye 0.1449 in"4 Sxe(t) 0 .68483 in"3 Sye (1) 0 .33325 in"3 Tension Sxe (b) 0 .68483 in"3 Sye (r) 0.12169 in"3 Ta 8.3850 k Negative Moment Negative Moment Maxo 13.533 k-in Mayo 2 .281 k-in Shear lxe 1. 8833 in"4 Iye 0.1229 in"4 Vay 1.5497 k Sxe(t) 0.68483 in"3 Sye(l) 0.21936 in"3 Vax 1. 5542 k Sxe(b) 0 .68483 in"3 Sye (r) 0 .11541 in"3 CFS Version 10.0.4 Section: Section 1.cfss Channel 5.5x1.625x0.5-18 Gage Rev. Date: 2/22/2023 5:47:53 PM Printed: 2/22/2023 6:10:01 PM Calculation Details -2016 North American Specification -US (ASD) Axial Tension Strength Ag=0.42433 in"2, Fy=33 ksi Tn=14.003 k nt=1.67, q,t=0.9 Shear Strength Stiffened Channel element 2 Vn=1.2434 k at 180 deg nv=1.6, q,v=0.95 Stiffened Channel element 3 Vn=2.4 796 k at 90 deg nv=1.6, q,v=0.95 Stiffened Channel element 4 Vn=1.2434 k at 0 deg nv=1.6, q,v=0.95 Axial Compression Strength Ae=0.29002 in"2, Fy=33 ksi Pn=9.5706 k Oc=1 .8, q,c=0.85 Positive Flexural Strength about X-axis Center of gravity shift: y=0 in Sxe=0.68483 in"3, Fy=33 ksi Mnx=22.599 k-in Ob=1 .67, q,b=0.9 Negative Flexural Strength about X-axis Center of gravity shift: y=0 in Sxe=0.68483 in"3, Fy=33 ksi Mnx=22.599 k-in !lb=1.67, q,b=0.9 Positive Flexural Strength about Y-axis Center of gravity shift: x=0 in Sye=0.12169 in"3, Fy=33 ksi Mny--4.0159 k-in nb=1.67, q,b=0.9 Negative Flexural Strength about Y-axis Center of gravity shift: x=0.12552 in Sye=0.11541 in"3, Fy=33 ksi Mny=3.8085 k-in Ob=1.67, q,b=0.9 NAS Eq. 02-1 NAS Eq. G2.1-1 NAS Eq. G2.1-3 NAS Eq. G2.1-1 NAS Eq. E3.1-1 NAS Eq. F3.1-1 NAS Eq. F3.1-1 NAS Eq. F3.1-1 NAS Eq. F3.1-1 Page2 CFS Version 10.0.4 Section: Section 1.cfss Channel 5.5x1 .625x0.5-18 Gage Rev. Date: 2/22/2023 5:47:53 PM Printed: 2/22/2023 6:10:01 PM Page 3 Member Check-2016 North American Specification -US (ASD) Material Type : A653 ss Grade 33, Fy=33 ksi Design Parameters: Lx 6.300 ft Ly Kx 1.0000 Ky Cbx 1.0000 Cby Cmx 1 .0000 Cmy Braced Flange: None kq> Red. Factor, R: 0 Lm Loads : p Mx ( k) (k-in) Entered 0.0000 0 .0000 Applied 0.0000 0 .0000 Strength 2.7455 9.9932 Effective section properties at Ae 0 .42433 inA2 Ixe Interaction Equations Sxe(t) Sxe(b) NAS Eq. Hl .2-1 (P, Mx, My) NAS Eq. H2 -l (Mx, Vy) NAS Eq. H2-l (My , Vx) 6.300 ft 1.0000 1.0000 1.0000 0 k 12.580 ft Vy (kl 0.0000 0 .0000 1.5497 applied loads: l, 8833 inA4 0 .68483 inA3 0 .68483 inA3 Lt Kt ex ey My (k-in) 0.0000 0.0000 2 .2999 lye Sye(l) Sye (r) 6.300 ft 1.0000 0 .0000 in 0 .0000 in Vx (kl 0.0000 0 .0000 1 .5542 0 , 1449 inA4 0 .33325 inA3 0 ,12169 inA3 0 .000 + 0 .000 + 0.000 = 0.000 <= 1.0 Sqrt (0.000 + 0 .000)= 0 .000 <= 1.0 Sqrt(0.000 + 0.000)= 0.000 <= 1.0 www.hilti.us Company: Specifier: Address: Phone I Fax: E-Mail: Specifier's comments: 1 Input data Anchor type and diameter: Additional plate or washer (17.4.2.8): Effective embedment depth: Material: Proof: Stand-off installation: Square Head ASTM F 1554 GR. 55 7/8 dp1ate = 3.000 in., lp1ate = 0.375 in. h0, = 25.000 in., h01,174.2_8 = 25.744 in. ASTM F 1554 Design method ACI 318-14 / CIP eb = 0.000 in. (no stand-off): t = 0.500 in. Page: Project: Sub-Project I Pos. No.: Date: I •=ii5•• Profis Anchor 2.7.9 2/22/2023 Anchor plate: Profile: I, x ly x t = 3.000 in. x 3.000 in. x 0.500 in.; (Recommended plate thickness: not calculated Round bars (AISC); (L x W x T) = 0.063 in. x 0.063 in. x 0.000 in. Base material: Reinforcement: Seismic loads (cat. C, D, E, or F) cracked concrete, , fc' = 4,500 psi: h = 48.000 in. tension: condition B, shear: condition B; edge reinforcement: none or < No. 4 bar Tension load: yes (17.2.3.4.3 (d)) Shear load: yes (17.2.3.5.3 (c)) R -user is responsible to ensure a rigid base plate for the entered thickness with appropriate solutions (stiffeners, ... ) Geometry [In.] & Loading (lb, In.lb) Z: ' Input data and results must be checked for agreement with the existing conditions and for ptausibihty1 PROFIS Anchor ( c) 2003-2009 H1lti AG, FL-9494 Schaan H1lti is a registered Trademark of Hilb AG, Schaan Y-- •=ii5-li www.hllti.us Profis Anchor 2.7.9 Company: Page: 2 Specifier: Project: Address: Sub-Project I Pos. No.: Phone I Fax: E-Mail: 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions [lb) Tension force: (+Tension, -Compression) Date: Anchor Tension force Shear force Shear force x Shear force y 13.800 max. concrete compressive strain: max. concrete compressive stress: 0 resulting tension force in (x/y)=(0.000/0.000): resulting compression force in (x/y)=(0.000/0.000): 0 -[%.] -(psi] 13,800 [lb] 0 [lb) Anchor forces based on a rigid base plate assumption! 3 Tension load Steel Strength• Pullout Strength• Concrete Breakout Strength .. Concrete Side-Face Blowout, direction x+ .. Load Nu• [lb] 13,800 13,800 13,800 13,800 • anchor having the highest loading .. anchor group (anchors in tension) 3.1 Steel Strength N.. = A.e,N f ... q, N .. .: Nua Variables A.e.N [in.2) 0.46 Calculations N58 (lb) 34,650 Results N .. (lb) 34,650 ACI 318-14 Eq. (17.4.1.2) ACI 318-14 Table 17.3.1.1 f.,,. (psi) 75,000 q, N .. (lb] 0.750 25,987 Nua [lb] 13,800 Input data and results must be checked for agreement with the existing conditions and for plausibility' 0 Capacity ♦ Nn [lb) 25,987 21,187 14,21 4 17,898 PROFIS Anchor ( c) 2003-2009 H1lti AG, FL-9494 Schaan Hilti is a registered Trademar1< of Hilb AG, Schaan 2/22/2023 y Utilization f3N = Nu1I♦ Nn 54 66 98 78 X Status OK OK OK OK www.hllti.us Company: Page: Specifier: Project: Address: Sub-Project I Pos. No.: Phone I Fax: E-Mail: 3.2 Pullout Strength NpN = 1j1 c.p Np Np = 8 At,rg ( ♦ NpN .!: Nua ACI 318-14 Eq. (17.4.3.1) ACI 318-14 Eq. (17.4.3.4) ACI 318-14 Table 17.3.1.1 Variables ljl c.p 1.000 Calculations Np [lb) 40,356 Results Npn [lb) 40,356 1.12 41 concrete 0.700 3.3 Concrete Breakout Strength Neb = (~) ljl edN ljl c.N ljl cp.N Nb 4, Neb.!: N.,. 1.000 41 seismic 0.750 ~c see ACI 318-14, Section 17.4.2.1, Fig. R 17.4.2.1(b) ~rJJ = 9 h~r IV ec.N = ( 1 + ~ eN ) S 1.0 3 her ljl ed.N = 0.7 + 0.3 ( ;,S~:) S 1.0 = MAX (Ca.min 1.5her) S 1 O 111 cp.N Cac ' Cac • Nb = 16 "-• ~h~ Variables h,r.11 ◄2a (in.) ec1,N [in.] 25.744 0.000 Cac [in.] kc 16 Calculations At..[in.2] ~[in.2] 926.77 5,964.61 Results Neb [lb) 9concrote 27,074 0.700 ec2.N [in.] 0.000 "-• 1.000 lj/ ec1.N 1.000 ♦ Hlsmlc 0.750 Date: fc [psi) 4,500 4> nondudil1 1.000 21,187 ACI 318-14 Eq. (17.4.2.1a) ACI 318-14 Table 17.3.1.1 ACI 318-14 Eq. (17.4.2.1c) ACI 318-14 Eq. (17.4.2.4) ACI 318-14 Eq. (17.4.2.5b) ACI 318-14 Eq. (17.4.2.7b) ACI 318-14 Eq. (17.4.2.2b) Ca.min [in,) ~I c.N 3.000 1.000 fc (psi) 4,500 lj/ ec2.N IV ed.N 1.000 0.723 9 nonductle ♦ Ncb [lb) 1.000 14,214 lnpu1 data and results must be checked for agreement with the existing conditions and for plausibility' PROFIS Anchor ( c) 2003-2009 Hilb AG, FL-9494 Schaan Hilb is a registered Trademark of Hilti AG, Schaan Nua (lb) 13,800 IV c:p.N 1.000 N.,.(lb) 13,800 ,:,,s., Profis Anchor 2.7.9 3 2/22/2023 Nb (lb) 240,903 www.hilti.us Company: Specifier: Address: Phone I Fax: E-Mail: 3.4 Concrete Side-Face Blowout, direction x+ Nsb = 160 acomer Ca1 ~ A. a .Jr. cj> Nsb 2 Nua (1 + Ca2) Ca1 O.comer = 4 Variables Ca1 [in.] Ca2 [in.] 3.000 Calculations Ocomer N,b [lb] 1.000 34,092 Results N,b [lb] cl> concrete 34,092 0.700 ACI 318-14 Eq. (17.4.4.1) ACI 318-14 Table 17.3.1.1 see ACI 318-14, Section 17.4.4.1 1.12 1.000 ¢> seismic cl> nondudile 0.750 1.000 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademar1< of Hilli AG, Schaan •=iiS•• Profis Anchor 2.7.9 Page: 4 Project: Sub-Project I Pos. No.: Date: 2/22/2023 fc [psi] s [in.] 4,500 cj> Nsb [lb) Nua [lb) 17,898 13,800 •=iiS•• www.hlltl.us Profis Anchor 2.7.9 Company: Page: 5 Specifier: Project: Address: Sub-Project I Pos. No.: Phone I Fax: Date: 2/22/2023 E-Mail: 4 Shear load Load V.,, [lb] Capacity ♦ V0 [lb] Utilization J}v = Vu.I♦ V0 Status Steel Strength* Steel failure (with lever arm)* Pryout Strength* Concrete edge failure in direction •• N/A N/A N/A NIA • anchor having the highest loading .. anchor group (relevant anchors) 5 Warnings N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A • The anchor design methods in PROFIS Anchor require rigid anchor plates per current regulations (ETAG 001/Annex C, EOTA TR029, etc.). This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered -the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Anchor calculates the minimum required anchor plate thickness with FEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid base plate assumption is valid is not carried out by PROFIS Anchor. Input data and results must be checked for agreement with the existing conditions and for plausibility! • Condition A applies when supplementary reinforcement is used. The Cl> factor is increased for non-steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to your local standard. • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! • An anchor design approach for structures assigned to Seismic Design Category C, D, E or Fis given in ACI 318-14, Chapter 17, Section 17.2.3.4.3 (a) that requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure. If this is NOT the case, the connection design (tension) shall satisfy the provisions of Section 17.2.3.4.3 (b), Section 17.2.3.4.3 (c), or Section 17.2.3.4.3 (d). The connection design (shear) shall satisfy the provisions of Section 17.2.3.5.3 (a), Section 17.2.3.5.3 (b), or Section 17.2.3.5.3 (c). • Section 17.2.3.4.3 (b) / Section 17.2.3.5.3 (a) require the attachment the anchors are connecting to the structure be designed to undergo ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength. Section 17.2.3.4.3 (c) / Section 17.2.3.5.3 (b) waive the ductility requirements and require the anchors to be designed for the maximum tension/ shear that can be transmitted to the anchors by a non-yielding attachment. Section 17.2.3.4.3 (d) / Section 17.2.3.5.3 (c) waive the ductility requirements and require the design strength of the anchors to equal or exceed the maximum tension / shear obtained from design load combinations that include E, with E increased by roo, Fastening meets the design criteria! Input data and results must be checked for agreement with the existing conditions and for plausibllilyl PROFIS Anchor ( c) 2003-2009 Hilti AG, FL-9494 Schaan Hlb is a registered Trademark of Hilb AG, Schaan www.hlltl.us Company: Specifier: Address: Phone I Fax: E-Mail: 6 Installation data Anchor plate, steel: - Profile: Round bars (AISC); 0.063 x 0.063 x 0.000 in. Hole diameter in the fixture: d1 = 0.938 in. Plate thickness (input): 0.500 in. Recommended plate thickness: not calculated •=iiS•• Profis Anchor 2. 7 .9 Page: 6 Project: Sub-Project I Pos. No.: Date: 2/22/2023 Anchor type and diameter: Square Head ASTM F 1554 GR. 55 7/8 Installation torque: - Hole diameter in the base material: -in. Hole depth in the base material: 25.000 in. Minimum thickness of the base material: 26.052 in. R -user Is responsible to ensure a rigid base plate for the entered thickness with appropriate solutions (stiffeners, ... ) ' y 1.500 1.500 0 0 0 0 "l "l -- l X 0 0 0 0 "l "l -- 1.500 1.500 Coordinates Anchor In. Anchor x y c .• 1 0.000 0.000 9.000 3.000 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c) 2003-2009 Hilti AG. FL-9494 Schaan H1lti is a registered Trademark of Hilti AG, Schaan ,:,is., www.hilti.us Profis Anchor 2.7.9 Company: Specifier: Address: Page: Project: Sub-Project I Pas. No.: 7 Phone I Fax: Date: 2/22/2023 E-Mail: 7 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs. arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Beam: M1 Shape: 2X12 .586 at 12.5 ft Material: DF Length: 25 ft I Joint: N1 Dy in Dz in J Joint: N2 Envelope Code Check: 0.715 (LC 3) Report Based On 97 Sections -.779 at 12.5 ft .335 at Oft A k Vy k Vz k -.335 at 25 ft 1.575 at 12.5 ft k-ft My --------k-ft -2.094 at 12.5 ft .794 at 12.5 ft fa --------ksi f(y) ksi f(z) --------ksi -.794 at 12.5 ft AWC NDS-18: ASD Code Check Max Bending Check 0.715 (LC &)ax Shear Check 0.132 (y) (LC ~ax Defl Ratio L/385 12.5 ft 1 Location 12.5 ft Location 25 ft Location Equation 3.9-3 Span CD 1.25 RB 21.909 CL .888 Cr 1 Cfu 1.2 CP .066 Fe' Ft' Fb1' Fb2' Fv' E' (ksi) Cm Ct CF .123 1 1 1 .844 1 1 1 1.111 1 1 1 1.5 1 1 1 .225 1 1 1700 1 1 Lb le/d Sway y-y 8 ft 64 No Le-Bending Top Le-Bending Bot 8 ft 8 ft z-z 8 ft 8.533 No IIIRISA Company Designer Job Number Model Name ROOF JOIST Feb 22, 2023 7:10 PM Checked By: __ Member Distributed Loads (BLC 1 : ROOF DEAD LOAD} 1 Member Label M1 Direction Start Magnitude[k/ft, ... End Magnitude[k/ft,F , ... Start Location_(fl, %] End Location[ft, %] v -.013 -.013 l o o Member Distributed Loads (BLC 2 : ROOF LIVE LOAD} 1 Member Label M1 Direction Start Magnitude[k/ft, ... -End Magnitude{k/ft,F, ... Start Location[ft,%] End Location[ft,%] Y -.013 -.013 0 0 Member Distributed Loads (BLC 3 : WIND LOAD} Member Label M1 Direction Start Magnitude[k/ft, ... End Magnitude[k/ft,F, ... Start Location[ft, %] End Location[ft, %] 1 Y .047 .047 0 L 0 Load Combinations Description EASD 1 So ... P ... S ... BLC F ... B ... F ... Yes DL 1 DL 1 LL 1 DL 1 IRLL 1 1 DL DL DL DL .6 WL 6 BLC F .. i ... rtLC ... ,BLC Fact..BLCr act..BLC Fact .. BLC~Fact..BLC Fact... S ' 1 I.'. S 75 ...... . Envelope Joint Reactions 1 I X [kl max 0 2 3 5 6 MX [k-ft] 0 LC MZ [k-ft] 8 0 NC 0 LC 8 I 1 t 8 uplift to be resisted by # 14 wood screw connection of joist to top track connection. Withdrawal cal of#14 wood screw x 2" min. embedment = I 72 lbs/screw x 2" x 1.6 Cd = 551 lbs ( cap for one screw, used 2) ... o.k. RISA-3D Version 17.0.4 [C :\Users\Rudra\Documents\RISA\Model Files\untitled.r3d) Page 3 ~ '-~ ~ ~ tm ~ iJ' A '3,.._\ .,-N19 / N23N21 N25 N33 N15 Page 1 Feb 23, 2023 at 2:53 PM ROOF FRAMING.r3d SK -4 Feb 23, 2023 at 2:53 PM ROOF FRAMING.r3d .075k/ft l oads: BLC 1, ROOF DEAD LOAD SK-5 Feb 23, 2023 at 2:53 PM ROOF FRAMING.r3d Page4 Loads: BLC 2, ROOF LIVE LOAD SK-6 Feb 23, 2023 at 2:53 PM ROOF FRAMING.r3d Page 5 IIIRISA Company Designer Job Number Model Name (Global) Model Settings Display Sections for Member Cales ~ 5 I Max lntern2I Sections for Member Cales I 97 Include Shear Deformation? Yes Include Warping? Yes !Trans Load Btwn Intersecting Wood Wall? I Yes Area Load Mesh in112 144 Mer e Tolerance in .12 ,P-Delta Analysis Tolerance 0.50% I Include P-Delta for Walls? I Yes " Automaticallv Iterate Stiffness for Walls? Yes I Max Iterations for Wall Stiffness l 3 GravitY-Acceleration (ft/sec112) 32.2 !Wall Mesh Sizeliril .... • t 24 EiQensolution Converaence Toi. (1.E-) 4 !Vertical Axis • I Y Global Member Orientation Plane XZ I Static Solver l Sparse Accelerated Qynamic Solver Accelerated Solver Hot Rolled Steel Code IAdiust Stiffness? RISAConnection Code !Cold Formed Steel Code Wood Code !Wood Temoerature Concrete Code I Masonrv Code .Aluminum Code !Stainless Steel Code ,·. A.QJus.!_Sttffness? R . Concrete Stress Block Use Cracked Sections? Use Cracked Sections Slab? Concrete Rebar Set !Min% Steel for Column Max % Steel for Column AISC 15th(360-16)· ASD Y es<lterativel AISC 14th(360-10): ASD AISI S100-16: ASD 1 AWC NDS-18: ASD < 100F ACI 318-14 TMS 402-16: ASD AA ADM1-15: ASD -Buildina AISC 14th(360-10): ASD Yes(lterat,v!ll_ 4 4 Exact lnte ration .65 Rectan ular Yes No !No Yes No REBAR SET ASTMA615 11 8 Feb 23, 2023 2:55 PM Checked By: __ RISA-3D Version 17.0.4 [C:\ ... \Rudra\Dropbox\turnkey adu\2725 Lyons Ct\Calcs\ROOF FRAMING.r3d] Page 6 IIIRISA Company Designer Job Number Model Name (Global) Model Settings. Continued I Seismic Code ASCE 7-16 Seismic Base Elevation (ft) Add Base Weight? l Not Entered Yes ICtX CtZ , .02 .02 IT X (sec) T Z (sec) ! Not Entered Not Entered IRX RZ !3 3 !Ct Exp. X Ct Exe. Z 1 .75 .75 ISD1 sos l 1 1 S1 1 TL~sec) IRis Cat Drift Cat §fu.z OmX P dZ CdX 14 4 RhoZ 11 1 Cold Formed Steel Properties Feb 23, 2023 2:55 PM Checked By: __ E[ksi)_ 29500 G [ksi) 11346 Nu .3 Therm (/1 E5 F) Density[k/ftA3J Yield[ksi] 33 Fu[ksi] 45 9 0 Cold Formed Steel Section Sets Label_ _ Shape 1 ROOF JOIST B00S162-43 JAMB STUD 2-550S162-4 .. 5 HEADER 550T200-43 General Section Sets Shape RE4X4 .65 .49 13 .3 .65 9 Design List Material Design Rules~ CS A653 SS Gr... T ical S B-to-B A653 SS Gr ... CU A653 SS Gr. .. CU A653 SS Gr. .. Joint Coordinates and Temperatures Label X[ft] y [ft) z [ftJ 1 N8 0 0 20 3 N10 0 0 30 4 N12 Q Q 41 5 N14 2.33 0 30 I 6 N15 2.33 Q ~1 7 N14A 0 0 31 [8 N15A I 2.33 J 0 31 50 lyy [in4] ~ .16 .16 Temp [F) 0 0 0 0 0 0 0 .00029 Detach From Diap ... RISA-3D Version 17.0.4 [C:\ ... \Rudra\Dropbox\turnkey adu\2725 Lyons Ct\Calcs\ROOF FRAMING.r3d] Page 7 IIIRISA Company Designer Job Number Model Name Joint Coordinates and Temperatures (Continued) Label X [ft] y [ft] 9 N16 0 0 10 3 0 11 N18 0 0 12 N1~ 2.33 0 13 N20 0 0 I 14 I N21 2.3~ j Q 15 N22 0 0 16 N23 2.33 0 17 N24 0 0 19 N26 0 0 I ~~ I N27 2.33 Q N28 0 0 .3 23 N30 0 0 I 24 I N31 2.33 0 25 N32 0 0 I 2e 1 N33 2.33 0 Joint Bounda!Y., Conditions z [ft] 32 32 33 33 34 34 35 35 36 37 37 38 8 39 39 40 40 Temp [Fl 0 0 0 Q 0 Q 0 0 0 0 0 0 0 0 0 0 Feb 23, 2023 2:55 PM Checked By: __ Detach From Diap ... Joint Label X [k/in] Y [k/in] Z [k/in] X Rot.[k-ft/radJ~Y Rot.[k-ft/rad] ,..,,.....,1c.,,.,..,=~....,..:..;N=8~ _ __,. ____ _,[-."'"'R=e=action , Fixed ct ··· Fixed . .. Fixed Z Rot.[k-ft/rac!) 1_2_.,.1==-~~~~~~Rea~t.Lqn ~ ReactiO.IL....L ReactionLL_=J·~·==·==· =~i.....1 ====~== ............ =='---'-1 Fixed Fixed Ei ed • • • •• •.· Fixed •. 5 Reaction Fixed Fixed s · _ .. _. N15~.. _Beagion,._, ..... -R~ction Re.ru:;tion_,-'--"=---~-,.~--=--="---"-- 7 N14A Fixed Fixed 11 18 :-.· _,_,____ -m,,• ·==Fix~d . . t Fi~ed--~-=--~m'""Fixed~I 12 HL == . . -" --~-~-..--=~~-=-4~~~~-~~==-=~-1 13 NZ__O Fixe_d _ _,,,--==-~-F=ix..,...ed~__,....,..,.....,.--~-~.,---F~ix=e~d-..--i 1A. N21 ~~}~8;-<······1 ~~2l.5· ..... ~=···· .....,..--,·r,-;---,· --.---.•• === __ =-r-· . ...,:-. :~:~~---.-:: .. -:=:::=:~=.,...,.,..,.~-~==---,..,,, --:-::::--··-H ~ 1 • !-"~~--·~--1---~-"'"""'1=~<->-=--=i<I-~=~--C 19 N~2~6=,..,,...,.,,.,...,,.,,....,.......,,,.,..._.,,,.,.,, -~F~ixre~d.,,,,.,,,__,,.~=~---,--=--F=ix~ed"'=~=~..,,.,,,.,.,...,.,..,.,,.,,,,,..,,,,,,='F~i~ed J::ig)""'""~·~,47"'""--~..;i.....c.=,===+---""-~-'-------~""'=-------.......... ---~---~ r~~ :r=-·•c••-~~-~=··,,.. =-. =_-· ::::_• J:_J:~d:.~~~ f Fixeg_~. [ ____ _, Fix~d- 30 ___ Fixed Fixed ~-r Fixed 3~---="'~==='-"'-"""'"--'~=~ ......... -~~~~====="'-~~.=.-..==~ ........ --~=-- 2 3 Member Prima!Y., Data 3 4 Label M3 M6 M7 M8 RISA-3D Version 17.0.4 I Joint J Joint K Joint Rotate ... N8 N9 Fixed Section/Shape JAMB STUD LL HEADER BRACE Fixed Type Design Li .. Material Design ... Colu ... 1CS • al Beam VBra,. [C:\ ... \Rudra\Dropbox\turnkey adu\2725 Lyons Ct\Calcs\ROOF FRAMING.r3d] Page 8 IIIRISA Company Designer Job Number Model Name Member Primary Data (Continued) Label I Joint_J Joint~K Joint.Rotate ... 5 M26 N14 N10 6 M8A N15A N14A 7 M9 6 8 8 9 M11 0 10 M12 2 11 M13 4 1 M4 6 13 M15 16 15 M17 16 M1 17 M19 19 M21 20 2 21 M23 22 M24 23 M25 4 2 25 M27 26 28 Cold Formed Steel Design Parameters Section/S_hape B B BRACE Feb 23, 2023 2:55 PM Checked By: __ T_ype_Desjgn Li. .Materialpesign ... lvara .. t CS • al a[ft] Funct ... 1 Lateral Latera 1 Lateral Latera Lateral Latera !Lateral [ Latera Lateral RISA-3D Version 17.0.4 [C:\ ... \Rudra\Dropbox\turnkey adu\2725 Lyons Ct\Calcs\ROOF FRAMING.r3d) Page 9 Company Designer Feb 23, 2023 2:55 PM IIIRISA Job Number Model Name Checked By: __ Joint Loads and Enforced Displacements (BLC 1 : ROOF DEAD LOAD) 1 Joint Label N8 L,D,M L Direction X Magnitude[(k,k-ft), (in,rad), (k*s"2/ft ... 2.4 Joint Loads and Enforced Displacements (BLC 2 : ROOF LIVE LOAD) Joint Label N8 L,D,M L Direction X Magnitude[(k,k-ft), (in.rad), (k*s"2/ft ... 4.7 Member Point Loads Member Label Direction Magnitude[k,k-ft] No Data to Print ... Location[ft, %] Member Distributed Loads (BLC 1 : ROOF DEAD LOAD) Member Label M6 Direction Start Magnitude[k/ft, ... End Magnitude[k/ft,F, ... Start Location[ft,%] End Location[ft,%] X .075 .075 0 0 Member Distributed Loads (BLC 2 : ROOF LIVE LOAD) Member Label M6 Direction Start Magnitude[k/f1, ... End Magnitude[k/ft,F, ... Start Location[ft, %] End Location[f!.. %] X .125 .125 0 0 Basic Load Cases BLC Description 1 ROOF DEAD LO ... Category DL X GravityY GravityZ Gravity, Joint Point Distribu .. Area(M ... Surface ... 1 1 ROOF LIVE LOAD 1 Load Combinations Description So ... P ... S ... BLC F ... B ... F ... BLC F ...... F .. BLC ... BLC Fact..BLC Fact..BLC Fact..BLC Fact..BLC Fact. .. D • Yes Y I I LLS 1 7 ASCE ASD 4 (a) Yes Y DL 1 LL .75 LLS .75 ...... . Envelope Joint Reactions 3 N9 RL LC 12 Y [k] LC MX [k-ft] MZ [k-ft] 0 12 0 0 1 0 1 0 1 L 6 5 N14 max O 2 NC NC O 12 NC NCl O 12 NC r-"'-r---'--,o---..........,'.