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2756 LEVANTE ST; ; CBR2024-2304; Permit
Building Permit Finaled Residential Permit Print Date: 09/04/2025 Job Address: 2756 LEVANTE ST, CARLSBAD, CA 92009-8120 Permit Type: BLDG-Residential Work Class: Parcel#: 2162201800 Track#: Valuation: $104,804.97 Lot#: Occupancy Group: #of Dwelling Units: 1 Bedrooms: Project#: Plan#: Construction Type: Bathrooms: Orig. Plan Check #: Occupant Load: Plan Check #: Code Edition: Sprinkled: Project Title: Description: VEIT: NEW (499 SF) DETACHED ADU Applicant: Property Owner: Second Dwelling Unit FULL PERSPECTIVE INC ROBERT SEEHASE CO-OWNERS VEIT ANTHONY BAND BROOKE E 2754 LEVANTE ST 2949 UNICORNIO ST, # G CAR LSBAD, CA 92009-4442 (619) 818-6491 FEE BUILDING PLAN CHECK CARLSBAD, CA 92009 BUILDING PLAN REVIEW -MINOR PROJECTS (LDE) BUILDING PLAN REVIEW -MINOR PROJECTS (PLN) CERTIFICATE OF OCCUPANCY 581473 -GREEN BUI LDING STATE STANDARDS FEE SFD & DUPLEXES STRONG MOTION -RESIDENTIAL (SMIP) SWPPP INSPECTION TIER 1 -Medium BLDG SWPPP PLAN REVIEW TIER 1 -Medium Total Fees: $2,425.97 Total Payments To Date: $2,425.97 Permit No: Status: {cityof Carlsbad CBR2024-2304 Closed -Finaled Applied: 08/28/2024 Issued: 02/12/2025 Finaled Close Out: 09/04/2025 Final Inspection: 08/12/2025 INSPECTOR: Cornair, Brad Balance Due: AMOUNT $324.35 $204.00 $107.00 $21.00 $5.00 $1,374.00 $13.62 $292.00 $85.00 $0.00 Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exaction." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a}, and file the protest and any other required information wit h 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 ot her 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 Development Services Building Division 1635 Faraday Avenue B-1 The first four pages of this form shall be completed to initiate a residential building permit application. The building permit application is not a building permit. No work shall start until a building permit is duly issued. Assessor's Parcel Number: 216-220-18-00 --------------------------- Site Address: 2754 LEVANTE STREET Suite No.: __ _ Description of Work: NEW SINGLE STORY ADU Valuation: $50,000 -'-------Is there an active code enforcement violation on this site: D Y 0 N Please provide the following existing building information and indicate the type of application(s) requested. Building Information Floor Area -living Floor Area -Garage Floor Area -Deck Floor Area -Other Pool/Spa Fireplace Deck/Patio Roofing/Re-roof Solar Battery Plumbing, Mechanical, Electrical Other Applicant's Name: ROBERT SEEHASE Address: 2949-G UNICORNIO STREET City: CARLSBAD State: CA Zip: 92009 Phone: 619-818-6491 Email: ROBERT@FULLPERSEPCTIVE.COM Design Professional's Name: ROBERT SEEHASE Address: 2949-G UNICORNIO STREET City: CARLSBAD State: CA Zip: 92009 Phone: 619-818-6491 Email: ROBtRT@FULLPERSPECTIVE.COM Existing Proposed SF 499 SF SF SF SF SF SF SF SF SF SF SF SF SF Modules/KW Modules/KW Property Owner's Name: Mr. and Mrs. Veit Address: 2754 LEVANTE STREET City: CARLSBAD State: CA Zip: 92009 Phone: 760-807-7503 Email: brooke.b.veit@gmail.com Contractor's Name: ________ _ Address: ____________ _ City: ______ State: __ Zip: __ _ Phone: _____________ _ Email: _____________ _ Billing Party: □ Applicant 0 Property Owner □ Contractor □ Other: _____________ _ The construction, addition, or alteration of buildings is governed by the California Contractors License Law (commencing with Business Professions Code section 7000). The law has an exemption that allows a person Page 1 of 12 rev 4/24 who is not a California Licensed Contractor to construct a single-family residential structure and engage in home improvements and repairs, provided they meet certain requirements. {Page 4 of this form has information to help identify ad make you aware of your responsibilities and possible risk you may incur by having a permit issued to an Owner-Builder.) Permits for multi-family projects are only to be issued to California Licensed Contractors. APPLICANT (PROPERTY OWNER, CONTRACTOR, OR AGENT) CERTIFICATIONS: CHECK EACH BOX 0 The building permit application is hereby made to the City of Carlsbad for permission to build in accordance with the plans and specifications submitted herewith and for the purpose set forth. 0 I/We certify that I am the Property Owner, authorized Contractor, or authorized Agent of the Property Owner/Contractor, or other person having a legal right, interest, or entitlement to the use of the 0 property that is the subject of this application. I/We understand that any information provided becomes part of the public record and may be made available to the public. 0 I hereby authorize the city and its officials, officers, agents and employees to conduct a site visit of this property as part of the city's review of this application, making all portions of the interior and exterior accessible through completion of construction, and in response to any conditions. 0 I/We understand that State law mandates the Applicant to provide an estimated value of all work proposed (B-29 form). If the valuation is underestimated, the permit may be denied, unless the Applicant can show detailed estimates to meet the approval of the Building Official. I/We hereby certify the construction valuation provided is accurate and includes all proposed work such as all structural work, finish work, painting, roofing, electrical, plumbing, heating, air conditioning, elevator, labor costs, and all permanent equipment and systems. 0 If the Applicant is not the Property Owner, both the Property Owner and Applicant (authorized Contractor or authorized Agent of the Property Owner/Contractor) must sign below. By signing this declaration, the Property Owner authorizes the Applicant listed in this application to act as the Property Owner's Agent on all matters before the city pertaining to development on this property. 0 I/We understand that State law requires construction to be done by a Licensed Contractor and the Property Owner may apply for an Owner-Builder permit under an exemption from the law. If the Applicant is an Owner-Builder, an Owner-Builder affidavit is required and must be submitted (page 4). The city will not issue a building permit until this form has been submitted. 0 I/We have read this application form in its entirety and reviewed the building permit application and the information I/we have provided is true and correct to the best of our knowledge. Grade lines as shown on drawings accompanying this application are assumed to be correct. This certifies that the description of the project and all the plans and supporting documentation; including the location and labeling of all existing and proposed buildings, structures, access roads, and utilities and easements; are accurate in all material respects as of the date when made. I/We understand that it is my responsibility to ensure that statements and representations are not misleading. I/We agree to promptly remove, correct, or add information as needed to correct any misleading or materially inaccurate information. I/We understand that any misstatement or omission ofthe requested information or of any information subsequently requested might be grounds for rejecting the application, denying the application, suspending or revoking a permit issued on the basis of these or subsequent representations, or for the seeking of such other and further relief as deemed appropriate by the City of Carlsbad. 0 If a digital submittal is made or required, I/we certify that the submittal package includes digital files that follow the city's electronic submissions standards.) Failure to submit correctly formatted electronic files may result in a rejected application or the submittal being returned, which will delay intake and/or review. 0 I/We certify that I am (we are) aware of all permit requirements and will not willfully deviate from the approved plan. I/We agree to comply with all applicable city and county ordinances and state laws Page 2 of 12 rev 4/24 relating to building construction. I/We assume full responsibility for the satisfactory completion of all work authorized under the permit(s), including work performed prior to assuming control. 0 After construction begins, I/we understand that a height certification, pad certification, or boundary certification may need to be submitted to the Building Inspector, when required. 0 I understand that a building permit application will expire If a permit has not been issued/obtained within one year from the application date (original filing date), unless an extension of time has been granted (Form 8-25). With some limited exceptions, if a building permit application expires and there is interest in proceeding with the same project, a new application will be required and the project will be subject to new fees and regulations that are in effect at the time the new application is submitted. 0 After submitting the application, the Billing Party designated as part of the application will be sent future city invoices for above referenced building permit(s). I understand that if a permit fee or development impact fee refund is issued, the check will be mailed to the financial responsible party (the actual person or company that paid the invoice). If the information on file for the financially responsible party is outdated or inaccurate, it must be corrected before the refund can be sent. Form B-49B may be completed to update the financially responsible party's contact information (e.g. change of address). 0 I/We agree to waive, release, and discharge the City of Carlsbad ("City") and its officers, elected or appointed officials, employees, volunteers and agents (the "Indemnified Parties") from all claims and demands, rights and causes of action of any kind with respect to the building permit application, the purpose of which is to challenge, attack set aside, void, modify, or annul the approval or denial of the application, or the processing thereof, except liability caused by the Indemnified Parties' sole negligence or willful misconduct, in which case the indemnity received by the city shall be reduced by the amount: (a) that the city's active negligence contributed to the liability on a comparative basis; or (b) such other amount as may be required by law. This obligation is effective without reference to the existence or applicability of any insurance coverages which may have been required by city or any additional insured endorsements which may extend to Indemnified Parties. Property Owner(s) and Applicant, on behalf of themselves and all parties claiming under or through them, waive all rights of subrogation and contribution against the Indemnified Parties while acting within the scope of their duties, from all claims, losses and liabilities arising out of or incident to activities or operations performed, regardless of any prior, concurrent or subsequent passive negligence by the Indemnified Parties. By signing be low, I acknowledge that I have completely read, understand, and agree to the declarations above and accept all terms set forth herein. Sign~P-!:!:f□~ne~ Date:_--=P~• ....!::,,2,=-..::t::;___· =2.:........lf __ si(natureofApplicant Date:_..=t1,_-___:_Z~7_-_2-_Lf.;:.__ FOR CfTY USE ONLY Receipt Acknowledgement: ____________ _ Date: _________ _ BUILDING STAFF OWNER-BUILDER CERTIFICATIONS: Owner-Builder Acknowledgment and Information Verification Form CHECK EACH BOX 0 I understand a frequent practice of unlicensed persons is to have the Property Owner obtain an Page 3 of 12 rev 4/24 "Owner-Builder" building permit that erroneously implies that the Property Owner is providing his or her own labor and material personally. I, as an Owner-Builder, may be held liable and subject to serious financial risk for any injuries sustained by an unlicensed person 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. [a I understand building permits are not required to be signed by a Property Owner unless the Property Owner is responsible for the construction and are not hiring a Licensed Contractor to assume this responsibility. 0 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. 0 I understand Contractors are required by law to be licensed and bonded in California and to list their license numbers on permits and contracts. 0 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. 0 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. 0 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. 0 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) that result from any latent construction defects in the workmanship or materials. 0 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) www.cslb.ca.gov for more information about Licensed Contractors. 12] 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 in accordance with the plans and specifications submitted herewith and for the purpose set forth. 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. 0 Licensed Contractors are regulated by laws designed to protect the public. I understand if I contract with a person who does not have a license, the Construction Industry Licensing Board, the Department of Business and Professional Regulation and the Building Department may be unable to assist me with any financial loss that I sustain as a result of a complaint. I understand my only remedy against an unlicensed person may be in civil court. I also understand that, if an unlicensed person or employee of an individual or firm is injured while working on my property, I may be held liable for damages. If I obtain an Owner-Builder permit and wish to hire a Licensed Contractor, I will be responsible for verifying whether the Contractor is properly licensed and the status of the Contractor's workers' compensation coverage. 12) The city may withhold final approval, revoke the permit, or pursue any action or remedy for unlicensed activity against the Property Owner and any person performing work that requires Page 4 of 12 rev 4/24 licensure under the permit issued. Assembly Bill 2335 amended California Health and Safety Code Section 19825, regarding disclosures and verifications required for when a person or persons are seeking Owner-Builder construction permits. These new application requirements provide an enhanced level of consumer awareness and protection for a Property Owner, accepting the risks associated with Owner-Builder construction permits. Did you know -unlicensed persons frequently have the property owner obtain an "Owner-Builder'' building permit which erroneously implies that the Property Owner is providing his or her own labor and material personally? Did you know -your homeowner's insurance may not provide coverage for injuries sustained on your property by an unlicensed person and his/her employees? Did you know -if you are considered an "employer'' under State and Federal law, you must register with the State and Federal government, withhold payroll taxes, provide workers compensation and disability insurance, and contribute to unemployment compensation for each "employee"? By signing below, I acknowledge that I have completely read, understand, and agree to the declarations above and accept all terms set forth herein and I affirm under perjury that I am exempt from the CSLB requirement. I also 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 application/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. ~~/ ~A•,r Date: y ,_J(, ·,t_'f Signature of Property Owner FOR CITY USE ONLY Receipt Acknowledgement: ____________ _ Date: _________ _ BUILDING STAFF Page S of 12 rev 4/24 ("Cityof Carlsbad OWNER-BUILDER ACKNOWLEDGEMENT FORM B-61 Development Services Building Divisi on 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 c1,'75/-I Le van f-e,,., st: C✓o..,yf,sh a al,, CA v oa q The City of Carlsbad ("City") is providing you with this Owner-Builder Acknowledgment and Verification form to inform you of the responsibilities and the possible risks associated with typical construction activities issued in your name as the Owner-Builder. The City will not issue a construction permit until you have read and initialed your understanding of each provision in the Property Owner Acknowledgment section below and sign the form. An agent of the owner cannot execute this notice unless you, the property owner, complete the Owner's Authorized Agent form and it is accepted by the City of Carlsbad. INSTRUCTIONS: Please read and initial each statement below to acknowledge your understanding and verification of this information by signature at the bottom of the form. These are very important construction related acknowledgments designed to inform the property owner of his/her obligations related to the requested permit activities. I. M J I understand a frequent practice of unlicensed contractors is to have the property owner obtain an "Owner• ~r" 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. 11.11 understand building permits are not required to be signed by property owners unless they are responsible e 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 rotect myself from potential financial risk by hiring a licensed contractor and having the permit filed in his r her name instead of my own. IV. V. I understand contractors are required by law to be licensed and bonded in California and to list their license mbers on permits and contracts. I understand if I employ or otherwise engage any persons, other than California licensed cont ractors, and total value of my construction is at least five hundred dollars ($500), including labor and materia ls, I may be considered an "employer" under state and federal law. RfV.05/22 Owner-Builder Acknowledgement Continued VI. &1_, understand if I am considered an "employer" under state and federal law, I must register with the state / U;(d 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 I may subject me to serious financial risk. VII. I understand under California Contractors' State Lice nse Law, an Owner-Builder who builds single-family ntial 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 gh ark 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 y financial or personal injuries sustained by any subsequent owner(s) which result from any latent t uction defects in the workmanship or materials. IX. I understand I may obtain more information regarding my obligations as an "employer" from the Internal ue 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. Pt-,./ I am aware of and consent to an Owner-Builder building permit applied for in my name, and understand ~am the party legally and financially responsible for proposed construction activity at the following address: XI. !A1_1 agree that, as the party legally and financially responsible forth is proposed construction activity, I will abide ~ pplicable laws and requirements that govern Owner-Builders as well as employers. XII. agree to notify the issuer of this form immediately of any additions, deletions, or changes to any of the ation 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 con be issued, this form must be completed, signed by the property owner and returned to the City of Carlsbad Building Division. I declare under penolry of perjury that I have read and understand all of the Information provided on this form and that my responses, including my authority to sign this form, is true and correct. I am aware thot I hove the option to consult with legal counsel prior to signing this form, and I have either (l) consulted with legal counsel prior to signing this form or (2) hove waived this right in signing this form without the advice of /ego/ counsel. Property Owner Name (PRINT) 3 '7, J79, ZJ-/-~ REV. CX5/22 PERMIT INSPECTION HISTORY for (CBR2024-2304) Permit Type: BLDG-Residential Application Date: 08/28/2024 Owner: CO-OWNERS VEIT ANTHONY BAND BROOKE B Work Class: Second Dwelling Unit Issue Date: 02/12/2025 Subdivision: LA COSTA SOUTH UNIT #4 Status: Closed -Finaled Expiration Date: 11/24/2025 IVR Number: 58542 Address: 2756 LEVANTE ST CARLSBAD, CA 92009-8120 Scheduled Date Actual Inspection Type Start Date Inspection No. Inspection Primary Inspector Reinspection Inspection Status BLDG-44 284645-2025 Passed Brad Cornair Complete Rough/Ducts/Dampers Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 05/19/2025 05/19/2025 BLDG-16 Insulation 285083-2025 Passed Brad Cornair Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 05/27/2025 05/27/2025 BLDG-17 Interior 285927-2025 Passed Brad Cornair Complete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-18 Exterior 285926-2025 Passed Brad Cornair Complete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 07/30/2025 07/29/2025 BLDG-Final Inspection 291435-2025 Failed Brad Cornair Reinspection Incomplete Checklist Item COMMENTS Passed BLDG-Building Deficiency No BLDG-Plumbing Final No BLDG-Mechanical Final No BLDG-Structural Final Hers report. AFCI at breaker. Grading. No BLDG-Electrical Final No 08/12/2025 08/12/2025 BLDG-Final Inspection 292810-2025 Passed Brad Cornair Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-Plumbing Final Yes BLDG-Mechanical Final Yes BLDG-Structural Final Hers report. AFCI at breaker. Grading. Yes BLDG-Electrical Final Yes Thursday, September 4, 2025 Page 3 of 3 PERMIT INSPECTION HISTORY for (CBR2024-2304) Permit Type: BLDG-Residential Application Date: 08/28/2024 Owner: CO-OWNERS VEIT ANTHONY B AND BROOKE B Work Class: Second Dwelling Unit Issue Date: 02/12/2025 Subdivision: LA COSTA SOUTH UNIT #4 Status: Closed -Finaled Expiration Date: 11 /24/2025 Address: 2756 LEVANTE ST IVR Number: 58542 CARLSBAD, CA 92009-8120 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Re inspection Inspection Date Start Date Status 04/24/2025 04/24/2025 BLDG-11 282820-2025 Passed Brad Cornair Complete Foundation/Ftg/Piers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Need pre con. Yes 05/01/2025 05/01/2025 BLDG-22 Sewer/Water 283548-2025 Passed Brad Cornair Complete Service Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-24 Rough/Topout 283547-2025 Passed Brad Cornair Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-25 Water 283549-2025 Partial Pass Brad Cornair Reinspection Incomplete HeaterNents Checklist Item COMMENTS Passed BLDG-Building Deficiency Sewer and water supply to main. Yes 05/07/2025 05/07/2025 BLDG-34 Rough 284173-2025 Partial Pass Brad Cornair Reinspection Incomplete Electrical Checklist Item COMMENTS Passed BLDG-Building Deficiency PP. need vent at bath fan Yes 05/08/2025 05/08/2025 BLDG-43 Air 284247-2025 Cancelled Brad Cornair Reinspectlon Incomplete Cond./Furnace Set Checklist Item COMMENTS Passed BLDG-Building Deficiency No BLDG-44 284248-2025 Cancelled Brad Cornair Re inspection Incomplete Rough/Ducts/Dampers Checklist Item COMMENTS Passed BLDG-Building Deficiency No 05/13/2025 05/13/2025 BLDG-17 Interior 284644-2025 Failed Brad Cornair Reinspect ion Incomplete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency NR No BLDG-27 Shower 284646-2025 Failed Brad Cornair Reinspection Incomplete Pan/Tubs Checklist Item COMMENTS Passed BLDG-Building Deficiency Pan needs to be under test. No Thursday, September 4, 2025 Page 2 of 3 Building Permit Inspection History Finaled {city of Carlsbad PERMIT INSPECTION HISTORY for (CBR2024-2304) Permit Type: BLDG-Residential Application Date: 08/28/2024 Owner: CO-OWNERS VEIT ANTHONY BAND BROOKE B Work Class: Second Dwelling Unit Issue Date: 02/12/2025 Subdivision: LA COSTA SOUTH UNIT #4 Status: Scheduled Date 04/03/2025 04/07/2025 04/08/2025 04/14/2025 04/23/2025 Closed -Finaled Expiration Date: 11/24/2025 Address: 2756 LEVANTE ST CARLSBAD, CA 92009-8120 IVR Number: 58542 Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Start Date Status 04/03/2025 BLDG-11 280640-2025 Partial Pass Brad Cornair Reinspection Foundation/Ftg/Piers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Need pre con. No 04/07/2025 BLDG-21 280874-2025 Failed Brad Cornair Reinspection Underground/Underflo or Plumbing Checklist Item COMMENTS Passed BLDG-Building Deficiency Abs cracked. Not completely under test. No Recall. 04/08/2025 BLDG-21 281053-2025 Passed Brad Cornair Underground/Underflo or Plumbing Checklist Item COMMENTS Passed BLDG-Building Deficiency Abs cracked. Not completely under test. Yes Recall. 04/14/2025 BLDG-11 281571-2025 Passed Brad Cornair Foundation/Ftg/Piers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-66 Grout 281570-2025 Passed Brad Cornair Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 04/23/2025 BLDG-13 Shear 282627-2025 Passed Brad Cornair Panels/HD (ok to wrap) Checklist Item COMMENTS Passed BLDG-Building Deficiency 4x post at 2 pt truss on ext wall with L TP4 Yes top and bottom BLDG-15 Roof/ReRoof 282626-2025 Passed Brad Cornair (Patio) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes Thursday, September 4, 2025 Inspection Incomplete Incomplete Complete Complete Complete Complete Complete Page 1 of 3 True North COMPLIANCE SERVICES January 20, 2025 City of Carlsbad Community Development Department -Building Division 1635 Faraday Ave. City of Carlsbad -FINAL REVIEW City Permit No: CBR2024-2304 True North No.: 24-018-755 Carlsbad, CA 92008 Plan Review: New Single Story ADU Address: 2754 Levante St Applicant Name: Robert Seehase Applicant Email: robert@fullperspective.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.): 499 sq. ft. The plans have been reviewed for coordination with the permit application. Valuation: Confirmed Scope of Work: Confirmed Floor Area: See Notes Below Notes: The floor area is not provided in the permit application. Attn: Building & Safety Department, True North Compliance Services, Inc. has completed the final review of the following documents for the project referenced above on behalf of the City of Carlsbad: l. 2. 3. 4. 5. 6. 7. Drawings: One (1) copy dated September 5, 2024, by Full Perspective. Structural Calculations: One ( 1) copy dated August 16, 2024, by Pirouz Etemad. Structural Calculations: One (1) copy dated December 16, 2024, by Pirouz Etemad. Truss Calculations: One (1) copy, by Pirouz Etemad. Geotechnical Report: One (1) copy dated November 27, 2024, by Geosoils, Inc. Other Documents: One ( 1) copy dated December 11 , 2024, by Pirouz Etemad. Other Documents: One (1) copy dated August 25, 2024, by Pirouz Etemad. True North Compliance Services, Inc. 8369 Vickers Street, Suite 207, San Diego, CA 92111 T / 562. 733.8030 The 2022 California Building, Mechanical, Plumbing, and Electrical Codes (i.e., 2021 IBC, UMC, UPC, and 2020 NEC, as amended by the State of California), 2022 California Green Building Standards Code, 2022 California Existing Building Code, and 2022 California Energy Code, as applicable, were used as the basis of our review. Please note that our review has been completed and we have no further comments, however, we bring the following to your attention: 1. Approved with the following conditions: Applicant shall submit climate action plan form. We have enclosed the above noted documents bearing our review stamps for your use. Please call if you have any questions or if we can be of further assistance. Sincerely, True North Compliance Services Review By: Hiba Abu Omar -Plan Review Engineer Quality Review By: Alaa Atassi -Plan Review Engineer Transmittal Letter January 6, 2025 City of Carlsbad Community Development Department -Building Division 1635 Faraday Ave. Carlsbad, CA 92008 Plan Review: New Single Story ADU Address: 2754 Levante St, Carlsbad CA Applicant Name: Robert Seehase. Applicant Email: robert@fullperspective.com True North COMPLIANCE SERVICES SECOND REVIEW City Permit No: CBR2024-2304 True North No.: 24-01 8-755 True North Compliance Services, Inc. has completed the review of the following documents for the project referenced above on behalf of the City of Carlsbad. Our comments can be found on the attached list. I. 2. I. Drawings: Electronic copy dated September 5, 2024, by Full Perspective, fNC. Structural Calculations: Electronic copy dated December 6, 2024, by Pirouz Etemad. Geotechnical Report: Electronic copy dated November 27, 2024, by Geo Soils, Inc. Attn: Permit Technician, the scope of work on the plans has been reviewed for coordination with the scope of work on the pennit application. See below for information if the scope of work on plans differs from the pennit application: Valuation: Scope of Wark: Floor Area: Confirmed Confirmed See Notes Below Notes: The floor area is not provided in the permit application. Our comments follow on the attached list. Please call if you have any questions or if we can be of further assistance. Sincerely, True North Compliance Services Review By: Hiba Abu Omar -Plan Review Engineer Quality Review By: Alaa Atassi -Plan Review Engineer True North Compliance Services, Inc. 8369 Vickers Street, Suite 207, San Diego, CA 92111 T / 562. 733.8030 New Single Story ADU 2754 Levante St January 6, 2025 City of Carlsbad-SECOND REVIEW City Permit No.: CBR2024-2304 True North No.: 24-018-755 Page2 Plan Review Comments HARD COPY -RESUBMTTT AL INSTRUCTIONS: Please do not resubmit plans until all departments have completed their reviews. For status, please contact building@carlsbadca.gov Please make all corrections, as requested in the correction li st. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). Corrected sets can be submitted as fo llows: Deliver THREE corrected sets of plans and TWO corrected calculations/reports di rectly to the City of Carlsbad Building Division, 1635 Faraday Ave., Carlsbad, CA 92008, (442) 339-2719. The city wi ll route the plans to True North, Planning and Land Development Engineering Departments (if applicable) for continued review. Note: If this project requires FIRE PREVENTION review, ensure that you follow their specific instructions for resubmittal review. The city will not route plans back to Dennis Grubb & Associates for continued Fire Prevention review. GENERAL INFORMA TIO : A. The fo llowing comments are referred to the 2022 California Bui lding, Mechanical, Plumbing, Electrical Codes, California Green Building Standards Code, and Energy Code (i.e., 2021 IBC, UMC, UPC, and 2020 NEC, as amended by the State of California). B. There may be other comments generated by the Building Division and/or other City departments that will also require your attention and response. This attached list of comments, then, is only a portion of the plan review. Contact the City for other items. C. Respond in writing to each comment by marking the attached comment list or creating a response letter. Indicate which details, specification, or calculation shows the required information. Your complete and clear responses will expedite the re-check. D. Where applicable, be sure to include the architect and engineer's stamp and signature on all sheets of the drawings and on the coversheets of specifications and calculations per CBPC 5536.1 and CBPC 6735. This item will be verified prior to plan approval. E. If you have any questions regarding the comments below, please contact Hiba Abu Omar via email hibaa@tncservices.com or telephone (562) 733-8030. OCCUPANCY & BUILDING SUMMARY: Occupancy Groups: Occupant Load: Type of Construction: Sprinklers: Stories: Area of Work (sq. ft.): R-3/U NIA V-B No 1 499 sq. ft. New Single Story ADU 2754 Levante St January 6, 2025 ARCIDTECTURAL COMMENTS: No comments. MEP COMMENTS: No comments. GREE BUILDING COMMENTS: No comments ENERGY COMPLIANCE COMMENTS: No comments. STRUCTURAL COMMENTS: City of Carlsbad-SECOND REVIEW City Permit No.: CBR2024-2304 True North No.: 24-018-755 Page3 PC2: Page 12 of 22 of the 11ew updated structural calculations shows a shear wall type 5 on grid line 2 while the roof framing plan does not reflect it. Please revise. ditlD ~\ • w/?A~-~:-olb) ~::. 3tlfE-5><1-4><-:k]4..2:il16~0 \ll=>· /'-w tNO- v-J 1tJ1).:: "~-sxs~~<:fot7><-5><JO-.J£·,:z5 ·l '6 ";)u.~to,oi 73 ::i.SS':2.ptf-l ~{7.ul~~~~ ~T-~►==-1~,ox~o =Lp~i,o _ PC2: Thank you for providing the Geoteclt stamp on the foundation plans. Please ensure the next submittal is stamped ask well. If you have any questions regarding the above comments, please contact Hiba Abu Omar via email bibaa@tncservices.com or telephone (562) 733-8030. [END] Transmittal Letter September 4, 2024 City of Carlsbad Community Development Department -Building Division 1635 Faraday Ave. Carlsbad, CA 92008 Plan Review: New Single Story ADU Address: 2754 Levante St, Carlsbad CA Applicant ame: Robert Seehase. Applicant Email: robert@fullpersepctive.com True North COMPLIANCE SERVICES FIRST REVIEW City Permit No: CBR2024-2304 True North No.: 24-018-755 True North Compliance Services, Inc. has completed the review of the following documents for the project referenced above on behalf of the City of Carlsbad. Our comments can be found on the attached list. I. 2. Drawings: Electronic copy dated July 21, 2023, by Full Perspective, INC. Structural Calculations: Electronic copy dated August 16, 2024, by Pirouz Etemad. Attn: Permit Technician, the scope of work on the plans has been reviewed for coordination with the scope of work on the pennit application. See below for information if the scope of work on plans differs from the permit application: Valuation: Scope of Work: Floor Area: Confirmed Confirmed See Notes Below Notes: The floor area is not provided in the permit application. Our comments follow on the attached list. Please call if you have any questions or if we can be of further assistance. Sincerely, True orth Compliance Services Review By: Hiba Abu Omar -Plan Review Engineer Quality Review By: Alaa Atassi -Plan Review Engineer True North Compliance Services, Inc. 8369 Vickers Street, Suite 207, San Diego, CA 92111 T / 562. 733.8030 New Si ngle Story ADU 2754 Levante St September 4, 2024 Plan Review Comments HARD COPY -RESUBMTTT AL TNSTRUCTIO S: City of Carlsbad-FIRST REVIEW City Permit No.: CBR2024-2304 True North No.: 24-018-755 Page2 Please do not resubmit plans until all departments have completed their reviews. For status, please contact building@carlsbadca.gov Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). Corrected sets can be submitted as fo llows: Del iver THREE corrected sets of plans and TWO corrected calculations/reports directly to the City of Carlsbad Building Division, 1635 Faraday Ave., Carlsbad, CA 92008, (442) 339-2719. The city will route the plans to True North, Planning and Land Development Engineering Departments (if appli cable) for continued review. Note: If this project requires FIRE PREVENTION review, ensure that you follow their specifi c instructions for resubmittal review. The city will not route plans back to Dennis Grubb & Associates for conti nued Fire Prevention review. GENERAL INFORMATIO : A. The fo llowing comments are referred to the 2022 California Bui lding, Mechanical, Plumbing, Electrical Codes, California Green Building Standards Code, and Energy Code (i.e., 2021 IBC, UMC, UPC, and 2020 NEC, as amended by the State of California). B. There may be other comments generated by the Building Division and/or other City departments that will also require your attention and response. This attached list of comments, then, is only a portion of the plan review. Contact the City for other items. C. Respond in writing to each comment by marking the attached comment li st or creating a response letter. Indicate which details, specification, or calculation shows the required information. Your complete and clear responses will expedite the re-check. D. Where applicable, be sure to include the architect and engineer's stamp and signature on all sheets of the drawings and on the coversheets of specifications and calculations per CBPC 5536. l and CBPC 6735. This item will be verified prior to plan approval. E. If you have any questions regarding the comments below, please contact Hiba Abu Omar via email hibaa@tncservices.com or telephone (562) 733-8030. OCCUPANCY & BUILDING SUMMARY: Occupancy Groups: Occupant Load: Type of Construction: Sprinklers: Stories: Area of Work (sq. ft.): R-3/U NIA V-B No 1 499 sq. ft. New Single Story ADU 2754 Levante St September 4, 2024 ARCIDTECTURAL COMMENTS: City of Carlsbad-FffiST REVIEW City Permit No.: CBR2024-2304 True North No.: 24-018-755 Page 3 A I. New construction is proposed at 5 feet or closer to the property line, as such a boundary survey report is required. A licensed surveyor is required to complete Carlsbad form B-60A and provide it to the Building Inspector at the foundation inspection. h ttps://www.carlsbadca.gov/home/showpubl isheddocument/9666/63 78597 64 783 800000 Provide the following note on the cover sheet of the plans: A boundary survey report is required for this project. Concrete placement will not be approved until a boundary survey showing compliance to the approved plans is provided to the Building Division. A2. Sheet C-1: Walls less than 5 feet of the property line shall be of one-hour fire rated. Provide a construction detail with basis of approval (i.e., UL design #, G.A. file #) for the rated wall and cross reference onto the plans. CRC Table R302.1 (I). A3. Sheet A-2: f I ----- ::.J I _J a) At least one egress door shall be provided at each dwelling unit. Egress door shall comply with the fol lowing per CRC R3 I I .2: i) Door shall be side hinged swinging door. ii) The door shall have a minimum clear width of 32" when measured between the face of the door and the stop, with the door open at 90 degrees. A 3 ft wide door provides 32" clear width. iii) The door shall have a minimum clear height of78", measured from the top of the threshold to the bottom of the stop. iv) Door shall be readily openable from the inside the dwelling without the use of a key or special knowledge or effort. v) A 36-inch landing shall be provided at each side of each exterior door. The slope of the exterior landing shall not exceed 2% slope. CRC R3 l l .3. vi) Landing at the egress door shall not be more than I-½" lower than the top of the threshold. Landing shall not be more than 7. 