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1780 BUENA VISTA WAY; ; CBR2023-3478; Permit
[1i11 £ Ii iII1 i iii [I Iit1 F' I (City of Carlsbad Residential Permit Print Date: 10/22/2024 Job Address: 1780 BUENA VISTA WAY, CARLSBAD, CA 92008-1541 Permit Type: BLDG-Residential Work Class: Addition Parcel #: 1561420900 Track #: Valuation: $189,179.08 Lot #: Occupancy Group: Project 4*: #of Dwelling Units: Plan #: Bedrooms: Construction Type: Bathrooms: Orig. Plan Check #: Occupant Load: Plan Check 4*: Code Edition: Sprinkled: Permit No: CBR2023-3478 Status: Closed - Finaled Applied: 07/14/2023 Issued: 03/19/2024 Finaled Close Out: 10/22/2024 Final Inspection: 10/16/2024 INSPECTOR: Kersch, Tim de Roggenbuke, Dirk Project Title: Description: DAVIS: BUILD NEW ADDITION (884 SF) AND PORCH AND LANDINGS (184 SF) TO EXISTING HOUSE Applicant: MAS FINA CANTINA ANDY DAVIS 1780 BUENA VISTA WAY CARLSBAD, CA 92008-1541 (760) 522-7657 Property Owner: DAVIS FAMILY REVOCABLE TRUST 1780 BUENA VISTA WAY CARLSBAD, CA 92008-1541 FEE AMOUNT BUILDING PLAN CHECK BUILDING PLAN REVIEW -MINOR PROJECTS (LDE) BUILDING. PLAN REVIEW - MINOR PROJECTS (PLN) DECKS/BALCONY - NEW/REPLACE 5B1473 - GREEN BUILDING STATE STANDARDS FEE SFD & DUPLEXES STRONG MOTION - RESIDENTIAL (SMIP) SWPPP INSPECTION TIER 1 - Medium BLDG SWPPP PLAN REVIEW TIER 1 - Medium $813.15 $197.00 $104.00 $315.00 $8.00 $1,330.00 $24.59 $292.00 $82.00 Total Fees: $3,165.74 Total Payments To Date: $3,165.74 Balance Due: $0.00 Please take NOTICE that approval of your project includes the Imposition of fees, dedications, reservations, or other exactions hereafter collectively referred to as fees/exaction. You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitation has previously otherwise expired. Building Division Page 1 of 1 1635 Faraday Avenue, Carlsbad CA 92008-7314 1 442-339-2719 1 760-602-8560 f I www.carlsbadca.gov RESIDENTIAL Plan Check C $tTCitY of BUILDING PERMIT Est. Value i 82,S78. kB Carlsbad B-1 APPLICATION PC Deposit Date 7/)L112- Job Address 1780 Buena Vista Way Unit: APN:156142°9 CT/Project #: Lot #: Year Built: 1953 BRIEF DESCRIPTION OF WORK: BUILD NEW 853.56 ADDITION AND 183.62 SOFT. PORCH & LANDINGS TO EXISTING HOUSE New SF: Living SF, Deck SF, Patio SF, Garage SF Is this to create an Accessory Dwelling Unit? OY 0 N New Fireplace? o VO N, if yes how many? 0 Remodet8356SE of affected area Is the area a conversion or change of use? C V 0 N Ll Pool/Spa: SF Additional Gas or Electrical Features?________________________________ [--1 solar: KW, Modules, Mounted: ORoof 0 Ground, Tilt: OVO N, RMA: GY 0 N, Battery:OYO N, Panel Upgrade:OYON Electric Meter number: Other: - APPLICANT (PRIMARY CONTACT) PROPERTY OWNER Name:AfldY_Davis Name: Andy _Davis and Kara Diakoulas 1780 Buena Vista Way 1780 Buena Vista Way City:Carlsb State: CA Zip: 92008 City: Carlsbad State: CA 92008 Phone. 760-522-7657 hone: 760-522-7657 Email: mfeantina@gmail.com Email: mfcantinagmaiJ.com DESIGN PROFESSIONAL Name: Ron Linville Address: 804 Pier View Way City: Carlsbad State: CA zip. 92008 Phone: 760-7274159 Email:,,cronsplans@cox.net Architect State License: #2791-2874 OF RECORD .San Dieqo Oceanside . 760-846-631 923942 92008 Business License # (Required): APPLICANT CERTIFICATION:! certify that I have read the application and state that the agree to comply with all City rdinances nd State laws relating to building construction. NAME (PRINT): 4t )/ 4/I I SIGN:___ 1635 Faraday Ave Carlsbad, CA 10081 Ph: 442-339-2719 is correct and that the information of the plans is accurate. I DATE: i/ /,. -t Email: Lildi/1Pcarlsbadca.gov REV. 04122 THIS PAGE REQUIRED AT PERMIT ISSUANCE PLAN CHECK NUMBER: A BUILDING PERMIT CAN BE ISSUED TO EITHER A STATE LICENSED CONTRACTOR OR A PROPERTY OWNER. IF THE PERSON SIGNING THIS FORM IS AN AGENT FOR EITHER ENTITY AN AUTHORIZATION FORM OR LETTER IS REQUIRED PRIOR TO PERMIT ISSUANCE. (OPTION A): LICENSED CONTRACTOR DECLARATION: Iherebyaffirm under penaltyof perjurythatlam licensed underprovisionsof Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is infull force and effect. I also affirm under penaltyof perjuryone of the following declarations (CHOOSE ONE): have and will maintain a certificate of Consent to self-insure for workers' compensation provided by Section 3700 of the Labor Code, for the performance of the work which this permit is issued. PolicyNo. -OR- F11 have and will maintain worker's compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Insurance Company Name: Policy No. Expiration Date: -OR- Certificate of Exemption: I certify that In the performance of the work for which this permit is Issued, I shall not employ any person in any manner so as to become subject to the workers' compensation Laws of California. WARNING: Failure to secure workers compensation coverage is unlawful and shall subject an employer to criminal penalties and civil fines up to $100,000.00, in addition the to the cost of compensation, damages as provided for in Section 3706 of the Labor Code, Interest and attorney's fees. CONSTRUCTION LENDING AGENCY, IF ANY: I hereby affirm that there is a construction lending agency for the performance of the work this permit is issued (Sec. 3097 (i) Civil Code). Lender's Name: Lender's Address: CONTRACTOR CERTIFICATION: The applicant certifies that all documents and plans clearly and accurately show all existing and proposed buildings, structures, access roads, and utilities/utility easements. All proposed modifications and/or additions are clearly labeled on the Site plan. Any potentially existing detail within these plans inconsistent with the site plan are not approved for construction and may be required to be altered or removed. The city's approval of the application is based on the premise that the submitted documents and plans show the correct dimensions of; the property, buildings, structures and their setbacks from property lines and from one another; access roads/easements, and utilities. The existing and proposed use of each building as stated is true and correct; all easements and other encumbrances to development have been accurately shown and labeled as well as all On-site grading/site preparation. All improvements existing on the property were completed in accordance with all regulations in existence at the time of their construction, unless otherwise noted. NAME (PRINT): SIGNATURE: DATE:______________ Note: If the person signing above Is an authorized agent for the contractor provide a letter of authorization on contractor letterhead. (OPTION B): OWNER-BUILDER DECLARATION: I hereby affirm that I am exempt from Contractor's License Law for the following reason: i:i I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). -OR- Dl, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property Who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). -OR- 0I am exempt under Business and Professions Code Division 3, Chapter 9, Article 3 for this reason: AND, FORM B-61 "Owner Builder Acknowledgement and Verification Form" is required for any permit issued to a property owner. By my signature below I acknowledge that, except for my personal residence in which I must have resided for at least one year prior to completion of the improvements covered by this permit, I cannot legally sell a structure that I have built as an owner-builder if it has not been constructed in its entirety by licensed contractors. I understand that a copy of the applicable low, Section 7044 of the Business and Professions code, isavailoble upon request when this application is submitted or at the following Web site: http://www.leginfo.ca.gov/calaw.html. OWNER CERTIFICATION: The applicant certifies that all documents nd plans clearly and accurately show all existing and proposed buildings, structures, access roads, and utilities/utility easements. All proposed modifications and/or additions are clearly labeled on the site plan. Any potentially existing detail within these plans inconsistent with the site plan are not approved for construction and may be required to be altered or removed. The city's approval of the application Is based on the premise that the submitted documents and plans show the correct dimensions of the property, buildings, structures and their setbacks from property lines and from one another; access roads/easements, and utilities. The existing and pr osed use of each building as stated is true and correct; all easements and other encumbrances to development have been accurately shown and labeled as well as all on-site grading/si e preparation. All improvements existing on the p perty were c leted in accordance with all regulations in existe e their construction, unless otherwise noted T NAME (PRINT): ., SIGN: DATE: 7/1 3 Note: If the person si nm above ii an auth ized agent for the property owner md B-62 si d by propertyowner. 1635 Faraday Ave Carlsbad, CA 92008 Ph: 442-339-2719 Email. Buildingicarlsbadca.gov 2 REV. 04/22 (city of Carlsbad OWNER-BUILDER ACKNOWLEDGEMENT FORM B-61 Development Services Building Division 1635 Faraday Avenue 442-339-2719 www.carlsbadca.gov OWNER-BUILDER ACKNOWLEDGMENT FORM Pursuant to State of California Health and Safety Code Section 19825-19829 To: Property Owner An application for construction permit(s) has been submitted in your name listing you as the owner-builder of the property located at: Site Address 1780 Buena Vista Way 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. AD I understand a frequent practice of unlicensed contractors is to have the property owner obtain an "Owner Builder" building permit that erroneously implies that the property owner is providing his or her own labor and material personally. I, as an Owner-Builder, may be held liable and subject to serious financial risk for any injuries sustained by an unlicensed contractor and his or her employees while working on my property. My homeowner's insurance may not provide coverage for those injuries. I am willfully acting as an Owner-Builder and am aware of the limits of my insurance coverage for injuries to workers on my property. AD I understand building permits are not required to be signed by property owners unless they are responsible for the construction and are not hiring a licensed contractor to assume this responsibility. Ill. AD 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. AD _I understand contractors are required bylaw to be licensed and bonded in California and to list their license numbers on permits and contracts. AD 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. REV. 08/20 Owner-Builder Acknowledgement Continued VI. AD 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. AD 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. AD I understand as an Owner-Builder if I sell the property for which this permit is issued, I may be held liable for any financial or personal injuries sustained by any subsequent owner(s) which result from any latent construction defects in the workmanship or materials. AD I understand I may obtain more information regarding my obligations as an "employer" from the Internal Revenue Service, the United States Small Business Administration, the California Department of Benefit Payments, and the California Division of Industrial Accidents. I also understand I may contact the California Contractors' State License Board (CSLB) at 1-800-321-CSLB (2752) or www.cslb.ca.gov for more information about licensed contractors. AD I am aware of and consent to an Owner-Builder building permit applied for in my name, and understand that I am the party legally and financially responsible for proposed construction activity at the following address: 1770 Buena Vista Way AD 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. AD _I agree to notify the issuer of this form immediately of any additions, deletions, or changes to any of the information I have provided on this form. Licensed contractors are regulated by laws designed to protect the public. If you contract with someone who does not have a license, the Contractor's State License Board may be unable to assist you with any financial loss you may sustain as a result of a complaint. Your only remedy against unlicensed Contractors may be in civil court. It is also important for you to understand that if an unlicensed Contractor or employee of that individual or firm is injured while working on your property, you may be held liable for damages. If you obtain a permit as Owner- Builder and wish to hire contractors, you will be responsible for verifying whether or not those contractors are properly licensed and the status of their workers' compensation coverage. Before a building permit can be issued, this form must be completed, signed by the property owner and returned to the City of Carlsbad Building Division. I declare under penalty of perjury that! have read and understand all of the information provided on this form and that my responses, including my authority to sign this form, is true and correct. I am aware that I have the option to consult with legal counsel prior to signing this form, and! have either (1) consulted with legal counsel prior to signing this form or (2) have waived this right in signing this form without the advice of legal counsel. 7~;~~~~'~~023 Andy Davis r nersignatur T e Property Owner Name (PRINT) Pro 2 REV. 08/20 JT Q ~ ME Iffig B RQ!O,, -3 ~08 Permit Type: BLDG-Residential Application Date: 07/14/2023 Owner: TRUST DAVIS FAMILY REVOCABLE TRUST Work Class: Addition Issue Date: 03/19/2024 Subdivision: WILSONIA TRACT Status: Closed - Finaled Expiration Date: 03/03/2025 Address: 1780 BUENA VISTA WAY IVR Number: 50651 CARLSBAD, CA 92008-1541 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status BLDG-18 Exterior 259657-2024 Passed Dirk de Roggenbuke Complete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency Left second message? No inspection Yes completed. BLDG-SW-Inspection 259840-2024 Partial Pass Checklist Item COMMENTS Are erosion control BMPs functioning properly? Are perimeter control BMPs maintained? Is the entrance stabilized to prevent tracking? Have sediments been tracked on to the street? Has trash/debris accumulated throughout the site? Are portable restrooms properly positioned? Do portable restrooms have secondary containment? Dirk de Roggenbuke Reinspection Incomplete Passed Yes Yes Yes Yes Yes Yes Yes 10/16/2024 10/16/2024 BLDG-Final Inspection 264139-2024 Passed Dirk de Roggenbuke Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-Plumbing Final Yes BLDG-Mechanical Final Yes BLDG-Structural Final Yes BLDG-Electrical Final Yes Tuesday, October 22, 2024 - - Page 5 of 5 Permit Type: BLDG-Residential Application Date: 07/14/2023 Owner: TRUST DAVIS FAMILY REVOCABLE TRUST Work Class: Addition Issue Date: 03/19/2024 Subdivision: WILSONIA TRACT Status: Closed - Finaled Expiration Date: 03/03/2025 Address: 1780 BUENA VISTA WAY IVR Number: 50651 CARLSBAD CA 92008-1541 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-14 Yes Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout Yes BLDG-34 Rough Electrical Yes BLDG-44 Yes Rough-Ducts-Dampers BLDG-SW-Inspection 257166-2024 Partial Pass Dirk de Roggenbuke Reinspection Incomplete Checklist Item COMMENTS Passed Are erosion control BMPs Yes functioning properly? Are perimeter control BMPs Yes maintained? Is the entrance stabilized to Yes prevent tracking? Have sediments been tracked Yes on to the street? Has trash/debris accumulated Yes throughout the site? Are portable restrooms Yes properly positioned? Do portable restrooms have Yes secondary containment? 08/15/2024 08/15/2024 BLDG-17 Interior 258195-2024 Partial Pass Dirk de Roggenbuke Reinspection Incomplete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency 8/15/24 Ok pending shower backer Yes 08/29/2024 08/29/2024 BLDG-18 Exterior 259301.2024 Failed Tim Kersch Reinspection Incomplete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency Left second message? No inspection No completed. 09/03/2024 09/03/2024 BLDG-16 Insulation 259839.2024 Passed Dirk de Roggenbuke Complete Checklist Item . COMMENTS Passed BLDG-Building Deficiency Yes BLDG-17 Interior 259838.2024 Passed Dirk de Roggenbuke Complete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency 8/15/24 ok pending shower backer Yes 9/3/24 shower backer Tuesday, October 22, 2024 Page 4 of 5 0 rPE%ffl!.ECTIONIM, MSTORY 166, ------------ Permit Type: BLDG-Residential Application Date: 07/14/2023 Owner: TRUST DAVIS FAMILY REVOCABLE TRUST Work Class: Addition Issue Date: 03/19/2024 Subdivision: WILSONIA TRACT Status: Closed - Finaled Expiration Date: 03/03/2025 Address: 1,780 BUENA VISTA WAY CARLSBAD, CA 92008-1541 IVR Number: 50651 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status Checklist Item COMMENTS Passed Are erosion control BMPs Yes functioning properly? Are perimeter control BMPs Yes maintained? Is the entrance stabilized to Yes prevent tracking? Have sediments been tracked Yes on to the street? Has trash/debris accumulated Yes throughout the site? Are portable restrooms Yes properly positioned? Do portable restrooms have Yes secondary containment? 07/18/2024 07/18/2024 BLDG-83 Roof Sheating, 255375.2024 Passed Dirk de Roggenbuke Complete Exterior Shear (13,15) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-13 Shear Panels-HD (ok Yes to wrap) BLDG-15 Roof Yes Sheath ing-Reroof BLDG-SW-Inspection 255376-2024 Partial Pass Checklist Item COMMENTS Are erosion control BMPs functioning properly? Are perimeter control BMPs maintained? Is the entrance stabilized to prevent tracking? Have sediments been tracked on to the street? Has trash/debris accumulated throughout the site? Are portable restrooms properly positioned? Do portable restrooms have secondary containment? Dirk de Roggenbuke Reinspection Incomplete Passed Yes Yes Yes Yes Yes Yes Yes 08/06/2024 08/06/2024 BLDG-84 Rough 256988-2024 Passed Dirk de Roggenbuke Complete Combo(14,24,34,44) Tuesday, October 22, 2024 Page 3 of 5 Permit Type: BLDG-Residential Application Date: 07/14/2023 Owner: TRUST DAVIS FAMILY REVOCABLE TRUST Work Class: Addition Issue Date: 03/19/2024 Subdivision: WILSONIA TRACT Status: Closed - Finaled Expiration Date: 03/03/2025 Address: 1780 BUENA VISTA WAY IVR Number: 50651 CARLSBAD CA 92008-1541 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status Checklist Item COMMENTS Passed Are erosion control BMPs Yes functioning properly? Are perimeter control BMPs Yes maintained? Is the entrance stabilized to Yes prevent tracking? Have sediments been tracked Yes on to the street? Has trash/debris accumulated Yes throughout the site? Are portable restrooms Yes properly positioned? Do portable restrooms have Yes secondary containment? 06/03/2024 06/03/2024 BLDG-31 250400.2024 Passed Dirk de Roggenbuke Complete Underground/Conduit - Wiring Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-SW-Inspection 250549.2024 Passed Dirk de Roggenbuke Complete Checklist Item COMMENTS Passed Are erosion control BMPs Yes functioning properly? Are perimeter control BMPs Yes maintained? Is the entrance stabilized to Yes prevent tracking? Have sediments been tracked Yes on to the street? Has trash/debris accumulated Yes throughout the site? Are portable restrooms Yes properly positioned? Do portable restrooms have Yes secondary containment? 06/11/2024 06/11/2024 BLDG-14 251354.2024 Partial Pass Dirk de Roggenbuke Reinspection Incomplete Frame/Steel/Bolting/We Idling (Decks) Checklist Item COMMENTS Passed BLDG-Building Deficiency 6/11/24 framing of Sub floor ok Yes BLDG-SW-Inspection 251487.2024 Partial Pass Dirk de Roggenbuke Reinspection Incomplete Tuesday, October 22, 2024 Page 2 of 5 Csi ty Building Permit Inspection History Finaled C of arlsbad Permit Type: BLDG-Residential Application Date: 07/14/2023 Owner: TRUST DAVIS FAMILY REVOCABLE TRUST Work Class: Addition Issue Date: 03/19/2024 Subdivision: WILSONIA TRACT Status: Closed - Finaled Expiration Date: 03/03/2025 Address: 1780 BUENA VISTA WAY IVR Number: 50651 CARLSBAD, CA 92008-1541 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status 04/16/2024 04/16/2024 BLDG-SW-Pre-Con 245254-2024 Passed Dirk de Roggenbuke Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 05/06/2024 05/06/2024 BLDG-11 247436.2024 Partial Pass Dirk de Roggenbuke Reinspection Incomplete Foundation/Ftg/Piers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 05/07/2024 05/07/2024 BLDG-SW-Inspection 247518-2024 Partial Pass Dirk de Roggenbuke Reinspection Incomplete Checklist Item COMMENTS Passed Are erosion control BMPs Yes functioning properly? Are perimeter control BMPs Yes maintained? Is the entrance stabilized to - Yes prevent tracking? Have sediments been tracked Yes on to the street? Has trash/debris accumulated Yes throughout the site? Are portable restrooms Yes properly positioned? Do portable restrooms have Yes secondary containment? 05/16/2024 05/16/2024 BLDG-11 248552-2024 Passed Dirk de Roggenbuke Complete Foundation/Ftg/Piers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency 5/16/24 foundation footings! rebar/ Yes hardware ok BLDG-21 248805-2024 Partial Pass Dirk de Roggenbuke Reinspection Incomplete Underground/Underflo or Plumbing Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-SW-Inspection 248806.2024 Partial Pass Dirk de Roggenbuke Reinspection Incomplete Tuesday, October 22, 2024 Page 1 of 5 L True North COMPLIANCE SERVICES February 7, 2024 City of Carlsbad Community Development Department - Building Division 1635 Faraday Ave. Carlsbad, CA 92008 Plan Review: SFD Addition and Remodel Address: 1780 Buena Vista Way, Carlsbad CA Applicant Name: Andy Davis Applicant Email: mfcantina@grnail.com FINAL REVIEW City Permit No: CBR2023-3478 True North No.: 23-018-635 OCCUPANCY & BUILDING SUMMARY: Occupancy Groups: R-3/U Occupant Load: N/A Type of Construction: V-B Sprinklers: No Stories: Area of Work (sq. ft.): Addition: 853 sq-ft sq. ft. Patio covers: 184 sq-ft. Remodel: 844 sq-ft The plans have been reviewed for coordination with the permit application. Valuation: See Notes Below Scope of Work: See Notes Below Floor Area: See Notes Below Notes: Scope of work on permit application does not match the scope of work shown on plans. See project areas noted above. 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: Drawings: One (1) copy dated December 11, 2022, by Ron Linville. Structural Calculations: One (1) copy dated January 22, 2024, by Bruce Manning. Geotechnical Report: One (1) copy dated December 27, 2023, by GSI Truss Calculations: One (1) copy dated January 25, 2024, by Mission Truss Energy Calculations: One (1) copy dated May 25, 2023, by Douglas Williams. 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. Project areas to be verified at the city prior to issuance of permit. True North Compliance Services, Inc. 3939 Atlantic Avenue Suite 224, Long Beach, CA 90807 T/562.733.8030 SFD Addition and Remodel City of Carlsbad— FINAL REVIEW 1780 Buena Vista Way City Permit No.: CBR2023-3478 February 7, 2024 True North No.: 23-018-635 Page 2 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: Richard Moreno - Plans Examiner Structural Calculations For Raised Floor Addition Client I Andy Davis 1780 Buena Vista Way Carlsbad, CA 92008 Governing Code 2022 CBC Revised Per Soils Report Seismic Values: Pgs 1, 3, 4, 4A, 19. 20, and 21 Designer: Ron Linville I Rons Plans 804 Pier View Way, Ste 207 Oceanside, Ca. 92054 Tel. 760-724-4159 E-mail: ronsplans@cox.net Engineer: Manning Engineering, Inc. 27574 Commerce Center Dr #133 Temecula, CA 92590-2535 Tel. 951-296-1044 I Fax. 951-296-1047 E-mail: info@manningrce.com 22 JAN 2024 All Job #7342 CBR2023-3478 1780 BUENA VISTA WAY DAVIS: BUILD NEW ADDITION (854 SF) AND PORCH AND LANDINGS (184 SF) TO EXISTING HOUSE 1561420900 1/30/2024 CBR2023-3478 PROJECT MANNING ENGINEERING INC. Civil I Structural Consultants ENGR 27574 Commerce Center Dr. Ste 133 Temecula, CA 92590 ____________ 1) 296.1044 6 :(951) 296.1047 DATE $(95@:lnfo€mann1n9rce.com 0 &Ut,saaa:t_3sw. PAGE/ .3 \oF 0. w + ,(iiii F%z•c) 4-S1&,Dffl 7i) 1'IIAII I 77Z rzaa SM * . ((4,77) (?qx sL75rn') Ui,( ZL WJLL t /2 X. VY )16P c55 <7ff9S 73Y 35 VA 7" V << V7 7sii/ C / - ----_ _L _ jqo& c7rnx) yjiv (B'tz/x) f7 j% r75c' — PROJECT ENGR DATE MANNING ENGINEERING INC. Civil I Structural Consultants 27574 Commerce Center Dr. Ste 133 Temecula, CA 92590 I(951) 296-1044 4:(951) 296-1047 M E I ®:nfo®mann1ngrce.com PAGEt4') OF J.o AA/, F: *-/g qog z HDsr.1/, p 'V A\ 0 L F-- 47- 2i 15 /Y (T'\ 42 rig s Pif L \ 'XL' _Lt&' 1014 +L?