~m=in~,---1-.1-1-r--":'-~[--'N-C-_~~~N~C~l-_-=~o~~~~-=--1~Lr-_~~~c,:-;:-::1~N--:c1 ___ 0_~[I.C ~~ 7 N 1 5 max O 2 0 12 0 12 0 12 0 12 0 LC 12 12 1 NC INcl 12 RISA-3D Version 17.0.4 [C:\ ... \ ... \Dropbox\turnkey adu\2725 Lyons Ct\Calcs\ROOF FRAMING.r3d] Page 10 IIIRISA Company Designer Job Number Model Name Envelope Joint Reactions {Continued) Joint 9 Totals: max I 10 l !min ! 2 6 Envelope Joint Displacements LC 1 12 0 i 1 I o LC 1 Feb 23, 2023 2:55 PM Checked By: __ LC 1 min O 2 0 1 -.01 6 1 0 2 O RISA-30 Version 17.0.4 [C :\ ... \ ... \Dropbox\turnkey adu\2725 Lyons Ct\Calcs\ROOF FRAMING.r3d] Page 11 IIIRISA Company Designer Job Number Model Name Envelope Joint Displacements (Continued) Joint X in LC Y in LC 50 min 0 2 1 51 N33 max .014 6 0 12 I s2 l l min i 0 I 2 J 0 I 1 Envelope Member Section Forces I ,-1 Feb 23, 2023 2:55 PM Checked By: __ 2 0 12 0 2 0 12 l s t o I 1 l-1 .142e-3 I s l o I 1 I 12 RISA-3D Version 17.0.4 [C:\ ... \ ... \Dropbox\turnkey adu\2725 Lyons Ct\Calcs\ROOF FRAMING.r3d] Page 12 IIIRISA Company Feb 23, 2023 Designer 2:55 PM Job Number Checked By: __ A \!H::r: 1'~'0<(:",. (...'(,Mf?ANY Model Name Enveloe,e Member Section Forces (Continuedl Member Sec LC z-z Mome ... LC 1 51 MBA 1 1.011 0 0 12 0 12 0 12 0 12 52 0 0 0 1 0 1 0 1 0 1 53 2 1.011 0 0 12 0 12 0 12 0 12 1 I 54 I Q 0 0 1 I 0 ! 1 l 0 1 0 I 1 55 3 1.011 0 0 12 0 12 0 12 0 12 56 0 0 57 4 1.011 0 12 0 12 0 12 0 12 0 12 58 0 t 0 1 0 0 1 0 1 59 5 0 12 0 12 0 12 0 12 0 12 I 1 1 61 M9 1 max 12 0 12 0 12 0 12 0 12 I I 62 l ! !mini I 1 l Q I 1. I 0 I 1 l Q :! 0 I 1 63 2 max 12 0 12 I 0 12 0 12 0 12 64 min 1 1 0 1 0 0 1 65 3 max 12 12 0 12 0 0 12 66 m·n 1 0 1 67 4 max .796 6 0 12 12 0 12 12 8 min ° 0 2 1 1 1 69 5 6 12 0 12 0 12 0 0 12 __ 70 _---2.=. 1 0 _1 0 1 0 0 ___ 1 __ 71 M10 1 12 0 12 0 12 0 0 12 7 in 0 73 2 max 6 0 12 ·1 12 0 12 0 12 I I 74 I ]mini 2 Q 1 I 6 1 0 I 1 ! 1 75 3 max 6 0 12 12 0 12 0 12 I I z~ I ,4 lminl 2 0 I •L I 1 I 0 :1 0 I 1 77 6 0 12 12 0 12 0 12 7 0 1 79 5 6 0 12 0 12 0 12 0 12 0 12 80 2 0 1 0 1 0 1 0 1 0 1 81 M11 1 6 0 12 0 12 0 12 0 12 0 12 82 2 0 1 0 0 0 1 1 83 2 6 0 12 0 0 12 0 12 0 12 84 2 0 0 0 0 1 85 3 max .399 6 0 12 0 0 12 0 12 0 12 86 min 0 2 0 1 0 1 1 0 1 87 4 max .399 6 0 12 0 12 0 12 0 12 88 ___ min _Q___ 0 1 =°--0 1 o ___ J __ 89 5 max .399 0 12 0 12 0 12 0 12 0 12 i 0 1 0 1 M12 1 max .199 0 12 0 12 0 12 0 12 0 12 in 0 0 1 0 1 0 1 1 0 1 .199 0 12 0 12 0 12 0 12 0 12 0 1 1 1 1 .199 12 0 12 0 12 0 12 0 12 1 0 1 0 1 4 max 12 0 12 0 12 0 12 0 12 ! lminl ! 1 I 0 I 1 l 0 1 I 0 1 0 I 1 I 5 12 0 12 0 12 0 12 0 12 1 1 0 101 M13 1 max .19 6 0 12 0 12 0 12 0 12 0 12 102 min 0 1 0 1 1 103 1 2 max .19 6 0 12 I 0 12 l 0 12 0 12 0 12 I I 104 I lmi□J Q 2 0 I 1 0 ! 1 0 !t I 0 I 1 I 0 I 1 105 3 jmax .19 6 0 12 0 12 0 12 1 0 12 0 12 I 106 I • I .. :mini 0 2 0 . I L I 0 I 1 I 0 ! 1 0 : l 1 L. 0 t 1 I RISA-3D Version 17.0.4 [C:\ ... \ ... \Dropbox\turnkey adu\2725 Lyons Ct\Calcs\ROOF FRAMING.r3d] Page 13 IIIRISA Company Feb 23, 2023 Designer 2:55 PM Job Number Checked By: __ t.,t.J( r._i· T~'t:,:lif1' (..'(,t.i?AN\ Model Name Enve/011,e Member Section Forces (Continuedl Member y Shear[k) LC z Shear[kJ LC Torqu~[k-... LC y-y Mome ... LC ~z-z Mome ... LC 107 0 12 0 12 0 12 0 12 0 12 1 0 1 0 1 0 1 er 1 1 109 5 max 0 12 0 12 0 12 0 12 0 12 110 min 0 0 1 0 1 111 M14 1 max 0 ~2 1 0 12 0 12 0 12 0 12 I I 112 ! : l min l Q 0 I :1 I 0 1 I Q 1 0 I 1 113 2 1max 0 12 0 12 0 12 0 12 0 12 I 114 : !minl 0 I 1 I Q I 1 l 0 j I 0 1 0 I 1 I 115 3 max 0 12 0 12 0 12 0 12 0 12 116 min 0 117 4 max 12 0 12 0 12 0 12 0 12 118 min 0 0 1 0 0 1 119 5 max .394 12 0 12 0 12 0 12 0 12 1 0 min 1 0 1 121 M15 1 max 12 0 12 0 ~2 I 0 0 12 I 122 i !mini 1 I Q I 1 Q Q 0 I 1 I 123 2 max 12 0 12 0 I 12 0 0 12 I I 124 I lminl ! 1 I Q 1 l Q 1 I Q 0 I 1 125 3 12 0 12 0 12 0 0 12 1 6 0 127 4 max .6 12 0 12 0 12 12-min 0 1 0 1 0 1 129 5 max .6 12 0 12 0 0 12 30 min 0 1 0 1 0 0 1 I 131 M16 1 max .796 12 0 12 0 12 0 12 0 12 I 132 ! I min i 0 1 I Q I 1 I 0 1 : 0 1 0 I 1 I 133 2 max .796 12 0 12 0 12 0 12 0 12 134 0 0 1 1 1 135 3 12 0 12 0 12 0 12 0 12 6 0 1 0 0 1 137 4 6 6 12 0 12 0 12 0 12 0 12 1 1 139 5 6 0 12 0 12 0 12 0 12 0 12 14 min 1 1 1 1 1 141 M17 1 max 0 12 j 0 12 0 12 0 12 0 12 I 142 I lminl Q : 1 Q 1 I 0 1 I 0 1 0 I j I 143 2 0 12 0 12 0 12 0 12 0 12 144 Q 1 1 0 1 Q 145 3 max 1.011 0 12 0 12 0 12 12 0 12 146 min 0 1 1 0 1 1 0 1 147 4 max 1.011 0 12 0 12 0 12 12 0 12 148 in 0 1 1 1 1 1 149 5 max 1.011 12 0 12 0 12 0 12 0 12 I 150 : l minl 0 1 I 0 I 1 : 0 ! 1 I 0 1 0 I 1 I 151 M18 1 max 0 12 0 12 0 12 0 12 0 12 I i-f52 I ! !min i -1 ,096 I I 1 I 0 I 1 ! 0 1 I 0 1 0 I 1 153 2 0 12 0 12 0 12 0 12 0 12 1 1 1 3 0 12 0 12 0 12 0 12 0 12 0 1 1 1 157 4 maxi 0 2 0 12 0 12 0 12 0 12 0 12 58 i~096 6 0 1 1 1 0 159 5 max 0 2 0 12 0 12 0 12 0 12 0 12 16 in -.096 6 0 1 0 1 0 1 0 161 M19 1 max 0 2 0 12 0 12 0 12 0 12 0 12 162 i -.865 6 0 1 0 1 Q 0 1 163 2 max 0 2 0 12 0 12 0 12 0 12 0 12 RISA-30 Version 17.0.4 [C:\ ... \ ... \Dropbox\turnkey adu\2725 Lyons Ct\Calcs\ROOF FRAMING.r3d) Page 14 IIIRISA Company Feb 23, 2023 Designer 2:55 PM Job Number Checked By: __ •'.. ~,sf Mf:'~'.Ct-if;J\. G(,Mt>AN\' Model Name Enveloe,e Member Section Forces (Continuedl Member Sec LC z-z Mome ... LC 1 165 3 0 0 12 0 12 0 12 166 0 1 0 1 1 167 4 0 0 12 0 12 0 12 16 0 1 0 1 0 169 5 0 0 12 0 12 0 12 1 0 1 1 171 M20 1 0 12 0 12 0 12 0 12 1 " 0 1 0 1 0 1 2 0 12 0 12 0 12 0 12 1 0 0 3 12 0 12 0 12 0 12 1 0 1 1 0 1 177 4 0 12 0 12 0 12 0 12 178 2 0 1 0 1 0 1 0 1 I 179 5 0 12 0 12 0 12 0 12 1 2 0 181 M21 1 0 12 0 12 0 12 0 12 I 1a2 I -· 1 l Q ! 1 • I Q 1 Q 1 I 83 2 12 0 12 0 12 0 12 .... _J Q._,.c 1 0 1 0 1 3 12 0 12 0 12 0 12 1 1 0 1 4 12 0 12 0 12 0 12 0 12 1 0 1 1 5 12 0 12 0 12 0 12 0 12 1 -0 1 1 1 0 1 M22 1 12 0 12 0 12 0 12 0 12 1 0 0 0 2 12 0 12 0 12 0 12 0 12 1 0 0 1 1 0 1 3 12 0 12 0 12 0 12 0 12 1 0 0 4 12 0 0 12 0 12 0 199 5 12 0 0 12 0 12 0 200 1 0 1 1 0 201 M23 1 12 0 12 0 12 0 _202 1 JL .1 o_ .. _. ~ 203 2 12 0 12 0 12 0 20 0 205 3 0 12 0 12 0 12 0 2 1 0 0 1 0 4 12 0 12 0 12 0 209 5 12 0 12 0 12 0 1 1 1 0 1 211 M24 1 0 12 0 12 0 12 0 212 0 1 0 1 0 1 0 213 2 0 12 0 12 0 12 0 2 4 0 0 1 0 215 3 0 12 0 12 0 12 0 12 0 12 I [2je I Q j I 0 1 l Q ! 1 I Q 1 Q I 1 217 4 0 12 0 12 0 12 0 12 0 12 21 0 0 1 I 0 1 1 1 219 5 0 12 0 12 0 12 0 12 0 12 220 0 1 0 1 .0 1 0 1 0 1 RISA-3O Version 17.0.4 [C :\ ... \ ... \Dropbox\turnkey adu\2725 Lyons Ct\Calcs\ROOF FRAMING.r3d] Page 15 \. IIIRISA Company Feb 23, 2023 Designer 2:55 PM Job Number Checked By: __ Model Name A ~l:,M['f~'(..lct:, (,'(:,t,!,-'A••t'I Enveloe,e Member Section Forces (Continuedl Member Axial[k) y Shear[k) LC_______u,h~a!:[k) LC Torque[k-... LC .Y-Y M_ome .. _._LC _z-z Mome ... LC 1 l M25 0 12 0 12 o l 12 o 12 o 12 2 33 1 0 1 1 0 1 0 1 3 2 12 0 12 0 12 0 12 0 12 4 1 0 1 0 5 3 12 0 12 0 12 0 12 0 12 6 -1 1 0 1 0 1 0 1 227 4 max 12 0 12 0 12 0 12 0 12 228 min -.4 1 0 1 1 0 1 0 1 229 5 max 12 0 12 0 12 0 12 0 12 min -4 1 0 1 1 0 231 M26A 1 max 0 12 0 12 0 12 0 12 0 12 l 232 J I !mini -.652 .I ! 1 1 2 ' 0 1 I 0 ' 1\ l 0 1 0 I 1 .j 233 2 0 12 0 0 12 0 12 0 235 3 12 0 12 0 12 0 12 1 1 4 0 12 0 12 0 12 . 0 1 0 1 1 0 12 0 12 0 12 0 1 1 M27 1 .. 0 12 I 12 0 12 1 -·--1-· 0 1- 2 0 2 0 12 0 12 0 0 12 0 12 .865 6 1 0 1 0 1 0 1 3 12 0 12 0 12 0 12 0 12 1 0 1 0 1 0 4 12 0 12 0 12 0 12 0 12 4 1 0 1 1 1 0 1 49 5 12 0 12 0 12 0 12 0 12 50 0 1 1 1 0 51 M28 1 0 12 0 12 0 12 0 12 0 12 2 2 0 1 1 1 253 2 0 12 0 12 0 12 0 12 0 12 254 0 1 1 0 1 0 1 0 255 3 0 12 12 0 12 0 12 0 12 256 0 0 0 1 4 0 12 0 12 0 12 0 1 0 12 0 12 0 12 . -1.096 0 6 1 1 0 1 Enveloe,e A/SI S100-16: ASD Cold Formed Steel Code Checks Member Shape Code ... _Loc[ft) LC_J;hear ... Loc[ft] Dir LC Pn/Om[k]_Tn/Om[k) Mnyy/O ... Mnzz/O ... Vny/ .. ""_,Ynzl ... _ Cb Eqn ~ M3_12-550S1 .. 1 .83.~ O 6 -w-O_Q.Q i_9 j 1218.538 2 __ ~_389 _ NC_1 2.172 r~_.99~k.,.625+ 1 lH1 .2-1 L=~s s50T200.,. __ Jt10J~..2LL21.,Qi..6_ ~A~L ~ _e 1.s~~J ..1.6.c.Qie..:C:'"Q6;LL.409 2...98~~.~~~ .2-1 55 T2 .. . 2 6 . 002 6 .000 RISA-3D Version 17.0.4 [C:\ ... \ ... \Dropbox\turnkey adu\2725 Lyons Ct\Calcs\ROOF FRAMING.r3d] Page 16 IIIRISA Company Designer Job Number Model Name Envelope A/SI S100-16: ASD Cold Formed Steel Code Checks (Continued) Feb 23, 2023 2:55 PM Checked By: __ Member Shape Code ... Loc[ftl__LC_Shear ... Loc[ft] Dir LC Pn/Om[lg Tn/Om[kLMnyy/O--"-'iMnzz/O.~V11Y/ ... Vnz/ ... M15 550S162 .... 199 0 6 . .82 Eqn H1.2-1 H1.2-1 H1 .2-1 H1.1-1 H1.1-1 H1.1-1 H1.1-1 27 550S162 .... 28 550S162 ... RISA-3D Version 17.0.4 [C :\ ... \ ... \Dropbox\turnkey adu\2725 Lyons Ct\Calcs\ROOF FRAMING.r3d] Page 17 2725 LYONS CT. NEW ADU CONSTRUCTION REVISION TO ROOF FRAMING PREV2023-0152 > 1--0 2725 LYONS CT #2 HODGKINSON; RE-INFORCE ROOF TRUSS MORE RIGID, HIGHER LOADING 1673913100 CBR2023-0591 7/26/2023 PREV2023-0152 SK -1 July 20, 2023 at 6:20 PM TRUSS PROFILE.r3d Page 1 SK-2 July 20, 2023 at 6:20 PM TRUSS PROFILE.r3d Page 2 -.006k/ft Loads: BLC 1, ROOF DEAD LOAD SK-3 July 20, 2023 at 6:21 PM TRUSS PROFILE.r3d Page 3 -.02k/ft Loads: BLC 2, ROOF LIVE LOAD SK-4 July 20, 2023 at 6:21 PM TRUSS PROFILE.r3d Page4 SK-5 July 20, 2023 at 6 :21 PM TRUSS PROFILE.r3d Page 5 SK-6 July 20, 2023 at 6:21 PM TRUSS PROFILE.r3d Page 6 IIIRISA A NH1LTSCH£K C :1MPANY Company Designer Job Number Model Name (Global) Model Settings Disolav Sections for Member Cales Max Internal Sections for Member Cales Include Shear Deformation? Increase Nailinq Capacity for Wind? Include Warpinq? Trans Load Btwn lntersectinq Wood Wall? Area Load Mesh (in"2) Merae Tolerance (in) P-Oelta Analvsis Tolerance Include P-Delta for Walls? Automatically Iterate Stiffness for Walls? Max Iterations for Wall Stiffness Gravity Acceleration (ft/sec"2) Wall Mesh Size (in) Eiaensolution Converaence Toi. (1 .E-) Vertical Axis Global Member Orientation Plane Static Solver Dynamic Solver Hot Rolled Steel Code Adjust Stiffness? RISAConnection Code Cold Formed Steel Code Wood Code Wood Temperature Concrete Code Masonry Code Aluminum Code Stainless Steel Code Adiust Stiffness? Number of Shear Rea ions Reaion Spacinq Increment (in) Biaxial Column Method Parme Beta Factor (PCA) Concrete Stress Block Use Cracked Sections? Use Cracked Sections Slab? Bad Framinq Warninqs? Unused Force Warninqs? Min 1 Bar Diam. Spacinq? Concrete Rebar Set Min % Steel for Column Max % Steel for Column 5 97 Yes Yes Yes Yes 144 .12 0.50% Yes Yes 3 32.2 24 4 y xz Soarse Accelerated Accelerated Solver AISC 15th(360-16): ASD Yes(lterative) AISC 14th(360-10): ASD AISI S100-16: ASD AWC NDS-18: ASD < 100F ACI 318-14 TMS 402-16: ASD AA ADM1-15: ASD -Buildinq AISC 14th(360-1 0): ASD Yes(lterative) 4 4 Exact lnteqration .65 Rectanaular Yes No No Yes No REBAR SET ASTMA615 1 8 July 20, 2023 6:29 PM Checked By: __ RISA-3D Version 17.0.4 [C:\Users\Rudra\Dropbox\turnkey adu\2725 Lyons Ct\TRUSS PROFILE.r3d] Page 7 IIIRISA A. NtM[: ::,1,HUi. ,OMPANY Company Designer Job Number Model Name (Global) Model Settings, Continued Seismic Code Seismic Base Elevation (ft) Add Base Weiaht? CtX CtZ TX (sec) T Z (sec) RX RZ Ct Exo. X Ct Exo. Z SD1 sos S1 TL (sec) Risk Cat Drift Cat OmZ OmX ::d Z ::d X RhoZ RhoX Cold Formed Steel Properties L b I E ksi A653 SS Gr33 29500 2 A653 SS Gr50/1 29500 Cold Formed Steel Section Sets Label Shaoe 1 TOPC ... 550DT212-43 2 BOTT ... 550DT212-43 3 WEB 550DT212-43 4 BRACE 550DT212-43 5 CENT ... 2-550DT212-43-BB General Section Sets 2 ASCE 7-16 Not Entered Yes .02 .02 Not Entered Not Entered 3 3 .75 .75 1 1 1 5 I or II Other 1 1 4 4 1 1 k i N Th rm /1E F D 11346 .3 .65 11346 .3 .65 Tvne Desian ... Material Beam cu A653 SS Gr50/1 Beam cu A653 SS Gr50/1 Column cu A653 SS Gr50/1 VBrace cu A653 SS Gr50/1 VBrace CU B-t. . A653 SS Gr50/1 in2 16 1e+6 Joint Coordinates and Temperatures Label x rm Y rttl Z rttl 1 N1 0 1 0 2 N2 25 -3.17 0 3 N3 0 -1 0 4 N4 25 -5.17 0 5 N5 2.5 .583 0 6 N6 5 .166 0 7 N7 7.5 -.251 0 8 N8 10 -.668 0 July 20, 2023 6:29 PM Checked By: __ Desian ... A fin2l lvv fin4 lzz fin4l J fin4l Tvoical .432 .187 1.996 .0002... Tvoical .432 .187 1.996 .0002... Tvoical .432 .187 1.996 .0002... Tvoical .432 .187 1.996 .0002... Tvoical .865 .577 3.993 .0005 ... Temo IFl Detach From Diaohr 0 0 0 0 0 0 0 0 RISA-30 Version 17.0.4 [C:\Users\Rudra\Dropbox\turnkey adu\2725 Lyons Ct\TRUSS PROFILE.r3d] Page 8 .. IIIRISA A NlME"'"S;_ H[K .QMPANY Company Designer Job Number Model Name July 20, 2023 6:29 PM Checked By: __ Joint Coordinates and Temperatures (Continued) Label X fftl Y fftl Z fftl Temn fFl Detach From Diaohr ... 9 N9 12.5 -1 .085 0 0 10 N10 15 -1 .502 0 0 11 N11 17.5 -1.919 0 0 12 N12 20 -2.336 0 0 13 N1 3 22.5 -2.753 0 0 14 N14 2.5 -1.417 0 0 15 N15 5 -1 .834 0 0 16 N16 7.5 -2.251 0 0 17 N17 10 -2.668 0 0 18 N18 12.5 -3.085 0 0 19 N19 15 -3.502 0 0 20 N20 17.5 -3.919 0 0 21 N21 20 -4.336 0 0 22 N22 22.5 -4.753 0 0 Joint Boundary Conditions Joint Label X fk/inl Y fk/inl Z fk/inl X Rot.rk-ft/radl Y Rot.rk-ft/radl Z Rot fk-ft/radl 1 N3 Reaction Reaction Reaction 2 N4 Reaction Fixed Fixed Fixed 3 N5 Fixed Fixed Fixed 4 N6 Fixed Fixed Fixed 5 N1 Fixed Fixed Fixed 6 N7 Fixed Fixed Fixed 7 N8 Fixed Fixed Fixed 8 N9 Fixed Fixed Fixed 9 N2 Fixed Fixed Fixed 10 N13 Fixed Fixed Fixed 11 N12 Fixed Fixed Fixed 12 N11 Fixed Fixed Fixed 13 N10 Fixed Fixed Fixed 14 N15 Fixed Fixed Fixed 15 N1 7 Fixed Fixed Fixed 16 N19 Fixed Fixed Fixed 17 N21 Fixed Fixed Fixed Member Primary Data Label I Joint J Joint K Joint Rotate ... Section/Shan"' .. I I . . 1 M1 N1 N2 90 TOP CHORD Beam cu A653 ... Tvoical 2 M2 N3 N4 270 BOTTOM CHORD Beam cu A653 ... Tvoical 3 M3 N1 N3 90 WEB Colu ... cu A653 ... Tvoical 4 M4 N5 N14 90 WEB Colu ... cu A653 ... Tvoical 5 M5 N6 N15 90 WEB Colu ... cu A653 ... Tvoical 6 M6 N7 N16 90 WEB Colu ... cu A653 ... Tvoical 7 M7 N8 N17 90 WEB Colu ... cu A653 ... Tvoical 8 M8 N10 N19 270 WEB Colu ... cu A653 ... Tvoical 9 M9 N11 N20 270 WEB Colu ... cu A653 ... Tvoical 10 M10 N12 N21 270 WEB Colu ... cu A653 ... Tvoical 11 M11 N13 N22 270 WEB Colu ... cu A653 ... Tvoical 12 M12 N2 N4 270 WEB Colu ... cu A653 ... Tvoical 13 M13 N9 N18 90 CENTER WEB VBra .. CU B-to-B A653 ... Tvoical 14 M14 N3 N5 90 BRACE VBra .. cu A653 ... Tvoical 15 M15 N14 N6 90 BRACE VBra .. cu A653 ... Tvoical 16 M16 N15 N7 90 BRACE VBra .. cu A653 ... Tvoical 17 M17 N16 N8 90 BRACE VBra .. cu A653 ... Tvoical RISA-3D Version 17.0.4 [C:\Users\Rudra\Dropbox\turnkey adu\2725 Lyons Ct\TRUSS PROFILE.r3d) Page 9 IIIRISA A /\;(Mt:. f$1..HtK COMP/\N'I' Company Designer Job Number Model Name Member Primary Data (Continued) Label I Joint J Joint K Joint Rotate 18 M18 N17 N9 90 19 M1 9 N9 N1 9 90 20 M20 N10 N20 90 21 M21 N11 N21 90 22 M22 N12 N22 90 23 M23 N13 N4 90 Cold Formed Steel Design Parameters ... Section/Shane BRACE BRACE BRACE BRACE BRACE BRACE Label Shane Lenoth ... Lbvvlftl Lbzzlftl Lcomo to ... Lcomo bo ... L-tornuerft1 Kvv 1 M1 TOP CH ... 25.345 5 5 5 5 5 2 M2 BOTTOM .. 25.345 5 5 5 5 5 3 M3 WEB 2 4 M4 WEB 2 5 M5 WEB 2 6 M6 WEB 2 7 M7 WEB 2 8 M8 WEB 2 9 M9 WEB 2 10 M10 WEB 2 11 M1 1 WEB 2 12 M1 2 WEB 2 13 M13 CENTER .. 2 14 M14 BRACE 2.959 15 M15 BRACE 2.959 16 M1 6 BRACE 2.959 17 M1 7 BRACE 2.959 18 M1 8 BRACE 2.959 19 M1 9 BRACE 3.477 20 M20 BRACE 3.477 21 M21 BRACE 3.477 22 M22 BRACE 3.477 23 M23 BRACE 3.477 Joint Loads and Enforced Displacements Joint Lab I L D M Direction No Data to Print ... Member Point Loads Member Label Direc ion Ma nitude k k-ft No Data to Print ... Member Distributed Loads (BLC 1 : ROOF DEAD LOAD) Member Label Directi n M1 y -.006 -.006 2 M2 y -.004 -.004 Member Distributed Loads (BLC 2 : ROOF LIVE LOAD) Mem er Label Directio M1 y July 20, 2023 6:29 PM Checked By: __ Tvne Desinn Li Material Desion .. . .. VBra .. cu A653 ... Tvoical VBra .. cu A653 ... Tvoical VBra .. cu A653 ... Tvoical VBra .. cu A653 ... Tvoical VBra .. cu A653 ... Tvoical VBra .. cu A653 ... Tvoical Kzz Cb R afftl Funct. .. Lateral Lateral Lateral' Lateral Lateral Latera Lateral1 Lateral Lateral Lateral Lateral Lateral .33 Lateral Lateral Lateral Lateral Lateral Lateral Lateral Lateral Lateral Lateral Lateral Location ft % End Loca ion ft % 0 RISA-3D Version 17.0.4 [C:\Users\Rudra\Dropbox\turnkey adu\2725 Lyons Ct\TRUSS PROFILE.r3d] Page 10 IIIRISA Company Designer Job Number Model Name Basic Load Cases BLC Descri tion ROOF DEAD LOAD 2 ROOF LIVE LOAD Load Combinations Cate o DL RLL July 20, 2023 6:29 PM Checked By: __ X Gra ... Y Gra ... Z Grav ... Joint Point Distrib ... Area ... Surfac ... -1 2 Descriotion ... ... . .. ... ... So P S BLCF B F ... BLC F ...... ... .. ... ... ... . .. BLC Fact BLC Fae BLC Fae BLC Fae BLC Fae BLC Fae ... 1 ASCE ASD 1 Yes y DL 1 2 ASCEASD 2 Yes y DL 1 LL 1 LLS 1 3 ASCE ASD 3 (a) Yes y DL 1 R. .. 1 4 ASCE ASD 4 (a\ Yes y DL 1 LL .75 LLS 75 ... .... Envelope Joint Reactions lnint X fkl LC Y fkl LC Z fkl LC MX fk-ftl LC MY fk-ftl LC MZ fk-ftl LC 1 N3 max 0 4 .455 3 0 4 0 4 0 4 0 4 2 min 0 1 .202 1 0 1 0 1 0 1 0 1 3 N4 max 0 4 .458 3 NC NC NC NC NC NC 0 4 4 min 0 1 .205 1 NC NC NC NC NC NC 0 1 5 Totals: max 0 4 .914 3 0 4 6 min 0 1 .407 1 0 1 Envelope Joint Reactions -Overstrength Joint X k LC Y k LC Z k LC MX k-ft LC MY k-ft LC MZ k-ft LC No Data to Print ... Envelope Joint Displacements Joint X finl LC Y finl LC ... ... ... Z finl LC X Rotation LC Y Rotation LC Z Rotation r LC 1 N1 max .033 3 0 2 0 4 0 4 0 4 -7.478e-4 2 2 min .014 1 0 3 0 1 0 1 0 1 -1 .808e-3 3 3 N2 max .005 3 0 2 0 4 0 4 0 4 1.852e-3 3 4 min .002 1 0 3 0 1 0 1 0 1 7.69e-4 1 5 N3 max 0 4 0 4 0 4 0 4 0 4 -7.383e-4 2 6 min 0 1 0 1 0 1 0 1 0 1 -1.59e-3 3 7 N4 max .037 3 0 4 0 4 0 4 0 4 1.649e-3 3 8 min .016 1 0 1 0 1 0 1 0 1 7.683e-4 1 9 N5 max .025 3 -.02 2 0 4 0 4 0 4 -6.134e-4 2 10 min .011 1 -.044 3 0 1 0 1 0 1 -1 .351e-3 3 11 N6 max .017 3 -.037 2 0 4 0 4 0 4 -5.473e-4 2 12 min .007 1 -.084 3 0 1 0 1 0 1 -1.239e-3 3 13 N7 max .009 3 -.051 2 0 4 0 4 0 4 -3.911e-4 2 14 min .004 1 -.115 3 0 1 0 1 0 1 -8.758e-4 3 15 N8 max .001 3 -.06 2 0 4 0 4 0 4 -2.18e-4 2 16 min 0 1 -.135 3 0 1 0 1 0 1 -4.863e-4 3 17 N9 max -.002 2 -.063 2 0 4 0 4 0 4 -2.078e-5 2 18 min -.005 3 -.143 3 0 1 0 1 0 1 -4.494e-5 3 19 N10 max -.004 2 -.061 2 0 4 0 4 0 4 4.102e-4 3 20 min -.008 3 -.136 3 0 1 0 1 0 1 1.829e-4 1 21 N11 max -.004 2 -052 2 0 4 0 4 0 4 8.277e-4 3 22 min -.009 3 -.117 3 0 1 0 1 0 1 3.693e-4 1 23 N12 max -.003 2 -.038 2 0 4 0 4 0 4 1.219e-3 3 24 min -.007 3 -.086 3 0 1 0 1 0 1 5.~Qp-4 1 25 N13 max -.001 2 -.02 2 0 4 0 4 0 4 1.37e-3 3 RISA-3D Version 17.0.4 [C:\Users\Rudra\Dropbox\turnkey adu\2725 Lyons Ct\TRUSS PROFILE.r3d] Page 11 IIIRISA A. N[t.,t[_ TSCH[ K. COMPANY Company Designer Job Number Model Name Envelope Joint Displacements (Continued) Joint X rinl LC Y finl LC 26 min -.002 3 -.045 3 27 N14 max -.003 2 -.02 2 28 min -.006 3 -.045 3 29 N1 5 max -.004 2 -.038 2 30 min -.009 3 -.085 3 31 N1 6 max -.005 2 -.051 2 32 min -.01 3 -.116 3 33 N17 max -.004 2 -.06 2 34 min -.009 3 -.135 3 35 N18 max -.002 2 -.063 2 36 min -.005 3 -.143 3 37 N19 max 0 3 -.061 2 38 min 0 1 -.137 3 39 N20 max .008 3 -.052 2 40 min .004 1 -.117 3 41 N21 max .018 3 -.038 2 42 min .008 1 -.086 3 43 N22 max .028 3 -.021 2 44 min .012 1 -.046 3 Envelope Member Section Forces Member Sec Axialrkl LC v Shearlk LC 1 M1 1 max -.001 2 0 4 2 min -.005 3 0 1 3 2 max .926 3 0 4 4 min .409 1 0 1 5 3 max 1.396 3 0 4 6 min .618 1 0 1 7 4 max .931 3 0 4 8 min .414 1 0 1 9 5 max .005 3 0 4 10 min .001 1 0 1 11 M2 1 max -.233 2 0 4 12 min -.528 3 0 1 13 2 max -.538 2 0 4 14 min -1 .216 3 0 1 15 3 max -.646 2 0 4 16 min -1.452 3 0 1 17 4 max -.542 2 0 4 18 min -1 .22 3 0 1 19 5 max -.234 2 0 4 20 min -.529 3 0 1 21 M3 1 max .028 3 0 4 22 min .008 1 0 1 23 2 max .029 3 0 4 24 min .009 1 0 1 25 3 max .03 3 0 4 26 min .009 1 0 1 27 4 max .03 3 0 4 28 min .01 1 0 1 29 5 max .031 3 0 4 30 min .011 1 0 1 31 M4 1 max -.159 2 0 4 32 min -.334 3 0 1 33 2 max -.159 2 0 4 July 20, 2023 6:29 PM Checked By: __ ... ... ... Z finl LC X Rotation LC Y Rotation LC Z Rotation r LC 0 1 0 1 0 1 6.233e-4 1 0 4 0 4 0 4 -6.177e-4 2 0 1 0 1 0 1 -1.41 e-3 3 0 4 0 4 0 4 -5.251e-4 2 0 1 0 1 0 1 -1 .175e-3 3 0 4 0 4 0 4 -3.695e-4 2 0 1 0 1 0 1 -8.299e-4 3 0 4 0 4 0 4 -1 .918e-4 2 0 1 0 1 0 1 -4.273e-4 3 0 4 0 4 0 4 7.375e-6 3 0 1 0 1 0 1 2.486e-6 1 0 4 0 4 0 4 4.515e-4 3 0 1 0 1 0 1 2.012e-4 1 0 4 0 4 0 4 8.689e-4 3 0 1 0 1 0 1 3.862e-4 1 0 4 0 4 0 4 1.223e-3 3 0 1 0 1 0 1 5.467e-4 1 0 4 0 4 0 4 1.462e-3 3 0 1 0 1 0 1 6.417e-4 1 z Sh""rlkl LC Toro11.,rk-... LC v-v Mame ... LC z-z Mame ... LC -.008 2 0 4 0 4 0 4 -.028 3 0 1 0 1 0 1 0 3 0 4 -.004 2 0 4 0 1 0 1 -.012 3 0 1 -.009 2 0 4 .008 3 0 4 -.034 3 0 1 .001 1 0 1 0 2 0 4 -.004 2 0 4 0 3 0 1 -.01 3 3 0 1 .028 3 0 4 0 4 0 4 .008 1 0 1 0 1 0 1 .006 3 0 4 0 4 0 4 .006 1 0 1 0 1 0 1 0 3 0 4 .006 3 0 4 0 1 0 1 .004 1 0 1 .007 2 0 4 .003 3 0 4 .007 3 0 1 0 1 0 1 0 2 0 4 .006 3 0 4 0 3 0 1 .004 1 0 1 -.006 2 0 4 0 4 0 4 -.007 3 0 1 0 1 0 1 0 4 0 4 0 4 0 4 0 1 0 1 0 1 0 1 0 4 0 4 0 4 0 4 0 1 0 1 0 1 0 1 0 4 0 4 0 4 0 4 0 1 0 1 0 1 0 1 0 4 0 4 0 4 0 4 0 1 0 1 0 1 0 1 0 4 0 4 0 4 0 4 0 1 0 1 0 1 0 1 0 4 0 4 0 4 0 4 0 1 0 1 0 1 0 1 0 4 0 4 0 4 0 4 RISA-3O Version 17.0.4 [C:\Users\Rudra \Dropbox\turnkey adu\2725 Lyons Ct\TRUSS PROFILE.r3d] Page 12 IIIRISA A NE.ME.TSCH(I\. COMPAN't Company Designer Job Number Model Name Envelope Member Section Forces (Continued) Member Sec Axialfkl LC v Shear[kl LC 34 min -.334 3 0 1 35 3 max -.158 2 0 4 36 min -.333 3 0 1 37 4 max -157 2 0 4 38 min -.332 3 0 1 39 5 max -.157 2 0 4 40 min -.331 3 0 1 41 M5 1 max -.12 2 0 4 42 min -.246 3 0 1 43 2 max -.119 2 0 4 44 min -.245 3 0 1 45 3 max -.118 2 0 4 46 min -.244 3 0 1 47 4 max -.117 2 0 4 48 min -.244 3 0 1 49 5 max -.117 2 0 4 50 min -.243 3 0 1 51 M6 1 max -.08 2 0 4 52 min -.156 3 0 1 53 2 max -08 2 0 4 54 min -.155 3 0 1 55 3 max -.079 2 0 4 56 min -.154 3 0 1 57 4 max -.078 2 0 4 58 min -.153 3 0 1 59 5 max -.077 2 0 4 60 min -.153 3 0 1 61 M7 1 max -.041 2 0 4 62 min -.066 3 0 1 63 2 max -.04 2 0 4 64 min -.065 3 0 1 65 3 max -.039 2 0 4 66 min -.064 3 0 1 67 4 max -.039 2 0 4 68 min -.063 3 0 1 69 5 max -.038 2 0 4 70 min -.063 3 0 1 71 M8 1 max -.039 2 0 4 72 min -.064 3 0 1 73 2 max -.038 2 0 4 74 min -.063 3 0 1 75 3 max -.038 2 0 4 76 min -.062 3 0 1 77 4 max -.037 2 0 4 78 min -.062 3 0 1 79 5 max -.036 2 0 4 80 min -.061 3 0 1 81 M9 1 max -.08 2 0 4 82 min -.155 3 0 1 83 2 max -.079 2 0 4 84 min -.154 3 0 1 85 3 max -.078 2 0 4 86 min -.153 3 0 1 87 4 max -.078 2 0 4 88 min -.153 3 0 1 89 5 max -.077 2 0 4 90 min -.152 3 0 1 z Shearfkl 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 LC Tornuefk-... LC v-v Mome ... 