7 5" lower than the top of the threshold where door does not swing over the landing. CRC R3 l l.3. l. b) Note on plan: i) The bathtub and shower floors and walls above bathtubs with installed shower heads and in shower compartments shall be finished with a nonabsorbent surface. Such wall surfaces shall extend to a height of not less than 6 feet above the floor. CRC R307.2 ii) Gypsum board shall not be used where there will be direct exposure to water, or in areas subject to continuous high humidity. CRC R702.3.7. l c) In BATH 101: Specify window C to be tempered, windows within 24" arc of the doors' edge, in a closed position, to be temper glazing. CRC 308.4.2 ew Single Story ADU 2754 Levante St September 4, 2024 TY -7 - '\1 Tempered City of Carlsbad-FffiST REVIEW City Permit No.: CBR2024-2304 True North No.: 24-018-755 Page4 d) Egress door shall be side-hinged swinging door per CRC R3 11.2. Please revise plans as the sliding door does not meet the requirements ofCRC R31 l .2. e) Revise the floor plan to show the location of the attic access. Attic access shall not be less than 22 inches by 30 inches and shall be located in a hallway or other readily accessible location. CRC R807.1. A4. Sheet A-3: Indicate on the plans, the type, location, and size of the building address which must be clearly visible and legible from the adjacent public way or street. Address letters/numbers shall be minimum 4 inches high, with a minimum stroke width of 1/2 inch, and shall contrast with their background. CRC R319.I AS . Sheet A-4: Revise wall section details to include Water resistive barrier per CRC R703.2. A6. Sheet EM-I: Note on plan: a) Smoke alarms shall be listed in accordance with UL 217. CRC R314.1. l b) Carbon monoxide alarms shall be listed in accordance with UL 2034. CRC R315. I. I MECHANICAL COMMENTS: MI. Sheet EM-1: Show the location of the kitchen exhaust duct termination. Air ducts shall exhaust 3 '-0" from property line and 3 '-0" from openings into the building. CMC 504.5. ELECTRICAL COMMENTS: El. SheetEM-1: a) Identify the size and location of the electrical panels and subpanels. i) Ensure the minimum size of the service disconnecting means at the main panel is 100 AMP minimum per CEC 230.79(C). ii) Ensure the panel is not located in clothes closets or above steps per CEC 240.24. iii) Electrical panel shall be readily accessible for each dwelling unit without entering the adjacent unit. Verify the electric panel is outside the building, or revise plans to provide a separate panel for the ADU. b) Note on plan: i) All 120-volt, single phase, 15-and 20-ampere branch circuits supplying outlets installed in dwelling unit kitchen, family rooms, dining rooms, living rooms, parlors, libraries, dens, bedrooms, sunrooms, recreation rooms, closets, hallways, or similar rooms or areas shall be protected by a listed arc-fault circuit interrupter, combination-type, installed to provide protection of the branch circuit. CEC 210.12 New Single Story ADU 2754 Levante St September 4, 2024 City of Carlsbad-FIRST REVIEW City Permit No.: CBR2024-2304 True North No.: 24-01 8-755 Page5 ii) All 125-volt, 15-and 20-ampere receptacle outlets shall be listed tamper-resistant receptacles per CEC 406.12. PLUMBING COMMENTS: Pl . Overflow roof drains shall terminate in an area where they will be readily visible and will not cause damage to the building. If the roof drain terminates through a wall, the overflow drain shall terminate 12" minimum above the roof drain. City Policy 84-35 P2. Provide the following note for the use of recycled water for irrigation: The City of Carlsbad requires the installation of a "bypass tee and associated ball valves" be installed above grade on the main water supply line before it enters the building. Please include the location and specifications for this fitting on the plumbing plans. (The City Engineer has a detail available, Standard drawing W3 5). P3. Sheet EM-1 : a) At showers, address the fo llowing: i) Specify the shower door to be 22" minimum per CPC 408.5. ii) Shower door shall open so as to maintain a 22" minimum unobstructed opening for egress per CPC 408.5. iii) Specify the shower stall to be I 024 square inches minimum and capable of encompassing a 30" diameter circle. CPC 408.6 iv) Showers are required to have a minimum 2" curb per CPC 408.5. Revise the plans to show compliance. T b) Provide the following dimensions on the plan for the water closets per CPC 402.5: i) Side clearances -15" from the centerline of the water closet to the walls ii) Front clearance -24" in front of the water closet. c) Specify hose bibs to be protected with a nonremovable hose-bib-type backflow preventer, a nonremovable hose-bib-type vacuum breaker, or by an atmospheric vacuum breaker installed not less than 6 inches above the highest point of usage located on the discharge side of the last valve. CPC 603.5.7 d) For the proposed water heater, provide seismic strapping for the water heater per CPC 507.2. i) Strapping shall be at points within the upper one third and lower one-third of the water heater. ii) At the lower point, a minimum distance of four inches shall be maintained above the controls with the strapping. GREE BUILDING COMMENTS: No comments New Single Story ADU 2754 Levante St September 4, 2024 ENERGY COMPLIANCE COMME TS: TI. Sheet EM-1: City of Carlsbad-FIRST REVIEW City Permit No.: CBR2024-2304 True North No.: 24-018-755 Page6 a) For exterior li ghting, specify luminaires to be hi gh efficacy and shall meet the fo llowing requirements, as applicable per CEnergyC l 50.0(k)(3): i) Controlled by a manual ON and OFF switch that does not override to ON the automatic actions of Items b) or c) below; and ii) Controlled by photocell and motion sensor. Controls that override to ON shall not be all owed unless the override automatically reactivates the motion sensor within 6 hours; or iii) Controlled by one of the following methods: (I) Photocontrol and automatic time switch control. (2) Astronomical time clock. (3) Energy management control system. b) Revise plans to show exhaust fan and light fixture to be separately switched per CEnergyC I 50.0(k)(2)(G). STRUCTURAL COMMENTS: S I. Per city form B64, a soils report is required for all new construction retaining walls. Submit a soils report and incorporate the recommendations of the report into the design. a) Provide the geotechnical engineer's stamp and signature on the foundation plan and all sheets containing foundation details confirming that the foundation plan, details, and specifications have been reviewed and that it has been determined that the recommendations in the geotechnical report are properly incorporated into the plans. S2. Engineer of record to stamp and sign all structural plan sheets. S3. Sheet S-1, under basis of design/ vertical loads, please revise the ROOF DEAD LOAD and coordinate with the structural calculations. 2. VERTI .. b. C. FLOOR DEAD LOAD S4. Sheet S-2 on the roof framing plan: 11 PSF 14 PSF lnsulMJon + Misc 1.50 psi I TOTAL ROOF DL 15.0 P•' I Floor D.L slab on grade a) Revise the dimension of header RH 1 and coordinate with structural calculations. New Single Story ADU 2754 Levante St September 4, 2024 City of Carlsbad-FffiST REVIEW City Permit No.: CBR2024-2304 True North No.: 24-018-755 Page 7 3.5x9.5 10.0 ft b) The roof framing plan showed the shear walls on grid line I to be type 3, while the structural calculations page 19 of 19 show the shear walls to be type I, please revise and coordinate . ..... ...,. ...,. C') )C C') )C ~ o• o• ~- 0-o 0-o t C ?o ?o ~ oVl g~ c-i N N RAKE 2K1 R ---.---- RH3 I -4K8 HOR. &/2 tD \ 1 q \ ·\~\=-El)'. 14 t (tLS-11 ) 1--sJ 4--=-\1 <w I t-lD 'Wtr-JD= f,xs.,q6~ .c;x.5 )(.. to,~~, 1; '11 ~2i 05 _; ('2;(.3) :.\34 • f •1\, =-14-'\ ~.T".t'1·=~oSo4_::: 4-o 2-5, •t· .,,,:. 4 r:1 = 4 o?_O ..: 3 1342. IJ' HO'-'Z. S5. Structural calculations are missing for the shear walls along gridlines 1 through 3. Please provide. S6. Without code or calculation justification, the note below is not acceptable. Please revise. L,lfl-::1. • (U~-:-, ,,_ f0 r It-~-U,, 0 ,,, . t,1 #. ':'J~ 0 a: ... 40 ' ' I /'2.8S ' • u ' • BJJJ,.:;~sx,? + t,o)~x(•.6-.-l4x.ss) ::..5S1o CJfl-t+::1=\"401~ !,S '"'I'' lb¼~CHo~ eroL-T ' . ...,. eov.. \,;..l) 8..£ Vt-b.<f' ~ · ·~ 1 S-:o t<. t" I j I '_, : I t~ tF_.l:~J?.~_,.JT t~-0. K 'v{l,lJ-t. I!:H~ ~~Ix-. t S7. On the roof framing plan, identify all drag trusses, and identify the drag load being resisted by each drag truss. Revise the structural calculations to account for the drag loads. S8. Truss plans shall be submitted to the engineer ofrecord for the overall building for review prior to submittal to the Building Division. The engineer of record shall provide a note on the truss plans or a shop drawing approval stamp stating that the truss plans are in general confonnance with the design of the building. The plans submitted to the Building Division shall contain no red line revisions or corrections to the truss package. CRC Rl06.l If you have any questions regarding the above comments, please contact Hiba Abu Omar via email hibaa@tncservices.com or telephone (562) 733-8030. [END] ANP ENGINEERING INC. 3204 Carleton street San Diego, CA 92106 Client: Mr. & Mrs. VEIT PROJECT ADU project FOR VEIT At 2754 LAVANTE STREET CARLSBAO, CA 92009 w page one off< {2-€_, Date: August 16, 2024 l 3/G/V>·zt (ff. CBR2024-2304 2754 LEVANTE ST Second Dwelling Unit: VEIT: NEW SINGLE STORY ADU 2162201800 12/27/2024 CBR2024-2304 Asphalt Roofing 1/2" ply 2X trusses @ 24" O.C. Dry wall/ gyp. boards Insulation+ Misc TOTAL ROOF DL Floor D.L. Exterior stucco wall dead load Interior Walls Deck DL Deck Live load N.A. N.A. LOADS PROJECT: ADU for VEIT RESIDENCE 2754 LAVANTE STREET CARLSBAD, CA 92009 5.5 psf 2.0 psf 3.0 psf 3.0 psf 1.50 psf 15.0 psf slab on grade 16.0 psf 10.0 psf 14.0 • 60.0 psf Allowable soil Pressure is 1500 psf FOR SANDY Clay* 2000 PSF FOR SEISMIC LOADING ACTIVE PRESSURE=50 PCF FOR 2:1 SLOPE * ALL FOOTING SHALL BE MINIMUM 24" DEEP (12" INTO NATURAL FORMATION) WITH 2-#5 TOP AND BOTTOM GOVERNING CODE STRUCTURAL STEEL: WELDING: LUMBER: LGLULAMS: VERSA LAM CMU (fm=lS0Q psi) CONCRETE Design Criteria Sheet 3 of 18 Project: Veit ADU 2754 Lavante Street CARLSBAD, CA 92009 2022 CBC OR 2022 CRC FY=S0 KSI {A572-SO) STRUCTURAL SHAPES FY=36 kSI FOR PLATES FY=46 KSI STRUCTURAL TUBING (AS00) FY=35 KSI STRUCTURAL PIPE Fy= 33 KSI for Cold form Steel E70TYPICAL DOUGLAS FIR LARCH #2 OR BETTER 24F-V4 FOR SIMPLE SPAN 24F-V8 FOR CANTILEVERS 3100 PSI (ESR-1030) NORMAL WEIGHT CONCRETE UNITS PER ASTM C90 NORMAL WEIGHT (F'c= 2500 PSI) •• -- · · - - - • • • - •• _ .. __ - -- • -· ·- · - - - - - - . ·· - · - -- - ·-- - · · ·- ··· -- ... - .. Project Title: Engineer. Project ID: Project Descr. 5 Printed: 15 AUG 2024, 11 :53AM • •• __.., Y.,• ---.-i r, ·.,,., '.,;· '•.11.-1. •· r~•~1,,,_~, _.., , :. ~ L . (C) E Descri tion : Wood Beam Design : RH1 Calculations per NOS 2018, IBC 2021, ASCE 7-16 BEAM Size : 3.5x9.5 Versalam, Fully Unbraced Using Al~able Stress Design with lBC 2021 Load Combinations, Major Axis Bending Wood Species : Boise Cascade Wood Gracie : Versa Lam 3100 Fb-Tension 3,100.0psi Fc -Prtl 3,000.0psi Fv 285.0psl Ebend-xx 2,000.0ksl Density 41.760pcf Fb-Compr 3,100.0 psi Fe -Perp 750.0 psi Ft 2,100.0 psi Eminbend -xx 1,036.83 ksl Applied Loads Beam self weight calculated and added to loads Unlf Load: D • 0.0150, Lr= 0.020 k/11, Trlb= 8.50 ft Unlf Load: D = 0.050 k/11, Trib= 1.0 ft Design Summary Max fb/Fb Ratio = lb : Actual : Fb : Allowable : Load Comb : Max fv/FvRatlo "' fv : Actual : Fv : Allowable : Load Comb : 0.276 • 1 1,017.58 psf at 3,680.32 psi +D+Lr 0.191 : 1 68.21 psi at 356.25 psi +D+Lr Max Reactions (k) Q Left Support 0.94 1l 0.85 0.85 .L Right Support 0.94 Wood Beam Design : RH2 6.000 ft In Span # 1 9.233 ft in Span # 1 'iJ. - li 10.0 It cons Transient Downward 0.077 In Total Downward 0.162 in 742 Ratio 1560 Ratio LC: Lr Only LC: +D+Lr Transient Upward 0.000 in Total Upward 0.000 In Ratio 9999 Ratio 9999 LC: LC: Calculatlons per NOS 2018, IBC 2021, ASCE 7-16 4x6, Sawn, Fully Unbraced Using Allowable Stress Daslgn with IBC 2021 Load Combinations, Major Axis Bending Wood Species : Douglas Fir-Larch Wood Grade : No.2 BEAM Size : Fb -Tension 900.0 psi Fc-Pr11 1,350.0 psi Fv 180.0 psi Ebend-xx Fb -Compr 900.0 psi Fe -Perp 625.0 psi Ft 575.0 psi Eminbend -xx Applied Loads Beam self weight calculated and added to loads Unit Load: D • 0.0150, Lr c 0.020 k/ft, Trib= 8.50 ft Unit Load: D = 0.050 k/ft, Trtb= 1.0 ft 1,600.0ksi 580.0ksl Density 31 .210 pcf Peslao Summary Max fb/Fb Ratio = lb : Actual: 0.514; 1 747.36 PSI at 1,453.77 psi +D+Lr • 6_·_'_· ---------- Fb : Allowable : Load Comb : Max fv/FvRatio = fv : Actual : Fv : Allowable : Load Comb : 0.250 : 1 56.18 psi at 225.00 psi +D+Lr Max Reactions (k) Q LL 0.43 0.43 J. Left Support 0.45 Right Support 0.45 2.500 ft In Span # 1 4.550 ft in Span # 1 'iJ. !:1 • 5.0 ft ax ons Transient Downward 0.031 in Total Downward 0.064 in Ratio 1938 Ratio 936 LC: Lr Only LC: +D+Lr Transient Upward 0.000 in Total Upward 0.000 in Ratlo 9999 Retio 9999 LC: LC: Project nt1e: Engineer: Project ID: Project Descr: 6 2~'~J(ip:(E(~~~ip.P.!et~ci~rrl1?~'.~t}[•K~::;¼:;}th6f/?')::,-/J.tF~~/:\,:Jifi.{%1,~i',f \ .,:,·'.~.\;\'.:(~;., _:~~~:-f!~_)i~r,:i\op.e<:13_ :~ #: 019162, Blllld:20.23.06.30 ANP ENGINEE INC. c ER 1983--20 3 Printed: 15 AUG 2024, 11 :53AM Wood Beam Design : RH2 Calculatlons per NOS 2018, IBC 2021, ASCE 7-16 BEAM Size : 4x6, Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2021 Load Combinatlons, Major Axis Bending Wood Species : Douglas Fir-Larch Wood Grade : No.2 Fb -Tension 900.0 psi Fe -Prll 1,350.0 psi Fv 180.0 psi Ebend-xx 1,600.0 ksi Density 31.21 o pc1 Fb -Compr 900.0 psi Fe -Perp 625.0 psi Ft 575.0 psi Emlnbend -xx 580.0 ksl Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.0150, Lr:: 0.020 k/ft, Trib:: 2.50 ft Unlf Load: D = 0.080 k/ft, Trib= 1.0 ft Pesl9o summary Max fb/Fb Ratio = fb : Actual : Fb : Allowable : Load Comb: Max fv/FvRatio = fv : Actual : Fv : Allowable : Load Comb : 0.645 · 1 933.96 psi at 1,448.19 psi +D+Lr 0.211 : 1 47.44 psi at 225.00 psi +D+Lr Q Le l, Max Reac1lons (k) Left Support Right Support 0.49 0.20 0.49 0.20 4.000 ft In Span# 1 0.000 fl in Span # 1 .!:! 4x6 J a.Oft ax 1011s Transient Downward 0.0601n 1608 LC: Lr Only Ratio Transient Upward 0.000 in Ratio 9999 LC: Total Downward 0.205 in Ratio 468 LC: +D+Lr Total Upward 0.000. in Ratio 9999 LC: General Design Values 94.0 mph 10.0 psf Project Title: Engineer: Project ID: Project Descr: i/t1 Printed: 14 AUG 2024, 7:59PM Calculations per ASCE 7-16 V : Basic Wind Speed per Sect 26.5-1 or 2 User specified minimum design pressu Occupancy per Table 1.5-1 II All Buildings and other structures except those listed Exposure Category per 26. 7 Exposure C Topographic Factor Kzt per 26.8 1.00 "Lambda" Is Interpolated between height tablular values. Main Force Resisting System Valu MRH : Mean Roof Height Roof Rise:Run Ratio Lambda MWFRS: per Figure 26. Design Wind Pressures Horizontal Pressures ... Zone: A Zone: B Vertical Pressures -... Zone: E Zone: F Overhangs ... Zone: Eoh = -20.38 psf -14.21 psf -28.56 psf 11.0 ft 4:12 1.21 Zone: C Zone: D Zone: G = Zone: H " Zone: Goh = Component & Cladding Values Effective Wind Area _of Component & Clad, 10.0 ftA2 Roof pitch for cladding pressu Flat/Hip/Gable Roof LHD : Least Horizontal Dimension 28.0 ft a"' max (0.04 • LHD, 3, min(0.10 • LHD, 0.4"MRH)) 3.00 ft Lambda Component & Cladding: per Flgun 1.21 -14.21 psf -10.n psf -22.29 psf ASCE 7-16 Section 28.5.4 Minimum Design Wind Loads requ_ires that the load effects of the design wind pressures from Section 28.5.3 shall not be less than a minimum load defined by assuming the pressures, ps, for zones A and C equal to +16 psf, Zones Band D equal to +8 psf, while assuming ps for Zones E, F, G, and H are equal to O psf. Component & Cladding Design Wind Pres! Design Wind Pressure = Lambda * Kzt • Ps30 pe. Roof Pressures Positive ~ Overhang Pressures Negative Zone 1 10.000 -31.339 psf Zone 1 -28.314 psf Zone 1' 10.000 -18.029 psf Zone 1' -28.314 psf Zone2 10.000 -41.261 psf Zone2 -38.236 psf Zone2e ... ... psf Zone2e ... psf Zone2n •** psf Zone 2n ... psf Zone 2r ••• psf Zone 2r ... psf Zone3 10.000 -56.265 psf Zone3 -53.240 pGf Zone 3e ••• psf Zone 3e ... psf Zone 3r ••• psf Zone 3r ... psf Wall Pressures Wa11Zone4: 19.602 -21.296 psf '***: There is no value in Figure 30.4-1 Tabular Values Wall Zone 5 : 19.602 -26.257 psf Project Title: Engineer: Project ID: Project Descr. Printed: 14 AUG 2024, 7:57PM ~~~g~,,y~).$·;$\~i~:ri,J~f§.~~,!i~.~~i,t}?tltl;ttltt;1~S~'.~~~,t:1:t11I:~Y-~~1:~t/.{,Jt1A~f~~Y%?J~r.~.~!€~it~ttl~u,:~,:; : -06019162, u :2(1.23_.08.30 . ANP EN INEERIN IN . (c) N R 1 83-2023 DESCRIPTION: Seismic Base Shear Analysis Specific Description: VEIT ADUCARLSBAD, CA 92009 Calculations per ASCE 7-16 Risk Category of Building or Other Structure : "II": All Buildings and other structures except those listed as Category SCE 7-16, Page 4, Table 1.5-1 I, Ill, and IV • Seismic Importance Factor = Grfa~ed' si{~:~1 ~alueti';fr'om1:A,5¢E!i(lffY ,'! ,X); '; Max. Ground Motions, 5% Damping S s 1.002 g, 0.2 sec response S 1 0.3637 g, 1.0 sec response For the closest datapoint grid location ... Latitude 3~.100 deg North Longitude = 117 .260 deg West 1 Location Carlsbad, CA 92009 Latitude Longitude = ASCE 7-16, Page 5, Table 1.5-2 ASCE 7-1611.4.2 33.098 deg North 117 .267 deg West Conforms to ASCE 7 Section 12.8.1.3: Regular structure with period of 0.5 s or less, SOS limited to max of 0. 7*SDS or 1.0 for calculatior Site Class, Site Coeff. and Design Category Classification: "D" : Shear Wave Velocity 600 to 1,200 ft/sec Site Coefficients Fa & Fv Fa Fv (using straight-line interpolation from table val Maximum Considered Earthquake Accelerat Design Spectral Acceleration Seismic Design Category SMS =Fa. Ss SM1 = Fv • S1 sos= sMs . 2/3 S01 = SM1 • 2/3 = = = = = = D (By Default per 11.4.3) ~1-4 1.94 1.202 ~ 0.704 ~-9,-Ll 0.469 D ASCE 7-16 Table 20.3-1 ASCE 7-16 Table 11.4-1 & 11.4-2 ASCE 7-16 Eq. 11.4-1 ASCE 7-16 Eq. 11.4-2 ASCE 7-16 Eq. 11.4-3 ASCE 7-16 Eq. 11.4-4 ISCE 7-16 Table 11.6-1 & -2 ASCE 7-16 Table 12.2-1 Basic Seismic Force Resisting System . . . Bearing Wall Systems 15.Llght-frame (wood) walls sheathed wlwood structural panels rated fOf' shear resistance. Response Modification Coefficient " 1 = System Overstrength Factor • Wo" Deflection Amplification Factor " Cd ' 6.50 Building height Limits: 3.00 Category 'A & B" Limit: Category ·c· Limit: Category "D" Limit: 4.00 Category "E" Limit: Category "F" Limit NOTE/ See ASCE 7-16 fora/I applicable footnc Equivalent Lateral Force Procedure No Limit No Limit Limit= 65 Limit= 65 Limit = 65 ASCE 7-16 Section 12.8.2 The "Equivalent Lateral Force Procedure• is being used according to the provisions of ASCE 7-16 12.8 Deter'1,i~e 'i3u.ifdJng ,Per,ioct··,.\ • ~:' .: ':.;.-_: ., ~~' < '_ ).)'.; Structure Type for Building Period CalculcAII Other Structural Systems • Ct " value = 0.020 • hn " : Height from base to highest leve • x" value = 0.75 "Ta • Approximate fundamental period using Eq. 12.8-7: Ta = Ct• (hn Ax) = "TL": Long-period transition period per ASCE 7-16 Maps 22-14 -> 22-17 12.0 ft 0.129 sec 8.000 sec Use ASCE 12.8-7 Building Period• Ta• Calculated from Approximate Method sek= 0.129 StE-SQ \ L tZ~~ fr,~~~£~~ Pvy Or-51. _ W\ o. 8 87 @-~-Sc.. ~~ l·\Jtz..i7( ~t Project Title: Engineer: Project ID: Project Descr: t~~P*l1::~,~i,~ifi'!~:1~~j~~ff.t,~%s~~:::zi:}·t:~}i~ff 1,~t,~~~+Ji:fNt¾:i1i1?1.11{1r1Jf.,c;~fJJ~,/t~i¼;F.1~iiHJ~9J~9.f \ #: KW-06019162, Bull :20.23,08. 0 AN NEE . , (c) ERCAL INC 1 2023 Printed: 14 AUG 2024, 7:57PM DESCRIPTION: Seismic Base Shear Analysis . Sos : Short Period Design Spectral Response = " R " : Response Modification Factor = • I " : Seismic Importance Factor = 0.802 ,6.50 ASCE 7-16 Section 12.8.1. 1 From Eq. 12.8-2, Preliminary Cs = 0.123 From Eq. 12.8-3 & 12.8-4. Cs need not excee = 0.560 . From Eq. 12.8-5 & 12.8-6, Cs not be less than = 0.035 I.A . User has selected ASCE 12.8.1.3 : Regular structure, Cs : Seismic Response Coefficient = = o~ • ..,.- Less than 5 Stories and with T «c 0.5 sec, SO Ss <• 1.5 for Cs calcul •~ $e1im.ic·a~se:,sr;e_ir{_;-1: I ·)· :;:: (-':\5;;:i,::.\'~}' Cs= 0.1233 from 12.8.1.1 Vertical Distribution of Seismic Forces " k • : hx exponent based on Ta = 1.00 Table of bulkflng Weights by Floor Level ... W { see Sum Wi below ) Seismic Base Shear V = Cs • W = ASCE 7-16 Section 12.8.1 0.00 k 0.00 k ASCE 7-16 Section 12.8.3 Level # Wi: Weight HI : Height Cvx Fx=Cvx • V Sum Story Shear Sum Story Moment SumWi"' 0.00 k SumwI•Hi = 0.00 k-ft Total Base Shear" 0.00 k Base Moment = O.Ok-ft Diaphragm Forces : Seismic Design Category "B" to "F" Level# Wi Fl Sum Fl Sum Wi Fpx : Calccl Fpx : Min Fpx : Max Wpx . . . . . . . . . . . . . . . . . . . . Weight at level of diaphragm and ~ther structure elements attached to it. Fi. . . . . . . . . . . . . . . . . . . . . . Design Lateral Force applied at the level. Sum Fi . . . . . . . . . . . . . . . . . . Sum of "Lat. Force" of current level plus all levels above MIN Req'd Force @ Level . . . 0.20 * S 05 * I • Wpx MAX Req'd Force @ Level . . . 0.40 * Sos * I * Wpx Fpx : Design Force @ Level . Wpx * SUM(x->n) Fi / SUM(x->n) wi, x = Current level, n = Top Level ASCE 7-16 12.10.1.1 Fpx Osgn. Force .... --, ·1 .• , . i: i I I i I i i ! ,· I. I ! • j ' I I I j I l ! ! I i i I ! .. - -- - ·- · -- - - - ·· • ·- -- -- - -· · - - . . . -· - - - ·· - .. . - . . . -· . .. -· · - • - -· - -- -· -- - -· · - -· · - - -· - ·- -- = - - 1 .. -- - . ·· - · · : · - · - -- - - - · - ·· - -· ·· •• ·- · ' ·· ·· · - · •• • · -· · - . -- -- - · - ·- · -- - - - -- - - - - ; - - - - • • - -- - - - · - · - · - - ~,r:· li\-•• f • . ! ·in> .. '., · .. ff:~~~w I \ \ Gfi\,t t) 3 · . li3=-~2-S~4-?J3s:YWlNb • •• • Wt iVb ; sx ~x,Jt +-\ KS';(_to .-:5-e L lb V,q_:35-f 1 :a.toS ~it ~<24'o () ~ T':l·l\ .. -~Jl65>(~ ··~~h4-o C • ~"' 1,8 "N . -:...(r/3, $X: 15 t ',<, trb) ,~,l<_Or-r • = 26:;:ro ' VpL,:p:-1,. 17 8.o-':b·,s z.27,t 16 (!Boo lb · l J d. i::._-_. ~r:)'-"'f"''" FJ ""':) / j ~ V \ ~ C., t • '-t ~ V'f Q1\J3 4: A( t 2.,., o K t'"t. ~D LA 2. t,S sT.S t b 'l, N. (~JY\U, WA-Lt . i l - I I • ! • I i I ! 1 • i ·I '. l Project Title: Engineer: Project ID;/ ProJect {~scr: t 5 19162, Bulki:20.24.10.30 ANP INC. c) EN DESCRIPTION: REV. FOUNDAtlON WALL FOR VEIT Code Reference: Calculations per IBC 2021, ACI 318-19, TMS 402-16 Criteria Retained Height Wall height above soil Slope Behind Wall Height of Soll over Toe Water table above bottom of footing Surcharge Loads 2.83 ft 0.67 ft 2.00 6.00 In 0.0ft Surcharge Over Heel 0.0 psf Used To Resist Sliding & OVerturning Surcharge Over Toe 40.0 Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load Axial Live Load = Axial Load Eccentricity 220.0 lbs 170.0 lbs 0.0 In Soil Data Allow Soll Bearing " 2,000.0 psf Equivalent Fluid Pressure Metho~ Active Heel Pressure a ~ = Passive Pressure = 150.0 psf/ft Soll Density, Heel = 110.00 pcf Soil Density, Toe = 110.00 pct Footing(ISoll Friction 0.400 Soil height to ignore for passive pressure = 12.00 in Lateral Load Applied to Stem Lateral Load = 130,0 #/ft ... Height to Top 4.00 ft ... Height to Bottom 3.00 ft Load Type Wind(W) (Service Level) Wind on Exposed Stem "' o.o psf (Strength Level) see· s n I L y<.eft:t:~T ~, a-s 1- ~~~;;.'1. ·-~·1-~ ~r~·· :{ t ·f:4,~;}"~(;J,,:~-;~.,. •: ::..•I••~• Adjacent Footing Load Adjacent Footing Load = 0.0lbs Footing Width = 0.00 ft Eccentricity = 0.OOin Wall to Ftg CL Dist = 0.00 ft Footing Type Spread Footing Base Above/Below Soil at Back of Wall = 0.0ft Poisson's Ratio 0.300 t I (2,~7 /Z-t - Project Title: Engineer: Project ID: Project Descr: Printed: 5 DEC 2024, 1:12PM Design Summary Stem Construction Bottom Stem OK Design Height Above Ft~ ft= 0.00 Wall Stablllty Ratios Wall Material Above "Ht" = Masonry Overtuming = 1.54 OK Design Method ASD SD SD Slab Resists All Sliding I Thickness 8.00 Global Stability 2.94 Rebar Size # 4 Rebar Spacing = 16.00 Total Bearing Load 1,366 lbs Rebar Placed a1 = Edge ... resultant ecc. 9.23 in Design Data Eccentricity outside middle third fb/FB + fa/Fa 0.622 Soil Pressure @ Toe = 966 psf OK Total Force @Section Soil Pressure @ Heel 0 psf OK Service Level lbs= 410.3 Allowable 2,000 psf Strength Level lbs= Soil Pressure Less Than Allowable Moment .... Actual AC! Factored@ Toe = 1,353 psf Service Level ft-#= 719.4 ACI Factored @ Heel O psf Strength Level fl-#= Footing Shear @ Toe = 10.1 psi OK Moment. .... Allowable = 1,193.2 Footing Shear@ Heel = 3.3 psi OK Shear ..... Actual Allowable 82.2 psi Service Level psi= 4.5 Slldlng Cales Strength Level psi= Lateral Sliding Force 736.2 lbs Shear .... .Allowable psi = 45.0 Anet (Masonry) in2= 91.50 Wall Weight psf= 0.0 Rebar Depth 'd' in= 5.25 Masonry Data Vertical component of active lateral soil pressure IS fm psi a 1,500 NOT considered In the calculation of soil bearing Fs psi= 20,000 Solid Grouting = Yes Load Factors Modular Ratio 'n' 21.48 Building Code Equiv. Solid Thick. inc 7.63 Dead Load 1.200 Masonry Block Type Live Load 1.600 Masonry Design Method ASD Earth, H 1.600 Concrete Data Wlnd,W 1.600 f'c psi= Seismic, E 1.000 Fy psi= Footing Data Toe Width Heel Width Total Footing Width Footing Thickness fc = 3,000 psi Fy ,. Footing Concrete Density = 2.00 fl 1.33 3.33 12.00 in 60,000 psi 150.00 pcf 0.0018 Min.As% Cover@Top 2.00 @ Btm.= 3.00 'in Project ntle: Engineer: Project ID: ProJect Descr: Footing Design Results To! !:it!! Factored Pressure = 1,353 0 Mu': Upward 2,034 0 Mu' : Downward = 723 192 Mu: Design = 1,311 192 q> Mn 9,837 11,003 Actual 1-Wtl'j Shear = 10.14 3.35 Allow ~-Way Shear = 44.52 42.93 Toe Relnforci_ng Heel Reinforcing # 5@ 14.35 in = # 5@ 14.35 in Key Reinforcing = None Spec'd Footing Torsion, Tu = 0.00 ft-lbs Footing Allow. Torsion, q> Tn = 0.00 ft-lbs If torsion exceeds allowable, provide supplemental design for footing torsion. Other Acceptable Sizes & Spacings Printed: 5 DEC 2024, 1:12PM psf ft-# ft-# ft-# ft-# psi psi Toe: #4@ 9.25 in, #5@ 14.35 In, #6@ 20.37 In, #7@ 27.77 In, #8@ 36.57 In, #9@ 46.29 in, #10@58.79 in Heel: #4@ 9.25 in, #5@ 14.35 In, #6@ 20.37 in, #7@ 27.77 In, #8@ 36.57 in, #9@ 46.29 in, #10@ 58.79 in_ Key: No key defined Min footing T&S reinf Area Min footing T&S reinf Area per foot ff one !aver of horizontal bars: #4@ 9.26 In #5@ 14.35 in #6@20.37 In 0.86 in2 0.26 in2 1ft If two !avers of horizontal bars: #4@ 18.52 in #5@28.70 In #6@40.74 In Project Title: Engineer. Project ID: Project Descr: /8 ·,;. • • • ;. ,, .;.,,,, ·; ··;:~~(hf~i[t(~iJ!!?lififtit:f}f[_;:~;t{i;.-J;;?t·l}t"~·::,~/\?l7YJ;\;ft@~l:'/:?i't~[:'.•{. •,•. • • :y.~y: 20.24.10.30 • . 82-202 Printe<l: 5 DEC 2024, 1:12PM DESCRIPTION: REV. FOUNDATION WALL FOR VEIT Summary of Overturning & Resisting Forces & Moments Item HL Act Pres (ab water tbl) HL Act Pres (be water tbl) Hydrostatic Force Buoyant Force Surcharge over Heel Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load Load @ Stem Above Soil "' Total Resisting/Overturning Ratio ..... OVERTURNING ..... Force Distance Moment lbs ft ft-# 606.2 1.39 840.9 130.0 4.50 • 585.0 736.2 O.T.M. = 1,425.9 Soil Over HL (ab. water tbl) Soil Over HL (bel. water tbl) Water Table Sloped Soil Over Heel Surcharge Over Heel Adjacent Footing Load Axial Dead Load on Stem = • Axial Live Load on Stem Soll Over Toe Surcharge Over Toe Stem Weight(s) = Earth@ Stem Transitions= Footing Weight = Key Weight = Vert. Component = . .... RESISTING ..... Force Distance Moment lbs ft ft-# 206.5 3.00 619.1 3.00 619.1 12.1 3.11 37.6 220.0 2.33 513.3 170.0 2.33 396.7 110.0 1.00 110.0 80.0 1.00 80.0 499.5 1.67 831.7 Vertical Loads used for Soil Pressure = 1.54 1,366.1 lbs Total= 1,128.1 lbs R.M.• 2,191.8 Vertical component of active lateral soil pressure IS NOT considered In the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Tilt • Axial live load NOT Included In total displayed, or used for overturning resistance, but Is Included for soil pressure calculation. Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus Horizontal Defl @ Top of Wall (approximate only) 250.0 pcl 0.028 in The above calculation is not valid if the heel soil bearjng pressure exceeds that of the toe because the wall would then tend to rotate Into the retained soil. I Rebar Lap & Embedment Lengths Information Stem Design Segment: Bottom Stem Design Height 0.00 ft above top of footing Calculated Rebar Stress, fs = 12059.07 psi Project Title: Engineer: Project ID:· Project Descr. Lap Splice length for #4 bar specified in this stem design segment (25.4.2.4a) = Development length for #4 bar specified In this stem design segment = Hooked embedment length into footing for #4 bar specified In this stem design segment= As Provided = As Required = Printed: 5 DEC 2024, 1:12PM 20.00 in 12.06 in 6.00 in 0.1500 in2Jft 0.0919 in2Jft DESCRIPTION: REV. FOUNDATION WALL FOR VEIT Project TIiie: Engineer. Project ID: Project Descr: zo DESCRIPTION: REV. FOUNDATION WALL FOR VEIT Project Title: En~lneer. P ect ID: Pr ect Descr. August 25, 2024 To: Building Division Plan Check City of Carlsbad ANP ENGINEERING INC .. 3204 CARLETON STREET SAN DIEGO, CA 92106 (619) 2812448 Re: Truss calculations review for Stone Truss Job # 240768-AAA Viet ADU at 2764 Lavante Street, Carlsbad Project To whom it may concern: This letter is concerning review and approval of truss layout and calculations (R83978470 thru R83978485) called out on the roof framing plan. Please note that the truss layout by Stone Truss is reviewed and approved as well. If you may have any questions or additional concerns, please contact me at (85 8) 204-1631. Sin~~--...,.. irouz Etemad, RCE CC Fun Perspective Ao~ t~ 1)8tC,NtS"D Foi< \ S°1'o \ b 1) AA&-Lo fs-D fl· I ;i_/6/~4- . STONE TRUSS 507 JONES ROAD OCEANSIDE, CA 9205 760-967-6171 Viet ADU 2754 Levante St. Carlsbad, CA. 92008 THE TRUSS PLANS ARE IN GENERAL CONFORMANCE WITH THE DESIGN OF THE BUILDING PIROUZ ETEMAD 0-q-... ON~ CX>O Q ,-N o;:;:::M N N ""-1 N-'-"1111 <ON I ;:j..-~ N 0 N a::: al 0 2' 7" 11' 5" 10' 8 1/2" , N <,J ....,. A01G -N I 24' 8 1/2" THIS 15. A TRUSS PLACEMENT DIAGRAM ONLY c,_ 0 ,;,<..Q 0 't,) 0) 0) (1) Roof Truss Layout er Q) ..... -C/l NOTICE TO BUILDING OFFICIALS, ARCHITECHTS, AND ENGINEERS: (1) 0) --=it (1) 3 co NON-STRUCTURAL DRAWING INTENDED FOR TRUSS LOCATION INFORMATION ONLY .. ....,. --:::::, Stone Truss N N ::r (1) Veit ADU ..d~~ ~ -C :: 507 Jones RD 0 ....,. 0) ....,. ,, ;o ;o ;o --...J Oceanside, CA 92058 . ~ "' .. --, 2754 Levante St • < • < 0) N 0) <,> "' ~ CX> 0 :::::, Carlsbad CA 760-967 -6171 760-967-6171 N (") IOT ~ fld, OU M.,_ CA 920M ~ cii" 92008 Stone Truss.com (") 0 Milek® Re: 240768-Roof Veit ADU MiTek, Inc. 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916. 755.3571 The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Stone Truss, Inc .. Pages or sheets covered by this seal: R85708430 thru R 85708443 My license renewal date for the state of California is September 30, 2026. December 9,2024 Zhao, Xiaoming IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports. dimensions, shapes and design codes), which were given to MiTek or TRENCO. Any project specific information included is for MiTek"s or TRENCO"s customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek or TRENCO has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1. Chapter 2. ~ Job Truss I Truss Type Qty Ply Veit ADU R85708430 240768-Roof A01G Common Supported Gable 1 1 Job Reference tontionall Stone Truss. Inc .. Oceanside, CA -92054, Run: 8.73 S Jun 13 2024 Print: 8.730 S Jun 13 2024 MiTek Industries. Inc. Mon Dec 0914:32:29 ID:e2452Ib _ Vd6r7Ms4 TV7OH3ytuwa-gxb T8ycFhfSPTX8E8J9Ecycq?i8k 1 ZI6YsfaaOyAeSO Page: 1 -1-6-0 7-0-0 1-6-0 7-0-0 3x4 = .,., 28 29 ,:, 0 '7 ,:, co .,., ,:, u 0 0 18 17 16 4:ii:14 s 11-6-12 11-6-12 Scak! = 1 :34.1 Loading (psf) Spacing 2-0-0 CSI DEFL in TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.03 TCDL 16.0 Lumber DOL 1.25 BC 0.23 Vert(CT) -0.05 BCLL o.o· Rep Stress Iner YES WB 0.07 Horz(CT) 0.00 BCDL 10.0 Code IBC2021/TPl2014 Matrix-AS LUMBER TOP CHORD BOT CHORD OTHERS BRACING 2X4 OF No.1 &Btr G 2X4 OF No.1&Btr G 2X4 OF Std G TOP CHORD Slruclural wood sheathing direcUy applied. BOT CHORD Rigid ceiling directly applied. REACTIONS All bearings 11-8-8. except 10=0-3-8, 12=0-3-8 (lb)-Max Horiz 2=57 (LC 12), 19=57 (LC 12) FORCES WEBS NOTES Max Uplift All uplift 100 (lb) or less at joint(s) 13, 16, 18 except 2~ 125 (LC 8), 10=-117 (LC 9), 14=-112 (LC 39), 17=-309 (LC 32), 19=-125 (LC 8) Max Grav All reactions 250 (lb) or less at joint (s) 12, 14, 17 except 2=446 (LC 40), 10=394 (LC 49), 13=385 (LC 48). 15=282 (LC 36). 16=322 (LC 35). 18=524 (LC 32), 19=446 (LC 40) (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. 5-16~266/47, 7-15~262/44, 3-18~378/210, 9-13=-354/191 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=6.0psf: h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Comer(3E) -1-6-9 to 1-8-13, Exterior(2N) 1-8-13 to 7--0--0, Comer(3R) 7--0--0 to 9-8-9, Exterior(2N) 9-8-9 to 15-6-9 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in lhe plane of lhe truss only. For studs exposed lo wind (normal lo the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All pl ales are 1 x4 MT20 unless otherwise indicated. 5) Gable studs spaced at 1-4-0 oc. 6) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3--06--00 tall by 2--00-00 wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Provide mechanical connection (by others) of truss lo beanng plate capable of withstanding 100 lb uplift at joint (s) 16. 18. 13 except Gt=lb) 2=125. 10=116, 17=309, 14=112, 2=125. 10) This truss has been designed for a moving concenlraled load of 250.0lb live located at all mid panels and al all panel points along the Top Chord, nonconcurrent with any other live loads. 11) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1 /2" gypsum sheetrock be applied directly to the bottom chord. 