(8)4- (8x(8 z(zCi7fj * y)( /c71) 21O1 PROJECT ENGR DATE 1 MANNING ENGINEERING INC. Civil I Structural Consultants ________ 27574 Commerce Center Dr. Ste 133 Temecula, CA 92590 9:(951) 296-1044 (951) 296-1047 € I info®manningrce.com PAGE 11'4A \OF jJAE 2ai (,ctRcH)Lmeo4sa 'ro F1,Aq CMT-f< (TI1 'q? (0) L/A1 Fj; a t 3'1 :4q3 J 2f t7Z 4!Y 4(fJ (/cg ) /1Z - / ('.) L55 74 pii'1 -- 3xx Xti IF Z-(- 9,247u PROJECT iN 1 MANNING ENGINEERING INC. I> fMil I StruiraL Consuttats ENGR 27574 Commerce Center Dr. Ste 133 Temecute, CA 92590 DATE " :(951) 296-1044 ø(951) 296-1047 nfo4mannngrce.com PAGE OF F *iet &oi e/ _3±eL _ /,F% /9 -f Z4~ ~~j 5c/5m c r/Lr 2,q4 31 .r MA(o 77Z/55 / I gf 7L4 1-f? U g\ MM 38Z ,g J1VWcsrf3/, PROJECT MANNING ENGINEERING INC. T,it I Strucrrtzrat Coasulta7its ENGR III 27574 Commerce Center Or. Ste 133 Temecula, CA 92590 I A :951) 206-1044 :(951) 296-1047 DATE C info6mannIngrce,com PAGE OF 3.0 ANALYSIS DIRECTIONAL METHOD FOR WIND LOADS TO WALLS V = 100 MPH,. EXP C RISK GA TEGORY: II, ASD .6W P = q GCp.- qi(Gcpi) ASCE (FIG 27.3-1) q=.00256KzKztKdKeV2 Ke = 1.0 ASCE 26.10 & 26.9 K1= 1.0 ASCE26.8.2 = .8 WIND WARD C'p .5 LEE WARD ASCE (FIG 27.3-1) K1 =.85 if 0'-15`11.90 if 15"-20'.94 if 20'-25".98 if 25-30'1 1.04 if 30'-40' ASCE (Table 26.10-1) Kd= .85 ASCE (Table 26.6-1) G =.85 GCpi=/-.18 qo-15 =.00256 (85) (1) (.85) (1) (100)2= 18.5 q15-20 =.00256 (.90) (1) (.85) (1) (100)2 = 19.58 q20-25 =.00256 (.94) (1) (.85) (1) (100)2 = 20.45. q25-30 =.00256 (.98) (1) (.85) (1) (100)2 = 21.32 q30-40 =.00256 (1.04) (1) (.85) (1) (100)2 = 22.63 Po-15 =118.5(85) (.8 + .5) + 18.5 (.18)Jx('.6) = 14.26 PSF USE 16 PSF P1520 = [19.58 (.85) (.8 + .5) + 19.58 (.18)] x (.6) = 15.1 PSF USE 16 PSF P20-25 = [20.45 (.85) (.8 +.5) + 20.45 (.18)jx('L6,) = 15.77 PSF USE 16 PSF P25-30 =121.32 (.85) (.8 +.5) + 21.32 (.18)] x (6) = 16.44 PSF P3040 =122.63 (.85) (.8 +.5) + 22.63 (.18)]x(.6) = 17.45 PSF PROJECT A • MANNING ENGINEERING INC. Civil / Structural Consultants ENGR 2754 Commerce Center Dr. Ste 133 Temecula, CA 92590 DATE 2:(951) 296-1044 ::(951) 296-1047 ?%I t_. E :info@mannmgrce.com PAGE OF 3.0 ANALYSIS DIRECTIONAL METHOD FOR WIND LOADS TO ROOF (4:12 PITCH) V = 100 MPH, EXP C RISK CATEGORY:: II, ASU .6W P = q Gcp - q(Gcp1) ASCE (FIG 27.3-1) q. = .00256 KzKztKdKe V2 K,=1.0 ASCE 2610 & 26.9 Kzt ASCE 26.8.2 cp .4 WIND WARD p-.S LEE WARD ASCE (FIG 27.3-1) Kz =.85 if 0"-15"1 .90 if 15'-20".94 if 20.'-25".98 if 25'-30' 1.04 if 30'-40' ASCE (Table 26.10-1) Kd= .85 ASCE (Table 26.6-1) G=.85 GCpi/-.18 qo-15 = .00256 (.85) (1) (.85) (1) (100)2= 18.5 q15-20 =.00256 (.90) (1) (.85) (1) (100)2 = 19.58 q20-25 =.00256 (.94) (1) (.85)(1) (100)2 = 20.45 q25-30 =.00256 (.98)(1) (.85) (1) (100)2= 21.32 q30-40.= .00256 (1.04) (1) (.85) (1) (100)2 = 22.63 P015 = [18.5 (.85)(.4 +.5) + 18.5 (.18)] x (.6) = 10.49 PSF P15-20 =119.58 (.85)(.4 +.5) + 19.58 (.18)]x (.6) =11.1 PSF P20-25 = [20.45 (.85) (.4 +.5) +.20.45 (.18)] x (.6) =11.6 PSF P25-30 = [21.32 (.85) (.4 +.5) + 21.32 (..18).Jx(.6, =12.1 PSF P30..40.= [22.63 (.85) (.4 +.5) + 22.63 (18)jx (.6) = 12.83. PSF PROJECT ENGR DATE f\ ,' MANNING ENGINEERING INC. C iv ill Structural Consultants 27574 Commerce Center Dr. Ste 133 Temecrla, CA 92590 1:9511296-1044 4:(95i) 296-1047 VIE I :1nf03imonnir.cj'ce.Lom 2022 C.B.C. TABLE 23063(1) SHEARWAI.L AND CONNECTIONS FOR STAPLES! 2021 SDPWS TABLE 4.3A FOR NAILS SHEATHING ONE SIDE - J** V MATERIAL I MATERIAL TOP PLATE FLOOR TO FLOOR (NIoWabIe) . (PG 2022 C.B.C. STAPLES) CONNECTION - (PER 2021 SOPWS TABLE 4.SA NAILS) SEE SWION ?" CONNE CTION i /" STR I SHEATHING, BLOCKED 16 GA i ' LEGS STAPLES @ F" WOOD STRUCTURAL PANEL 8G46- D.C. EN * LTP4 24 O,C. 164 -6" 0_C. 6" 0G. EDGES, 12' O.C, FIELD 12' 0G. F.N, STUDS 2* 2*FRAMING t6'O,C.. /' STR I SHEATHING, BLOCKED 16 GA V4' G' WOOD STRUCTURAL 235 PLF LEGS STAPLES @ PANEL 6d D.C. EN • LTP4 - 24' D.C. 164 -4 O,C. D.C. EDGES, 12' D.C. FIELD 12"0.C. FN. STUDS 2x FRAMING 16" D.C. BLOCKED ................................- ...._. - ................................ 2SOPLF SIR I SHEATHING, BLOCKED 16 GA I'/,' WOOD STRUCTURAL LTP4- A LEGSSTAPLES@ . PANEL8d6'O.C.E.N. 1r D.C. 3" D.C. EDGES, 12" DC, FIELD . 12" O.C. EN, STUDS 2* 2* FRAMING @ iF" D.C. FRAMING 16'O.C. BLOCKED 3 L X 350 PLF U"STR I SHEATHING, BLOCKED 18 GA 1U" LEGS STAPLES © STRUCTURAL LTP4 -16" CC. PANEL 8d©4 D WOOD SDS25600 © 9' D.C. T D.C. EDGES, 12' D.C. FIELD .0 EN. * 3* BLOCK OR RIM 2* FRAMING © 16' O.C.FRAMING 12'O.0 RN. STUDS 2* 16' D.C. BLOCKED jOIST ADJOINING PANEL EDGES 3* • 3* PT SILL MUDSILL 3* P. T. PLF - .......RSTR 1 SHEATHING, BLOCKED 18 GA / WOOD STRUCTURAL PANEL - A3x ' 400 LEGS STAPLES @ 64©4' 0G. EN, 12' D.C. F.N. LTP4 16' D.C. SDS25800 © S. 0.C. roc EDGES I2"OC FIELD INTERMEDIATE STUDS 2X© EDGE NAILING 3* BLOCK ORRIM 2x FRAMING © 16'OC TOABUTTINGPANELS3xSTUDSREQUIRED JOIST ADJOINING PANEL EDGES 3*" FRAMING 16" D.C. LOCKED MUDSILL 3* PT , MUOSILL 3X F, 415 PLF 1I SHEATHING BLOCKED V," LEGS STAPLES 9: I 84©30 - LTP4 12 DC SD525900 © 6 DC O.C.EDGES 12' DC FIELD INTERMEDIATE STUDS 2* © EDGE NAILING TO IABUTTING PANELS 3* STUDS REQUIRED FRAMING i 3* BLOCK OR RIM JOIST ADJOINING PANEL EDGES 3x 16"O.C. BLOCKED MUDSILL 3* P.T. - 650 PLF % W09D STRUCTO8AL PANEL O.CF.N. LTP4- 12" DC, 5D525800@6O.C. INTERMEDIATE STUDS 2x @ EDGE NAILING TO 3x BLOCK OR RIM N/A ABUTTING PANELS 3x STUDS REQUIRED FRAMING JOIST 16' D.C. GkOSEQ MUDSILL3XPT 3* 730 PLF // W000 STRUCTURAL I PANEL 8&SG" D.C. EN....' D.C. F.N. INTERMEDIATE STUBS 2* © LTP4.- B" D.C. 5D525800 © 4 D.C. NA EDGE FAILING TO ABUTTING PANELS 3* STUDS 3* BLOCK DR RIM REQUIRED FRAMING 16'D.C. BLOCKED JOIST MUDSILL 3X PT .............................................................................................. A' ' 870 PLF LTP4 - B' D.C. 50525800 © 3" D.C. N/A Il4TERMEDIATETiJCS 2xEDGE NAILING TO ABUTTING PANELS 3* stuos REQUIRED BLOCK OR RIM FRAMING 16'0,C, BLOCKED JOIST SHEATHING TWO SIDE (DOUBLE SHEAR) EACH SIDE V MATERIAL TOP PLATE SILL PLATE I CONNECTION I CONNECTION - (PB2022c1EC51APLE8) 1PER 2021 SOP WS TABLE 4.3A NAILS) SEE SWIEACN 500 SEE SW4 - 5" STIR I SHEATHING BOTH SIDES BLOCKED 47OPLF 16 GA 'i WOOD STRUCTURAL PANEL 84©6O.C.E.N. 12- D.C. LTP4-24D.C, SD.525800@6"O.C, 4' D.C. EDGES, 12' D.C. FIELD INTERMEDIATE STUDS 2* @ EDGE NAILING OFFSET PANEL JOINTS FOR 2* OR USE 3* STUDS TO ABUTTING PANELS 3* STUDS REQUIRED WHEN E.N. IS ON BOTH SIDES TO COMMON MEMBER I FRAMING 16' D.C. BLOCKED MIJDSILL3XPT MUDSILL3XPT N" SIR I SHEATHING BOTH SIDES BLOCKED 560 PLF . IBGA1'/" LEGS STAPLES © WOOD STRUCTURAL PANEL BB@4"O,C.E,N. 12'O.C.F,N. LTP4-16"O.C. 50525800©rO.C, D.C. EDGES, 12' D.C. FIELD INTERMEDIATE STUDS 2* © EDGE NAILING OFFSET PANEL JOINTS FOR 2* DR USE 3* STUDS TO ABUTTING PANELS 3* STUDS REQUIRED: WHEN E.N. IS ON BOTH SIDES TO COMMON MEMBER FRAMING 16" 0G. BLOCKED MUDSILL 3XPT MUDSILL3XPT A , STIR I SHEATHING BOTH SIDES BLOCKED 800 PLF 16GAl'/" LEGS STAPLES © *f" WOOD STRUCTURAL PANEL EN, LTP4-16'0.C. 50525800@4'D.C. 2" D.C. EDGES, 13" D.C. FIELD 84©3" D.C, 120.C. EN: INTERMEDIATE STUDS 2x© EDGE NAILING OFFSET PANEL JOINTS FOR 2* OR USE 3* STUDS TO ABUTTING PANELS 3* STUDS REQUIRED TO WHEN E.N. IS ON BOTH SIDES COMMON MEMBER MUDSILL 3X PT 4 I FRAMING 16" D.0 BLOCKED MUDSILL 34 PT 950 PLF 1 WOOD STRUCTURAL PANEL sd©3"0.C.E.N.I2'OC.F.N. P4-120,C. SDS2500©4O.C. N/A INTERMEDIATE STUDS 2* © EDGE NAILING TO ABUTTING PANELS Ix STUDS REQUIRED FRAMING 16'0,C BLOCKED 1100 PLF _.,,,.,,...MUDS&LIXPT '* WOOD STRUCTURAL PANEL 84©20,C, E.N 12" D.C. EN. LTP4 •8 O.C. - .... S0S25800 © 3" D.C. N/A. INTERMEDIATE STUDS 2* © EDGE NAILING TO ABUTTING PANELS 3* STUDS REQUIRED FRAMING 18" D.C. BLOCKED MUDSILL 3X PT I...............................................................................................................................RMOD 1450 PLF EN. 12" D.C. FN. INTERMEDIATE STUDS 2* © LTP4 -8" D.C. N/A EDGE NAILING TD ABUTTING. PANELS 3* 2 ROVE STUDS REQUIRED FRAMING 16" D.C. BLOCKED i MUDSILL IXPT - _-_-----.--'-------,-- 1740 PLF N/A STRUCTURAL PANEL I C-aQ2" i E.N,12"O.0 EN. LTP4-8'O.C, 2ROWS INTERMEDIATE STUDS 2' a LOGE NAILING TO 50525800 © 4" D.C. ABUTTING PANELS 3* Si liDS REQUIRED FRAMING 16' 3C.SCDC,I<ED MUDSILL 3XPI' VERIFY SILL SCHEDULE. 515/. MAY BE IX P.T. PER SILL SCHEDULE. ASS ON THE INSIDE OF BLOCK MA' BE USED AT THE SAME SPACING AS THE LTP4 NOTE' -IN LIEU OF 3* TWO 2* MAY BE USED '16TH 164 © 4' D.C. TOGETHEE,THRUANO 5D525300 0 4' O.CATHRUI -3* STUD REQUIRED FOR E.N. '2' O.C. WITH STAPLES OR DOUBLE SIDED WITH EN. ON EACH SIDE TO COMMON STUD 4' D.C. OR LESS- FOR 84 3* STUDS AT ADJOINING PANELS FOR E.N. 3' D.C. OR LESS STAGGER SHEATHING FOR EN, ON DIFFERENT STUDS -SHEATHING TO BE STR1, NAILS TO BE COMMON -FASTENERS IN CONTACT WITH PRESERVATIVE- TREATED OR FOR FIRE - RETARDANT TREATED WOOD SHALL BE HOT DIPPED ZINC-COATED GALVANIZED STEEL. STAINLESS STEEL SILICON BRONZE OR COPPER. SPECIAL INSPECTION REQUIRED WHEN FASTENER SPACING OF SHEATHING IS EQUAL TO OR LESS THAN 4" OC - STAPLES SHALL HAVE A MIN.CROWN'160TH OF 7/16'S SHALL BE INSTALLED WITH THEIR CROWNS PARALLEL TO THELONGDIMENSION OF THE FRAMING MEMBERS, SEE SW5(A) SILL BOLTING MARK V (plfl SILL AND BOLTING (allowable) SEE SW5 2x4 = 125 2x PRESSURE TREATED 2x6 = 200 I8" -. 12" ANCHOR 2x8 = 200 BOLTS @ 4O.C. 2x4 = 175 2x PRESSURE TREATED 2x6 = 280 5/8o 12" ANCHOR 2x8 = 280 BOLTS 32" O.C. 3x4 = 250 3x PRESSURE TREATED M. SILL 3x6 = 350 5/0 - 12"ANqHOLTING OR BÔLTS.@ 24' O.C. 3x8 = 350: - - 3x4 = 250 3x PRESSURE TREATED 3x 3x6 = 500 - 12" ANCHOR 3x8 = 650 BOLTS @ 24" O.C. 3x4 375 3x PRESSURE TREATED 3x 3x6 = 750 12" ANCHOR 3x8 = 1000 BOLTS @ 16" O.C. 3x4 = 500 3x PRESSURE TREATED 'YJ3X1: 3x6 = 1000 - 12" ANCHOR 3x8 = 1350 BOLTS @ 12' O.C. - 3x4 550 3x PRESSURE TREATED 3x 3x6 = 1300 IS 12" ANCHOR 3x8 = 1600 BOLTS @ 9" O.C, ®3x4=744 3x:3x6 = 1800 3/40 - 12" ANCHOR 3x8* 2100 BOLTS @ 9"O.C. SEESW5SILL BOLTING. 1.NOTE SILL SCHEDULE (4)3x THRU 8 3x REQUIRES 3x SILL .CONTRACTOR TO ERIFY BOLT SIZE AND SPACING PER SILL SCHEDULE 2.BOLT$ TO BE EMBEDDED A MINIMUM OF 7" INTO FIRST POUR ON TWO POUR SYSTEMS. 3.13OLTS AT CONCRETE CURBS TO BE EMBEDDED 7" MINIMUM IN POUR EXCLUDING CURBS. 4.13OLTS 02XAND (3x TO HAVE 3"x3"x.229" PLATE WASHER 5.MINIMUM BOLTING ON ALL WALLS 48" O.C. 3x3x.229 PLATE WASHER 6. VERIFY () IF SHEAR SCHEDULE REQUIRES .3x TO COMPLY WITH E.N. 2- 2X -16d@6" OC UNO POST PER PLAN HD PER PLAN r-'— REINFORCING -f-{J \ PER PLAN .3. le IF L-1 ANCHOR ALLOWABLE LOAD - WALL LOCATION HOLDOWN FASTENER POST DF L ONE POUR TWO POUR le MIDWALL CORNER ENDWALL HDUZ 6-SOS2.5 2-2X i SSTB16 SSTB20 12 5/8 2550j 2550 2550 HOU4 10-SDSZ5. 2-2X SST82O SSTB24 16 5/8.3145 2960 2960 HDU5 14-SDS2.5 2-2X ISSTI324 20 5/8 3740 3325 3325 KDO8. 20-S0S3 2-2X SSTB28 SSTB36 247/8 .................................................................................................... 5715 5715 5715 HDQB 20-SDS3 4X SSTB28 SSTB36 247/8 1 7630 73151 6395 HOQ8 20-SDS3 6X6 SSTB28 SSTB36 247/8 8315 7315 6395 HHDO11 24S052.5 6X6 SBIX3O SBIX30 24 11810 11810 11810 STHDIO 20-100 - 2-2X N/A 10 3400 2940 2175 STh014 24-100 2-2X N/A 14 3815 3815 3500 Le MUST BE INTO. FIRST POUR * * USE HDU8 WITH SSTB28 OR SSTB36, MIN. Le = 20 5/8" * * *FOR ONE POUR ONLY, HOLD DOWN ARE 2-2xWTh21f2" N.ALS10D MAYBE USED IF DIRECTLY ON STUDS OR OVER i /2' SHEATHING, 1;4E MIDWALL CORNER ENDWALL Slab not shown for I clarity 4 4 - - 2Ie 4 : . 3"MlN. FOR SS X30 HOLD DOWN NOT TO SCALE PAGE IJ OF V1\CA OL Q W LL '20 QL Lto//ø] t t2 WL L 125 3' z) c q L 2) W Vd9L, zc;-i w 4ìq, 5 POL P7,06 fa, q00 ---------------- PROJECT ENGR DATE F MANNINGENGINEER!NG_INC. Civil / Structural Consultants 27574 Commerce Center Dr. Ste 133 Temecuta, CA 92390 5:(951) 206-1044 £:(951) 296-1047 M E I ®nfo®mannrce.coqn PAGE 11 OF K1 pL (7/Th5±la)-5o 94 to 012 t ~) 2o / .%', D m2.. \iLL 4CZo) Wb1 0' A 2 ( ).') . / ? • I44, i(/12 21( eioc w (ic,4z ')r 27 vji..t#co 2 PROJECT ENGR DATE MANNING ENGINEERING INC. Civil / Structural Consultants 27574 Commerce Center Dr. Ste 133 Temecula, CA 92590 *:(951) 29-1044 :(951) 296-1047 ME I ®nfornanningrcecom Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.2540, Lr = 0.1250 k/ft. Trib= 1.0 ft Design Summary Max fb/Fb. Ratio = 0.544; 1 fb: Actual: 678.03 psi at 3.000 ft in Span # 1 Fb: Allowable: 1,245.62 psi Load Comb: +D+Lr Max fv/FvRatio = 0.672: 1 fv : Actual: 54.62 psi at 5.400 ft in Span # 1 Fv : Allowable: 81.25 psi Load Comb.: +D+Lr Nn 2540' Lr(fl 1250) Transient Downward 0.001 in Ratio 9999 LC: Lr Only Transient Upward 0.000 in Ratio 9999 LC: Total Downward 0.002 in Ratio 9999 LC: +D+Lr Total Upward 0.000 in Ratio 9999 LC: Project Title: Engineer: Project ID: Project Descr: Multiple Simple Beam ProiectF e 1;7342DAVlSec6 LIC#: KW-06019279, Buid:20.23.05,01 Manning E.nCJfl9; Inc. (c) E..J'ICALC INC 1983-2023 Description: HEADERS Wood Beam Design: HDR1 Calculations per NDS 2018, IBC 2021, ASCE 7-16 BEAM Size: 4x8, Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2021. Load Combinations, Major Axis Bending Wood Species: Wood Grade: Fb - Tension 1000.0 psi Fc.- Prll 1.000,0 psi Fv 65.0 psi Ebend- xx 1300.0 ksi Density 34.0 pcf Fb - Compr 1,000.0 psi Fc - Perp 1.000,0 psi Ft 65.0 psi Eminbend - xx 1,300.0 ksi Max Reactions (k) D L.r L S w E H Transient Downward 0.025 in Total Downward 0.078 in Left Support 0.78 0.38 Ratio 2839 Ratio 921 Right Support 0.78 0.38 LC: Lr Only LC: +D+Lr Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Wood Beam Design: HDR2 Calculations per NDS 2018, IBC 2021, ASCE 7-16 BEAM Size: 4x8, Sawn,. Fully Unbraced Using Allowable Stress Design with IBC 2021 Load Combinations, Major Axis Bending Wood Species: Wood Grade: Fb - Tension 1,000.0 psi Fc - Prll 1,000.0 psi Fv 65.0 psi Ebend-xx 1,300.0k5i Density 34.0 pcf Fb - Compr 1000.0 psi Fc - Perp 1000.0 psi Ft 65.0 psi Eminbend - xx 1,300.0 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.3970, Lr = 0.240 k/fl, Trib= 1.0 ft Maxfb/Fb Ratio 0.101; 1 fb : Actual: 125.82 psi at 1.000 ft in Span #1 Fb: Allowable: 1,248.50 psi Load Comb: +D+Lr Max fv/FvRatio = 0.187:1 fv : Actual: 15.20 psi at 0.000 ft in Span # 1 Fv : Allowable: 81.25 psi Load Comb: +D+Lr Max Reactions (k) (2 i! k Left. Support 0.40 0.24 Right Support 0.40 024 0R .>71 L,ijO.2), 3.0 ft Transient Downward 0.007 in Ratio 5164 IC: Lr Only. Transient Upward 0.000 in Ratio 9999 LC: Total Downward 0.019 in Ratio 1932 LC: +D+Lr Total Upward 0.000 in Ratio 9999 LC: H Transient Downward 0,028 in Total Downward 0.086 in Ratio 2141 Ratio 698 IC: Lr Only LC: +D+Lr Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC; Project Title: Engineer: Project ID: Project Descr: Multiple Simple Beam Proj ect File 47342DAISec6 1 LiC# KW-06019279, Bud:2O.23.05.01 Manning Engineering, Inc. (C) ENERCALC INC .o3-2O23 Wood Beam Design: HDR3-HDR5 Calculations per NDS 2018, IBC 2021, ASCE 7-16 BEAM Size: 4x6, Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2021 Load Combinations, Major Axis Bending Wood Species: Wood Grade: Fb - Tension 1,000.0 psi Fc - Prll 1000.0 psi Fv 65.0 psi Ebend- xx 1300.0 ksi Density 34.0 pcf Fb - Compr 1,000.0 Psi Fc- Perp 1.0000 psi Ft 65.0 psi Emiribend.- xx 1,300.0kSi Applied Loads Beam self weight calculated and added to loads Unit Load: D = 0.3970, Lr = 0.240 k/ft, Trib= 1.0 ft Desion Summary Max fblFb Ratio 0,393; 1 fb ; Actual: 490.82 psi at 1.500 ft in Span # 1 Fb: Allowable 1,248.29 psi Load Comb: +D+Lr Max fv/FvRatio = 0.646: 1 fv: Actual: 52.49 Psi at 2.550 ft in Span # 1 ii Fv: Allowable; 81.25 psi Load Comb: +D+Lr Max Reactions (Ic) Q ii k S iti E H Left Support 0.60 0.36 Right Support 0.60 0.36 Beam Design: HDR6 Calculations per NDS 2018, IBC 2021, ASCE 7-16 BEAM Size: 4x6, Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2021 Load Combinations, Major Axis Bending Wood Species: Wood Grade: Fb - Tension 1,000.0 Psi Fc - Prll 1,000.0 psi Fv 65.0 psi Ebend- xx 1,300.0 ksi Density 34.0 pcf Fb - Compr 1000.0 psi Fc - Perp 1,000.0 psi Ft 65.0 psi Eminbend - xx 1,300.0 ksi Applied Loads Beam self weight calculated and added to loads Unit Load: D = 0.2540, Lr = 0.1250 klft, Trib= 1.0 ft Design Summary Max fblFb Ratio = 0.653; 1 fb : Actual: 815.09 Psi at 2.500 ft in Span # 1 Fb: Allowable: 1,247.33 psi Load Comb: +D+Lr Max fv/FvRatib 0.754: 1 fv : Actual; 61.27 psi at 4.550 ft in Span # 1 Fv: Allowable: 81.25 psi Load Comb; +D+Lr Max Reactions (k) Q Li 5 W Left Support 0.65 0.31 Right Support 0.65 0.31 LtC O) 4x8 4, Oft Max Deflections H Transient Downward 0.021 in Total Downward 0.050 in Ratio 2275 Ratio 957 LC: Lr Only LC: +D+Lr Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: W E ii Transient Downward 0.007 in Ratio 5402 LC: Li Only Transient Upward 0,000 in Ratio 9999 LC: Total Downward 0.017 in Ratio 2088 LC: +D+Lr Total Upward 0.000 in Ratio 9999 LC: 15 Project Title: Engineer: Project ID: Project Descr: iuitipIe Se Beam Project FU #73420AV13 eo5 LIC#: KW-06019279, Build: 20,23.05.01 Manning Engineering, Inc. c) ENERCALC INC 1983-2023 Wood Beam Design: HDR7 Calculations per NDS 2018, IBC 2021, ASCE 7-16 BEAM Size: 4x8, Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2021 Load Combinations, Major Axis Bending Wood Species: Doug!as Fir-Larch Wood Grade: No.1 Fb - Tension 1000.0 psi Fc - Prll 1500.0 psi Fv 180.0 psi Ebend- xx 1,700.0 ksi• Density 31210 pcf Fb - Compr 1000.0 psi Fc - Perp 625.0 psi Ft 6750 psi Eminbend - xx 620.0ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.4720, Lr = 0.30 k/ft Trib' 1.0 ft lPoint: D = 1.70, Lr = 1.40k @3.0 ft Design Summary Max fblFb Ratio = 0.847 1 fb : Actual: 1366.37 psi at 3.000 ft in Span # 1 Fb: Allowable: 1,613.28 psi Load Comb: +D+Lr Max fv/FvRatio = 0.897: 1 fv : Actual: 201.78 psi at 3.400 ft in Span # 1 Fv: Allowable: 225.00 psi Load Comb: +D+Lr Max Reactions (k) Left Support 1.38 0.95 Right Support 2.23 1.65 Wood Beam Design: HDR8 Calculations per NDS 2018, IBC 2021, ASCE 7-16 BEAM Size: 4x6, Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2021 Load Combinations, Major Axis Bending Wood Species : Douglas Fir-Larch Wood Grade: No, 1, Fb - Tension 1000.0 psi Fc - Prll 1500.0 psi Fv 180.0 psi Ebend-xx 1,700.0ksi Density 31.210pcf Fb - Compr 1000.0 psi Fc - Perp 625.0 psi Ft 675.0 psi Eniinbead - xx 620.0 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.4720, Li = 0.30 k/ft. Trib= 1.0 ft Design Summary Max fblFb Ratio = 0.367 1 fb : Actual : 593.81 psi at 1.500 ft in Span # 1 Fb: Allowable.: 1,616.68 psi Load Comb: +D+Lr Max fv/FvRatio = 0.282: 1 fv: Actual: . 63.50 psi at 2.550 ft Fv : Allowable: 225.00 psi Load Comb: +D+Lr Max Reactions (k) Q Id L Left Support 0.71 0.45 Right Support 0.71 0.45 in Span # I ..: ,•, . ...... = Transient Downward 0.022 in Ratio 2673 LC: Lr Only Transient Upward 0,000 in Ratio 9999 LC: Total Downward 0.058 in Ratio 1031 LC: +D+Lr Total Upward 0.000 in. Ratio 9999 LC: Project Title: Engineer: Project ID: Project Descr: Multiple Simple Beam - r.ectFe7342DAVlS.ec6 UC#: KW-06019279, Buiid:20.23.05.01 Mnnii Engineering, Inc. (c) ENERCALC INC 1983-2023 Wood Beam Design: HDR9 Calculations per NOS 2018, (BC 2021, ASCE 7-16 BEAM Size: 4x8, Sawn, Fully Unbraced Using Allowable Stress Design with (BC 2021 Load Combinations, Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.1 Fb - Tension 1,000.0 psi Fo - PrIl 1500.0 psi Fv. 180.0 psi Ebend- xx 1700.0 ksi Density. 31.210 pcf Fb- Compr 1000.0 psi Fe - Perp 625.0 psi Ft 675.0 psi Eminbend -. xx 620.0 ksi Applied Loads Beam self weight calculated and added to loads Unit Load: D = 0.4720, Lr = 0.30 klft, Trib= 1.0 ft Deskin Summary Max fb/Fb Ratio = 0590; 1 lb : Actual: 950.91. psi at 2.500 ft in Span # 1 Fb : Allowable: 1,610.44 psi Load Comb: +D+Lr Max fv/FvRatio = 0.388: 1 fv : Actual: 87.33 psi at 4.400 ft in Span # 1 Fv : Allowable: 225.00 psi Load Comb: +D+Lr Max Reactions (k) P Li L Left Support 119 0.75 Right Support 1.19 0.75 Project Title: 17 Engineer: Project ID: Project Descr: [Multiple Simple Beam LIG#: KW-06019279, 8uild:20.210501 Manning Engineering, Inc. - ) ENERCALC INC 1983-202-- Description : BM1-BM2 Wood Beam Design: BM1 Calculations per NDS 2018, IBC 2021, ASCE 7-16 BEAM Size: 6x8, Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2021 Load Combinations, Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.1 Fb:- Tension 1350.0 psi Fc - Prll 925.0 psi Fv 170.0 psi Ebend- xx Fb - Conipr 1350.0 psi Fc Perp 625.0 psi Ft 675.0 psi Eminbend - xx 1,600.0 ksi Density 31.210pcf 580,0 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D=0.2540, Lr = 0.110 klft, Trib 1.0 ft Design Su ma Max fb/Fb Ratio = 0.648; 1 fb: Actual: 1.08492 psi at 5.000 ft in Span #1 Fb! Allowable: 1674.80 psi Load Comb: +D+Lr Max fv/FvRatio = 0.281: 1 tv : Actual: 59.67 psi at 9.400 ft in Span # 1 Fv ; Allowable: 212.50 psi Load Comb: +D+Lr 0(0 254 0) Ir(O 110) 6x8 4 10.0 ft Max Reactions (k) 0 Lr L S W E H Transient Downward 0.080 in Total Downward 0.273 in Left Support 1.31 0.55 Ratio 1492 Ratio 440 Right Support 1.31 0.55 LC: Lr Only LC' +D+Lr Transient Upward 0.000 in Total Upward 0,000 in Ratio 9999 Ratio 9999 LC: LC: Wood Beam Design: BM2 Calculations per NDS 2018, IBC 2021, ASCE 7-16 BEAM Size: 6x8, Sawn, Fully Unbraced Using Allowable Stress Design with Wood Species: Douglas Fir-Larch Fb - Tension 1,350.0 psi Fc - Prll Fb - Compr 1,350.0 psi Fc - Perp Applied Loads Beam self weight calculated and added to loads Unit Load: 0 = 0. 1980, Lr = 0.080 klft, Trib= 1.0 ft Design Summa Max fb/Fb Ratio = 0.244 1 ..... - - 0(0.1980) Lrço.080) 7.Oft Fv : Allowable: 153.00 psi Load Comb: D Only Max Reactions (k) D Lt L S W E. H Left Support 0.72 0.28 Right Support 0.72 0.28 fb : Actual; 294.98 psi at 3,500 ft in Span # 1 Fb : Allowable: 1210.55 psi Load Comb: D Only Max fv/FvRatio = 0.142: 1 fv: Actual : 21.77 psi at 6393 ft ia Span #1 IBC 2021 Load Combinations, Major Axis Bending Wood Grade: No.1 925.0 psi Fv 170.0 psi Ebend-xx 1,600,0 ksi Density 31.210pcf 625.0 psi Ft 675.0 psi Eminbend - xx 580.0 ksi Transient Downward 0.014 in Ratio 5981 LC: Lr Only Transient Upward 0.000 in Ratio 9999. LC: Total Downward 0.050 in Ratio 1667 LC: +D+Lr Total Upward 0.000 in Ratio 9999 LC: Transient Downward 0.092 in Ratio 911 LC: L Only Transient Upward 0.000 in Ratio 9999 LC: Total Downward 0.136 in Ratio 615 LC: +D+L Total Upward 0.000 in Ratio 9999 LC: Project Title: Engineer: Project ID: Project Descr: pie Simple Beam Project File #T342DAVI S -06019279, Budd:20.23.05.01 Manning Engineering, Inc. (c) ENERCALC INC1983-2023 Description:FLOOR JOISTS-DECK JOISTS ood Beam W Design: FLOOR JOISTS - Calculations per NDS 2018, IBC 2021, ASCE 7-16 BEAM Size: 2x8, Sawn, Fully tinbraced Using Allowable Stress Design with IBC 2021 Load Combinations, Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.1 Fb - Tension 1,000.0 psi Fc - Prll 1,500.0 psi Fv 180.0 psi Ebend-xx 1,700.0 ksi Density 31.210pcf Fb - Compr 1000.0 psi Fc - Perp 625.0 psi Ft 675.0 psi Eminbend - xx 620.0 ksi Applied Loads Unif Load: D = 0.040, L = 0.010 k/ft, Trib= 1.330 ft Design Summary D.05320 LW 01330) - s000ftin Spain #1 2x8 10.0 ft ......................... . ..... . ...................... ................... ----------- .1 9.400 ft in Span # 1 Max fblFb Ratio = 0.838; 1 fb: Actual: 759.10 psi at Fb: Allowable: 906.07 psi Load Comb: +D+L Max fv/FvRatio 0224: 1 fv : Actual: 40.36 psi at Fv: Allowable: 180.00 psi Load Comb: +D+L Max Reactions (k) D Li L Left Support 0.27 0.07 Right Support 0.27 0,07 S W E H Transient Downward 0.037 in Total Downward 0.186 in Ratio 3230 Ratio 646 LC: L Only LC: +D+L Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Wood Beam Design: DECK JOISTS Calculations per NDS 2018, IBC 2021, ASCE 7-16 BEAM Size: 2x6, Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2021 Load Combinations, Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.1 Fb - Tension 1000 psi Fc - Prll 1500 psi. Fv 180 psi Ebend-xx 1700ksi Density 31.21 pcf Fb - Compr 1000 psi Fc - Perp 625 psi Ft 675 psi Eminbend - xx 620 ksi Applied Loads Beam self weight calculated and added to loads Unit Load: D = 0.0270, L = 0.060 klft, Tnb= 1.0 ft Design Summary Max fb/Fb Ratio 0.716:1 lb : Actual: 862.93 psi at 3.500 ft in Span # 1 Fb: Allowable: 1,205.64 psi Load Comb: +D+L Max fvlFvRatio = 0.274: 1 fv : Actual 49.34 psi at 6.557 ft in Span. # 1 .-. 