1 0 1 0 4 0 4 0 1 0 1 0 4 0 4 0 1 0 1 0 4 0 4 0 1 0 1 0 4 0 4 0 1 0 1 0 4 0 4 0 1 0 1 0 4 0 4 0 1 0 1 0 4 0 4 0 1 0 1 0 4 0 4 0 1 0 1 0 4 0 4 0 1 0 1 0 4 0 4 0 1 0 1 0 4 0 4 0 1 0 1 0 4 0 4 0 1 0 1 0 4 0 4 0 1 0 1 0 4 0 4 0 1 0 1 0 4 0 4 0 1 0 1 0 4 0 4 0 1 0 1 0 4 0 4 0 1 0 1 0 4 0 4 0 1 0 1 0 4 0 4 0 1 0 1 0 4 0 4 0 1 0 1 0 4 0 4 0 1 0 1 0 4 0 4 0 1 0 1 0 4 0 4 0 1 0 1 0 4 0 4 0 1 0 1 0 4 0 4 0 1 0 1 0 4 0 4 0 1 0 1 0 4 0 4 0 1 0 1 0 4 0 4 0 1 0 1 0 July 20, 2023 6:29 PM Checked By: __ LC z-z Mome ... LC 1 0 1 4 0 4 1 0 1 4 0 4 1 0 1 4 0 4 1 0 1 4 0 4 1 0 1 4 0 4 1 0 1 4 0 4 1 0 1 4 0 4 1 0 1 4 0 4 1 0 1 4 0 4 1 0 1 4 0 4 1 0 1 4 0 4 1 0 1 4 0 4 1 0 1 4 0 4 1 0 1 4 0 4 1 0 1 4 0 4 1 0 1 4 0 4 1 0 1 4 0 4 1 0 1 4 0 4 1 0 1 4 0 4 1 0 1 4 0 4 1 0 1 4 0 4 1 0 1 4 0 4 1 0 1 4 0 4 1 0 1 4 0 4 1 0 1 4 0 4 1 0 1 4 0 4 1 0 1 4 0 4 1 0 1 4 0 4 1 0 1 RISA-30 Version 17.0.4 [C:\Users\Rudra\Dropbox\turnkey adu\2725 Lyons Ct\TRUSS PROFILE.r3d] Page 13 IIIRISA Company Designer Job Number Model Name Envelope Member Section Forces (Continued) Member !=:"c Axialrkl LC v Shearfk' LC 91 M10 1 max -.12 2 0 4 92 min -.247 3 0 1 93 2 max -.1 19 2 0 4 94 min -.246 3 0 1 95 3 max -.119 2 0 4 96 min -.245 3 0 1 97 4 max -.118 2 0 4 98 min -.244 3 0 1 99 5 max -.117 2 0 4 100 min -.244 3 0 1 101 M11 1 max -.162 2 0 4 102 min -.337 3 0 1 103 2 max -.161 2 0 4 104 min -.336 3 0 1 105 3 max -.16 2 0 4 106 min -.335 3 0 1 107 4 max -.159 2 0 4 108 min -.334 3 0 1 109 5 max -.159 2 0 4 110 min -.334 3 0 1 111 M12 1 max .028 3 0 4 112 min .008 1 0 1 113 2 max .029 3 0 4 114 min .009 1 0 1 115 3 max .03 3 0 4 116 min .009 1 0 1 117 4 max .031 3 0 4 118 min .01 1 0 1 119 5 max .031 3 0 4 120 min .01 1 1 0 1 121 M13 1 max -.019 3 0 4 122 min -.019 1 0 1 123 2 max -.017 3 0 4 124 min -.018 1 0 1 125 3 max -.016 3 0 4 126 min -.016 1 0 1 127 4 max -.014 3 0 4 128 min -.015 1 0 1 129 5 max -.013 3 0 4 130 min -.013 1 0 1 131 M14 1 max .616 3 0 4 132 min .272 1 0 1 133 2 max .615 3 0 4 134 min .272 1 0 1 135 3 max .615 3 0 4 136 min .271 1 0 1 137 4 max .614 3 0 4 138 min .271 1 0 1 139 5 max .614 3 0 4 140 min .27 1 0 1 141 M15 1 max .467 3 0 4 142 min .208 1 0 1 143 2 max .467 3 0 4 144 min .2 07 1 0 1 145 3 max .466 3 0 4 146 min .207 1 0 1 147 4 max .466 3 0 4 z Shearfkl LC Torauefk-... LC v-v MomP. ... 0 4 0 4 0 0 1 0 1 0 0 4 0 4 0 0 1 0 1 0 0 4 0 4 0 0 1 0 1 0 0 4 0 4 0 0 1 0 1 0 0 4 0 4 0 0 1 0 1 0 0 4 0 4 0 0 1 0 1 0 0 4 0 4 0 0 1 0 1 0 0 4 0 4 0 0 1 0 1 0 0 4 0 4 0 0 1 0 1 0 0 4 0 4 0 0 1 0 1 0 0 4 0 4 0 0 1 0 1 0 0 4 0 4 0 0 1 0 1 0 0 4 0 4 0 0 1 0 1 0 0 4 0 4 0 0 1 0 1 0 0 4 0 4 0 0 1 0 1 0 0 4 0 4 0 0 1 0 1 0 0 4 0 4 0 0 1 0 1 0 0 4 0 4 0 0 1 0 1 0 0 4 0 4 0 0 1 0 1 0 0 4 0 4 0 0 1 0 1 0 -.002 4 0 4 0 -.002 1 0 1 0 0 4 0 4 -.001 0 1 0 1 -.001 0 4 0 4 -.001 0 1 0 1 -.001 0 4 0 4 -.001 0 1 0 1 -.001 .002 4 0 4 0 .002 1 0 1 0 -.002 4 0 4 0 -.002 1 0 1 0 0 4 0 4 -.001 0 1 0 1 -.001 0 4 0 4 -.001 0 1 0 1 -.001 0 4 0 4 -.001 July 20, 2023 6:29 PM Checked By: __ LC z-z MomP. ... LC 4 0 4 1 0 1 4 0 4 1 0 1 4 0 4 1 0 1 4 0 4 1 0 1 4 0 4 1 0 1 4 0 4 1 0 1 4 0 4 1 0 1 4 0 4 1 0 1 4 0 4 1 0 1 4 0 4 1 0 1 4 0 4 1 0 1 4 0 4 1 0 1 4 0 4 1 0 1 4 0 4 1 0 1 4 0 4 1 0 1 4 0 4 1 0 1 4 0 4 1 0 1 4 0 4 1 0 1 4 0 4 1 0 1 4 0 4 1 0 1 4 0 4 1 0 1 4 0 4 1 0 1 4 0 4 1 0 1 4 0 4 1 0 1 4 0 4 1 0 1 4 0 4 1 0 1 4 0 4 1 0 1 4 0 4 1 0 1 4 0 4 RISA-30 Version 17.0.4 [C:\Users\Rudra\Dropbox\turnkey adu\2725 Lyons Ct\TRUSS PROFILE.r3d] Page 14 IIIRISA Company Designer Job Number Model Name Envelope Member Section Forces (Continued) Member Sec Axialfkl LC v Shearfk LC 148 min .206 1 0 1 149 5 max .465 3 0 4 150 min .206 1 0 1 151 M16 1 max .339 3 0 4 152 min .152 1 0 1 153 2 max .338 3 0 4 154 min .151 1 0 1 155 3 max .338 3 0 4 156 min .15 1 0 1 157 4 max .337 3 0 4 158 min .15 1 0 1 159 5 max .337 3 0 4 160 min .149 1 0 1 161 M17 1 max .205 3 0 4 162 min .093 1 0 1 163 2 max .204 3 0 4 164 min .092 1 0 1 165 3 max .204 3 0 4 166 min .092 1 0 1 167 4 max .203 3 0 4 168 min .091 1 0 1 169 5 max .203 3 0 4 170 min .091 1 0 1 171 M18 1 max .072 3 0 4 172 min .034 1 0 1 173 2 max .071 3 0 4 174 min .034 1 0 1 175 3 max .071 3 0 4 176 min .033 1 0 1 177 4 max .07 3 0 4 178 min .033 1 0 1 179 5 max .07 3 0 4 180 min .032 1 0 1 181 M19 1 max .078 3 0 4 182 min .034 1 0 1 183 2 max .078 3 0 4 184 min .035 1 0 1 185 3 max .079 3 0 4 186 min .035 1 0 1 187 4 max .08 3 0 4 188 min .036 1 0 1 189 5 max .081 3 0 4 190 min .037 1 0 1 191 M20 1 max .235 3 0 4 192 min .104 1 0 1 193 2 max .236 3 0 4 194 min .105 1 0 1 195 3 max .237 3 0 4 196 min .106 1 0 1 197 4 max .238 3 0 4 198 min .106 1 0 1 199 5 max .239 3 0 4 200 min .107 1 0 1 201 M21 1 max .395 3 0 4 202 min .175 1 0 1 203 2 max .396 3 0 4 204 min .176 1 0 1 z Shearfkl LC Tornuefk-... LC 0 1 0 1 .002 4 0 4 .002 1 0 1 -.002 4 0 4 -.002 1 0 1 0 4 0 4 0 1 0 1 0 4 0 4 0 1 0 1 0 4 0 4 0 1 0 1 .002 4 0 4 .002 1 0 1 -.002 4 0 4 -.002 1 0 1 0 4 0 4 0 1 0 1 0 4 0 4 0 1 0 1 0 4 0 4 0 1 0 1 .002 4 0 4 .002 1 0 1 -.002 4 0 4 -.002 1 0 1 0 4 0 4 0 1 0 1 0 4 0 4 0 1 0 1 0 4 0 4 0 1 0 1 .002 4 0 4 .002 1 0 1 -.002 4 0 4 -.002 1 0 1 0 4 0 4 0 1 0 1 0 4 0 4 0 1 0 1 0 4 0 4 0 1 0 1 .002 4 0 4 .002 1 0 1 -.002 4 0 4 -.002 1 0 1 0 4 0 4 0 1 0 1 0 4 0 4 0 1 0 1 0 4 0 4 0 1 0 1 .002 4 0 4 .002 1 0 1 -.002 4 0 4 -.002 1 0 1 0 4 0 4 0 1 0 1 v-v Mome ... -.001 0 0 0 0 -.001 -.001 -.001 -.001 -.001 -.001 0 0 0 0 -.001 -.001 -.001 -.001 -.001 -.001 0 0 0 0 -.001 -.001 -.001 -.001 -.001 -.001 0 0 0 0 -.001 -.001 -.002 -.002 -.001 -.001 0 0 0 0 -.001 -.001 -.002 -.002 -.001 -.001 0 0 0 0 -.001 -.001 July 20, 2023 6:29 PM Checked By: __ LC z-z Mome ... LC 1 0 1 4 0 4 1 0 1 4 0 4 1 0 1 4 0 4 1 0 1 4 0 4 1 0 1 4 0 4 1 0 1 4 0 4 1 0 1 4 0 4 1 0 1 4 0 4 1 0 1 4 0 4 1 0 1 4 0 4 1 0 1 4 0 4 1 0 1 4 0 4 1 0 1 4 0 4 1 0 1 4 0 4 1 0 1 4 0 4 1 0 1 4 0 4 1 0 1 4 0 4 1 0 1 4 0 4 1 0 1 4 0 4 1 0 1 4 0 4 1 0 1 4 0 4 1 0 1 4 0 4 1 0 1 4 0 4 1 0 1 4 0 4 1 0 1 4 0 4 1 0 1 4 0 4 1 0 1 4 0 4 1 0 1 4 0 4 1 0 1 RISA-30 Version 17.0.4 [C:\Users\Rudra\Dropbox\turnkey adu\2725 Lyons Ct\TRUSS PROFILE.r3d] Page 15 IIIRISA A NE:ME SLH(r. COMPANY Company Designer Job Number Model Name Envelope Member Section Forces (Continued) Member Sec Axiaffkl LC v Shearrk· LC 205 3 max .396 3 0 4 206 min .176 1 0 1 207 4 max .397 3 0 4 208 min .177 1 0 1 209 5 max .398 3 0 4 210 min .178 1 0 1 211 M22 1 max .548 3 0 4 212 min .243 1 0 1 213 2 max .549 3 0 4 214 min .244 1 0 1 215 3 max .55 3 0 4 216 min .245 1 0 1 217 4 max .551 3 0 4 218 min .246 1 0 1 219 5 max .551 3 0 4 220 min .247 1 0 1 221 M23 1 max .725 3 0 4 222 min .321 1 0 1 223 2 max .726 3 0 4 224 min .322 1 0 1 225 3 max .727 3 0 4 226 min .323 1 0 1 227 4 max .727 3 0 4 228 min .324 1 0 1 229 5 max .728 3 0 4 230 min .325 1 0 1 Envelope Member Section Torsion z Shearfkl LC Tornuefk-... LC v-v Mom" ... 0 4 0 4 -.002 0 1 0 1 -.002 0 4 0 4 -.001 0 1 0 1 -.001 .002 4 0 4 0 .002 1 0 1 0 -.002 4 0 4 0 -.002 1 0 1 0 0 4 0 4 -.001 0 1 0 1 -.001 0 4 0 4 -.002 0 1 0 1 -.002 0 4 0 4 -.001 0 1 0 1 -.001 .002 4 0 4 0 .002 1 0 1 0 -.002 4 0 4 0 -.002 1 0 1 0 0 4 0 4 -.001 0 1 0 1 -.001 0 4 0 4 -002 0 1 0 1 -.002 0 4 0 4 -.001 0 1 0 1 -.001 .002 4 0 4 0 .002 1 0 1 0 July 20, 2023 6:29 PM Checked By: __ LC z-z Mome ... LC 4 0 4 1 0 1 4 0 4 1 0 1 4 0 4 1 0 1 4 0 4 1 0 1 4 0 4 1 0 1 4 0 4 1 0 1 4 0 4 1 0 1 4 0 4 1 0 1 4 0 4 1 0 1 4 0 4 1 0 1 4 0 4 1 0 1 4 0 4 1 0 1 4 0 4 1 0 1 -... -... -... -... -. .. Member Sec Torauefk ft1 LC Torsion Sh LC v -v Waro S LC z z Warn S LC z Ton War LC z Bot War LC 1 M1 1 max 0 4 0 4 NC NC NC NC 2 min 0 1 0 1 NC NC NC NC 3 2 max 0 4 0 4 NC NC NC NC 4 min 0 1 0 1 NC NC NC NC 5 3 max 0 4 0 4 NC NC NC NC 6 min 0 1 0 1 NC NC NC NC 7 4 max 0 4 0 4 NC NC NC NC 8 min 0 1 0 1 NC NC NC NC 9 5 max 0 4 0 4 NC NC NC NC 10 min 0 1 0 1 NC NC NC NC 11 M2 1 max 0 4 0 4 NC NC NC NC 12 min 0 1 0 1 NC NC NC NC 13 2 max 0 4 0 4 NC NC NC NC 14 min 0 1 0 1 NC NC NC NC 15 3 max 0 4 0 4 NC NC NC NC 16 min 0 1 0 1 NC NC NC NC 17 4 max 0 4 0 4 NC NC NC NC 18 min 0 1 0 1 NC NC NC NC 19 5 max 0 4 0 4 NC NC NC NC 20 min 0 1 0 1 NC NC NC NC 21 M3 1 max 0 4 0 4 NC NC NC NC 22 min 0 1 0 1 NC NC NC NC 23 2 max 0 4 0 4 NC NC NC NC 24 min 0 1 0 1 NC NC NC NC 25 3 max 0 4 0 4 NC NC NC NC 26 min 0 1 0 1 NC NC NC NC RISA-3D Version 17.0.4 [C:\Users\Rudra\Dropbox\turnkey adu\2725 Lyons Ct\TRUSS PROFILE.r3d] Page 16 IIIRISA A N(Mt: .. SLHEK t.OVPAN'r Company Designer Job Number Model Name Envelope Member Section Torsion (Continued) July 20, 2023 6:29 PM Checked By: __ -... -... -... -... -. .. Member ~~c Torauelk ftl LC Torsion Sh LC v-v Waro S LC z z Warp S LC z Top War LC z Bot War I r 27 4 max 0 4 0 4 NC NC NC NC 28 min 0 1 0 1 NC NC NC NC 29 5 max 0 4 0 4 NC NC NC NC 30 min 0 1 0 1 NC NC NC NC 31 M4 1 max 0 4 0 4 NC NC NC NC 32 min 0 1 0 1 NC NC NC NC 33 2 max 0 4 0 4 NC NC NC NC 34 min 0 1 0 1 NC NC NC NC 35 3 max 0 4 0 4 NC NC NC NC 36 min 0 1 0 1 NC NC NC NC 37 4 max 0 4 0 4 NC NC NC NC 38 min 0 1 0 1 NC NC NC NC 39 5 max 0 4 0 4 NC NC NC NC 40 min 0 1 0 1 NC NC NC NC 41 M5 1 max 0 4 0 4 NC NC NC NC 42 min 0 1 0 1 NC NC NC NC 43 2 max 0 4 0 4 NC NC NC NC 44 min 0 1 0 1 NC NC NC NC 45 3 max 0 4 0 4 NC NC NC NC 46 min 0 1 0 1 NC NC NC NC 47 4 max 0 4 0 4 NC NC NC NC 48 min 0 1 0 1 NC NC NC NC 49 5 max 0 4 0 4 NC NC NC NC 50 min 0 1 0 1 NC NC NC NC 51 M6 1 max 0 4 0 4 NC NC NC NC 52 min 0 1 0 1 NC NC NC NC 53 2 max 0 4 0 4 NC NC NC NC 54 min 0 1 0 1 NC NC NC NC 55 3 max 0 4 0 4 NC NC NC NC 56 min 0 1 0 1 NC NC NC NC 57 4 max 0 4 0 4 NC NC NC NC 58 min 0 1 0 1 NC NC NC NC 59 5 max 0 4 0 4 NC NC NC NC 60 min 0 1 0 1 NC NC NC NC 61 M7 1 max 0 4 0 4 NC NC NC NC 62 min 0 1 0 1 NC NC NC NC 63 2 max 0 4 0 4 NC NC NC NC 64 min 0 1 0 1 NC NC NC NC 65 3 max 0 4 0 4 NC NC NC NC 66 min 0 1 0 1 NC NC NC NC 67 4 max 0 4 0 4 NC NC NC NC 68 min 0 1 0 1 NC NC NC NC 69 5 max 0 4 0 4 NC NC NC NC 70 min 0 1 0 1 NC NC NC NC 71 M8 1 max 0 4 0 4 NC NC NC NC 72 min 0 1 0 1 NC NC NC NC 73 2 max 0 4 0 4 NC NC NC NC 74 min 0 1 0 1 NC NC NC NC 75 3 max 0 4 0 4 NC NC NC NC 76 min 0 1 0 1 NC NC NC NC 77 4 max 0 4 0 4 NC NC NC NC 78 min 0 1 0 1 NC NC NC NC 79 5 max 0 4 0 4 NC NC NC NC 80 min 0 1 0 1 NC NC NC NC 81 M9 1 max 0 4 0 4 NC NC NC NC 82 min 0 1 0 1 NC NC NC NC 83 2 max 0 4 0 4 NC NC NC NC RISA-3D Version 17.0.4 [C:\Users\Rudra\Dropbox\turnkey adu\2725 Lyons Ct\TRUSS PROFILE.r3d] Page 17 IIIRISA Company Designer Job Number Model Name Envelope Member Section Torsion (Continued) July 20, 2023 6:29 PM Checked By: __ -... -... -... -.. . -... 84 min 0 Member Sec Tornuelk ftl LC Torsion Sh LC v-v Warn S LC z z Warn S LC z Ton War LC z Bot War LC 1 0 1 NC NC NC NC 85 3 max 0 4 0 4 NC NC NC NC 86 min 0 1 0 1 NC NC NC NC 87 4 max 0 4 0 4 NC NC NC NC 88 min 0 1 0 1 NC NC NC NC 89 5 max 0 4 0 4 NC NC NC NC 90 min 0 1 0 1 NC NC NC NC 91 M10 1 max 0 4 0 4 NC NC NC NC 92 min 0 1 0 1 NC NC NC NC 93 2 max 0 4 0 4 NC NC NC NC 94 min 0 1 0 1 NC NC NC NC 95 3 max 0 4 0 4 NC NC NC NC 96 min 0 1 0 1 NC NC NC NC 97 4 max 0 4 0 4 NC NC NC NC 98 min 0 1 0 1 NC NC NC NC 99 5 max 0 4 0 4 NC NC NC NC 100 min 0 1 0 1 NC NC NC NC 101 M11 1 max 0 4 0 4 NC NC NC NC 102 min 0 1 0 1 NC NC NC NC 103 2 max 0 4 0 4 NC NC NC NC 104 min 0 1 0 1 NC NC NC NC 105 3 max 0 4 0 4 NC NC NC NC 106 min 0 1 0 1 NC NC NC NC 107 4 max 0 4 0 4 NC NC NC NC 108 min 0 1 0 1 NC NC NC NC 109 5 max 0 4 0 4 NC NC NC NC 110 min 0 1 0 1 NC NC NC NC 111 M12 1 max 0 4 0 4 NC NC NC NC 112 min 0 1 0 1 NC NC NC NC 113 2 max 0 4 0 4 NC NC NC NC 114 min 0 1 0 1 NC NC NC NC 115 3 max 0 4 0 4 NC NC NC NC 116 min 0 1 0 1 NC NC NC NC 11 7 4 max 0 4 0 4 NC NC NC NC 118 min 0 1 0 1 NC NC NC NC 119 5 max 0 4 0 4 NC NC NC NC 120 min 0 1 0 1 NC NC NC NC 121 M13 1 max 0 4 0 4 NC NC NC NC 122 min 0 1 0 1 NC NC NC NC 123 2 max 0 4 0 4 NC NC NC NC 124 min 0 1 0 1 NC NC NC NC 125 3 max 0 4 0 4 NC NC NC NC 126 min 0 1 0 1 NC NC NC NC 127 4 max 0 4 0 4 NC NC NC NC 128 min 0 1 0 1 NC NC NC NC 129 5 max 0 4 0 4 NC NC NC NC 130 min 0 1 0 1 NC NC NC NC 131 M1 4 1 max 0 4 0 4 NC NC NC NC 132 min 0 1 0 1 NC NC NC NC 133 2 max 0 4 0 4 NC NC NC NC 134 min 0 1 0 1 NC NC NC NC 135 3 max 0 4 0 4 NC NC NC NC 136 min 0 1 0 1 NC NC NC NC 137 4 max 0 4 0 4 NC NC NC NC 138 min 0 1 0 1 NC NC NC NC 139 5 max 0 4 0 4 NC NC NC NC 140 min 0 1 0 1 NC NC NC NC RISA-3O Version 17.0.4 [C:\Users\Rudra\Dropbox\turnkey adu\2725 Lyons Ct\TRUSS PROFILE.r3d) Page 18 IIIRISA p,, ~EMt SCHEt... 1.,0MPANY Company Designer Job Number Model Name July 20, 2023 6:29 PM Checked By: __ Envelope Member Section Torsion (Continued) ... ... ... ... Member Sec Torauerk-ftl LC Torsion Sh LC v-v Warn S LC z-z Ware S LC z-Too War LC z-Bot War LC 141 M15 1 max 0 4 0 4 NC NC NC NC 142 min 0 1 0 1 NC NC NC NC 143 2 max 0 4 0 4 NC NC NC NC 144 min 0 1 0 1 NC NC NC NC 145 3 max 0 4 0 4 NC NC NC NC 146 min 0 1 0 1 NC NC NC NC 147 4 max 0 4 0 4 NC NC NC NC 148 min 0 1 0 1 NC NC NC NC 149 5 max 0 4 0 4 NC NC NC NC 150 min 0 1 0 1 NC NC NC NC 151 M16 1 max 0 4 0 4 NC NC NC NC 152 min 0 1 0 1 NC NC NC NC 153 2 max 0 4 0 4 NC NC NC NC 154 min 0 1 0 1 NC NC NC NC 155 3 max 0 4 0 4 NC NC NC NC 156 min 0 1 0 1 NC NC NC NC 157 4 max 0 4 0 4 NC NC NC NC 158 min 0 1 0 1 NC NC NC NC 159 5 max 0 4 0 4 NC NC NC NC 160 min 0 1 0 1 NC NC NC NC 161 M17 1 max 0 4 0 4 NC NC NC NC 162 min 0 1 0 1 NC NC NC NC 163 2 max 0 4 0 4 NC NC NC NC 164 min 0 1 0 1 NC NC NC NC 165 3 max 0 4 0 4 NC NC NC NC 166 min 0 1 0 1 NC NC NC NC 167 4 max 0 4 0 4 NC NC NC NC 168 min 0 1 0 1 NC NC NC NC 169 5 max 0 4 0 4 NC NC NC NC 170 min 0 1 0 1 NC NC NC NC 171 M18 1 max 0 4 0 4 NC NC NC NC 172 min 0 1 0 1 NC NC NC NC 173 2 max 0 4 0 4 NC NC NC NC 174 min 0 1 0 1 NC NC NC NC 175 3 max 0 4 0 4 NC NC NC NC 176 min 0 1 0 1 NC NC NC NC 177 4 max 0 4 0 4 NC NC NC NC 178 min 0 1 0 1 NC NC NC NC 179 5 max 0 4 0 4 NC NC NC NC 180 min 0 1 0 1 NC NC NC NC 181 M19 1 max 0 4 0 4 NC NC NC NC 182 min 0 1 0 1 NC NC NC NC 183 2 max 0 4 0 4 NC NC NC NC 184 min 0 1 0 1 NC NC NC NC 185 3 max 0 4 0 4 NC NC NC NC 186 min 0 1 0 1 NC NC NC NC 187 4 max 0 4 0 4 NC NC NC NC 188 min 0 1 0 1 NC NC NC NC 189 5 max 0 4 0 4 NC NC NC NC 190 min 0 1 0 1 NC NC NC NC 191 M20 1 max 0 4 0 4 NC NC NC NC 192 min 0 1 0 1 NC NC NC NC 193 2 max 0 4 0 4 NC NC NC NC 194 min 0 1 0 1 NC NC NC NC 195 3 max 0 4 0 4 NC NC NC NC 196 min 0 1 0 1 NC NC NC NC 197 4 max 0 4 0 4 NC NC NC NC RISA-3D Version 17.0.4 [C:\Users\Rudra\Dropbox\turnkey adu\2725 Lyons Ct\TRUSS PROFILE.r3d] Page 19 IIIRISA Company Designer Job Number Model Name Envelope Member Section Torsion (Continued) July 20, 2023 6:29 PM Checked By: __ ... ... -. .. -. .. 198 Member Sec Tornuefk-ftl LC Torsion Sh LC v-v Warn S LC z-z Warn S LC z Too War LC z Bot War LC min 0 1 0 1 NC NC NC NC 199 5 max 0 4 0 4 NC NC NC NC 200 min 0 1 0 1 NC NC NC NC 201 M21 1 max 0 4 0 4 NC NC NC NC 202 min 0 1 0 1 NC NC NC NC 203 2 max 0 4 0 4 NC NC NC NC 204 min 0 1 0 1 NC NC NC NC 205 3 max 0 4 0 4 NC NC NC NC 206 min 0 1 0 1 NC NC NC NC 207 4 max 0 4 0 4 NC NC NC NC 208 min 0 1 0 1 NC NC NC NC 209 5 max 0 4 0 4 NC NC NC NC 210 min 0 1 0 1 NC NC NC NC 211 M22 1 max 0 4 0 4 NC NC NC NC 212 min 0 1 0 1 NC NC NC NC 213 2 max 0 4 0 4 NC NC NC NC 214 min 0 1 0 1 NC NC NC NC 215 3 max 0 4 0 4 NC NC NC NC 216 min 0 1 0 1 NC NC NC NC 217 4 max 0 4 0 4 NC NC NC NC 218 min 0 1 0 1 NC NC NC NC 219 5 max 0 4 0 4 NC NC NC NC 220 min 0 1 0 1 NC NC NC NC 221 M23 1 max 0 4 0 4 NC NC NC NC 222 min 0 1 0 1 NC NC NC NC 223 2 max 0 4 0 4 NC NC NC NC 224 min 0 1 0 1 NC NC NC NC 225 3 max 0 4 0 4 NC NC NC NC 226 min 0 1 0 1 NC NC NC NC 227 4 max 0 4 0 4 NC NC NC NC 228 min 0 1 0 1 NC NC NC NC 229 5 max 0 4 0 4 NC NC NC NC 230 min 0 1 0 1 NC NC NC NC Envelope A/SI S100-16: ASD Cold Formed Steel Code Checks Member Shaoe Code ... Loclftl LC Sh0 <>r ... Locfftl Dir LC Pn/Omlk Tn/Omfk Mnvv/O ... Mnzz/O ... Vnv/ ... Vnz/ ... Cb Enn 1 M1 550DT21 .. .779 12.673 3 .011 2.376 z 3 2.83 12.945 .029 .918 1.545 3.412 1 H1 .2-1 2 M2 550DT21 .. .258 13.993 3 .002 22.705 z 3 2.83 12.945 .029 1.022 1.545 3.412 1 F3.1-1 3 M3 550DT21 .. .008 2 3 .000 0 V 4 4.016 12.945 .029 1.022 1.545 3.41 2 1 H1 .2-1 4 M4 550DT21 .. .026 0 3 .000 0 V 4 4.016 12.945 .17 1.811 1.545 3.412 1 H1 .1-1 5 MS 550DT21 .. .019 0 3 .000 0 V 4 4.016 12.945 .17 1.811 1.545 3.412 1 H1 .1-1 6 M6 550DT21 .. .012 0 3 .000 0 V 4 4.016 12.945 .17 1.811 1.545 3.412 1 H1 .1-1 7 M7 550DT21 .. .005 0 3 .000 0 V 4 4.016 12.945 .17 1.81 1 1.545 3.412 1 H1 .1-1 8 M8 550DT21 .. . 005 0 3 .000 0 V 4 4.016 12.945 .17 1.811 1.545 3.412 1 H1 .1-1 9 M9 550DT21 .. .012 0 3 .000 0 V 4 4.016 12.945 .17 1.811 1.545 3.412 1 H1 .1-1 10 M10 550DT21 .. .019 0 3 .000 0 V 4 4.016 12.945 .17 1.811 1.545 3.412 1 H1 .1-1 11 M11 550DT21 .. .026 0 3 .000 0 V 4 4.016 12.945 .17 1.811 1.545 3.412 1 H1 .1-1 12 M12 550DT21 .. .008 2 3 .000 0 V 4 4.016 12.945 .029 1.022 1.545 3.412 1 H1 .2-1 13 M13 2-550DT. .001 0 2 .000 0 V 4 11 .235 25.89 NC 3.623 3.089 -.625 1 H1 .1-1 14 M14 550DT21 .. .172 1.449 3 .001 0 z 4 3.704 12.94fi .246 1.021 1.545 3.412 1 H1 .2-1 15 M15 550DT21 .. .131 1.449 3 .001 2.959 z 4 3.704 12.945 .246 1.021 1.545 3.412 1 H1 .2-1 16 M16 550DT21 .. . 097 1.449 3 .001 0 z 4 3.704 12.945 .246 1.021 1.545 3.412 1 H1 .2-1 17 M1 7 550DT21 .. .061 1.449 3 .001 0 z 4 3.704 12.945 .246 1.021 1.545 3.412 1 H1 .2-1 18 M18 550DT21 .. .025 1.449 3 .001 0 z 4 3.704 12.945 .246 1.021 1.545 3.412 1 H1 .2-1 19 M1 9 550DT21 .. .029 1.811 3 .001 3.477 z 4 3.502 12.945 .246 1 1.545 3.412 1 H1 .2-1 RISA-30 Version 17.0.4 [C:\Users\Rudra\Dropbox\turnkey adu\2725 Lyons Ct\TRUSS PROFILE.r3d] Page 20 IIIRISA Company Designer Job Number Model Name July 20, 2023 6:29 PM Checked By: __ Envelope A/SI S100-16: ASD Cold Formed Steel Code Checks (Continued) Member Shaoe Code ... Loclftl LC Shear .. Loclftl Dir LC Pn/Omlk Tn/Omfki Mnvv/O ... Mnzz/O ... Vnv/ ... Vnz/ ... Cb Ean 20 M20 550DT21 .. .074 1.811 3 .001 0 z 4 3.502 12.945 .246 1 1.545 3.412 1 H1 .2-1 21 M21 550DT21 .. .120 1.81 1 3 .001 0 z 4 3.502 12.945 .246 1 1.545 3.412 1 H1 .2-1 22 M22 550DT21 .. .163 1.811 3 .001 3.477 z 4 3.502 12.945 .246 1 1.545 3.412 1 H1 .2-1 23 M23 550DT21 .. .214 1.811 3 .001 0 z 4 3.502 12.945 .246 1 1.545 3.412 1 H1 .2-1 RISA-3D Version 17.0.4 [C:\Users\Rudra\Dropbox\turnkey adu\2725 Lyons Ct\TRUSS PROFILE.r3d] Page 21 ~· . 