12) No notches allowed in overhang and 10600 from left end and 10600 from right end or 12~ along rake from scarf, whichever is larger. Minimum 1.5x4 tie plates required at 2-0-0 o.c. maximum between the stacking chords. For edge-wise notching, provide al leas! one tie plate between each notch. LOAD CASE(S) Standard • WARNING -V.r1fy dealgn parameters and READ NOTES ON THIS ANO INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1/212023 BEFORE USE. DHign valtd for use only with Milek® connectors. This design 11 based only upon parameters shown. and is for an indivldual buikting component, not 14-0-0 7--0-0 (loc) Vdefl Ud 18-21 >999 240 18-21 >999 180 10 n/a n/a a U'\JH 1yitem. Before use. the bulkttng designer must venfy the applicability of design parameters and property incorporate thts design Into the overall building des.gn. Braang ndec:::ated ts to prevent buckling of 1ndMdual truss web and/or chord members onty. Add!ttonal tempcn,ry and permanent braang Is atways requ red fOf 11abitlry and lo prevenl colapse wrth possible pefSOf13I 1111ury and property damage. For general guidance regardWlQ the fabricaUon, slorage. det1very, erection and bracing ot trusses and truss systems. see ANSVTPl1 Quality Criteria and DSB-22 available from Truss Plate lnst1tuIe (www.tpinst.org) and BCSI Bulldlng Component Safety Information available from the Structural Buiktlng Component Association (www.sbcsoomponents.com) 15-6-0 1-6-0 12 4x14: 14-0-0 2-5-4 PLATES GRIP MT20 220/195 Weight: 72 lb FT= 20% December 9,2024 Milek· J ◄00 &n-rse Ave , Sult• 270 Rosev~le, CA 95061 916.755 3571 / Milek-US.com Job Truss Truss Type Qty Ply I Veit ADU 1 I Job Reference lontional\ R85708431 '240768-Roof A02 Common 8 Stone Truss, Inc .. Oceanside, CA -92054, Run: 8.73 S Oct 31 2024 Print 8.730 S Oct 31 2024 MiTek Industries, Inc. Mon Dec 0911:48:54 I0:pRmhxtxYvDetUf?S6NdyQzytuw8-RIC?PsB70Hq3NSgPqnL8w3ulTXbGKWrCOoi7 J4zJC?f Page: 1 "' ' r--N Scale = 1.32.6 "' IT 0 -1-6-0 1-6-0 3x5 • Plate Offsets (X, Y): [2:D-2-2,Edge], [4:D-2-2,Edge] Loading (psi) Spacing TCLL (roo() 20.0 Plate Grip DOL TCDL 16.0 Lumber DOL BCLL o.o· Rep Stress Iner 7-0-0 7-0-0 5x6 • 3 1X4 II 7-0-0 7-0-0 2-0-D CSI OEFL in 1.25 TC 0.45 Vert(LL} -0.08 1.25 BC D.34 Vert(CT) -0.22 YES WB 0.13 Horz(CT) 0.03 BCDL 10.0 Code IBC2021ffPl2014 Matrix-AS LUMBER TOP CHORD BOT CHORD WEBS BRACING TOP CHORD BOT CHORD REACTIONS FORCES TOP CHORD BOT CHORD WEBS NOTES 2X4 OF No.1&Btr G 2X4 OF No.1&Btr G 2X4 OF Std G Structural wood sheathing direcUy applied. Rigid ceiling direcUy applied. (s,ze) 2=0-3-8, 4=0-3~ Max Horiz 2=46 (LC 16) Max Uplift 2=-1 31 (LC 8), 4=-131 (LC 9) Max Grav 2=755 (LC 1 ). 4=755 (LC 1) (lb) -Maximum Compression/Maximum Tension 1-2=0/35, 2-3=-1224/279, 3-4=-1224/279, 4-5=0/35 2-6~166/1113, 4-6=-166/1113 3-6=0/325 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C: Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E)-1-6-9 to 1-5-7, Interior (1) 1-5-7 to 7-0-0, Exterior(2R) 7-0-0 to 10-0-0, Interior (1) 10-0-0 to 15-6-9 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) All bearings are assumed to be OF No.1&Btr. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 131 lb uplift at joint 2 and 131 lb uplift at joint 4. 8) This truss has been designed for a moving concentrated load o/ 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bot1om chord. LOAD CASE(S) Standard £ WARNING. Venfy doalgn parameters and READ NOTES ON THIS ANO INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1/212023 BEFORE USE. Design vaftd for use onty with MiTekCI connectors. Thll design i.s based only upon parameters shown, and '5 for an lndivk:luaJ building component, not 14-0-0 7-0-0 14-0-0 7-0-0 (lac) VdeO Ud 6-12 >999 240 6-12 >762 180 4 n/a n/a a truss system. Before use, the buikt1ng designer must venty the appticability of design parameters and property incorporate this design into the overall bulld"'9 design. Sraang 1nchcated 1s to prevent budding ot mdMdual truss web and/ot chofd membefs onty. Addrtional temporary and permanent braang is atways requ,red for stability and to prevent collapse With possibte personal inJury and property damage. For general guk:lance regarding the fabricattOn, storage, delivery, erection and bracing of truss.es and truss systems, see ANSVTPl1 Quallty Criteria and 0S8·22 ava~able from Truss Plate Institute (www.tpinst.org) and SCSI Bulldlng Component Safety Information availabkl from lhe Structural Building Component Association (www.sbcscompooents.com) 15-6-0 1-6-0 3x5 • PLATES GRIP MT20 220/195 Weight· 46 lb FT= 20% December 9,2024 400 Sunrise Ave .. Suite 270 Roseville. CA 95661 916.755.3571 / MITek•US.com 5 I Job ~ 240768-Roof Truss A03 Truss Type Common l Veit ADU I Job Reference lootionall R85708432 Stone Truss, Inc., Oceanside. CA -92054, Run: 8.73 S Oct 31 2024 Print 8.730 S Oct 31 2024 MiTek Industries, Inc. Mon Dec 09 11:48:55 ID:iC0CmE_3yS8IzHJELDiuapytuw4-RfC?PsB70Hq3NSgPqnL8w3ulTXbGKWrCDoi7 J4zJC?f Page. 7-0-0 7-0-0 4x8 = 2 I() I() IT 0 1x4 11 3x5= 7-0-0 7-0-0 Scale = 1 .30.3 Plate Offsets (X, Y): (1 :0-2-2,Edge], (3:0-2-2,Edge) Loading (psi) Spacing 2-0-0 CSI DEFL in TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) -0.08 TCDL 16.0 Lumber DOL 1.25 BC 0.38 Vert(CT) -0.24 BCLL o.o· Rep Stress Iner YES WB 0.13 Horz(CT) 0.03 BCDL 10.0 Code IBC2021/TPl2014 Matrix-AS LUMBER TOP CHORD BOT CHORD WEBS BRACING TOP CHORD BOT CHORD REACTIONS FORCES TOP CHORD BOT CHORD WEBS NOTES 2X4 DF No.1 &Bir G 2X4 DF No.1 &Btr G 2X4 DF Std G Structural wood sheathing directly applied. Rigid ceiling directly applied. (size) 1=0-3-8, 3=0-3-8 Max Horiz 1=-54 (LC 13) Max Uplift 1=-69 (LC 8), 3=-132 (LC 9) Max Grav 1=638 (LC 1), 3=761 (LC 1) (lb) -Maximum Compression/Maximum Tension 1-2=-1248/311, 2-3~1250/296, 3-4=0/35 1-5=-199/1138, 3-5~199/1138 2-5=0/329 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph: TCDL=6.0psf: BCDL=6.0psf: h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) 0-0-0 to 3-0-0, Interior (1) 3-0-0 to 7-0-0. Exterior(2R) 7-0-0 to 10-0-0, Interior (1) 10-0-0 to 15-6-9 zone: cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1 .60 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) All bearings are assumed to be OF No.1 &Btr . 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 69 lb uplift at joint 1 and 132 lb uplift at joint 3. 8) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1 /2" gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard • WARNING~ Verify design parameter, and RE.AO NOTES ON THIS ANO INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1/2/2023 BEFORE USE. Design valid for use only with Mil eke connectors. Thi$ design ls bned onty upon parameters shown, and is fa an individuaJ building component. not 14-0-0 7-0-0 14-0-0 7-0-0 (loc) Vdefl Ud 5-11 >999 240 5-8 >711 180 3 n/a n/a a truss system. Before use, the building deligne, must verify the ;apphcability of deStgn paramelers and property incorporate this design inlo the o~raJI bulldrig deSfgn. Braang ndteated ,s to prevent buckling of IOdMdu8' truss web and/oc chofd members onty. Add1ttenal temporary and permanent braang is always requ,red fo, stabtl,ty and to prevenl coll3pse with possibfe person&I in1ury and property damage. For general guidance regarding the fabrication. storage. delivery. erection and bracing of trusses and truss systems, see ANSVTPl1 Quality Criteria and OSB-22 available from Truss Plate Institute (www.tpmst.org) and BCSI Building Component Safety Information avaHable from the Structural Building Component Association (www.sbcscomponents.com) 15-6-0 1-6-0 3x5 = PLATES GRIP MT20 220/195 Weight· 44 lb FT= 20% December 9,2024 tOO Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com 4 Job Truss Truss Type Qty Ply Veit ADU R85708433 ·240768-Roof A03G Common Supported Gable 1 1 Job Reference lontionall Stone Truss, Inc., Oceanside, CA• 92054. Run: 8.73 S Oct 312024 Print: 8.730 S Oct 31 2024 MiTek Industries, Inc. Mon Dec 0911:48:55 IO:s 1 kxahQqr02sf4b?XaJkdvylurd-RfC?PsB70Hq3NSgPqnL8w3ulTXbGKWrCDoi7 J4zJC?f Page: 1 -1-6-0 7-0-0 1-6-0 7-0-0 3x4 • "' '? 0 M 00 "' .:, u 0 0 4x8-,:. 3x4 ~ 14-0-0 Scale= 1 :34.1 Plate Offsets (X, Y): (2:0-1-8,0-2-0], [2:0-4-0,Edge], (10:0-1-8,0-2-0], (10:0-3-12,Edge] Loading (psf) Spacing 2-0-0 est DEFL in TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) nla TCDL 16.0 Lumber DOL 1.25 BC 0.23 Vert(CT) n/a BCLL o.o· Rep Stress Iner YES WB 0.07 Horz(CT) 0.00 BCDL 10.0 Code IBC2021/TPl2014 Matrix-AS LUMBER TOP CHORD BOT CHORD OTHERS BRACING TOP CHORD BOT CHORD REACTIONS FORCES TOP CHORD BOT CHORD WEBS NOTES 2X4 DF No.1 &Bir G 2X4 DF No.1 &Bir G 2X4 DF Std G Structural wood sheathing directly applied. Rigid ceiling direclly applied. (size) 2=14-0-0, 10=14-0-0, 12=14-0-0, 13=14-0-0, 14=14-0-0, 15=14-0-0, 16=14-0-0, 17=14-0-0, 18=14-0-0, 21=14-0-0 Max Horiz 2=57 (LC 12), 18=57 (LC 12) Max Uplift 2=-125 (LC 8), 10=-98 (LC 9), 12=-56 (LC 13), 13=-258 (LC 39), 15=-9 (LC 12), 16=-307 (LC 32), 17=-81 (LC 12), 18=-125 (LC 8). 21 =-98 (LC 9) Max Grav 2=446 (LC 40), 10=405 (LC 49), 12=519 (LC 39), 13=147 (LC 47), 14=307 (LC 36), 15=318 (LC 35), 16=122 (LC 34), 17=523 (LC 32), 16=446 (LC 40), 21"405 (LC 49) (lb) -Maximum Compression/Maximum Tension 1-2=0/35, 2-3=-77135, 3-4=-76179, 4-5=-41178, 5-6=-102/93, 6-7=-102/94, 7-8=-40179, 8-9=-74178, 9-10=-79/28, 10-11=0/35 2-17=-6/60, 16-17=-11/63, 15-16=-10/62, 14-15=-11/64, 13-14=-10163, 12-13=-11/63, 10-12=-6/60 5-15=-266/47, 7-14=-264/45, 4-16=-178/74, 3-17=-378/210, 8-13=-183/167, 9-12=-371/199 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph: TCDL=6.0psf; BCDL=6.0psf; h=25fl; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner(3E)-1-6-9 to 1-8-13, Exterior(2N) 1-8-13 to 7-0-0, Comer(3R) 7-0-0 to 9-8-9, Exterior(2N) 9-8-9 to 15-6-9 zone; cantilever left and nght exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face). see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 1x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20¾ has been applied for the green lumber members. 10) All bearings are assumed to be OF No.1&Btr. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 125 lb uplift at joint 2, 98 lb uplift at joint 10, 9 lb uplift at joint 15. 307 lb uplift at Joint 16, 81 lb uplift at joint 17, 258 lb uplift at joint 13, 56 lb uplift at joint 12,125 lb uplift at joint 2 and 98 lb uplift al joint 10. 12) This truss has been designed for a moving concentrated load of 250.0lb live localed at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 13) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1 /2" gypsum sheetrock be applied directly to the bottom chord. • WARNING. Verify design parameters and READ NOTES ON THIS ANO INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1/V2023 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is fOf an individual building component, not 14-0-0 15-6-0 7-0-0 1-6-0 4x8._. (loc) I/defl Ud PLATES GRIP n/a 999 MT20 2201195 nla 999 21 nla nla Weight: 72 lb FT= 20% 14) No notches allowed in overhang and 10600 from left end and 10600 from nght end or 12" along rake from scarf, whichever is larger. Minimum 1.5x4 tie plates required at 2-0-0 o.c. maximum between the stacking chords. For edge-wise notching. provide at least one tie plate between each notch. LOAD CASE(S) Standard December 9,2024 a truss sy1tem. Before use, the bu1k:hng designer must venfy the applicabihty of design paramet81'$ and property incorporate this ~n Into the overall bllldtng des,gn. Braang ndteated n; to prevent buckling of indMdual uuss web and/o, chord members onty. Addrttonal temporary and permanent bracing is afways requ red fOf 1tabil1ty and lo prevent colapse With possibfe personal ln1ury and propeny damage. For general guM:lance regarding the fabricatk>n, storage. delivery, er&Ctlon and bracing of trusses and truss systems, see ANSVTPl1 Quallty Crlterli and DSB-22 avaiable from Truss Plate lnstJtute (www.lplnst org) and BCSI Bulldlng Component Safety Information available from the Structural Buikhng COmponent Association (www.sbcscomponents.com) MiTek·J ,4()() SLnlSe Ave . Surrt 270 Rose\'llkt, CA 95&61 916.755 3571 /M>lek-US.oom Job Truss I Truss Type Qty Ply Veil ADU 1 R85708434 240768-Roof A04 Common 3 Job Reference lontionall Stone Truss, Inc., Oceanside, CA• 92054. Run: 8.73 S OCI 31 2024 Print: 8.730 S Oct 31 2024 MiTek Industries. Inc. Mon Dec 09 11:48:55 ID·XSUAIYtUXBTorfzSgm1FoQyluuw-RfC?Ps870Hq3NSgPqnL8w3ulTXbGKWrCDoi7J4zJC?f Page: 1 6-9-0 13-9-0 6-9-0 7-0--0 5x6 = 2 "' "' rr 0 3x4 a:: 1x4 11 6-9-0 13-9-0 6-9-0 7-0-0 Scale = 1.32.3 Plate Offsets (X, Y): [1:0-0-6,0-1--0), [3:0-2-2,Edge) Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) -0.08 5-11 TCDL 16.0 Lumber DOL 1.25 BC 0.33 Vert(CT) -0.22 5-11 BCLL o.o· Rep Stress Iner YES WB 0.13 Horz(CT) 0.02 3 BCDL 10.0 Code IBC2021/TPI2014 Matrix-AS LUMBER TOP CHORD BOT CHORD WEBS BRACING TOP CHORD BOT CHORD REACTIONS FORCES TOP CHORD BOT CHORD WEBS NOTES 2X4 DF No.1 &Btr G 2X4 DF No.1&Btr G 2X4 DF Std G Structural wood sheathing directly applied. Rigid ceiling directly applied. (size) 1 = Mechanical, 3=0-3-8 Max Horiiz 1 =-56 (LC 13) Max Uplift 1=-67 (LC 8), 3=-132 (LC 9) Max Grav 1=626 (LC 1), 3=750 (LC 1) (lb) -Maximum Compression/Maximum Tension 1-2=-1215/307, 2-3=-1201/292, 3-4=0/35 1-5=-19411091, 3-5~194/1091 2-5=0/316 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vul1=110mph (3-second gust) Vasd=87mph: TCDL=6.0psf: BCDL=6.0psf: h=25ft: Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) 0--0-0 to 3--0--0, Interior (1) 3-0-0 to 6-9-0, Exterior(2R) 6-9-0 lo 9-9-0, Interior (1) 9-9-0 to 15-3-9 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL= 1.60 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5) A plale rating reduction of 20% has been applied for the green lumber members. 6) Bearings are assumed to be: , Joint 3 DF No.1 &Btr. 7) Refer to girder(s) for truss lo truss connections. 8) Provide mechanical connection (by others) of truss lo bearing plate capable of withstanding 67 lb uplift at joint 1 and 132 lb uplift at joint 3. 9) This truss has been designed for a moving concentrated load of 250.0lb live located al all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 10) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 112" gypsum sheetrock be applied directly lo the bottom chord. LOAD CASE(S) Standard £ WARNING • Verify deaign parameters and READ NOTES ON THIS AHO INCLUDED MITEK REFERENCE PAGE Mll-7473 re¥. 1/2/2023 BEFORE USE. Design vat.ct for use only with MiTeke connectors. This design Is based orny upon parameters shOwn, and is for an individual bulkfing component, not Vden Ud >999 240 >738 180 n/a n/a a tnJss system. Before us.a, the buitdfflg designer must verify the appncabihty of design parameters and property Incorporate this design into the overan building des.gn. Braang tndated Is to prevent buckling of indMduat truss web and/or Chord members onty. Add,ttonaJ temporary and permanent twaang ls always requ red for Slability and to prevent ool&pse wrth possible personal in1ury and property damage. For general guidance regarding the tabncation, storage, delivery, erection and bracmg of trusses and truss systems. see ANSI/TPl1 Quality Criteria and 058•22 available from Truss Plate Institute (www.tpins1.org) and BCSI Bulldlng Component Safety Information available from the Struciurat Buikfing Component AssoclaUon (www.sbcsoomponents.com) 15-3-0 1-6-0 4 3x5= PLATES GRIP MT20 220/195 Weight: 43 lb FT= 20% December 9,2024 400 Sunrise Ave .. Suite 270 Roseville, CA 95661 916.755.3571 / Mffek•US.com "' IT 0 Job 240768-Roof Truss A05 Truss Type Roof Special Girder Qty Ply Veit ADU R85708435 Job Reference o tional Stone Truss. Inc., Oceanside, CA-92054. Run: 8.73 S Oct 31 2024 Print: 8.730 S Oct 31 2024 MiTek Industries, Inc. Mon Dec 09 11:48:55 IO:x09JxZvMq6rNi6h 1 MuoyC2yluut-RfC?PsB70Hq3NSgPqnl8w3ulTXbGKWrCOoi7 J4zJC?f Page: 3-10-6 6-9-0 13-9-0 3-10-6 2-10-10 7-0-0 Special Speaal Special 2x4. 4x6 = 5x12~ "' '7 ,:, 0 l 'f 'f 'f 'f M N N 7 4x5 • 6x6• LUS24 LUS24 LUS24 Special 7-7-0 7-7-0 Scale = t.34.9 Plate Offsets (X, Y): (4:0-3-8,0-0-1), (6:0-3-0,0-4-8) Loading (psi) Spacing 2-0-0 CSI DEFL in TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) -0.07 TCDL 16.0 LumberDOL 1.25 BC 0.53 Verl(CT) -0.33 BCLL o.o· Rep Stress Iner NO WB 0.77 Horz(CT) 0.04 BCDL 10.0 Code IBC2021/TPl2014 Matrix-MP LUMBER TOP CHORD BOT CHORD WEBS BRACING TOP CHORD BOT CHORD REACTIONS FORCES TOP CHORD BOT CHORD WEBS NOTES 2X6 DF No.2 G 'Except' 3-5:2X4 DF No.1&BtrG 2X6 DF SS G 2X4 OF Std G Structural wood sheathing directly applied or 3-5-15 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. (size) Max Horlz Max Uplift Max Grav 4=0-3-8, 7= Mechanical 7=-87 (LC 50) 4~243 (LC 9). 7=-212 (LC 9) 4=1356 (LC 1), 7=1545 (LC 1) (lb) -Maximum Compression/Maximum Tension 1-7=-338176, 1-2~33136, 2-3~3098/502, 3-4=-3324/494, 4-5=0/39 6-7=-368/2229, 4-6=-384/3090 3-8=-28/817, 2-6~19/1005, 2-7=-2501/566 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) 0-1-12 to 3-1-12, Interior (1) 3-1-12 to 7-7-0. Exterior(2R) 7-7-0 to 10-7-0, Interior (1) 10-7-0 to 15-3-9 zone; canijlever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Bearings are assumed to be: , Joint 4 OF SS . 6) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 243 lb uplift at joint 4 and 212 lb uplift at 1oint 7. 10) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 11) Use Simpson Strong-Tie LUS24 (4-10dx11/2 Girder, 2-1 Od Truss, Single Ply Girder) or equivalent spaced at 2--0-0 oc max. starling at 1-6-4 from the left end to 5-6-4 to connect truss(es) to front face of bottom chord. 12) Fill all nail holes where hanger is in contact with lumber. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 145 lb down and 66 lb up at 1-6-4, and 145 lb down and 66 lb up at 3-8-4, and 145 lb down and 88 lb up at 5-8-4 on top chord, and 697 lb down and 139 lb up at 6-8-4 on bottom chord. The design/selection of such connection devlce(s) is the responsibility of others. 14) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (lb/ft) Vert: 1-3=-72, 3-5=-72. 4-7=-20 Concentrated Loads (lb) Vert: 2=-145 (F), 10=-145 (F), 14=-145 (F), 18=-70 (F), 19=-70 (F), 20=-70 (F), 21=-897 (F) £ WARNING -V1trlfy design paramet@rs and READ NOTES ON THIS ANO INCLUDED MITEK REFERENCE PAGE Mll-7•'73 ,ev. 1/212023 BEFORE USE. Oes~n valid for use only w1lh MiTekCI connectors. Thia des.lgn is based only upon parameters shown, and is for an Individual buitding component, not 13-9-0 6-2-0 (loc) 6-7 6-7 4 Vden Ud >999 240 >490 180 nla nla a \ruH 1ytlem. Before use. the t>u1kUng deslgner must verify the appficability of design parame1ers and property incorporate this design into the overall buttdng de5'gn. &aang 1·.chcated 11 to p,event bucklong of 1ndMdual truss web and/or chord members onty. Addlttanal temporary and permanent bfaang ls always requ,red fOf stabil,ty and to preljlenl colapse with possible personal tnJU,Y and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems. see ANSVTPl1 Quallty Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) and SCSI Bulldlng Component Safety Information available from the Structural Buikfi~ Comp0nent Association (www.sbcscomponents.com) 15-3-0 1-6-0 "' 5 u 0 4x6 • PLATES GRIP MT20 220/195 Weight: 72 lb FT= 20% December 9,2024 400 Sumlse Ave., Suite 270 Roseville, CA 9566i 916.755.3571 / Mffek-US.com Job Truss Truss Type '240768-Roof A06 Common Girder Stone Truss, Inc., Oceanside, CA~ 92054, 7-0-0 7-0-0 Qty Ply Veil ADU 1 2 Job Reference loolionall Run: 8.73 S Oct 31 2024 Print: 8.730 S Oct 31 2024 Milek Industries, Inc. Mon Dec 09 11:48:55 ID:ODjh8vw _bQzEJGGDvbSBkGyluus-RfC?PsB70Hq3NSgPqnL8w3ulTXbGKWrCDoi7 J4zJC?f 14-0-0 7-0-0 R85708436 Page: 1 15-6-0 1-6-0 4x4 • QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. 2 "' ';- N "' IT 0 4x8 • Jx1Q 11 LUS24 LUS24 LUS24 HUS26 7-0-0 7-0-0 Scale = 1.30.3 Plate Offsets (X, Y): (1 :0-3-6,0-0-4], (3:0-3-6,0-0-4] Loading (psi) Spacing 2-0-0 CSI DEFL in TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) -0.10 TCDL 16.0 Lumber DOL 1.25 BC 0.68 Vert(CT) -0.34 BCLL o.o· Rep Stress Iner NO WB 0.58 Horz(CT) 0.04 BCDL 10.0 Code IBC2021fTPl2014 Matrix-MP LUMBER TOP CHORD BOT CHORD WEBS BRACING TOP CHORD BOT CHORD REACTIONS FORCES TOP CHORD BOT CHORD WEBS NOTES 2X4 DF No.1 &Bir G 2X6 DF SS G 2X4 DF Std G Structural wood sheathing directly applied or 5-7-10 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. (size) 1 =0-3-8, 3=0-3-8 Max Horiz 1 =-55 (LC 75) Max Uplift 1=-606 (LC 31), 3=-548 (LC 34) Max Grav 1=2781 (LC 1), 3=1946 (LC 1) (lb) -Maximum Compression/Maximum Tension 1-2=-5166/1430, 2-3~5203/1449, 3-4=0/39 1-5=-1285/4861, 3-5=-1285/4861 2-5=-359/2848 1) 2-ply truss to be connected together with 1 Od (0.131"x3") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-6-0 oc. Web connected as follows: 2x4 -1 row al 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (8) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (8), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-16; Vull=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C: Enclosed: MWFRS (envelope) exterior zone and C-C Exterior(2E) 0-1-12 to 3-1-12, Interior (1) 3-1-12 lo 7-0-0, Exterior(2R) 7-0-0 to 10-0-0, Interior (1) 10-0-0 to 15-6-9 zone: cantilever left and right exposed : end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) All bearings are assumed to be DF SS . 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 606 lb uplift at joint 1 and 548 lb uplift at joint 3. 10) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 11) This truss has been designed for a total drag load of 1500 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 14-0-0 for 107 .1 plf. 12) Use Simpson Strong-ne LUS24 (4-10d Girder, 2-10d Truss) or equivalent spaced at 2-0-0 oc max. starting al 1-4-4 from the left end to 5-4-4 to connect truss(es) to back face or bottom chord. 13) Use MiTek HUS26 (With 14-16d nails into Girder & 6-16d nails into Truss) or equivalent al 6-1 1-4 from the left end lo connect truss(es) lo back face of bottom chord. 14) Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard • WARNING -V9nfy ck11lgn paramet~rs and READ NOTES ON THIS ANO INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1JV2023 BEFORE USE. Des~n valid for use only with MIT eke connectors. Thia des.ign tS based only upon parameters shown, and is for an individual buikSing component, not a lr\Jss ,ystem. Before use, the building designer must verify the apptic:abitity of design parameters and property mcorporate INs design into the owtrall bu!tdlfl9 deStgn. Braang 1ndated 1110 prevent buckling of tndMdual truss web and/or chord members only. Addioonal temporary and permanent braong lS M'Ways requ red f0t stabilny and to Pf•vent collapse W11h possibte ~rsonal inIury and propeny damage. For general guidance regarding the 4x8 • 14-0-0 7-0-0 (loc) Vdefl Ud PLATES GRIP 5-7 >999 240 MT20 220/195 5-7 >487 180 3 n/a n/a Weight: 110 lb FT= 20% 1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (lb/ft) Vert: 1-2~72, 2-4=-72, 1-3=-20 Concentrated Loads (lb) 4 Vert: 5~1525 (B). 7=-606 (B). 15=-606 (BJ. 16=-606 (8) December 9,2024 fabrication, storage, delivery, erection and bracing of trusses and truss sys1ems, see ANSVTPl1 Quallty Criteria and DSB-22 avaMable from Truss P1ate Institute (www.tpinsLorg) and BCSI Bulldlng Compon~nt Safety lntormi.Uon available from the Structucal Building Compooent Assoclation (www.sbcscomponents.com) 400 Sunrise Ave .. Su,te 270 Roseville. CA 95661 916.755.3571 / M,Tek-US.com Job Truss Truss Type Qty Ply Veit ADU ·240768-Roof HG Diagonal Hip Girder 1 1 R85708437 Job Reference lontional\ Stone Truss, Inc., Oceanside, CA• 92054, Run: 8.73 S Oct 31 2024 Print: 8.730 S Oct 31 2024 MiTek Industries, Inc. Mon Oec 09 11 :48:55 1D:x09JxZvMq6rNi6h 1 MuayC2ytuut-RfC7Ps870Hq3NSgPqnL8w3ulTXbGKWrCDoi7 J4zJC71 Page: 1 -2-1-7 5-3-15 9-7-9 s-1r 2-1-7 5-3-15 4-3-9 0-2-8 Special Special 12 2.83 r Special Special Special Special 1x4 • Special 45 i "' { ;:;;::r 0 1x4 II 3x5 = Special Special SUR24 SUR24 5-3-15 9-7-9 5-3-15 4-3-9 Scale= 1 :42.8 Plate Offsets (X. Y): [2:0-2-11,Edge] Loading (psf) Spacing 2-0-0 CSI OEFL in TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) -0.05 TCDL 16.0 Lumber DOL 1.25 BC 0.35 Vert(CT) -0.11 BCLL o.o· Rep Stress Iner NO WB 0.42 Horz(CT) 0.02 BCDL 10.0 Code IBC2021fTPl2014 Matrix-MP LUMBER TOP CHORD BOT CHORD WEBS BRACING TOP CHORD BOT CHORD REACTIONS FORCES TOP CHORD BOT CHORD WEBS NOTES 2X4 OF No.1 &Btr G 2X4 OF No.1 &Bir G 2X4 OF Std G Structural wood sheathing directly applied or 5-10-8 oc purl ins. Rigid ceiling directly applied or 10-0-0 QC bracing. (size) Max Horiz Max Uplift Max Grav 2=0-4-9, 7= Mechanical 2=112 (LC 49) 2=-1 45 (LC 8), 7=-150 (LC 12) 2=668 (LC 1 ). 7=857 (LC 1) (lb) -Maximum Compression/Maximum Tension 1-2=0/36, 2-3=-1199/257, 3-4=-59/61, 4-5~210 2-8=-347/1148, 7-8~347/1148, 6-7=0/0 3-8=0/279, 3-7=-1199/363, 4-7=-451/160 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; Enclosed: MWFRS (envelope) exterior zone and C-C Comer (3)-2-1-14 to 2-1-1, Exterior(2R) 2-1-1 to 9-10-1 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown: Lumber DOL=1.60 plate grip OOL= 1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rec1angle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Bearings are assumed to be: Joint 2 OF No.1 &Btr. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 145 lb uplift at joint 2 and 150 lb uplift at joint 7. 8) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 9) Use Simpson Strong-Tie SUR24 (4-10dx1 1/2 Girder, 4-10dx1 1/2 Truss, Single Ply Girder) or equivalent spaced at 5-7-14 QC max. starting at 2-9-8 from the left end to 8-5-6 to connect truss(es) to back face of bottom chord. 10) Use Simpson Strong-Tie SUR24 (4-10dx1 1/2 Girder, 4-10dx1 1/2 Truss, Single Ply Girder) or equivalent at 5-7-7 from the left end to connect truss(es) to back face of bottom chord, skewed 45.0 deg.to the right, sloping 0.0 deg. down. 11) Fill all nail holes where hanger is In contact with lumber. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 14 lb down and 39 lb up at 2-9-8, 14 lb down and 39 lb up at 2-9-8, 53 lb down and 69 lb up at 5-7-7, 53 lb down and 69 lb up at 5--7-7, 92 lb down and 87 lb up at 8-5--6, and 92 lb down and 87 lb up at 8-5-6, and 165 lb down and 81 lb up at 9-10-1 on top chord. The design/selec1ion of such connection device(s) is the responsibility of others. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). LOAD CASE{S) Standard 1) Dead + Roof Live (balanced): Lumber Increase= 1.25, Plate Increase= 1.25 Uniform Loads (lb/ft) Vert: 1-4=-72, 4-5=-32, 6-9=-20 Concentrated Loads (lb) Vert: 3=-15 (F=-8, B=-8), 8=-40 (F=-20, B=-20), 4=-165 (8), 17=-160 (F=-80, B=-80), 18=5 (F=2, 8=2), 19=-97 (F=-48, B=-48) A. WARNING • Verify dealgn parametctn and READ NOTES ON THIS AHO INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 11212023 BEFORE USE, Deaign valid for use only with Milek® connectors. This design is based onty upon parameters shown, and tS for an individual buitding component, not 3x6• Special SUR24 s-1r 0-2-8 (loc) 1/defl Ud 8-11 >999 240 8-11 >999 180 7 nla n/a a truss system. Before use, the building designer must venfy the apphcabtl1ty of design paramet8f'S and property incorporate this design in10 the overall bUltding des.gn. Braang 1nchca1ed IS to prevent bucirJ1ng of 1ndMduw trun web and/or chord members onty. Addiuonal temporary and permanent bfaang is atw-ays requ red for s1ab1hty and to prevent colapse wrth possible personal inJury &nd property damage. For general guidance regardtng the fabrication, storage, ~ivery, erection and bracing of trusses and truss systems, see ANSVTPl1 Quality Criteria and DSB-22 avaHable from Truss P1ate Institute (www.tpinst.org) and SCSI Bulldlng Component Safety Information avatlable from the StruC1ural Buik1tng Component Association (www.sbcSComponents.com) PLATES GRIP MT20 220/195 Weight: 40 lb FT= 20% December 9,2024 400 Sunrise Ave .. Suito 270 Rosev~le, CA 95661 916.75S.3571 / MITek~US.com I Job Truss Truss Type I ;ty I ~ly Veit ADU R85708438 240768-Roof J2 Jack-Open Job Reference lontionall Stone Truss, Inc., Oceanside, CA• 92054, Run: 8.73 S Oct 31 2024 Print: 8.730 S Oct 312024 MiTek Industries, Inc. Mon Dec 0911:48:55 ID·?e2YWuu6IVbfSoYeETYU6dyluuv-RfC?PsB70Hq3NSgPqnL8w3ulTXbGKWrCDoi7J4zJC?I Page: 1 n= Scale = 1:18.8 Loading (psf) Spacing 2-0-0 CSI TCLL (roof) 20.0 Plate Grip DOL 1.25 TC TCDL 16.0 Lumber DOL 1.25 BC BCLL o.o· Rep Stress Iner YES WB -1-6-0 1-6-0 0.11 0.06 0.00 2,6 • 1-11-11 1-11-11 12 4 1 1-11-11 DEFL Vert(LL) Vert(CT) Horz(CT) in 0.00 0.00 0.00 BCDL 10.0 Code IBC2021/TPl2014 Matrix-MP LUMBER TOP CHORD BOT CHORD BRACING TOP CHORD BOT CHORD REACTIONS FORCES TOP CHORD BOT CHORD NOTES 2X4 DF No.1&Btr G 2X4 DF No.1 &Btr G Structural wood sheathing directly applied or 1-11-11 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. (size) Max Horiz Max Uplift Max Grav 2=0-3-8, 3= Mechanical, 4= Mechanical 2=50 {LC 8) 2=-93 (LC 8), 3=-11 (LC 12) 2=370 {LC 29), 3=269 {LC 31 ), 4=65 (LC 30) {lb) -Maximum Compression/Maximum Tension 1-2=0/35, 2-3=-124/57 2-4~55181 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E)-1-6-9 to 1-5-7, Interior (1) 1-5-7 to 1-11-9 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber OOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Bearings are assumed to be: . Joint 2 OF No.1 &Bir . 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 93 lb uplift at joint 2 and 11 lb uplift at joint 3. 8) This truss has been designed for a moving concentrated load or 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard A, WARNING• Verity de1lgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MJl.7473 rev. 11212023 BEFORE USE. Design valtd for use only wilh MiTeke connectors. This design is based only upon paramelers shown, and is for an individual buflding component, not (lac) Udefl Ud 4-7 >999 240 4-7 >999 180 4 n/a n/a a truss ,y,tem. Before use, the building des,gner must verify the apphcabifity of destgn parameters and property incorporate this design inlo the overall building des.gn. Bfaong lf'ldteated 11 to pt'event buckJ1ng of 1ndMdual truss web and/or chofd members ooty. AddrtJonaf temporary and permanent braang Is af'Nays requ red fOf stabiltty and to prevenl collapse with possibte persc>n31 inJury and property damage. For general guidance regarding the fabricatton, storage. delivery, erection and bracing of trusses and truss sys1ems. see ANSVTPl1 Quality Criteria and OSB-22 available from Truss Ptate lnstJtute (www.tpinst.org) and BCSI Bulldlng Component Safety Information available from the Structural Building Component Associatk>n (www.sbCScomponents.com) I PLATES GRIP MT20 220/195 Weight: 8 lb FT= 20% December 9,2024 400 Sunrise Ave .. Suite 270 Roseville, CA 95661 916.755.3571 I MiTek-US.oom Job Truss Truss Type Qty Ply Vei\AOU R65708439 240768-Roof J4 Jack-Open 2 1 Job Reference foolionall Stone Truss, Inc., Oceanside, CA. 92054, Run: 8.73 S Oct 31 2024 Print: 8.730 S Oct 31 2024 MiTek Industries, Inc. Mon Dec 0911:48:56 ID:?e2YWuu61VbfSoYeETYU6dytuuv-RfC?PsB70HqJNSgPqnL8w3utTXbGKWrCDoi7J4zJC?f Page: 1 -1-6-0 1-6-0 Scale= 1:21.4 Plate Offsets (X, Y): (2:0~,0-0-4) Loading (psi) Spacing 2-0-0 TCLL (roof) 20.0 Plate Grip DOL 1.25 TCOL 16.0 LumberOOL 1.25 BCLL o.o· Rep Stress Iner YES 2x6 = CSI TC 0.24 BC 0.15 WB 0.00 3-11-11 3-11-11 12 4 1 3-11-11 DEFL Vert(LL) Vert(CT) Horz(CT) in -0.02 -0.04 0.00 BCOL 10.0 Code IBC2021/TPl2014 Matrix-MP LUMBER TOP CHORD BOTCHORO BRACING TOP CHORD BOTCHORO REACTIONS FORCES TOP CHORO BOTCHORO NOTES 2X4 OF No.1&Btr G 2X4 OF No.1&Btr G Structural wood sheathing directly applied or 3-11-11 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. (size) Max Horiz Max Uplift Max Grav 2=0-3-8, 3= Mechanical, 4= Mechanical 2=74 (LC 6) 2"-89 (LC 8), 3=-38 (LC 12) 2=411 (LC 29), 3=303 (LC 31), 4=75 (LC 28) (lb)• Maximum Compression/Maximum Tension 1-2=0135, 2-3=-173/50 2-4=-31/144 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=67mph; TCOL=6.0psf; BCOL=6.0psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E)-1-6-9 to 1-5-7, Interior (1) 1-5-7 lo 3-10-15 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber OOL=1.60 plate grip OOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will frt between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Bearings are assumed to be:, Joint 2 OF No.1 &Btr. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 38 lb uplift at joint 3 and 69 lb uplift at joint 2. 8) This truss has been designed for a moving concentrated load or 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard & WARNING • Vcmty design parameters and READ NOTES ON THIS ANO INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1/212023 BEFORE USE. OesJgn valid for use only wtlh Milekf!D connectors. This design ls based onty upon parameters ,hown. and i$ for an indi'ltdual building component, not (loc) 1/defl Ud 4-7 >999 240 4-7 >999 180 2 n/a n/a a truss sytlem. Before use, the building des19ner must verify the applicability of deMgn parameters and property lncorporille this design Into the overall butdng des,gn. e,aang .nd.cated ,s to prevent buckling of 1ndMdual truss web and/0< chord members onty. Adel uonaJ temporary and permanent bfacmg tS atways ,equ red for stability and to prevenl colapse with possible personal inJury and property damage. F0< general gutdance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPl1 Quallty Criteria and DSB-22 avalabte from Truss P1ate Institute (www.ti>'nst.org) and BCSI Bulldlng Component Safety Information available from the Structural Building Component Association (www.sbcscomponents.com) PLATES GRIP MT20 220/195 Weight: 13 lb FT= 20% December 9,2024 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / Mffek-US.com Job Truss Truss Type Qty Ply Veit ADU '240768-Roof J6 Jack-Open 2 1 R85708440 Job Reference lontionall Stone Truss, Inc., Oceanside, CA• 92054, Run: 8.73 S Oct 31 2024 Print: 8.730 S Oct 31 2024 MiTek Industries, Inc. Mon Oec 0911:48:56 ID:?e2YWuu61YblSoYeETYU6dytuuv-RIC?PsB70Hq3NSgPqnL8w3ulTXbGKWrCDoi7J4zJC?f Page: 1 Scale= 1 :22.9 en d, N tt 0 Plate Offsets (X. Y): [2:0-1-6,Edge] Loading (psi) Spacing -1-6-0 5-11-1 1 1-6-0 5-11-1 1 3x4 = 5-11-11 2-0-0 CSI DEFL in TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) -0.07 TCDL 16.0 Lumber DOL 1.25 BC 0.24 Vert(CT) -0.19 BCLL o.o· Rep Stress Iner YES WB 0.00 Horz(CT) 0.00 BCDL 10.0 Code IBC2021/TPl2014 Matrix-AS LUMBER TOP CHORD BOT CHORD BRACING TOP CHORD BOT CHORD REACTIONS FORCES TOP CHORD BOT CHORD NOTES 2X4 DF No.1&Btr G 2X4 DF No.1 &Btr G Structural wood sheathing directly applied. Rigid ceiling directly applied. (size) 2=0-3-8, 3= Mechanical. 4= Mechanical Max Horiz 2=99 (LC 8) Max Uplift 2=-94 (LC 8), 3=-64 (LC 12) Max Grav 2=460 (LC 29). 3=336 (LC 31 ). 4=109 (LC 3) (lb) -Maximum Compression/Maximum Tension 1-2=0/35, 2-3=-222/58 2-4=-54/188 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=S.Opsf; BCDL=S.Opsf; h=25ft; Cat. II; Exp C; Endosed; MWFRS (envelope) exterior zone and C-C Exterior(2E)-1-6-9 to 1-5-7, Interior (1) 1-5-7 to 5-10-15 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Bearings are assumed to be: . Joint 2 DF No.1 &Btr. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 64 lb uplift at joint 3 and 94 lb uplift at joint 2. 8) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord. nonconcurrent with any other live loads. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1 /2" gypsum sheetrock be applied directly to the bottom chord. LOAD CASE($) Standard • WARNING. Verify design paramf!ters and READ NOTES ON THIS ANO INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1/2/2023 8EFORE USE. Design valid for use only with Milek® connectors. This design Is based oNy upon parameters shown, and is fOf' an individu::aJ buildlng component, not (loc) Vden Ud 4-7 >999 240 4-7 >382 180 2 nla nla a lr\lss l)'lit&m. Before use, the buikt1ng designer must verify the applicability of design parameters and property incorporate this design Into the overall building deStgn. Braang w,c:heated Is to prevent buckling of 1ndf'lldu8' truss web and/o, chord members onty. Add1t0na! temporary and permanent braang is always Iequ red fOf' stabillly and to prevent cotlapse with poss~ personal in1ury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSVTPl1 Quallty Criteria and 0S8-22 ava~ab1e from Truss Plate Institute (www.tpinst.org) and SCSI Building Component Safety Information avallab~ from the Structural Building Compcnent Association (www.sbcscompooenls.com) M '? N PLATES GRIP MT20 220/195 Weight: 19 lb FT= 20% December 9,2024 400 Sunrise Ave., Suito 270 Roseville. CA 95661 916.755.3571 / M1Tek-US.com Job Truss Truss Type Qty Ply Veit ADU R85708441 240768-Roof J8 Jack-Open 1 1 Job Reference lootionall Stone Truss, Inc., Oceanside, CA• 92054, Run: 8.73 S Oct 31 2024 Print: 8.730 S Oct 31 2024 MiTek Industries, Inc. Mon Dec 09 11:48:56 ID:?e2YWuu6IVbfSoYeETYU6dytuuv-RfC?Ps870Hq3NSgPqnl8w3ulTXbGKWrCDoi7J4zJC?f Page: 1 ~ I 0 Scale= 1:25.5 Plate Offsets (X, Y): [2:0-1-10,Edge) Loading (psf) Spacing -1-6-0 1-6-0 2-0-0 3x5 = CSI 6-11-11 6-11-11 7-0-0 OEFL in TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) -0.10 TCDL 16.0 Lumber DOL 1.25 BC 0.32 Vert(CT) -0.33 BCLL o.o· Rep Stress Iner YES WB 0.00 Horz(CT) 0.00 BCDL 10.0 Code IBC2021fTPl2014 Matrix-AS LUMBER TOP CHORD BOT CHORD BRACING TOP CHORD BOT CHORD REACTIONS FORCES TOP CHORD BOT CHORD NOTES 2X4 DF No.1 &Btr G 2X4 DF No.1 &Btr G Structural wood sheathing directly applied. Rigid ceiling direcUy applied. (size) 2=0-3-8, 3= Mechanical, 5= Mechanical Max Horiz 2=112 (LC 8) Max Uplift 2=-96 (LC 8), 3=-79 (LC 12) Max Grav 2=484 (LC 29), 3=356 (LC 31 ). 5=128 (LC 3) (lb) -Maximum Compression/Maximum Tension 1-2=0/35, 2-3=-245/66, 3-4=-1/0 2-5=521207 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph: TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E)-1-6-9 to 1-5-7, Interior (1) 1-5-7 to 6-11-11 zone: cantilever left and right exposed : end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL= 1.60 2) This truss has been designed /or a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Bearings are assumed to be: . Joint 2 OF No.1 &Bir . 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 96 lb uplift at joint 2 and 79 lb uplift at joint 3. 8) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard .& WARNING ~ V1mfy design parameters and READ NOTES ON THIS ANO INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 11212023 BEFORE USE. Oes~n valid for use only with Milek® connectors. This design ii based onty upon parameters shown, and is for an indtvtdual bvikting component, not 7-r 0--5 (loc) Vden Ud PLATES GRIP 5-8 >832 240 MT20 220/195 5-8 >256 180 2 nla nla Weight· 22 lb FT= 20% December 9,2024 a truss system. Before use, the bulkSing designer must verify the appticabitity of des'9n parameters and property incorporate this design into the overaU budding des,gn. Sraang lldaled Is 10 prevent buckl,ng of 1ndMdual truss web and/or chotd members onty. Add t~ temporary and permanent braang is at-Nays ,equ red for slability and to pt"event collapse With possible personal irlJU,Y and property damage. For general guktance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPl1 Quallty Criteria and 0S8·22 available from Truss Plate Institute (www.tpinst.org) and BCSI Bulldlng Component Safety Information avaHable from the Structural Buttding Compooent Associalion (www.sbcscomponents.com) 400 Sunrise Ave .. Suite 270 Roseville. CA 95661 916.755.3571 / M1Tek•US.c.om Job 240768-Roof Truss J10 Truss Type Jack-Open Qty Ply Veit ADU R85708442 Job Reference o tional Stone Truss, Inc .. Oceanside, CA-92054, Run: 8.73 5 Oct 312024 Print: 8.730 5 Oct 31 2024 Milek Industries, Inc. Mon Dec 0911:48.56 IO:XSUAIYtUXBT orlzSgm 1 F aQyluuw-RfC?PsB 70Hq3NSgPqnl8w3ulTXbGKWrCDoi7 J4zJC?f Page: -1-6-0 7-0-0 1-6-0 7-0-0 M tc 0 3x4 = 7-0-0 Scale= 1 :23.6 Plate Offsets (X, Y): (2:0-1-2,Edge] Loading (psi) Spacing 2-0-0 CSI DEFL in TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) -0.10 TCDL 16.0 Lumber DOL 1.25 BC 0.33 Vert(CT) -0.33 BCLL o.o· Rep Stress Iner YES WB 0.00 Horz(CT) 0.00 BCDL 10.0 Code IBC2021/TPl2014 Matrix-AS LUMBER TOP CHORD BOT CHORD BRACING TOP CHORD BOT CHORD REACTIONS FORCES TOP CHORD BOT CHORD NOTES 2X4 OF No.1&Btr G 2X4 OF No.1 &Btr G Structural wood sheathing directly applied. Rigid celling dtrecUy applied. (size) 2=0-3-8, 3= Mechanical, 4= Mechanical Max Horiz 2= 112 (LC 8) Max Uplift 2=-97 (LC 8), 3=-77 (LC 12) Max Grav 2=485 (LC 29), 3=353 (LC 31 ). 4=129 (LC 3) (lb)-Maximum Compression/Maximum Tension 1-2=0135, 2-3=-245/66 2-4=-541208 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E)-1-6-9 to 1-5-7, Interior (1) 1-5-7 to 6-11-4 zone; cantilever left and right exposed : end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Bearings are assumed to be:. Joint 2 DF No.1&Blr. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 77 lb uplift at joint 3 and 97 lb uplift at joint 2. 8) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord. nonconcurrent with any other live loads. 9) This truss design requires that a minimum of 7115- structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly lo the bottom chord. LOAD CASE($) Standard A, WARNING -V&r.fy dealgn paramete~ and READ NOTES ON THIS ANO INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1/2/2023 BEFORE USE. Deaign valid for use only with MtTekeconnectors. This design Is based only upon parameters shown, and rs f0< an individual building component, not (Ice) Vdefl Ud 4-7 >818 240 4-7 >251 180 2 n/a n/a a trun system. Before use, the building designer must verify the applicabtllty of design parameIers and proper1y incorporale !his design into the overall bufdw,g des.ign. Braang indtealed" to prevent buckhng of 1ndMdual truss web and/or chord members onty. Add bOnaJ temporary and permanent bracing Is atw-ays requ red for stabiflty and to p,evenl colapse with possible personal inJury and property damage. For general guidance regarding the fabrication, storage, dehvery, erection and bracing of trusses and truss systems, see ANSVTPl1 Quallty c,11e,11 and DSB-22 available from Truss Plate Institute (www.tpins1.org) and BCSI Building Component Safety Information available from the StructuraJ Building Component Assoclalton (www.sbcscomponents.com) "' PLATES GRIP MT20 2201195 Weight: 22 lb FT= 20% December 9,2024 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MITek-US.com Job Truss Truss Type Qty Ply Veit ADU 240768-Roof J10A Jack-Open 2 1 R85708443 Job Reference lootionall Stone Truss, Inc., Oceanside, CA• 92054, Run: 8.73 S Oct 31 2024 Print: 8.730 S Oct 31 2024 MiTek Industries, Inc. Mon Dec 09 11:48:56 IO:XSUAIYtUXBTorfzSgm1FaQyluuw-RfC?PsB70Hq3NSgPqnl8w3ulTXbGKWrCDoi7J4zJC?f Page: 1 -1-6-0 7-0-0 1-6-0 7-0-0 tt 0 3x4 = 7-0-0 Scale = 1 :23.6 Plate Offsets (X, Y): [2:0-1-2,Edge] Loading (psi) Spacing 2-0-0 est DEFL in TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) -0.10 TCDL 16.0 Lumber DOL 1.25 BC 0.33 Vert(CT) -0.33 BCLL o.o· Rep Stress Iner YES WB 0.00 Horz(CT) 0.00 BCDL 10.0 Code IBC2021/TPl2014 Matrix-AS LUMBER TOP CHORD 2X4 DF No.1&Btr G BOT CHORD 2X4 DF No.1&Btr G BRACING TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling direcUy applied. REACTIONS (size) 2=0-3-8, 3= Mechanical, 4= FORCES TOP CHORD BOT CHORD NOTES Mechanical Max Horiz 2=112 (LC 8) Max Uplift 2=-97 (LC 8), 3=-77 (LC 12) Max Grav 2=485 (LC 29), 3=353 (LC 31 ). 4=129 (LC 3) (lb) -Maximum Compression/Maximum Tension 1-2=0/35, 2-3=-245/66 2-4=-541208 1) Wind: ASCE 7-16; Vull=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=6.0psf; h=25fl; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E)-1-6-9 to 1-5-7. Interior (1) 1-5-7 to 6.-.11 •4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Bearings are assumed to be: . Joint 2 DF No.1 &Bir . 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 77 lb uplift at joint 3 and 97 lb uplift al joint 2. 8) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord. nonconcurrent with any other live loads. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard £ WARNING • Verity dHlgn parameters and READ NOTES ON THIS ANO INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1/212023 BEFORE USE. Design valid for use only with MiTel<e connectors. This design Is based only upon parameters shown, and is for an individual buitding component, not a truH system. Before use, lh• bulkj1ng designer must venfy the apP,k::ability of design parameters and property incorporate this design Into lh• overaff building des.gn. Braong nchcated II to prevent bucld.ng of indMdual trus:s web andfor chord members only. Add tiooal temporary and permanent braong is always ,equ red f0t stability and lo prevent collapse with possibkl personal lnJury and property damage. For general guidance regarding the (loc) Vdefl Ud 4-7 >818 240 4-7 >251 180 2 n/a n/a fabricatK>n, SIOfage, delivery, erectJon and bracing of trusses and truss systems, see ANSVTPl1 Quallt)' Cr1terla and 058-22 available from Truss Plate Institute (www.tplnst.org) and SCSI Bulldlng Component Safety Information available from the Structural Building COmponent Association (www.sbcscomponents.com} "' PLATES GRIP MT20 220/195 Weight: 22 lb FT= 20% December 9,2024 400 Sunri$e Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Symbols PLATE LOCATION AND ORIENTATION Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. For 4 x 2 orientation, locate plates 0-~, •• from outside edge of truss. This symbol indicates the required direction of slots in connector plates. • Plate location details available in MiTek software or upon request. PLATE SIZE 4x4 The first dimension is the plate width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION BEARING Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number/letter where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI1 : National Design Specification for Metal DSB-22: BCSI: Plate Connected Wood Truss Construction. Design Standard for Bracing. Building Component Safety Information, Guide to Good Practice for Handling, Installing, Restraining & Bracing of Metal Plate Connected Wood Trusses. Numbering System Cl a:: 'I' 0 0 I u c.. 0 I- 8 6-4-8 I d imensions shown in ft-in•sixteenths (Drawings not to scale) 2 TOP CHORDS 3 Joint ID lyp. C7-8 C6-7 c~ BOTTOM CHORDS 7 6 5 Cl a:: 0 I u c.. 0 I- JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. Product Code Approvals ICC-ES Reports: ESR-1988, ESR-2362, ESR-2685, ESR-3282 ESR-4722, ESL-1388 Design General Notes Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2023 MiTek® All Rights Reserved Milek® MiTek Engineering Reference Sheet: Mll-7473 rev. 1/2/2023 A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See SCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed lhe design loading shown and never slack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear lightly against each other. 6. Place plates on each face of truss at each joint and embed fuUy. Knots and wane at joint locations are regulated by ANSl/rPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% al time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated. or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is lo camber for dead load deHeclion. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of lhe species and size, and in all respects. equal lo or better lhan lhal specified. 13. Top chords musl be sheathed or pur1ins provided at spacing indicated on design. 14. Bottom chords require lateral bracing al 10 ft. spacing, or less, ,f no ce,hng is installed, unless otherwise noted. 15. Connections nol shown are the responsibility of others. 16. Do not cul or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. 21. The design does not take into account any dynamic or other loads other than those expressly staled. DETAIL FOR COMMON AND END JACKS MII/COR -8 -20psf 7/9/2015 PAGE1 MAX LOADING (psi) SPACING 2-0-0 BRACING MiTek Industries, Inc. --® TCLL 20.0 Plates Increase 1.25 TCOL 16.0 Lumber Increase 1.25 TOP CHORD Sheathed. Corona Ca. BCLL 0.0 Rep Stress Iner YES BOT CHORD Rigid celling directly applied. BCOL 10.0 MINIMUM LUMBER SIZE AND GRADE I TOP CHORD 2 x 4 DF-L No.1 &BTR LENGTH OF EXTENSION BOT CHORD 2 x 4 DF-l No.1&BTR AS DESIGN REQ 'D 20 '-0" M.AX MIi SPLICE CAN EITHER BE 3X6 MT20 PL.ATES OR 22' LONG 2X4 SCAB CENTERED AT SPLICE W/SAME LUMBER AS TOP CHORD ATTACH TO ONE FACE ~ .,.-- WI (.131"X3.0" MIN) NAILS@~ O.C. 2 ROWS ....-~,,.,.--__.,.-- ,__=·.::c2.0.0=--==t-==-=='""==----=-=-c==,.-,,-:8""-0-0::,,_~~-=.,.--.,,=-_ ~,~1/ NOTE: ----~~ TOP CHORD PITCH: 3/12~8/12 _,.../...-----:,_~/........ l,, // BOTTOM CHORD PITCH: 0/12~4/12 • ,,,- BOTTOM CHORD TO BE "2" MIN. ~.____,........,........ ',"-/ PITCH DIFFERENCE BETWEEN TOP AND __.,.--/" ........ ,..,,...------I '" SPACING= 24" O.C. ,...,....... ,,,-/" / ____...--,.......----SUPPORT AND CONNECTION BY OTHERS OR 2-16d COMMON W1RE -----~ (0.162"DIA. X 3.5; LGT TOE NAILS SUPPORTS SHALL BE PROVIDED -~ ' / @ 4'-0" 0.C. ALONG THE EXTENSION OF TOP CHORO . .....,,,-,/ ... ....-CONN. W/3 16d COMMON WIRE (0.162"DIA. X 3.5" LGT) TOE NAILS ,,,-/ .... ----✓ ......... r. ::;i..-",:::___--------------------~r~ ~ 7 --.,,...,,,-...--__.,..,,....-/ (,,,-/"' ~ M-3x3 CONN. W/2 16d COMMON WIRE (0.162"01A. X 3.5" LGT) TOE NAILS 8-0-0 8-0-0 4-0-0 -2-0--0 ______ .J I f-- txT. ~~:o ~-2=--...:.0....;-o:...__ -=-"--'----<- r:.. BOTTOM CHORD LENGTH MAY BE 2'-0" OR A BEARING BLOCK EXT. 2-0-0 CONN W/3 16dCOMMONWIRE (0,162''DIA. X 35" LGT) TOE NAILS \ CONN. W/2 16d COMMON WIRE(0.162"01A. X 3 5j LGT TOE NAILS OR SEE DETAIL MII/SAC-7 FOR 2-0-0 PRESSUREBLOCKING INFO. --~====~ .... 1-.------1-------------"8-0-0=-----------~ ~ NOTE: NAILING SHALL BE SUCH THAT THE LUMBER DOES NOT SPLIT. 30/2022 A WAHMNO Vt,W, dul(Jfl """""'~"'' and llllAD NOTES IIN Tllltl IINO JNCJ.UDIW 141.Tl';K Rltl'llREH<:ll PAGJJ!»JJ 7473 01,TQJ!l') U1'£. I ~~c~~~a79 1111· I Ooslgn vc!ld fer ~•o only w!ln M11el< connoctors. lhs doslgn Is bcsod only upon poromolM ,1'¢wn. ond ls fo, on lndMduol bvllding component. Apl)licobll,ly ol design parornenlen and proper incOfPO(cllon of componenl b responsR>ffily of building d<tslgne< • not '"'" design•. 8mdng shown ~ fer lcle,ol oupporl ol lndMducl wob memben Ol\ly. Add,lionol lernparory bracing to Insure ,lobilily during con,trvcllon i. Iha re,pon•"blll ly of Iha ~ e,eclor. Addilionol permanent bracing ol tt,e overorl ,lrvcture r, th6 resporuibility of 1"6 b\Jlding deslgner. for go,.,.,,01 gvldonce rogotding fabricolion. quality conlrol, slcrage. delivery. ereclion end btoclng. consul! ANSI/T~II Qvallly Crll•-~·_· D_$_B·_"_o_n_d_•c_$1_'_'"_'_dl-ng_c_-o_mp_•_"_·"' _____ _,_ ______ M ·,T,ek• Saf•ly lnlotmoflon ovolloble lrom lruss P1ole rn,tilulo. 583 0'Onotrio Onve, Madison. WI 53719. II ---- CORNER RAFTER 8'-0" SETBACK MIi/SAC -9 -8S8 20-14-2 7/17/2014 PAGE 1 @ MINIMUM GRADE OF LUMBER TOP CHORD:2X4 N0.1 & BTR DF-L-GR LOADING (PSF) L D 3-0-0 BOT CHORD:2X4 N0.1 & BTR DF-L-GR STA. INC.: LUMB = 1.25 PLATE= 1.25 REPETITIVE STRESSES NOT USED TOP 20 14 SPACING : 24.0 IN. O.C. NO. OF MEMBERS= 1 NOTE: 1. ALL CONNECTIONS TO SUPPORTS BY OTHERS 2. ALL PLATES ARE MITEK MT20 8'-0" SETBACK 12 2.83 5.66 EXTENSION SUPPORTS SHALL BE PROVIDED ALONG EXTENSION @ 5'-8" O.C. M X 203 PLF l SPLICE MAY BE LOCATED ANYWHERE IN THE EXTENSION 3x10 splice plates may be replaced with 22" 2x4 OF No.2 or btr. scab to one face with.131 x3 min_ nails @ 3" o.c. 2 rows MiTek Industries, Inc. Western Division 3x6 (TYP.) UNIFORMLY DISTRIBUTED 3x10 A SUPPORT 6x6 ... ,,. "' 1/2" GAP MAXIMUM BETWEEN SUPPORT AND END OF RAFTER SUPPORT R= 768 + EXT. R= 326 ,-OH. LENGTH OF HEEL PLATE , (MIN. 4") 11-3-12 A WA.RNJHO -V,rlf'II desi9n pan:u,urt.r• cvuf .READ NOTES 01' TJIJS A.ND lNCLUD&D Ml't'SK. REl''BRBNCE PAO£ lllJ 7tf'13 OSTOHE US& l.>&~n volkt tor US6 only 'Mlh Milek. cormactors. ll'WS doMgn is ~ed orl'y upon IXlf'llrnefe,i '>hown, <Jnd ~ 1<.>r on indMduo bulidl'l{J c;omponenl. App(.couility of de\lQ,1 JX,omentcn and propef inco,J)(?totOO of compooonl is ,ospon~Ol'ty of bvidino d01,Ql<A -nol tnm dfflionot'. Broct'IO shown I> IO< :ole<O supporl of ndl\lldUOI wot> memboo only. Addttlonol loml)Olo,y bracing lo n'>Ule slobllly de<ng comlruc.1""' i, the re<(>()O,lhlllily ol ""' ertK.IOf. A.ddilionol µt..lfmCJnonl br0<.in\,,I ol lho ovorort ~bUt.turo ~ the 10',f)(,r)\ibility ol lhu OOldirl{, do~f)(Jf. for {IOf)fJl'O yu-OOnc..o rogortfng lobr'tcofion q~K.1lity c.-;<.>nfrol. ,torooo. delivrny, oroctton <.lnd brr,dno. consult ANSI/TPll Quollty CrHerio. OSl-89 and 8CSl1 Building Compon•nt $Qtety lnlormatton ovuloble horn lrus~ Plo1e lnsf!tule. t,8J D'Onolfk.> Oilve. Modl}on. WI 53719. 30/2022 Cllrus Heights. CA, 9561 7777 Greenback Lane •i• sune 1og Milek• SUPPORT OF B.C. OF STANDARD OPEN END JACK USING PRESSURE BLOCKS MII/COR -PB CALHIP- GIROER i--. 6( / / / / / Loading (PSF): BCDL 10.0 PSF MAX 2x4 block etween jacks, nailed to carrier be w/6 W/(.131"X3.0" MIN} nails s ced at 3" o.c. / "" / I"" / "" I"" "" PARTIAL FRAMING PLAN OF CALIFORNIA HIP SET WITH SUB GIRDER "" "" jack truss (typ) I"" ~ BC of carrier truss 2-(.131"X3.0" MIN) NAILS (typ) BOTTOM CHORD OF OPEN END JACK 2x4 block between jacks, nailed to carrier BC w/ 6-(.131 "X3.0" MIN) NAILS@ 3" o.c . CONNECTION VALUE: 192 pounds per jack at 1.15 DOL up or down. 210 pounds per jack at 1.25 DOL up or down. 268 pounds per jack at 1.60 DOL up or down. A WARNING • Verify de.sign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE! PAGE Mil-74 73 BBFORB USE. ---+ 24" TYP -r 4/19/2016 PAGE 1 MiTek Industries, Inc. Western Division Corona, Ca. 250 Klug Circle Corona, Ca. 92880 30/2022 -l MAY 7, 2019 I LATERAL TOE-NAIL DETAIL MIi-TOENAiL SP c=::JC-R, V l□l; MiTek USA, Inc. NOTES: c..__ -= c.,___ -c..,__ C _J V __J__J MiTek USA, Inc. ENGINEERED 8'( __]'._ A MIiek AHiliate 1. TOE-NAILS SHALL BE DRIVEN AT AN ANGLE OF 45 DEGREES WITH THE MEMBER AND MUST HAVE FULL WOOD SUPPORT. (NAIL MUST BE DRIVEN THROUGH AND EXIT AT THE BACK CORNER OF THE MEMBER END AS SHOWN. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE TWO SPECIES FOR MEMBERS OF DIFFERENT SPECIES. THIS DETA IL APPLICABLE TO THE THREE END DETAILS S HOWN BELOW TOE-NAIL SINGLE SHEAR VALUES PER NOS 2018 (lb/nail) ==i DIAM. _ SP d-, OF =r=:t ~SPF t SPF-S <!) .131 88.0 80.6 _ 69.9 + 68.4 59.7 z .135 93.5 85.6 74.2 72.6 63.4 0 ....J :,, .162 108.8 99.6 86.4 84.5 73.8 <"i <!) .128 74.2 67.9 58.9 57.6 50.3 z 0 .131 75.9 ~-5 60.3 59.0 51.1 ....J :,, .148 81.4 74.5 __l_ 64.6 63.2 52.5 N <"i VALUES SHOWN ARE CAPACITY PER TOE-NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) -16d (0.162" X 3.5") NAILS WITH SPF SPECIES BOTTOM CHORD For load duration increase of 1.15: 3 (nails) X 84.5 (lb/nail) X 1.15 (DOL) = 291.5 lb Maximum Capacity ... \ ANGLE MAY VARY FROM 3o•To so· 45.oo• / ANGLE MAY VARY FROM 3o•To 60° VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY SIDE VIEW (2x3) 2 NAILS '\ ,I -----4 NEAR SIDE ~ NEARSIDE SIDE VIEW (2x4) 3 NAILS SIDE VIEW (2x6) 4 NAILS 3C NEAR SIDE NEAR SIDE NEAR SIDE I \ / I NEAR SIDE NEAR SIDE L ' 45.00° / X NEAR SIDE 'A-NEAR SIDE ANGLE MAY VARY FROM 30°To 60 ° 30/2022 Page 1 of 1 45.oo· . [ MAY 7, 2019 LATE RAL TOE-NAIL DETAIL MIi-TOENA iL R MiTek USA, Inc. NOTES: i:--,i:---, 1. TOE-NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES WITH THE MEMBER AND STARTED 1/3 THE LENGTH OF THE NAIL FROM THE MEMBER END AS SHOWN. 1,J711, 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. MiTek USA, Inc. 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE BOTTOM CHORD SPECIES FOR MEMBERS OF DIFFERENT SPECIES. ENGINe_E~~ BY -.I'..-"\ A MITelc Attlllate TOE-NAIL SINGLE SHEAR VALUES PER NOS 2018 (lb/nail) ~IAM. SP =ck OF HF~PF ~ SPF-S j =1= -=- (!) .131 88.1 80.6 • 69.9 68.4 59.7 z ~ + 0 .135 93.5 85.6 74.2 72.6 63.4 ...J . "' .162 118.3 108.3 93.9 91.9 80.2 ,.; 4 (!) z .128 84.1 76.9 66.7 65.3 57.0 0 ...J .131 88.1 80.6 69.9 68.4 59.7 :;, .148 106.6 ~ 97.6 84.7 82.8 72.3 ~ "! f M ~ (!) .120 73.9 67.6 _58.7~ 57.4 50.1 z 0 .128 84.1 76.9 66.7 t 65.3 57.0 ...J 0 .131 88. 1 ~0.6 69.9 68.4 -L-59.7 ,.; --l-- __ ._148 106.6 97.6 84.7 82.8 72.3 VALUES SHOWN ARE CAPACITY PER TOE-NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) -16d (0.162" X 3.5") NAILS WITH SPF SPECIES BOTTOM CHORD For load duration increase of 1.15: 3 (nails) X 91.9 (lb/nail) X 1.15 (DOL) = 317.0 lb Maximum Capacity \----..-.c:...I .00° "' U2 U2 VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY 45 DEGREE ANGLE BEVEL CUT 45.oo· / SIDE VIEW (2x3) 2 NAILS '\ ~ -------◄ NEAR SIDE r-::;-◄ NEARSIDE SIDE VIEW (2x4) 3 NAILS \ ,-_N_E_A_R_S_I-DE I\ SQUARE CUT SIDE VIEW (2x4) SIDE VIEW (2x3) 3 NAILS 2 NAILS ,-- L --'-- NEAR SIDE FAR SIDE NEAR SIDE -NEARSIDE ----------◄ FAR SIDE \ IT_, ----------! rt: J l. r----._ .. L SIDE VIEW (2x6) 4 NAILS NEARSIDE FAR SIDE NEARSIDE FAR SIDE 30.00° SIDE VIEW (2x6) 4 NAILS ,-,,- NEAR SIDE J_ 30/2022 NEAR SIDE 1 NEAR SIDE NEAR SIDE .,, U3 J( Page 1 of 1 j APRIL 12, 2019 I Standard Gable End Detail MII-GE110-001 MiTek USA, Inc. Page 1 of 2 lV C Typical _x4 L-Brace Nailed To l 2x_ Verticals W/1 Od Nails spaced 6" o.c. ~;'A Vertical Stud ..____ J MiTek USA, Inc. .,E!!!llfi!c.E.R,EJ>B'L r ..:L \_ A Milek Atflliate DIAGONAL BRACE 4'-0" O.C. MAX Vertical Stud ~--:--/ SECTION 8-8 I TRUSS GEOMETRY AND CONDITIONS SHOWN ARE FOR ILLUSTRATION ONLY. Varies to Common Truss (4) -16d Nails ------------. ✓ DIAGONAL /ACE 16d Nails Spaced 6" o.c. r ► •· - (2) • 1 Od Nails into 2.x6 f -...... 2x6 Stud or ~ 2x4 No.2 of better SECTION A-A \ '-----.. Typ,cal Horizontal Brace Nailed To 2x Verticals w/(4)-10d Nails 2x4 Stud DRAWINGS FOR DESIGN CRITERIA K PROVIDE 2x4 BLOCKING BETWEEN THE FIRST TWO TRUSSES AS NOTED. TOENAIL BLOCKING TO TRUSSES WITH (2) • 10d NAILS AT EACH END. ATTACH DIAGONAL BRACE TO BLOCKING WITH (5) -10d NAILS. T~ . SEE INDIVIDUAL MITEK ENGINEERING **' I I . ~ B' "' '--3x4 = (4) -8d (0.1 31 " X 2.5") NAILS MINIMUM, PL YW7 0 ~ B , SHEATHING TO 2x4 STD OF/SPF BLOCK vzlz 7 Zz ziz2r_LZZ2.z)j /7 z)'_/)J "' * -Diagonal Bracing Refer to Section A-A NOTE: * * • L-Bracing Refer to Section B·B 1. MINIMUM GRADE OF #2 MATERIAL IN THE TOP AND BOTTOM CHORDS. 2. CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 3. BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM. 4. "L" BRACES SPECIFIED ARE TO BE FULL LENGTH. GRADES: 1x4 SRB OR 2x4 STUD OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6" O.C. 5. DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAM AT 4'-0" 0 .C. Roof Sheathing L-=x- 1'-3" Max. ◄ ► 6. CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 STUD AND A 2x4 STUD AS SHOWN WITH 16d NAILS SPACED 6" O.C. HORIZONTAL BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD. ATTACH TO VERTICAL STUDS WITH (4) 10d NAILS THROUGH 2x4. (REFER TO SECTION A·A) 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS U240. Diag. Brace at 1 /3 points if needed 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE TRUSSES. 10. NAILS DESIGNATED 10d ARE (0.131" X 3") AND NAILS DESIGNATED t6d ARE (0.1 31" X 3.5") Minimum Stud Size Species 2 DIAGONAL Stud Without 1x4 2x4 DIAGONAL BRACES AT Spacing Brace L-Brace l L-Brace BRAG=._ 1/3 POINTS and Grade Maximum Stud Length 2x4 OF/SPF Std/Stud 12" 0.C. 2x4 OF/SPF Std/Stu06" 0.C. 2x4 OF/SPF Std/Stud 24" 0.C. 4·6·3 5-0-7 7-1-7 4· 1 ·3-+-4-4-5 _,, 6-2-0 3-5·8 3-6-11 5-0-7 9-0-5 8-2-7 6-10-15 A Diagonal braces over 6'-3" require a 2x4 T-Brace attached to one edge. Diagonal braces over 12'-6" require 2x4 I-braces attached to both edges. Fasten T and I braces to narrow edge of web with 1 Od nails 8" o.c., with 3" minimum end distance. Brace must cover 90% of diagonal length. MAX MEAN ROOF HEIGHT a 30 FEET CATEGORY II BUILDING EXPOSURE B or C ASCE 7-98. ASCE 7-02, ASCE 7-05 110 MPH ------, 13-6-8 12·3-10 10-4-7 End Wall ASCE 7-10. ASCE 7·16 140 MPH STUD DESIGN IS BASED ON COMPONENTS AND CLADDING. DURATION OF LOAD INCREASE : 1.60 CONNECTION OF BRACING IS BASED ON MWFRS. ' y ./ I /7 \/ ► ~(2) -10d NAILS Trusses @ 24" o.c. 2x6 DIAGONAL BRACE SPACED 48" O.C. ATTACHED TO VERTICAL WITH (4) -t6d NAILS AND ATTACHED TO BLOCKING WITH (5) • tOd NAILS. HORIZONTAL BRACE (SEE SECTION A·A) 30/2022 APRIL 12, 2019 _j_ Standard Gable End Detail L_, R _l MIi-SHEET 2 MiTek USA, Inc. Page 2 of 2 ru 1 ,_ -----' c=::=:J r:.... ~ =c...__ ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD Trusses @ 24" o.c. HORIZONTAL BRACE L J (SEE SECTION A-A) \ MiTeE~~!!~~~;· Roof Sheath ing , \ \ ~ I A MiTek Affiliate a..__ Q ~ 1'-3" ' Max. ! ◄ ► 2x6 DIAGONAL BRACE SPACED 48" O.C. ATTACHED TO VERTICAL WITH (4) -16d (0.131" X 3.5") NAILS AND ATTACHED TO BLOCKING WITH (5) • 10d (0.131" X 3") NAILS. = c:x_ ~ "' ~ v Iv7 IT IS THE RESPONSIBILITY OF THE BLDG DESIGNE; OR ►t THE PROJECT ENGINEER/ARCHTECT TO DESIGN THE / CEILING DIAPHRAGM AND ITS ATTACHMENT TO THE TRUSSES TO RESIST ALL OUT OF PLANE LOADS THAT f '-~ MAY RESULT FROM THE BRACING OF THE GABLE ENDS "" « Jr-NAIL DIAGONAL BRACE TO / PURLIN WITH TWO 16d (3.5"x0.131") NAILS Diag . Brace j { I ~ at 1 /3 points if needed End Wall ---- 2X 4 PURLIN FASTENED TO FOUR TRUSSES WITH TWO 16d (0.131" X 3.5") NAILS EACH. FASTEN PURLIN TO BLOCKING W/TWO 16d (0.131" X 3.5") NAILS (MIN) PROVIDE 2x4 BLOCKING BETWEEN THE TRUSSES nUPPORTING THE BRACE AND THE TWO TRUSSES ON EITHER SIDE AS NOTED. TOENAIL BLOCKING 0 TRUSSES WITH (2) • 10d (0.131" X 3") NAILS EACH END. ATTACH DIAGONAL BRACE TO BLOCKING WITH (5) -10d (0.131" X 3") NAILS. CEILING SHEATHING BRACING REQUIREMENTS FOR STRUCTURAL GABLE TRUSSES STRUCTURAL GABLE TRUSSES MAY BE BRACED AS NOTED: STRUCTURAL GABLE TRUSS METHOD 1 : ATTACH A MATCHING GABLE TRUSS TO THE INSIDE FACE OF THE STRUCTURAL GABLE AND FASTEN PER THE FOLLOWING NAILING SCHEDULE. METHOD 2 : ATTACH 2X SCABS TO THE FACE OF EACH VERTICAL MEMBER ON-THE STRUCTURAL GABLE PER THE FOLLOWING NAILING SCHEDULE. SCABS ARE TO BE OF THE SAME SIZE, GRADE AND SPECIES AS THE TRUSS VERTICALS NAILING SCHEDULE: • FOR WIND SPEEDS 120 MPH (ASCE 7-98, 02, 05), 150 MPH (ASCE 7-10, 16) OR LESS, NAIL ALL MEMBERS WITH ONE ROW OF 10d (0.131" X 3") NAILS SPACED 6" O.C. • FOR WIND SPEEDS 120-150 MPH (ASCE 7-98, 02, 05), 150-190 MPH (ASCE 7-10, 16) NAIL ALL MEMBERS WITH TWO ROWS OF 10d (0.131" X 3") NAILS SPACED 6" O.C. (2X4 STUDS MINIMUM) SCAB ALONG VERTICAL ~ I MAXIMUM STUD LENGTHS ARE LISTED ON PAGE 1. ALL BRACING METHODS SHOWN ON PAGE 1 ARE VALID AND ARE TO BE FASTENED TO THE SCABS OR VERTICAL STUDS OF THE STANDARD GABLE TRUSS ON THE INTERIOR SIDE OF THE STRUCTURE. INLAYED STUD AN ADEQUATE DIAPHRAGM OR OTHER METHOD OF BRACING MUST I ':::-----.. BE PRESENT TO PROVIDE FULL LATERAL SUPPORT OF THE BOTTOM r '--...._ CHORD TO RESIST ALL OUT OF PLANE LOADS. THE BRACING SHOWN -..... ......._-...._ IN THIS DETAIL IS FOR THE VERTICAUSTUDS ONLY. '..___ -~ NOTE : THIS DETAIL IS TO BE USED ONLY FOR STRUCTURAL GABLES WITH INLAYED STUDS. TRUSSES WITHOUT INLAYED STUDS ARE NOT ADDRESSED HERE. f..l -~--.,--Jl STANDARD GABLE TRUSS 30/2022 TIMBER PRODUCTS We o .. 11ve1 Confidence. ~ December 4, 2023 To Whom It May Concern, Timber Products Inspection, Inc. is proud to announce that Stone Truss Inc. 507 Jones Road, Oceanside, CA 92058 is a subscriber to our nationally accredited "Truss Quality Auditing Program". The TP Truss Quality Auditing Program is accredited under the IAS AA696 Evaluation Report and confonns to requirements for independent inspection of trusses under the International Building Code and International Residential Code. The TP program involves daily in-plant quality control checks by plant personnel and periodic unannounced monthly inspections of lumber used in fabrication per FBC 2319.17.2.3.4 and FBC 2319.17.2.3.5 by TP personnel for conformance to engineering and industry standards for fabricators. The TP quality stamp on each truss bearing the registered TP logo is your assurance that the trusses were fabricated in accordance with the TP Truss Quality Auditing Program and applicable sections of the IBC and IRC. Speci fie design loads and installation requirements are not covered by the TP Auditing Program. At present, this subscriber is in good standing. Please note that the quality programs are automatically renewed unless requested otherwise. Any questions about this program, the facilities status in the program or the use of the TP registered quality stamps may be directed to Timber Products Inspection, Inc. at (770) 922-8000. Sincerely, Timber Products Engineering 7~ Patrick C. Edwards, P.E. Vice President of Engineering PO Box 3969 100 Kedron Drive Peachtree City, GA 30269 770-922-8000 www.tpinspection.com with offices in Trussville AL. Conyers GA. Duluth MN Farmington MO. Vancouver WA, Langley BC Canada .1 APRIL 12, 2019 CONVENTIONAL VALLEY FRAMING DETAIL MII-VALLEY1 V] ---, L-=........:... -~ MiTek USA, Inc. ~~ ENGINEERED BY -~~~ RIDGE BOARD ( SEE NOTE #6 ) A Milek Atfili•l• _l --j_ PLAN DRAWING POST ( SEE NOTE #8 ) P 12 PLAN SECTION TRUSS MUST BE SHEATHED GENERAL SPECIFICATIONS 1. WITH BASE TRUSSES ERECTED (INSTALLED), APPLY SHEATHING TO TOP CHORD OF SUPPORTING (BASE) TRUSSES. 2. BRACE BOTTOM CHORD AND WEB MEMBERS PER TRUSS DESIGNS. 3. DEFINE VALLEY RIDGE BY RUNNING A LEVEL STRING FROM THE INTERSECTING RIDGE OF THE ( a.) GABLE END. (b.) GIRDER TRUSS OR (c.) COMMON TRUSS TO THE ROOF SHEATHING. MiTek USA, Inc. GABLE END, COMMON TRUSS OR GIRDER TRUSS VALLEY PLATE ( SEE NOTE #4 ) ,J.- POST SHALL BE LOCATED ON SHEATHING ABOVE THE TOP CHORD OF EACH TRUSS. TRUSS TYPICAL (24" o.c.) NOTE: GABLE END, COMMON TRUSS OR GIRDER TRUSS 48" O.C. MAXIMUM POST SPACING LIVE LOAD = 30 PSF (MAX) DEAD LOAD = 15 PSF (MAX) D.O.L. INC= 1.15 ASCE 7-98, ASCE 7-02, ASCE 7-05 90 MPH (MWFRS) ASCE7-10, ASCE 7-16 115 MPH (MWFRS) 4. INSTALL 2 x 4 VALLEY PLATES. FASTEN TO EACH SUPPORTING TRUSS WITH ( 2) 16d (0.131" X 3.5") NAILS. 5. SET 2 x 6 #2 RIDGE BOARD. SUPPORT WITH 2 x 4 POSTS SPACED 48" O.C .. BEVEL BOTTOM OF POST TO SET EVENLY ON THE SHEATHING. FASTEN POST TO RIDGE WITH ( 4 ) 10d (0.131" X 3") NAILS. FASTEN POST TO ROOF SHEATHING WITH ( 3 ) 10d (0.131" X 3") TOE-NAILS. 6. FRAME VALLEY RAFTERS FROM VALLEY PLATE TO RIDGE BOARD. MAXIMUM RAFTER SPACING IS 24" O.C .. FASTEN VALLEY RAFTER TO RIDGE BEAM WITH ( 3 ) 16d (0.131" X 3.5") TOE-NAILS. FASTEN VALLEY RAFTER TO VALLEY PLATE WITH ( 3 ) 16d (0.131" X 3.5") TOE-NAILS. 7. SUPPORT THE VALLEY RAFTERS WITH 2 x 4 POSTS 48" O.C ( OR LESS ) ALONG EACH RAFTER. INSTALL POSTS IN A STAGGERED PATTERN AS SHOWN ON PLAN DRAWING. ALLIGN POSTS WITH TRUSSES BELOW. FASTEN VALLEY RAFTER TO POST WITH (4) 10d (0.131" X3") NAILS. FASTEN POST THROUGH SHEATHING TO SUPPORTING TRUSS WITH ( 2) 16d (0.131" X 3.5") NAILS. 8. POSTS SHALL BE 2 x 4 #2 OR BETTER SPRUCE PINE FIR. DOUG FIR LARCH OR SOUTHERN PINE. POSTS EXCEEDING 75" SHALL BE INCREASED TO 4 x 4 OR BE PRE-ASSEMBLED ( 2) PLY 2 x 4's FASTENED TOGETHER WITH 2 ROWS OF 1 0d (0.131" X 3") NAILS 6" O.C .. 30/2022 Ill 'GSf Geotechnical • Geologic • Coastal • Environmental 1817 Aston Ave. Suite 104, Carlsbad, CA 92008 . . TEL: (760) 438-3155 -FAX: (760) 931-0915 . ..,~ 1 www.geosoilsinc.com 11 ' GeoSoils,lnc. November 27, 2024 W.O. 8878-A-SC Brooke Veit 2754 Levante Street San Di ego, Californi a 92009 Subject: Limited Geotechnical Investigation , Proposed Accessory Dwelling Unit (ADU), 2754 Levante Street, Carlsbad, Ca lifornia 92009, APN 216-220-18 - 00 Dear Ms. Veit: In accordance with your request and authorization, GeoSoils, Inc. (GSI) has performed a limited geotechnical investigation and obtained representative subsurface samples of the site soils for appropriate laboratory testing. The scope of our services has included a review of the documents and literature contained online and within in our in-house library (see Appendix A, References), a review of geologic maps, site reconnaissance and geologic mapping, lim ited subsurface investigation and soil sampling, laboratory testing, engineering analyses, and preparation of this summary report. This report has been prepared for the sole purpose of providing evaluations of the allowable bearing va lue, the lateral earth pressures (active and passive), the frictional sliding component and foundation and the seismic design parameters. This does not include an evaluation of the overall stability of the property that wi ll receive th e proposed development, as that would have been performed and accepted by the governing authorities prior to original site development. SITE HISTORY Based on grading plans done in 1969 by Ri ck Engineering Company (REC, 1969), the subject site is lot 319 of the La Costa -South Unit No. 4 development. The grading plans show lot 319 as a cut lot with a 1.5: 1 (horizontal: vertical [h:v]) cut slope ascending northeast to the neighboring property. REC (1969) indicates that the finished pad elevation for the site is 214.7 feet MSL and th at the neighboring site for the adjacent lot to the northeast is 223.7 feet MS L. The grading report by Ben ton Engineering Inc. (BEi, 1970) indicates that grading was observed for the development between December 13, 1969 and February 7, 1970. The BEi (1970) report also shows the site as a cut lot. .. \, PROPOSED DEVELOPMENT According to plans by Full Perspective (FP, 2023), the proposed development will consist of a 499 sq/ft (square foot) one-story ADU with associated retaining walls at the rear (northeast) corner of the existing residence. Plans indicate the ADU location will be adjacent to an existing 12-foot high approximately 1.5:1 (h:v) cut slope ascending from the rear yard and partially into neighboring property to the east. A retaining wall will be incorporated into the ADU walls and foundation at the toe of the slope. Excavation quantities are expected to be around 46 cubic yards. It is assumed that the structure will consist of wood framing, with a foundation consisting of either a slab-on-grade with continuous perimeter footings, or a raised floor foundation supported by continuous perimeter footings with interior spread footings. The location of the proposed development is shown in Figure 1 (Site Location Map). Building loads are assumed to be typical for this type of relatively light construction. Sewage disposal is anticipated to be connected into the regional municipal system. FIELD EXPLORATION For our subsurface investigation, two (2) hand-auger borings and one (1) test pit were excavated to about 3-to 3½ -feet below existing surface grades on October 3, 2024 (see Appendix B -Hand-Auger Boring Logs). The hand-auger borings were excavated on the east side of the property where the improvements will occur. The approximate locations of the hand-auger borings are shown on Plate 1 (Geotechnical Map), which uses the site map by FP (2023) as a base. GEOLOGIC STRUCTURE Formational material belonging to Eocene-age Santiago Formation was observed outcropping in the cut slope adjacent to the proposed ADU building pad. Bedding was observed to be around 1 inch to 4 inches thick dipping sub-horizontally, about 5 degrees, to the south-southwest. Joints noted included 3 near vertically-incli ned sets spaced around 1 foot to about 8 inches apart. No clay seams or other notable oriented detrimental geologic structures were noted. SOIL CONDITIONS General The earth material units observed and encountered at the subject site consist of a discontinuous surficial deposit of undocumented artificial fil l overlaying Eocene-age Santiago Formation . A general description of the earth materials is presented as follows. Ms. Brooke Veit 2754 Levante Street, Carlsbad File:e:\wp21\pro\8800\8878a.lgi W.O. 8878-A-SC November 27, 2024 Page 2 Valley Base Map: USGS Encinitas Quadrangle, California --San Diego Co., 7.5 Minute, map version 2021; USGS Rancho Santa Fe Quadrangle, California --San Diego Co., 7.5 Minute, map version 2021. w . ~· 0 ; ~ ~ -~ ~ s~ z cJ Lev;ante SI c.,;. ~,. <,,,,_ ,,,'!,, Lao,.,, If;• ~,. ~i~1~a~r~ o it ".i, ;r ~ ..... 0 '2 ,,._.,<1 .. ~' ~ " l <., \ 6" o,...,., \ !a .. 1, "-.