2x6 TO ft t-v: Allowable: 180.00 psi Load Comb: +D+L -' Max Reactions (k) Q Li L 5 W .i H Left Support 0.10 0.21 Right Support 0.10 0.21 Project Title: Engineer: Project ID: Project Descr: cl) General Footing Project File 7342iAvIS.ec6 UC#: KW-06019279, Build:20.23.08.30 Manning Engineering, Inc. (c) ENERCALC INC 1983-2023 Code References Calculations per ACt 318-19, IBC 2021, ASCE 7-16 Load Combinations Used: IBC 2021 General Information Material Properties Soil Design Values f'c: Concrete 28 day. strength = 2.50 ksi Allowable Soil Bearing = .2.0 ksf fy: Rebar Yield 40.0 ksi Soil Density 110.0 pcf Ec: Concrete Elastic Modulus 3,122.0 ksi Increase Bearing By Footing Weight = No Concrete Density = 1450 PCI Soil Passive Resistance (for Sliding) = 200.0 pcI Values Flexure = 0.90 Soil/Concrete Friction Coeff. = 0.250 Shear 0.750 Increases based on tooting Depth Analysis Settings Footing base depth below soil surface ft Min Steel % Bending Reint. Allow press, increase per foot of depth ksf Min Allow. % Temp Reinf. 0.00180 when footing base is below = It Mm. Overturning Safety Factor 1.0 1 Mm. Sliding Safety Factor = 1.0 : I Increases based on footing plan dimension Add Ftg Wt for Soil Pressure. : Yes Allowable pressure increase per foot of depth Use fig wt for stability, moments & shears Yes ksf Add Pedestal Wt for Soil Pressure No i when max. length or width s greater than it Use Pedestal wt for stability, mom & shear : No Dimensions Width parallel to X-X Axis = 3.0 ft Length parallel to Z-Z Axis = 3.0 ft Z Footing Thickness = 24.0 in .c Pedestal. dimensions,.. j.- ... X X px: parallel to X-X Axis in pz: parallel to Z-Z Axis : in Height in Rebar Centerline to Edge of Concrete,., at Bottom of footing = 3.0 in Z Reinforcing Bars parallel to X-X Axis Number of Bars 6 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis Number of Bars 6 J Reinforcing Bar Size = # 5 - 9 Bandwidth Distribution Check (ACt 15.4.4.2) ' 6 Direction Requiring Closer Separation . . n/a ' # Bars required within zone n/a # Oars required on each side of zone n/a Applied Loads 0 Lr L S W E H P: Column Load OB: Overburden = M-xx = M-zz = V-x = V-z 5.0 4.0 k ksf k-ft k-ft k k Project Title: Engineer: Project ID: Project Descr: General Footing Project File. 7342DAVlS ec6 UC#: KVv-06019279, 8uild:20.23.08.30 Manning Engineering, Ir... (c) ENERCALC INC 1983-2023 DESIGN SUMMARY aTIø1 Mm. Ratio Item. Applied Capacity Governing Load Combination PASS 06450 Soil Bearing 1.290 ksf 2.0 ksf +D+L about Z-Z axis PASS n/a Overturning - X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning - Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding - X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding - Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0,0 k 0.0 k No Uplift PASS 0.04062 Z Flexure (+X) 1.550 k-ft/ft 38.156 k-WIt +1.200+1.60L PASS 0.04062 Z Flexure (-X) 1.550 k-ft/ft 38.156 k-ft/ft +1.200+1.60L PASS 0.04062 X Flexure (+Z) 1.550 k-ft/ft 38.156 k-ft/ft +110D+1.601- PASS 0.04062 X Flexure (.2) 1.550 k-ft/ft 38,156 k-ft/ft +1.200+1.60L PASS n/a 1-way Shear (+X) 0.0 psi 75.0 psi n/a PASS 0.0 1-way Shear (-X) 0.0 psi 0.0 psi n/a PASS n/a 1-way Shear (+Z) 0.0 psi 75.0 psi n/a PASS n/a 1-way Shear (-Z) .0.0. psi 75.0 psi Na PASS n/a 2-way Punching 4,665 psi 75.0 psi +1.20D+1.601- Detailed Results Soil Bearing Rotation Axis & Xecc Zecc Actual Soil Bearing Stress @ Location Actual / Allow Load Combination... Gross Allowable (in) Bottom, -Z Top, +Z Left,-X Right, +X Ratio X-X, D Only 2.0 n/a 0.0 0.8456 0.8456 n/a n/a 0.423 X-X, +D+L 2.0 n/a 0.0 1.290 1.290 n/a n/a 0545 X-X, +D+0.750L 2.0 n/a 0.0 1.179 1.179 n/a n/a 0.590 X-X, +0.600 2.0 n/a 0.0 0.5073 0.5073 n/a n/a 0254 Z-Z, 0 Only 2.0 0.0 n/a n/a n/a 0.8456 0.8456 0.423 Z-Z, +D+L 2.0 0.0 n/a n/a n/a 1.290 1.290 0.645 Z-Z, +D+0.750L 2.0 0.0 n/a n/a n/a 1.179 1.179 0.590 Z-Z, +0.60D 2.0 0.0 n/a n/a n/a 0.5073 0.5073 0.254 Overturning Stability Rotation Axis & Load Combination... , Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability All units k Force Application Axis Load Combination.,. Sliding Force Resisting Force Stability Ratio Status ........... Footing Has NO Sliding Footing Flexure Flexure Axis & Load Combination Mu Side Tension As Req'd Gym. As Actual As PhlMn Status k-ft Surface inA2 in12 inA2 k-ft X-X, +1.400 0.8750 +Z Bottom 0.5184 AsMin 0.620 38.156 OK X-X, +1.400 . 0.8750 -Z Bottom 0.5184 AsMin 0.620 38.156 OK X-X, +1.20D+1.60L 1.550 +Z Bottom 0.5184 AsMin 0.620 38.156 OK X-X. +1.200+1.601 1.550 -Z Bottom 0.5184 AsMin 0.620 38.156 OK X-X. +1,2+5çj[, 1.0 +Z Bottom 0.5184 AsMin 0.620 38.156 OK X-X, +1.20D+0.50L 1.0 -Z Bottom 0.5184 AsMin 0.620 38.156 OK X-X, +1.200 0.750 +Z Bottom 0.5184 AsMin 0.620 38.156 OK X-X, +1.200 0.750 -Z Bottom 0.5184 AsMin 0.620 38,156 OK X-X, +0.90D 0.5625 +Z Bottom 0.5184 AsMin 0.620 38.156 OK X-X, +0.900 0.5625 -Z Bottom 0.5184 AsMin 0.620 38.156 OK Z-Z +1.40D 0.8750 -X Bottom 0.5184 AsMin 0.620 38.156 OK Z-Z, +1.400 0.8750 +X Bottom 0.5184 AsMin 0.620 38.156 OK Z-Z, +1.200+1.60L 1.550 -x Bottom 0.5184 AsMin 0.620 38.156 OK Z-Z, +1.200+1.601 1.550 +X Bottom 0.5184 AsMin 0.620 38.156 OK Z-Z, +1.200+0.50L 1.0 -X Bottom 0.5184 AsMin 0.620 38.156 OK Z-Z, +1.20D+0.50L 1.0 +X Bottom 0.5184 AsMin 0.620 38.156 OK Z-Z, +1,20D 0.750 -X Bottom 05184 AsMin 0.620 38.156 ' OK Project Title: Engineer: Project ID: Project Descr: General Footing Project Fite. 72DAV3.ec6 LC#: tcW-060192/9, Buld:2023,08,30 Misiw. E.;neenng, Inc, (c) ENEkCALC .tG 83-2023 Footing Flexure Flexure Axis & Load Combination Mu k-ft Side Tension Surface As Reqd in A2 Gym. As iaA2 Actual As in'2 Phi*Mn k-ft Status Z-Z, +1.200 0.750 +X Bottom 0.5184 AsMin 0.620 38.156 OK Z-Z, +0.90D 0.5825 -X Bottom 0.5184 AsMin 0.620 38.156 OK Z-Z, +0.900 0.5625 +X Bottom 0.5184 AsMin 0.620 38.156 OK One Way Shear Load Combination... Vu @ -X Vu @ +X Vu @ -Z Vu @ +Z Vu:Max Phi Vn Vu I Phi*Vn Status +1.40D U0 psi 0.00 psi 0.00 psi U0 psi 0.00 psi 75.00 psi 0.00 OK +1.200+1.601- 0.00 psi 0.00psi 0.00 psi 0.00 psi 0.00 psi 75.00 psi 0.00 OK +1.200+0.50L 6.00 psi 0.00 psi 0.00 psi 0,00 psi 0.00 psi 75.00 psi 0.00 OK +1.200 a00 psi 0.00psi 0,00 psi 0.00 psi 0.00 psi 75.00 psi 0.00 OK +0.900 0,00 psi 0.00psi 0.00 psi 0,00 psi U0 psi 75.00 psi 0.00 OK Two-Way "Punching Shear All units k Load Combination... Vu Phl'Vn Vu I Phi*Vn Status +1400 2.63 psi 150.00ps1 0.01756 OK +1.200+1.60L 4.67 psi 150.00psi 0.0311 OK +1.200+0.50L 3.01 psi 150,00psi 0.02006 OK +1,200 2.26 psi 150.00p5i 0.01505 OK +0900 1.69 psi 150.00ps1 0.01129 OK ASCE 7-16 Hazards Data AS,E' ASCE 7 Hazards Report .4EIcAN SOCE1Y OF CML ENGINCMS Address: Standard: ASCE/SEI 7-16 Latitude: 33.169435 1780 Buena Vista Way Risk Category: II Longitude: -117.336523 Carlsbad California Soil Class D - Default (see Elevation: 171 0015824733628 ft 92008 Section 11.4.3) (NAVD 88) Wind Results: Wind Speed 96 Vmph 10-year MRI 66 Vmph 25-year MRI 72 Vmph 50-year MRI 77 Vmph 100-year MR 82 Vmph Data Source: ASCE/SEl 7-16, Fig. 26.5.1B and Figs. CC.2-1—CC.2-4, and Section 26.5.2 Date Accessed: Thu May 25:2023 Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear interpolation between contours Wind speeds are interpolated in accordance with the 7-16 Standard Wind speeds correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability = 0.00143, MRI = 700 years). Site is not in a hurricane-prone region as defined in ASCE/SEl 7-16 Section 26.2, https://asce7hazardtooi.oniine/ Page 1 of 3 Thu May 25 2023 N, ASq6C AMERICAN SOCIETY OF CIVIL ENGINEERS The ASCE 7 Hazard Tool is provided for your convenience, for informational purposes only, and is provided 'as is" and without warranties of any kind The location data included herein has been obtained from information developed produced and maintained by third party providers or has been extrapolated from maps incorporated in the ASCE 7 standard While ASCE has made every effort to use data obtained from reliable sources or methodologies, ASCE does not make any representations or warranties as to the accuracy, completeness, reliability, currency, or quality of any data provided herein. Any third-party links provided by this Tool should not be construed as an endorsement, affiliation, relationship, or sponsorship of such third-party content by or from ASCE. ASCE does not intend, nor should anyone interpret, the results provided by this-Tool to replace the sound judgment of a competent professional, having knowledge and experience in the appropriate field(s) of practice, nor to substitute, for the standard of care required of such professionals in interpreting and applying the contents of this Tool or the ASCE 7 standard. In using this Tool, you expressly assume all risks associated with your use. Under no circumstances shall ASCE or its officers, directors, employees, members, affiliates, or agents be liable to you or any other person for any direct, indirect, special, incidental, or consequential damages arising from or related to your use of or reliance on the Tool or any information obtained therein To the fullest extent permitted by law, you agree to release and hold harmless ASCE from any and all liability, of any nature arising out of or resulting from any use of data provided by the ASCE 7 Hazard Tool. httlDs://asce7hazardtool.online/ Page 3 of 3 Thu May 25 2023 Soils Report Recommendations 2022 CSC SEISMIC DESIGN PARAMETERS SITE SPECIFIC PARAMETER DESIGN VALUE PER 2022 CBC or REFERENCE ASCE 7-16 Risk Category1" I, II, Or III Table 1604.5 Site Class 0 Section 1613.2.2/Chap, 2O ASCE 7-16 (p. 203-204) Spectral Response - (0.2 sec), S5 0.87 g Section 161321 Figure 1613.2.1 (1) Spectral Response - (1 sec) S1 0.668 g Section 1613.2.1 Figure 16132.1(2) Site Coefficient, Fa 1.0 Table 1613.2.3(1) Site Coefficient, F, 2.5(3) (Section 21.3) Table 1613.23(2) Maximum Considered Earthquake Spectral 1.319 g Section 1613.2.3 Response Acceleration (0.2 sec), SMS (Section 21.4) (Eqn 16-36) Maximum Considered Earthquake Spectral 1.089 g Section 1613.2.3 Response Acceleration (1 sec),SM1 (Section 21.4) (Eqn 16-37) 5% Damped Design Spectral Response 0.879 g6 Section 1613.2.4 Acceleration (0.2 sac), S (Section 21.4) (Eqn 16-38) 5% Damped Design Spectral Response 0.726 gm Section 16.13.2.4 Acceleration (1 sac), S (Section 21.4) (Eqn 16-39) PGAM - Probabilistic Vertical Ground Acceleration may be assumed as about 50%. 0.553 g. ASCE 7-16 (Eqn 11.8. 1) of these values. Seismic Design Category D Section 1613.2.5/ASCE 7-16 (Section 11.6) (p.85: Table 11.6-1 or 11.6-2) Risk Category to be confirmed by the Project Architect or Structural Engineer. Per Table 11.4-1 of ASCE 7-16 Per Section 21.3 of ASCE 7-16, if S > 0.2 then F, is taken as 2.5. Per Section 21.4 of ASCE 7-16, Sms = (1.5)(S05) = (1.5)(0.879 g) = 1.3199 5.. Per Section 21.4 of ASCE 7-16, SMI = (1.5)(S) = (1.5)(0726 g) = 1.089 g Per Section 21.4 of ASCE 7-16, Sos shall be taken as 90 percent of the maximum spectral acceleration (Sal obtained from the site-specific spectrum at any period within the range from 0.2 to 5 seconds, inclusive. Per Section 21.4 of ASCE 7-16, S01 shall be taken as. the maximum value of the product TSa obtained from the site-specific spectrum from the period within the range of 1 to 5 seconds, inclusive. Per Tables 11.6-1 and 11.6-2 of ASCE 7-16, Mapped 5, (0.376 g) 5 0.75. Thus, the seismic design category is 'ID". GENERAL SEISMIC PARAMETERS PARAMETER . . . . VALUE. Distance to Seismic Source (Newport-Inglewood Fault)1t1 - ±5.7 mi (9.2 km) Upper Bound Earthquake (Newport-Inglewood Fault) M = 7.1(2) - From Blake (2000) k) l) - 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 will not occur Mr. Andy Davis - W.O. 8721 -A-SC 1780 Buena Vista Way, Carlsbad December 27, 2023 File:e:\wp21\8700\8721a,lge GeoSods, Inc. Page 6 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. equals 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. 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). From a geotechnical viewpoint, foundation construction should conform to the following: Exterior and interior footings should be founded at a minimum depth of 12 inches. below the lowest adjacent grade, or embedded at least 12 inches into suitable GSI approved bearing material, whichever is deeper. If removal and recompaction is not. performed, the depth would be about 2 to 3 feet. Footing widths should be per Code. Isolated pad footings should be 24 inches square, by 24 inches deep, and embedded at least 24 inches into suitable bearing, soil, whichever is deeper. Isolated pad footings would need to be deepened similarly, if removal and recompaction is not performed. Remedial grading should be completed for a minimum lateral distance of at least 5 feet beyond the building footprint. Once removals and overexcavation is completed, the fill should be cleaned of deleterious materials, moisture conditioned, and recompacted to at least 90 percent relative compaction per ASTM 0 1557. 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. 4 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. 5. 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, and two No.4 reinforcing bars at the bottom of the grade beam. The base of the reinforced grade beam, should be at the same elevation as the adjoining footings. Mr. Andy Davis , W.O. 8721 -A-SC 1780 Buena Vista way, Carlsbad , December 27, 2023 File:e:\wp2l \8700\8721 alge Geo$ods, Inc. Page 12 SAMPLE LOCATION SATURATED SOLUBLE SOLUBLE AND DEPTH (fl) pH RESISTIVITY SULFATES CHLORIDES (ohm-cm) I (% by weight) (ppm) HA-i @ 1,0- 5.0 7.0 F 12,000 I <0.004 ]_75 I Corrosion Summary Laboratory testing indicates that tested samples of the onsite soils are neutral with respect to soil acidity/alkalinity, are mildly corrosive to exposed, buried metals when saturated, present negligible ("not applicable" [or class SO] per American Concrete Institute [ACl] 318-14) sulfate exposure to concrete, and chloride levels are low. Reinforced concrete mix design for foundations, slab-on-grade floors, and pavements should minimally conform to "Exposure Class Cl"in Table 19.3.2.1 of ACI 318-14, as concrete would likely 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. 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. Shallow footings should be at least 12 inches deep below lowest adjacent grade (excluding soft soils, landscape zones, slab and underlayment thickness, etc.), bearing on suitable, approved material. It is anticipated that actual footing depths willbe deeper than those indicated above, in order to penetrate any loose, near-surface soils. 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 coastal 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 natural soil deposits. The TLR is influenced by the depth of the footing and the cohesion Mr. Andy Davis W.O. 8721-A-SC 1780 Buena Vista Way, Carlsbad December 27, 2023 FiIe:e:\wp21\8700\8721 atge GeoSoils, Inc. Page 8 MiTek, Inc. 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 Re: 15403-23 Davis Add 1780 The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Mission Truss Company. Pages or sheets covered by this seal: R79925422 thru R79925433 My license renewal date for the state of California is June 30, 2024. L)ecemDer 1,2O23 Baxter, David 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 ANSl/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 Milek'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 Truss Type Qty Ply Davis Add 1780 R79925422 15403-23 SO1 CALIFORNIA GIRDER 1 Job Reference (optional) Mission Truss, Lakeside, CA - 92040, 8.530 S Aug 22023 MiTek Industries, Inc. Mon Dec 18 11:49:28 2023 Page 1 ID:9klQ5K?8DbQ0KStTKdTd_Zzz6O6-HxKZatiXrNQT0KGsgZFXVte9wrDnsghNadiqJouy7klL 8-3-0 12-10-0 7-11-11 12-8-4 -2-0-0 3-6-7 7-5-0 71,12 10-1-8 12-0-0 9-i I 16-8-9 20-3-0 22-3-0 2-0-0 3-6-7 3-10-9 0-1LI2 1-10-8 1-10-8 0-3-5 3-10-9 3-6-7 240-0 Scale 1:41.1 0-4-15 0-4-15 0-3-5 0-1-12 6x8 6x8 3x4 = 24 29 3X4 zz~ :a 30 15 7xlO 10 9 al 2X4 11 4X4 U4 2X4 6 2.00 3x8 3-6-7 7-5-0 8-3-0 12-0-0 12-10-1 16-8-9 20-3-0 3-6-7 3-10-9 -io-d 3-9-0 b-io-o 3-10-9 3-6-7 Plate Offsets (XV)— [2:0-2-0, Edge], [4:0-3-12,0-2-8], [6:0-3-12,0-2-81, [8:0-2-0,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 0.34 Vert(LL) -0.23 12-13 >999 240 MT20 220/195 TCDL 21.0 Lumber DOL 1.25 BC 0.58 Vert(CT) -0.92 12-13 >264 180 BCLL 0.0 Rep Stress lncr NO WB 0.32 Horz(CT) 0.42 8 n/a n/a BCDL 10.0 Code IBC2021/TP12014 Matrix-MS Weight: 257 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purtins, except BOT CHORD 2X4 DF No. 1&Btr G 2-0-0 oc purtins (6-0-0 max.): 4-6. WEBS 2X4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 2=0-3-8, 8=0-3-8 Max Horz 2=-26(1_C 6) Max Gray 2=2371(LC 1), 8=2371(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-9911/0,3-4=-11447/0, 4-5=-12223/0,5-6=-12223/0, 6-7=_11447/0,7-8=9911/0 BOT CHORD 2-15=0/9457, 14-15=0/9507, 13-14=0/11094, 12-13=0/12537, 11-12=0/11092, 10-11=0/9493,8-10=0/9443 WEBS 3_14=-138/1718, 711=_134/1718, 5-13-554/61, 5-12=-554/61, 4-13=0/2334, 6-12=0/2341 NOTES- (14) 3-ply truss to be connected together with lOd (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 cc. All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-16; Vult=llomph (3-second gust) Vasd=87mph; TCDL=8.4p5f; BCDL=6.opsf; h25ft B=45ft; L=37ft eave=51t; Cat II; Exp B; Enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed: Lumber DOL=1 .25 plate grip DOL=1.25 Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psI bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tell by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Bearing at joint(s) 2, 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. Girder carries hip end with 7-6-12 end setback. Graphical purtin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 693 lb down and 63 lb up at 12-8-4, and 693 lb down and 63 lb up at 7-6-12 on top chord. The design/selection of such connection device(s) is the responsibility of others. December 18,2023 designed in conformance with Section 2303.4 of the 2022 CBC. A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERENCE PAGE Mil-7473 rev. 11212023 BEFORE USE Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system Before use, the building designer must verify the applicability, of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual loins web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 400 Sunrise Ave, Suite 270 fabrication, storage, delivery, erection and bracing of tissues and linus systems, see ANSIITPiI Quality Criteria and DSB-22 available from Truss Plate Institute ('w,w.tpinnI.org) Roseville, CA 95661 and BCSI Building Component Safety Information available from the Structural Building Component Association (.sbcscomponents.com) 916.755.3571 I MiTek-US.com Ply I Davis Add 1780 15403-23 ISOl CALIFORNIA GIRDER Mission Truss, Lakeside, CA - 92040, 8.530 a Aug 22023 Milek Industries, Inc. Mon Dec 1811:49:282023 Page 2 lD:9kIQ5K?8DbQ0KStTKdTd_Zzz6O6-HxXZatiXrNQT0KGsgZFXVte9wrDnsgwadiqJouy7kJL LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate lncrease=1 .25 Uniform Loads (pit) Vert: 1-4=-82, 4-6=_190, 6-9=-82, 13_1646(F26), 12-13=46(F=-26), 1219=46(F=26) Concentrated Loads (lb) Vert: 4=-627 6=627 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MuSK REFERENCE PAGE 00111-7473 rev. 11212023 BEFORE USE. Design valid for use only with MiTelrS connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 400 Sunrise Ave., Suite 270 fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (.tpinstorg) Roseville, CA 95661 and BCSI Building Component Safety Information available from the Structural Building Component Association (www.sbcscomponents.com) 916.755.3571 / Muck-US corn Job Truss Truss Type Qty Ply Davis Add 1780 R79925423 15403-23 S01A California I Job Reference (optional) Mission Truss, Lakeside, CA - 92040, 8.530 s Aug 2 2023 Milek Industries, Inc. Mon Dec 18 11:49:30 2023 Page 1 ID:9klQ5K?8DbQ0KStTKdTd_Zzz6O6-DKSJ?ZkoN?hBFeQEo_H?alkR6fuSKZNt40JQsmy7klJ 10-2-9 -2-0-0 4-6-7 9-5-0 10-0-7 0-10- 15-6-9 20-3-0 22-3-0 2-0-0 4-6-7 4-10-9 '0-7-71 0-7-7 4-10-9 4-6-7 0-2-2 Scale= 1:40.5 7x10 7x10 5 2.00 F12 4x8 10-10-0 LOADING (psf) TCLL 20.0 TCDL 21.0 BCLL 0.0 * BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress lncr YES Code 1BC202111P12014 CSI. TC 0.61 BC 0.69 WB 0.36 Matrix-MS DEFL. in (lc) l/defl L/d Vert(LL) -0.21 14 >999 240 Vert(CT) -0.92 11-12 >263 180 Horz(CT) 0.45 9 n/a n/a PLATES GRIP MT20 220/195 Weight: 85 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-10-60c purtins, BOT CHORD 2X4 OF No. 1&Btr G except WEBS 2X4 OF Stud/Std G 2-0-0 oc purlins (3-3-4 max.): 4-6. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 2=0-3-8, 9=0-3-8 Max Horz 2=34(LC 11) Max Gray 21217(LC 1), 91217(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4348/68, 34=-3786/84, 4-6=-3713/114, 6-8=-3786/91, 8-9=4348173 BOT CHORD 2-15=0/4134, 14-15=0/4153, 13-14=0/3573, 12-13=-8/3573, 11-12-29/4154, 9-11=-25/4134 WEBS 3-14=-806/28,4-14=0/451, 4-13=-57/565,6-13=-52/565,6-12=0/451, 8-12=-806/25 NOTES- (10) Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-16; Vult=llomph (3-second gust) Vasd=87mph; TCOL'8.4psf: BCDL6.opsf; h=25ft; B=45ft; L=37ft; eave=5ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Exterior(2E) -2-0-9 to 1-4-5, Interior(1) 1-4-5 to 10-0-7, Exterior(2E) 9-6-12 to 10-8-4, Exterior(2R) 10-2-9 to 15-4-8, Interior(1) 15-4-8 to 22-3-9 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tell by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Bearing at joint(s) 2, 9 considers parallel to grain value using ANSIITPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. Graphical purlin representation does not depict the size or the orientation of the purtin along the top and/or bottom chord. This truss has been designed in conformance with Section 2303.4 of the 2022 CBC. December 18,2023 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MI-7473 isv. 112/2023 BEFORE USE. Design valid for use only with Muck® connectors. This design is based only upon parameters shown, and is for an individual building component, not a buss systerm Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 400 Sunrise Ave., Suite 270 fabrication, storage, delivery, erection and bracing of tresses and truss systems, see ANSI/TPII Quality Criteria and DSO-22 available from Twos Plate Institute (.tpinaI.org) Roseville, CA 95e61 and BCSI Building component safety Information available from the Structural Building Component Association (.sbcscomponents.com) 916.755.3571 / MiTek-US.com Job ClB ss Truss Type 15403-23 Scissor R79925424 on Truss. Lakeside, CA - 92040. 8.530 $ Aug 2 2023 MiTek Industries, Inc. Mon Dec 18 11:49:312023 Page 1 ID:9kIQ5K?8DbQ0KStTKdTd_Zzz6O6-h%fri0hCvlQ8lp2to?RMioE7WGbV3EI3yZ0Jg2ODy7klI -2-0-0 5-0-12 10-1-8 15-2-4 20-3-0 22-3-0 2-0-0 5-0-12 5-0-12 5-0-12 5-0-12 2-0-0 Scale = 1:39.8 4x8 = 2.00 F1 3x10 ZZ 5-0-12 10-1-8 15-2-4 20-3-0 5-0-12 5-0-12 5-0-12 5-0-12 Plate Offsets (X,Y)— 12:0-2-4,0-0-51, 6:0-2-4,0-0-51 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (be) lldefi Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 0.70 Vert(LL) -0.21 8-9 >999 240 MT20 220/195 TCDL 21.0 Lumber DOL 1.25 BC 0.65 Vert(CT) -0.90 8-9 >271 180 BCLL 0.0 * Rep Stress lncr YES WB 0.62 Horz(CT) 0.42 6 n/a n/a BCDL 10.0 Code 1BC2021/TP12014 Matrix-MS Weight 80 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-10-40c purlins. BOT CHORD 2X4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-Doe bracing. WEBS 2X4 DF Stud/Std G REACTIONS. (size) 2=0-3-8, 6=0-3-8 Max Horz 2=35(LC 11) Max Grav 2=1201(LC 1),6=1201(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4242/0, 3-4=-3179/0, 4-5=-3179/0, 5-6-4242/0 BOT CHORD 2-10=0/4032, 9-10=0/4045, 8-9=0/4045, 6-8=0/4032 WEBS 49n0/1522, 5-9-1187/32, 3-9=-1187/33 NOTES- (8) Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-16; Vult=llOmph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.opsf; h=25ft; B45ft; L=37ft; eave=5ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Exterior(2E) -2-0-9 to 1-4-5, Interior(1) 1-4-5 to 10-1-8, Exterior(2R) 10-1-8 to 13-9-5, Interior(1) 13-9-5 to 22-3-9 zone; cantilever left and right exposed ; end vertical left and right exposed:C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Bearing at joint(s) 2, 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. This truss has been designed in conformance with Section 2303.4 of the 2022 CBC. December 18,2023 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERENCE PAGE Mil-7473 rev. 11212023 BEFORE USE. - Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 400 Sunrise Ave., Suite 270 fabrication, storage, delivery, erection and bracing of trusses and buss systems, see AN5lITPl1 Quality Criteria and D813-22 available from Truss Plate Institute (w.tpinut.org) Roseville, CA 95661 and SCSI Building component Safety Information available from the Structural Building Component Association (.sbcscomponents.com) 916.755.3571 / MtTek-US.com Job Truss Truss Type Qty Ply Davis Add 1780 R79925425 15403-23 ~TOI GABLE 1 1 on Truss, Lakeside, CA - 92040, 8.530 s Aug 2 2023 MiTek Industries, Inc. Mon Dec 18 11:49:34 2023 Page 1 ID:9kIQ5K?8DbQOlcStTKdTdZzz6O6-65iqrwnIRDBdkFj01qMxk8u9EGMiGLMT?eHe?Xy7ldF -2-0-0 5-5-10 10-1-8 14-9-6 20-3-0 22-3-0 2-0-0 5-5-10 4-7-14 4-7-14 5-5-10 2-0-0 Scale = 1:39.2 4x8 = 3x8 = 17 16 15 14 13 12 11 10 9 8 5x8 3x6= 3x6 3x6 MT20 1.5x3 ON EACH FACE OF BOTH ENDS OF UN-PLATED MEMBERS OR EQUIVALENT CONNECTION BY OTHERS. I 7-04 13-2-12 20-3-0 7-04 6-2-8 I 7-04 I Plate Offsets (XV)— f6:0-1-2,Edgel, [17:04-0,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lc) 1/defi L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 Vert(LL) -0.02 17-34 >999 240 MT20 220/195 TCDL 21.0 Lumber DOL 1.25 BC 0.29 Vert(CT) -0.04 17-34 >999 180 BCLL 0.0 * Rep Stress lncr NO WB 0.49 Horz(CT) 0.01 9 n/a n/a BCDL 10.0 Code lBC2021ITPl2014 Matrix-MS Weight 107 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-10-12 oc puulins. BOT CHORD 2X4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 5-3-40c bracing. WEBS 2X4 DF Stud/Std G OTHERS 2X4 DF Stud/Std G REACTIONS. All bearings 16-0-0 except (jt=length) 2=0-3-8. (Ib)- Max Horz 2=-115(LC 31) Max Uplift All uplift 100 lb or less at joint(s) 15, 16, 9 except 2n_335(LC 35), 11=-729(LC 36), 17=-911(LC 35), 6=-675(LC 36) Max Grav All reactions 2501b0r less atj0int(s)13, 14, 16,12,10, 9, 8 except 2=542(LC 44), 15-434(LC 1), 11=1049(LC 33), 17=1169(LC 32), 6=890(LC 43), 6=457(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-7801734, 3-4=-6791692, 4-5=--722/865, 5-6-1895/1779 BOT CHORD 2-17=--817/853, 16-17=-1439/1557, 15-16=-839/957, 14-15=-1658/1751, 13-14-1091/1185,12-13=-664/758,11-12=-273/366, 10-11=-352/478,9-10=-272/399, 8-9=442/868,6-8=-158711715 WEBS 3-15--974/832, 4-15-1043/933, 4-11=-i 196/1015, 5-11=-487175, 3-17=-1294/1184 NOTES- (11) Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-16; Vultllomph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.opsf; h=25ft 845ft L=37ft; eave=5ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Exterior(2E) -2-0-9 to 1-7-4, Interior(1) 1-7-4 to 10-1-8, Extenor(2R) 10-1-8 to 13-9-5, Interior(l) 13-9-5 to 22-3-9 zone; cantilever left and right exposed end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 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 ANSIITPI 1. Gable studs spaced at 1-4-0 oc. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.0p5f on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 15. 16, 9 except (jt=lb)2=335, 11=729, 17=911, 6=675, 6=675. This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. This truss has been designed for a total drag load of 5200 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 4-0-0 to 20-3-0 for 320.0 plf. This truss has been designed in conformance with Section 2303.4 of the 2022 CBC. December 18,2023 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mii-7473 rev. 11212023 BEFORE USE. Design valid for use only with Muck® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 400 Sunrise Ave.. Suite 270 fobricaton, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria and 055-22 available from Truss Plate Institute (.lpinstorg) Roseville, CA 95861 and scsi Building Component Safety Information available from the Structural Building Component Association (www.abcscomponenta.com) 516.755.3571 / MiTek-US.com 3x8 = 3x8 4x8 = 5x8 = 3x4= Ply I Davis Add 1780 R79925426 15403-23 Common Mission Truss, Lakeside, CA- 92040, 8.5308 Aug 22023 MiTek Industries, Inc. Mon Dec 18 11:49:35 2023 Page 1 lD:9kIQ5K?8DbQOKStTKdTd_Zz2606-aIGC2GowCXJUMPlCbXtAHMRJTggU?r?cEl0BXy7klE -2-0-0 5-0-12 10-1-8 15-2-4 20-3-0 22-3-0 2-0-0 5-0-12 5-0-12 5-0-12 . 5-0-12 2-0-0 Scale = 1:39.2 8-9-0 13-6-0 20-3-0 6-9-0 6-9-0 6-9-0 Plate Offsets (X,Y)— [2:0-0-6,0-0-0], [6:0-0-6,0-0-0], [9:0-4-0,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lc) I/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) -0.07 8-9 >999 240 MT20 220/195 TCDL 21.0 Lumber DOL 1.25 BC 0.38 Vert(CT) -0.32 8-9 >750 180 BCLL 0.0 * Rep Stress Incr YES WB 0.27 Horz(CT) 0.08 6 n/a n/a BCDL 10.0 Code 18C20211TP12014 Matrix-MS Weight: 81 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 DF No. 1&Btr 0 TOP CHORD Structural wood sheathing directly applied or 3-11-20c purlins. BOT CHORD 2X4 DF No. 1&Btr C BOT CHORD Rigid ceiling directly applied or 10-0-00c bracing. WEBS 2X4 DF Stud/Std G REACTIONS. (size) 2038, 6=0-3-8 Max Horz 2=-35(LC 10) Max Gray 2=1201(LC 1), 61201(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2439/0, 34=-2114/0, 4-5=_2114/0, 5-6=-2439/0 BOT CHORD 2-9=0/2272, 8-9=0/1502, 6-8=0/2272 WEBS 4-8=0/664, 5-8=-500170, 4_9=0/664, 3-9=-500/70 NOTES- (7) Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-16; Vult=llomph (3-second gust) Vasd=87mph; TCDL=8.4p5f; BCDL=6.opsf; h=25ft; 8=45ft; L=37ft; eave=5ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Exterior(2E) -2-0-9 to 1-74, Interior(1) 1-74 to 10-1-8, Exterior(2R) 10-1-8 to 13-9-5, Interior(l) 13-9-5 to 22-3-9 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL1.25 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. This truss has been designed in conformance with Section 2303.4 of the 2022 CBC. December 18,2023 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEX REFERENCE PAGE Mil-7473 rev. 11212023 BEFORE USE. Design valid for use only with MiTch® connectors. This design is based only upon parameters shown, and is for an individual building component, not a buss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 400 Sunrise Ave., Suite 270 fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality criteria and DSB-22 available from Truce Plate Institute (r.tpinst.org) Roseville, CA 95661 and BCSI Building Component Safety Information available from the Structural Building Component Association (sbcacomponents.com) 916.755.35711 MiTek-US.com Job Truss Truss Type Qty Ply Davis Add 1780 R79925427 15403-23 TOIB Common 1 1 Job Reference (optional) Mission Truss, Lakeside, CA - 92040, 8.530 s Aug 2 2023 MiTek Industries, Inc. Mon Dec 18 11:49:37 2023 Page 1 lD:9klQ5K?8DbQ0KStTKdTdZzz6O6-WgNyTypBk8ZCbjSbiyveMnwTLUTlKvtcvIcsy7klC 5-0-12 10-1-8 15-2-4 20-3-0 22-3-0 5-0-12 5-0-12 5-0-12 5-0-12 2-0-0 Scale = 135.8 4x8 = 550- 3x8 = I 6-9-0 I 6-9-0 I Plate Offsets (X,Y)— [1:0-0-6,0-0-01,[5:0-0-6,0-0-01,[8:0-4-0,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (IDe) l/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) -0.07 7-8 >999 240 TCDL 21.0 Lumber DOL 1.25 BC 0.41 Vert(CT) -0.32 7-8 >758 180 BCLL 0.0 * Rep Stress Incr YES WB 0.28 Horz(CT) 0.08 5 n/a n/a BCDL 10.0 Code lBC2021/TPl2014 Matrix-MS PLATES GRIP MT20 220/195 Weight: 78 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 3-11-0 oc purlins. BOT CHORD 2X4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2X4 DF Stud/Std G REACTIONS. (size) 1=0-3-8,5=0-3-8 Max Horz 1-36(LC 10) Max Gray 11024(LC 1), 51209(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2513/2.2-3=-2182/0,34=-2138/0,4-5=-2464/0 BOT CHORD 1-8=0/2359, 7-8=0/1528, 5-7=0/2295 WEBS 3-7=0/662,4-7=500/71, 3-8=0/691, 2-8-516172 NOTES- (7) Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-16; Vult=llomph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL6.opsf; h=25ft B=45ft; L=37ft; eave=5ft; Cat II; Exp B; Enclosed; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 3-7-13, Interior(1) 3-7-13 to 10-1-8, Exterior(2R) 10-1-8 to 13-9-5, Interior(1) 13-9-5 to 22-3-9 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. This truss has been designed in conformance with Section 2303.4 of the 2022 CBC. December 18,2023 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MlI-7473 rev. 11212023 BEFORE USE. Design valid for use only with MiTekEl connectors. This design is based only upon parameters shown, and is fares individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 400 Sunrise Ave. Suite 270 fabncation, storage, delivery, erection and bracing of trusses and twos systems, sea ANSIITPII Quality Criteria and 058-22 available from Truss Plate Institute (WIWI.tpinst.org) Roseville, CA 95661 and BCSI Building Component Safety Information available from the Structural Building Component Association (www.sbcscOmponents.com) 918 755 3571 / MiTek-UScom Job Truss Truss Type Qty Ply Davis Add 1780 R79925428 15403-23 TO1C COMMON GIRDER [inth Referenr,p (ôntinnnFt Mission Truss, Lakeside, CA- 92040, - 8.530 s Aug 2 2023 MiTek Industries, Inc. Mon Dec 18 11:49:38 2023 Page 1 ID:9kIQ5K?8DbQ0KStTKdTdZzz6O6-_sxKgIqpVSh2Dt1 nGgQtv_3rvtdQCOE2wFFr8Jy7kIB 5-0-12 8-0-0 10-1-8 12-3-0 15-2-4 20-3-0 22-3-0 5-0-12 2-11-4 2-1-8 2-1-8 1 2-11-4 5-0-12 2-0-0 PLY-TO-PLY CONNECTION REQUIRES THAT AN APPROVED FACE MOUNT HANGER (SPECIFIED BY OTHERS) IS REQUIRED FOR Scale = 1:35.8 LOADS REPORTED IN NOTES. FACE MOUNT HANGER SHALL BE ATTACHED WITH A MINIMUM OF 0.148"x 3" NAILS PER HANGER MANUFACTURER SPECIFICATIONS. 5x8 = 20 - 2x4 II 8x14MT20HS = 10x14MT20l-lS= 2x4 II 4X1 5-0-12 8-0-0 10-1-8 12-3-0 15-2-4 20-3-0 5-0-12 2-11-4 2-1-8 2-1-8 2-11-4 5-0-12 Plate Offsets (X,Y)— [1:0-2-0, Edge], [7:0-2-0, Edge], [11:0-7-0,0-4-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lc) 1/defi L/d PLATES GRIP TCLL 20.0 Plate Grip OOL 1.25 TC 0.50 Vert(LL) -0.14 10-11 >999 240 MT20 220/195 TCDL 21.0 Lumber DOL 1.25 BC 0.69 Vert(CT) -0.56 10-11 >424 180 MT20HS 165/146 BCLL 0.0 * Rep Stress Incr NO WB 0.24 Horz(CT) 0.12 7 n/a n/a BCDL 10.0 Code IBC2021/TP12014 Matrix-MS Weight: 317 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-5-14 oc purlins. BOT CHORD 2X6 DF SS G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2X4 OF No. 1&BtrG *Except* 5-10,3-11: 2X6 OF SS G REACTIONS. (size) 1=0-3-8,7=0-3-8 Max Horz 1=-36(1_C 6) Max Gray 1=7327(LC 1), 75307(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-17796/0,2-3=-14670/0, 3-4-14619/0, 4-5=-14977/0,5-6=15022/0, 6-7=-14805/0 BOT CHORD 1-12=0/16870, 11-12=0/16870, 10-11=0/11181, 9-10=0/13988, 7-9=0/13988 WEBS 6-9=-457/0, 2-12=0/2377, 6-10=0/445, 2-11 =-3572/0, 4-11=0/5041, 4-10=0/5634 NOTES. (13) N/A 3-ply truss to be connected together with lOd (0.131'x3°) nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc Bottom chords connected as follows: 2x6 - 3 rows staggered at 0-4-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. All loads are considered equally applied to all plies, except if noted as front (F) or back (B) 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. Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-16; Vult=ll0mph (3-second gust) Vasd=87mph; TCDL8.4p5f; BCDL=6.opsf; h=25ft; B-45ft: L37ft; eave=5f1; Cat II; Exp B; Enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL1 .26 plate grip DOL=1.25 All plates are MT20 plates unless otherwise indicated. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. Girder carries tie-in span(s): 26-0-0 from 0-0-0 to 12-0-0 Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 3100 lb down at 12-3-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. This truss has been designed in conformance with Section 2303.4 of the 2022 CBC. LOAD CASE(S) Standard December 18,2023 pontinued an Dane 2 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MTEX REFERENCE PAGE MII-7473 rev. 11212023 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web andlor chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 400 Sunrise Ave., Suite 270 fabrication, storage, delivery, erection and bracing of trusses and truss systems, see AN5Ifl'PII Quality Criteria and DSB-22 available from Truss Plate Institute (www.lpinst.org) Roseville, CA 95661 and SCSI Building Component Safety Information available from the Structural Building Component Association (.sbcscomponests.com) 916.755.35711 MiTels-US.com Job Truss Type Davis Add 1780 15403-23 ITOIC ICOMMON GIRDER Lakeside, CA - 92040, LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1 .25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-82, 4-8=-82, 1-10=-625(F=-605), 710=20 Concentrated Loads (lb) Vert: 10=-3100(F) R79925428 8.530 s Aug 2 2023 MiTek Industries, Inc. Mon Dec 18 11:49:38 2023 Page 2 ID:9kIQ5K?8DbQ0KStTKdTd_Zzz6O6-_sxKglqpVSh2Dt1 nGgQtv_3MdQCDE2wFFr8Jy7kIB WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 101II-7473 rev. 112/2023 BEFORE USE Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 400 Sunrise Ave., Suite 270 fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIJTPII Quality Criteria and DSB-22 available from Tress Plate Institute (r.Ipinst.org) Roseville, CA 05661 and BCSI Building Component Safety Information available from the Structural Building Component Association (.sbcscomponents.com) 916.755.35711 MiTek-US.com 32 Job Davis Add 1780 R79925429 102 CAL HIP Job Reference (optional) Mission Truss, Lakeside, CA - 92040, 8.530 s Aug 2 2023 MiTek Industries, Inc. Mon Dec 18 11:49:40 2023 Page 1 ID:9klQ5K?8DbQ0KStTKdTd_Zzz606-wF355zs313xmSAB9N5TL_P8AqhJ6g5ALNZkyDBy7kl9 -2-0-0 3-6-7 7-5-0 7-11-11 11-0-11 14-8-5 17-9-5 1 -4-p 22-2-9 25-9-0 2-0-0 3-6-7 3-10-9 0!6_11 3-1-0 3-7-I1 3-1-0 06_iul 3-10-9 3-6-7 Scale= 1:47.3 7x10 4.00 F1_2 2x4 II 3x8 = 412 = 15403-23 33 34 , 35 '' 3410 =2X4 11 5x10 = 3x10 = 2x4 II 3x8 = 2x4 II 3x10 = 3-6-7 7-5-0 11-0-lI 14-8-5 18-4-0 22-2-9 25-9-0 3-6-7 3-10-9 3-7-11 3-7-11 3-7-li 3-10-9 3-6-7 Plate Offsets(X,Y)— 12:0-10-8,0-0-61, [7:0-6-3, Edge], [9:0-10-8,0-0-61, [14:0-5-0,0-3-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lc) I/deS Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) -0.20 12-13 >999 240 MT20 220/195 TCDL 21.0 Lumber DOL 1.25 BC 0.67 Vert(CT) -0.60 12-13 >384 180 BCLL 0.0 * Rep Stress lncr NO WB 0.34 Horz(CT) 0.21 9 n/a n/a BCDL 10.0 Code 1BC20211TP12014 Matrix-MS Weight: 231 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-8-3 oc purlins, except BOT CHORD 2X4 DF No. 1&Btr G 2-0-0 oc purlins (4-5-3 max.): 4-7. WEBS 2X4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 9=0-3-8, 2=0-3-8 Max Horz 2=25(LC 8) Max Gray 9=3023(LC 1), 2=3188(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-8285/0, 3-4-8368/0, 4-5=_9261/0, 5-6=-9261/0, 6-7=-7638/0, 7-8=-8056/0, 8-9=-8429/0 BOT CHORD 2-15=017811, 14-15=0/7811, 13-14=0/7987, 12-13=0/9268, 11-12=0/9268, 10-11=017960, 9-10=0/7960 WEBS 3_14=_147/363, 4-14=0/326, 4-13=0/1668, 5-13=-826/59, 6-II=-206910, 7-11=0/1482, 8-11=-533/0 NOTES- (13) 2-ply truss to be connected together with lOd (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - I row at 0-7-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-16; Vult=llomph (3-second gust) Vasd=87mph; TCDL8.4psf; BCDL-6.opsf; h25ft; B45ft; L=37ft; eave=5ft Cat. II; Exp B; Enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOLI .25 plate grip DOL=1.25 Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. Girder carries hip end with 8-0-0 end setback. Graphical purtin representation does not depict the size or the orientation of the purtin along the top and/or bottom chord. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 786 lb down and 71 lb up at 16-4-0, and 786 lb down and 71 lb up at 7-6-12 on top chord. The design/selection of such connection device(s) is the responsibility of others. This truss has been designed in conformance with Section 2303.4 of the 2022 CBC. December 18,2023 ontinued on pa 2 MAD CA5E(3)—SterTh1tr A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 11212023 BEFORE USE. Design valid for use only with MiTetv5 connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verily the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 400 Sunrise Ave., Suite 270 fabrication, storage, delivery, erection and bracing of trusses and buss system, see ANSII1'PII Quality criteria and DSB-22 available from Truss Plate Institute (i.tpinat.org) Roseville, CA 95661 and SCSI Building Component Safety Information available from the Structural Building Component Association (.ohcscomponants.com) 916.755.35711 MiTek-US.com Job I Truss I Truss Type I Qty I Ply I Davis Add 1780 R79925429 15403-23 1 T02 ICAL HIP 8.530 S Aug 2 2023 MiTek Industries, Inc. Mon Dec 18 11:49:40 2023 Page 2 ID:9kIQ5K?8DbO0KStTKdTd_Zzz6O6-wF355zs313xmSAB9N5TL_P8AqhJ6g5ALNzkyoBy7kI9 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pIt) Veil: 1-4=-82, 4-7=-199, 7-9=-82, 16-1 9=-49(F=-29) Concentrated Loads (lb) Vert: 4=-711 7m-711 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MtI-7473 rev. 11212023 BEFORE USE, Design valid for use only with MiTelvE connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent budding of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. for general guidance regarding the 400 Sunrise Ave., Suite 270 fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria and DSB-22 available from Truss Plate Institute (.lpinaLorg) Roseville, CA 95661 and BCSI Building Component Safety information available from the Structural Building Component Association (www.sbcacomponenta.com) 916.155.3571 1 MiTek-US.com 30 u 0 Job Truss Truss Type 15403-23 T02A CAL HIP R79925430 Mission Truss, Lakeside, CA - 92040, 8.530 5 Aug 2 2023 MiTek Industries, Inc. Mon Dec 18 11:49:42 2023 Page 1 ID:9kIQ5K?8DbQ0KStTKdTd_Zzz6O6-teBrV4tJYhBUiUKYWVp3qDvzU1a8zuertD3H4y7M7 -2-0-0 4-6-7 9-5-0 9111_11 12-10-8 15-9-5 1-4-p 21-2-9 25-9-0 2-0-0 4-6-7 4-10-9 0-6-1 2-10-13 2-10-13 0-6-1 4-10-9 4-6-7 Scale = 1:47.4 4x8 3x4 = 4x8 3x10 = 2x4 II 5x10 = 3x8 = 2x4 II 3x10 = LOADING (psf) TCLL 20.0 TCDL 21.0 BCLL 0.0 * BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code lBC2021/TP12014 CSI. TC 0.56 BC 0.48 WB 0.39 Matrix-MS DEFL. in (lc) 1/defi L/d Vert(LL) -0.11 10 >999 240 Vert(CT) -0.53 10-11 >582 180 Horz(CT) 0.15 8 n/a n/a PLATES GRIP MT20 220/195 Weight: 111 lb F120% LUMBER- BRACING- TOP CHORD 2X4 OF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-5-11 oc purlins, BOT CHORD 2X4 OF No. 1&Btr G except WEBS 2X4 OF Stud/Std G 2-0-0 oc purtins (4-2-2 max.): 4-6. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 8=0-3-8, 2=0-3-8 Max Horz 2=34(LC 11) Max Gray 8=1307(LC 1), 21488(LC 1) FORCES. (lb) -Max. Camp/Max. Ten. -Al forces 250 (lb) or less except when shown. TOP CHORD 2-3-334110, 3-4_2689/16, 4-5=-2496/26, 5-6-2508/18, 672703/0, 7-8-3424/0 BOT CHORD 2-12=0/3127, 11-12=0/3127, 10-11=0/2732, 9-10=0/3222, 8-9=0/3222 WEBS 3-11 =-776/30, 4-11=0/558, 5-11 =-424/49, 6-1 0=411144, 6-10=0/567, 7-1 0=-820/37 NOTES- (9) Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-16; Vult=llomph (3-second gust) Vasd=87mph; TCDL8.4psf; BCDL6.opsf; h=25ft B-45ft; L=37ft; eave=5ft Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Exterior(2E) -2-0-9 to 1-7-4, Interior(1) 1-7-4 to 9-5-0, Extenor(21R) 9-5-0 to 14-6-15, Interior(l) 14-6-15 to 16-4-0, Extenor(21R) 16-4-0 to 21-2-9, Interior(1) 21-2-9 to 25-9-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. This truss has been designed in conformance with Section 2303.4 of the 2022 CBC. December 18,2023 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI-7473 rev. 11212023 BEFORE USE. - Design valid for use only with MuTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated juts prevent buckling of individual tress web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 400 Sunrise Ave., Suite 270 fabrication, storage, delivery, erection and bracing of trusses and tress systems, see ANSlfrPl1 Quality Criteria and DSB-22 available from Truss Plate Institute (waw.tpinst.org) Roseville, CA 95661 and BCSI Building Component Safety Information available from the Structural Building Component Association (.sbcscomponents.com) 916.755.3571 / MiTek-US.com Scale = 1:46.4 6x8 = 4x8 3x10 = 2x4 II 5x8 = 3x8 = 2x4 II 3x10 = 11-5-0 5-10-9 Job Truss Truss Type R79925431 15403-23 T02B California Eruss, Lakeside, CA - 92040, 8.530 $ Aug 2 2023 MiTek Industries, Inc. Mon Dec 18 11:49:43 2023 Page 1 lD:9klQ5K?8DbQ0KStTKdTd_Zzz6O6-LqkDk?uxJ_JLJevk3002c2mdouNNtMBn4XycqV4j7kl6 5-67 11-5-0 llll 1113-9-5 1i44) 20-2-9 25-90 27-9-0 5-6-7 5-10-9 O6ll 1-9-10 061L1 5-10-9 5-6-7 2-0-0 Offsets LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 21.0 Lumber DOL 1.25 BCLL 0.0 * Rep Stress Incr YES BCDL 10.0 Code IBC2021ITPl2014 LUMBER- TOP CHORD 2X4 DF No.1&Btr G BOT CHORD 2X4 DF No.1&Btr G WEBS 2X4 OF Stud/Std G REACTIONS. (size) 1=Mechanical, 6=0-3-8 Max Horz 1=-39(LC 10) Max Gray 1=1307(LC 1), 6=1488(LC 1) CSI. OEFL. in (lc) I/deft L/d PLATES GRIP TC 0.74 Vert(LL) -0.11 10 >999 240 MT20 220/195 BC 0.51 Vert(CT) -0.49 8-9 >635 180 WB 0.64 Horz(CT) 0.15 6 n/a n/a Matrix-MS Weight 111 lb FT = 20% BRACING- TOP CHORD Structural wood sheathing directly applied or 3-0-3 oc puulins, except 2-0-0°c puilins (4-5-4 max.): 3-4. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3365/0, 2-3-2471/10, 34=-2198/22, 4-5=-239210, 5-6-3300/0 BOT CHORD 1-11=0/3161, 10-11=0/3161, 9-10=0/2257,8-9=0/3081,6-8=0/3081 WEBS 210=940/23, 3-10=0/395, 4-9=0/483, 5-9=-950/17 NOTES- (10) Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-16; Vult=llOmph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.opsf; h=25ft; B=45ft; L=37ft eave=5ft Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 3-7-13, Interior(1) 3-7-13 to 11-6-12, Exterior(2E) 11-6-12 to 144-0, Exterior(21R) 14-4-0 to 19-5-15, Interior(1) 19-5-15 to 27-9-9 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. This truss has been designed in conformance with Section 2303.4 of the 2022 CBC. December 18,2023 WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev. 11212023 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shove,, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated into prevent budding of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 400 Sunrise Ave., Suite 270 fabrication, storage, delivery, erection and bracing of trusses and truss Systems, sea ANsIITPII Quality Criteria and DSB-22 available from Truss Plate Institute (Wua.tPinaLor9) Roseville, CA 95661 and BCSI Building Component Safety Information available from the Structural Building Component Association (.sbcscomponents.com) 91e.755.3571 / MiTek-lJS.com Job Truss Truss Type Qty Ply Davis Add 1780 R79925432 15403-23 FINK Mission Truss, Lakeside, CA - 92040, 8.530 s Aug 2 2023 MiTek Industries, Inc. Mon Dec 18 11:49:45 2023 Page 1 lO:9klQ5K?8DbO0KStTKdTd_Zzz6O6-HDs_9hwCrcZ3Zx37Ae2WtsTrz9i?kum4xrRjupy7lci4 5-8-6 10-10-8 12-10-8 14-10-8 18-10-14 19-10-u 22-9-15 25-9-0 27-9-0 5-8-6 5-2-2 2-0-0 2-0-0 4-0-6 6-i i-id 2-11-7 2-11-1 Scale= 1:44.9 4x4 = 3x627 4 28 2x4 II 3x10 = 2x4 II 3x8 = 2x4 II 3x4 = 3x10 = 5-10-8 Plate Offsets LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 21.0 Lumber DOL 1.25 BCLL 0.0 * Rep Stress lncr YES BCDL 10.0 Code IBC2021/TPl2014 LUMBER- TOP CHORD 2X4 OF No.1&Btr G BOT CHORD 2X4 OF No.1&Btr G WEBS 2X4 OF Stud/Std G REACTIONS. (size) 1=0-3-8,9=0-3-8 Max Horz 1-44(LC 10) Max Gray 11372(LC 1), 91623(LC 1) CSI. DEFL. in (lc) 1/defi Ud PLATES GRIP TC 0.75 Vert(LL) -0.16 11-12 >999 240 MT20 220/195 BC 0.71 Vert(CT) -0.82 11-12 >378 180 WB 0.57 Horz(CT) 0.16 9 n/a n/a Matrix-MS Weight: 117 lb FT = 20% BRACING- TOP CHORD Structural wood sheathing directly applied or 2-8-12 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3527/0, 2-3=-2628/0, 34_817I0, 4-5=-1150/0, 5-6=_1162/0, 6-7=4133/0, 7-8=-329310, 8-9=-3840/0 BOT CHORD 1-14=0/3309,13-14=0/3309,12-13=0/3006,11-12=0/3040, 9-11=0/3626 WEBS 12-15=0/380, 7-11=0/355, 2-13=_945/3, 6-15=-2070/0, 4-15=0/669, 13-15=-907/0, 8-11=-871/0, 3-13=0/823, 3-15=-1920/0 NOTES- (8) Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-16; Vult=liomph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.opsf; h25ft; B=45ft; L=37ft; eave=5ft Cat. Il; Exp B; Enclosed; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 3-7-13, Interior(1) 3-7-13 to 12-10-8, Exterior(2R) 12-10-8 to 16-6-5, Interior(1) 16-6-5 to 27-9-9 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 .25 plate grip DOL=1.25 200.01b AC unit load placed on the bottom chord, 174-8 from left end, supported at two points, 5-0-0 apart. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tell by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. This truss has been designed in conformance with Section 2303.4 of the 2022 CBC. December 18,2023 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 11212023 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated into prevent buckling of individual truss web andlor chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 400 Sunrise Ave. Suite 270 fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI1TPI1 Quality criteria and DSB-22 available from Truss Plate Institute (.Ipinat.org) Roseville, CA 95661 and BCSI Building component Safety Information available from the Structural Building Component Association (.sbcsccmpnnents.com) 916.755.3571 / MiTek-US cam Job Type Ply I Davis Add 1780 R79925433 15403-23 FINK on Truss, Lakeside, CA - 92040, 8.530 s Aug 2 2023 MiTek Industries, Inc. Mon Dec 18 11:49:48 2023 Page 1 ID:9klQ5K?8DbQ0KStTKdTd_Zzz6O6-lPQMM1wqcviwA5eJkLZIDgO886pB4kjEmvBGQry7kI3 5-8-6 10-10-8 i 12-10-8 14-10-8 18-10-14 19-10-8 22-9-15 25-9-0 27-9-0 5-8-6 5-2-2 2-0-0 2-0-0 4-0-6 b- u- b 2-11-7 2-11-1 2-0-0 Scale = 1:44.8 4x8 = 3x427 4 28 2.4 II 6 14 13 2x4 II 3x4 = 3x8 = 11-4 5-8-6 15-10-8 1l-Prl 14-10-8 i 18-10-12 19-10-6 25-9-0 5-8-8 5-2-2 0-tr4 3-6-4 2-0-4 2-11-12 5-10-8 0-3-8 Plate Offsets (XV)— 1:0-2-6,Edge], [9:0-0-2,0-0-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lc) l/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.74 Vert(LL) -0.13 11 >999 240 MT20 220/195 TCDL 21.0 Lumber DOL 1.25 BC 0.50 Vert(CT) -0.56 11 >310 180 MT20HS 165/146 BCLL 0.0 * Rep Stress lncr YES WB 0.59 Horz(CT) 0.02 9 n/a n/a BCDL 10.0 Code lBC2021/TP12014 Matrix-MS Weight: 117 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-0-8oc purlins. BOT CHORD 2X4 DF No. 1&BtrG BOT CHORD Rigid ceiling directly applied or 6-0-0oc bracing. WEBS 2X4 DF Stud/Std G REACTIONS. All bearings 11-4-4 except at--length) 9=0-3-8. (lb) - Max Hors 1=-44(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 1, 14 Max Gray All reactions 250 lb or less at joint(s) 1 except 1=355(LC 37), 9=856(LC 1), 14=476(LC 23), 13=1557(LC 1), 13=1557(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=0/630, 3-4=0/606, 4-5=0/1283, 5-6=0/1299, 6-7=-742/0, 7-8=-904/0, 89=_1592/0 SOT CHORD 12-13=01726, 11-12=01764, 9-11=0/1532 WEBS 12-15=0/393, 5-15=-268/84, 7-11=0/384, 2-14=-315/90, 213=422/0, 6-15=-1999/0, 4_15=-871/0, 13-15=-1634/0, 8-11=-993/0, 3-13=_443/12 NOTES- (10) Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-16; Vult=llomph (3-second gust) Vasd=87mph; TCDL=8.4p5f; BCDL=6.opsf; h=25ft; B=45ft; L=37ft eave=5ft; Cat. II; Exp B: Enclosed; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 3-7-13, Interior(1) 3-7-13 to 12-10-8, Exterior(2R) 12-10-8 to 16-6-5, Interior(1) 16-6-5 to 27-9-9 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown: Lumber DOL=1.25 plate grip DOL=1.25 200.01b AC unit load placed on the bottom chord, 17-4-8 from left end, supported at two points, 5-0-0 apart. All plates are MT20 plates unless otherwise indicated. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tell by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 14, 1. This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. This truss has been designed in conformance with Section 2303.4 of the 2022 CBC. December 18,2023 WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 11212023 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and in for an individual building conrponenl, not I a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated into prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 400 Sunrise Ave Suite 270 fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Qualify Criteria and DSB-22 available from Truss Plate Institute (.lpinstorg) Roseville, CA 95681 and BCSI Building Component Safety Information available from the Structural Building Component Association (w.nbcscomponents.com) 918.755.3571 / MiTek-US.com PLATE LOCATION AND ORIENTATION / L-- 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. O-i" 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 The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION 7 Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING 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 Plate Connected Wood Truss Construction. DSB-22: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing, Restraining & Bracing of Metal Plate Connected Wood Trusses. -Wag N 'm S-:3- e, Fil T ~, 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) . Joint ID tvo. IX 0 I C) a- 0 I.- JOINTS ARE 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. ICC-ES Reports: ESR-1 988, ESR-2362, ESR-2685, ESR-3282 ESR-4722, ESL-1388 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/PI I section 6.3 These truss designs rely on lumber values established by others. © 2023 MiTek® All Rights Reserved Milek Engineering Reference Sheet: Mll-7473 rev. 1/2/2023 Failure to Follow Could Cause Property Damage or Personal Injury Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 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. Never exceed the design loading shown and never stack materials on inadequately braced trusses. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. Cut members to beer tightly against each other. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPl 1. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. Top chords must be sheathed or purlins provided at spacing indicated on design. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. Connections not shown are the responsibility of others. Do not Cut or alter truss member or plate without prior approval of an engineer. Install and load vertically unless indicated otherwise. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Review all portions of this design (front, beck, words and pictures) before use. Reviewing pictures alone is not sufficient. Design assumes manufacture in accordance with ANSIITPI 1 Quality Criteria. The design does not take into account any dynamic or other loads other than those expressly stated. 0 I C-) 0 0 )fLfl2..flfl NOTE; ABOVE PLACEMENT PLAN PROVIDED FOR TRUSS PLACEMENT ONLY. REFER TO TRUSS I -ALL HANGERS SPECIFIED SIMPSON OR EQUAL ROOF PITCH; 4:12 U.N.O, HEEL HEIGHT; 3-15/16 U.N,O. '11 '2 ' Davis Add. 1780 CALCULATIONS AND ENGINEERED STRUCTURAL DRAWINGS FOR ALL FURTHER INFORMATION. I -ALL BEAMS & CONVENTIONAL ROOF FRAMING BY OTHERS Andy Davis BUILDING DESIGNER/ENGINEER OF RECORD IS RESPONSIBLE FOR ALL NON TRUSS TO TRUSS CONNECTIONS. BUILDING I -ALL WALLS AT VAULT/CATHEDRAL AREAS BALLOON 12/18/2023 F.G. DESIGNER/ENGINEER OF RECORD TO REVIEW AND APPROVE OF ALL DESIGNS PRIOR TO CONSTRUCTION. FRAME/RAKE TO TRUSS BOTTOM CHORD U.N.O. -REFER TO TRUSS ENGINEERING FOR TAIL SIZE: 2x4 U.N.O. 01123/2024 F.G. 12538 VIGILANTE RD. ALL. DESIGNS ARE PROPERTY OF MISSION TRUSS. LOADING AND REACTION INFORMATION Carlsbad, CA, 92002 LAKESIDE, CA 92040 ALL DESIGNS ARE NULL AND VOID IF NOT FABRICATED BY MISSION TRUSS. -ALL TRUSSES ARE CAMBERED FOR DEAD LOAD DEFLECTION TRUSS SPACING; 24 U.N.O. REVISION 3; DESIGNER 1 #15403-23 Ph. 619-873-0440 Fax 866-612-8884 FG MISSIONTRUSS.COM CM. 25 JAN 2024 LIMITED GEOTECHNICAL EVALUATION FOR PROPOSED ADDITION AT 1780 BUENA VISTA WAY, CARLSBAD SAN DIEGO COUNTY, CALIFORNIA 92008 APN 156-142-09-00 FOR MR ANDY DAVIS 1780 BUENA VISTAWAY CARLSBAD, CALIFORNIA 92008 W.O. 8721-A-SC DECEMBER 27, 2023 CBR2023-3478 1780 BUENA VISTA WAY DAVIS: BUILD NEW ADDITION (854 SF) AND PORCH AND LANDINGS (184 SF) TO EXISTING HOUSE 1561420900 1/30/2024 CBR2023-3478 01 0 5741 Palmer Way Carlsbad, California 92010 a (760) 438-3155 • FAX (760) 931-0915 • www.geosoilsinc.com December 27, 2023 W.O. 8721-A-SC Mr. Andy Davis 1780 Buena Vista Way Carlsbad, California 92008 Subject: Limited Geotechnical Evaluation for Proposed Addition at 1780 Buena Vista Way, Carlsbad, San Diego County, California 92008, APN 156-142-09-00 Dear Mr. Davis: In accordance with your request, GeoSoils, Inc. (GSl) presents this summary report of our limited geotechnical evaluation. The purpose of our study was to evaluate soil parameters for the proposed addition at 1780 Buena Vista Way, Carlsbad, San Diego County, California. According to the discussion with you, the proposed addition will be at the rear of the existing house. Building loads are assumed to be typical of this type of relatively light structure. The scope of our services includes a site reconnaissance, soil sampling, a review of documents presented in Appendix A (References), laboratory testing, engineering analyses, and preparation of this report. This summary report has been prepared for the sole purpose of providing a limited description of soil conditions onsite and laboratory testing results. It does not constitute a geotechnical evaluation of the overall stability, or suitability of the site for development. This would have been performed prior to the government approval and original development of the site. FIELD STUDIES Site-specific field studies were conducted by GSl on October 19, 2023, and consisted of the advancement of two (2) exploratory excavations with a hand-auger, for an evaluation of near-surface soil and geologic conditions onsite. Auger excavations HA-1 and HA-2 were located in the vicinity of the planned addition, as shown on Figure 1 (Hand-Auger Boring Location Map), and logged by a representative of this office who collected representative bulk soil samples for appropriate laboratory testing. A description of the soils encountered is provided below. L I ia - I (I(J.MI I HA-2 WHERI I.S TD=6 HAND DEED LINE 6.;F -I BA GO( 760 DUENA VISTA WAY B U E N A VISTA WA Y ALL LO This docu Documen DACu/r C11 SOIL CONDITIONS General The earth material units that were observed and encountered at the subject site consist of a thin veneer of artificial fill soils or residual soils overlying old paralic deposits at shallow depth. A general description of each material type is presented as follows, from youngest to oldest. Artificial Fill (Unmapped) The undocumented artificial fill encountered in the hand-auger borings was approximately 1 foot thick, and consisted of brown silty sand, moist, and loose to medium dense in consistency. Artificial fill soils may be subject to settlement under loading; therefore, they should be removed and may be reused as properly engineered fill in areas proposed for settlement-sensitive improvements. Quaternary-age Old Paralic Deposits (Map Symbol - Qop) Quaternary-age old paralic deposits were encountered at a relatively shallow depth in the subsurface explorations. As observed, the upper, approximately 1 foot to 2 feet of the old paralic deposits were weathered. Where weathered, the old paralic deposits typically consisted of reddish brown, fine-grained sand with trace silt. Owing to their non-uniformity, weathered old paralic deposits within the upper 2 feet below existing ground surface (b.e.g.s.) are considered potentially compressible in their existing state and, therefore, should be removed and recompacted. The unweathered old paralic deposits generally consisted of reddish brown fine- to coarse-grained silty sand. The unweathered old paralic deposits were typically moist and dense. Unweathered old paralic deposits are considered suitable for the support of settlement-sensitive improvements and/or planned fill in their existing state. GROUNDWATER Regional groundwater was not encountered during our field exploration and is not expected to be a major factor during construction of the proposed addition. Regional groundwater is anticipated to generally be coincident with MSL, or approximately 168 feet below the lowest existing site elevation. Due to the nature of the site earth materials, seepage and/or perched groundwater conditions may develop throughout the site in the future, both during and after development, especially along boundaries of contrasting permeabilities (i.e., sandy/clayey fill lifts, fill/old paralic deposits contact, bedding, joints/fractures, discontinuities, etc.), and should be anticipated. Mr. Andy Davis W.O. 8721 -A-SC 1780 Buena Vista Way, Carlsbad December 27, 2023 Fe:e:\wp21\8700\8721a.Ige GeoSoils, Inc. Page 3 FAULTING AND REGIONAL SEISMICITY Regional Faults Our review indicates that there are no known Holocene-active faults (i.e., faults that have ruptured in the last 11,700 years) crossing the subject property (Jennings and Bryant, 2010), and the site is not located within an Alquist-Priolo Earthquake Fault Zone (California Department of Conservation, California Geological Survey [CGS], 2018). However, the site is situated in a region subject to periodic earthquakes along Holocene-active faults. According to Blake (2000a), the Newport-Inglewood fault (part of the Newport-Inglewood - Rose Canyon fault zone [NIRCFZ]) is the closest known Holocene-active fault to the site, located at a distance of approximately 5.7 miles (9.2 kilometers) to the west. This fault should have the greatest effect on the site in the form of strong ground shaking, should the design earthquake occur. Cao, et al. (2003) indicate the slip rate on the Newport-Inglewood fault is 1.5 (±0.5) millimeters per year (mm/yr) and the fault is capable of a maximum magnitude 7.1 earthquake. The location of the Newport- Inglewood fault and other major faults within 100 miles of the site are shown on the "California Fault Map" in Appendix C. The possibility of ground acceleration, or shaking at the site, may be considered as approximately similar to the southern California region as a whole. Local Faulting A review of available regional geologic maps (Tan, 1992; Todd, 20004; and CGS, 2018) does not indicate the presence of faults, Holocene-active or otherwise, crossing the subject parcel. Surface Rupture Owing to the lack of known Holocene-active faults crossing the site, the potential for the proposed development to be adversely affected by surface rupture from fault displacement is considered low. Seismicity The acceleration-attenuation relation of Bozorgnia, Campbell, and Niazi (1999) has been incorporated into EQFAULT (Blake, 2000a). EQFAULT is a computer program developed by Thomas F. Blake (2000a), which performs deterministic seismic hazard analyses using digitized California faults as earthquake sources. The program estimates the closest distance between each fault and a given site. If a fault is found to be within a user-selected radius, the program estimates peak horizontal ground acceleration that may occur at the site from an upper bound (formerly "maximum credible earthquake"), on that fault. Upper bound refers to the maximum expected ground Mr. Andy Davis W.O. 8721-A-SC 1780 Buena Vista Way, Carlsbad December 27, 2023 FUe:e:\wp2l\8700\8721aige GeoSoils, Inc. Page 4 acceleration produced from a given fault. Site acceleration (g) was computed by one user-selected acceleration-attenuation relation that is contained in EQFAULT. Based on the EQFAULT program, a peak horizontal ground acceleration at the site from an upper bound event on the Newport-Inglewood fault may be on the order of 0.603 g. the computer printouts of pertinent portions of the EQFAULT program are included within Appendix C. Historical site seismicity was evaluated with the acceleration-attenuation relation of 8ozorgnia, Campbell, and Niazi (1999), and the computer program EQSEARCH (Blake, 2000b, updated to May 8, 2021). This program performs a search of the historical earthquake records for magnitude 5.0 to 9.0 seismic events within a 100-mile radius, between the years 1800 through 2021. Based on the selected acceleration-attenuation relationship, a peak horizontal ground acceleration is estimated, which may have affected the site during the specific time frame. Based on the available data and the attenuation relationship used, the estimated maximum (peak) site acceleration during the period 1800 through 2021 was about 0.603 g. A historic earthquake epicenter map and a seismic recurrence curve was also estimated/generated from the historical data. Computer printouts of the EQSEARCH program are presented in Appendix C. 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 seismic 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 site-specific design criteria obtained from the 2022 CBC, Chapter 16 Structural Design, Section 1613, and American Society of Civil Engineers (ASCE 7-16 [ASCE, 2017]). Earthquake Loads for the centroid of the site, 33.16940 latitude, -117.33650 longitude. The computer program Seismic Design Maps, provided by the California Office of Statewide Health Planning and Development (OSHPD, 2023) has now been used to aid in design (https://seismicmaps.org). A site class of "D" was designated for the soils found onsite. The short spectral response uses a period of 0.2 seconds. Mr. Andy Davis W.O. 8721 -A-SC 1780 Buena Vista Way, Carlsbad December 27, 2023 Fite:e:\wp2l \8700\8721 a.Ige GeoSods, Inc. Page 5 2022 CBC SEISMIC DESIGN PARAMETERS SITE-SPECIFIC PARAMETER DESIGN VALUE PER 2022 CBC or REFERENCE ASCE 7-16 Risk Category1 I, II, or Ill Table 1604.5 Site Class D Section 161322/Chap. 20 ASCE 7-16 (p. 203-204) Spectral Response -(0.2 sec), 5, 0.87 g Section 1613.2.1 Figure 1613.2.1 (1) Spectral Response -(1 sec), S 0.668 g Section 1613.2.1 Figure 1613.2.1 (2) Site Coefficient, F. Table 1613.2.3(1) Site Coefficient, F, (Section 21.3) Table 1613.2.3(2) Maximum Considered Earthquake Spectral 1.319 g(4) Section 1613.2.3 Response Acceleration (0.2 sec), S (Section 21.4) (Eqn 16-36) Maximum Considered Earthquake Spectral 1.089 g Section 1613.2.3 Response Acceleration (1 sec),SM1 (Section 21.4) (Eqn 16-37) 5% Damped Design Spectral Response 0.879 g(6) Section 1613.2.4 Acceleration (0.2 sec), S (Section 21.4) (Eqn 16-38) 5% Damped Design Spectral Response 0.726 gm Section 1613.2.4 Acceleration (1 sec), S01 (Section 21.4) (Eqn 16-39) PGAM - Probabilistic Vertical Ground Acceleration may be assumed as about 50% 0.553 g ASCE 7-16 (Eqn 11.8.1) of these values. Seismic Design Category D8> Section 1613.2.5/ASCE 7-16 (Section 11.6) (p. 85: Table 11.6-1 or 11.6-2) Risk Category to be confirmed by the Project Architect or Structural Engineer. Per Table 11.4-1 of ASCE 7-16 Per Section 21.3 of ASCE 7-16, if S > 0.2 then F, is taken as 2.5. Per Section 21.4 of ASCE 7-16, Sms = (i.5) (S) = (1.5)(0.879 g) = 1.319 g Per Section 21.4 of ASCE 7-16, 5M = (1.5)(S) = (1.5)(0.726g) = 1.089g Per Section 21.4 of ASCE 7-16, Sos shall be taken as 90 percent of the maximum spectral acceleration (5,) obtained from the site-specific spectrum at any period within the range from 0.2 to 5 seconds, inclusive. Per Section 21.4 of ASCE 7-16, SDI shall be taken as the maximum value of the product IS, obtained from the site-specific spectrum from the period within the range of 1 to 5 seconds, inclusive. Per Tables 11.6-1 and 11.6-2 of ASCE 7-16, Mapped S (0.376 g) !~ 0.75. Thus, the seismic design category is "D". GENERAL SEISMIC PARAMETERS PARAMETER I VALUE Distance to Seismic Source (Newport-Inglewood Fault)" ±5.7 mi (9.2 km) Upper Bound Earthquake (Newport-Inglewood Fault) Mw = 7.1)2) - From Blake (2000) - Gao, 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 will not occur Mr. Andy Davis W.O. 8721-A-SC 1780 Buena Vista Way, Carlsbad December 27, 2023 File:e:\wp2l \8700\8721 a.lge Geoftils, Inc. Page 6 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., M5.5) will likely be necessary, as is the case in all of Southern California. LABORATORY TESTING Laboratory tests were performed on representative samples of site earth materials in order to evaluate their physical characteristics. The results of our evaluation are summarized as follows: Classification Soils were classified with respect to the Unified Soil Classification System (USCS) in general accordance with ASTM D 2487 and ASTM D 2488. Particle-Size Analysis A particle-size evaluation was performed on a representative soil sample (HA-1 at 1.0 - 5.0 feet) in general accordance with ASTM D 422-63. The testing was done to evaluate and classify the soil, in accordance with the USCS. The results of the particle-size evaluation indicate that the tested soil is a silty sand (0.4 percent gravel, 72 percent sand, 27.6 percent fines, USCS Symbol-SM). Expansion Index A representative sample of near-surface site soils was evaluated for expansion potential. Expansion index (E.I.) testing and expansion potential classification was performed in general accordance with ASTM Standard D 4829, the results of the expansion testing are presented in the following table: SAMPLE LOCATION AND DEPTH (ft) EXPANSION INDEX I EXPANSION POTENTIAL I HA-1 @ 1.0 - 5.0 I <5 I Very Low Saturated Resistivity, pH, and Soluble Sulfates, and Chlorides GSI conducted sampling of onsite earth materials for general soil corrosivity and soluble sulfates, and chlorides testing. The testing included evaluation of soil pH, soluble sulfates, chlorides, and saturated resistivity. Test results are presented in the following table: Mr. Andy Davis W.O. 8721-A-SC 1780 Buena Vista Way, Carlsbad December 27, 2023 File:e:\wp21\8700\8721aJge GeoSoils, Inc. Page 7 SAMPLE LOCATION SATURATED SOLUBLE SOLUBLE pH RESISTIVITY SULFATES CHLORIDES AND DEPTH (FT) (ohm-cm) (% by weight) (ppm) HA-1 @ 1.0 - 5.0 7.0 12,000 <0.004 75 Corrosion Summary Laboratory testing indicates that tested samples of the onsite soils are neutral with respect to soil acidity/alkalinity, are mildly corrosive to exposed, buried metals when saturated, present negligible ("not applicable" [or class SO] per American Concrete Institute [ACI] 318-14) sulfate exposure to concrete, and chloride levels are low. Reinforced concrete mix design for foundations, slab-on-grade floors, and pavements should minimally conform to "Exposure Class Cl" in Table 19.3.2.1 of ACl 318-14, as concrete would likely be exposed to moisture. GSl 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. 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. Shallow footings should be at least 12 inches deep below lowest adjacent grade (excluding soft soils, landscape zones, slab and underlayment thickness, etc.), bearing on suitable, approved material. It is anticipated that actual footing depths will be deeper than those indicated above, in order to penetrate any loose, near-surface soils. 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 coastal environment. LATERAL PRESSURE Total lateral resistance LR) 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 natural soil deposits. The TLR is influenced by the depth of the footing and the cohesion Mr. Andy Davis W. 0. 8721 -A-SC 1780 Buena Vista Way, Carlsbad December 27, 2023 FiIe:e:\wp2l\8700\8721a Age GeoSoils, Inc. Page 8 (or apparent cohesion) of the soil material. The normal 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/silty soils. 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 sand soils onsite may be taken as an equivalent fluid pressure of 150 pcf (150 psf/ft of depth) per foot of depth. This may be added to the lateral sliding resistance of the silty sand soil, using a friction coefficient of 0.25, multiplied by the dead load, per the CBC limitations. When combining the frictional and passive components of the TLR, the passive value should be reduced by 1/3 (one-third). 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. DEVELOPMENT CRITERIA General All earthwork should conform to the guidelines presented in the 2022 CBC (CBSC, 2022), GSI Grading Guidelines (Appendix E), and the requirements of the City, except where specifically superceded in the text of this report. Prior to earthwork, a GSI representative should be present at the preconstruction meeting to provide additional earthwork guidelines, if needed, and review the earthwork schedule. This office should be notified in advance of any fill placement, supplemental regrading of the site, or backfilling underground utility trenches and retaining walls after rough earthwork has been completed. This includes grading for pools, driveway approaches, driveways, and exterior hardscape. 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, modified or additional recommendations will be offered. All applicable requirements of local and national construction and general industry safety orders, the Occupational Safety and Health Act (OSHA), and the Construction Safety Act should be met. It is the onsite general contractor's and individual subcontractors' responsibility to provide a safe working environment for our field staff who are onsite. GSI does not consult in the area of safety engineering. Demolition/Grubbing Vegetation and any miscellaneous debris should be removed from the areas of proposed grading. Mr. Andy Davis W.O. 8721-A-SC 1780 Buena Vista Way, Carlsbad December 27, 2023 FiIe:e:\wp2l\8700\8721a Age GeoSoils, Inc. Page 9 Any existing subsurface structures uncovered during the recommended removal should be observed by GSI so that appropriate remedial recommendations can be provided. 