3 1 3 Limited Geotechnical Investigation Proposed Single-Story Detached Additional Dwelling Unit (ADU) Hodgkinson Residence 2725 Lyons Court Carlsbad, California March 25, 2023 Prepared For: Mr. John Hodgkinson 2725 Lyons Court Carlsbad, California 92010 Prepared By: §M§ Geotechnical Solutions, Inc. 5931 Sea Lion Place, Suite 109 Carlsbad CaliforniQ 0,01 o ' CBR2023-0591 2725 LYONS CT J:l > 1--0 #2 Project No. GI HODGKINSON: DETACHED ADU (1200 F) 1673913100 3/31/2023 CBR2023-0591 Project No. GI-23-02-112 March 25, 2023 Mr. John Hodgkinson 2725 Lyons Court Carlsbad, California 92010 SNS GEOTECHNICAL SOLUTIONS, INC. Consulting Geotechnical Engineers 5931 Sea Lion Place, Suite 109 Carlsbad, California 92010 Office: 760-602-7815 smsgeosol.inc@gmail.com Limited Geotechnical Investigation, Proposed Single-Story Detached Additional Dwelling Unit (ADU), Hodgkinson Residence, 2725 Lyons Court, Carlsbad, California Pursuant to your request, §61§ Geotechnical Solutions, Inc. has completed the enclosed Limited Geotechnical Investigation for the proposed new single-story detached additional dwelling unit (ADU) planned in the rear north-central areas of 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 pit excavations, field sampling, laboratory testing, engineering analysis and provides conclusions and recommendations for the proposed new construction, as understood. From a geotechnical engineering standpoint, it is our opinion that the study area of the project property is suitable for support of the proposed new 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. GI-23-02-112 will help to expedite our response to your inquiries. We appreciate this opportunity to be of service to you. §61§ Geotechnical Solutions, Inc. R18 C1077 ------03740 -------Es-29 ---- AASHI □ A C CRED ITE D TABLE OF CONTENTS I. INTRODUCTION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 II. SITE DESCRIPTION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 III. PROPOSED DEVELOPMENT . . . .. . . . . . . . . . . .. . . . . .. . . .. . . . . . .. . . . . . . . . 2 IV. FIELD INVESTIGATION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2 V. REGIONAL GEOLOGIC SETTINGS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2 VI. GEOTECHNICAL CONDITIONS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3 A. Earth Materials . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3 B. Groundwater and Surface Drainage . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4 C. Slope Stability and Geologic Hazards . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4 VII SITE CLASS AND SEISMIC DESIGN VALUES . . . . . . . . . . . . . . . . . . . . . .. . . . . 4 VIII. FAULTS AND SEISMICITY ............................................ 5 IX. LABORATORY TESTS AND TEST RESULTS . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6 X. SITE CORROSION ASSESSMENT ...................................... 10 XI. CONCLUSIONS ...................................................... 11 XII. RECOMMEND A TIO NS ................................................ 13 A. Grading and Earthwork ............................................. 13 1. Existing Underground Utilities and Buried Structures ................. 13 2. Clearing and Grubbing ........................................... 14 3. Over Excavations and Removals ................................... 14 4. Trenching and Temporary Construction Slopes ...................... 15 5. Soil Properties and FiWBackfill Materials ........................... 15 6. Select Grading, Capping Alternative and Import Soils ................. 16 7. FiWBackfill Placement, Spreading and Compaction ................... 17 8. Retaining Wall Back Drainage System .............................. 17 9. Surface Drainage and Erosion Control .............................. 17 10. Engineering Observations and Testing .............................. 18 B. Footings and Slab-on-Grade Floor Foundations ......................... 19 C. Soil Design Parameters .............................................. 21 D. Exterior Concrete Fla twork .......................................... 23 E. General Recommendations ........................................... 24 XIII. GEOTECHNICAL ENGINEER OF RECORD (GER) ....................... 26 XIV. LIMITATIONS ....................................................... 26 REFERENCES TABLE OF CONTENTS (continued) FIGURES Regional Index Map . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 Approximate Geotechnical Site Plan . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2 Test Boring Logs . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3 & 4 Geologic Map . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5 Geologic Cross-Section A-A' . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6 Regional Fault Map . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7 Typical Over-Excavation and Recompaction Detail . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8 Typical Retaining Wall Back Drainage . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9 Typical Isolation Joint and Re-Entrant Corner Reinforcement ...................... 10 Typical Pipes Through or Trench Adjacent to Foundations ......................... 11 Trench Adjacent to Foundation ................................................ 11 Root Barrier Illustration ...................................................... 12 APPENDIX: ASCE 7 Hazard Report Limited Geotechnical Investigation Proposed Single-Story Detached Additional Dwelling Unit (ADU) Hodgkinson Residence 2725 Lyons Court Carlsbad, California I. INTRODUCTION The project ADU site studied herein consists of rear north-central areas of an existing level graded building pad at the above-referenced property, located on the south side of Lyons Court within limits of the City of Carlsbad. The western street frontage portion of the property is currently occupied by an existing single-family residence with associated structures and site improvements. Existing rear yard site improvements include a swimming pool in the southwest comer. The approximate property location is shown on a Regional Index Map attached to this report as Figure I. The approximate site coordinates are 33.1650°N latitude and -117.3104°W longitude. We understand that the study area of the property is planned for support of a new single-story detached additional dwelling unit (ADU). Consequently, the purpose of this limited study was to evaluate foundation and bearing soil conditions at the proposed ADU building pad area and to ascertain their influence upon the planned new construction. Exploratory test pit excavations, soil sampling, laboratory testing and engineering analysis were among the activities conducted in conjunction with this effort which resulted in the geotechnical development recommendations presented herein. The scope of this work was limited to the area planned for the new ADU building only, as specifically delineated in this report. Other areas of the property, including the existing residence, site structures and improvements were beyond the scope of this limited work. II. SITE DESCRIPTION An Approximate Geotechnical Site Plan reproduced from the architectural (N) Site Plan (Sheet AS. l) prepared by the project consultant as a base map is attached as Figure 2. As shown, Figure 2 depicts existing site and topographic conditions, as well as the approximate location of the proposed ADU. In general, the project ADU site is situated east of the existing dwelling and consists of the north-central portion of the existing graded level building pad. A relatively large natural to locally disturbed ascending slope occurs along the rear eastern portion of the property. This slope ascends on the order of 30 feet maximum in vertical height at variable gradients that generally approach 2:1 or flatter. Currently a short retaining wall is under construction along the toe of the ascending slope. Engineering and grading records pertaining to the original building pad development are currently unavailable. However, the existing rear yard level pad surfaces within the limits of the proposed ADU site appear to be chiefly cut surfaces. Limited Geotechnical Investigation, Proposed New ADU Hodgkinson Residence, 2725 Lyons Court, Carlsbad, California March 25, 2023 Page2 The project ADU site is mostly devoid of vegetation. Local site drainage is not well-defined. However, major erosion or scouring was not evident at the time of our site visit. Ill. PROPOSED DEVELOPMENT Based on our understanding of the project development (see Figure 2), a new 1200 square foot single-story ADU is planned at finish elevations very near the existing relatively level building pad grades. The planned ADU will be constructed at least 5 feet from the toe of the rear ascending slope and northern property boundary. Major grading or significant ground alterations are not planned in connection with the proposed new ADU pad development with the majority of site earthwork operations consisting of remedial bearing and subgrade soils over-excavations and recompaction. We understand the new detached ADU will consist of a conventional wood frame with exterior stucco supported on shallow stiff concrete strip and spread pad footings and slab-on-grade floor foundations. IV. FIELD INVESTIGATION Subsurface conditions at the project ADU pad site of the property were chiefly determined by the excavation of two exploratory test pits dug with a track-mounted John Deere 50G mini-excavator. Exploratory test pits were logged by our project geologist who also retained representative soil and rock samples at selected locations and intervals for subsequent laboratory testing. Approximate Test Pit locations are shown on the attached Approximate Geotechnical Site Plan, 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 subj ect property is located in the Peninsular Ranges geomorphic province. The northwesterly trending mountain ranges of this province generally consist of Jurassic metamorphic rocks intruded by Cretaceous igneous rocks. During the past 54 million years, the coastal flanks of these mountainous areas have undergone several episodes of marine inundation and subsequent regression. This has resulted in deposition of a thick sequence of marine and nonmarine sediments on the metamorphic and igneous basement rocks. In the Mount Soledad area, these rocks have been uplifted, tilted and faulted due to activity along the Newport-Inglewood/Rose Canyon fault zone. 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 units at and near the study site is attached as Figure 5. Limited Geotechnical Investigation, Proposed New ADU Hodgkinson Residence, 2725 Lyons Court, Carlsbad, California March 25, 2023 Page3 VI. GEOTECHNICAL CONDITIONS The project ADU area of the property chiefly consists of nearly level disturbed graded surfaces underlain by a very shallow mantle of disturbed ground over formational rock deposits. Instability or major adverse geotechnical conditions which could preclude construction of the proposed new ADU are not indicated. Geologic Cross-Sections A-A' depicting our interpretation of subsurface conditions based on the exploratory test pits and Figure 2 are included with this report as Figure 6. The following earth materials were recognized: A. Earth Materials Santiago Formation {Tsa): The project site is underlain at very shallow depths by grey to blue-grey colored sandy siltstone-claystone of Santiago Formation. The underlying formational rocks deposits, as encountered in our exploratory test pits, chiefly occurs in highly fractured and weathered conditions in the upper exposures becoming very tight to very hard with depth. Deeper formational rocks are typically massive and very hard units that can adequately support the upper fills, structures, and site improvements. Site formational rocks are plastic and range to medium expansive potential. Disturbed Natural Ground (at): A thin mantle of disturbed ground, ranging to approximately 1.5 feet in maximum thickness (as exposed in our exploratory test pits), mantles the site atop the underlying formational rock units. The disturbed ground consists mostly of orange-brown colored silty to clayey sandy soils that were found in moist and loose conditions overall. The site existing disturbed ground mantle and upper exposures of the underlying formational rocks are not suitable for structural support and should be regraded as specified in the following sections. Detailed descriptions of the underlying soil profile are presented in the attached Test Pit Logs, Figures 3 and 4. Engineering properties of selected representative samples of the underlying soils are provided in the following sections. Limited Geotechnical Investigation, Proposed New ADU Hodgkinson Residence, 2725 Lyons Court, Carlsbad, California B. Groundwater and Surface Draina2e March 25, 2023 Page4 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 ADU site. Surface water should not pond upon graded surfaces, and irrigation water should not be excessive. 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. The retaining wall under construction at the base of the rear slope should be provided with a well-constructed subsurface back drainage system and a surface drainage ditch along the toe of slope behind the wall. C. Slope Stability and Geolo&ic Hazards Significant geologic hazards are not presently indicated at the project site. New large graded slopes are not planned in connection with the proposed ADU building pad development. Evaluation of the rear natural to disturbed variable gradient ascending slope was behind the scope of this limited study. However, the slope is a roughly 3: 1 overall gradient slope and currently appears to be performing well with no obvious indications of gross, deep-seated or surficial instability. The existing slope is not expected to have any significant impact on the planned new ADU construction. A new toe retaining wall (not a part of this study) is also being constructed at the base of slope which is expected to enhance overall slope stability. 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. VII. SITE CLASS AND SEISMIC DESIGN VALUES 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 Report, enclosed herein as an Appendix compiled in accordance with Chapter 16, Section 1613 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 data in a report format. Limited Geotechnical Investigation, Proposed New ADU Hodgkinson Residence, 2725 Lyons Court, Carlsbad, California VIII. FAULTS AND SEISMICITY Faults or significant shear zones are not indicated on the project site. March 25, 2023 Pages As with most areas in California, the San Diego region lies within a seismically active zone; however, coastal areas of the county are characterized by low levels of seismic activity relative to inland areas to the east. During a 40-year period (1934-1974), 37 earthquakes were recorded in San Diego coastal areas by the California Institute of Technology. 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 various offshore faults which characteristically generate modest earthquakes. 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 event in the area of the study site occurred in 1800 at an estimated distance of 11.4 miles from the project area. This event, which is thought to have occurred along an offshore fault, reached an estimated magnitude of 6.5 with an estimated bedrock acceleration value of0.143 g at the project 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 EQFAULT VERSION 3.00 updated) typically associated with each fault is also tabulated. TABLE 1 MAXIMUM FAULT ZONE DISTANCE FROM SITE PROBABLE ACCELERATION (R.H.) Rose Canyon Fault 6.5 miles 0.211 g Newport-Inglewood Fault 6.9 miles 0.204g Elsinore-Julian Fault 22.6 miles 0.149g Coronado Bank Fault 22.7 miles 0.175g 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. Recently, the number of seismic events that affect the region appears to have somewhat heightened. Nearly 40 earthquakes of magnitude 3.5 or higher have been recorded in coastal regions between 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 13, 1986. An earthquake of magnitude 5.3 shook county coastal areas with Limited Geotechnical Investigation, Proposed New ADU Hodgkinson Residence, 2725 Lyons Court, Carlsbad, California March 25, 2023 Page6 moderate to locally 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 series of notable events shook county areas with a (maximum) magnitude 7.4 shock in the early 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; however, based upon empirical information and the recorded seismic history of county areas, the 1986 and 1992 events are thought to represent the highest levels of ground shaking that can be expected at the study site as a result of seismic activity. In recent years, the Rose Canyon Fault has received added attention from geologists. The fault is a significant structural feature in metropolitan San Diego that includes a series of parallel breaks trending southward from La Jolla Cove through San Diego Bay toward the Mexican border. Test trenching along the fault in Rose Canyon indicated that at that location the fault was last active 6,000 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. Consequently, 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 to magnitudes 7.3 and 7.4 (Sahakian et al, 2017). This study used the Newport-Inglewood/Rose Canyon Fault offshore. An earthquake of this magnitude has likely not occurred in the last 100,000 years, according to the data. Fault zones tabulated in the preceding table are considered most likely to impact the region of the study site during the lifetime of the project. The faults are periodically active and capable 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. IX. LABO RA TORY 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: Limited Geotechnical Investigation, Proposed New ADU Hodgkinson Residence, 2725 Lyons Court, Carlsbad, California March 25, 2023 Page 7 TABLE 2 I Soll Tn!!: I Descri2tion I 1 Orange-brown silty to clayey sand (Disturbed Natural Ground) 2 Grev to light blue-grey siltstone/claystone <Formational Rock) The following tests were conducted in support of this investigation: I I A. Liquid Limit, Plastic Limit and Plasticity Index: Liquid limit, plastic limit and plasticity index tests were performed on representative samples of underlying soils in accordance with the ASTM D4318. Test results are tabulated in Table 4. TABLE3 Location Soll Type Liquid Limit Plastic Limit Plasticity Index 11.1.,-•1o) (Pl,-•/.) (PJ=LL-PLl TP-1 @ 2' I 2 I 47 I 27 I 20 I B. Maximum Dry Density and Optimum Moisture Content: The maximum dry density and optimum moisture content of Soil Type 2 was determined in accordance with ASTM D1557. The test results are presented in Table 4 below. TABLE4 Location Soll MamnumDry Optimum Moisture Tvne Densitv (r m-pcO Content ((a)oDt-%) TP-1 @ 2' I 2 I 112 I 19 I C. Unit Weieht & Moisture Content Tests: The in-place dry density and moisture content of collected representative soil samples were determined from relatively undisturbed chunk samples using the Water Displacement method (Method A) 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 attached Test Pit Logs (Figures 3, 4 and 5) at the corresponding locations. Limited Geotechnical Investigation, Proposed New ADU Hodgkinson Residence, 2725 Lyons Court, Carlsbad, California TABLES Field Field Dry MaL Dry In-Place Sample Soll Moisture Density Density Relative Location Type Content (Td-pcf) (Tm-pcf) Compaction (<a>-•/4) TP-1 @ 2' 2 15 127.4 112 100+ TP-1 @ 4' 2 22 109.7 112 98 TP-2 @ 3' 2 21 113 .6 112 100+ Assumptions and Relationships: In-place Relative Compaction = (id+ Ym) XIOO Gs= 2.70 e = (Gs Yw + Yd) -I S = (w Gs)+ e March 25, 2023 Page 8 Degree of Saturation S (o/e) 100 JOO 100 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 D4829. The test results are presented in Table 6. TABLE6 Sample Soll Molded Degree of Final Initial Dry Measured El (a) Saturation (a) Density 5091. Location Type c•1.l Co/e) (%) (PCF) El Saturation I TP-1 @ 2' I 2 I 15.2 I 54.4 I 29.7 I 96.1 I 60 I 64 I w = moisture content in percent. El50 = Elmeas -(50 -Smeas) ((65 + Elmeas) + (220 -Smeas)) Expansion Index (EI) Expansion Potential 0 -20 Very Low 21 -50 Low 51 -90 Medium 91 -130 High ) 130 Very High E. Direct Shear Test: One direct shear test was performed on a representative remolded sample of onsite Soil Type 2 in accordance with ASTM D3080. 