<; ~ ..... ~ ~--... ~G,. ~ #0 -1 La Gran I/la ",r. ~ r, I" f I!. F•~~1:i6/~~ 0 \ ! ;. :&: ~~ §. "•Way ~~ 0 'fl•'I If 0 NOTTO SCALE ., .. Base Map: Map Data ©2024 Google, ©Google Earth ,. w.o. G~ 8878-A-SC GeoSoils,lnc. \.. • N This Map is copyrighted by Google. It is unlawful to copy or reproduce all or any part thereof, whether for personal use or resale, without permission. All rights re- served. SITE LOCATION MAP November 2024 I Figure 1 Artificial Fill -Undocumented Artificial fi ll was encountered from the surface to a depth of approximately 1 foot in hand- auger borings HA-1 and HA-2. The artificial fill was composed of brown, yellowish brown, light brown to grayish brown silty sand, characterized as damp to moist and loose to medium dense. The artificial fill was noted to contain brick, pvc pipe, be chaotic and porous. The artificial fill is considered not suitable for the support of settlement-sensitive improvements or planned fill, and should not be relied upon for support. Therefore, the artificial fill should be reprocessed as engineered fill , or footings should be deepened through the artificial fill into suitable material, as per the recommendations herein. Eocene-age Santiago Formation Eocene Santiago Formation observed outcropping on the surface and underlaying undocumented artificial fill at a depth of 1 foot. Th e Eocene Santiago Formation was primarily composed of beds of olive gray and yellowish olive sandstone and clayey sandstone. A dusky red Sandstone bed was also encountered in the hand auger borings. The sandstone was characterized as damp to moist and very dense in consistency. The sandstone was noted to be well cemented and have some yellowish gray staining and minor rootlets within joints locally. Very dense Eocene Santiago Formation is considered suitable the support for settlement-sensitive improvements and planned fills. SEISMIC DESIGN General In the event of an upper bound (maximum probable) or credible earthquake occurring on any of the nearby major faults, strong ground shaking would occur in the subject site's general area. Potential damage to any structure(s) would likely be greatest from the vibrations and impelling force caused by the inertia of a structure's mass. This potential would be no greater than that for other existing structures and improvements in the immediate vicinity. Seismic Shaking Parameters The following table summarizes the seismic design criteria obtained from the 2022 CBC, Chapter 16 Structural Design, Section 1613, Earthquake Loads. The computer program Seismic Design Maps, provided by the California Office of Statewide Health Planning and Development (OSHPD, 2024) has been used to aid in design (https://seismicmaps.org). The short spectral response uses a period of 0.2 seconds. Ms. Brooke Veit 2754 Levante Street, Carlsbad File:e:\wp21\pro\8800\8878a.lgi GeoSoils,lnc. W.O. 8878-A-SC November 22, 2024 Page 4 2022 CBC SEISMIC DESIGN PARAMETERS PARAMETER SIMPLIFIED 2022 CBC or REFERENCE VALUE Risk Category'2l I, II , or Ill Table 1604.5 Site Class (based on the average top 100 feet D Section 1613.2.2/Chap. 20 ASCE 7-16 of the soil profile) (Default) (p. 203-204) Spectral Response -(0.2 sec), Ss 0.983 g Section 1613.2.1 Figure 1613.2.1(1) Spectral Response -(1 sec), S, 0.357 g Section 1613.2.1 Fiqure 1613.2.1 (2) Site Coefficient, Fa 1.4 Table 1613.2.3(1) 5% Damped Design Spectral Response 0.917 g Section 1613.2.4 Acceleration (0.2 sec). Sos (Eqn 16-38) PGAM -Site Modified Peak Ground Acceleration (Probabilistic Vertical Ground 0.476 g ASCE 7-16 (Eqn 11.8.1) Acceleration may be assumed as about 50% of this value.) Seismic Design Category D(3) Section 1613.2.5/ASCE 7-16 (p. 85: Table 11.6-1) (1) -The values in this table may be used only for structures without seismic isolation or damping systems, and 3 stories or less in height. (2) -Risk Category to be confirmed by the Project Architect or Structural Engineer. '3) -Per Table 11.6-1 of ASCE 7-16 0.50 < Sos, then the Seismic Design Category is "D". GENERAL SEISMIC PARAMETERS PARAMETER VALUE Distance to Seismic Source (Rose Canyon)(ll 6.3 mi (10.2 km) Upper Bound Earthquake (Rose Canyon) Mw = 7.2'2l (1l -From Blake (2000) (2l -Cao, et al. (2003) Conformance to the criteria above for seismic design does not constitute any kind of guarantee or assurance that significant structural damage or ground failure wil l not occur in the event of a large earthquake. The primary goal of seismic design is to protect life, not to eliminate all damage, since such design may be economically prohibitive. Cumulative effects of seismic events are not addressed in the 2022 CBC (CBSC, 2022), and regular maintenance and repair following locally significant seismic events (i.e., Mw5.5) will likely be necessary, as is the case in all of southern California. Ms. Brooke Veit 2754 Levante Street, Carlsbad File:e:\wp21 \pro\8800\8878a. lgi GeoSoils,lnc. W.O. 8878-A-SC November 22, 2024 Page 5 LABORATORY TESTING Laboratory tests were performed on representative samples of site earth materials in order to evaluate their physical characteristics. The results of our testing are summarized as follows: Moisture Content Moisture contents of bulk samples were determined in accordance with ASTM method D 2216. Test results are presented in the Hand-Auger Boring Logs in Appendix B. Particle-Size Analysis A particle-size evaluation was performed on a representative soil sample (HA-2 @ 1.0-3.5') in general accordance with ASTM D 422-63. The testing was used to evaluate the soil classification in accordance with the Unified Soil Classification System (USCS). The results of the particle-size evaluation indicate that the tested soil is a pale olive clayey sand (0 percent gravel, 72.5 percent sand, 27.5 percent fines [USCS Symbol SC]). Expansion Index Expansion Index (E.1) testing was performed on a representative soil sample in general accordance with ASTM D 4829. Test results and the soil's expansion potential are presented in the following table: SAMPLE LOCATION I I HA-2 @ 1.0 -3.5 feet I DESCRIPTION I EXPANSION INDEX I EXPANSION POTENTIAL SC I 18 I Very Low Maximum Laboratory Standard The laboratory maximum dry density and optimum moisture content for a representative soil type onsite was evaluated in general accordance with test method ASTM D 1557. Test results are presented in the following table: SOIL TYPE Light Olive Brown Clayey Sand HA-1 & 2 composite@ 0-3.5 ft Ms. Brooke Veit 2754 Levante Street, Carlsbad File:e:\wp21 \pro\8800\8878a. lgi MAXIMUM DENSITY (PCF) 108.8 GeoSoils,lnc. MOISTURE CONTENT (PERCENT) 15.1 W.O. 8878-A-SC November 22, 2024 Page 6 Saturated Resistivity, pH, and Soluble Sulfates, and Chlorides A sample of near-surface soil was tested for corrosion potential. Test results indicate the soil is very strongly acidic with respect to soil acidity/alkalinity, is extremely corrosive to exposed buried metals when saturated, has a low sulfate exposure to concrete (Exposure Class "SO" per ACI 318-19[22]), and chloride levels are slightly elevated but below action levels (per State of California Department of Transportation, 2003). For preliminary design purposes, reinforced concrete mix design for foundations, slab-on-grade floors, and pavements should conform to Exposure Classes "SO," "WO," and "C1" in Table 19.3.1.1 of ACI 318-19(22), as concrete is likely to be exposed to moisture. GSI does not consult in the field of corrosion engineering. The client and project architect should agree on the level of corrosion protection required for the project and seek consultation from a qualified corrosion consultant as warranted. The results of the preliminary corrosion suite testing are summarized in the following table: SAMPLE LOCATION SATURATED SOLUBLE SOLUBLE AND DEPTH {ft) pH RESISTIVITY SULFATES CHLORIDES (ohm-cm) (% by weight) (ppm) I HA-1 @ 1.5-3 feet I 4.6 I 700 I 0.035 I 180 I DEVELOPMENT CRITERIA Grading Grading should conform to the guidelines presented in the 2022 CBC (CBSC, 2022), City/County regulations, and Appendix D of this report. When Code references are not equivalent, the more stringent code should be followed. During earthwork construction, all site preparation and the general grading procedures of the contractor should be observed, and the fill selectively tested by a representative(s) of GSI. If unusual or unexpected conditions are exposed in the field, they should be reviewed by this office and, if warranted, additional or modified recommendations will be offered. All applicable requ irements of local and national construction and general industry safety orders, the Occupational Safety and Health Act, and the Construction Safety Act should be met. Type B soils may be assumed per Cal-OSHA. GSI does not consult in the area of safety engineering. The contractor is responsible for the safety of construction workers onsite. Loose or compressible materials appear to occur at the surface (i .e., within about 1 to possibly 2 feet of existing surface grades), overlying suitable bearing material. The site does not appear to be under the influence of determinately expansive soils. Final expansion potential will be provided at the conclusion of grading. Ms. Brooke Veit 2754 Levante Street, Carlsbad File:e:\wp21 \pro\8800\8878a. lgi GeoSoils,lnc. W.O. 8878-A-SC November 22, 2024 Page 7 Demolition/Grubbing 1. Vegetation and any miscellaneous debris should be removed from the areas of proposed grading. 2. Any existing subsurface structures uncovered during the recommended removal should be observed by GSI so that appropriate remedial recommendations ca n be provided. 3. Cavities or loose soils remaining after demolition and site clearance should be cleaned out and observed by the soil engineer. The cavities should be replaced with fill materials that have been moisture conditioned to at least optimum moisture content and compacted to at least 90 percent of the laboratory standard. 4. Onsite septic systems (if encountered) should be removed in accordance with San Diego County Department of Environmental Health (D EH) standards/guidelines. Treatment of Existing Ground 1. Removals should consist of all surficial deposits of artificial fill, and any highly weathered Santiago Formation, if present. Based on our site work, remova ls depths on the order of approximately 1 foot throughout the site should be anticipated, if not removed by planned cuts. These soils may be re-used as fill, provided that the soil is cleansed of any deleterious material, and moisture conditioned an d compacted to a minimum 90 percent relative compaction per ASTM D 1557. Removal s should be completed until the underlyin g native soils are visi bly free of voids, have a dry density of 105 pcf, or relative density of 85 percent throughout the entire building/construction area. 2. We understand that the proposed structure may be on a raised floor foundation with isolated interior footings. If opted for, footings should be deepened into suitable formation, as recommended herein, and would not require re medial grading. 3. If a slab-on-grade floor system us chosen, in addition to removals within the building envelope, and for the mitigation of adverse soil moisture, overexcavation/undercutting of the underlying bearing soil should be performed in order to provide for at least 3 feet of compacted fill below finish grade for the ADU, or 2 feet below the bottom of deepest footing; whichever is greater. Undercutting should be completed for a minimum lateral dista nce of at least 5 feet beyond the building footprint. Once removals and overexcavation is completed, the fill should be cleansed of deleterious materials, moisture conditioned, and recompacted to at least 90 percent relative compaction per ASTM D 1557. Ms. Brooke Veit 2754 Levante Street, Carlsbad File:e:\wp21 \pro\8800\8878a. lgi GeoSoils,lnc. W.O. 8878-A-SC November 22, 2024 Page 8 4. After the above removals/overexcavation are performed, the exposed bottom should be scarified to a depth of at least 8 inches, brought to at least optimum moisture content, and recompacted to a minimum relative compaction of 90 percent of the laboratory standard, prior to any fill placement. 5. Localized deeper removals may be necessary due to buried drainage channel meanders or dry porous materials, septic systems, etc. The project soils engineer/geologist should observe all removal areas during the grading. 6. Removed natural ground materials may be reused as compacted fill provided that major concentrations of vegetation and miscellaneous debris are removed from the site, prior to or during fi ll placement. Fill Suitability Surficial onsite soils (artificial fill and weathered Santiago Formation) generally appear to consist of silty sand. Oversize material (12-inch plus) is not anticipated but cannot be precluded. Existing site soils are very low expansive. Any soil import, if necessary, should be evaluated by this office prior to importing in order to assu re compatibility with the onsite site soils and the recommendations presented in this report. Import soils should be relatively sandy and very low expansive (i .e., E.I. less :s 20). Shrinkage/Bulking Based on our experience, a preliminary value of 5 to 10 percent shrinkage for artificial fill soils and weathered Santiago Formation may be considered. Cuts in formation may result in nominal shrinkage (ranging to about 5 percent). Fill Placement 1. After ground preparation, fill materials should be brought to at least optimum moisture content, placed in thin 6-to 8-inch lifts, and mechanically compacted to obtain a minimum relative compaction of 90 percent of the laboratory standard. 2. Fill materials should be cleansed of major vegetation and debris prior to placement. Perimeter Conditions The 2022 CBC (CBSC, 2022) indicates that removals of unsuitable soils be performed across all areas under the purview of the grading permit, not just within the influence of the proposed buildings. Relatively deep removals may also necessitate a special zone of consideration on perimeter/confining areas. Any proposed improvement or future homeowner improvements such as walls, swimming pools, house additions, etc., that are located above a 1: 1 (h:v) projection up from the outermost limit of the remedial grading Ms. Brooke Veit 2754 Levante Street, Carlsbad File:e:\wp21 \pro\8800\8878a.lgi GeoSoils,lnc. W.O. 8878-A-SC November 22, 2024 Page 9 excavations will require deepened foundations that extend below this pla ne. Other site improvements, such as pavements, constructed above the aforementioned plane, would retain some potential for settlement and associated distress, which may require increased maintenance/repair or replacement. This potential should be disclosed to all interested/affected parties should remedial grading excavations be constrained by property lines. Temporary Slopes Temporary slopes for excavations greater than 4 feet, but less than 20 feet in overall height should conform to CAL-OSHA and/or OSHA requirements for Type "B" soils. Temporary slopes, up to a maximum height of about 20 feet, may be excavated at a 1: 1 (h:v) gradient or flatter, provided groundwater and/or running sands are not exposed. Construction materials or soil stockpiles should not be placed within H of any temporary slope where H equa ls the height of the temporary slope. All temporary slopes should be observed by a licensed engineering geologist and/or geotechnical engineer prior to worker entry into the excavation. BEARING VALUE Based on a review of Table 1806.2 of the 2022 California Building Code ([2022 CBC], California Building Standards Commission [CBSC], 2022), an allowable bearing value of 2,000 pounds per square foot (psf) may be assumed for design of shallow footings. Continuous footings should be a minimum width per code and should be at least 12 inches deep below lowest adjacent grade (excluding soft soils, landscape zones, slab and underlayment thickness, etc.), bearing on suitable structural fill or approved bedrock. Isolated footings should have a minimum width and depth of 24 inches. It is anticipated that actual footing depths will be deeper than those indicated above in order to penetrate any loose, near-surface soils if site grading is not performed. Actual footing depths would be based on conditions exposed within the footing excavation. The allowable bearing value may be increased by 20 percent for each additional 12 inches in depth of embedment into approved suitable bearing soil, to a maximum value of 2,500 psf. The above values may be increased by ½ when considering short duration seismic or wind loads. Differential settlement may be assumed as 1 inch in a 40-foot span, provided the footing bears on suitable, competent and similar earth materials, approved by GSI. Foundations should be designed for all applicable surcharge loads and should consider the inherent corrosive environment. LATERAL PRESSURE Total lateral resistance (TLR) for shallow foundations is provided by the friction along the footing bottoms and the passive pressure across footing faces in contact with either fill or Ms. Brooke Veit 2754 Levante Street, Carlsbad File:e:\wp21 \pro\8800\8878a. lgi GeoSoils,lnc. W.O. 8878-A-SC November 22, 2024 Page 10 natural soil deposits. The TLR is influenced by the depth of the footing and the cohesion (or apparent cohesion) of the soil material. Th e norm al force or dead load on the footing from the overlying structure will influence the amount of frictional resistance. For sands or predominantly sandy soils, this friction is higher than clay or clayey/s ilty soi ls. The TLR and vertical bearing of the soil were derived from soil(s) descriptions, multiple laboratory tests, and the use of Table 1806.2 of the 2022 CBC (CBC, 2022). The TLR for the silty sa nds onsite may be taken as an equivalent flu id press ure of 150 pcf (150 psf/ft of depth) per foot of depth and a friction coefficient of 0.25 appl ied to the dead loa d on the footing. When combining the frictional and passive components of the TLR, the passive value should be reduced by ½. The total maximum lateral bearing pressure of 2,250 psf may be used for this site, unless further testing and analysis is performed. GSI believes this to be a reasonably conservative value considering the limited scope of work. Please note that if foundations are pile or pier supported, the frictional value noted above should be neglected. NEW FOUNDATIONS Current laboratory testing indicates that the onsite soils exhibit expansion index values of less than 20. As such, site soils do not appear to meet the criteria of detrimentally expansive soils as defined in Section 1803.5.2 of the 2022 CBC (CBSC, 2022). Concrete mix design should be designed to comply. Exposure classes "SO," "WO," and "C1 ," per ACI 318-19(22), should be followed. GSI does not practice in the field of corrosion engineering. Accordingly, consultation from a qualified corrosion engineer may obtained based on the level of corrosion protection requirements by the project architect and structural engineer. From a geotechnical viewpoint, foundation construction should conform to the following: 1. All footings should be reinforced with four No. 4 reinforcing bars , two placed near the top and two placed near the bottom of the footing. Isolated pad footing reinforcement should be per the structural engineer. 2. Interior and exterior column footings should be tied together via grade beams in at least one direction to the main foundation. The grade beam should be at least 12 inches square in cross section, and should be provided with a minimum of two No. 4 reinforcing bars at the top of the grade beam, and two No. 4 reinforcing bars at the bottom. The base of the reinforced grade beam should be at the same elevation as the adjoining footings. 3. A minimum concrete slab-on-grade thickness of 5 inches is recommended. Ms. Brooke Veit 2754 Levante Street, Carlsbad File:e:\wp21 \pro\8800\8878a. lgi GeoSoils,lnc. W.O. 8878-A-SC November 22, 2024 Page 11 4. Concrete slabs should be reinforced with a minimum of No. 3 reinforcement bars placed at 18 inches on-center, in two horizontally perpendicular directions (i.e., long axis and short axis). Should removal and recompaction not be performed, the slab should be designed as a structural slab span ning between footings, and not relying on the soil fo r support. 5. All slab reinforcement should be supported to ensure proper mid-slab height positioning during placement of the concrete. "H ooking" of reinforcement is not an acceptable method of positioning. 6. Slab subgrade pre-soaking is recommended for these soil conditions. Slab subgrade should be pre-wetted to at least the soils optimum moisture content, to a depth of 12 inches, prior to the placement of the underlayment sand and vapor retarder. 7. Loose or compressible materials likely occur at the surface, overlying suitable bearing material. As such, a deeper footing will likely be recommended, and should be anticipated. The depth of the deepened footing should be evaluated prior to the placement of reinforcing steel and foundational concrete. 8. Foundations should maintain a minimum 7-foot horizontal distance between the base of the footing and any adjacent descending slope, and minimally comply with the guidelines per the 2022 CBC (CBSC, 2022). This may also result in a deeper footing than per plan. 9. If remedial grading is not performed, the footings would need to be deepened, as discussed above (about 1 foot plus the design footing depth), and the slab designed as a structural slab or raised floor, spanning from footing to footing, and not relying on the soil for support. Floor Slabs GS I has evaluated the potential for vapor or water transmission through the concrete floor slabs in light of typical floor coverings, improvements, and use. Please note that slab moisture emission rates range from about 2 to 27 lbs/24 hours/1,000 square feet from a typical slab (Kanare, 2005), while floor covering manufacturers generally recommend about 3 lbs/24 hours as an upper limit. The recommendations in this section are not intended to preclude the transmission of water or vapor through the foundation or slabs. Foundation systems and slabs shall not allow water or water vapor to enter into the structure so as to cause damage to another building component or to limit the installation of the type of flooring materials typically used for the particular application (State of California, 2024). These recommendations may be exceeded or supplemented by a water "proofing" specialist, project architect, or structural consultant. Thus, the client will need to evaluate the following in light of a cost vs. benefit analysis (owner expectations and Ms. Brooke Veit 2754 Levante Street. Carlsbad File:e:\wp21\pro\8800\8878a.lgi GeoSoils,lnc. W.O. 8878-A-SC November 22. 2024 Page 12 repairs/replacement), along with disclosure to all interested/affected parties. It should also be noted that vapor transmission will occur in new slab-on-grad e floors as a result of chemical reactions taking place within the curing concrete. Vapor transmission through concrete floor slabs as a result of concrete curing has the potential to adversely affect sensitive floor coverings depending on the thickness of the concrete floor slab and the duration of time between the placement of concrete, and the floor covering. It is possible that a slab moisture sealant may be needed prior to the placement of sensitive floor coverings if a thick slab-on-grade floor is used and the time frame between concrete and floor covering placement is relatively short. Considering the E.I. test results presented herein, and known soil conditions in the region, the anticipated typical water vapor transmission rates, floor coverings, and improvements (to be chosen by the Client and/or project architect) that can tolerate vapor transmission rates without significant distress, the following alternatives are provided: • Non-vehicular concrete slab-on-grade floors should be thicker than 5 inches. • Concrete slab underlayment should consist of a 15-mil vapor retarder, or equivalent, with all laps sealed per the 2022 CBC and the manufacturer's recommendation. The vapor retarder should comply with the ASTM E 17 45 -Class A criteria, and be installed in accordance with American Concrete Institute (ACI) 302.1 R-04 and ASTM E 1643. An example of a vapor retarder product that complies with ASTM E 17 45 -Class A criteria is Stego Industries, LLC's Stego Wrap. • The 15-mil vapor retarder (ASTM E 17 45 -Class A) should be installed per the recommendations of the manufacturer, including fill penetrations (i.e., pipe, ducting, rebar, etc.). • Concrete slabs should be underlain by 2 inches of clean sand (SE~ 30) above a 15- mil vapor retarder (ASTM E-17 45 -Class A, per Engineering Bulletin 119 [Kanare, 2005]) installed per the recommendations of the manufacturer, including all penetrations (i.e., pipe, ducting, rebar, etc.). The manufacturer shall provide instructions for lap sealing, including minimum width of lap, method of sealing, and either supply or specify suitable products for lap sealing (ASTM E 17 45), and per code. • ACI 302.1 R-04 (2004) states "If a cushion or sand layer is desired between the vapor retarder and the slab, care must be taken to protect the sand layer from taking on additional water from a source such as rain, curing, cutting, or cleaning. Wet cushion or sand layer has been directly linked in the past to significant lengthening of time required for a slab to reach an acceptable level of dryness for floor covering applications." Therefore, additional observation and/or testing will be necessary for the cushion or sand layer for moisture content, and relatively uniform thicknesses, prior to the placement of concrete. Ms. Brooke Veit 2754 Levante Street, Carlsbad File:e:\wp21\pro\8800\8878a.lgi GeoSoils,lnc. W.O. 8878-A-SC November 22, 2024 Page 13 • The vapor retarder should be underlain by a capillary break consisting of at least 2 inches of clean sand (SE 30, or greater). The vapor retarder should be sealed to provide a continuous retarder under the entire slab, as discussed above. • Concrete should have a maximum water/cement ratio of 0.50. This does not supersede Table 19.3.1.1 of the ACI (2019) for corrosion or other corrosive requirements (such as coastal, location, etc.). Additional concrete mix design recommendations should be provided by the structural consultant and/or waterproofing specialist. Concrete finishing and workability should be addressed by the structural consultant and a waterproofing specialist. • Where slab water/cement ratios are as indicated herein, and/or admixtures used, the structural consultant should also make changes to the concrete in the grade bea ms and footings in kind, so that the concrete used in the foundation and slabs are designed and/or treated for more uniform moisture protection. • The owner(s) should be specifically advised which areas are suitable for tile flooring, vinyl flooring, or other types of water/vapor-sensitive flooring and which are not suitable. In all planned floor areas, flooring shall be installed per the manufactures recommendations. • Additional recommendations regarding water or vapor transmiss ion should be provided by the architect/structural engineer/slab or foundation designer and should be consistent with the specified floor coverin gs indicated by the architect. • If remedial grading is not performed, the structural engineer should design the slab as a structural slab spanning between footings, and not relying on the soil for support. Regardless of the mitigation, some limited moisture/moisture vapor transmission through the slab should be anticipated. Construction crews may require special training for installation of certain product(s), as well as concrete finishing techniques. The use of specialized product(s) should be approved by the slab designer and waterproofing consultant. A technical representative of the flooring contractor should review the slab and moisture retarder plans and provide comment prior to the construction of the foundations or improvements. The above assumes that the artificial fill/weathered Santiago Formation have been removed and recompacted beneath the slab. If this is not the case, a structural slab is recommended. The structural slab should be designed to span between the footings, and not rely on the soil for support. Ms. Brooke Veit 2754 Levante Street, Carlsbad File:e:\wp21\pro\8800\8878a.lgi GeoSoilstlnc. W.O. 8878-A-SC November 22, 2024 Page 14 RETAINING WALLS Conventional Retaining Walls The design parameters provided below assume that either very low expansive soils (typically Class 2 permeable filter material or Class 3 aggregate base) or native onsite materials with an expansion index less than 21 and a plasticity index less than 15 are used to backfill any retaining wall. The type of backfill (i.e., select or native), should be specified by the wall designer, and clearly shown on the plans. Building walls, below grade, should be water-proofed. The foundation system for the proposed retaining walls should be designed in accordance with the recommendations presented in this and preceding sections of this report, as appropriate. Recommendations for specialty walls (i.e., crib, earthstone, geogrid, etc.) can be provided upon request, and would be based on site specific conditions. Retaining Wall Foundation Design The foundation design for retaining walls should incorporate the following recommendations: Minimum Footing Embedment -18 inches below lowest adjacent grade into approved unweathered formational material. Footing embedment should exclude any landscape zone, or existing undocumented fill, unless field testing proves otherwise. Minimum Footing Width -24 inches. Allowable Bearing Pressure -An allowable bearing pressure of 2,000 pcf may be used in the preliminary design of retaining wall foundations provided that the footing maintains a minimum width of 24 inches and extends at least 18 inches into dense bedrock, or approved properly compacted and tested fill This pressure may be increased by one-third for short-term wind and/or seismic loads. The allowable bearing value may be increased by no more than 100 psf for each additional foot of width to a maximum al lowable bearing of 2,500 psf, on a preliminary basis. Passive Earth Pressure -A passive earth pressure of 150 pcf with a maximum earth pressure of 1,500 psf may be used in the preliminary design of retaining wall foundations provided the foundation is embedded into tested and approved compacted fill or bedrock. Lateral Sliding Resistance - A 0.25 coefficient of friction may be used for a concrete to soil contact when multiplied by the dead load. When combining passive pressure Ms. Brooke Veit 2754 Levante Street, Carlsbad File:e:\wp21\pro\8800\8878a. lgi GeoSoils,lnc. W.O. 8878-A-SC November 22, 2024 Page 15 ' and frictional resistance, the passive pressure component should be reduced by one-third. Backfill Soil Density -Soil densities ranging between 125 pcf and 130 pcf may be used in the design of retaining wall foundations. This assumes an average engineered fill compaction of at least 90 percent of the laboratory standard (AST M D 1557). Footing depths may need to be increased in order to penetrate any unsuitable, surficial soil, for adequate vertical and lateral bearing support. All retaining wall footing setbacks from slopes should comply with Figure 1808.7.1 of the 2019 CBC. GSI recommends a minimum horizontal setback distance of 7 feet as measured from the bottom, outboard edge of the footing to the slope face. Restrained Walls Any retaining walls that will be restrained prior to placing and compacting backfill material or that have re-entrant or male corners, should be designed for an at-rest equivalent fluid pressure (EFP) of 55 pounds per cubic foot (pcf) and 65 pcf for select and very low expansive native backfi ll, respectively. The design should include any applicable surcharge loading. For areas of male or re-entrant corners, the restrained wall design should extend a minimum distance of twice the height of the wall (2H) laterally from the corner. Cantilevered Walls The recommendations presented below are for cantilevered retaining walls up to 10 feet high . Design parameters for walls less than 3 feet in height may be superseded by regional standard design. However, regional standard design retaining walls require the use of select backfill due to the low equivalent fluid pressure used in the design. Active earth pressure may be used for retaining wall design, provided the top of the wall is not restrained from minor deflections. An equivalent fluid pressure approach may be used to compute the horizontal pressure against the wall. Appropriate fluid unit weights are given below for specific slope gradients of the retained material. These do not include other superimposed loading conditions due to traffic, structures, seismic events or adverse geologic conditions. When wall configurations are finalized, the appropriate loading conditions for superimposed loads can be provided upon request. Ms. Brooke Veit 2754 Levante Street, Carlsbad File:e:\wp21\pro\8800\8878a.lgi GeoSoils,lnc. W.O. 8878-A-SC November 22, 2024 Page 16 SURFACE SLOPE OF EQUIVALENT EQUIVALENT RETAINED MATERIAL FLUID WEIGHT P.C.F. FLUID WEIGHT P.C.F. (HORIZONTAL:VERTICAL) (SELECT BACKFILL)<2> (NATIVE BACKFILL)<3> Leve1<1> 38 50 1.5 to 1 60 70 <1l Level backfill behind a retaining wall is defined as compacted earth materials. properly drained. without a slope for a distance of 2H behind the wall, where H is the height of the wall. <2l SE ~ 30, P.I. < 15, E. I. < 21, and ~ 10% passing No. 200 sieve. <3l E.I. = 0 to 50, SE > 30, P.I. < 15, E.I. < 21, and < 15% oassinq No. 200 sieve. The above EFP's assume free draining conditions. This may require a sump pump in the basements. If a sump pump is not feasi ble, then the walls should be designed for full hydrostati c conditions. Seismic Surcharge For retaining walls incorporated into the improvements, site retaining walls with more than 6 feet of retained materials, as measured vertically from the bottom of the wall footing at the heel to dayl ight; retaining walls that could present ingress/egress constra ints for emergency vehicles and personnel in the event of failure; or retaining walls that could damage a nearby building upon failure, GSI recommends that the walls be evaluated for seismic surcharge in general accordance with 2022 CBC req uirements. The retaining walls in this category should maintain an overturning Factor-of-Safety (FOS) of approximately 1.1 when the seismic surcharge (seismic increment), is applied. For restrained walls, the seismic surcharge should be applied as a uniform surcharge load from the bottom of the footing (excl uding the shear key) to the top of the backfill at the heel of the wa ll footing. For cantilevered walls, the seismic surcharge should be applied as an inverted triangular pressure distribution for the portion of the wall located above 0.6H up from the bottom of the footing to the top of the retained soils, where "H" equals the retained soil height. For the evaluation of the seismic surcharge, the bearing pressure may exceed the static value by one-third, considering the transient nature of this surcharge. This seismic surcharge may be taken as 15H, where "H" is the height of the retaining wall, as measured from the bottom of the footing. The 15H is derived from the guidelines set forth in City of Los Angeles Department of Building and Safety (LADBS) Information Bulletin Document No.: P/BC 2020-83 (LADBS, 2020), which are based on Seed and Whitman (1970). Ms. Brooke Veit 2754 Levante Street, Carlsbad File:e:\wp21 \pro\8800\8878a. lgi YEFP (seismic) = ¾khYsoil GeoSoils,lnc. W.O. 8878-A-SC November 22, 2024 Page 17 Where: YEFP (seismic) Vsoil is the seismic increment expressed as equivalent fluid pressure (pounds per cubic foot [pcf]); is the seismic lateral earth pressure coefficient equivalent to one-half of two- thirds of PGAM (0.476 g x ½ x ½ = 0.159 g); is the total unit weight of the retained soils (125 pcf). Thus, for the proposed retaining walls: YEFP(se1smic) = ¾ X ½ X ½ X 0.476 X 125 pcf = 14.9 pcf (use 15 pcf [15H]). Reference for the seismic surcharge for Seismic Design Category "D" is Section 1803.5 of the 2022 CBC. Please note this is for local wall stability only. Retaining Wall Construction Wall foundation and wall construction should be per the appropriate regional standard design, or as indicated by the project engineer for engineered walls. Any plans for engineered walls should be reviewed by this office prior to construction. The foundation depths presented in this report should be considered minimums. Footing depths may need to be deepened in order to penetrate any unsuitable, surficial soil, or to maintain a minimum setback of 7 feet from the outside bottom edge of the footing to the face of slope. Retaining Wall Backfill and Drainage Positive drainage must be provided behind all retaining walls in the form of gravel wrapped in geofabric and outlets. A backdrain system is considered necessary for basement wa lls and retaining walls that are 2 feet or greater in height. Details 1, 2, and 3, present the back-drainage options discussed below. Backdrains should consist of a 4-inch diameter perforated PVC or ABS pipe encased in either Class 2 permeable filter material or ¾-inch to 1 ½-inch gravel wrapped in approved filter fabric (Mi rafi 140 or equivalent). For select backfill, the filter material should extend a minimum of 1 horizontal foot behind the base of the walls and upward at least 1 foot. For native backfill that has up to E.I. = 20, continuous Class 2 permeable drain materials should be used behind the wall. This material should be continuous (i.e., full height) behind the wall, and it should be constructed in accordance Ms. Brooke Veit 2754 Levante Street, Carlsbad File:e:\wp21 \pro\8800\8878a. lgi GeoSoils,lnc. W.O. 8878-A-SC November 22, 2024 Page 18 (1) Waterproofing membrane ---. CMUor reinforced-concrete wall Structural footing or settlement-sensitive improvement Provide surface drainage via an engineered V-ditch (see civil plans for details) 2:1 (h:v) slope ·:·: ' ... ··:· .