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. Onsite septic systems (if encountered) should be removed in accordance with San Diego County Department of Environmental Health (DEH) standards/guidelines. Treatment of Existinci Ground The removal consists of artificial fill and weathered paralic deposits; at depths on the order of approximately 3 feet should be anticipated. The soils may be re-used as support for planned settlement sensitive structures provided that the soil is cleaned of any deleterious material and moisture conditioned, and compacted to a minimum 90 percent relative compaction per ASTM D 1557. Foundation footing bottoms should be embedded into competent soils a minimum of 12 inches. As mentioned above, for flatwork subgrade, the exposed bottom (4 inches deep) 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. Localized deeper removals may be necessary due to dry porous materials, septic systems, etc. The project soils engineer/geologist should observe all removal areas during the grading. 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 fill placement. See subsequent sections for a discussion of select grading. Fill Suitability Surficial onsite soils (artificial fill soils and weathered paralic deposits) generally appear to consist of silty sands. Existing site soils are low expansive. Any soil import should be evaluated by this office prior to importing in order to assure compatibility with the onsite site soils and the recommendations presented in this report. Import soils, if used, should be relatively sandy and very low expansive (i.e., E.I. :!~, 20). Mr. Andy Davis W.O. 8721 -A-SC 1780 Buena Vista Way, Carlsbad December 27, 2023 Fi1e:e:\wp21\8700\8721a.Ige GeoSoils, Inc. Page 10 Shrinkage/Bulking Based on our experience, a preliminary value of 5 to 10 percent shrinkage for topsoil, fill, and highly weathered formation may be considered. Cuts in formation may result in nominal shrinkage (ranging to about 5 percent). Fill Placement 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 excavations will require deepened foundations that extend below this plane. 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. Graded Slope Construction Based on the near-flat sideyard topography in the planned construction area, graded fill and cut slope construction are not anticipated, although no grading plan was available at the time of our study. Fill Drainage Based on site grades and the planned construction, subdrainage is not anticipated. 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, Mr. Andy Davis W.O. 8721 -A-SC 1780 Buena Vista Way, Carlsbad December 27, 2023 Ffle:e:\wp2l\8700\8721a1ge GeoSods, Inc. Page 11 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 equals 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. 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). From a geotechnical viewpoint, foundation construction should conform to the following: Exterior and interior footings should be founded at a minimum depth of 12 inches below the lowest adjacent grade, or embedded at least 12 inches into suitable GSI approved bearing material, whichever is deeper. If removal and recompaction is not performed, the depth would be about 2 to 3 feet. Footing widths should be per Code. Isolated pad footings should be 24 inches square, by 24 inches deep, and embedded at least 24 inches into suitable bearing soil, whichever is deeper. Isolated pad footings would need to be deepened similarly, if removal and recompaction is not performed. Remedial grading should be completed for a minimum lateral distance of at least 5 feet beyond the building footprint. Once removals and overexcavation is completed, the fill should be cleaned of deleterious materials, moisture conditioned, and recompacted to at least 90 percent relative compaction per ASTM D 1557. After the above rem ovals/overexcavatio n 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. 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. 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, and two No.4 reinforcing bars at the bottom of the grade beam. The base of the reinforced grade beam should be at the same elevation as the adjoining footings. Mr. Andy Davis W.O. 8721 -A-SC 1780 Buena Vista Way, Carlsbad December 27, 2023 File:e:\wp21\8700\8721aig0 GeoSo*ls, Inc. Page 12 Loose and 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. GSI does not recommend using the existing footing for support of any settlement-sensitive structures. 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. Should remedial removals not be performed, then the slab should be designed by the structural engineer to span from footing to footing, without relying on the soil for support. Footings could likely be 1 to2 feet deeper, in this case. 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 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 Mr. Andy Davis W.O. 8721-A-SC 1780 Buena Vista Way, Carlsbad December 27, 2023 Fi1e:e:\wp21\8700\8721a1ge GeoSoils, Inc. Page 13 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 structures 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 flatwork 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 flooring 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. Slipsheets 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 permeabilities 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 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. Mr. Andy Davis W. 0. 8721 -A-SC 1780 Buena Vista Way, Carlsbad December 27, 2023 Fi1e:e:\wp21\8700\8721a1ge GeoSoils, Inc. Page 14 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. This 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. 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. Footing trench spoil and any excess soils generated from utility trench excavations should be compacted to a minimum relative compaction of 90 percent, if not removed from the site. 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 conform to Cal-OSHA and local safety codes. Utility Trench Backfill 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 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 plane projected from the outside bottom edge of the footing, and all trenches beneath Mr. Andy Davis W.O. 8721 -A-SC 1780 Buena Vista Way, Carlsbad December 27, 2023 Fi1e:e:\wp21\8700\8721a1ge GeoSo*ls, Inc. Page 15 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. All trench excavations should conform to Cal-OSHA and local safety codes. 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., visqueen, etc.). During placement of backfill for area drain, interior plumbing, utility line trenches, and retaining wall backfill. When any unusual soil conditions are encountered during any construction operations, subsequent to the issuance of this report. When any improvements, such as flatwork, spas, pools, walls, etc., are constructed. A report of geotechnical observation and 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. Mr. Andy Davis W.O. 8721-A-SC 1780 Buena Vista Way, Carlsbad December 27, 2023 FHe:e:\wp21\8700\8721a1ge GeoSoals, Inc. Page 16 OTHER DESIGN PROFESSIONALS/CONSULTANTS The design civil engineer, structural engineer, 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 interaction 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 and authoritative sources where needed. If analyses by the structural engineer/designer result in less critical details than are provided herein as minimums, the minimums presented herein should be adopted. It is considered likely that some, more restrictive details will be required. 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 GSI 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. LIMITATIONS The materials encountered on the project site and used for our analysis are believed representative of the area; however, soil and bedrock materials vary 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. These 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 sample 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 this 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. Mr. Andy Davis W.O. 8721-A-SC 1780 Buena Vista Way, Carlsbad December 27, 2023 Fite:e:\wp2l\8700\8721aige GeoSoils, Inc. Page 17 'STEPHEN COOER cUi 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. \ ..... '--C o. )1 jif / \ 'John P rranklin Steph J 8~oover Engineering Geologist, CEG1340 Geotechnical Engineer, G M K/TM P/SJC/JPF/sh Attachments: Appendix A - References Appendix B - Hand-Auger Boring Logs Appendix C - Seismicity Appendix D - Laboratory Testing Results Appendix E - General Earthwork, Grading Guidelines, and Preliminary Criteria Distribution: (1) Addressee (PDF via email) Mr. Andy Davis W. 0. 8721 -A-SC 1780 Buena Vista Way, Carlsbad December 27, 2023 Ffle:e:\wp2l\8700\8721a.Ige GeoSoals, Inc. Page 18 APPENDIX A GeoSoils, Inc. APPENDIX REFERENCES American Concrete Institute, 2015, Guide to concrete floor and slab construction (ACI 318-15): reported by ACI Committee 302, dated June. 2014a, Building code requirements for structural concrete (ACI 318-14), and commentary (ACI 318R-14): reported by ACI Committee 318, dated September. 2014b, Building code requirements for concrete thin shells (ACI 318.2-14), and commentary (ACI 318.213-14), dated September. American Society for Testing and Materials (ASTM), 1998, Standard practice for installation of water vapor retarder used in contact with earth 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 1745-97 (Reapproved 2004). American Society of Civil Engineers, 2018a, Supplement 1 t Minimum Design Loads and Associated Criteria for Buildings and Other Structures (ASCE/SEI 7-16), first printing, dated December 13. 2018b, Errata for Minimum Design Loads and Associated Criteria for Buildings and Other Structures (ASCE/SEI 7-16), by ASCE, dated July 9. 2017, Minimum design loads and associated criteria and other structures, ASCE Standard ASCE/SEI 7-16, published online June 19. 2010, Minimum design loads for buildings and other structures, ASCE Standard ASCE/SEI 7-10. Blake, Thomas F., 2000, EQFAULT, A computer program for the estimation of peak horizontal acceleration from 3-D fault sources; Windows 95/98 version. Bozorgnia, Y., Campbell K.W., and Niazi, M., 1999, Vertical ground motion: Characteristics, relationship with horizontal component, and building-code implications; Proceedings of the SM1P99 seminar on utilization of strong-motion data, September 15,, Oakland, pp. 23-49. Building News, 1995, CAL-OSHA, State of California, Construction Safety Orders, Title 8, Chapter 4, Subchapter 4, amended October 1. GeoSoils, Inc. California Building Standards Commission, 2022, California Building Code, California de of Regulations, Title 24, Part 2, Volumes 1 and 2, based on the 2021 International Building Code, effective January 1, 2023. California Code Of Regulations, 2011, CAL-OSHA State of California Construction and Safety Orders, dated February. California Department of Conservation, California Geological Survey (CGS), 2018, Earthquake fault zones, a guide for government agencies, property owners/developers, and geoscience practitioners for assessing fault rupture hazards in California: California Geological Survey Special Publication 42 (revised 2018), 93 p. California Office of Statewide Health Planning and Development (OSHPD), 2023, Seismic design maps, https://seismicmaps.org/. Cao, T., Bryant, W.A., Rowshandel, B., Branum, D., and Willis, C.J., 2003, The revised 2002 California probalistic seismic hazard maps, dated June, http ://www.conversation . Ca. gov/cgs/rg h m/psha/fault parameters/pdf/d ocu ments /2002_ca_hazardmaps. pdf. County of San Diego, Department of Public Works, 2019, BMP design manual, for permanent site design, storm water treatment and hydromod ification management, storm water requirements for development applications, effective January 1. Google Earth Imagery, 2023, v.6.1.0.5001, copyright by Europa Technologies, February, 2022 aerial photo. Kanare, H.M., 2005, Concrete floors and moisture, Engineering Bulletin 119, Portland Cement Association. Seed, 2005, Evaluation and mitigation of soil liquefaction hazard "evaluation of field data and procedures for evaluating the risk of triggering (or inception) of liquefaction", in Geotechnical earthquake engineering; short course, San Diego, California, April 8-9. Sowers and Sowers, 1979, Unified soil classification system (After U. S. Waterways Experiment Station and ASTM 02487-667) in Introductory soil mechanics, New York. State of California, 2023, Civil Code, Sections 895 et seq. Todd, V.R., Alvarez, R.M., and Techni Graphic Systems, Inc., 2004, Preliminary geologic map of the El Cajon 30' x 60' quadrangle, southern California, U.S. Geological Survey, Open-file report OF-2004-1361, 1:100,00. Mr. Andy Davis W.O. 8721-A-SC FiIe:e:\wp21\8700\8721a1ge GeoSoils, Inc. Page 2 MIA I TO I4:] I: I '_XiftTiIIs] :11 [ëll!IIc GeoSoils, Inc. ci) > .5? Ca) . ci)> - 0 ci) (OOo 5S L )8 co - U 0,0 00 ci) oI (a oc a) Co M CUD) 0 in U) IL a)CD >,._• 0 0 C,) U)z D . CO co . 0 LO 0 Ec co 'C) _J cci a, Highly Organic Soils Standard Penetration Test Very Soft Soft Medium Stiff Very Stiff Hard #40 Unconfined Compressive Strength <0.25 0.25-050 0.50 -1,00 1.00-2.00 2.00 -4.00 >4.00 #200 U.S. Standard Sieve II UNIFIED SOIL CLASSIFICATION SYSTEM CONSISTENCY OR RELATIVE DENSITY Major Divisions GroupTypical Names CRITERIA Symbols Well-graded gravels and gravel- GW sand mixtures, little or no tines Standard Penetration Test Poorly graded gravels and Penetration GP gravel-sand mixtures, little or no Resistance N Relative fines (blows/ft) Density Silty gravels gravel-sand-silt 0-4 mixtures 4-10 Clayey gravels, gravel-sand-clay mixtures 10-30 Well-graded sands and gravelly 30 -50 sands, little or no tines > 50 SID Poorly graded sands and gravelly sands, little or no tines SM Silty sands, sand-silt mixtures Clayey sands, sand-clay SC mixtures Inorganic silts, very tine sands, ML rock flour, silty or clayey fine sands Penetration Inorganic clays of low to CL medium plasticity, gravelly clays, Resistance N sandy clays, silty clays, lean (blows/ft) clays <2 Organic silts and organic silty OL clays of low plasticity 2-4 Inorganic silts, micaceous or MH diatomaceous fine sands or silts, 4 -8 elastic silts 8-15 Inorganic clays of high plasticity, CH fat clays 15-30 >30 OH Organic clays of medium to high plasticity PT Peat, mucic, and other highly organic soils 3" 3/4" #4 #10 GM GC SW Very loose Loose Medium Dense Very dense Gravel I I Sand I Silt or Clay Cobbles I coarse fine coarse medium fine Unified Soil Classification I 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 Op 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-i GeoSoils, Inc. W. 0. 8721 -A-SC Davis 1780 Buena Vista Way, Carlsbad Logged By: MK 11-2-23 LOG OF EXPLORATORY HAND-AUGER BORING HAND SAMPLE FIELD AUGER ELEV. DEPTH GROUP DEPTH MOISTURE DRY DESCRIPTION NO (ft.) (ft.) SYMBOL ( (%) DENSITY (pcf) HA-1 -168 0-1 SM ARTIFICIAL FILL -UNDOCUMENTED: SILTY SAND, reddish brown, moist, loose to medium dense; fine grained to coarse grained, trace of roots. 1-6 SM 1-5 (BLK) 11.2 QUATERNARY OLD PARALIC DEPOSITS (Clop): SILTY SAND, reddish brown, moist, medium dense; weathered, cemented. Total depth = 6' BLK BAG - Bulk Bag Sample No groundwater or caving encountered. Backfilled 11-2-23. HA-2 168 0-1 SM ARTIFICIAL FILL - UNDOCUMENTED: SILTY SAND, brown, moist, loose to medium dense; fine grained to coarse grained. 1-5 SM 1-4 (BLK) 12.9 QUATERNARY OLD PARALIC DEPOSITS (Qop): SILTY SAND, reddish brown, moist, medium dense to dense; weathered, cemented. Total depth = 5' BLK BAG - Bulk Bag Sample No groundwater or caving encountered. Backfilled 11-2-23. PLATE B-2 APPENDIX C SEISMICITY Geooi1s, Inc. *********************** * * * E Q F A U L T * * * * Version 3.00 * * * *********************** DETERMINISTIC ESTIMATION OF PEAK ACCELERATION FROM DIGITIZED FAULTS JOB NUMBER: 8721-A-SC DATE: 12-05-2023 JOB NAME: DAVIS CALCULATION NAME: Test Run Analysis FAULT-DATA-FILE NAME: C:\Users\Manoj\Desktop\EQ\EQFAULT1\CGSFLTE.DAT SITE COORDINATES: SITE LATITUDE: 33.1695 SITE LONGITUDE: 117.3366 SEARCH RADIUS: 100 mi ATTENUATION RELATION: 10) Bozorgnia Campbell Niazi (1999) Hor.-Holocene Soil-Cor. UNCERTAINTY (M=Median, S=Sigma): S Number of Sigmas: 1.0 DISTANCE MEASURE: cdist SCOND: 0 Basement Depth: 5.00 km Campbell SSR: 0 Campbell SHR: 0 COMPUTE PEAK HORIZONTAL ACCELERATION FAULT-DATA FILE USED: C:\Users\Manoi\Desktop\EQ\EQFAULT1\CGSFLTE.DAT MINIMUM DEPTH VALUE (km): 3.0 W.O. 8721-A-SC Plate C-i --------------- EQFAULT SUMMARY DETERMINISTIC SITE PARAMETERS Page 1 ------------------------------------------------------------------------------- I I ESTIMATED MAX. EARTHQUAKE EVENT I APPROXIMATE 1 ------------------------------- ABBREVIATED I DISTANCE I MAXIMUM I PEAK lEST. SITE FAULT NAME I ml (km) IEARTHQUAKEI SITE IINTENSITY I I ============== I I MAG.(Mw) I ========== I ACCEL. g IMOD.MERC. I NEWPORT-INGLEW000 (Offshore) I 5.7( 9.2)1 7.1 I ========== 0.603 I X ROSE CANYON 1 6.3( 101)I 7.2 I 0.596 I X CORONADO BANK I 21.9( 35.2)1 7.6 1 0.293 I IX ELSINORE (TEMECULA) 1 23.4( 37.6)1 6.8 I 0.163 I VIII ELSINORE (JULIAN) 1 23.7( 38.1)1 7.1 I 0.196 1 VIII ELSINORE (GLEN IVY) I 32.7( 52.7)1 6.8 I 0.115 1 VII SAN JOAQUIN HILLS I 34.8( 56.0)1 6.6 1 0.134 1 VIII PALOS VERDES I 35.8( 57.6)1 7.3 I 0.148 1 VIII EARTHQUAKE VALLEY I 43.7( 70.4)1 6.5 I 0.070 1 VI NEWPORT-INGLEWOOD (L.A.Basln) I 45.5( 73.2)1 7.1 I 0.101 I VII SAN JACINTO-ANZA I 45.9( 73.8)1 7.2 I 0.107 1 VII SAN JACINTO-SAN JACINTO VALLEY I 46.4( 74.6)1 6.9 I 0.086 I VII CHINO-CENTRAL AVE. (Elsinore) I 46.9( 75.5)1 6.7 I 0.104 I VII WHITTIER 1 50.8( 81.7)1 6.8 I 0.073 I VII SAN JACINTO-COYOTE CREEK I 51.9( 83.5)1 6.6 I 0.062 I VI ELSINORE (COYOTE MOUNTAIN) I 58.2( 93.6)1 6.8 I 0.063 I VI W.O. 8721-A-SC Plate C-2 SAN JACINTO-SAN BERNARDINO I 58.8( 94.7)1 6.7 I 0.058 1 VI PUENTE HILLS BLIND THRUST I 60.8( 97.8)1 7.1 I 0.105 j VII SAN ANDREAS - San Bernardino M-11 64.8( 104.3)1 7.5 I 0.092 J VII SAN ANDREAS - Whole M-la j 64.8( 104.3)1 8.0 I 0.134 I VIII SAN ANDREAS - SB-Coach. M-lb-2 1 64.8( 104.3)1 7.7 I 0.107 I VII SAN ANDREAS - SB-Coach. M-2b I 64.8( 104.3)1 7.7 j 0.107 1 VII SAN JACINTO - BORREGO I 66.1( 106.4)1 6.6 I 0.048 I VI SAN JOSE 1 67.7( 109.0)1 6.4 1 0.058 I VI PINTO MOUNTAIN I 70.8( 114.0)1 7.2 I 0.068 I VI CUCAMONGA I 71.3( 114.8)1 6.9 I 0.077 I VII SIERRA MADRE I 71.4( 114.9)1 7.2 I 0.095 I VII SAN ANDREAS - Coachella M-1c-5 I 72.3( 116.3)1 7.2 I 0.066 j VI NORTH FRONTAL FAULT ZONE (West) I 73.9( 119.0)1 7.2 I 0.091 j VII BURNT MTN. I 76.1( 122.5)1 6.5 I 0.039 I V UPPER ELYSIAN PARK BLIND THRUST I 76.2( 122.7)1 6.4 I 0.052 I VI CLEGHORN I 76.5( 123.1)1 6.5 j 0.039 I V SAN ANDREAS - 1857 Rupture M-2a I 78.0( 125.5)1 7.8 I 0.095 I VII SAN ANDREAS - Cho-Moj M-lb-1 1 78.0( 125.5)1 7.8 I 0.095 I VII SAN ANDREAS - Mojave M-1c-3 I 78.0( 125.5)1 7.4 J 0.071 I VI RAYMOND I 78.9( 126.9)1 6.5 I 0.053 I VI NORTH FRONTAL FAULT ZONE (East) I 79.2( 127.4)1 6.7 I 0.060 I VI EUREKA PEAK I 79.3( 127.7)1 6.4 I 0.035 I V CLAMSHELL-SAWPIT I 81.2( 130.7)1 6.5 I 0.051 I Vi VERDUGO I 82.3( 132.4)1 6.9 I 0.066 I VI ----------------------------- DETERMINISTIC SITE PARAMETERS Page 2 I ------------------------------------------------------------------------------- IESTIMATED MAX. EARTHQUAKE EVENT I APPROXIMATE I ------------------------------- ABBREVIATED I DISTANCE I MAXIMUM I PEAK lEST. SITE FAULT NAME I ml (km) IEARTHQUAKEI SITE IINTENSITY I ================================ I I I MAG.(Mw) I ==========l ACCEL. g ==========I IMOD.MERC. SUPERSTITION MTN. (San Jacinto) I ============== 82.8( 133.2)1 6.6 I 0.038 ========= I V HOLLYWOOD I 84.1( 135.4)1 6.4 I 0.046 J VI ELMORE RANCH I 86.3( 138.9)1 6.6 I 0.036 I V LANDERS I 86.4( 139.0)1 7.3 I 0.059 I VI HELENDALE - S. LOCKHARDT I 87.3( 140.5)1 7.3 I 0.058 j VI SUPERSTITION HILLS (San Jacinto)I 87.4( 140.6)1 6.6 I 0.036 I V SANTA MONICA I 88.4( 142.2)1 6.6 I 0.050 I VI LAGUNA SALADA 1 89.6( 144.2)1 7.0 I 0.046 I VI LENWOOD-LOCKHART-OLD WOMAN SPRGSI 91.3( 147.0)1 7.5 I 0.064 I VI MALIBU COAST I 91.5( 147.3)1 6.7 I 0.051 I VI JOHNSON VALLEY (Northern) I 94.0( 151.2)1 6.7 I 0.036 J V WO, 8721-A-SC Plate C-3 BRAWLEY SEISMIC ZONE j 95.1( 153.0)1 6.4 I 0.029 I V EMERSON So. - COPPER MTN. I 95.3( 153.4)1 7.0 I 0.043 I VI NORTHRIDGE (E. Oak Ridge) I 95.6( 153.9)1 7.0 I 0.061 I VI SIERRA MADRE (San Fernando) I 96.1( 154.6)1 6.7 I 0.049 I VI SAN GABRIEL I 96.3( 155.0)1 7.2 I 0.049 1 VI ANACAPA-DUME I 98.2( 158.1)1 7.5 I 0.084 I VII -END OF SEARCH- 57 FAULTS FOUND WITHIN THE SPECIFIED SEARCH RADIUS. THE NEWPORT-INGLEWOOD (Offshore) FAULT IS CLOSEST TO THE SITE. IT IS ABOUT 5.7 MILES (9.2 km) AWAY. LARGEST MAXIMUM-EARTHQUAKE SITE ACCELERATION: 0.6032 g W.O. 8721-A-SC Plate C-4 1Ii A -100 -400 -300 -200 -100 0 100 200 300 400 500 600 1100 1000 Hdt 700 500 200 1I .,. CALIFORNIA FAULT MAP DAVIS W.O. 8721-A-SC Plate C-S 0) I 0 Co L— a) ci) C) C) of MAXIMUM EARTHQUAKES DAVIS .001 .1 1 10 100 Distance (mi) W.O. 8721-A-SC Plate C-6 E;I.IiJ 7.75 7.50 6.75 6.50 EARTHQUAKE MAGNITUDES & DISTANCES DAVIS .1 1 10 100 Distance (ml) W.O. 8721-A-SC Plate C-7 ***** ******************** * * * E Q S E A R C H * * * * Version 3.00 * * * ESTIMATION OF PEAK ACCELERATION FROM CALIFORNIA EARTHQUAKE CATALOGS JOB NUMBER: 8721-A-SC DATE: 11-29-2023 JOB NAME: DAVIS EARTHQUAKE-CATALOG-FILE NAME: C:\Users\Manoj\Desktop\EQ\EQSEARCH\ALLQUAKE.DAT MAGNITUDE RANGE: MINIMUM MAGNITUDE: 5.00 MAXIMUM MAGNITUDE: 9.00 SITE COORDINATES: SITE LATITUDE: 33.1695 SITE LONGITUDE: 117.3366 SEARCH DATES: START DATE: 1800 END DATE: 2023 SEARCH RADIUS: 100.0 ml 160.9 km ATTENUATION RELATION: 10) Bozorgnia Campbell Niazi (1999) Hor.