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 below. Limited Geotechnical Investigation, Proposed New ADU Hodgkinson Residence, 2725 Lyons Court, Carlsbad, California March 25, 2023 Page 9 I I TABLE7 Sample Soll Sample Unit Angle of Apparent Weight Int. Frie. Cohesion Location Type Condition (Tw-ocn c•-De2.) Cc-osn TP-1 @ 2' 2 Remolded to 90% ofYm (a),% wopt 119.5 24 200 F. pH and Resistivity Test: pH and resistivity of a representative sample of onsite soil were determined 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 Sample Location ! SollType ! Minimom Resistivity (OHM-CM) pH TP-1 @ 2' I 2 I 630 I 8.2 G. Sulfate Test: A sulfate test was performed on a representative sample of onsite soils in accordance with the California Test Method (CTM) 417. The test result is presented in Table 9. TABLE9 Sample Location Soll Type Amount of Water Soluble Sulfate In Soll (o/e by Wei2ht) TP-1 @ 2' I 2 I 0.012 I H. Chloride Test: A chloride test was performed on a representative sample of onsite soils in accordance with the California Test Method (CTM) 422. The test result is presented in Table 10. TABLE 10 Sample Location Soll Type Amount of Water Soluble Chloride In Soil Co/• by Wel2ht) TP-1 @ 2' I 2 I 0.005 I Limited Geotechnical Investigation, Proposed New ADU Hodgkinson Residence, 2725 Lyons Court, Carlsbad, California X. SITE CORROSION ASSESSMENT March 25, 2023 Page 10 A site is considered to be corrosive to foundation elements, walls and drainage structures if one or more of the following conditions exist: * Sulfate concentration is greater than or equal to 2000 ppm (0.2% by weight). * Chloride concentration is greater than or equal to 500 ppm (0.05 % by weight). * pH is less than 5.5. For structural elements, the minimum resistivity of soil ( or water) indicates the relative quantity of soluble salts present in the soil ( or water). In general, a minimum resistivity value for soil ( or water) less than 1000 ohm-cm indicates a potential for presence of high quantities of soluble salts and a higher propensity for corrosion. Appropriate corrosion mitigation 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 oflimited laboratory tests performed on selected representative of site soil samples indicated that the minimum resistivity is less than 1000 ohm-cm suggesting a potential for presence of high quantities of soluble salts. However, 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. SNS 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 sulfate (SO4) was found to be less than 0.012 percent by weight (120 ppm) which is considered negligible according to ACI 318 (SO Exposure Class with Not Applicable severity). Water soluble chloride (CL) was found 0.005 percent by weight (50 ppm), and project 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 Exposure Class with Not Applicable severity). In our opinion and as a minimum, concrete consisting of Portland cement Type II (ASTM C150) with minimum 28 days compressive strength (f c) of 2500 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. Table 11 is appropriate based on the pH-Resistivity test results. Adequate protective measures against corrosion should be provided for all buried metal pipes, connections, elbows, conduits, concrete reinforcements and inserts, improvements and structures, as necessary and appropriate. Buried metal pipes and conduits should be wrapped and/or provided with appropriate protective cover where applicable. Limited Geotechnical Investigation, Proposed New ADU Hodgkinson Residence, 2725 Lyons Court, Carlsbad, California March 25, 2023 Page 11 TABLE 11 Design Soll Type Gauge 16 14 12 10 8 2 Years to Perforation of Metal Culverts 25 33 46 58 71 XI. CONCLUSIONS Based on the foregoing investigation, the planned new detached ADU addition at the project area of the property, substantially as proposed, is feasible from a geotechnical viewpoint. The project area of the property generally consists of a relatively level graded building pad underlain by very shallow disturbed ground over very stiff to very hard formational rock deposits. Adverse soil or geologic instabilities that could preclude the planned new construction were not indicated. The following factors are unique to the proposed ADU area of the property and will most impact the planned new construction from a geotechnical viewpoint: A. Landslides, faults or significant shear zones are not present at the project site and are not considered a geotechnical factor in the planned ADU construction. The study site is not located near or within the Alquist -Priolo earthquake fault zone established by the State of California. The most significant long-term geologic hazard likely to impact the property is periodic ground shaking associated with earthquake activity along nearby or distant active faults. The project shall be designed and constructed in accordance with the seismic design requirements of the 2022 California Building Code (CBC) and ASCE 7-22 Standard. B. The planned ADU area of the existing level graded building pad is underlain by siltstone- claystone units of Santiago Formation that occur in highly fractured and weathered conditions in the upper exposures becoming very tight to very hard with depth. Deeper formational rocks, below the upper weathered and fractured zone, are massive and very hard units that can suitably support the upper fills, and structures. C. A very shallow mantle of disturbed ground, on the order of 1.5 feet thick maximum, overlie the formational rocks at the ADU site. Surficial disturbed and natural ground chiefly occurs in a loose condition overall, and should be regraded with the loose to soft upper exposures of the underlying formational rocks in order to develop a uniform and a well-compacted bearing and subgrade soils underneath the new ADU. Remedial grading over-excavations depths are provided in the following sections. Limited Geotechnical Investigation, Proposed New ADU Hodgkinson Residence, 2725 Lyons Court, Carlsbad, California March 25, 2023 Page 12 D. Major ground modifications are not planned with final finish grades (F.G.) proposed very near the existing ground elevations. Majority of the site earthwork will consist of remedial over-excavations and recompaction operations. The rear natural to locally disturbed, variable gradient ascending slope currently appears to be performing well with no obvious indications of gross, deep-seated or surficial instability, or will have any significant impact on the planned new ADU construction. E. Earth deposits generated from the project excavations/over-excavations will chiefly consist of marginal quality, plastic silty to clayey materials. Site silty to clayey soils may be considered for reuse as project new compacted fills, provided they are properly prepared, adequately moisture conditioned and manufactured into a suitable homogenous mixture, as specified in the following sections. However, added mixing, moisture conditioning, processing and compaction efforts utilizing suitable construction equipments should be expected for regrading and compacting site plastic silty to clayey soils. Plastic silty to clayey soils are also not suitable for wall and trench backfills and good quality sandy granular (D.G.) import soils should be used for this purpose. F. Based upon our field observations and laboratory testing, final bearing and sub grade soils are expected to consist of plastic sandy silty clay to sandy silt (ML-CL) deposits ranging to medium expansion potential (Expansion Index ranging to less than 90) based on ASTM D4829 classification. Expansive soils are considered the main geotechnical concern in the project development. G. Potentially expansive bearing and subgrade soils will require special mitigation procedures or design methods per Section 1808.6 of 2022 California Building Code (CBC). Typical mitigation design methods consist of pre-saturation of sub grade soils used in conjunction with deeper footings and grade beam type foundations, or using post-tensioned slab foundations, as specified in the following sections. Other mitigation method(s) to alleviate adverse effects of expansive soils such as over-excavating the expansive bearing soils and subgrade soils to the depth ofrelatively more constant moisture content (minimum depth of 3 feet below rough finish subgrade), and reconstruction to design grades with good quality non-expansive sandy granular import soils are also available and can be provided upon request. The choice of a specific mitigation method and foundation support system will depend on the expected future performance of the planned new structures and site improvements, economic feasibility and ease of construction. H. The proper control of surface drainage and stormwater runoff is a critical component to overall stability of the new graded ADU building pad and future building and site improvements performance. Surface water should not pond upon graded surfaces, and irrigation water should not be excessive. Over-watering of site vegetation may also create excessively moist areas at finished surfaces and should be avoided. Limited Geotechnical Investigation, Proposed New ADU Hodgkinson Residence, 2725 Lyons Court, Carlsbad, California March 25, 2023 Page 13 Storm water and drainage control facilities should be designed and installed for proper control and disposal of surface runoff and storm water, as shown on the project approved plans. I. Settlement of foundation bearing soils is not expected to be a major geotechnical factor in the construction of planned new building and site improvements, 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 of post construction differential settlements, as expressed in terms of angular distortion, is not anticipated to exceed ½-inch in a distance between similarly loaded adjacent structural elements, or a maximum distance of 20 feet. J. 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 ADU building site, and should be reflected in the final development plans and implemented during the construction phase. Added or modified recommendations may also be appropriate and should be provided at the plan review phase when project development plans are finalized: A. Gradine and Earthwork Remedial bearing and subgrade soil over-excavation and recompaction grading efforts will be necessary in order to construct uniform support for the planned new ADU building. All excavations/over-excavations, grading, earthwork, fill/backfill soil materials and processing, placement and compaction procedures, and construction works should be completed in accordance with Chapter 18 (Soils and Foundations) and Appendix "J" (Grading) of the 2022 California Building Code (CBC), the Standard Specifications for Public Works Construction, City of Carlsbad Grading 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 site should be thoroughly potholed, identified and marked prior to the initiation of the actual excavations, grading and earthwork. Specific geotechnical engineering recommendations may be required based on the actual field locations and invert elevations, backfill conditions and proposed grades in the event of a grading conflict. Limited Geotechnical Investigation, Proposed New ADU Hodgkinson Residence, 2725 Lyons Court, Carlsbad, California March 25, 2023 Page 14 Utility lines may need to be temporarily redirected, if necessary, prior to earthwork operations and reinstalled upon completion of earthwork operations. Alternatively, 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 bearing and subgrade soils. Voids created by the removals of the abandoned underground pipes, utilities, facilities, tanks and structures should be properly backfilled with compacted fills in accordance with the requirements of this report. 2. Clearing and Grubbing: Remove all existing vegetation, tree roots and stumps, surface and subsurface structures, tanks, vaults, pipes, old foundations and slabs, improvements, and any other unsuitable materials and deleterious matter from all areas proposed for new fills, structures, foundation, and site improvements plus a minimum of 3 horizontal feet outside the perimeter, where possible and as approved in the field. Project clearing efforts should effectively remove all existing pipes and remnants of old buried utilities and structures, unless otherwise specifically approved. All debris generated from the site clearing/grubbing, and vegetation removals should also be properly disposed of from the site. Trash, vegetation and debris generated from the site clearing and grubbing efforts should not be allowed to occur or contaminate new site fills and backfills. The prepared grounds should be observed and approved by the project geotechnical consultant or his designated field representative prior to grading and earthworks. 3. Over-Excavations and Removals: Uniform bearing soil conditions should be constructed under the planned new ADU building pad. For this purpose, over-excavation (removal) and recompaction of all existing loose and compressible disturbed and natural ground along with upper highly fractured and weathered formational rocks to the minimum specified depth shall be required. Over-excavation and remedial grading should extend a minimum of 3 horizontal feet outside the ADU building perimeter envelop, where possible and as directed in the field. A conceptual remedial grading and site development recommendation is schematically illustrated on the attached Typical Over-Excavation And Recompaction Detail, Figure 8. Based on our exploratory test pits, remedial grading over-excavation depth extended to a minimum of 3 feet below the existing ground surfaces (BGS), or at least 12 inches below the bottom of deepest footing( s ), whichever is more, should be expected. Locally deeper over-excavation/removals may also be necessary based on the actual field exposures and should be anticipated. Limited Geotechnical Investigation, Proposed New ADU Hodgkinson Residence, 2725 Lyons Court, Carlsbad, California March 25, 2023 Page 15 Exploratory test pits excavated in connection with our study at the indicated locations (see Figure 2) were backfilled with loose and uncompacted deposits. The loose/uncompacted exploratory trench 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: Project associated temporary excavation slopes or trenching are expected to be shallow, on the order of 3 feet deep maximum. In general, temporary open excavations and trenching necessary for the project ADU pad development should not impact adjacent foundations, underground utilities, neighboring properties and offsite easements/right-of-way improvements. Temporary excavations and trenching up to 3 feet high maximum may be developed at near vertical gradients, unless otherwise noted or directed in the field. Larger trenching and temporary excavation slopes, if any required, may be developed at near vertical gradients in the lower 3 feet and laid back at I: I maximum gradients within the upper portions. The upper laid back slope portion should then be properly benched out and new fills/backfills tightly keyed-in as the backfilling progresses. More specific and/or revised recommendations should be given in the field by the project 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 permits for offsite grading or excavation encroachments into neighboring private 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: Soils generated from the site excavations and over-excavations will typically consist of marginal quality plastic silty to clayey materials. Onsite silty to clayey deposits may be considered for reuse as site new fills provided they are adequately processed and properly prepared to the satisfaction of the project geotechnical consultant. Plastic silty to clay earth materials typically requires added processing, and moisture conditioning efforts for manufacturing a uniform soil mixture suitable for reuse as new fills. Placing the well-manufactured silty to clayey fills in thin (4 to 6 inches maximum) lifts with adequate compactive efforts using suitable construction equipments should also be expected for achieving the specified (minimum 90%) compaction levels. Limited Geotechnical Investigation, Proposed New ADU Hodgkinson Residence, 2725 Lyons Court, Carlsbad, California March 25, 2023 Page 16 Onsite potentially expansive soils are not suitable for wall and trench backfills and good quality sandy granular import (D.G.) soils conforming to the requirements of this should be considered. 6. Select Grading, Capping Alternative and Import Soils: As an alternative, adverse effects of site potentially expansive silty to clayey soils may be mitigated by select grading techniques and capping the planned ADU building pad with good quality sandy granular D.G. type import soils. For this purpose, the upper 3 feet of the ADU building pad (building envelope plus 3 feet outside the perimeter) area should be reconstructed to design grades with approved sandy granular import soils placed and compacted as specified herein. There should be a minimum of 12 inches of import sandy soils beneath the deepest footing(s). Import sandy bearing and subgrade soils will also allow for more conventional foundations and slab designs. Import soils, if considered for capping the building pad and where used as wall and trench backfills, should be good quality sandy granular non-corrosive deposits (SM-SW) with very low expansion potential (100% passing 1-inch sieve, more than 50% passing #4 sieve and less 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 toxic/hazards substance) or manufactured (D.G. or Class 2 base) import materials 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 treatment, aerospace facilities, etc. as well as those sites currently undergoing 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. Import soils should be inspected, tested as necessary, and approved by the project geotechnical engineer prior to delivery to the site. Import soils should also meet or exceed engineering characteristic and soil design parameters as specified in the following sections. In the event only the ADU building envelope plus a minimum of 3 feet outside the perimeter is capped with sandy granular (SM-SW) import soils within the upper 3 feet, a subsurface drainage system consisting of a minimum 2 feet deep by 2 feet wide trench with 4-inch diameter perforated pipe (SDR 35) surrounded with ¾-inch crushed rocks and wrapped in filter fabric (Mirafi 140 N) installed below the sandy capping soils will be required as directed in the field. The underdrain should be installed at suitable elevations to provided minimum 2% fall via a non-perforated to an approved outlet. Limited Geotechnical Investigation, Proposed New ADU Hodgkinson Residence, 2725 Lyons Court, Carlsbad, California March 25, 2023 Page 17 7. Fill/Backfill Placement, Spreading and Compaction: Uniform bearing and subgrade soil conditions should be constructed at the site by the project remedial grading operations. New onsite fills and backfills should be adequately processed, thoroughly mixed, moisture conditioned to approximately 3% above the optimum moisture levels, or as directed in the field, placed in thin ( 4 to 6 inches maximum) uniform horizontal lifts and mechanically compacted with heavy construction equipments to a minimum of 90% of the corresponding laboratory maximum dry density per ASTM D 1557, unless otherwise specified. Import sandy granular soils, if and where used, should be thoroughly mixed, moisture conditioned to slightly (approximately 2%) above the optimum moisture levels and mechanically compacted, as specified. 8. Retaining Wall Back Drainage System: Retaining walls should be provided with a well developed back drainage system consisting ofaminimum 4-inch diameter, Schedule 40 (SDR 35) perforated pipe surrounded with a minimum of 1 ½ cubic feet per foot of¾- inch crushed rocks (12 inches wide by 18 inches deep) installed at the depths of the wall foundation level and wrapped in filter fabric (Mirafi 140-N). If Caltrans Class 2 permeable aggregate is used in lieu of the crushed rocks, the filter fabric can be deleted. The wall back drain should be installed at suitable elevations to allow for adequate fall via a non-perforated solid pipe (Schedule 40 or SDR 35) to an approved outlet. All wall back drain pipes and outlets should be shown on the final as-build plans. A wall back drain system schematic is depicted on the enclosed Typical Retaining Wall Back Drainage, Figure 9. 9. Surface Drainage and Erosion Control: A critical element to the continued stability of the new building pad and perimeter retaining walls is an adequate storm water and surface drainage control system. Surface drainage and storm water shall not be allowed to impact the developed construction site or cause erosion/scour of the foundation bearing soils. This can most effectively be achieved by appropriate vegetation cover and the installation of the following systems: * ADU pad surface runoff should be properly collected and directed away from the building foundations and site improvements to a selected location in a controlled 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 the amount of water to sustain vegetation 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. Limited Geotechnical Investigation, Proposed New ADU Hodgkinson Residence, 2725 Lyons Court, Carlsbad, California March 25, 2023 Page 18 10. 