• -t-, ..... m""·; 1,-: :• . . ·(2) G;~vet .. • .. · .. • Proposed grade sloped to drain : •. \ \ . ·. ·.: • .. per precise civil H drawings (5) Weep hole /4~~~\%\ Footing and wall design by others~- . 3l_Filte.r (a·b." ••• , , : ·. .... : ' . . • .~ • • . .. .. f4J Pipe _. :: · . •, . \ .. . _. . •. (6) Footing (1) Waterproofing membrane. (2) Gravel: Clean, crushed, ¾ to 1 ½ inch. (3) Filter fabric: Mirafi 140N or approved equivalent. Native backfill Very Low to Low Expansive soils, E.I. <50, P.I. <15 1 :1 (h:v) or flatter backcut to be properly benched (4) Pipe: 4-inch-diameter perforated PVC, Schedule 40, or approved alternative with minimum of 1 percent gradient sloped to suitable, approved outlet point (perforations down). (5) Weep holes: For CMU walls, Omit grout every other block, at or slightly above finished surface. For reinforced concrete walls, minimum 2-inch diameter weep holesspaced at 20 foot centers along the wall and placed 3 inches above finished surface. Design civil engineer to provide drainage at toe of wall. No weep holes for below-grade walls. (6) Footing: If bench is created behind the footing greater than the footing width using level fill or cut natural earth materials, an additional "heel" drain will likely be required by geotechnical consultant. RETAINING WALL DETAIL -ALTERNATIVE A Detail 1 (1) Waterproofing membrane (optional)----, CMUor reinforced-concrete wall l 6 inches 1 - Structural footing or settlement-sensitive improvement Provide surface drainage via engineered V-ditch (see civil plan details) 2:1 (h:v) slope ·•. :-(2) Composite · . • · • • ··drain ·, .. . ' (5) Weep hole Proposed grade sloped to drain per precise civil drawings Native backfill Very Low to Low Expansive soils E.I. <50, P.I. <15 ✓✓✓)~\\¼~~'05\\'<(\ Footing and wall design by others -""~-i 1:1 (h :v) or flatter backcut to be properly benched (6) 1 cubic foot of ¾-inch crushed rock (7) Footing (1) Waterproofing membrane (optional): Liquid boot or approved mastic equivalent. (2) Drain: Miradrain 6000 or J-drain 200 or equivalent for non-waterproofed walls; Miradrain 6200 or J-drain 200 or equivalent for waterproofed walls (all perforations down). (3) Filter fabric: Mirafi 140N or approved equivalent; place fabric flap behind core. (4) Pipe: 4-inch-diameter perforated PVC, Schedule 40, or approved alternative with minimum of 1 percent gradient to proper outlet point (perforations down). (5) Weep holes: For CMU walls, Omit grout every other block, at or slightly above finished surface. For reinforced concrete walls, minimum 2-inch diameter weep holesspaced at 20 foot centers along the wall and placed 3 inches above finished surface. Design civil engineer to provide drainage at toe of wall. No weep holes for below-grade walls. (6) Gravel: Clean, crushed, ¾ to 1 ½ inch. (7) Footing: If bench is created behind the footing greater than the footing width using level fill or cut natural earth materials, an additional "heel " drain will likely be required by geotechnical consultant. RETAINING WALL DETAIL -ALTERNATIVE 8 Detail 2 (1) Waterproofing membrane Structural footing or settlement-sensitive improvement CMUor reinforced-concrete wall r---Provide surface drainage 2:1 (h:v) slope . . . . .. · .... ,. • . . . .--· -.-.·.· -~ -· _. _._.·. ±12 inches 7 - (5) Weep hole H [ Proposed grade sloped to drain per precise civil drawings <~~\\):(\\~\~ Footing and wall design by others Heel t-1 .,.,.__widt-:-h----i .. -1 : .. \ .. • ..... (3) Filter fabric (2) Gravel (4) Pipe (7) Footing (1) Waterproofing membrane: Liquid boot or approved masticequivalent. (2) Gravel: Clean, crushed, ¾ to 1 ½ inch. (3) Filter fabric: Mirafi 140N or approved equivalent. ·. /,. (8) Native backfill (6) Clean sand backfill 1:1 (h:v) or flatter backcut to be properly benched (4) Pipe: 4-inch-diameter perforated PVC, Schedule 40, or approved alternative with minimum of 1 percent gradient to proper outlet point (perforations down). (5) Weep hole: For CMU walls, Omit grout every other block, at or slightly above finished surface. For reinforced concrete walls, minimum 2-inch diameter weep holesspaced at 20 foot centers along the wall and placed 3 inches above finished surface. Design civil engineer to provide drainage at toe of wall. No weep holes for below-grade walls. (6) Clean sand backfill: Must have sand equivalent value (S.E.) of 35 or greater; can be densified by water jetting upon approval by geotechnical engineer. (7) Footing: If bench is created behind the footing greater than the footing width using level fill or cut natural earth materials, an additional "heel" drain will likely be required by geotechnical consultant. (8) Native backfill: If E.I. <21 and S.E. ~35 then all sand requirements also may not be required and will be reviewed by the geotechnical consultant. RETAINING WALL DETAIL -ALTERNATIVE C Detail 3 .. with the enclosed Detail 1 (Alternative A). For limited access and confined areas, (panel) drainage behind the wall may be constructed in accordance with Detail 2 (Alternative B). Materials with an expansion index (E.1.) potential of greater than 50 should not be used as backfill for retaining walls. For more onerous expansive situations, backfill and drainage behind the retaining wall should conform with Detail 3 (Alternative C). Outlets should consist of a 4-inch diameter solid PVC or ABS pipe spaced no greater than about 100 feet apart, with a minimum of two outlets, one on each end. The wall drain outlets should be connected to an approved, non-erosive drainage facility. The use of weep holes, only, in walls higher than 2 feet, is not recommended. The surface of the backfill should be sealed by pavement or the top 18 inches compacted with native soil (E.I. ~ 50). Retaining wall backfill should be uniformly moisture-conditioned to at least optimum moisture content and compacted to a minimum relative density of 90 percent of the maximum density (per ASTM D 1557). Proper surface drainage shoul d also be provided. For additional mitigation, consideration should be given to applying a water-proof membrane to the back of all retaining structures. The use of a waterstop should be considered for all concrete and masonry joints. Planting Water has been shown to weaken the inherent strength of all earth materials. Only the amount of irrigation necessary to sustain plant life should be provided. Over-watering should be avoided as it can adversely affect site improvements, and cause perched groundwater conditions. Plants selected for landscaping should be light weight, deep-rooted types that require little water and are capable of surviving the prevailing climate. Using plants other than those recommended above will increase the potential for perched water, staining, mold, etc., to develop. A rodent control program to prevent burrowing should be implemented. These recommendations regarding plant type, irrigation practices, and rodent control should be provided to all interested/affected parties. Drainage Adequate lot surface drainage is a very important factor in reducing the likelihood of adverse performance of foundations and hardscape. Surface drainage should be sufficient to prevent ponding of water anywhere on the property, and especially near structures. Lot surface drainage should be carefully taken into consideration during landscaping. Therefore, care should be taken that future landscaping or construction activities do not create adverse drainage conditions. Positive site drainage within the property should be provided and maintained at all times. Water should be directed away from foundations and not allowed to pond and/or seep into the ground. In general, the area within 5 feet around a structure should slope away from the structure. We recommend that unpaved lawn and landscape areas have a minimum gradient of 1 percent sloping away from structures, and Ms. Brooke Veit 2754 Levante Street, Carlsbad File:e:\wp21 \pro\8800\8878a. lgi GeoSoils,lnc. W.O. 8878-A-SC November 22, 2024 Page 22 whenever possible, should be above adjacent paved areas. Consideration should be given to avoiding construction of planters adjacent to structures. Site drainage should be directed toward the street or other approved area(s). Downspouts, or drainage devices should outlet a minimum of 5 feet from structures or into a subsurface drainage system. Areas of seepage may develop due to irrigation or heavy rainfall, and should be anticipated. Minimizing irrigation will lessen this potential. If areas of seepage develop, recommendations for minimizing this effect could be provided upon request. Landscape Maintenance Over-watering the landscape areas will adversely affect existing and proposed site improvements. We would recommend that any proposed open-bottom planters adjacent to proposed stru ctures be eliminated for a minimum distance of 10 feet. As an alternative, closed-bottom type planters could be used. An outlet placed in the bottom of the planter could be installed to direct drainage away from structures or any exterior concrete flatwork. If planters are constructed adjacent to structures, the sides and bottom of the planter should be provided with a moisture retarder to prevent penetration of irrigation water into the subgrade. Provisions should be made to drain the excess irrigation water from the planters without saturating the subgrade below or adjacent to the planters. Consideration should be given to the type of vegetation chosen and their potential effect upon surface improvements (i.e., some trees will have an effect on concrete flatwo rk with their extensive root systems). From a geotechnical standpoint leaching is not recommended for establishing landscaping. If the surface soils are processed for the purpose of adding amendments, they should be recompacted to 90 percent minimum relative compaction. Tile Flooring Tile floorin g can crack, reflecting cracks in the concrete slab below the tile, although small cracks in a conventional slab may not be significant. Therefore, the designer should consider additional steel reinforcement for concrete slabs-on-grade where tile will be placed. The tile installer should consider installation methods that reduce possible cracking of the tile such as slipsheets. Sl ipsheets or a vinyl crack isolation membrane (approved by the Tile Council of America/Ceramic Tile Institute) are recommended between tile and concrete slabs on grade. Subsurface and Surface Water Subsurface and surface water are generally anticipated to not significantly affect site development, provided that the recommendations contained in this report are properly incorporated into final design and construction and that prudent surface and subsurface drainage practices are incorporated into the construction plans. Perched groundwater conditions along zones of contrasting permeabiliti es may not be precluded from occurring in the future due to site irrigation, poor drainage conditions, or damaged utilities, and should be anticipated. Should perched groundwater conditions develop, this office could Ms. Brooke Veit 2754 Levante Street, Carlsbad File:e:\wp21\pro\8800\8878a.lgi GeoSoils,lnc. W.O. 8878-A-SC November 22, 2024 Page 23 assess the affected area(s) and provide the appropriate recommendations to mitigate the observed groundwater conditions. Groundwater conditions may change with the introduction of irrigation, rainfall, or other factors. Site Improvements Recommendations for exterior concrete flatwork design and construction can be provided upon request. If any additional improvements (e.g., pools, spas , etc.) are planned for the site, recommendations concerning the geological or geotechnical aspects of design and construction of said improvements are recommended to be provided at that time. This office should be notified in advance of any fill placement, grading of the site, or trench backfilling after rough grading has been completed. Th is includes any grading, utility trench, and retaining wall backfills. Footing Trench Excavation All footing excavations should be observed by a representative of this firm subsequent to trenching and prior to concrete form and reinforcement placement. The purpose of the observations is to verify that the excavations are made into the recommended bearing material and to the minimum widths and depths recommended for construction. If loose or compressible materials are exposed within the footing excavation, a deeper footing or removal and recompaction of the subgrade materials would be recommended at that time. In general, deepened footings beyond the minimum depths indicated herein will likely be recommended, and should be anticipated if site grading is not performed. Our subsurface investigation indicated relatively dense native soil at a depth of approximately 12 inches below existing grade. The Client may want to consider having a representative of GSI onsite at the start of foundation trenching to evaluate the depth to competent bearing soils and provide recommendations for footing embedment to the contractor performing the work. Trenching Considering the nature of the onsite soils, caving or sloughing could be a factor in subsurface excavations and trenching. Shoring or excavating the trench walls at the angle of repose (typically 25 to 45 degrees) may be necessary and should be anticipated. All excavations should be observed by one of our representatives and minimally confo rm to Cal-OSHA and local safety codes. Utility Trench Backfill 1. All interior utility trench backfill should be brought to at least optimum moisture content and then compacted to obtain a minimum relative compaction of 90 percent of the laboratory standard. As an alternative for shallow (12-inch to 18-inch) under- slab trenches, sand having a sand equivalent value of 30, or greater, may be used Ms. Brooke Veit 2754 Levante Street, Carlsbad File:e:\wp21\pro\8800\8878a.lgi GeoSoils,lnc. WO. 8878-A-SC November 22, 2024 Page 24 and jetted or flooded into place. Observation, probing, and testing should be provided to verify the desired results. 2. Exterior trenches adjacent to, and within, areas extending below a 1 :1 (h:v) plane projected from the outside bottom edge of the footing, and all trenches beneath hardscape features and in slopes, should be compacted to at least 90 percent of the laboratory standard. Sand backfill, unless excavated from the trench, should not be used in these backfill areas. Compaction testing and observations, along with probing, should be accomplished to verify the desired results. 3. All trench excavations should conform to Cal-OSHA and local safety codes. 4. Utilities crossing grade beams, perimeter beams, or footings should either pass below the footing or grade beam utilizing a hardened collar or foam spacer, or pass through the footing or grade beam in accordance with the recommendations of the structural engineer. GEOTECHNICAL OBSERVATION AND TESTING We recommend that observation and/or testing be performed by GSI at each of the following construction stages: • During grading/recertification. • During significant excavation (i.e., higher than 4 feet). • During placement of subdrains or other subdrainage devices, prior to placing fill or backfill. • After excavation of building footings, retaining wall footings, and free standing walls footings, prior to the placement of reinforcing steel or concrete. • Prior to pouring any slabs or flatwork, after presoaking/presaturation of building pads and other flatwork subgrade, before the placement of concrete, reinforcing steel, capillary break (i.e., sand, pea-gravel, etc.), or vapor retarders (i.e., Stego Wrap, Husky Guard, etc.). • During placement of ba ckfill for area drain, interior plumbing, uti lity line trenches, and retaining wall backfill. • When any unusual soil conditions are encountered during any construction operations, subsequent to the issuance of this report. Ms. Brooke Veit 2754 Levante Street, Carlsbad File:e:\wp21\pro\8800\8878a.lgi GeoSoils,(nc. W.O. 8878-A-SC November 22. 2024 Page 25 • When any improvements, such as fl atwork, spas, pools, walls, etc., are constru cted. • A report of geotechnical observation an d testing should be provided at the conclusion of each of the above stages, in order to provide concise and clear documentation of site work, and/or to comply with code requirements. OTHER DESIGN PROFESSIONALS/CONSULTANTS Th e design civil engineer, structura l engi neer, architect, landscape architect, wall designer, etc., should review the recommendations provided herein, incorporate those recommendations into all their respective plans, and by explicit reference , make this report part of their project plans. This report presents minimum design criteria for the design of slabs , foundations and other elements possibly applicable to the project. These criteria should not be considered as substitutes for actual designs by the structural engineer/designer. The structural engineer/designer should analyze actual soil-structure intera ction and consider, as needed, bearing, expansive soil influence, and strength, stiffness and deflections in the various slab, foundation, and other elements in order to develop appropriate, design-specific details. As conditions dictate, it is possible that other influences will also have to be considered. The structural engineer/designer should consider all applicable codes an d authoritative sources where needed. If analyses by the structural engineer/designer result in less critical details than are provid ed herein as minimums, the minimums presented herein should be adopted. It is considered likely that some, more re strictive details will be req uired. If the structural engineer/designer has any questions or requires further assistance, they should not hesitate to call or otherwise transmit their requests to GSI. In order to mitigate potential distress, the foundation and/or improvement's designer should confirm to GS I and the governing agency, in writing, that the proposed foundations and/or improvements can tolerate the amount of differential settlement and/or expansion characteristics and design criteria specified herein. Ms. Brooke Veit 2754 Levante Street, Carlsbad File:e:\wp21\pro\8800\8878a.lgi GeoSoils,lnc. W.O. 8878-A-SC November 22, 2024 Page 26 LIMITATIONS The materials encountered on the project site and used for our analysis are believed representative of the area; however, soil and bedrock materials va ry in character between excavations and natural outcrops or conditions exposed during mass grading. Site conditions may vary due to seasonal changes or other factors. Inasmuch as our study is based upon our review, engineering analyses, and laboratory data, the conclusions and recommendations presented herein are professional opinions. Th ese opinions have been derived in accordance with current standards of practice, and no warranty, either express or implied, is given. Standards of practice are subject to change with time. This report has been prepared for the purpose of providing soil design parameters derived from testing of a soil sa mple received at our laboratory, and does not represent an evaluation of the overall stability, suitability, or performance of the property for the proposed development. GSI assumes no responsibility or liability for work or testing performed by others, or their inaction; or work performed when GSI is not requested to be onsite to evaluate if our recommendations have been properly implemented. Use of th is report constitutes an agreement and consent by the user to all the limitations outlined above, notwithstanding any other agreements that may be in place. In addition, this report may be subject to review by the controlling authorities. Thus, this report brings to completion our scope of services for this portion of the project. Ms. Brooke Veit 2754 Levante Street, Carlsbad File:e:\wp21 \pro\8800\8878a. lgi GeoSoils,lnc. W.O. 8878-A-SC November 22, 2024 Page 27 The opportunity to be of service is sincerely appreciated. If you should have any questions, please do not hesitate to contact our office. Respectfully submitted, GeoSoils, Inc. -1/.,t,{~~I Todd A. Greer ~c~ Engineering Geologist, CEG 2377 Geotechnical Engineer, GE 2057 DRE/TAG/SJC/ef/th Attachments: Appendix A -Referen ces Appendix B -Hand-Auger Boring and Test Pit Logs Appendix C -Laboratory Data Appendix D -General Earthwork, Grading Guidelines, and Preliminary Criteria Plate 1 -Geotechnical Map Plate 2 -Geologic Cross Section X-X' Distribution: (1) Addressee (PDF via email) Ms. Brooke Veit 2754 Levante Street, Carlsbad File:e:\wp21\pro\8800\8878a.lgi GeoSoils,lnc. W.O. 8878-A-SC November 22, 2024 Page 28 APPENDIX A REFERENCES Geo Soi ls, Inc. APPENDIX A REFERENCES American Concrete Institute, 2022, Building code requirements for structural concrete (ACI 318-19[22]): reported by ACI Committee 318, reapproved September. __ , 2019, Building code requirements for structural concrete (ACI 318-19), commentary on building code requirements for structural concrete (ACI 318-19): reported by the ACI Committee 318, dated August. __ , 2015, Guide to concrete floor and slab construction (ACI 318-15): reported by ACI Committee 302, dated June. American Society for Testing and Materials (ASTM), 1998, Standard practice for installation of water vapor retarder used in contact with ea rth or granular fill under concrete slabs, Designation: E 1643-98 (Reapproved 2005). __ , 1997, Standard specification for plastic water vapor retarders used in contact with soil or granular fill under concrete slabs, Designation: E 17 45-97 (Reapproved 2004). American Society of Civil Engineers, 2014, Supplement No. 2, Minimum design loads for buildings and other structures, ASCE Standard ASCE/SEI 7-10, dated September 18. __ , 2013a, Expanded seismic commentary, minimum design loads for buildings and other structures, ASCE Standard ASCE/SE I 7-10 (included in third printing). __ , 2013b, Errata No. 2, minimum design loads for buildings and other structures, ASCE Standard ASCE/SEI 7-10, dated March 31. __ , 2013c, Supplement No. 1, minimum design loads for buildings and other structures, ASCE Standard ASCE/SEI 7-10, dated March 31. Benton Engineering, Inc., 1970, Project No. 69-11-13D (L5547), Final Report on Compacted Fill Ground, La Costa South Unit No. 4, San Diego County, California, dated February 24. Blake, Thomas F., 2000, EQFAULT, A computer program for the estimation of peak horizontal acceleration from 3-D fault sources; Windows 95/98 version. California Building Standards Commission, 2022, California Building Code, California Code of Regulation s, Title 24, Part 2, Volumes 1 and 2, based on the 2021 International Building Code, effective January 1, 2023. GeoSoils,lnc. California Department of Transportation (Caltrans), 2003, Corrosion Guidelines, Version 1.0, Division of Engineering Services, Materials Engineering and Testing Services, Corrosion Technology Branch , dated September. California Geological Survey, 2018, Earthquake fault zones, a guide for government agencies, property owners/developers, and geoscience practitioners for assessing fault rupture hazards in Californ ia, CGS Special Publication 42. California Office of Statewide Health Planning and Development (OS HPD), 2024, Seismic design maps, https://seismicmaps.org/. Cao, T., Bryant, W.A., Rowshandel, B., Branum, D., and Willis, C.J., 2003, The revised 2002 California probabilistic seismic hazard maps, dated June, http://www.conversation.ca. gov /cg s/rgh m/psha/fa u lt_pa rameters/pdf /docu ments/20 02_ca_hazardmaps.pdf. Full Perspective, 2023, An Accessory Dwelling Unit For, The Veit Residence, 2754 Levante St., Carlsbad, CA 92009, Assessor's Parcel No. 216-220-18, 14 sheets, various scales, dated July 21. Kanare, H.M., 2005, Concrete floors and moisture, Engineering Bulletin 119, Portland Cement Association. Rick Engineering Company, 1969, Grading Plans for: La Costa-South, Unit No. 4, Grading Permit No. L-5597, 3 sheets, dated November 18. Sowers and Sowers, 1979, Unified soil classifi cation system (After U. S. Waterways Experiment Station and ASTM 02487-667) in Introductory soil mechanics, New York. State of California, 2024, Civil Code, Sections 895 et seq. Ms. Brooke Veit File:e:\wp21 \pro\8800\8878a. lgi GeoSoils,lnc. Appendix A Page 2 APPENDIXB HAND-AUGER BORING AND TEST PIT LOGS UNIFIED SOIL CLASSIFICATION SYSTEM CONSISTENCY OR RELATIVE DENSITY Major Divisions Group Typical Names CRITERIA Symbols GW Well-graded gravels and gravel- Q) C .!!!. sand mixtures, little or no fines Standard Penetration Test > "' Q) Q) -C 'iii Q) > -"' Poorly graded gravels and Penetration Q) 0 ov u ~ > ~ ·u o c:, GP gravel-sand mixtures, little or no Resistance N Relative Q) V) 'iii Qi E "'z fines (blows/ft) Density 0 > .t= 0 co .... a>c N C, O v, 0 Silty gravels gravel-sand-silt V) ' cf!. :a~ <ii ..c GM 0-4 Very loose = 0 oz 0 0 c mixtures Cl) C I!') 0 'iii ~~ 'O 0 '§ & ~ 4 -10 Loose ~ 'O Clayey gravels, gravel-sand-clay ·-Q) GC ~-~ mixtures 10-30 Medium c:, "' ~~ Well-graded sands and gravelly 30-50 Dense <O * SW sands, little or no fines oO 0 Q) C v, u I!') C a, "' 'O C Q) C > 50 Very dense -,Ii, 0 ·--Ill "' UC/l -5 b ·="' Poorly graded sands and v, I!') l;j V SP Q) "Oc,l:o gravelly sands, little or no fines 0 ~ "' Q) z ~ Cl) £ ~ V) SM Silty sands, sand-silt mixtures Q) "' Q) ~ 0 V) ~ .c (/) ~ 0 V) "' C::: ~ a. ~ 3: u:: Clayey sands, sand-clay SC mixtures Inorganic silts, very fine sands, Standard Penetration Test ML rock flour, silty or clayey fine sands V) Q) ~-~ ~ Unconfined > u~.21 Inorganic clays of low to Penetration Compressive Q) -g ~ 0 medium plasticity, gravelly clays, 'iii CL Resistance N Strength 8 Ill 5-al! sandy clays, silty clays, lean (blows/ft) Consistenci'. (tons/ff) v, N ~::Jg clays '5 ' Cl) (/)~ Organic silts and organic silty <2 Very Soft <0.25 'O V) Q) Q) OL clays of low plasticity C V) 'iii V) 2 -4 Soft 0.25 -.050 (5 "' a. cb Q) Inorganic silts, micaceous or C 0 MH diatomaceous fine sands or silts, 4 -8 Medium 0.50 -1.00 u:: E V) al! >, 0 elastic silts 0 "' .'t::: LI) 8 -15 Stiff 1.00 -2.00 -;fl. u~ ~ Inorganic clays of high plasticity, 0 -0 'O .c I!') C ·--CH 15 -30 Very Stiff Ill::,~ fat clays 2.00 -4.00 O' Q) ~ ::J co ·-Q) en ~ >30 Hard >4.00 C) Organic clays of medium to high OH plasticity Highly Organic Soils PT Peat, mucic, and other highly organic soils 3" 3/4" #4 #10 #40 #200 U.S. Standard Sieve Unified Soil Gravel Sand Silt or Clay Classification Cobbles I I I coarse fine coarse medium fine MOISTURE CONDITIONS MATERIAL QUANTITY OTHER SYMBOLS Dry Absence of moisture: dusty, dry to the touch trace 0 -5 % C Core Sample Slightly Moist Below optimum moisture content for compaction few 5-10 % s SPT Sample Moist Near optimum moisture content little 10 -25 % B Bulk Sample Very Moist Above optimum moisture content some 25 -45 % . . Groundwater - Wet Visible free water; below water table Qp Pocket Penetrometer BASIC LOG FORMAT: Group name, Group symbol, (grain size), color, moisture, consistency or relative density. Additional comments: odor, presence of roots, mica, gypsum, coarse grained particles, etc. EXAMPLE: Sand (SP), fine to medium grained, brown, moist, loose, trace silt, little fine gravel, few cobbles up to 4" in size, some hair roots and rootlets. File:Mgr: c;\SoilClassif.wpd PLATE B-1 GeoSoils, Inc. PROJECT: Brooke Veit 2754 Levante St, Carlsbad, CA Sample 0 'O .0 (I) E ~ .0 u: >, :5 (/) .c ii <il (/) C. ~ (.) =' 'O (I) :::, C 0 (/) Cl a) ::::> ffi ::::> 0 SM [X SP 5- 10 - 15- 20- 25- 30- 1!11"'.l Standard Penetration Test I Undisturbed, Rina Sample u .e, ~ l ~ "" C :::, ::::> u5 ~ ·o Cl ~ 3.2 l C 0 ~ :5 <ii (/) BORING LOG W.O. 8878-A-SC BORING __ ...:.H.::..A.:...-1'----SHEET 1 OF 1 DATE EXCAVATED 10/3/24 LOGGED BY: DRE APPROX ELEV.: ___ _ SAMPLE METHOD: :..;H=anc:.::d:..:.A.:.=u:.,.;ge::.:..r _________________ _ Material Description lil'lilf ARTIFICIAL FILL UNDOCUMENTED: !.\!1!.\ @ 0', SIL TY SAND, light brown to grayish brown, damp to moist, loose to f)lf.\ medium dense· brick rootlets chaotic oorous. i:ii/ SANTIAGO FORMATION: @ 1 ', Medium to fine SANDSTONE, light olive gray to yellowish gray, moist, very dense; subhorizontal bedding, well cemented. @ 2½', Dusky red bed grades to yellowish brown, approximately 3" thick then back to light olive gray as per 1'. (ro 3' Practical Refusal Total Depth= 3' No seepage No caving Backfilled 10/3/24 GeoSoils, Inc. ~ Groundwater o Seeoaoe PLATE B-2 GeoSoils, Inc. PROJECT: Brooke Veit 2754 Levante St, Carlsbad, CA Sample 'ti' 0 .e, 'O .J::J ~ l Q) I ~ .J::J :i U: .t: e! ,5 iii ill (/) C: :, :::, iii C. =!a 'i5 ~ (.) Q) :, C: .!2 (/) i!' ·5 0 CD :::, CD :::, 0 ::E u X SM SP 15.3 ~ 0 C: ~ "' :i cv (/) BORING LOG W. 0. 8878-A-SC BORING ___ H_A_-2 ___ SHEET _1 _ OF 1 DATE EXCAVATED 10/3/24 LOGGED BY: DRE APPROX ELEV.: ---- SAMPLE METHOD: _H_an_d_A_u~ge_r _________________ _ Material Description !IHI ARTIFICIAL FILL -UNDOCUMENTED: :?,\ @ O', SIL TY SAND, brown to yellowish brown, moist, loose to medium U/ dense· roots chaotic ovc oioe oorous. .X i.Vi.\ SANTIAGO FORMATION: --+--t----+---+---+--+---+""''=;"""'' @ 1', SANDSTONE, light oliveish gray, moist, very dense. 5- 10- 15- 20- 25- 30- 11!'