-Holocene Soil-Cor. UNCERTAINTY (M=Medlan, S=Sigma): S Number of Sigmas: 1.0 ASSUMED SOURCE TYPE: DS [SS=Strike-slip, DS=Reverse-slip, BT=Bllnd-thrust] SCOND: 0 Depth Source: A Basement Depth: 5.00 km Campbell SSR: 0 Campbell SHR: 0 COMPUTE PEAK HORIZONTAL ACCELERATION MINIMUM DEPTH VALUE (km): 3.0 W.O. 8721-A-SC Plate C-B ------------------------- EARTHQUAKE SEARCH RESULTS ------------------------- Page 1 I j I TIME I I I SITE ISITEl APPROX. FILEI LAT. I LONG. j DATE I (UTC) IDEPTHIQUAKEI ACC. j MM I DISTANCE CODEI NORTH I WEST J j H M Secj (km)I MAG.I g IINT.I ml [km] ----+--------+----------+--------+-----+ -----+-------+----+------------ DM6 133.00001117.3000111/22/180012130 0.01 0.01 6.501 0.364 1 IX I 11.9( 19.1) MGI 133.00001117.0000109121!18561 730 0.01 0.01 5.001 0.077 1 VIII 22.7( 36.6) MGI 132.80001117.1000105125/18031 0 0 0.01 0.01 5.001 0.060 I VI I 29.0( 46.6) DMG 132.70001117.200010512711862120 0 0.01 0.01 5.901 0.089 J VIII 33.4( 53.7) PAS 132.97101117.870010711311986 1 1347 8.21 6.01 5.301 0.061 I VI I 33.8( 54.3) T-A. 132.67001117.1700105124118651 0 0 0.01 0.01 5.001 0.048 I VI I 35.8( 57.6) T-A I32.67001117.1700112/00/18561 0 0 0.01 0.01 5.001 0.048 I VI I 35.8( 57.6) T-A 132.67001117.1700110/21/18621 0 0 0.01 0.01 5.001 0.048 I VI I 35.8( 57.6) DMG I33.70001117.4000105/13/19101 620 0.01 0.01 5.001 0.047 I VI I 36.8( 59.2) DMG I33.70001117.4000105/15/191011547 0.01 0.01 6.001 0.085 I VIII 36.8( 59.2) DMG I33.70001117.4000104/11/19101 757 0.01 0.01 5.0e1 0.047 I VI j 36.8( 59.2) DMG I33.20001116.7000101/01/19201 235 0.01 0.01 5.001 0.047 I VI j 368( 59.3) DMG I33.69901117.5110105/31/19381 83455.41 10.01 5.501 0.061 I VI I 37.9( 61.0) DMG I32.80001116.8000110/23/1894123 3 0.01 0.01 5.701 0.064 I VI I 40.2( 64.7) MGI I33.20001116.6000110/12/192011748 0.01 0.01 5.301 0.048 I VI I 42.6( 68.6) DMG I33.71001116.9250109/23/19631144152.61 16.51 5.001 0.039 I V I 44.2( 71.1) DMG I33.75001117.0000104/21/19181223225.0I 0.01 6.801 0.118 I VIII 44.5( 71.6) W.O. 8721-A-SC Plate C-9 DMG 133.75801117.0800I86I06I1918l2232 0.01 0.01 5.001 0.038 I V 1 44.5( 71.6) MGI 133.80001117.6888104/22/191812115 0.01 0.01 5.001 0.037 J V j 46.1( 74.2) DMG I33.57501117.9830103/11/19331 518 4.01 0.01 5.201 0.041 I V j 46.6( 75.0) DMG 133.88001117.8800112/25/189911225 0.01 0.01 6.401 0.084 I VIII 47.6( 76.7) DMG I33.61701117.9670103/11/19331 154 7.81 0.81 6.301 0.078 1 VIII 47.7( 76.8) DMG 133.61701118.0178103/14/1933119 150.01 0.01 5.101 0.036 I V J 49.9( 80.3) GSP 133.52901116.5720106/12/20051154146.51 14.01 5.201 0.838 I V I 50.6( 81.4) DMG I33.90801117.2000112/19/18801 0 0 0.01 0.01 6.001 0.060 j VI I 51.0( 82.1) GSG I33.42001116.4890107/07/20101235333.51 14.01 5.501 0.044 j VI I 51.9( 83.5) PAS I33.s0i.0I116.s130IO2/2s/1980Ii04738.5l 13.61 5.501 0.043 j VI I 52.7( 84.9) GSP I33.50801116.5140110/31/20811075616.61 15.01 5.101 0.034 I V I 52.9( 85.1) DMG I33.50001116.5000109/30/19161 211 0.01 0.01 5.001 0.032 I V I 53.4( 85.9) DMG I33.00001116.4330I06/04/194811035 8.31 0.01 5.181 0.033 1 V I 53.6( 86.2) DMG I33.68301118.0500103/11/19331 658 3.01 0.01 5.501 0.042 I VI j 54.3( 87.4) GSP I33.43151116.4427106/10/20161080438.71 12.31 5.191 0.034 1 V I 54.7( 88.0) DMG I33.70001118.0670103/11/19331 51022.01 0.01 5.101 0.032 I V I 55.8( 89.8) DMG I33.70001118.0670103/11/19331 85457.01 0.01 5.101 0.032 I V I 55.8( 89.8) DMG I34.00001117.2500107/23/19231 73026.01 0.01 6.251 0.062 I VI I 57.6( 92.6) MGI I34.08001117.5000112/16/1858110 0 0.01 0.01 7.001 0.102 I VIII 58.1( 93.5) DMG I33.34301116.3460104/28/19691232042.91 20.01 5.801 0.846 I VI I 58.4( 94.0) DMG I33.75801118.0830103/11/19331 230 0.81 0.01 5.101 0.030 I V I 58.8( 94.6) DMG I33.75801118.0830103/11/19331 2 9 0.01 0.01 5.001 0.029 I V I 58.8( 94.6) DMG I33.75001118.0830103/11/19331 323 0.01 0.01 5.001 0.029 I V I 58.8( 94.6) DMG I33.75801118.0838103/11/19331 910 0.01 0.01 5.101 0.030 I V I 58.8( 94.6) DMG I33.75001118.0838103/13/19331 131828.OI 0.01 5.301 0.034 I V I 58.8( 94.6) GSG I33.9s38Iii7.7618I07/29/2008I184215.7I 14.01 5.381 0.034 I V I 59.3( 95.5) DMG I33.95001116.8500109/28/19461 719 9.01 0.01 5.001 0.028 I V I 60.7( 97.7) DMG I33.40001116.3808102/09/1890112 6 0.01 0.01 6.381 0.060 I VI I 61.9( 99.6) GSP I33.93251117.9158103/29/20141048942.21 5.11 5.101 0.828 I V I 62.3(100.3) DMG I33.78301118.1330110/02/19331 91017.61 0.01 5.481 0.034 I V I 62.4(100.5) DMG I32.81781118.3500112/26/19511 04654.01 8.01 5.901 8.845 I VI I 63.5(102.2) i-A I32.25801117.5000101/13/1877120 0 0.01 0.01 5.001 0.826 I V I 64.2(103.3) DMG I33.40881116.2610103/25/19371 1649 1.81 10.01 6.001 0.847 I VI I 64.2(103.4) MGI I34.18081117.3000107/15/190512841 0.01 0.01 5.301 0.831 I V I 64.3(103.4) DMG I33.28801 116.2800185/28/189211115 0.01 0.01 6.301 0.856 I VI I 65.7(105.7) DMG I33.97601116.7210186/12/19441104534.71 10.81 5.101 0.027 I V I 66.0(186.2) ------------------------- EARTHQUAKE SEARCH RESULTS ------------------------- Page 2 ------------------------------------------------------------------------------- I I I I TIME I I I SITE ISITEl APPROX. FILEI LAT. I LONG. I DATE I (UTC) IDEPTHIQUAKEI ACC. I MM I DISTANCE CODEI NORTH I WEST I I H M Seci (km)I MAG.I g IINT.I ml [km] - ---+++----------+--------+-----+-----+-------+----+------------ WO. 8721-A-SC Plate C-1O DMG 133.28301116.1830103/19/19541 95429.81 0.01 6.281 8.851 1 VI I 67.1(108.0) DMG I33.28301116.1830183/23/19541 41450.01 0.81 5.101 0.026 I V I 67.1(108.0) DMG I33.28301116.1830103/19/19541 95556.81 0.01 5.001 0.025 I V I 67.1(108.8) DMG I33.28301116.1830103/19/19541 102117.0I 0.01 5.501 0.033 I V I 67.1(108.0) GSP I32.32901117.9178106/15/28041222848.21 10.01 5.301 0.030 I V I 67.1(108.0) DMG I33.99401116.7120106/12/19441111636.01 18.01 5.301 0.029 I V I 67.3(108.3) DMG I33.78301118.2500111/14/19411 84136.31 0.01 5.401 0.031 I V j 67.5(108.7) DMG 132.70001116.3800102/24118921 720 0.01 0.01 6.701 0.070 I VI j 68.3(109.8) MGI 134.00801118.0080112/25/190311745 0.01 0.01 5.001 0.024 I V j 68.9(110.8) DMG 133.21701116.1330188/ls/19451 175624.01 0.01 5.701 8.036 I V j 69.6(112.0) DMG 133.19001116.1290104/09/19681 22859.11 11.11 6.401 0.056 j VI I 69.8(112.3) GSP 134.14001117.7000182/28/19901234336.61 5.01 5.281 0.827 j V I 70.2(112.9) PAS 133.99801116.6060107/88/19861 92044.51 11.71 5.601 0.833 I V I 71.0(114.2) DMG I34.20001117.4800107/22/18991 046 0.01 0.01 5.501 0.031 I V I 71.2(114.6) DMG 133.85001118.2670103/11/193311425 0.01 0.81 5.001 0.023 I IV I 71.2(114.7) DMG I34.10001116.8000110/24/193511448 7.61 0.01 5.101 0.025 I V I 71.3(114.7) DMG 134.20001117.1000109/20/19071 154 0.81 0.01 6.801 0.042 I VI I 72.4(116.6) DMG I34.18001116.9208101/16/19301 82433.91 0.81 5.2010.025 I V I 73.8(118.7) DMG I34.18081116.9200101/16/19301 034 3.61 0.01 5.101 0.024 I IV I 73.8(118.7) DMG I34.1000In6.7000102/07/18891 520 0.01 0.01 5.301 0.027 I V I 73.9(119.0) GSP I34.16301116.8558106/28/19921 144321.OI 6.01 5.301 0.027 I V I 74.0(119.0) P45 134.06181118.0790110/01/19871 144220.01 9.51 5.981 0.038 I V j 74.9(120.5) DMG 133.11301116.0370104/09/19681 3 353.51 5.01 5.201 0.025 I V I 75.2(121.1) DMG I34.01701116.5000107/26/19471 24941.01 0.01 5.101 0.023 I IV j 75.8(121.9) DMG 134.01781116.5000107/25/19471 61949.01 0.01 5.201 0.025 I V I 75.8(121.9) DMG I34.01701116.5000187/24/19471221046.0I 0.01 5.501 8.029 I V I 75.8(121.9) DMG I34.01701116.5000107/25/19471 04631.01 0.01 5.001 0.022 I IV I 75.8(121.9) GSP I34.19501116.8620108/17/19921 204152.11 11.01 5.301 0.826 I V I 75.9(122.1) DMG I33.93301116.3830112/04/19481234317.0I 0.01 6.501 8.855 I VI I 76.1(122.4) P45 I34.07301118.0980110/04/19871 105938.21 8.21 5.301 0.026 I V I 76.2(122.6) DMG I34.27001117.5400109/12/19701143053.OI 8.81 5.401 0.027 I V I 76.9(123.7) DMG I33.23101116.0040105/26/19571155933.61 15.11 5.001 0.021 I IV I 77.1(124.1) GSN I34.20301116.8270106/28/19921 150530.71 5.01 6.701 0.862 I VI I 77.1(124.1) T-A I34.00001118.2500109/23/18271 8 0 0.01 0.01 5.801 8.021 I IV I 77.8(125.1) 1-A I34.0000I118.2seolol/lo/18561 0 0 0.01 8.01 5.001 0.021 I IV I 77.8(125.1) 1-A I34.00001118.2500103/26/18601 0 0 0.01 0.01 5.001 0.021 I IV I 77.8(125.1) MGI I34.10001118.1000107/11/18551 415 0.01 0.01 6.301 0.047 I VI I 77.8(125.2) DMG I34.20081117.9000108/28/18891 215 0.01 0.01 5.501 0.028 I V I 78.2(125.8) GSP I33.87601116.2670106/29/1992I16e142.81 1.01 5.201 0.024 I IV I 78.5(126.4) DMG I32.96701116.0000I10/21/19421 162213.oI 0.01 6.501 0.053 I VI I 78.6(126.5) DMG I32.96701116.0000110/22/19421 181326.OI 0.01 5.001 0.021 I IV I 78.6(126.5) DMG I32.96701116.0000110/21/19421 162654.oI 0.01 5.001 0.021 I IV I 78.6(126.5) DMG I32.96781"6.0000llo/21/19421162519.ol 0.01 5.001 0.021 I IV I 78.6(126.5) DMG I34.30001117.5000107/22/189912032 0.01 0.01 6.501 0.053 I VI I 78.6(126.5) DMG I34.26701116.9670108/29/19431 34513.01 0.01 5.501 0.028 I v I 78.7(126.6) GSP I33.90201116.2840107/24/19921181436.21 9.01 5.081 0.021 I IV I 78.9(127.0) GSP I34.23901116.8370187/09/19921014357.61 0.01 5.301 0.025 I V I 79.2(127.5) DMG I32.983eI11s.9830105/23/19421154729.oI 0.01 5.001 0.021 I IV I 79.4(127.7) DMG I34.30801117.6000187/38/18941 512 0.01 0.01 6.881 0.838 I V I 79.5(127.9) MGI I34.08801118.3000189/83/19051 540 0.01 0.01 5.301 0.025 I V I 79.7(128.3) W.O. 8721-A-SC Plate C-il GSP 133.96101116.3180104/23/19921045023.01 12.01 6.101 0.040 j V j 80.1(128.9) GSP 134.29001116.9460102/10/20011210505.81 9.01 5.101 0.022 1 IV I 80.5(129.6) DMG 132.20081116.5580111/05/19491 43524.01 0.01 5.101 0.022 I IV I 81.1(130.4) ------------------------- EARTHQUAKE SEARCH RESULTS ------------------------- Page 3 ------------------------------------------------------------------------------- I I I J TIME I I j SITE ISITEl APPROX. FILEI LAT. I LONG. I DATE I (UTC) IDEPTHIQUAKEI ACC. I MM I DISTANCE CODE! NORTH I WEST I I H M Sect (km)I MAG.I g IINT.I ml [km] ----+--------+----------+--------+-----+ -----+-------+----+------------ DMG I32.20001116.5500111/04/19491204238.OI 0.01 5.701 0.031 I V I 81.1(130.4) DMG I32.00001117.5000105/01/193912353 0.01 0.01 5.001 0.020 I IV I 81.3(130.8) DMG I32.00001117.5000106/24/193911627 0.01 0.01 5.001 0.020 1 IV I 81.3(130.8) MGI I34.08001118.2600107/16/1920118 8 0.01 0.01 5.001 0.020 I IV I 82.3(132.4) GSP I34.02901116.3210108/21/19931014638.41 9.01 5.001 0.020 I IV I 83.3(134.0) GSP I34.06401116.3610109/15/19921084711.31 9.01 5.201 0.022 1 IV I 83.4(134.3) GSG I34.31001116.8480102/22/20031121910.61 1.01 5.201 0.022 I IV I 83.6(134.5) GSP I34.10801116.4040106/29/19921141338.81 9.01 5.401 0.025 I V I 84.1(135.3) DMG 132.50001118.5500102/24/19481 81510.01 0.01 5.301 0.023 I IV j 84.2(135.5) DMG I32.08301116.6670111/25/19341 818 0.01 0.01 5.001 0.019 I iv I 84.5(136.0) GSP I34.26201118.0020106/28/19911 144354.51 11.01 5.401 0.025 I V j 84.6(136.1) GSP I34.34001116.9000111/27/19921160057.SI 1.01 5.301 0.023 I IV j 84.6(136.2) DMG 134.06701116.3330105/18/19401 55120.21 0.01 5.201 0.022 I IV j 84.7(136.3) DMG 134.06701116.3330105/18/19401 72132.71 0.01 5.001 0.019 I Iv I 84.7(136.3) GSP I34.13901116.4310106/28/19921123640.61 10.01 5.101 0.021 I iv I 84.8(136.4) DMG I34.37001117.6500112/08/18121 15 0 0.01 0.01 7.001 0.069 I VI I 84.8(136.5) DMG I33.18301115.8500104/25/19571222412.01 0.01 5.101 0.020 I IV I 85.9(138.3) GSP I34.36901116.8970112/04/19921020857.5I 3.01 5.301 0.023 I IV I 86.6(139.3) DMG I34.08301116.3000105/18/19401 5 358.51 0.01 5.401 0.024 I IV I 86.8(139.6) PAS I33.01301115.8390111/24/19871131556.SI 2.41 6.001 0.034 I V j 87.3(140.5) DMG I33.0000I11S.8330101/08/19461185418.0I 0.01 5.401 0.024 I IV I 87.8(141.2) GSN I34.20101116.4360106/28/19921115734.1I 1.01 7.601 0.102 I VIII 88.0(141.7) DMG I34.00001118.5000108/04/192711224 0.01 0.01 5.001 0.019 I IV I 88.1(141.8) MGI I34.00001118.5000111/19/191812018 0.01 0.01 5.001 0.019 I IV I 88.1(141.8) DMG I33.03301115.8210109/30/19711224611.31 8.01 5.101 0.020 I IV I 88.2(141.9) GSG I32.70001115.9210106/15/20101042658.51 5.01 5.801 0.030 I V I 88.2(141.9) DMG I33.21601115.8080104/25/19571215738.71 -0.31 5.201 0.021 I IV I 88.4(142.2) T-A I33.50001115.8200105/00/18681 0 0 0.01 0.01 6.301 0.040 I V I 90.4(145.5) PAS I33.08201115.7750111/24/19871 15414.51 4.91 5.801 0.029 I V I 90.5(145.6) PAS I33.91901118.6270101/i.9/19891 65328.81 11.91 5.001 0.018 I IV I 90.5(145.6) DMG I33.95001118.6320108/31/19301 04036.01 0.01 5.201 0.020 I IV I 92.0(148.0) GSP I34.26801116.4020106/16/19941162427.SI 3.01 5.001 0.018 I IV I 92.9(149.5) GSP I34.34101116.5290106/28/19921124053.51 6.01 5.201 0.020 I IV I 93.2(150.0) W.O. 8721-A-SC Plate C-12 DMG 132.98301115.7330101/24/19511 717 2.61 0.01 5.601 0.025 j V I 93.7(150.7) DMG 133.23301115.7170110/22/19421 15038.01 0.01 5.501 0.023 1 Iv I 93.7(150.7) PAS I33.94401118.6810101/01/19791231438.91 11.31 5.001 0.017 I IV I 94.0(151.3) GSP I32.65201115.8350105119120101003900.01 7.01 5.101 0.018 I IV I 94.1(151.4) DMG I31.81181117.1310112/22/19641285433.21 2.31 5.601 0.025 I V I 94.6(152.2) GSP 134.33281116.4620107/01/19921074829.91 9.01 5.401 0.822 I IV I 94.7(152.4) PAS I34.32781116.4458183/15/1979121 716.51 2.51 5.201 0.019 I IV I 94.9(152.7) DMG I32.95801115.7178106/14/19531 41729.91 0.01 5.501 8.023 I IV I 94.9(152.8) GSG 132.67501115.8060105/08/20101183311.0I 6.01 5.001 0.017 I IV I 95.0(153.0) DMG I34.00001116.0000104/03/1926120 8 0.01 0.01 5.501 0.023 I IV I 95.9(154.3) DMG 134.00001116.0000189/05/192811442 0.81 0.01 5.001 0.017 I IV I 95.9(154.3) GSP I32.64801115.8010104/05/20101133305.41 0.81 5.101 0.018 I Iv I 96.2(154.9) DMG I32.98001115.7000110/82/1928119 1 0.01 0.81 5.801 8.017 I Iv I 96.5(155.4) GSP I32.63401115.7828104/05/20101031525.21 3.81 5.001 0.017 I Iv I 97.4(156.8) GSP I34.23101118.475@I83/20/19941212812.31 13.8.1 5.301 0.020 I IV j 98.2(158.1) GSP I33.16001115.6370189/02/20851812719.81 9.01 5.101 8.018 I IV I 98.2(158.1) GSG I32.61681115.7738105/22/20181173058.81 3.01 5.101 0.018 I IV I 98.4(158.3) PAS I33.89801115.6320184/26/1981112 928.41 3.81 5.781 8.825 I V I 98.7(158.8) GSP I34.21301118.5378181/17/19941 123055.41 18.01 6.701 0.847 I VI I 99.7(160.5) -END OF SEARCH- 158 EARTHQUAKES FOUND WITHIN THE SPECIFIED SEARCH AREA. TIME PERIOD OF SEARCH: 1808 TO 2023 LENGTH OF SEARCH TIME: 224 years THE EARTHQUAKE CLOSEST TO THE SITE IS ABOUT 11.9 MILES (19.1 km) AWAY. LARGEST EARTHQUAKE MAGNITUDE FOUND IN THE SEARCH RADIUS: 7.6 LARGEST EARTHQUAKE SITE ACCELERATION FROM THIS SEARCH: 0.364 g COEFFICIENTS FOR GUTENBERG & RICHTER RECURRENCE RELATION: a-value= 1.616 b-value= 8.403 beta-value= 8.929 ------------------------------------ TABLE OF MAGNITUDES AND EXCEEDANCES: W.O. 8721-A-SC Plate C-13 Earthquake j Number of Times I Cumulative Magnitude j Exceeded I No. I Year +-----------------+ ------------ 4.0 I 158 I 0.70536 4.5 I 158 I 0.70536 5.0 I 158 I 0.70536 5.5 I 52 I 0.23214 6.0 I 27 I 0.12054 6.5 I 11 I 0.04911 7.0 I 3 I 0.01339 7.5 I 1 I 0.00446 W.O. 8721-A-SC Plate C-14 100 n -100 -400 -300 -200 -100 0 100 200 300 400 500 600 1100 MEE 400 600 200 700 500 300 EARTHQUAKE EPICENTER MAP BUMANN W.O. 8721-A-SC Plate C-15 i's's] 1 II 01 EARTHQUAKE RECURRENCE CURVE 3.5 4.0 4.5 50 5.5 6.0 6.5 7.0 7.5 8.0 85 9.0 Magnitude (M) W.O. 8721-A-SC Plate C-16 100 Number of Earthquakes (N) Above Magnitude (M) BLTMANN 3.5 4.0 4.5 5.0 5.5 6.0 6.5 7.0 7.5 8.0 8.5 9.0 Magnitude (M) W.O. 8721-A-SC Plate C-17 LABORATORY TESTING RESULTS GeoSoils, Inc. Particle Size Distribution Report - ASTM D422 c.E o oc,o o - .-Z - 100 90 80 70 I H MIMI!! All 50 40 30 I 21- 10 a 100 10 1 0.1 0.01 0.001 GRAIN SIZE -mm. % Gravel % Sand % Fines Coarse Fine Coarse Medium Fine Silt Clay 0.0 0.0 0.4 0.1 19.4 52.5 27.6 SIEVE SIZE PERCENT FINER SPEC.* PERCENT PASS? (X=NO) 0.375 100.0 #4 99.6 #10 99.5 #20 98.6 #40 80.1 #60 48.9 #100 34.4 #200 27.6 Soil Description Dark Brown Sity Sand Atterbero Limits PL= LL= Pt Coefficients D90= 0.5387 D55 0.4712 D60 0.3046 D50= 0.2559 D30= 0.1027 D15= D10= C= C= Classification USCS= SM 4ASHTO= Remarks F.M.=1. 15 (no specification provided) Source of Sample: HA-1 Depth: 1-5 Sample Number: HA-1 G: 11IS, Inc. Client: Davis Project: 1780 Buena Vista Way, Carlsbad Project No: 8721-A-SC Date: 11-13-23 Plate Tested By: TR Checked By: W.O. 5721-A-SC Plate D-1 GeOROUS, Inc. 5741 Palmer Way, Carlsbad CA 92010 Phone (760) 438-3155 CORROSION REPORT SUMMARY Project No: 8721-A-SC Project Name: Davis Report Date: November 14, 2023 Minimum pH Sulfate Content Chloride Content SAMPLE ID Resistivity (H+) (wt%) (mg/kg) (ohm/cm) HA-1, 1-5ft 7.0 12000 0.004 75 Sample testing in accordance with: pH - CTM 643, Resistivity - CTM 643 Sulfate - CTM 417, Chloride - CTM 422 Remarks: W.O. 8721-A-SC Plate D-2 GENERAL EARTHWORK, GRADING GUIDELINES, AND PRELIMINARY CRITERIA GeoSoils, Inc. 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, including 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 su percede 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 supercede 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 Testing Materials test method ASTM designation D-1557. Random or representative field compaction tests should be performed in accordance with test methods ASTM desianation D-1 556, D-2937 or D-2922, and D-3017, GeoSoils, Inc. 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 equipment, 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. 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, Mr. Andy Davis Appendix E F11e:e:\wp21\8700\8721a Age GeoSoils, Inc. Page 2 highly fractured, or otherwise unsuitable ground, extending to such a depth that surface processing cannot adequately improve the condition, should 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 would 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 fill keys should be equal to 1/2 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 vertical 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. 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, Mr. Andy Davis Appendix E FHe:e:\wp21\8700\8721a.Ige GeoSoils, Inc. Page 3 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 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 fill material should be placed in areas prepared to receive fill in near horizontal layers, that when compacted, should not exceed about 6 to 8 inches in thickness. The Mr. Andy Davis Appendix E FUo:e:\wp2l\8700\8721aige GeoSoils, Inc. Page 4 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 uniformity 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 evaluated 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 fill shall be placed 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 fill 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 will 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 fill by undertaking the following: An extra piece of equipment consisting 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. Mr. Andy Davis GeoSoils, Inc. Appendix E FiIe:e:\wp21 \8700\8721 a.tge Page 5 Loose fill should not be spilled out over 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. 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. 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 testing should be used to evaluate compaction after grid rolling. 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 geotechnical 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. The geotechnical consultant should observe all 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. Mr. Andy Davis GeoSoils, Inc. Appendix E FiIe:e:\wp21 \8700\8721 alge Page 6 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 fill 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 fill 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 POOL/SPA DESIGN RECOMMENDATIONS The following preliminary recommendations 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 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 retaining wall site structures should be delineated on the project civil drawings with the pool/spa. This 1:1 (h:v) zone is defined as a plane up from the 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 Mr. Andy Davis .eoSoi1s, Inc. Appendix E FUe:e:\wp2l \8700\8721 alge Page 7 they are periodically repaired and maintained. The conditions and recommendations presented herein should be disclosed to all homeowners and any interested/affected parties. General 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 behind pool/spa walls subjacent to slopes. Passive 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). An allowable coefficient of friction between soil and concrete of 0.30 may be used with the dead load forces. When combining passive pressure and frictional resistance, the passive pressure component should be reduced by one-third. Where pools/spas 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. 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 shape 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. 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 soil is used for fill, the fill should be placed at a minimum of 95 percent relative 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. 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. Mr. Andy Davis GeoSoils, Inc. Appendix E FUe:e:\wp2l \8700\8721 aige Page 8 Hydrostatic pressure relief valves should be incorporated into the pool and spa designs. A pool/spa under-drain system is also recommended, with an appropriate outlet for discharge. All fittings and pipe joints, particularly fittings in the side of the pool or spa, should be properly sealed to prevent water from leaking into the adjacent soils materials, and be fitted with slip or expandible joints between connections transecting varying soil conditions. An elastic expansion joint (flexible waterproof sealant) should be installed to prevent water from seeping into the soil at all deck joints. A reinforced grade beam should be placed around skimmer inlets to provide support and mitigate cracking around the skimmer face. 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 H13 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 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. 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 achieve 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. 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 Mr. Andy Davis GeoSoils, Inc. Appendix E File:e;\wp21 \8700\8721 aige Page 9 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 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 should 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. 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. 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. GSI does not consult in the area of safety engineering and the safety of the construction crew is the responsibility of the pool/spa builder. 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. 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. 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: Mr. Andy Davis GeoSoils, Inc. Appendix E FiIe:e:\wp21\8700\8721 aige Page 10 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." 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 spa and pool plans, and provide mitigative recommendations, as warranted. Concrete mix design should be reviewed by a qualified corrosion consultant and materials engineer. 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). Pool and spa utility lines should not cross the primary structure's utility lines (i.e., not stacked, or sharing of trenches, etc.). 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. 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 Mr. Andy Davis GeoSoils, Inc. Appendix E FUe:e:\wp2l\8700\8721a1ge Page 11 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. 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. 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. 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. Failure to adhere to the above recommendations will significantly increase the potential for distress to the pool/spa, flatwork, etc. 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. The 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, and 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 avoiding 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 grading and construction projects: Mr. Andy Davis GeoSoils, Inc. Appendix E FiIe:e:\wp21 \8700\8721 a.Ige Page 12 Safety Meetings: GSI 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 following the above, we request that it be brought to the attention of our office. 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 zone during the testing procedure. The zone should extend approximately 50 feet outward from the center of the test pit. This zone is established 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 the active portion of the fill as soon as possible following testing. The technician's vehicle should be parked at the perimeter of the fill in a highly visible location, well away from the equipment traffic pattern. The contractor Mr. Andy Davis GeoSoils, Inc. Appendix E FUe:e;\wp21\8700\8721aige . Page 13 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. 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 GSl 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. Mr. Andy Davis GeoSoils, Inc. Appendix E FiIe:e:\wp21 \8700\8721 algo Page 14 2-foot minimum .. in bedrock or : approved earth material H----- Proposed grade Toe of slope as shown on grading plan Natural slope to Compacted fill be restored with compacted fill - Backcut varies - L \ . ..4-foot minimum \ i cO"' / Bench width ' 3-foot minimum Bedrock or (4-foot minimum) I approved 2Percent Gradient HCL VW ii iti iCL i 15-foot minimum or H/2 where His Subdrain as recommended by the slope height I geotechnical consultant NOTES: Where the natural slope approaches or exceeds the design slope ratio, special recommendations would be provided by the geotechnical consultant. The need for and disposition of drains should be evaluated by the geotechnical consultant, based upon exposed conditions. GeoSoils, Inc. FILL OVER NATURAL (SIDEHILL FILL) DETAIL Plate E-7 2-percent gradient Cut/fill contact as shown on as-built plan H - height of slope Original (existing) grade Cut slope Maintain Compacted fill minimum 15-foot 1111 section from backcut to face 7, of finish elope 4-foot minimum .—\ \ Bench width may vary -- (4-foot minimum) Cut/fill contact as shown on grading plan Proposed grade A minimum key depth 15-foot minimum or H/2 where H is I the slope height Subdrain as recommended by geotechnical consultant Bedrock or approved native material NOTE: The cut portion of the slope should be excavated and evaluated by the geotechnical consultant prior to construction of the fill portion. GeoSoils, Inc. FILL OVER CUT DETAIL Plate E-8 Natural slope Proposed finish grade . . •. ...•. . Rèmove:ur8uitáble Mate* 1 15-toot_____ . •. . . .•. .. .. .. . minimum * . ... . ... ;.•: . . . ... . . .•. \ Typical benching - (4-foot minimum) H Compacted stablization fill 1-foot minimum tilt back Bedrock or other approved native material 2 Percent Gradient If recommended by the geotechnical consultant, the remaining cut portion of the slope may require removal and replacement with compacted fill. Subdrain as recommended by geotechnical consultant NOTES: 1. Subdrains may be required as specified by the geotechnical consultant. 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. GéoSoils, Inc. I STABLIZATION FILL FOR UNSTABLE MATERIAL EXPOSED IN CUT SLOPE DETAIL I Plate E-9 2-Percent Gradient, H height of slope Proposed finish grade Natural grade minimum 15-toot minimum I .:..'. see Note 1) f7? Typical benching (4-foot minimum) Bedrock or approved native material 2-foot minimum _] Subdrain as recommended by key depth or H/2 H)30 feet geotechnical consultant I NOTES: 1. 