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 of finished bearing and subgrade soils should be confirmed in the final rough pad grading 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 brushing/excavation starts. * Removals and bottom over-excavation observation -After bottom of over-excavation is exposed and prepared to receive fill or backfill, but 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/backfill 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 100 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 lineal feet maximum. Onsite potentially expansive soils are not considered suitable for wall backfills. Wall backfills should consist of sandy granular (SM-SW) type import soils and mechanically 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. * Foundation trench and subgrade soils observation -After the foundation trench excavations and prior to the placement of steel reinforcing for proper moisture and specified compaction levels. * Geotechnical foundation/slab steel observation -After the steel placement 1s completed but before the scheduled 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. Observations and testing of pipe bedding may also be required by the project geotechnical engineer. Limited Geotechnical Investigation, Proposed New ADU Hodgkinson Residence, 2725 Lyons Court, Carlsbad, California March 25, 2023 Page 19 * 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 backfill exceeds 2 feet. Testing of the backfill within the pipe zone may also be required by the governing agencies. Pipe bedding and backfill materials shall conform to the governing agencies' requirements and project soils report if applicable. All trench backfills should consist of good quality sandy granular (SM- SW) type import soils and mechanically compacted to a minimum of 90% compaction levels unless otherwise specified. Plumbing trenches more than 12 inches deep maximum under the floor slabs should also be mechanically compacted and tested for a minimum of 90% compaction levels. Flooding or jetting techniques as a means of compaction method should not be allowed. B. Footin2s and Slab-on-Grade Floor Foundations The proposed ADU may be supported on shallow stiff concrete grade beam footings and slab-on-grade floor foundations consistent the anticipated plastic sandy silty clay to sandy silt (ML-CL) bearing and sub grade soils ranging to medium expansion potential ( expansion index less than 90 based on ASTM D4829 classification). Utilizing post-tensioned slab foundations, or more conventional foundation system used in conjunction with capping the building pad with at least 3 feet of very low to non-expansive sandy granular (SM-SW) import soils, as specified in this report, are also available. The choice of appropriate option will depend on acceptable levels of future building and site improvement performance, economic feasibility and ease of construction. Recommendations for shallow stiff concrete grade beam footings and slab-on-grade floor foundation are provided in the following sections. Pertinent recommendations for and post- tensioned slab foundations, or more conventional footings and floor slab foundations in the case of capping the ADU building pad with sandy granular import soils, can be provided by this office upon request. 1. Perimeter and interior continuous strip grade beam footings should be sized at least 15 inches wide and 24 inches deep. Interior and exterior spread pad footings, if any, should be at least 30 inches square and 18 inches deep, and structurally interconnected with the continuous strip footings using grade beams. Interconnecting grade beams, ifrequired, should be a minimum of 15 inches wide by 18 inches deep. Footing depths are measured from the lowest adjacent ground surface, not including the sand/gravel layer beneath floor slabs. Limited Geotechnical Investigation, Proposed New ADU Hodgkinson Residence, 2725 Lyons Court, Carlsbad, California March 25, 2023 Page 20 Exterior continuous footings should enclose the entire building perimeter. Flagpole footings also need to be tied together if the footing depth is less than 4 feet below rough finish grade. Foundation trenching should be completed in substantial conformance with the Typical Foundation Formwork Detail included in the attached Figure 8. Continuous interior and exterior grade beam footings should be reinforced with a minimum of 4-#5 reinforcing bars, 2-#5 bars placed 3 inches above the bottom of the footing and 2#5 bars placed 3 inches below the top of the footing, and #3 ties at 30 inches on center maximum. Interconnecting grade beams, if required, should be reinforced with a minimum of 2-#4 bars top and bottom and #3 ties at 24 inches on center maximum. Reinforcement details for spread pad footings should be provided by the project architect/structural engineer. 2. All interior slabs should be a minimum 5 inches in thickness, reinforced with #4 reinforcing bars spaced 15 inches on center each way, placed mid-height in the slab. Slabs should be underlain by 4 inches of clean sand (SE 30 or greater) which is provided with a well performing moisture barrier/vaporretardant (minimum 10-mil Stego) placed mid-height in the sand. Alternatively, a 4-inch thick base of compacted ½-inch clean aggregate provided with the vapor barrier (minimum 15-mil Stego) in direct contact with (beneath) the concrete may also be considered provided a concrete mix which can address bleeding, shrinkage and curling is used Provide "softcut" contraction/control joints consisting of sawcuts spaced 10 feet on center 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 each control joint location or 150 psi to 800 psi. The sawcuts should be minimum 1-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. A void wheeled equipment across cuts for at least 24 hours. Provide re-entrant comer (270 degrees comers) reinforcement for all interior slabs consisting of minimum two, 6 feet long #3 bars at 12 inches on center with the first bar placed 3 inches from the re-entrant corner. Re-entrant corners will depend on slab geometry and/or interior column locations. The attached Typical Isolation Joint And Re- Entrant Corner Reinforcement, Figure 10 may be used as a general guideline. Limited Geotechnical Investigation, Proposed New ADU Hodgkinson Residence, 2725 Lyons Court, Carlsbad, California March 25, 2023 Page 21 3. The slab subgrade and foundation bearing soils should not be allowed to dry prior to pouring the concrete or additional ground preparations, moisture re-conditioning or pre- saturation will be necessary as directed in the field. The required moisture content of the bearing soils is approximately 3% above the optimum moisture content to the depth of 24 inches below the slab subgrade. Attempts should be made to maintain as-graded moisture content in order to preclude the need for moisture re-conditioning or pre- saturation works. 4. Open or backfilled trenches parallel with a footing shall not be below a projected plane having a downward slope of I-unit vertical to 2 units horizontal (50%) from a line 9 inches above the bottom edge of the footing, and not closer than 18 inches from the face of such footing. The Typical Trench Adjacent to Foundation is provided in the enclosed Figure 11 and may be used as a general guideline. 5. Where pipes cross under-footings, the footings shall be specially designed. 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 1-inch all around the pipe. A schematic detail is included in the attached Typical Pipes Through or Trench Adjacent to Foundations, Figure 11. 6. Foundation trenching efforts are expected cause disturbed bottom of trenches and may result in uneven/unsmooth trench sidewalls. Disturbed bottom of trenches should be recompacted in-place using a wacker and disturbed trench side walls, if developed, should be neatly removed (widened areas should be filled with concrete as a part of the footing pour) prior to steel placement. 7. Foundation trenches and slab subgrade soils should be observed and tested for proper moisture and specified compaction levels and approved by the project geotechnical consultant prior to the placement of steel reinforcement or concrete pour. C. Soil DesiKn Parameters The following soil parameters are based on tested representative samples of onsite earth deposits and should be considered in the project designs, where appropriate and as applicable: 1. Design soil unit weight = 120 pcf. 2. Design angle of internal friction of soil = 24 degrees. 3. Design active soil pressure for retaining structures = 51 pcf (EFP), level backfill, cantilever, unrestrained walls. 4. Design at-rest soil pressure for retaining structures = 70 pcf (EFP), non-yielding, restrained walls. Limited Geotechnical Investigation, Proposed New ADU Hodgkinson Residence, 2725 Lyons Court, Carlsbad, California March 25, 2023 Page 22 5. Design passive soil resistance for retaining structures = 285 pcf (EFP), level ground surface on the toe side (soil mass on the toe side extends a minimum of IO feet or 3 times the height of the surface generating passive resistance). 6. Design coefficient of friction for concrete on soils = 0.28. 7. Net allowable foundation pressure= 1500 psf. 8. Allowable lateral bearing pressure (all structures except retaining walls)= 150 psf/ft. Notes: * An additional seismic force due to seismic increments of earth pressure should also be considered in the project designs, as appropriate and where applicable. A seismic lateral inverted triangular earth pressure of 22 pcf (EFP), acting at 0.6H (H is the retained 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 appropriate: TABLE 12 Wall Total Lateral Seismic Lateral KA Ko Kb KAE KOE i Condition Pressure Pressure (pct) Unrestrained PAE=PA + PAE dP AE=3/sKhlH2 0.42 -0.2 0.6 -120 Restrained PoE=Po + POE dPOE=KhiH2 -0.59 0.2 -0.77 120 * Use a minimum safety factor of 1.5 for wall over-turning and sliding stability. However, because large movements must take place before maximum passive resistance can be developed, a minimum safety factor of 2 may be considered for sliding stability particularly where sensitive structures and improvements are planned near or on top of retaining walls. * When combining passive pressure and frictional resistance the passive component should 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 on a minimum 12 inches wide by 12 inches deep footings and may be increased by 20% for each additional foot of depth only to a maximum of 3500 psf, if needed. The allowable foundation pressure provided herein also applies to dead plus live loads and may be increased by one-third for wind and seismic loading. Limited Geotechnical Investigation, Proposed New ADU Hodgkinson Residence, 2725 Lyons Court, Carlsbad, California March 25, 2023 Page 23 * The lateral bearing earth pressures may be increased by the amount of designated value for each additional foot of depth to a maximum 1500 pounds per square foot. D. Exterior Concrete Flatwork 1. All exterior concrete flatwork ( walkways, patios, etc.) supported on potentially medium expansive subgrade soils should be a minimum of 4 inches in thickness, reinforced with #3 bars at 12 inches on center in both directions placed mid-height in the slab. Subgrade soils underneath the exterior slabs should be moisture conditioned and compacted to minimum 90% compaction levels within the upper 12 inches at the time of fine grading and before placing the slab reinforcement. In order to enhance performance of exterior concrete slabs and flatwork supported on potentially expansive and moisture sensitive subgrade soils, a minimum 8 inches wide by 8 inches deep ( depth is measured below the bottom of slab) thickened edge reinforced with a minimum of 1-#3 continuous bar near the bottom should be considered along the slab perimeter. Tying the slab panels to adjacent curbs, where they occur, with #3 bars at 12 inches on center, may also be considered. 2. Reinforcements lying on subgrade will be ineffective and shortly corrode due to lack of adequate concrete cover. Reinforcing bars should be correctly placed extending through the construction joints tying the slab panels. In construction practices where the reinforcements are discontinued or cut at the construction joints, slab panels should be tied together with minimum 18 inches long #3 dowels at 12 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 10 feet on center (not to exceed 12 feet maximum) each way. The larger dimension of any panel shall not 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 joint 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 of softcut joints, anti-ravel skid plates should be used and replaced with each blade to avoid spalling and raveling. A void 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 feet from the edge. The minimum angle between any two intersecting joints shall be 80°. Align joints 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 ./gal.). Limited Geotechnical Investigation, Proposed New ADU Hodgkinson Residence, 2725 Lyons Court, Carlsbad, California March 25, 2023 Page 24 4. Sub grade soils should be tested for proper moisture and specified compaction levels and approved by the project geotechnical consultant prior to the placement of concrete. E. General Recommendations 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. 2. Adequate staking and grading control is a critical factor in properly completing the recommended remedial and site grading operations. Grading control and staking should 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 conform to setback requirements established by the governing agencies and applicable codes for off-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 Typical Retaining Wall Back Drainage, Figure 9. Planting large trees behind site retaining walls should be avoided. 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 12. 5. All underground utility and plumbing trenches should be mechanically compacted to a minimum of90% of the maximum dry density of the soil unless otherwise required or specified. Care should be taken not to crush the utilities or pipes during the compaction of the soil. Trench backfill materials and compaction levels (minimum 95% compaction) beneath pavements within the public right-of-way shall conform to the requirements of . . govemmg agencies. Limited Geotechnical Investigation, Proposed New ADU Hodgkinson Residence, 2725 Lyons Court, Carlsbad, California March 25, 2023 Page 25 6. Finish ground surfaces immediately adjacent to the building foundations should be sloped away from the building at a minimum 5% for a minimum horizontal distance of 10 feet measured perpendicular to face of the building wall (CBC 1804.4). In the event physical obstructions or property lines prohibit 10 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 surfaces (sidewalks) within 10 feet of the building foundations shall also be sloped at minimum 2% away from the building. 7. Care should be taken during the construction, improvements, and fine grading phases not to disrupt the designed drainage patterns. Rooflines 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. 8. Onsite earth deposits are moisture sensitive silty to clayey soils ranging to medium expansion potential. These deposits can experience continued periodic movements and undergo volume changes upon wetting and drying, detrimental to the supporting structures and improvements. Maintaining a uniform as-graded soil moisture during the post construction periods is essential in the future performance and stability of site embankments, structures and improvements. Excessive irrigation resulting in wet soil conditions shall be avoided. Surface water should not be allowed to infiltrate into the underlying bearing and subgrade soils. 9. Final plans should reflect preliminary recommendations given in this report. Final grading and foundation plans should also be reviewed by the project geotechnical consultant for conformance with the requirements of the geotechnical investigation report outlined herein. I 0. All foundation trenches should be observed by the project geotechnical consultant to ensure adequate footing embedment and confirm competent bearing soils. Foundation and slab reinforcements should also be inspected and approved by the project geotechnical consultant. 11. The amount of shrinkage and related cracks that occur in the concrete slab-on-grades, flatwork and driveways depend on many factors, the most important of which is the amount of water in the concrete mix. The purpose of the slab reinforcement is to keep 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 following should be considered: Limited Geotechnical Investigation, Proposed New ADU Hodgkinson Residence, 2725 Lyons Court, Carlsbad, California March 25, 2023 Page 26 * Use the stiffest mix that can be handled and consolidated satisfactorily. * 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 I-inch aggregate. * Cure the concrete as long as practical. The amount of slab reinforcement provided for conventional slab-on-grade construction considers that good quality concrete materials, proportioning, craftsmanship, and control tests where appropriate and applicable are provided. 12. 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 to discuss grading and construction details associated with site development. XIII. GEOTECBNICAL ENGINEER OF RECORD (GER) SMS Geotechnical 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 terminated 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, engineering observations and compaction testing, SMSGeotechnical Solutions, Inc. will no longer be the geotechnical engineer of the record. Project transfer should be completed in accordance with the California Geotechnical Engineering Association (CGEA) Recommended Practice for Transfer of Jobs Between Consultants. The new geotechnical consultant or soils engineering firm should review all previous geotechnical documents, conduct an independent study, and provide appropriate confirmations, revisions or design modifications to his own satisfaction. The new geotechnical consultant or soils engineering firm should also notify in writing SMS Geotechnical Solutions, Inc. and submit proper notification to the City of Carlsbad for the assumption of responsibility in accordance with the applicable codes and standards. XIV. LIMITATIONS The conclusions and recommendations provided herein have been based on available data obtained from the review of pertinent reports and plans, limited subsurface explorations well as our experience with the soils and formational materials located in the general area. The materials 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. Limited Geotechnical Investigation, Proposed New ADU Hodgkinson Residence, 2725 Lyons Court, Carlsbad, California March 25, 2023 Page 27 Of necessity, we must assume a certain degree of continuity between exploratory excavations and/or natural exposures. It is necessary, therefore, that all observations, conclusions, and recommendations 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 recommendations issued if required. The recommendations made in this report are applicable to the site at the time this report was prepared. It is the responsibility of the owner/developer to ensure that these recommendations are carried out in the field. It is almost impossible to predict with certainty the future performance of a property. The future behavior of the site is also dependent on numerous unpredictable variables, such as earthquakes, rainfall, and on-site drainage patterns. The firm of §ff§ 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 occur without our observation 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, especially with respect to finish pad elevations and room addition final layout, this report 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 engineer so that they can be incorporated into the plans. Necessary steps shall be taken to ensure that 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 project final design/development and foundation plans and specifications in order to ensure that the recommendations provided in this report are properly interpreted and implemented. If the project geotechnical engineer is not provided the opportunity of making these reviews, he can assume no responsibility