.1 Standard Penetration Test I Undisturbed, Rina Sample I @ 3', Dusky red and reddish brown marker bed, approximately 3" else per 1' (then returns to qrayish olive). Total Depth = 3½' No seepage No caving Backfilled 10/3/24 GeoSoils, Inc. ,;,-Groundwater Q Seepage PLATE B-3 l'I G~ GeoSoils,lnc. TEST ELEV. DEPTH PITNO. (ft.) {ft.) TP-1 0-1 1-3 W.O. 8878-A-SC Ms. Viet Brooke 2754 Levante St., Carlsbad Logged By: DRE October 03,2024 LOG OF EXPLORATORY TEST PITS GROUP SAMPLE MOISTURE FIELD DRY DEPTH DENSITY DESCRIPTION SYMBOL (ft.) (%) (pcf) SM SANTIAGO FORMATION: SILTY SAND, light brownish gray to light yellowish gray, damp, loose to medium dense; weathered to colluvium, abundant roots, reddish brown oxidation stains, porous. SP BLK@ 1-3 @1' -SANDSTONE, light olive gray with some yellowish gray staining, damp, very dense; sub horizontal bedding (-1"-4" thick beds where observed) strike/dip (111°/6° SSW, 127°/5°SW, 123°/4° SSW) joints (1 85° /88° W), (1 oo•, 88° S), sparse roots in joints near surface. BLK = Bulk Sample @ 3' -Hand-auger terminated at equipment depth No caving, no seepage. Backfilled 10/03/24. Plate B-4 APPENDIXC LABORATORY DATA GeoSoils,lnc. ,. GSi GeoSoils.lnc. 1817 Aston Ave., Suite 104, Carlsbad CA 92008 Phone(760)438-3155 CORROSION REPORT SUMMARY Project No: 8878-A-SC Project Name: Brooke Viet Report Date: October 18, 2024 pH Minimum Resistivity Sulfate Content Chloride Content SAMPLE ID (H+) (wt%) (ohm/cm) HA-1, 1.5-3.0ft 4.6 700 0.035 Sample testing in accordance wit h: pH -CTM 643, Resistivity -CTM 643 Sulfate -CTM 417, Chloride -CTM 422 Remarks: ------------------------ (mg/kg) 180 APPENDIXD GENERAL EARTHWORK, GRADING GUIDELINES AND PRELIMINARY CRITERIA GeoSoils,lnc. GENERAL EARTHWORK, GRADING GUIDELINES, AND PRELIMINARY CRITERIA General These guidelines present general procedures and requirements for earthwork and grading as shown on the approved grading plans, includin g preparation of areas to be filled, placement of fill, installation of subdrains, excavations, and appurtenant structures or flatwork. The recommendations contained in the geotechnical report are part of these earthwork and grading guidelines and would supersede the provisions contained hereafter in the case of conflict. Evaluations performed by the consultant during the course of grading may result in new or revised recommendations which could supersede these guidelines or the recommendations contained in the geotechnical report. Generalized details follow this text. The contractor is responsible for the satisfactory completion of all earthwork in accordance with provisions of the project plans and specifications and latest adopted Code. In the case of conflict, the most onerous provisions shall prevail. The project geotechnical engineer and engineering geologist (geotechnical consultant), and/or their representatives, should provide observation and testing services, and geotechnical consultation during the duration of the project. EARTHWORK OBSERVATIONS AND TESTING Geotechnical Consultant Prior to the commencement of grading, a qualified geotechnical consultant (soil engineer and engineering geologist) should be employed for the purpose of observing earthwork procedures and testing the fills for general conformance with the recommendations of the geotechnical report(s), the approved grading plans, and applicable grading codes and ordinances. The geotechnical consultant should provide testing and observation so that an evaluation may be made that the work is being accomplished as specified. It is the responsibility of the contractor to assist the consultants and keep them apprised of anticipated work schedules and changes, so that they may schedule their personnel accordingly. All remedial removals, clean-outs, prepared ground to receive fill, key excavations, and subdrain installation should be observed and documented by the geotechnical consultant prior to placing any fill. It is the contractor's responsibility to notify the geotechnical consultant when such areas are ready for observation. Laboratory and Field Tests Maximum dry density tests to determine the degree of compaction should be performed in accordance with American Standard Testi ng Materia ls test method ASTM designation 0- Ms. Brooke Veit File:e:\wp21\pro\8800\8878a.lgi GeoSoils,lnc. Appendix D Page 1 1557. Random or representative field compaction tests should be performed in accordance with test methods ASTM designation 0-1556, 0-2937 or 0-2922, and 0-3017, at intervals of approximately ±2 feet of fill height or approximately every 1,000 cubic yards placed. These criteria would vary depending on the soil conditions and the size of the project. The location and frequency of testing would be at the discretion of the geotechnical consultant. Contractor's Responsibility All clearing, site preparation, and earthwork performed on the project should be conducted by the contractor, with observation by a geotechnical consultant, and staged approval by the governing agencies, as applicable. It is the contractor's responsibility to prepare the ground surface to receive the fill, to the satisfaction of the geotechnical consultant, and to place, spread, moisture condition, mix, and compact the fill in accordance with the recommendations of the geotechnical consultant. The contractor should also remove all non-earth material considered unsatisfactory by the geotechnical consultant. Notwithstanding the services provided by the geotechnical consultant, it is the sole responsibility of the contractor to provide adequate equipment and methods to accomplish the earthwork in strict accordance with applicable grading guidelines, latest adopted Code or agency ordinances, geotechnical report(s), and approved grading plans. Sufficient watering apparatus and compaction equipment should be provided by the contractor with due consideration for the fill material, rate of placement, and climatic conditions. If, in the opinion of the geotechnical consultant, unsatisfactory conditions such as questionable weather, excessive oversized rock or deleterious material, insufficient support equ ipment, etc., are resulting in a quality of work that is not acceptable, the consultant will inform the contractor, and the contractor is expected to rectify the conditions, and if necessary, stop work until conditions are satisfactory. During construction, the contractor shall properly grade all surfaces to maintain good drainage and prevent ponding of water. The contractor shall take remedial measures to control surface water and to prevent erosion of graded areas until such time as permanent drainage and erosion control measures have been installed. SITE PREPARATION All major vegetation, including brush, trees, thick grasses, organic debris, and other deleterious material, should be removed and disposed of off-site. These removals must be concluded prior to placing fill. In-place existing fill, soil, alluvium, colluvium, or rock materials, as evaluated by the geotechnical consultant as being unsuitable, should be removed prior to any fill placement. Depending upon the soil conditions, these materials may be reused as compacted fills. Any materials incorporated as part of the compacted fills should be approved by the geotechnical consultant. Ms. Brooke Veit File:e:\wp21\pro\8800\8878a.lgi GeoSoils,lnc. Appendix D Page 2 Any underground structures such as cesspools, cisterns, mining shafts, tunnels, septic tanks, wells, pipelines, or other structures not located prior to grading, are to be removed or treated in a manner recommended by the geotechnical consultant. Soft, dry, spongy, highly fractured, or otherwise unsuitable ground, extending to such a depth that surface processing cannot adequately improve the condition, shou ld be overexcavated down to firm ground and approved by the geotechnical consultant before compaction and filling operations continue. Overexcavated and processed soils, which have been properly mixed and moisture conditioned, should be re-compacted to the minimum relative compaction as specified in these guidelines. Existing ground, which is determined to be satisfactory for support of the fills, should be scarified (ripped) to a minimum depth of 6 to 8 inches, or as directed by the geotechnical consultant. After the scarified ground is brought to optimum moisture content, or greater and mixed, the materials should be compacted as specified herein. If the scarified zone is greater than 6 to 8 inches in depth, it may be necessary to remove the excess and place the material in lifts restricted to about 6 to 8 inches in compacted thickness. Existing ground which is not satisfactory to support compacted fill should be overexcavated as required in the geotechnical report, or by the on-site geotechnical consultant. Scarification, disc harrowing, or other acceptable forms of mixing should continue until the soils are broken down and free of large lumps or clods, until the working surface is reasonably uniform and free from ruts, hollows, hummocks, mounds, or other uneven features, which wou ld inhibit compaction as described previously. Where fills are to be placed on ground with slopes steeper than 5:1 (horizontal to vertical [h:v]), the ground should be stepped or benched. The lowest bench, which will act as a key, should be a minimum of 15 feet wide and should be at least 2 feet deep into firm material, and approved by the geotechnical consultant. In fill-over-cut slope conditions, the recommended minimum width of the lowest bench or key is also 15 feet, with the key founded on firm material, as designated by the geotechnical consultant. As a general rule, unless specifically recommended otherwise by the geotechnical consultant, the minimum width of fi ll keys should be equal to ½ the height of the slope. Standard benching is generally 4 feet (minimum) vertically, exposing firm, acceptable material. Benching may be used to remove unsuitable materials, although it is understood that the ve rtical height of the bench may exceed 4 feet. Pre-stripping may be considered for unsuitable materials in excess of 4 feet in thickness. All areas to receive fill, including processed areas, removal areas, and the toes of fill benches, should be observed and approved by the geotechnical consultant prior to placement of fill. Fills may then be properly placed and compacted until design grades (elevations) are attained. Ms. Brooke Veit File:e:\wp21 \pro\8800\8878a. lgi GeoSoils,lnc. Appendix D Page 3 COMPACTED FILLS Any earth materials imported or excavated on the property may be utilized in the fill provided that each material has been evaluated to be suitable by the geotechnical consultant. These materials should be free of roots, tree branches, other organic matter, or other deleterious materials. All unsuitable materials should be removed from the fill as directed by the geotechnical consultant. Soils of poor gradation, undesirable expansion potential, or substandard strength characteristics may be designated by the consultant as unsuitable and may require blending with other soils to serve as a satisfactory fill material. Fill materials derived from benching operations should be dispersed throughout the fill area and blended with other approved material. Benching operations should not result in the benched material being placed only within a single equipment width away from the fill/bedrock contact. Oversized materials defined as rock, or other irreducible materials, with a maximum dimension greater than 12 inches, should not be buried or placed in fills unless the location of materials and disposal methods are specifically approved by the geotechnical consultant. Oversized material should be taken offsite, or placed in accordance with recommendations of the geotechnical consultant in areas designated as suitable for rock disposal. GSI anticipates that soils to be utilized as fill material for the subject project may contain some rock. Appropriately, the need for rock disposal may be necessary during grading operations on the site. From a geotechnical standpoint, the depth of any rocks, rock fills, or rock blankets, should be a sufficient distance from finish grade. This depth is generally the same as any overexcavation due to cut-fill transitions in hard rock areas, and generally facilitates the excavation of structural footings and substructures. Should deeper excavations be proposed (i.e., deepened footings, utility trenching , swimming pools, spas, etc.), the developer may consider increasing the hold-down depth of any rocky fills to be placed, as appropriate. In addition, some agencies/jurisdictions mandate a specific hold-down depth for oversize materials placed in fills. The hold-down depth, and potential to encounter oversize rock, both within fills, and occurring in cut or natural areas, would need to be disclosed to all interested/affected parties. Once approved by the governing agency, the hold-down depth for oversized rock (i.e., greater than 12 inches) in fills on this project is provided as 10 feet, unless specified differently in the text of this report. The governing agency may require that these materials need to be deeper, crushed, or reduced to less than 12 inches in maximum dimension, at their discretion . To facilitate future trenching, rock (or oversized material), should not be placed within the hold-down depth feet from finish grade, the range of foundation excavations, future utilities, or underground construction unless specifically approved by the governing agency, the geotechnical consultant, and/or the developer's representative. If import material is required for grading, representative samples of the materials to be utilized as compacted fill should be analyzed in the laboratory by the geotechnical consultant to evaluate it's physical properties and suitability for use onsite. Such testing Ms. Brooke Veit File:e:\wp21 \pro\8800\8878a. lgi Geo Soils, Inc. Appendix D Page 4 should be performed three (3) days prior to importation . If any material other than that previously tested is encountered during grading, an appropriate analysis of this material should be conducted by the geotechnical consultant as soon as possible. Approved fi ll material should be placed in areas prepared to receive fi ll in near horizontal layers, that when compacted, should not exceed about 6 to 8 inches in thickness. The geotechnical consultant may approve thick lifts if testing indicates the grading procedures are such that adequate compaction is being achieved with lifts of greater thickness. Each layer should be spread evenly and blended to attain uniform ity of material and moisture suitable for compaction. Fill layers at a moisture content less than optimum should be watered and mixed, and wet fill layers should be aerated by scarification, or should be blended with drier material. Moisture conditioning, blending, and mixing of the fill layer should continue until the fill materials have a uniform moisture content at, or above, optimum moisture. After each layer has been evenly spread, moisture conditioned, and mixed, it should be uniformly compacted to a minimum of 90 percent of the maximum density as eva luated by ASTM test designation D 1557, or as otherwise recommended by the geotechnical consultant. Compaction equipment should be adequately sized and should be specifically designed for soil compaction, or of proven reliability to efficiently achieve the specified degree of compaction. Where tests indicate that the density of any layer of fill, or portion thereof, is below the required relative compaction, or improper moisture is in evidence, the particular layer or portion shall be re-worked until the required density and/or moisture content has been attained. No additional fil l shall be pl aced in an area until the last placed lift of fill has been tested and found to meet the density and moisture requirements, and is approved by the geotechnical consultant. In general, per the latest adopted Code, fill slopes should be designed and constructed at a gradient of 2:1 (h:v), or flatter. Compaction of slopes should be accomplished by over- building a minimum of 3 feet horizontally, and subsequently trimming back to the design slope configuration. Testing shall be performed as the fill is elevated to evaluate compaction as the fil l core is being developed. Special efforts may be necessary to attain the specified compaction in the fill slope zone. Final slope shaping should be performed by trimming and removing loose materials with appropriate equipment. A final evaluation of fill slope compaction should be based on observation and/or testing of the finished slope face. Where compacted fill slopes are designed steeper than 2:1 (h:v), prior approval from the governing agency, specific material types, a higher minimum relative compaction, special reinforcement, and special grading procedures wi ll be recommended. If an alternative to over-building and cutting back the compacted fill slopes is selected, then special effort should be made to achieve the required compaction in the outer 10 feet of each lift of fi ll by undertaking the following: Ms. Brooke Veit File:e:\wp21\pro\8800\8878a.lgi Geo Soils, Inc. Appendix D Page 5 1. An extra piece of equipment consisti ng of a heavy, short-shanked sheepsfoot should be used to roll (horizontal) parallel to the slopes continuously as fill is placed. The sheepsfoot roller should also be used to roll perpendicular to the slopes, and extend out over the slope to provide adequate compaction to the face of the slope. 2. Loose fill should not be spilled out ove r the face of the slope as each lift is compacted. Any loose fill spilled over a previously completed slope face should be trimmed off or be subject to re-rolling. 3. Field compaction tests will be made in the outer (horizontal) ±2 to ±8 feet of the slope at appropriate vertical intervals, subsequent to compaction operations. 4. After completion of the slope, the slope face should be shaped with a small tractor and then re-rolled with a sheepsfoot to achieve compaction to near the slope face. Subsequent to testing to evaluate compaction, the slopes should be grid-rolled to achieve compaction to the slope face. Final testi ng should be used to evaluate compaction after grid rolling. 5. Where testing indicates less than adequate compaction, the contractor will be responsible to rip, water, mix, and recompact the slope material as necessary to achieve compaction. Additional testing should be performed to evaluate compaction. SUBDRAIN INSTALLATION Subdrains should be installed in approved ground in accordance with the approximate alignment and details indicated by the geotechnical consultant. Subdrain locations or materials should not be changed or modified without approval of the geotechnical consultant. The geotechn ical consultant may recommend and direct changes in subdrain line, grade, and drain material in the field, pending exposed conditions. The location of constructed subdrains, especially the outlets, should be recorded/surveyed by the project civil engineer. Drainage at the subdrain outlets should be provided by the project civil engineer. EXCAVATIONS Excavations and cut slopes should be examined during grading by the geotechnical consultant. If directed by the geotechnical consultant, further excavations or overexcavation and refilling of cut areas should be performed, and/or remedial grading of cut slopes should be performed. When fill-over-cut slopes are to be graded, unless otherwise approved, the cut portion of the slope should be observed by the geotechnical consultant prior to placement of materials for construction of the fill portion of the slope. Ms. Brooke Veit File:e:\wp21\pro\8800\8878a.lgi GeoSoils,lnc. Appendix D Page 6 The geotechnical consultant should observe al l cut slopes, and should be notified by the contractor when excavation of cut slopes commence. If, during the course of grading, unforeseen adverse or potentially adverse geologic conditions are encountered, the geotechnical consultant should investigate, evaluate, and make appropriate recommendations for mitigation of these conditions. The need for cut slope buttressing or stabilizing should be based on in-grading evaluation by the geotechnical consultant, whether anticipated or not. Unless otherwise specified in geotechnical and geological report(s), no cut slopes should be excavated higher or steeper than that allowed by the ordinances of controlling governmental agencies. Additionally, short-term stability of temporary cut slopes is the contractor's responsibility. Erosion control and drainage devices should be designed by the project civil engineer and should be constructed in compliance with the ordinances of the controlling governmental agencies, and/or in accordance with the recommendations of the geotechnical consultant. COMPLETION Observation, testing, and consultation by the geotechnical consultant should be conducted during the grading operations in order to state an opinion that all cut and fil l areas are graded in accordance with the approved project specifications. After completion of grading, and after the geotechnical consultant has finished observations of the work, final reports should be submitted, and may be subject to review by the controlling governmental agencies. No further excavation or filling should be undertaken without prior notification of the geotechnical consultant or approved plans. All finished cut and fil l slopes should be protected from erosion and/or be planted in accordance with the project specifications and/or as recommended by a landscape architect. Such protection and/or planning should be undertaken as soon as practical after completion of grading. PRELIMINARY OUTDOOR POOUSPA DESIGN RECOMMENDATIONS The following preliminary recommen dations are provided for consideration in pool/spa design and planning. Actual recommendations should be provided by a qualified geotechnical consultant, based on site specific geotechnical conditions, including a subsurface investigation, differential settlement potential, expansive and corrosive soil potential, proximity of the proposed pool/spa to any slopes with regard to slope creep and lateral fill extension, as well as slope setbacks per Code, and geometry of the proposed improvements. Recommendations for pools/spas and/or deck flatwork underlain by Ms. Brooke Veit File:e:\wp21\pro\8800\8878a.lgi GeoSoils,lnc. Appendix D Page 7 expansive soils, or for areas with differential settlement greater than ¼-inch over 40 feet horizontally, will be more onerous than the preliminary recommendations presented below. The 1: 1 (h:v) influence zone of any nearby retain ing wall site structures should be delineated on the project civil drawings with th e pool/spa. This 1: 1 (h:v) zone is defined as a plane up from th e lower-most heel of the retaining structure, to the daylight grade of the nearby building pad or slope. If pools/spas or associated pool/spa improvements are constructed within this zone, they should be re -positioned (horizontally or vertically) so that they are supported by earth materials that are outside or below this 1 :1 plane. If this is not possible given the area of the building pad, the owner should consider eliminating these improvements or allow for increased potential for lateral/vertical deformations and associated distress that may render these improvements unusable in the future, unless they are periodically repai red and maintained. The conditions and recommendations presented herein should be disclosed to all homeowners and any interested/affected parties. General 1 . The equivalent fluid pressure to be used for the pool/spa design should be 60 pounds per cubic foot (pcf) for pool/spa walls with level backfill, and 75 pcf for a 2:1 sloped backfill condition. In addition, backdrains should be provided beh ind pool/spa walls subjacent to slopes. 2. Pass ive earth pressure may be computed as an equivalent fluid having a density of 150 pcf, to a maximum lateral earth pressure of 1,000 pounds per square foot (psf). 3. An allowable coefficient of friction between soil and concrete of 0.30 may be used with the dead load forces. 4. When combi ning passive pressure and frictional resistance, the passive pressure component should be reduced by one-third. 5. Where pools/spa s are planned near structures, appropriate surcharge loads need to be incorporated into design and construction by the pool/spa designer. This includes, but is not limited to landscape berms, decorative walls, footings, built-in barbeques, utility poles, etc. 6. All pool/spa walls should be designed as "free standing" and be capable of supporting the water in the pool/spa without soil support. The sha pe of pool/spa in cross section and plan view may affect the performance of the pool, from a geotechnical standpoint. Pools and spas should also be designed in accordance with the latest adopted Code. Minimally, the bottoms of the pools/spas, should maintain a distance H/3 , where H is the height of the slope (in feet), from the slope face. This distance should not be less than 7 feet, nor need not be greater than 40 feet. Ms. Brooke Veit File:e:\wp21\pro\8800\8878a.lgi Geo Soi ls, Inc. Appendix D Page 8 7. The soil beneath the pool/spa bottom should be uniformly moist with the same stiffness throughout. If a fill/cut transition occurs beneath the pool/spa bottom, the cut portion should be overexcavated to a minimum depth of 48 inches, and replaced with compacted fill, such that there is a uniform blanket that is a minimum of 48 inches below the pool/spa shell. If very low expansive soi l is used for fill, the fill should be placed at a minimum of 95 percent rel ative compaction, at optimum moisture conditions. This requirement should be 90 percent relative compaction at over optimum moisture if the pool/spa is constructed within or near expansive soils. The potential for grading and/or re-grading of the pool/spa bottom, and attendant potential for shoring and/or slot excavation, needs to be considered during all aspects of pool/spa planning, design, and construction. 8. If the pool/spa is founded entirely in compacted fill placed during rough grading, the deepest portion of the pool/spa should correspond with the thickest fill on the lot. 9. Hydrostatic pressure relief valves should be incorporated into the pool and spa designs. A pool/spa under-drain system is also recommended, where feasible, with an appropriate outlet for discharge. 10. All fittings and pipe joints, particularly fittings in the side of the pool or spa, should be properly sea led to prevent water from leaking into the adjacent soils materials, and be fitted with slip or expandible joints between connections transecting varying soil conditions. 11. An elastic expansion joint (flexible waterproof sea lant) should be installed to prevent water from seeping into the soil at all deck joints. 12. A reinforced grade beam should be placed around skimmer inlets to provide support and mitigate cracking around the ski mmer face. 13. In order to reduce unsightly cracking, deck slabs should minimally be 4 inches thick, and reinforced with No. 3 reinforcing bars at 18 inches on-center. All slab reinforcement should be supported to ensure proper mid-slab positioning during the placement of concrete. Wire mesh reinforcing is specifically not recommended. Deck slabs should not be tied to the pool/spa structure. Pre-moistening and/or pre- soaking of the slab subgrade is recommended , to a depth of 12 inches (optimum moisture content), or 18 inches (120 percent of the soil's optimum moisture content, or 3 percent over optimum moisture content, whichever is greater), for very low to low, and medium expansive soils, respectively. This moisture content should be maintained in the subgrade soils during concrete placement to promote uniform curing of the concrete and minimize the development of unsightly shrinkage cracks. Slab underlayment should consist of a 1-to 2-inch leveling course of sand (S.E.>30) and a minimum of 4 to 6 inches of Class 2 base compacted to 90 percent. Deck slabs within the H/3 zone, where H is the height of the slope (in feet), will have an increased potential for distress relative to other areas outside of the H/3 zone. If Ms. Brooke Veit File:e:\wp21\pro\8800\8878a.lgi GeoSoils,lnc. Appendix D Page 9 distress is undesirable, improvements, deck slabs or flatwork should not be constructed closer than H/3 or 7 feet (whichever is greater) from the slope face, in order to reduce, but not eliminate, this potential. 14. Pool/spa bottom or deck slabs should be founded entirely on competent bedrock, or properly compacted fill. Fill should be compacted to achieve a minimum 90 percent relative compaction, as discussed above. Prior to pouring concrete, subgrade soils below the pool/spa decking should be throughly watered to achi eve a moisture content that is at least 2 percent above optimum moisture content, to a depth of at least 18 inches below the bottom of slabs. This moisture content should be maintained in the subgrade soils during concrete placement to promote uniform curing of the concrete and minimize the development of unsightly shrinkage cracks. 15. In order to reduce unsightly cracking, the outer edges of pool/spa decking to be bordered by landscaping, and the edges immediately adjacent to the pool/spa, should be underlain by an 8-inch wide concrete cutoff shoulder (thickened edge) extending to a depth of at least 12 inches below the bottoms of the slabs to mitigate excessive infiltration of water under the pool/spa deck. These thickened edges should be reinforced with two No. 4 bars, one at the top and one at the bottom. Deck slabs may be minimally reinforced with No. 3 reinforcing bars placed at 18 inches on-center, in both directions. All slab reinforcement should be supported on chairs to ensure proper mid-slab positioning during the placement of concrete. 16. Surface and shrinkage cracking of the finish slab may be reduced if a low slump and water-cement ratio are maintained during concrete placement. Concrete utilized shou ld have a minimum compressive strength of 4,000 psi. Excessive water added to concrete prior to placement is likely to cause shrinkage cracking, and should be avoided. Some concrete shrinkage cracking, however, is unavoidable. 17. Joint and sawcut locations for the pool/spa deck should be determined by the design engineer and/or contractor. However, spacings should not exceed 6 feet on center. 18. Considering the nature of the onsite earth materials, it should be anticipated that caving or sloughing could be a factor in subsurface excavations and trenching. Shoring or excavating the trench walls/backcuts at the angle of repose (typically 25 to 45 degrees), should be anticipated. All excavations should be observed by a representative of the geotechnical consultant, including the project geologist and/or geotechnical engineer, prior to workers entering the excavation or trench, and minimally conform to Cal/OSHA ("Type C" soils may be assumed), state, and local safety codes. Should adverse conditions exist, appropriate recommendations should be offered at that time by the geotechnical consultant. GS I does not consult in the area of safety engineering and the safety of the construction crew is the responsibility of the pool/spa builder. Ms. Brooke Veit File:e:\wp21\pro\8800\8878a.lgi GeoSoils,lnc. Appendix D Page 10 19. It is imperative that adequate provisions for surface drainage are incorporated by the homeowners into their overall improvement scheme. Ponding water, ground saturation and flow over slope faces, are all situations which must be avoided to enhance long term performance of the pool/spa and associated improvements, and reduce the likelihood of distress. 20. Regardless of the methods employed, once the pool/spa is filled with water, should it be emptied, there exists some potential that if emptied, significant distress may occur. Accordingly, once filled, the pool/spa should not be emptied unless evaluated by the geotechnical consultant and the pool/spa builder. 21. For pools/spas built within (all or part) of the Code setback and/or geotechnical setback, as indicated in the site geotechnical documents, special foundations are recommended to mitigate the affects of creep, lateral fill extension, expansive soils and settlement on the proposed pool/spa. Most municipalities or County reviewers do not consider these effects in pool/spa plan approvals. As such, where pools/spas are proposed on 20 feet or more of fill, medium or highly expansive soils, or rock fill with limited "cap soils" and built within Code setbacks, or within the influence of the creep zone, or lateral fill extension, the following should be considered during design and construction: OPTION A: Shallow foundations with or without overexcavation of the pool/spa "shell," such that the pool/spa is surrounded by 5 feet of very low to low expansive soils (without irreducible particles greater that 6 inches), and the pool/spa walls closer to the slope(s) are designed to be free standing. GSI recommends a pool/spa under-drain or blanket system (see attached Typical Pool/Spa Detail). The pool/spa builders and owner in this optional construction technique should be generally satisfied with pool/spa performance under this scenario; however, some settlement, tilting, cracking, and leakage of the pool/spa is likely over the life of the project. OPTION B: Pier supported pool/spa foundations with or without overexcavation of the pool/spa shell such that the pool/spa is surrounded by 5 feet of very low to low expansive soils (without irreducible particles greater than 6 inches), and the pool/spa walls closer to the slope(s) are designed to be free standing. The need for a pool/spa under-drain system may be installed for leak detection purposes. Piers that support the pool/spa should be a minimum of 12 inches in diameter and at a spacing to provide vertical and lateral support of the pool/spa, in accordance with the pool/spa designers recommendations current applicable Codes. The pool/spa builder and owner in this second scenario construction technique should be more satisfied with pool/spa performance. This construction will reduce settlement and creep effects on the pool/spa; however, it will not eliminate these potentials, nor make the pool/spa "leak-free." 22. The temperature of the water lines for spas and pools may affect the corrosion properties of site soils, thus, a corrosion specialist should be retained to review all Ms. Brooke Veit File:e:\wp21\pro\8800\8878a.lgi GeoSoils,lnc. Appendix D Page 11 spa and pool plans, and provide mitigative recommendations, as warranted. Concrete mix design should be reviewed by a qualified corrosion consultant and materials engineer. 23. All pool/spa utility trenches should be compacted to 90 percent of the laboratory standard, under the full-time observation and testing of a qualified geotechnical consultant. Utility trench bottoms should be sloped away from the primary structure on the property (typically the residence). 24. Pool and spa utility lines should not cross th e primary structure's utility lines (i.e., not stacked, or sharing of trenches, etc.). 25. The pool/spa or associated utilities should not intercept, interrupt, or otherwise adversely impact any area drain, roof drain, or other drainage conveyances. If it is necessary to modify, move, or disrupt existing area drains, subdrains, or tightlines, then the design civil engineer should be consulted, and mitigative measures provided. Such measures should be further reviewed and approved by the geotechnical consultant, prior to proceeding with any further construction. 26. The geotechnical consultant should review and approve all aspects of pool/spa and flatwork design prior to construction. A design civil engineer should review all aspects of such design, including drainage and setback conditions. Prior to acceptance of the pool/spa construction, the project builder, geotechnical consultant and civil designer should evaluate the performance of the area drains and other site drainage pipes, following pool/spa construction. 27. All aspects of construction should be reviewed and approved by the geotechnical consultant, including during excavation, prior to the placement of any additional fill, prior to the placement of any reinforcement or pouring of any concrete. 28. Any changes in design or location of the pool/spa should be reviewed and approved by the geotechnical and design civil engineer prior to construction. Field adjustments should not be allowed until written approval of the proposed field changes are obtained from the geotechnical and design civil engineer. 29. Disclosure should be made to homeowners and builders, contractors, and any interested/affected parties, that pools/spas built within about 15 feet of the top of a slope, and/or H/3, where H is the height of the slope (in feet), will experience some movement or tilting. While the pool/spa shell or coping may not necessarily crack, the levelness of the pool/spa will likely tilt toward the slope, and may not be esthetically pleasing. The same is true with decking, flatwork and other improvements in this zone. 30. Failure to adhere to the above recommendations will significantly increase the potential for distress to the pool/spa, flatwork, etc. Ms. Brooke Veit File:e:\wp21\pro\8800\8878a.lgi GeoSoils,lnc. Appendix D Page 12 31. Local seismicity and/or the design earthquake will cause some distress to the pool/spa and decking or flatwork, possibly including total functional and economic loss. 32. Th e information and recommendations discussed above should be provided to any contractors and/or subcontractors, or homeowners, interested/affected parties, etc., that may perform or may be affected by such work. JOB SAFETY General At GSI, getting the job done safely is of primary concern. The following is the company's safety considerations for use by all employees on multi-employer construction sites. On- ground personnel are at highest risk of injury, an d possible fatality, on grading and construction projects. GSI recognizes that construction activities will vary on each site, and that site safety is the prime responsibility of the contractor; however, everyone must be safety conscious and responsible at all times. To achieve our goal of avo iding accidents, cooperation between the client, the contractor, and GSI personnel must be maintained. In an effort to minimize risks associated with geotechnical testing and observation, the following precautions are to be implemented for the safety of field personnel on gradin g and construction projects: Safety Meetings: GS I field personnel are directed to attend contractor's regularly scheduled and documented safety meetings. Safety Vests: Safety vests are provided for, and are to be worn by GSI personnel, at all times, when they are working in the field. Safety Flags: Two safety flags are provided to GSI field technicians; one is to be affixed to the vehicle when on site, the other is to be placed atop the spoil pile on all test pits. Flashing Lights: All vehicles stationary in the grading area shall use rotating or flashing amber beacons, or strobe lights, on the vehicle during all field testing. While operating a vehicle in the grading area, the emergency flasher on the vehicle shall be activated. In the event that the contractor's representative observes any of our personnel not fol lowing the above, we request that it be brought to the attention of our office. Ms. Brooke Veit File:e:\wp21 \pro\8800\8878a. lgi GeoSoils,lnc. Appendix D Page 13 Test Pits Location, Orientation, and Clearance The technician is responsible for selecting test pit locations. A primary concern should be the technician's safety. Efforts will be made to coordinate locations with the grading contractor's authorized representative, and to select locations following or behind the established traffic pattern, preferably outside of current traffic. The contractor's authorized representative (supervisor, grade checker, dump man, operator, etc.) should direct excavation of the pit and safety during the test period. Of paramount concern should be the soil technician's safety, and obtaining enough tests to represent the fill. Test pits should be excavated so that the spoil pile is placed away from oncoming traffic, whenever possible. The technician's vehicle is to be placed next to the test pit, opposite the spoil pile. This necessitates the fill be maintained in a driveable condition . Alternatively, the contractor may wish to park a piece of equipment in front of the test holes, particularly in small fill areas or those with limited access. A zone of non-encroachment should be established for all test pits. No grading equipment should enter this zo ne during the testing procedure. The zone should extend approximately 50 feet outward from the center of the test pit. This zone is esta blished for safety and to avoid excessive ground vibration, which typically decreases test results. When taking slope tests, the technician should park the vehicle directly above or below the test location. If this is not possible, a prominent flag should be placed at the top of the slope. The contractor's representative should effectively keep all equipment at a safe operational distance (e.g., 50 feet) away from the slope during this testing. The technician is directed to withdraw from th e active portion of the fill as soon as possible following testing. The technician's vehicle shou ld be parked at the perimeter of the fill in a highly visible location, well away from the equipment traffic pattern. The contractor should inform our personnel of all changes to haul roads, cut and fill areas or other factors that may affect site access and site safety. In the event that the technician's safety is jeopardized or compromised as a result of the contractor's failure to comply with any of the above, the technician is required, by company policy, to immediately withdraw and notify his/her supervisor. The grading contractor's representative will be contacted in an effort to affect a solution. However, in the interim, no further testing will be performed until the situation is rectified. Any fill placed can be considered unacceptable and subject to reprocessing, recompaction, or removal. In the event that the soil technician does not comply with the above or other established safety guidelines, we request that the contractor bring this to the technician's attention and notify this office. Effective communication and coordination between the contractor's representative and the soil technician is strongly encouraged in order to implement the above safety plan. Ms. Brooke Veit File:e:\wp21\pro\8800\8878a.lgi GeoSoils,lnc. Appendix D Page 14 Trench and Vertical Excavation It is the contractor's responsibility to provide safe access into trenches where compaction testing is needed. Our personnel are directed not to enter any excavation or vertical cut which: 1) is 5 feet or deeper unless shored or laid back; 2) displays any evidence of instability, has any loose rock or other debris which could fall into the trench; or 3) displays any other evidence of any unsafe conditions regardless of depth. All trench excavations or vertical cuts in excess of 5 feet deep, which any person enters, should be shored or laid back. Trench access should be provided in accordance with Cal/OSHA and/or state and local standards. Our personnel are directed not to enter any trench by being lowered or "riding down" on the equipment. If the contractor fails to provide safe access to trenches for compaction testing, our company policy requires that the soil technician withdraw and notify his/her supervisor. The contractor's representative will be contacted in an effort to affect a solution. All backfill not tested due to safety concerns or other reasons could be subject to reprocessing and/or removal. If GSI personnel become aware of anyone working beneath an unsafe trench wall or vertical excavation, we have a legal obligation to put the contractor and owner/developer on notice to immediately correct the situation. If corrective steps are not taken, GSI then has an obligation to notify Cal/OSHA and/or the proper controlling authorities. Ms. Brooke Veit File:e:\wp21 \pro\8800\8878a. lgi GeoSoils,lnc. Appendix D Page 15 TYPE A ------------, ---------- Natural grade ~ Proposed grade , .. 