15-foot minimum to be maintained from proposed finish slope face to backcut. The need and disposition of drains will be evaluated by the geotechnical consultant based on field conditions. Pad overexcavation and recompaction should be performed if evaluated to be necessary by the geotechnical consultant. IGeoSoi1, Inc. SKIN FILL OF NATURAL GROUND DETAIL Plate E-1O 2-foot minimum . .. ... key vvidth .. .. .:. .. e. -____ 1 Subdrain as recommended by geotechnical consultant Typical benching (4-foot minimum) Reconstruct compacted fill slope at 2:1 or flatter Natural grade (may increase or decrease pad area) Overexcavate and recompact \ replacement fill Hernov Proposed Back-cut varies .: finish grade 7. 3-foot minimum fill blanket Avoid and/or clean up spillage of materials on . the natural slope NOTES: 1. Subdrain and key width requirements will be evaluated based on exposed subsurface conditions and thickness of overburden. 2. Pad overexcavation and recompaction should be performed if evaluated necessary by the geotechnical consultant. GeoSoi1s Inc DAYLIGHT CUT LOT DETAIL Plate E-11 Natural grade Proposed pad grade gemo Sri at 2 toward street I 3- to 7-foot minimum* overexcavate and recompact Bedrock or per text of report approved native Typical benching material CUT LOT OR MATERIAL-TYPE TRANSITION Proposed pad grade LIT Natural grade :..- Subgracle at 2 percent gradient, draining toward street (-\--.\ \ " \ \-{\,--\\V,--(\.--)\- 3- to 7-foot minimum* overexcavate and recornpact per text of report *Deeper overexcavation may be Bedrock or recommended by the geotechnical consultant in steep cut-fill transition \- "- -- -" approved native areas, such that the underlying Typical benching material topography is no steeper than 3:1 (H:V) (4-foot minimum) CUT-FILL LOT (DAYLIGHT TRANSITION) GeoSoils, Inc TRANSITION LOT DETAILS Plate E-12 4-inch perforated subdrain pipe (transverse) Pool 1/ B' Direction of drainage > MAP VIEW NOT TO SCALE Concrete cut-off wall SEE NOTES B1 Top of slope II Gravity-flow, -" nonperforated subdrain pipe (transverse) Toe of slope 4-inch perforated subdrain pipe (longitudinal) go A' CROSS SECTION VIEW NOT TO SCALE SEE NOTES Pool encapsulated in 5-foot thickness of sand 6-inch-thick gravel layer 4-inch perforated subdrain pipe 2-inch-thick sand layer Vapor retarder layer subdrain pipe cut-off wall - Vapor retarder Perforated subdrain pipe NOTES: 6-inch-thick, clean gravel (3/4 to 1i'2 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 nonperf orated pipe at low point and outlet or to sump pump area. Pools on fills thicker than 20 feet should be constructed on deep foundations; otherwise, distress (tilting, cracking, etc.) should be expected. Design does not apply to infinity-edge pools/spas. GeoSoils, Inc. TYPICAL POOL/SPA DETAIL Plate E-17 SIDE VIEW poil pile ! -PIN Test pit TOP VIEW Flag Flag Spoil pile Test pit Light Vehicle 50 feet 50 feet 100 feel GeóSoils, Inc. TEST PIT SAFETY DIAGRAM Plate E-20 V Signature of Authorized School District Official C. of Carlsbad CER IIIJ [eI] I 41 PAID This form must be completed by the City, the applicant, and the appropriate school districts and returned to the City prior to issuing a building permit. The City will not issue any building permit without a completed school fee form. Project # & Name: Permit #: CBR2023-3478 Project Address: 1780 BUENA VISTA WAY Assessor's Parcel #: 1561420900 Project Applicant: TRUST DAVIS FAMILY REVOCABLE TRUST (Owner Name) Residential Square Feet: New/Additions: 883 Second Dwelling Unit: Commercial Square Feet: New/Additions: City Certificat ion: City of Carlsbad Building Division Date: 10/12/2023 Certification of Applicant/Owners. The person executing this declaration ('Owner") certifies under penalty of perjury that (1) the information provided above is correct and true to the best of the Owner's knowledge, and that the Owner will file an amended certification of payment and pay the additional fee if Owner requests an increase in the number of dwelling units or square footage after the building permit is issued or if the initial determination of units or square footage is found to be incorrect, and that (2) the Owner is the owner/developer of the above described project(s), or that the person L21 Carlsbad Unified School District 6225 El Camino Real Carlsbad CA 92009 Phone: (760) 331-5000 Encinitas Union School District 101 South Rancho Santa Fe Rd Encinitas, CA 92024 Phone: (760) 944-4300 xl 166 San Dieguito Union H.S. District 684 Requeza Dr. Encinitas, CA 92024 Phone: (760) 753-6491 Ext 5514 (By Appt. Only) San Marcos Unified Sch. [ 255 Pico Ave Ste. 100 San Marcos, CA 92069 Phone: (760) 290-2649 Contact: Katherine Marcelja (By Appt.only) Vista Unified School District 1234 Arcadia Drive Vista CA 92083 Phone: (760) 726-2170 x2222 SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school district(s)) THIS FORM INDICATES THAT THE SCHOOL DISTRICT REQUIREMENTS FOR THE PROJECT HAVE BEEN OR WILL BE SATISFIED. The undersigned, being duly authorized by the applicable School District, certifies that the developer, builder, or owner has satisfied the obligation for school facilities. This is to certify that the applicant listed on page 1 has paid. all amounts or completed other applicable school mitigation determined by the School District. The City may issue building permits for this project. 6225 Name of School District: EL CAMJNO REAL Phone: 4., 3) CARLBBADJ CA 02000 COMMUNITY DEVELOPMENT - Building Division 1635 Faraday Ave I Carlsbad, CA 92008-7314 1 442-339-2719 1 760-602-8560 f I building©carlsbadca.gov BEST MANAGEMENT PRACTICES .(BMP) SELECTION TABLE Erosion ContrI Sediment e t Control BMPs Tracking Non-Storm Water Waste Management and Materials BMPs Control BMPs Management BMPs Pollution Control BMPs - .2 .2 - 0 ' t ' 0 co Best Management Practice* '3 S: .1-0 Cn M .- (BMP) Description ... gu)00 0 C71 - 0 - U Li. o . C) - L Cl) a) c. s... > . - Cl) CD CI) D — -.--' 0 0 0 0 o CI) 0 0 L_ 2 = -D Cl) p L -b 0 0 o -4-s I_ 0' 0 0 0 0 L. 0 C 0 o 0 -f-. 0 o Cl 0 _ 0 0 0 0 0 0 C.D W C (I) (1) Cl) () U C) 1 v) :> CO (/) o Cl) 2 CL c 0 c > C (I) n v) c 0 CASQA Designation —> r-- co 0 .- io o r- co ..- .j- r rj aD c4 to Lt)to 00 Construction Activity Li W Cl) C/) C/) - Grading/Soil Disturbance — — - - - - — - - - — — - >' Trenching/Excavation — ---- - - - - - - —. — - - - - — )( Stockpiling — Drilling/Boring — - - ---- — — — - — — - Concrete/Asphalt Sawcutting - — --- - - - - — - - ConcreteFlatwork — --:— -- - — Paving — - - — - - — — — - - - - — — — - — — - — Conduit/Pipelnstallation . Stucco/Mortar Work ---- _______------------ >Waste Disposal - - Staging/Lay Down Area — — - - - - - - — — - — Equipment Maintenance andFuelinq ----.- -- - - HazardousSubstanceUse/Storage - — Dewatering — - - --- — - - - - - - - - - - - - Site Access Across Dirt -.-- Other (list): STORM WATER POLLUTION PREVENTION NOTES ALL NECESSARY EQUIPMENT AND MATERIALS SHALL BE AVAILABLE ON SITE TO FACILITATE RAPID INSTALLATION OF EROSION AND SEDIMENT CONTROL BMPs WHEN RAIN IS EMINENT. THE OWNER/CONTRACTOR SHALL RESTORE ALL EROSION CONTROL DEVICES TO WORKING ORDER TO THE SATISFACTION OF THE CITY INSPECTOR AFTER EACH RUN—OFF PRODUCING RAINFALL. THE OWNER/CONTRACTOR SHALL INSTALL ADDITIONAL EROSION CONTROL MEASURES AS MAY BE REQUIRED BY THE CITY INSPECTOR DUE TO INCOMPLETE GRADING OPERATIONS OR UNFORESEEN CIRCUMSTANCES WHICH MAY ARISE. ALL REMOVABLE PROTECTIVE DEVICES SHALL BE IN PLACE AT THE END OF EACH WORKING DAY WHEN THE FIVE (5) DAY RAIN PROBABILITY FORECAST EXCEEDS FORTY PECENT (407.). SILT AND OTHER DEBRIS SHALL BE REMOVED AFTER EACH RAINFALL. ALL GRAVEL BAGS SHALL CONTAIN 3/4 INCH MINIMUM AGGREGATE. ADEQUATE EROSION AND SEDIMENT CONTROL AND PERIMETER PROTECTION BEST MANAGEMENT PRACTICE MEASURES MUST BE INSTALLED AND MAINTAINED. THE CITY INSPECTOR SHALL HAVE THE AUTHORITY TO ALTER THIS PLAN DURING OR BEFORE CONSTRUCTION AS NEEDED TO ENSURE COMPLIANCE WITH CITY STORM WATER QUALITY REGULATIONS. Instructions: Check the box to the left of all applicable construction activity (first column) expected to occur during construction. Located along the top of the BMP Table is a list of BMP's with it's corresponding California Stormwater Quality Association (CASQA) designation number. Choose one or more BMPs you intend to use during construction from the list. Check the box where the chosen activity row intersects with the BMP column. Refer to the CASQA construction handbook for information and details of the chosen BMPs and how to apply them to the project. OWNER'S CERTIFICATE: I UNDERSTAND AND ACKNOWLEDGE THAT I MUST: (1) IMPLEMENT BEST MANAGEMENT PRACTICES (BMPS) DURING CONSTRUCTION ACTIVITIES TO THE MAXIMUM EXTENT PRACTICABLE TO AVOID THE MOBILIZATION OF POLLUTANTS SUCH AS SEDIMENT AND TO AVOID THE EXPOSURE OF STORM WATER TO CONSTRUCTION RELATED POLLUTANTS; AND (2) ADHERE TO, AND AT ALL TIMES, COMPLY WITH THIS CITY APPROVED hER 1 CONSTRUCTION SWPPP THROUGHOUT THE DURATION OF THE CONSTRUCTION AC11V111E5 UNTIL THE CONSTRUCTION WORK IS COMPLETE AND APPROVED BY .THE CITY OF CARLSBAD. ER's AGENT NAME (SIGNA 8/I4' z /3 DATE E-29 PROJECT INFORMATION Site Address: 1180 jJE'.JA \jSrA Assessor's Parcel Number: 1542 - JA42-( Emergency C7 .11>y tact: Name: 24 Hour Phone) 22- 7& S7 Construction Threat to Storm Water Quality (Check Box) El MEDIUM. El LOW Page 1 of 1 REV 11/17 Development Services (city Of CLIMATE ACTION PLAN Building Division Carlsbad CONSISTENCY CHECKLIST 1635 FaradayAvenue B-50 442-339-2719 www.carlsbadca.gov PURPOSE This checklist is intended to help building permit applicants identify which Climate Action Plan (CAP) ordinance requirements apply to their project. This completed checklist (B-50) and summary (B-55) must be included with the building permit application. The Carlsbad Municipal Code (CIVIC) can be referenced during completion of this document. NOTE: The following type of permits are not required to fill out this form + Patio I + Decks + PME (w/o panel upgrade) + Pool The B-50 checklist was originally developed several years ago to support implementation of the CAP. Recent updates to the California Building Standards Code have imposed newer performance standards on building permit applications. Therefore, the applicant is advised to review all applicable code sections and apply the maximum performance standard, which may exceed the CAP consistency checklist requirements Consultation with a certified Energy Consultant is encouraged to assist in filling out this document. Appropriate certification includes, but is not limited to: Licensed, practicing Architect, Engineer, or Contractor familiar with Energy compliance, IECC/HERS Compliance Specialist, ICC G8 Energy Code Specialist, RESNET HERS rater certified, certified ICC Residential Energy Inspector/Plans Examiner, ICC Commercial Energy Inspector and/or Plans Examiner, ICC CALgreen Inspector/Plans Examiner, or Green Building Residential Plan Examiner. If an item in the checklist is deemed to be not applicable to a project, or is less than the minimum required by ordinance, check N/A and provide an explanation or code section describing the exception. The project plans must show all details as stated in the applicable Carlsbad Municipal Code (CIVIC) and/or Energy Code and Green Code sections. AppIiatioh Ii1orm ion , Project Name/Building Permit No.: 267-7,-31-179 BP No.: Date: Property Address/APN: Applicant Name/Co.: I A IO 4'- Applicant Address: /sT Contact Phone: ontact Email: Contact information of person completing this checklist (if different than above): Name: Contact Phone: Company name/address: Contact Email: B-50 Page 1 of 7 Revised 12122 Use the table below to determine which sections of the Ordinance checklist are applicable to your project. For alterations and additions to existing buildings, attach a Permit Valuation breakdown on a separate sheet. For purposes of determining valuation, the amount should be upon either the actual contract price for the work to be permitted or shall be determined with the use of the current "ICC Building Valuation Data" as published by the International Code Council, whichever is higher (refer to Section 18.04.035 of the CMC). Building Permit Valuation (BPV) $ breakdown - I Construction Type I Complete Section(s) I Notes: I Residential 4A* 3A*, 0 New construction 2A*, I 1ricludes detached, newly constructed ADU Additions and alterations: BPV < $60,000 N/A All residential additions and alterations BPV ~! $60,000 1A 4A 1-2 family dwellings and townhouses with attached garages U Electrical service panel upgrade only ' only. *Multifamily dwellings only where interior finishes are BPV ~: $200,000 1A, 4A* removed and significant site work and upgrades to structural and mechanical, electrical, and/or plumbing systems are 2B* proposed *Multifamily dwellings only where ~t$1,000,000 BPV AND BPV ~t $1,000,000 affecting ~!75% existing floor area I Nonresidential and hotels/motels 0 New construction 1 B, 2B, 313, 413 and 5 O Alterations: BPV ~$200,000or additions ~t lB 5 1,000 square feet BPV ~! $1,000,000 113, 213, 5 ~t 2,000 sq. ft. new roof addition 213, 5 Building alterations of ~! 75% existing gross floor area 1 also applies if BPV ~ $200,000 Instructions: Choose first between residential or non-residential based on the type of project being submitted. Next chose between new construction or addition/alteration for residential or non-residential. The columns to the right of your selection will determine which sections of the CAP program are applicable to your project. Appropriate details must be included on the plans for selections made. EXAMPLE: Scope of work includes a new, 2 story, single family residential structure. The selections would be: Residential and New construction in the table above. For a 2-story structure, CAP sections 2A, 3A and 4A would be applicable. (Solar PV, water heating, EV charging) The * indicates that new detached ADU's are included. EXAMPLE: Scope of work includes a tenant improvement (i.e., alterations) valued at over one million dollars. The-selections would be: Non-residential and Alteration BPV ~t $1,000,000. CAP sections 1 B, 2B and 5 would be applicable to this project. (Energy efficiency, Solar PV and Transportation Demand Management (TDM)*) It may be necessary to supplement the completed checklist with supporting materials, calculations or certifications, to demonstrate full compliance with CAP ordinance requirements. For example, projects that propose or require a performance approach to comply with energy-related measures will need to attach to this checklist separate calculations and documentation as specified by the ordinances. Checklist Item Check the appropriate boxes,expIan all not applicable and exception items, and provide supporting calculations and documentation as necessary. 1. Energy Efficiency Please refer to Section 18.30.060 of the Carlsbad Municipal Code (CMC) and Section 150.2 of the CEC for more information. Appropriate details and notes must be placed on the plans according to selections chosen in the design. A. Residential addition or alteration ~ $60,000 building permit valuation. N/A____________________________ Details of selection chosen below must be placed on the plans referencing CMC 18.30.060. 11 Exception: Home energy score ~7 (attach certification) Year Built Single-family Requirements Multi-family Requirements Before 1978 Select one option: 0 Duct sealing 5eAttic insulation DCoolroof Q Atticinsulation D 1978 and later Select one option: U Lighting package 0 Waterheating package Between 1978 -1991 Select one option: U Duct sealing 0 Attic insulation 0 Cool roof 1992 and later Select one option: 0 Lighting package 0 Water- heating package B. Fj New Nonresidential construction (including additions over 1,000sf), new hotel/motel construction AND alterations ~ $200,000 building permit valuation. See Section 18.21.050 of the CMC and CALGreen Appendix A5. At least one measure from each applicable building component required. 0 N/A A5.203.1.1 Choose one: O Outdoor lighting 0 Restaurant service water heating (Section 140.5 of the CEC) Warehouse dock seal doors 0 Daylight design PAFs 0 Exhaust air heat recovery 0 N/A A5.203.1.2.1 Choose one: 0.95 Energy budget (Projects with indoor lighting OR mechanical) 0 .90 Energy budget (Projects with indoor lighting AND mechanical) 0 N/A A5.211.1** 0 On-site renewable energy: 0 N/A A5.211.3** o Green power: (If offered by local utility provider, 50% minimum renewable sources) 0 N/A A5.212.1 0 Elevators and escalators:(Project with more than one elevator or two escalators) 0 N/A A5.213.1 0 Steel framing: (Provide details on plans for options 1-4 chosen) 0 N/A * High-rise residential buildings are 4 or more stories. ** For alterations~! $1,000,000BPV and affecting> 75%existing gross floor area, OR alterations that add 2,000 square feet of new roof addition: comply with Section 18.030.040 of the CMC (section 2B below) instead. 4 2. Photovoltaic Systems I A. El Residential new construction. Refer to Section 150.1(c)14 of the CEC for single-family requirements and Section 170.2(d) of the CEC for multi-family requirements. If project includes installation of an electric heat pump water heater pursuant to CAP section 3 below (residential water heating), increase system size by .3kWdc if PV offset option is selected. Floor Plan ID (use additional sheets if necessary) CFA or SARA #d.u. Calculated kWdc* Exception 0 0 0 0 Total System Size: kWdc kWdc = (CFAx.572) /1,000 + (1.15 x#d.u.) *Formula calculation where CFA = conditional floor area, #du = number of dwellings per plan type If proposed system size is less than calculated size, please explain. [I] Nonresidential, hotel/motel and multifamily additions, alterations and repairs of these projects ~$1,000,000 BPV AND affecting 2:75% existing floor area, OR addition that increases roof area by 2:2,000 square feet. Please refer to Section 18.30.040 and 18.30.070 of the CMC when completing this section. Choose one of the following methods: (Gross floor area or Time-Dependent Valuation method) O Gross Floor Area (GFA)Method GFA: Min.System Size: kWd 0 lf< 10,000s.f. Enter: 5 kWdc 0 If ~: 10,000s.f. calculate: 15 kWdc x (GFA/10,000) ** **Round building size factor to nearest tenth, and round system size to nearest whole number. 0 Time- Dependent Valuation Method Annual TDV Energy use:*** x.80= Mm. system size: kWdc ***Attach calculation documentation using modeling software approved by the California Energy Commission. [] *All newly constructed non residential, hotel/motel and highrise multifamily buildings that are required by CEC section 140.10(a) to have a PV system shall also have a battery storage system meeting CEC section 140.10(b). Non residential, hotel/motel and multifamily additions, alterations or repairs that trigger solar due to the Carlsbad Climate Action Plan will NOT require battery storage. Battery storage is required when triggered by CEC section 140.10(a) and/or 170.2(g). I 3. Water Heating A. Residential. Refer to Section 18.30.050 of the CMC and Sections 150.1(c)8 or 170.2(d) of the CEC when completing this section. Provide complete details on the plans. Residential new construction and alterations: Required: 60% of energy needed for service water heating from on-site solar or recovered energy. For systems serving individual units, choose one system: Single 240-volt heat pump water heater AND compact hot water distribution AND Drain water heat recovery (low-rise residential only) O Single 240-volt heat pump water heater AND PV system .3 kWdc larger than required. C Heat pump water heater meeting NEEA Advanced Water Heating Specification Tier 3 or higher. O Solar water heating system that is either .60 solar savings fraction or 40 s.f. solar collectors O Gas or propane system with a solar water hearing system and recirculation system. For systems serving multiple units, choose one system: O Heat pump water heating system with recirculation loop tank and electric backup. O Solar water heating system that is either: 0 .20 solar savings fraction D .15 solar savings fraction, plus drain water heat recover OR: System meets performance compliance requirements of section 150.1(d) or 170.2(d) and deriving at least 60% of energy from on-site solar or recovered energy. FMI B. Nonresidential and hotel/motel new construction. This section also applies to high-rise residential. Refer to Sections 18.030.020 and 18.040.030 of the CMC and Sections 140.5 and 170.2 of the CEC when completing this section. Provide complete details on the plans. Non-residential: 0 Required: Water heating system derives at least 40% of its energy from one of the following: 0 Solar-thermal 0 Photovoltaics 0 Recovered energy 0 Required: High-capacity service water heating system Water heating system is (choose one): D Heat pump water heater Electric resistance water heater(s) 0 Solar water heating system with .40 solar savings fraction 3. Hotel/motel: 0 Required: High-capacity service water heating system (meeting Section 170.2(d) of the CEC) 0 Required: Located in garage or conditioned space Exception: rel 1 4. Electric Vehicle Charging A. Kf Residential - New construction and major alterations.* This section also applies to hotel/motel projects. Refer to Section 18.21 .030 of the CMC and Section 4.106.4 of the GBSC when completing this section. Choose one: One and two-family residential dwelling alterations with attached private garage. (not required if a panel upgrade would be needed) New detached ADU. (no EV space required when no additional parking facilities are added) New one and two-family residential dwellings and townhouse with attached private garage. 0 One EV Ready parking space required 'Exception: e rA C A &AQ1 E O New and major alterations to multi-family and hotel/motel projects: 0 Exception: - Total Parking Spaces Proposed EVSE Spaces EV Capable (10% of total) EV Ready (25% of Total) EV chargers (5% of Total) *Major alterations are: for one and two-family dwellings and for town houses with an attached garage, alterations have a building permit valuation ~:$60,000 or include an electrical service panel upgrade. _-, , for multifamily dwellings (three units or more without attached garages), alterations have a building permit valuation ~ $200,000, i nteorf inishes are removed and significant site work and upgrades to structural and mechanical, electrical, a nd/or plumbing systems are proposed. B. U Non-Residential - New construction 0 Exception: Please refer to Section 18.21.040 of the CMC when completing this section Total Parking Spaces Proposed EV Capable EVCS (Installed with EVSE) EV Ready (optional) EV Space (optional) Calculation: Refer to the table below: Total Number of Parking Spaces provided Number of required EV Capable Spaces Number of required EVCS Onstalled Wth EVSE) 0-9 1 1 10-25 4 1 26-50 8 2 51-75 13 3 O 76-100 17 5 0 101-150 25 6 0 151-200 35 9 201 and over 20 percent of total 25 percent of Required EV Spaces Calculations: TotalEV Capable spaces =.20xTotal parking spaces proposed (rounded upto nearest whole number) EVSE Installed = Total EVSE Spaces x.25 (rounded up to nearest whole number) EVSE other may be "EV Ready" or "EV Space" 7 15.UTranspOttaon Demand Management (TDM Nonresidential ONLY An approved Transportation Demand Management (TDM) Plan is required for all nonresidential projects that meet a threshold of employee-generated ADT. City staff will use the table below based on your submitted plans to determine whether your permit requires a TDM plan. If TDM is applicable to your permit, staff will contactthe applicant to develop a site-specificTDM plan based on the permit details. Employee ADT Estimation for Various Commercial Uses Emp ADT for EmpADTI Use first 1,000 s.f 1000s 11 Office (all)2 20 13 Restaurant 11 11 Retai13 8 4.5 Industrial 4 3.5 Manufacturing 4 3 Warehousing 4 1 1 Unless otherwise noted, rates estimated from ITE Trip Generation Manual, 101Edition 2For all office uses, use SANDAG rate of 20 ADT/1 000 sf to calculate employee ADT Retail uses include shopping center, variety store, supermarket, gyms, pharmacy, etc. Other commercial uses may be subject to special consideration Sample calculations: Office: 20,450 sf 1. 20,450 sf/1000 x 20 = 409 Employee ADT Retail: 9,334 sf First 1,000 sf = 8ADT 9,334sf- 1,000 sf= 8,334 sf (8,334 sf/1,000 x 4.5) + 8 = 46 Employee ADT Acknowledgment: I acknowledge that the plans submitted may be subject to the City of Carlsbad's Transportation Demand Management Ordinance. I agree to be contacted should my perrit reguiro-aIIM plan and understand that an approved TDM plan is a condition of permit issuance. Applicantignature: iv Name: t% -"i 't )A- ' Date: (I (2 Phone No.:I ?(eo)c22_- 8