for misinterpretation of his recommendations . • The property owner(s) should be aware of the potential development of cracks in all concrete surfaces such as floor slabs and exterior stucco associated with normal concrete shrinkage during the curing process. These features depend chiefly upon the condition of concrete and weather conditions at the time of construction and mostly do not reflect detrimental ground movement. Hairline stucco cracks will often develop at windows/door corners, and floor surface cracks up to 1/a-inch wide in 20 lineal feet may develop as a result of normal concrete shrinkage (according to the American Concrete Institute). Limited Geotechnical Investigation, Proposed New ADU Hodgkinson Residence, 2725 Lyons Court, Carlsbad, California March 25, 2023 Page 28 6616 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. Once again, should any questions arise concerning this report, please do not hesitate to contact this office. Reference to our Project No. GI-23-02-112 will help to expedite our response to your inquiries. We appreciate this opportunity to be of service to you. 661§ Geotechnical Solutions, Inc. ehdi S. Shariat, GE #2885 rincipal Engineer Steven J. Melzer ~#2362 Project Engineering Geologist Kevin McFarl a, PG #10087 Project Geologist Distribution: Addressee (3, email) §61§ GEOTECHNICAL SOLUTIONS, INC. REFERENCES Annual Book of ASTM Standards, Section 4-Construction, Volume 04.08: Soil and Rock (I); 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 & 2, 2022, International Code Council. "The Green Book" Standard Specifications For Public Works Construction, Public Works Standards, Inc., BNi Building News, 2015 Edition. California Geological Survey, 2008 (Revised), Guidelines for Evaluating and Mitigating Seismic Hazards in California, Special Publication 117 A, 108p. California Department of Conservation, Division of Mines and Geology (California Geological Survey), 1986 (revised), Guidelines for Preparing Engineering Geology Reports: DMG Note 44. California Department of Conservation, Division of Mines and Geology (California 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 Faults, Computer Program, T. Blake Computer Services and Software. EQSEARCH, Ver 3.00, 1997, Estimation of Peak Acceleration from California Earthquake Catalogs, Computer Program, T. Blake Computer Services and Software. Tan S.S. and Kennedy, M.P., 1996, Geologic Maps of the Northwestern Part of San Diego County, California, Plate(s) 1 and 2, Open File-Report 96-02, California Division of Mines and Geology, l :24,000. "Proceeding of The NCEER Workshop on Evaluation ofLiql!lefaction Resistance Soils," Edited by T. Leslie Youd and Izzat M. Idriss, Technical Report NCEER-97-0022, Dated December 31 , 1997. "Recommended Procedures For Implementation of DMG Special Publication 117 Guidelines For Analyzing and Mitigation Liquefaction In California," Southern California Earthquake Center; USC, March 1999. REFERENCES (continued) -"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. -"Introductory Soil Mechanics and Foundations: Geotechnical Engineering," George F. Sowers, Fourth Edition. "Foundation Analysis and Design," Joseph E. Bowels. Caterpillar Performance Handbook, Edition 29, 1998. -Jennings, C. W ., 1994, Fault Activity Map of California and Adjacent Areas, California Division of Mines and Geology, Geologic Data Map Series, No. 6. Kennedy, M.P ., 1977, Recency and Character of Faulting Along the Elsinore Fault Zone in Southern Riverside County, California, Special Report 131, California Division of Mines and Geology, Plate 1 (East/West), 12p. 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. Kennedy, M.P. and Tan, S.S., 2007, Geologic Map of The Oceanside/San Diego, 30' X 60' Quadrangle, California, 1: 100,000 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 Evaluate Earthquake-Induced Settlements In Dry Sandy Soils," Daniel Pradel, 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: 10.1002/2016JB 013467. z z 0 " ID ID ID ... z b 0 0 In ... r<i M 117.33333° w 117.33333° W Th1/MN Vu~•· TOPOI map printed on 03/01/23 from "SanDlego.tpo" and "Untttled.tpg" 117.31667° W WGS84 117.30000° W WGS84 117.30000° W ~-=~~!11=::::::;;=--~=-~==---===!HU -_JfKJ rn:r ■'l.w--==:i--c:::::11...»?11ii~rn:::i---=::1--c:=:1tooom 117.31667° w Printed from TOPO! C>l999 W1Jdllo••tt Productions (,.....,,.,iOl)O.com) z 0 " :g ID ... l'l l'l z 0 8 0 In .... r<i l'l APPROXIMATE GEOTECHNICAL SITE PLAN 2725 LYONS COURT, CARLSBAD, CA APPROXIMATE SCALE: l" = 20' O' CONCEPTUAL AND SCHEMATIC. 20' FOR GEOTECHNICAL PRESENTATION ONLY. < )- Legend 0 D ~ I af Tsa 1,, J' C' 0 Proposed ADU Location / Project Area Geologic Cross Section Approximate Location of Test Pit Disturbed Natural Ground Santiago Formation G, ,,p ,,>- SMS GEOTECHNICAL SOLUTIONS INC 5931 Sea Lion Place, Suite I 09 Carlsbad, CA 920 I 0 FT N (N)121 THREE BATH ~J, ~, .,/;., <1:, ~· /:. .. v-»-..,,;,). j/, -.... -~ ; ~ -~ ' ~' ,.,.-_ -:_ r~, ,... ~-·t.l"-~ • ...,,... ~ ;!_.) .,41,_y> ~J·.·r.>.·-. .. ~•; ./ ........... .1 "'' ,. / ~. •·-· ... "·"'·:~ 'i--' ~·-'\ ... , . --.... -~ ..-1r ., 1 -tL't) \rt-.,,½.,': ;t -~1('),>t / .'l ,_, ,__ .:4... 1'. /1 .... ;\, ·, .:;?f '}-~•.:::: /Y·. ?~f:::.'~I ~---~) ' ~ .. _,,-,c· ~--. ,,., , ' ,,.. .oi:_>-~ "' 1:--:: -~"' ~-~> .. :.·~-~·...) .'>-;. f i-'. 296 293 290 ,,,_..IL~ l I ---.· b"' '.fu.•137 _1 __ . __ ., ' 4....... ; ... ·.'- '· . f ·' ,.f ~ •-< 284' ..,f -"':"" .. ./ I 'r . ✓ 't ;-, ·,,,.-> ,,.>\(')".:;.JI.:~-. I• -> ~'f;,,,<>:c· ' 281' -~ ~ /• f• "-"" ,.,,...,_, ' ) 278' ----------- __.-, NOT A PART 275' ---t·' LANDSCAPE ~-t-t-272' aTI oe ofSlepe (Approx. Location) --- LANDSCAPE LANDSCAPE ~ ,0, l·N -1-1 269' 266' I 263 FT Project Number: GI-23-02-1 I 2 Figure Number: 2 KEY TO BORING/ TEST PIT LOGS DRILLING & SAMPLING SYMBOLS: e Split Spoon -1-3/8" 1.0., 2" 0.0., Unless otherwise noted HS: Hollow Stem Auger □ Chunk Sample ST: Thin-Walled Tube -2" 0 .0., Unless otherwise noted PA: Power Auger T Sandcone Density Test IZI Ring Sampler -2.375" 1.0., 2.5" 0 .0., Unless otherwise noted HA: Hand Auger OB: Diamond Bit Coring -4", N, B RB: Rock Bit ■ Bulk Sample or Auger Sample WB: Wash Boring or Mud Rotary The number of blows required to advance a standard 2-inch 0.0. split-spoon sample (SS) the last 12 inches of the total 18-inch penetration with a 140-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: Water Level WCI: Wet Cave in DCI: Ory Cave in AB: After Boring WS: WO: BCR: ACR: While Sampling While Drilling 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 across 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 CLASSIFICATION: Soil classification is based on the unified classification system. Coarse Grained Soils have more than 50% of their dry weight retained on a #200 sieve; their principal descriptors are: boulders, cobbles, gravel or sand. Fine Grained Soils have less than 50% of t heir dry weight retained on a #200 sieve; they are principally described as clays if they are plastic, and silts if they are slightly 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 fine-grained soils on the basis of their consistency. CONSISTENCY OF FINE-GRAINED SOILS RELATIVE DENSITY OF COARSE-GRAINED SOILS Unconfined Standard Standard !:;om11ressive Penetration or N-Penetration or N-Ring Sam11ler (RS} Strength, gu, 11st value (SSl BlowslFt. Consisten~ value (SSl BlowslFt. BlowslFt. Relative Density < 500 <2 Very Soft 0-3 0-6 Very Loose 500-1000 2-3 Soft 4-9 7-18 Loose 1001-2000 4-6 Medium Stiff 10-29 19-58 Medium Dense 2001-4000 7-12 Stiff 30-49 59-98 Dense 4001-8000 13-26 Very Stiff 50 + 99 + Very Dense 8000+ 26+ Hard RELATIVE PROPORTION OF SAND AND GRAVEL GRAIN SIZE TERMINOLOGY Descri11tive Term(sl of other constituents Trace With Modifiers Percent of Dry Weight < 15 Major Com11onent of Sam11le Boulders Particle Size Over 12 in. (300 mm) 15-29 > 30 RELATIVE PROPORTION OF FINES Descri11tive Term(sl of other constituents Trace With Modifiers Percent of Dry Weight < 15 15 -12 > 12 Cobbles Gravel Sand Silt or Clay Term Non-plastic Low Medium High 12 in. to 3 in. (300 mm to 75 mm) 3 in. to #4 sieve (75 mm to 4.75 mm) #4 Sieve to #200 Sieve (4.75 mm to 0.075 mm) Passing #200 Sieve (0.075 mm) PLASTICITY DESCRIPTION Plasticity Index 0 1-10 11-30 30+ ~~~ Geotechnical Solutions, Inc. UNIFIED SOIL CLASSIFICATION SYSTEM (USCS) Criteria for Assigning Group Symbols and Group Names Using laboratory Tests• Soil Classification Group Group Name Symbol Gravels Clean Gravels Cu~ 4 and 1 SC: S 3E More than SO% of coarse Less than S% fines' Not meeting above gradation for GW Coarse Grained Soils fraction retained on #4 Gravels with Fines Fines classify as ML or MH More than SO% sieve More than 12% fines' Fines classify as Cl or CH retained on #200 Clean Sands Cu~ 6 and 1 SC., S 3E sieve• Sands Less than S% fines0 Not meeting above gradation for SW SO% or more of coarse fraction passes #4 sieve Sands with Fines Fines classify as ML or MH More than 12% fines0 Fines classify as CL or CH inorganic Pl > 7 and plots on or above • A" line' Slits and Cla~ Pl< 4 and plots below "A" line' Fine Grained Soils liquid limit less than SO organic liquid limit -oven dried liquid limit -not dried SO% or more passes Pl plots on or above •A• line the #200 sieve• inorganic Slits and Clal(S Pl plots below "A" line liquid limit SO or more organic liquid limit -oven dried liquid limit -not dried <0.75 <0.75 GW Well-graded gravelF GP Poorly graded gravel' GM Silty grave1r,G,H GC Clayey grave1r,G,H SW Well-graded sand' SP Poorly graded sand' SM Silty sandG,H,t SC Clayey sandG,H,t CL Lean clay"-~M Ml Siltt<.~M OL Organic clac~M.N Organic silt"-~M.o CH Fat clay"'L<M MH OH Organic clayt<.~M.• Organic siltt<.~M.a Highly organic soils Primarily organic matter, dark in color, and organic odor PT Peat * For soils having S 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. 8 If field sample contained cobbles or boulders, or both, add •with cobbles or boulders, or both" to group name. c Gravels with 5% to 12% fines require dual symbols: GW-GM well-graded gravel with silt, GW-GC well-graded gravel with clay, GP-GM poorly graded gravel with silt, GP-GC poorly graded gravel with clay. 0 Sands with 5% to 12% fines require dual symbols: SW-SM well-graded sand with silt, SW-SC well-graded sand with clay, SP-SM poorly graded sand with silt, SP-SC poorly graded sand. For classifications 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=0.73 (LL-20). Equation of "U" line. Vertical at LL=16 to Pl=7, then Pl = 0.9 (LL-8) 60 50 -:=-40 0. X QJ -0 E 30 ?:' 'iJ ·.;::; "' ,,, 0:: 20 10 7 4 0 If soil contains ~15% sand, add "with sand" to group name. G If fines classify as CL-ML, use dual symbol GC-GM, or SC-SM H If fines are organic, add •with organic fines" to group name. If soil contains ~15% gravel, add "with gravel" to group name. If Atterberg limits plot in shaded area, soil is a CL-ML, silty clay. If soil contains 15% to 29% plus No. 200, add "with sand" or "with gravel" whichever is If soil contains ~30% plus No. 200 predominantly sand, add "sandy" 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. 0 Pl plots below "A" line L H MH or OH 0 10 16 20 30 40 50 60 70 80 90 100 Liquid Limit (LL) ~[M{I~ Geotechnical Solutions, Inc. Test Pit: TP-1 SMS Geotechnical Solutions, Inc. PROJECT: Proposed New ADU CLIENT: John HodP'kinson PROJECT No.: GI-23-02-112 PROJECT LOCATION: 2725 Lvons Court Carlsbad Date Excavated: __ 3'--/_9/_2_3 _ Logged By: ___ K=.M=·-- Equipment: Mini-Excavator <DEERE 50G). Remarks: No caving-. No ITToundwater. u DEPTH ~8 (ft) c2 ..J 0 ·.y .j :- / •. • . .. • :.,1 t-1 j-1 • MATERIAL DESCRIPTION DISTURBED NATURAL GROUND {at} Silty to clayey sand. Light brown color. Moist. Loose . ST-1 vi 0 vi ;::; .. : i/ -:_:l(°·: -1:d!,;i,l,,;,d---------------------------i•- 2 ~XIXII SANTIAGO FORMATION (Tsa): -Siltstone-claystone. Gray to light blue-gray color. Highly fractured and weathered. Moist. Plastic. Stiff to hard. Muc1 3 Excavates blocky. 4 -!WXIXII At 4 feet, becomes very stiff to very tight. r I 15 127.4 100+ 100 22 109.7 98 100 i----ld<:l-~~ST~-::_:2'.,__ _________ .........,. ____ ___/-_....._____. _ __.___....._____._--+ Bottom of test pit at 4.5 feet. ■ BULK SAMPLE □ CHUNK DENSITY W NUCLEATESRTGAUGE CT GROUND '9' V WATER FIGURE 3 SMS Geotechnical Solutions, Inc. Test Pit: TP-2 PROJECT: Proposed New ADU CLIENT: John Hodl>'kinson PROJECT No.: GI-23-02-112 PROJECT LOCATION: 2725 Lvons Court. Carlsbad Date Excavated: 3/9/23 Logged By: K.M. Equipment: Mini-Excavator <DEERE 50G). Remarks: No cavinir. No QTOUndwater. u r/2 Lil ~~~ !::c-~~ ""o !DEPTH ~8 ..J Lil 55 oi= MATERIAL DESCRIPTION u ~~ ~~~ f-~v,i ~i;i (fl) ~ ..J r/2 ~s: ifi-" -::i V) 00 ~o l!i< Cl ::EU o~ :-v. v-:: DISTURBED NATURAL GROUND (aQ SC/Stl _,_ v Silty to clayey sand. Orange-brown color. Moist. Loose ~ I ~ v ST-1 ~ SANTIAGO FORMATION (Tsa): MUCI. ~ 2 ~ Siltstone-claystone. Gray to light blue-gray color. Highly -fractured and weathered. Moist. Plastic. Very stiff to 3 hard. Excavates blocky. I 21 113.6 100+ 100 At 3 feet, becomes very tight and very hard. ST-2 I Bottom of test pit at 3.5 feet. ■ BULK □ CHUNK T NUCLEAR GAUGE 'v GROUND SAMPLE DENSITY TEST WATER FIGURE 4 GEOLOGIC MAP 2725 LYONS CT, CARLSBAD, CA Geologic Units: [iJ Santiago Formation (middle Eocene) 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 I 09 Carlsbad, CA 920 I 0 Scale 1 :33,333 Project Number: GI-23-02-112 Figure Number: 5 GEOLOGIC CROSS SECTION A-A' 2725 LYONS COURT, CARLSBAD, CA SCALE: I" = 20' O' 20' A 300 PL 290 I . . d l Ex1stmg Wall Un er --Slope Construction 280 270 --------- Legend ---~ Existing Grade -Geologic -• •? .. -----Proposed Grade Contact (Approx.) D Proposed 0 Fill/Disturbed ADU Natural Ground L_j Test Pit Location G Santiago Approximated Formation A' I I I E .. 1 ,ostmg Proposed ADU I Existing I Residence Grade I (NOT A PAR1) I 260 --------~= }"'"" (N<IT A,\ART) -T:_r--=--c_7 =~::---1~ft;~= • Fill / Disturbed 2S0 SMS GEOTECHNICAL SOLUTIONS INC 5931 Sea Lion Place, Suite I 09 Carlsbad, CA 920 I 0 Santiago Formation (Tsa) Natural Ground (at) Project Number: GI-23-02-112 Figure Number: 6 REGIONAL FAULT MAP SAN DIEGO COUNTY REGION La• Ouatemat)' , ... d~ (during patt 700,000 ,-.,.). ou-na,y mil (age undille<ontioledi ------,1 P,o-QuMemar,foull(-thal1.l ,_ye,,r,)o,laullwllhout rec:ogoizod Ouolerno,y dilploc:emenl ADDITIONAL FAULT SYMBOLS -'----· 88<endbollon-sldo~e<--"l, ,.,,_elongfoull lndlcalltroloMO<-eotd<fedonallelenll ---'---- """""" f°"' lndi<ol"dlrecolon ol cf;p, Low angle ladt (bort>o on_. .... ,~ SMS GEOTECHNICAL SOLUTIONS INC 5931 Sea Lion Place. Suite I 09 Carlsbad, CA 920 I 0 \ Mexicoli Map is reproduced from California Geological Survey, "Fault Activity Map of California (201 0)". Project Number: GI-23-02-112 Figure Number: 7 Notes: Typical Over-Excavation And Recompaction Detail F?NI5M GIU0E --~ &EE NOTE,1 --~ LDE a,. 0EN5E MATM M.AT!RlAL Schematic, No-Scale 3-,} MDI: IIECO'PACTEO Ftl..l. P'E"801L.6l&IORT. 8E! ALSO NOT!: "2 1. Minimum depth of over-excavation per soils report, but not less than 2' below the bottom of deepest footing(s) or depth of approved dense native ground, whichever greater. 2. New fills shall be compacted to minimum 90% compaction level per ASTM D1557 at appronm.ately 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 AFTER &ET CLEAN TO llilEP10vE LAITANCE ' 801'1----~ E><CAV.lTION f'IJ&T eE K!fltf CL.UN MC> AIIEE a,. 0E!Rm 1. Foundation concrete shall be poured directly against neat trench excavation exposing approved bearing soil strata. 2. Foundation trench walls shall be stable. Sloughing or disturbed trench side walls shall not be allowed. 3. Foundation trenches shall be observed and approved by the project geotechnical consultant to insure clean excavation immediately prior to, and during placing of concrete. 4. Formwork is not permitted below grade unless fully formed. 5. Stakes are not permitted within the footing section. Project No: Gl-23-02-112 6.116GEOTECIIN1CAL SOLUTIONS, INC. 5931 Sea Lion Place, Suite I 09 Carlsbad, California 92010 Figure: 8 Typicml Retaining Wall Back Drainage Schematic, No-Scale FILTER MATEAIAI., 3/~• • 1$' CllUSHED ~OCICS (WW,E0 IN FILTER FAIIIIC Oft CAI. nANS CLASS 2 PERMEABLE MATERIALS (SEE SPECIFICATIONS) WATERPROOFING (TYP) -------:--=-=-::~-=:":"F~IN:-,ISH GRADE Sl'ECfflCATfONS FOR CAlTIIANS CLASS 2 ,EllMWLf MATERIAl (68-1.025) U.S.STANDAAD SIM SIZE 1' 3/4 3/8 No.• No. 8 No. 30 No 50 No. 200 UPASSJNG 100 90-100 40-100 25-40 18-33 5-15 of 0-3 SAND EQUIVAI.ENT > 75 6'MIN. CONCRETE-LINED DftAINAGE DITCH FILTER ~TEltW.. 3W • If CIU~ ROOCS fWM"EO IN FllTER FAUJC OR CAL1MN5 Ct.ASS 2 PaMfAlllf MATiltW.5 (5EE 51'fClflCATIONS) WAml'WOFING (TYP) --- PROPOSEO GRADE 6"MIN. GROUND SURFACE APPROVED FILTER M!RJC (MIWI l ~ON) 12' O\1£1UAP, TYP. -4' PVC PERFOAATEO PIPE MIN.. (SCH ◄O Oil SOA35) MJN 1 /2% FAil TO APPlt~0 OUTLET (SEE REPORT) NATUIIAl OR GRACED SI.OPE TEMPOWY 1:1 CUT SLOPE l'aOPf«I.YCOMPACTE0 (MIN. 9°") BACKFllLE0 GlOUNO ,_ ___ l(NCH AND TIGHTLY 1CEY INrO l'Bot'OM!lY wxcur AS IIACKflWNG P'lOGRES'SES NNOYEDFILTEHAIRJC (MIWI 140N) 12' CMll», lYP. ------,, M: "ERFOMTm M MIN. ,scH 40 Oil SDIU5) MIN. 1 nu FAil TO APPl!OVED OUTlfT lSfE CONSTRUCTION SPECIFICATIONS: m0k1'l • • _ 1. Provide granular, non-expansive backfill soil in 1 :1 gradient wedge behind wall. Compact backfill to minimum 90% of laboratory standard. 2. Backdrain should consist of 4" diameter PVC pipe (Schedule 40 or equivalent) with perforations down. Drain to suitable at minimum ½%. Provide¾" -1-½" crushed rocks filter materials wrapped in fabric (Mirafi 140N or equivalent). 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 awa.y 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 soll and 4 cubic feet per foot if expansive backfill is used. Project .No: Gl-23-12-112 S'J/6' W·~OTECUNTCA L SOLUTIONS, INC. !,',l~ f Sr~ I -io1; Ph1r{', Sai1f I09 Cat l~lrnd. C11IHornia 92010 Figure: 9 NOTES: TYPICAL ISOLATION JOINT AND RE-ENTRANT CORNER REINFORCE1\1ENT (a) RE-ENTRANT CORNER REINFORCEMENT NO. 3 BAAS PLACED MID-HEIGHT IN SLA8 Schematic, No-Scale ISOIATION JOINTS CONTRACTJON JOINTS I NOSCAlE I ( b) Rf.ENTRANT CORNER CRACK 1. Isolation joints around the coh,.1mns should be either circular as shown in (a) or diamond shaped as shown in (b). If no isolation joints are used around columns, or if the comers of the isolation joints do not meet the contraction joints, radial cracking as shown in (c) may occur (reference ACI). 2. In order to control cracking at the re-entrant comers(+ /-270 degree corners), provide reinforcement as shown in(c). 3. Re-entrant corner reinforcement shown herein is provided as a general guideline only and is subject to verification and changes by the project architect and / or structural engineer based upon slab geometry, location, and other engineering and construction factors. Project No: Gl-23-02-112 6H6GEOTECH1"1CAL SOLUTJONS, INC. 593 I Sea Lion Place, Suite 109 Figure: 10 Typical Pipes Through or Trench Adjacent to Foundations SPREADFTG .. CONT'. FTG., M CIWlcW.U Schematic, No-Scale LOCATE TRENCH SO --- THA T FOOTINGS AAe NOi UNOERMINEO 8ACKFlU. T'Re.'CH PER GE0TECijNtCAL REPORT NOTES: 1. DO NOT PLJ.CE SLEEVES OR CONDUIT IN ISOlATED SPREAD FOOTHGS • RlM AROUND OR BB.OW n£SE FOOTl~. 2. SLEEVES ME HOT TO PASS THROUGH C0NT1HUOVS FOOT~ .... 11' • 2 >· NO EXCAVA~~~ __/' ' "- OR GRADE BEAMS UN.ESS SHOWN OntBnVISE • WHERE SlEEVES ARE PBWITTB>, SEE SEE SECTION SB.OW BELOW THIS LINE Trench Adjacent to Foundation =~=::::;7 ...-PRCMD:E PlPf stEEYE tl.D. T I..ARGER ~ PO'£ 0.0.) WHERE ADJACEM' TO r- / -J -):--• ---A SEE OOTI: 2 COOC.•lYPltAL LIMrT' DIST'~E BETWE&l S\.EEVES TO NO lESS ~ LARGER SlEEVE OUTSIDE CIAMETERORf' ELEVATION A-A ll> ....... ~ • . . . ---EXTEND FOOTING MIN. 6" BELOW SLE_EVE (TYP.) Project No: Gl-23-02-112 Pipes Throu2h or Below Foundation .f'J[.fGEOTE.CHNICAL SOLUTIONS, INC. 593] Sea Lion Place, Suite 109 Carlsbad, California 92010 Figure: 11 10' MIN. 10' MIN. ~--------1---------$.. PLAN SECTION LEGEND: CD TREE PLANTING PER PLANTING LEGEND AND DETAILS ® ADJACENT HARDSCAPE EDGE @ ROOT BARRIER AS REQUIRED, TOP OF BARRIER SHALL BE 1" ABOVE FINISHED GRADE AND SHALL NOT BE VISIBLE ONCE MULCH HAS BEEN INSTALLED. © TOPSOIL AND SUBGRADE PER SPECIFICATIONS ® ADJACENT GROUNDCOVER OR SHRUB PLANTING ® MULCH NOTES 1. ROOT BARRIERS SHALL BE INSTALLED WHEN TREES ARE WITHIN 5' OF HARDSCAPE UNLESS SHOWN OTHERWISE, OR AS RECOMMENDED BY THE PROJECT LANDSCAPE ARCHITECT. 2. WHERE POSSIBLE INSTALL 10' EACH SIDE OF TRUNK MEASURED PARALLEL TO HARDSCAPE. 3. INSTALL PARALLEL TO WALKS & CURBS. 