1/ >-->' >, \. Colluvium and alluvium (remove) ' >-: ~ 1/ \ ........,, .......... ~ :.....i--,,...........-:r.., .•• y ,· / ' ~ ,_,,.,..,...,...,.~ -:----,-~ .......... ,........~ ' ,' -.,,, ~.,.......;.,...,,......,.➔..,k, ;,.-=:=......,.~~:i'T'I":"~✓ • '' , , ✓ Typical benching ✓ ·y Bedrock or , v, approved native material See Alternate Details TYPE B ------------, ---------- Natural grade ~ Proposed grade \'/ \~ ')----' \' Colluvium and alluvium (remove ,:,:,-- \ \ \\~ ~~ __,er.....-,-~ 1/,~ ~✓, >-.\V \ '.>.-,..-.-,,~ ~----~ .......,..,.,,...._ 1/ ~ ~........,. • '\ ~~~~"""",,.,.,,...~..,,..,..,,...... Typical benching / V, ')_\\ Bedrock or " ~\ , , f,/ approved ' native material See Alternate Details Selection of alternate subdrain details, location, and extent of subdrains should be evaluated by the geotechnical consultant during grading. c. CANYON SUBDRAIN DETAIL Plate D-1 12-inch minimum --I --6-inch minimum 6-inch minimum ~/ / 6 inc minim 6-inch minimum / 1/ •.. • ~ /~ • ·J:31 ··ri§S, • v,\/~\\~ .___' 6-inch minimum_/ A-1 8-1 Filter material= Minimum volume of 9 cubic feet per lineal foot of pipe. FILTER MATERIAL Perforated pipe: 6-inch-diameter ABS or PVC pipe or approved substitute with minimum 8 perforations (¼-inch diameter) per lineal foot in bottom half of pipe (ASTM D-2751, SDR-35, or ASTM D-1527, Schd. 40). For continuous run in excess of 500 feet, use 8-inch-diameter pipe (ASTM D-3034, SDR-35, or ASTM D-1785, Schd. 40). Sieve Size 1 inch ¾ inch ¾ inch No.4 No.a No.30 No.50 No. 200 Percent Passing 100 90-100 40-100 25-40 18-33 5-15 0-7 0-3 AL TERNA TE 1: PERFOAA TED PIPE AND RL TEA MATERIAL \~ 6-inch minimum I I \ ~/ I / /'--6-inch -- 1 1 6-inch minimum ~---.... minimum ------ /, / 6-inch minimum j -6-inch minimum A-2 Gravel Material= 9 cubic feet per lineal foot. Perforated Pipe: See Alternate 1 Gravel= Clean ¾-inch rock or approved substitute. Filter Fabric= Mirafi 140 or approved substitute. I ALTERNATE 2= PERFORATED PIPE, GRAVEL, AND FILTER FABRIC CANYON SUBDRAIN ALTERNATE DETAILS Plate D-2 Original ground surf ace to be restored with compacted fill I Back-cut varies. For deep removals, backcut should be made no steeper than 1:1 (HV), or flatter as necessary for safety considerations. 2D ~cf"/ -eP/ / / •. /._.:.· Toe of slope as shown on grading plan / .. c :·.-:----7-_-.-... ---------__ /,.. __ : •. • .• <':--··.: : .. -:_._: ·to~pa.ct~d.Fill., :_ .-.=-'.: :-· .·: ..... ... •,. Original ground surf ace <.o"" ~ <?. / D • Anticipated removal of unsuitable material -~" / (depth per geotechnical engineer) ~(;'/ "'' Provide a 1:1 (HV) minimum projection from toe of slope as shown on grading plan to the recommended removal depth. Slope height, site conditions, and/ or local conditions could dictate flatter projections. c:. FILL SLOPE TOEING OUT ON FLAT ALLUVIATED CANYON DETAIL Plate D-3 Proposed grade ~ ---- --- Proposed additional compacted fill ~-To be removed before placing -~ additional compacted fill ~-Previously placed, temporary compacted fill for drainage only --- . . . . . . . . . . . ••••••••••• •••••••• REMOVAL ADJACENT TO EXISTING FILL ADJOINING CANYON FILL DETAIL Plate D-4 Drainage per design civil engineer c. Blanket fill (if recommended by the geotechnical consultant) Design finish slope -~ I 1s 1001 ~-----1 minimum l 10-foot minimum / 25-foot maximum/ \\<(,(,::::,,,>:::,\ _..,.,...,..,.\~~~, <' --------- Subdrain as recommended by geotechnical consultant Typical benching 4-inch-diameter non-perforated outlet pipe and backdrain (see detail Plate D-6). Outlets to be spaced at 100-foot maximum intervals and shall extend 2 feet beyond the face of slope at time of rough grading completion. At the completion of rough grading. the design civil engineer should provide recommendations to convey any outlet's discharge to a suitable conveyance, utilizing a non-erosive device. TYPICAL STABILIZATION / BUTTRESS FILL DETAIL Plate D-5 I ,. 2-foot ., 1 I minimum I I 4-inch minimuJ _[pipe - Filter Material= Minimum of 5 cubic feet per lineal foot of pipe or 4 cubic feet per lineal feet of pipe when placed in square cut trench. Alternative in Lieu of Filter Material= Gravel may be encased in approved filter fabric. Filter fabric shall be Mirafi 140 or equivalent. Filter fabric shall be lapped a minimum of 12 inches in all joints. Minimum 4-lnch-Oiameter Pi e: ABS-ASTM 0-2751, SOR 35; or ASTM 0 -1527 Schedule 40, PVC-ASTM 0-3034, SOR 35; or ASTM 0-1785 Schedule 40 with a crushing strength of 1,000 pounds minimum, and a minimum of 8 uniformly-spaced perforations per foot of pipe. Must be installed with perforations down at bottom of pipe. Provide cap at upstream end of pipe. Slope at 2 percent to outlet pipe. Outlet pipe to be connected to subdrain pipe with tee or elbow. Notes= 1. Trench for outlet pipes to be backfilled and compacted with onsite soil. 2. Backdrains and lateral drains shall be located at elevation of every bench drain. First drain located at elevation just above lower lot grade. Additional drains may be required at the discretion of the geotechnical consultant. Filter Material shall be of the following specification or an approved equivalent. Sieve Size 1 inch ¾ inch ¾ inch No.4 No. 8 No.30 No.SO No.200 Percent Passing 100 90-100 40-100 25-40 18-33 5-15 0-7 0-3 Gravel shall be of the following specification or an approved equivalent. Sieve Size 1½ inch No.4 No.200 Percent Passin 100 50 8 TYPICAL BUTTRESS SUBDRAIN DETAIL Plate D-6 Toe of slope as shown on gr a ding plan Proposed grade \ / / .,,,--- / Natural slope to be restored with compacted fill Compacted fill Backcut varies NOTES= Subdrain as recommended by geotechnical consultant 1. Where the natural slope approaches or exceeds the design slope ratio, special recommendations would be provided by the geotechnical consultant. 2. The need for and disposition of drains should be evaluated by the geotechnical consultant, based upon exposed conditions. c. FILL OVER NATURAL (SIOEHILL FILL) DETAIL Plate D-7 Cut/fill contact as shown on grading plan Proposed grade Cut/fill contact as shown on as-built plan -~ H -height of slope Maintain inimum 15-foot I I section from backcut lo face I of finish slope Compacted fill I ---- 4-fool minimum Original (existing) grade \ . / -----7 - .• ,....,......,,..,,.........,.,......,,-;. I .,.. . . _., • < Bench width I : . . . • '· ~~-• • • • ·~v-: 2-percent gradient --may vary----i ,.--~,r:!::~~~~~-,.,~ I (4-foot minimum) I •·.. •' ,',, <, \ • .,,\ / '/ \ Cut slope .. /'··. ·:.~ . ~ /,, /:,/,,,, ✓-\ , ,, . : . • •. _,,.,----,~tm1n1murn I .. . . .... ~ ~-~ {(V\\ key depth ~~~~;~misor I --»':\\ '?-':~ :<:1/ , the ok>pe .,..,.,,7 Bedrock or approved native material Subdrain as recommended by geotechnical consultant NOTE The cut portion of the slope should be excavated and evaluated by the geotechnical consultant prior to construction of the fill portion. , v' FILL OVER CUT DETAIL Plate D-8 H .·•._·. •. ":_·;~ ····"_>- Natural slope Proposed finish grade -~ Subdrain as recommended by geotechnical consultant NOTES= 1. Subdrains may be required as specified by the geotechnical consultant. '----Bedrock or other approved native material 2 W shall be equipment width (15 feet) for slope heights less than 25 feet. For slopes greater than 25 feet, W shall be evaluated by the geotechnical consultant. At no time, shall W be less than H/2, where H is the height of the slope. c. STABLIZATION FILL FOR UNSTABLE MATERIAL EXPOSED IN CUT SLOPE DETAIL Plate D-9 H -height of slope Proposed finish grade -~ Natural grade 3-foot minimum \\'(;:\ ✓ ? 1/-~\'\ '\\;<V1/ ~~\ ,\, / \'' ~ ,, , Bedrock or approved native material Typical benching (4-foot minimum) Subdrain as recommended by geotechnical consultant NOTES: 1. 15-f oot minimum to be maintained from proposed finish slope face to back cut. 2. The need and disposition of drains will be evaluated by the geotechnical consultant based on field conditions. 3. Pad overexcavation and recompaction should be performed if evaluated to be necessary by the geotechnical consultant. c. SKIN FILL OF NATURAL GROUND DETAIL Plate D-10 Reconstruct compacted fill slope at 2=1 or flatter (may increase or decrease pad area) Overexcavate and recompact replacement fill Back-cut varies A void and/ or clean up spillage of materials on the natural slope Natural grade · . .. , .. ·.:-~ --· .. ,._·.~ ·? [ Proposed finish grade 2. Pad overexcavation and recompaction should be performed if evaluated necessary by the geotechnical consultant. c:. DAYLIGHT CUT LOT DETAIL Plate 0-11 Natural grade Proposed pad grade __ l_ CUT LOT OR MATERIAL -TYPE TRANSmON Natural grade __ J_ . -. -·. • -~ 3-lo 7-foot minimum• ~ . . · . : •• ~ \x overexcavate and recompact b\e. tt'e.~ ,......,.,.,.....,........,..,.......,..,,.....,,.~,),,-:· per text of report ~~ ~~ -· >--' • Deeper overexcavation may be Typical benching (4-foot minimum) Bedrock or approved native material recommended by the geotechnical consultant in steep cut-fill transition areas, such that the underlying topography is no steeper than 3=1 (HV) CUT -FILL LOT (DAYLIGHT TRANSITION) TRANSITION LOT DETAILS Plate D-12 VIEW NORMAL TO SLOPE FACE Proposed finish grade ~ (E)~-~ 7 ---~ ' (E) Hold-down depth / / -d) / -'\ ~I ~minimum CCC> d) (G) m CCC> (D) c:c:r-(F) ~0.~%~~\¼~~~\%\Z(0,~\%< \; Bedrock or approved minimum native material VIEW PARALLEL TO SLOPE FACE j__ __ Proposed finish grade ~-- (E) Hold-down depth --~ ·\ \ t 15--foot minimum--: ~ 25-foot minimum 1 (B) I ---100-1001--I I maximum I f '-~~'-- -ts 3-foot minimum ✓\ from .... ~:cc~::oc:c:cx:::o::) ~ I wan _, -~ cO::f) (D) ~ ~J --. \. 5-fool • ' /. y '\ 1/-• minimum Bedrock or approved native material NOTES: A. One equipment width or a minimum of 15 feet between rows (or windrows). 8. Height and width may vary depending on rock size and type of equipment. Length of windrow shall be no greater than 100 feet. C. If approved by the geotechnical consultant, windrows may be placed direclty on competent material or bedrock, provided adequate space is available for compaction. D. Orientation of windrows may vary but should be as recommended by the geotechnical engineer and/ or engineering geologist. Staggering of windrows is not necessary unless recommended. E. Clear area for utility trenches, foundations, and swimming pools; Hold-down depth as specified in text of report, subject to governing agency approval. F. All fill over and around rock windrow shall be compacted to at least 90 percent relative compaction or as recommended. G. After fill between windrows is placed and compacted, with the lift of fill covering windrow, windrow should be proof rolled with a D-9 dozer or equivalent. VIEWS ARE DIAGRAMMATIC ONLY AND MAY BE SUPERSEDED BY REPORT RECOMMENDATIONS OR CODE ROCK SHOULD NOT TOUCH AND VOIDS SHOULD BE COMPLETELY FILLED OVERSIZE ROCK DISPOSAL DETAIL Plate D-13 ROCK DISPOSAL PITS Fill lifts compacted ov9 r rock after embedment ,------- 1 . . . . . . L __ _ I I I I Compacted Fill I Granular material ------7 ~ Size of excavation to: be commensurate with rock size I I ROCK DISPOSAL LA YEAS Granular soil to fill voids, densified by flooding ____ ;:. ~ompacte~fi~ _ .. Layer one rock high --45-oc Jt:n cr _ I_ L_ Proposed finish gr~ ~-~~ _:::_ =~ __ • Ho -t-<::::CC:ICCC::X:::CO:::COt:::::0:::9CO Over size layer ~ ~ t Compacted fill --~ 3-loot minimum Fill Slope •• Clear zone PAORLE ALONG LA YER '--.._ ( • H~d-down dep~ TOP VIEW • Hold-down depth or below lowest utility as specified in text of report, subject to governing agency approval. •• Clear zone for utility trenches, foundations, and swimming pools, as specified in text of report. VIEWS ARE DIAGRAMMATIC ONLY AND MAY BE SUPERSEDED BY REPORT RECOMMENDATIONS OR CODE ROCK SHOULD NOT TOUCH AND VOIDS SHOULD BE COMPLETELY FILLED IN ROCK DISPOSAL DETAIL Plate D-14 -\ Existing grade 5-f oot-high Existing grade Existing grade impact/ debris wall METHOD 1 1 Pad grade --_L__ --- 5-f oot-high impact/ debris wall 5-foot-wide catchment area impact/ debris wall METHOD 2 f 5-foot-high METHOD 3 ~~-__ ~--Pa_d_g_rad_e __ Existing grade ~\ 2:1 (h=v) slope cence ·\ \),>;y \ 2=1 (h=v) slope METHOD 4 ~\ Y-~ Pad grade \\\\"--'----_L__ - ~ ~/ <\~\ \\,,,-.,,\ ~/ /., NOTTO SCALE DEBRIS DEVICE CONTROL METHODS DETAIL Plate 0-15 Rock-filled gabion basket Existing grade 5-foot minimum or as ~~~~9:1 recommended by ;;;~ .. 1~~ .. f~1'-l:!::;lalrag~eiot~ec~h~n~~a~lc~O-M-Ult-a ......... m r Proposed grade Filter fa bric Drain rock Compacted fill Gabion impact or diversion wall should be constructed at the base of the ascending slope subject to rock fall. Walls need to be constructed with high segments that sustain impact and mitigate potential for overtopping, and low segment that provides channelization of sediments and debris to desired depositional area for subsequent clean-out. Additional subdrain may be recommended by geotechnical consultant. From GSA, 1987 ~ c. ROCK FALL MITIGATION DETAIL Plate D-16 MAP VIEW NOTTO SCALE SEE NOTES Concrete cut-off wall Top of slope ~ Gravity-flow, nonperforated subdrain 2-inch-thick sand layer t=== ,;pe (transverse) <I Toe of slope I 4-inch perforated _j subdrain pipe (longitudinal) Coping A' Pool 4-inch perforated subdrain pipe (transverse) Pool B' Direction of drainage CROSS SECTION VIEW Coping NOTTO SCALE SEE NOTES Pool encapsulated in 5-foot thickness of sand ---, 6-inch-thick gravel layer 4-inch perforated subdrain pipe B NOTES= Outlet per design civil engineer Gravity-flow nonperforated subdrain pipe Coping Pool 2-inch-thick sand layer Vapor retarder Perforated subdrain pipe 1. 6-inch-thick, clean gravel (¾ to 1½ inch) sub-base encapsulated in Mirafi 140N or equivalent, underlain by a 15-mil vapor retarder, with 4-inch-diameter perforated pipe longitudinal connected to 4-inch-diameter perforated pipe transverse. Connect transverse pipe to 4-inch-diameter nonperforated pipe at low point and outlet or to sump pump area. 2. Pools on fills thicker than 20 feet should be constructed on deep foundations; otherwise, distress (tilting, cracking, etc.) should be expected. 3. Design does not apply to infinity-edge pools/spas. c. TYPICAL POOL/SPA DETAIL Plate D-17 NOTES: I I ~ ---r-"v- I I ~ ---r-"v- I 5 feet 5 feet I I I I I 2-foot x 2-foot x ¼-inch steel plate Standard ¾-inch pipe nipple welded to top of plate ¾-inch x 5-f oot galvanized pipe, standard pipe threads top and bottom; extensions threaded on both ends and added in 5-foot increments 3-inch schedule 40 PVC pipe sleeve, add in 5-f oot increments with glue joints Proposed finish grade J l 5 feet ~r . < .. ··.•» ...... •·· ..... > • <• << <<< ><L ::~~: ~fm~~~~:c~~~o;and 1. Locations of settlement plates should be clearly marked and readily visible (red flagged) to equipment operators. 2. Contractor should maintain clearance of a 5-foot radius of plate base and withiin 5 feet (vertical) for heavy equipment. Fill within clearance area should be hand compacted to project specifications or compacted by alternative approved method by the geotechnical consultant (in writing, prior to construction). 3. After 5 feet (vertical) of fill is in place, contractor should maintain a 5-foot radius equipment clearance from riser. 4. Place and mechanically hand compact initial 2 feet of fill prior to establishing the initial reading. 5. In the event of damage to the settlement plate or extension resulting from equipment operating within the specified clearance area, contractor should immediately notify the geotechnical consultant and should be responsible for restoring the settlement plates to working order. 6. An alternate design and method of installation may be provided at the discretion of the geotechnical consultant. SETTLEMENT PLATE AND RISER DETAIL Plate D-18 Finish grade -- Ll <1 <1 Ll <1 Ll <1 3 to 6 leet Ll L'.l <1 Ll <1 <1 L'.l Ll ¾-inch-diameter X 6-inch-long carriage bolt or equivalent ._ __ 6-inch diameter X 3½-inch-long hole ....____ Concrete backfill -- -_._ _____ .... TYPICAL SURFACE SETTLEMENT MONUMENT Plate D-19 J ------------------------------- SIDE VIEW Spoil pile Test pit TOP VIEW Flag Flag Spoil pile Test pit Light Vehicle ----------50 feet-----------50 feet------ ---------------,oOfeei------------11-t TEST PIT SAFETY DIAGRAM Plate D-20 -p ·' EX. P'Mt PANEl \ . ·_CJ)·. .. -21 UJ· '· . . ' g _. -· EX.' tiRtvt:WAY_ : cia-.--·-. 21·-s:c.c.·-c-'-.-'-I \ ,....., f- l ·, '6 ' _.:.~:::.·z -.:·-.:·•·· •._.<:(·'.••1:·-•· ··., :· •• ·. -> • : .. ' : : ~-. • . --; • . • -,· . -~ LU. ,.-···-.'-.· ... · i.J ---20··--~i---10 1---:..-..-Jcf'-',-.µ._c.-,+__, GRAPHIC SCALE 2 0 JO 20 40 ~I ~--~-~--L--~---· __ 1---. -----------1111111 J" = 20' . ---.~~·1. . . ·r .j, N 40 52' 17" E 121.00· EX. lA"" EXISTING C SINGLE-STORY RE;SIDENCE 320 A5SfS~S PAAITL i\O. 2'.6-.<~o-• I ALL LOCATIONS ARE APPROX/MA TE This document or efile is not a part of the Construction Documents and should not be relied upon as being an accurate depiction of design. Afu Tsa HA-2 s TP-1 l:!I GS/ LEGEND ARTIFICIAL FILL -UNDOCUMENTED TERTIARY SANTIAGO FORMATION, CIRCLED WHERE BURIED APPROX/MA TE LOCATION OF EXPLORATORY BORING APPROX/MA TE LOCATION OF EXPLORATORY TEST PIT BASE MAP FROM: □ C-1 Gsi O-SOlls,ln.c. GEOTECHNICAL MAP PLATE 1 w.o. 8878-A-SC DATE: 11/24 SCALE: 1" = 20' -· Afu Tsa Fr. I I -,5 0 GS/ LEGEND ARTTFICIAL FILL -UNDOCUMENTED EOCENE-AGE SANTTAGO FORMA noN APPROX/MA TE LOCA noN OF GEOLOGIC CONTACT, QUERIED WHERE UNCERTAIN APPROX/MA TE LOCA noN OF PROPERTY UNE APPROX/MA TE GEOLOGIC BEDDING WITH APPROX/MA TE APPARENT DIP X 2JO 220 210 EXISTING RESIDENCE HA-2 PROJfCTED ~ 7 FEET EXISTING GRADE Afu . -so Tsa ---50 PROPOSED ADU -. ---so Tsa Fr. I I EXISTING I ~1.5: 1 (h: v)j , SLPOE . I . -so -.-50 X' 2JO 220 210 200-+----------,-------,-------,-------.--------.-----r 200 0 10 20 JO DISTANCE (FEET) N41 °E 7 40 50 60 R t::l ~ ~ 0 j::: ~ l4J ~ ALL LOCATIONS ARE APPROX/MA TE This document or efile is not a part of the Construction Documents and should not be relied upon as being an accurate depiction of design. GEOLOGIC CROSS SECTION X-X' Plate 2 w.o. 8878-A-SC DATE: 11/24 SCALE: 1" = 10' From: Ker Buringrud kerburingrud@gmail.com # Subject: Sewer Veit Date: February 11 , 2025 at 2:13PM To: ATT dmburingrud@gmail.com SEWER DISTRICT CERTIFICATION --------- City of Carl bad [Z) Leucadia w ast ewater District 1960 La Costa Ave. D Valledtos W ater Dlstrlct 201 Valtecltos de Oro C.,rtsbad, CA 92009 (760) 753•0155 S.On Ma co , CA 92069 (760) 744•0460 P14n Che<k •: P rmil •: CBR2O24-2304 Property Owner: CO·O\'I ERS VEIT ANTHONY B ANO BROOKE 8 Project Address: 2756 LEVANTE ST Ass ssor·~ Pare r #; 2162201soo ProJect Descnpt1on; VE[T: EW (499 SF) DETACHED ADU City Certlflcabon ~ City or Carlsbad 8u11dtnc;i D1v1sion Oate: F bru;,ry 11, 2025 Please ind catc In the space befo¥Y tflat the owocr hc,s entered Into an asir ement to have your agency provide pul>llc sewer sen,,ce to the premises, and/or if the existing sen,,ce ls adequate for this project and all required conditions have been satisfied. Permits w,11 not be lsssued until this fonn is completed anrl retuml?d to our office. This sp ce to be completed by Dlstrlct Personnel I certify th e d•strtct r-equlrement.s for sewer seN1ce have been satisfied. AoOtovedbv ~~ tJtr• Co..p\toJ P,~cd: 1~- .. LEUCADIA WASTEWATER DISTRICT SEWER SERVICE PERMIT Permit Number S00800 Permit Information: New Service 0 Domestic [gJ Change to Existing Service [gJ Type of Permit: Industrial D Food Services Establishment D Supplemental Permit: Private Pump Station D ADU Waiver [gJ Multi-Unit Lateral D Preexisting Permit No: 008009 Date Issued: New Permit No: S008009 Date Issued: Number of Additional EDU Granted: Existing EDU: .LQ Total EDU to Date: 1.25 Special Conditions Required and Attached: Yes D No [gJ Date Issued: By: IAN RIFFEL Print Name Fees Collected: Tax Billing to Commence July 1, 2026 Encina Wastewater Permit: Required: Yes D Permit Number: -- - ~e,0d~ Signature Capacity Fee: $ 1,560.00 Reimbursement Fee:$ No [gJ Development Project Information: - Prorated Sewer Service Fee:$ 107.70 Total Fees:$ 1,667.70 Date Issued: -- Name and Address, Phone: BROOKE VEIT (760} 807-7503. 2754 LEVANTE STREET, CARLSBAD, CA 92009. 499 SF DETACHED ADU. Assessor's Parcel Number: 216-220-18-00 Type of Building: ADU Number of Units: 1 Page l of 4 .. Note: The applicant is responsible for obtaining all necessary permits including any building permits or right-of-way permits from the appropriate agency. LEUCADIA WASTEWATER DISTRICT SEWER SERVICE PERMIT Permit Number 5008009 Special Conditions (if any): Permittee I Owner Initials I ----------- _____ / ____ _ I ----------- _____ / ____ _ I ----------- _____ / ____ _ I ----------- I ----------- _____ / ____ _ I ----------- I ----------- _____ / ____ _ _____ / ____ _ _____ / ____ _ _____ / ____ _ PERMIT ACCEPTANCE: I certify that I have read the requirements of this permit, including all Standard Conditions, any special conditions, and that I hereby accept and agree to comply with all conditions of the permit. If signed by Agent, Agent also certifies that he/she has the authority to sign on behalf of the owner: Signature of Applicant: ___________ _ Dat e of Acceptance: ____ _ , ~/le,,; d ,{b1 ta';J14 {d:7{_ )(_ Date of Acceptance: ,-7 'Id 2£ Page 2 of 4 LEUCADIA WASTEWATER DISTRICT SEWER SERVICE PERMIT Permit Number S008009 Standard Conditions Design and Construction. Design and construction of privately owned sewer facilities that are to be connected to the Public Sewer System shall comply with all rules and regulations adopted by the District, including, among others, the Leucadia Wastewater Ordinance ("LWD Wastewater Ordinance") and Standard Specifications and Procedures for Wastewater Facility Projects ("LWD Standard Spec.") District Engineer Approval of Connection Plans. Before any connection to the Public Sewer System is made, plans for your connection must be approved by the District Engineer. Plan submittal requirements differ based on the type and complexity of the project. Please contact District Staff to determine what is required for your connection. Excavations and Work in Public Property. All excavations for sewer facilities shall be adequately guarded with barricades and lights so as to protect the public from hazard. Streets, sidewalks, parkways, sewer easements and other public property disturbed in the course of the work shall be restored in a manner satisfactory to the District and any other regulatory agency with jurisdiction over the work area. Required Right-Of-Entry Permit shall be obtained and appropriate traffic control measures shall be utilized, including those required by the City in which the work is performed. Contractor shall comply with all City, State, and Federal regulations for shoring and excavation safety. Inspection and Connection to the Public Sewer. Physical connections to the Public Sewer System must be preapproved by a District inspector. The District inspector shall inspect sewer facilities prior to their connection to the Public Sewer System. Every physical connection to the Public Sewer System shall only be made with an inspector present. The Owner must schedule an appointment with the District inspector, and provide at least 48 hours' notice of the desired inspection time. Upon inspection and approval, notification will be given by the District that the Customer may use the sewer facilities. No use of sewer facilities is permitted prior to District approval pursuant to this section. Indemnification. Owner shall indemnify and defend the District and its officers, agents and employees from all liability, losses, claims, demands, costs and/or causes of action arising out of the improper connection of Owner's sewer facilities to the Public Sewer System, excepting claims based upon the willful misconduct, sole negligence or active negligence of an indemnified party. Unauthorized Connections. Any connection made to the Public Sewer System without prior approval of the District is unauthorized and a violation of this Permit and the LWD Wastewater Ordinance. If, for any reason, a connection is improperly made, it shall be the responsibility of the Owner, at the Owner's expense, to dig up or otherwise re-expose the connection so that an inspection may be made, and the Owner at the Owner's expense shall make any corrections or alterations required by the District. In the event that the Owner, for any reason, fails to take appropriate action, the District reserves the right to dig up and inspect the connection and make any corrections necessary, at the Owner's expense; or, in the alternative, to disconnect service. Any costs incurred by the District in taking such corrective action shall be billed to the Owner. The District may also seek recovery of costs from any other responsible party. Maintenance. It is the responsibility of the Owner to maintain their privately owned sewer facilities ("Private Sewer Facilities"), including but not limited to, the building sewer, service laterals and private pump stations, grease removal devices, in a properly operating, free-flowing, and odor-free condition. Responsibility for maintenance of Private Sewer Facilities includes maintenance of service lateral portions extending beyond the property of an Owner, up to and including the Saddle or other physical connection to the Public Sewer System. Prevention and control of odor release to the public sewer shall be the responsibility of the Owner. District is responsible for maintenance of all Public Sewer Facilities. Page 3 of 4 LEUCADIA WASTEWATER DISTRICT SEWER SERVICE PERMIT Permit Number 5008009 Standard Conditions -Continued Inspection of Pre-Existing Laterals. Some Public Sewer lines have preinstalled laterals or wye stub outs to accommodate a later connection to a Private Sewer System. These preinstalled features are generally capped at their termination, but may also be blocked at their connection to the Public Sewer Line by a cured- in-place pipe liner to prevent root intrusion and ground water infiltration into the pipeline. Owners must inspect all existing lateral features and ensure all blockages have been identified and removed, including any liner in the Public Sewer Line that would otherwise prevent the flow of wastewater into the Public Sewer Line. The District may provide Owner with information regarding lining projects in the area of Owner's connection, but such information does not relieve Owners from their obligation to conduct an independent inspection of all existing lateral features to ensure all obstructions are identified and removed. Payment of Fees. In accordance with Article X of the LWD Wastewater Ordinance, sewer service fees owed for the fiscal year in which a sewer service permit is issued are collected at the time of permit issuance. Thereafter, sewer service fees are collected on the tax roll in the same manner as other property taxes. To allow time for construction of new sewer facilities, the fi rst 6 months after a permit is issued are not billed. Thereafter, sewer service fees are automatically billed, regardless of whether construction of sewer facilities is complete. The District may delay the commencement of sewer service fees to allow additional time for construction of sewer facilities if a written request is submitted to the District and is approved by the General Manager. The General Manager shall have full discretion to approve or disapprove the request, taking into consideration the timing of the request, reasons given, impact on District operations and any other factors the General Manager deems relevant. Extensions of time for construction of new sewer facilities shall not exceed 18 months. It is the Customer's responsibility to apply for an amendment or cancellation of a sewer service permit, and until a permit has been cancelled or amended by the District, sewer service fees shall be collected in accordance with the approved permit. Page 4 of 4 Accessory Dwelling Unit Agreement Supplemental Permit No. S008009 The undersigned Owner(s) have applied for a Supplemental Permit to connect a new Accessory Dwelling Unit ("ADU") at 2754 Levante Street, Carlsbad, CA 92009 (''Property") to the Leucadia Wastewater District (''District") sewer system, and have requested an exception to general requirement that the ADU has a separate sewer lateral that connects directly to the public sewer system. In exchange for District's agreement to waive the separate sewer lateral requirement, and instead, allow connection of the ADU to the existing private sewer lateral serving the Property, Owners agree to the following: 1. Owners shall pay the capacity fee for the ADU based on square footage in accordance with the District's Capacity Fee Ordinance. 2. Owners agree that the District's waiver of its separate sewer lateral connection requirement is not intended to be, and may not be construed as, a waiver of the District's capacity fee requirement for the ADU. 3. Owners shall pay all other required permit and/or inspection fees and otherwise comply with the terms and conditions of their Supplemental Permit. Owner(s): Print Name: A:n±hony ¼i:\: Date: 2-12-202 5 Signature: ~ (};J Print Name: Sf:0(¥£. Vfi-,1 '\ Signature: ~ Date: ~Uzjw is STORM WATER POLLUTION PREVENTION NOTES 1. All NECESSARY EQUIPMENT AND MATERIALS SHAU. BE AVAILABLE ON S1TE TO FACILITATE RAPID INSTALLATION OF EROSION AND SEDIMENT CONTROL BMPs 'MiEN RAIN IS EMINENT. 2. THE OWNER/CONTRACTOR SHAU. RESTORE AU. EROS10N CaiTROL DE'v1CES TO WORKING ORDER TO THE SATISFACTION OF THE OTY INSPECTOR AFTER EAQi RUN-OFF PRODUCING RAINFALL 3. THE OWNER/CONTRACTOR SHAU. INSTAU. AOOlllONAL EROSION CONTROL MEASURES AS MAY BE REQUIRED BY lHE OTY INSPECTOR DUE TO INCOMPLETE GRADING OPERATIONS OR UNFORESEEN CIRCUMSTANCES 'MilQi MAY ARISE. 4. All REMOVABLE PROTECTIVE DE\1CES SHAU. BE IN PlACE AT THE END Of' EACH WORKING DAY 'MiEN THE Fl'.{ (5) DAY RAIN PROBABILITY FORECAST EXCEEDS FORTY PECENT ( 40%). SILT AND OTHER DEBRIS SHAU. BE REMOVED AFTER EACH RAINf' ALL 5, ALL GRAVEL BAGS SHAU. CONTAIN 3/4 INCH MINIMUM AGGREGATE. 6. ADEQUATE EROSION AND SEDIMENT CONTROL AND PERIMETER PROTECTION BEST MANAGEMENT PRACTICE MEASURES MUST BE INSTALLED ANO MAINTAINED. 7. THE CITY INSPECTOR SHAU. HAVE THE AUTHORITY TO ALTER THIS PLAN DURING OR BEFORE CONSTRUCTION AS NEEDED TO ENSURE COMPLIANCE WITH CITY STORM WATER QUALITY REGULA TIOHS. OWNER'S CERTIFICATE: I UNDERSTAND AND ACl<NOVlliDGE THAT I MUST: (1) IMPLEMENT BEST MANAGEMENT PRACTICES {BMPS) DURING CONSTRUCTION ACTI',1111ES TO THE MAXIMUM EXTENT PRACTICA8l£ TO A',QO THE MOBIUZATION Of POU.UTANTS SUCH AS SEDIMENT AND TO A VOID THE EXPOSURE or STORM WATER TO CONSTRUCTic»I RELATED PO..UJTANTS; ANO (2) ADHERE TO, AND AT Al.I. TIMES, COMP!. Y 111TH THIS CITY APPROVED TIER 1 CONSTRUCTION SVIPPP 'THROUGiOUT THE DURATION or 'THE CONSTRUCTION ACT1\1TIES UNTIL THE CONSTRUCTION WORK IS COMPLETE AND APPRO',{0 BY THE CITY or CARLSBAD. E-29 STORM WATER COMPLIANCE FORM TIER 1 CONSTRUCTION SWPPP E-29 CB _____ _ SW ,.,: ~----- BEST MANAGEMENT PRAC'reES (BMP) SELECTION TABUE &oolcnCcml IIMPI s«tmeri Conlrtil 8MPI Tlldq Conlrol BMf'I No:>SlarrnW.. lolenlQlrnenl IIMPI W.Mtnlgomer1tllldMololi9t ~ Pollu1lon Ccnlrol IIMPI _ "i Best Management Practice' (BMP) Detalpllon ➔ CASQAlltllgrwb ➔ Ccnltrudlon AdM!v Grodlno/Sol Oilturt>ance Trench In• ~,cowtlon St,,,..•Dlno Drllln• 1Rar1no Concrete ••-halt Sowcuttlna Concrete Flotwcrl Pcr.1na Conduit t'l0e lnatallotlcn Stucco ortcr Wor1< '#clteD- Stooln• I "" Down Aleo Eouloment Maintenance ond Fuellnn Hozardout SiJbt\once UN/Storooe Dewatema ln1tructlone: -N ff') ♦ j j j j -... .,.. 1. Chedc the box to the left of oN oppllcable cont\ructlon octMty (lint column) expected to occur during con,tructlon. 2. Located along the top of the BMP Tobie l1 a lltt of BMP't with It'• correapondlng Collfornlo Stormwoter Quality AllocloUan {CASOA) ~otlon number, Chooee on• or more BMP's 'fO<J Intend to Ute during conatructlon from the llsl Chedc th• box where the cho-. ocU'lfty row lntnecta with thti BMP cclumn. 3. Refer to the CASQA conatrucUon handbook for Information and deton, of the cho-BMPt and how to O!)ply them to th• project. SHOW THE LOCATIONS OF ALL CHOSEN BMPs ABOVE ON THE PROJECTS SITE PLAN/EROSION CONTROL PLAN. SEE THE REVERSE SIDE OF THIS SHEET FOR A SAMPLE EROSION CONTROL PLAN. Page 1 of 1 PROJECT INFORMATION Sit• Addr-:J.'15' f..GU(}/]Q.. £i_. A....ar'a Perce! Number: 1li ZW /__f_h'. Em1r9.,cy Contact: Herne: Braol!:..G. 1/Gtf- 24 Hour Phone0&b) S'0'7 '76()3 Ccnatructlon Threat to Storm Water ()Jollty {Chedc Box) 0 MEDIUM ,:fLow REV 02/16