4. DO NOT ENCIRCLE TREE IF POSSIBLE. 5. INSTALL PER MANUFACTURER'S RECOMMENDATIONS. ROOT BARRIER ILLUSTRATION SMS GEOTECHNICAL SOLUTIONS INC 593 I Sea Lion Place, Suite I 09 Carlsbad, CA 920 I 0 Project Number: Gl-23-02-112 Figure Number: 12 APPENDIX ' ft ASCE. ASCE 7 Hazards Report N.IHCAN SOCElY Cf CM. 9IGINEERS Address: Standard: ASCE/SEI 7-22 No Address at This Location Risk Category: II Soll Class: Default https://asce7hazardtool.online/ Page 1 of4 Latitude: 33.165 Longitude: -117.3104 Elevation: 0 ft (NAVO 88) Tue Mar 14 2023 ASCE. AIIBICAN SOOETY OF CM. ENGINHRS Seismic Default Site Soll Class: Results: PGAt.1: 0.53 St.1s 1.39 St.11 0.92 Sos 0.93 So, 0.61 Seismic Design Category: D 1.6 u 1.2 1.0 08 Multi-Period MCER Spectrum 0.6 0.4 0.2 0 ---------~---------· 0 2 4 S8 (g) vs T(s) 6 8 1.4 Two-Period MCE R Spectrum 1 2 1 0 08 0.6 04 02 0 0 2 3 4 S8 (g) vs T(s) 5 6 7 8 MCER Vertical Response Spectrum Vertical ground motion data has not yet been made available by USGS. 10 9 TL : Ss: s, : Vs30 1.2 1.0 0.8 0.6 0.4 0.2 8 1.12 0.36 260 Multi-Period Design Spectrum 0 +------~--------------'· 2 4 6 8 S8 (g) vs T(s) 1.0 Two-Period Design Spectrum 0.9 08 0.7 0.6 05 04 03 02 01 0 0 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. 10 9 https://asce7hazardtool.online/ Page 2 of 4 Tue Mar 14 2023 ASCE. NIEJ'l£NI SOCIETY OF aVI. ENGNBIS Data Accessed: Tue Mar 14 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://asce7hazardtool.online/ Page 3 of 4 Tue Mar 14 2023 ASCE. AM:RICAN SOOE1Y(i:CM. ENGINl:9IS The ASCE 7 Hazard Tool is provided for your convenience, for informational purposes only, and is provided "as is" and without warranties of any kind. The location data included herein has been obtained from information developed, produced, and maintained by third party providers; or has been extrapolated from maps incorporated in the ASCE 7 standard. While ASCE has made every effort to use data obtained from reliable sources or methodologies, ASCE does not make any representations or warranties as to the accuracy, completeness, reliability, currency, or quality of any data provided herein. Any third-party links provided by this Tool should not be construed as an endorsement, affiliation, relationship, onponsorship of such third-party content by or from ASCE. ASCE does not intend, nor should anyone interpret, the results provided by this Tool to replace the sound judgment of a competent professional, having knowledge and experience in the appropriate field(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 Tool, you expressly assume all 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 permitted by law, you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data provided by the ASCE 7 Hazard Tool. https://asce 7hazardtool.online/ Page 4 of 4 Tue Mar 14 2023 (cityof Carlsbad CERTIFICATION OF SCHOOL FEES PAID This form must be completed by t he City, the applicant, and t he appropriate school districts and returned to the City prior to issuing a building permit. The City will not issue any building permit without a completed school fee form. Project# & Name: Permit #: CBR2023-0591 ------------------- Project Address: 2725 LYONS CT 2 Assessor's Parcel #: 1673913100 ------------------- Project Applicant: TRUST HODGKINSON FAMILY TRUST (Owner Name) Residential Square Feet: New/Additions: Second Dwellin!=J Unit: 1,200 ---------------------- Commercial Square Feet: New/Additions: ------------------- City Certification: City of Carlsbad Building Division Date: 05/19/2023 Certification of Applicant/Owners. The person executing this declaration ("Owner") certifies under penalty of perjury that ( 1) the information provided above is correct and true to the best of the Owner's knowledge, and that the Owner will file an amended certification of payment and pay the additional fee if Owner requests an increase in the number of dwelling units or square footage after the building permit is issued or if the initial determination of units or square footage is found to be incorrect, and that (2) the Owner is the owner/developer of the above described project(s), or that the person [Z] Carlsbad Unified School District 6225 El Camino Real Carlsbad CA 92009 Phone: (760) 331-5000 D Encinitas Union School District 101 South Rancho Santa Fe Rd Encinitas, CA 92024 Phone: (760) 944-4300 x1166 D San Dieguito Union H.S. District 684 Requeza Dr. Encinitas, CA 92024 Phone: (760) 753-6491 Ext 5514 (By Appt. Only) D San Marcos Unified Sch. District 255 Pico Ave Ste. 100 San Marcos, CA 92069 Phone: (760) 290-2649 Contact: Katherine Marcelja (By Appt.only) D Vista Unified School District 1234 Arcadia Drive Vista CA 92083 Phone: (760) 726-2170 x2222 SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school district(s)) THI S FORM INDI CATES T HAT THE SCHOOL DI STRICT REQUIREMENTS FOR THE PROJECT HAVE BEEN OR WILL BE SATISFIED. The undersigned, being duly authorized by the applicable School District, certifies that the developer, builder, or owner has satisfied the obligation for school facilities. This is to certify that the applicant listed on page 1 has paid all amounts or completed other applicable school mitigation determined by the School District. The City may issue building permits for this project. -/)0 .. u1L.'/J~ ~ '~ , SiQnature of Authorized School District Official: QI)• ~CWY/NL l,A'\MIL(.;IVl¼A. J Suf 4't {;-Ul~ (}, '('(l.f)'tf C, Title:~ Date: 6/t9}~ CARLSBAD UNIFIED SCHOOL DISTRICT Phone·. r:1 ,,..,0, \ --:2_3 I _ ~ Name of School District: 6225 EL CAMINO REAL ~ ~ '/ o -~vu CARLSBAD, CA 92009 COMMUNITY DEVELOPMENT -Building Division 1635 Faraday Ave I Carlsbad, CA 92008-7314 I 442-339-2719 I 760-602-8560 f I building@carlsbadca.gov I www.carlsbadca.gov {"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 (8-50) must be included with the building permit application. The Carlsbad Municipal Code (CMC) can be referenced during completion of this document by clicking on the provided links to each municipal code section. NOTE: The following type of permits are not required to fill out this form I I ❖ Patio I ❖ Decks I ❖ PME (w/o panel upgrade) I ❖ Pool Consultation with a certified Energy Consultant is encouraged to assist in filling out this document. Appropriate certification includes, but is not limited to: Licensed, practicing Architect, Engineer, or Contractor familiar with Energy compliance, IECC/HERS Compliance Specialist, ICC 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 Inspector/Plans Examiner, or Green Building Residential Plan Examiner. If an item in the checklist is deemed to be not applicable to a project, or is less than the minimum required by ordinance, check NIA and provide an explanation or code section describing the exception. Details on CAP ordinance requirements are available at each section by clicking on the municipal code link provided. The project plans must show all details as stated in the applicable Carlsbad Municipal Code (CMC) and/or Energy Code and Green Code sections. Project Name/Building Permit No.: Property Address/APN: Applicant Name/Co.: Applicant Address: Contact Phone: BP No.: Contact information of person completing this checklist (if different than above): Name: Company name/address: Contact Phone: Contact Email: Applicant Signature: _______________ Date: _______ _ B-50 Page 1 of 7 Revised 05/22 Use the table below to determine which sections of the Ordinance checklist are applicable to your project. For alterations and additions to existing buildings, attach a Permit Valuation breakdown on a separate sheet. Building Permit Valuation (BPV) $ breakdown _______ _ A high-rise residential building is 4 or more stories, including a □Realdentlal Low-rise High-rise mixed-use building in which at least 20% of its conditioned floor area is residential use • v New construction ~ 2A*, 3A*, 18, 28, *Includes detached, newly constructed ADU 4A*, 38, 4A D Additions wid alterations: D BPV < $60,000 N/A N/A All residential additions and alterations D BPV ~ $60,000 1A,4A 4A 1-2 family dwellings and townhouses with attached garages D Electrical service panel upgrade only only. *Multi-family dwellings only where interior finishes are removed D BPV ~ $200,000 1A, 4A* 18, 4A* and significant site work and upgrades to structural and mechanical, electrical, and/or plumbing systems are proposed □ Nornsldentlal D New construction 18, 28, 38, 48 and 5 D Alterations: D BPV ~ $200,000 or additions~ 1,000 18, 5 square feet D BPV ~ $1 ,000,000 18, 28, 5 Building alterations of~ 75% existing gross floor area D ~ 2,000 sq. ft. new roof addition 28, 5 1 B also applies if BPV ~ $200,000 1. Energy Efficiency Please refer to Carlsbad Municipal Code (CMC) 18.21 .155 and 18.30.190,and the Cal~omia Green Building Standards Code (CALGreen) for more information. Appropriate details and notes must be placed on the plans according to selections chosen in the design. A D Residential addition or alteration~ $60,000 building pennitvaluation. D N/A ________ _ Details of selection chosen below must be placed on the plans referencingCMC 18.30.190. D Exception: Home energy score ~ 7 (attach certification) Year Built Single-family Requirements Multi-family Requirements D Before 1978 Select one option: D Ductsealing □ Attic insulation □Cool roof D Attic insulation □ 1978 and later Select one option: D Lighting package □ Water heating Package □ Between 1978and 1991 Select one option: □ Ductsealing □ Attic insulation □Cool roof □ 1992 and later Select one option: □ Lighting package □ Water heating package Updated 4/16/2021 3 B. 0 Nonresidential* new construction or alterations 2: $200,000 building permit valuation, or additions 2: 1,000square feet. SeeCMC 18.21.155and CALGreen Appendix AS □ N/A AS.203.1.1 Choose one:□ .1 Outdoor lighting □ .2 Restaurant service water heating (CEC 140.5) □ . 3 Warehouse dock seal doors. □ . 4 Daylight design PAFs □ .5 Exhaust air heat recovery □ NIA AS.203.1.2.1 Choose one: □ .95 Energy budget (Projects with indoor lighting OR mechanical) □ .90 Energybudget (ProjectswithindoorlightingANDmechanical) □ N/A As.211.1 •• □ On-site renewable energy: □ NIA AS.211 .3** □ Green power. (If offered by local utility provider, 50% minimum renewable sources) □ NIA AS.212.1 □ Elevators and escalators: (Project with more than one elevator or two escalators) □ NIA AS.213.1 □ Steel framing: (Provide details on plans for options 1-4 chosen) □ NIA ---------- • Includes hotels/motels and high-rise residential buildings .. For alterations~ $1,000,000 BPVandaffeding > 75% existing gross floor area, OR alterationsthatadd 2, OOOsquarefeetof new roof addition: comply with CMC 18.30.130 (section 28 below) instead. 2. Photovoltaic Systems A. 0 Residential new construction (for low-rise residential building permit applications submitted after 1/1/20). Refer to 2019 California Energy Code section 150.1(c)14 for requirements. If project includes installation of an electric heat pump water heater pursuant to CAP section 38 below(low-rise residential Water Heating), increase system size by .3kWdc if PV offset option is selected. Floor Plan ID (use additional CFA #d.u. Calculated kWdc* sheets if necessary) ~ I J-C/0 I >f.o/f ,.., Total System Size: ,.r,tJ/£/- kWdc= (CFAx.572) / 1,000 + (1.15 x #d.u.) *Formula calculation v.tiere CFA = conditional floor area, #du= number of dv.1ellings per plan type If proposed system size is less than calculated size, please explain. kWdc Exception □ □ □ □ B. D Nonresidential new construction or alterations 2:$1,000,000 BPV AND affecting 2:75% existing floor area, OR addition that increases roof area by 2:2,000 square feel Please refer to CMC 18.30.130 when completing this section. *Note: This section also applies to high-rise residential and hotel/motel buildings. Choose one of the following methods: D Gross Floor Area (GFA)Method GFA: D If< 1 O,OOOs.f. Enter: 5 kWdc Min. System Size: D If~ 10,000s.f. calculate: 15 kWdcx (GFA/10,000) ** kWdc **Round building size factor to nearest tenth, and round system size to nearest whole number. Updated 4/16/202 1 4 □ Time-Dependent Valuation Method AnnualTDVEnergy use:*** ______ x .80= Min. system size: ______ kWdc ***Attach calculation documentation using modeling software approved by the California Energy Commission. I 3. Water Heating A D Residential and hotel/motel new construction. Refer to CMC 18.30.170 when completing this section. Provide complete details on the plans. □ For Jystems serving individual dwelling units choose one system : r;/ Heat pump water heater AND Compact hot water distribution AND Drain water heat recovery (low-rise residential only) □ Heat pump water heater AND PV system .3 kWdc larger than required in CMC 18.30.130 (high rise residential hotel/motel) or CA Energy Code section 150.1 (c) 14 (low-rise residential) □ Heat pump water heater meeting NEEA Advanced Water Heating Specification Tier 3 or higher □ Solar water heating system that is either .60 solar savings fraction or 40 s.f. solar collectors □ Exception: □ For systems serving multiple dwelling units, install a central water-heating system with ALL of thefollowing: □ Gas or propane water heating system □ Recirculation system per CMC 18.30.150(8) (high-rise residential, hotel/motel) or CMC 18.30.170(8) (low- rise residential) □ Solar water heating system that is either: □ .20 solar savings fraction □ .15 solar savings fraction, plus drain water heat recovery □ Exception: B. D Nonresidential new construction. Refer to CMC 18.30.150 when completing this section. Provide complete details on the plans. □ Water heating system derives at least 40% of its energy from one of the following (attach documentation): □ Solar-thermal □ Photovoltaics □ Recovered energy □ Water heating system is (choose one): □ Heat pump water heater □ Electric resistance water heater{s) □Solar water heating system with .40 solar savings fraction □ Exception: It may be necessary to supplement the completed checklist with supporting materials, calculations or certifications, to demonstrate full compliance with CAP ordinance requirements. For example, projects that propose or require a performance approach to comply with energy-related measures will need to attach to this checklist separate calculations and documentation as specified by the ordinances. Updated 4/16/21 5 4. Electric Vehicle Charging Residential New construction and major alterations* I se refer to CMC 18.21.140 when completing this section. D One nd two-family residential dwelling or townhouse with attached garage: ne EVSE Ready parking space required D Exception : D Multi-family residential· D Exception • Total Parking Spaces EVSE Spaces Proposed EVSE (10% of total) I Installed (50% of EVSE) I Other "Ready" I Other "Capable" I I I Calculations: Total EVSE spaces= .10 x Total parking spaces proposed (rounded up to nearest whole number) EVSE Installed = Total EVSE Spaces x .50 (rounded up to nearest v.tiole number) EVSE other may be "Ready" or "Capable" *Major alterations are: (1 )for one and two-family dwellings and townhouses with attached garages, alterations have a building permit valuation.? $60,000 or include an electrical service panel upgrade; (2) for multifamily dwellings (three units or more without attached garages), alterations have a building permit valuation~ $200,000, interior finishes are removed and significant site work and upgrades to structural and mechanical, electrical, and/or plumbing systems are proposed. *ADU exceptions for EV Ready space (no EV ready space required when): (1) The accessory dwelling unit is located within one-half mile of public transit. (2) The accessory dwelling unit is located within an architecturally and historically significant historic district. (3) The accessory dwelling unit is part of the proposed or existing primary residence or an accessory structure. (4) When on-street parking permits are required but not offered to the occupant of the accessory dwelling unit. (5) When there is a car share vehicle located within one block of the accessory dwelling unit. B. D Nonresidential new construction (includes hotels/motels) D Exception: ____________ _ Please refer to CMC 18.21.150 when completing this section Total Parking Spaces Proposed EVSE (10% of total) I Installed (50% of EVSE) I Other "Ready" I Other "Capable" I I I Calculation: Refer to the table below: Total Number of Parking Spaces provided Number of required EV Spaces Number of required EVSE Installed Spaces D 0-9 1 1 D 10-25 2 1 D 26-50 4 2 □ 51-75 6 3 D 76-100 9 5 D 101-150 12 6 D 151-200 17 9 D 201 andover 10 percent of total 50 percent of Required EV Spaces Calculations: Total EVSE spaces= .10 x Total parking spaces proposed (rounded up to nearest whole number) EVSE Installed = Total EVSE Spaces x .50 (rounded up to nearest v.tiole number) EVSE other may be "Ready'' or "Capable" Updated 4/16/2021 6 5. D Transportation Demand Management (TOM): Nonresidential ONLY kl approved Transportation Demand Management (TOM) Plan is required for all nonresidential projects that meet a threshold of employee-generated AOT. City staff will use the table below based on your submitted plans to determine whether or nor your permit requires a TOM 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(JlhEdition 13 11 4.5 3.5 3 1 2 For all office uses, use SANDAG rate of 20 ADT/1 ,000 sf to calculate employee ADT 3 Retail uses include shopping center, variety store, supermarket, gyms, pharmacy, etc. Other commercial uses may be subject to special consideration sample ca1cv1au0 os· Office: 20,450 sf 1. 20,450 sf/ 1000 x 20 = 409 Employee ADT Retail: 9,334 sf 1. First 1,000 sf= 8 ADT 2. 9,334 sf -1,000 sf= 8,334 sf 3. (8,334 sf/ 1,000 x 4.5) + 8 = 46 Employee ADT I ackno¼iedge that the plans submitted may be subject to the City of Carlsbad's Transportation Demand Management Ordinance. I agree to be contacted should my permit require a TOM plan and understand that an approved TOM plan is a condition of permit issuance. Applicant Signature: __________________ _ Date: ______ _ Person other than Applicant to be contacted for TDM compliance (if applicable): Name(Printed):. __________________ _ Phone Number: ____ _ Email Address: ___________________ _ Updated 4/16/202 1 7 Building Permit Finaled Revision Permit Print Date: 03/19/2024 Job Address: 2725 LYONS CT, # 2, CARLSBAD, CA 92010-2127 Permit No: Status: (cityof Carlsbad PREV2023-0152 Closed -Finaled Permit Type: BLDG-Permit Revision Work Class: Residential Permit Revision Parcel#: 1673913100 Track#: Valuation: $0.00 Lot#: Occupancy Group: #of Dwelling Units: 1 Bedrooms: Bathrooms: Occupant Load: Code Edition: Sprinkled: Project Title: Project#: Plan#: Construction Type: Orig. Plan Check#: CBR2023-0591 Plan Check#: Description: HODGKINSON; RE-IN FORCE ROOF TRUSS MORE RIGID, HIGHER LOADING Applicant: W ILLIAM CHOI 678 DOUGLAS AVE SAN MARCOS, CA 92069-2222 FEE BUILDING PLAN CHECK FEE (manual) BUILDING PLAN CHECK REVISION ADMIN FEE Property Owner: HODGKINSON FAMILY TRUST 2725 LYONS CT CARLSBAD, CA 92010-2127 Total Fees: $215.00 Total Payments To Date: $215.00 Building Division Applied: 07/26/2023 Issued: 08/15/2023 Finaled Close Out: 03/19/2024 Final Inspection: INSPECTOR: Balance Due: AMOUNT $180.00 $35.00 $0.00 Page 1 of 1 1635 Faraday Avenue, Carlsbad CA 92008-7314 I 442-339-2719 I 760-602-8560 f I www.carlsbadca.gov { City of Carlsbad PLAN CHECK REVISION OR DEFERRED SUBMITTAL APPLICATION B-'15 ------------------ Development Servi ces Building Division 1635 Faraday Avenue 442-339-2719 www.carlsbadca.gov Original Plan Check Number C Bf 20 23 ..-0~ 1/ Plan Revision Number t/ ,1-. 0 P-Rt V20Z3-Q{5L Project Address ;;z 1:Z t-ljo11::: C~, ar/S'f:¥1 / General Scope of Revision/Dr ferred Sub~ittal: Jfe .----/17,'jrcr: &o/ fr 1,,,/JJ' more qu't// ),I/ Iler /4t:<cXi"//Jf CONTACT INFORMATION: Name /:J11/1d.1J1 doi Phone 3 23 ~ 1/f -()O / rf Fax,__ _______ _ Address /7/__ !2ogJJ /Jvf' City j''2n ~ Zip Email Address lcJrt/i'~.JYJ (32 ll1Ylwo!<eta.dv , L 0/?J T I Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 11 . Elements revised: [LVPlans ~ulations D Soils D Energy D Other 2. Describe revisions in detail "" I KnoJ 1 t-~~,,,? I I 0 4. Does this revision. in any way, alter the exterior of the project? 5. Does this revision add A NY new floor area(s)? D Yes 6. Does this revision affect any fire related issues? D Yes 7, Is this a complete set?~ J;] No . £5Signature ~~L__ "1__ D Yes ~ ~ 3. List page(s) where each revision is shown s1.1 Date ~tj2.o2__? 1635 Faraday Avenue, Carlsbad, CA 92008 Ph: 442-339-2719 Fax: 760-602-8558 Email: building@carlsbadca.gov www.carlsbadca.gov