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2780 JAMES DR; ; PC2022-0047
Building Permit Finaled Plan Check Permit Print Date: 09/24/2024 Job Address: 2780 JAMES DR, CARLSBAD, CA 92008-1953 Permit Type: BLDG-Plan Check Work Class: Residential Parcel #: 1561425100 Track #: Valuation: $0.00 Lot #: Occupancy Group: Project #: DEV2022-0181 #of Dwelling Units: Plan #: Bedrooms: - Construction Type: Bathrooms: Orig. Plan Check 4*: Occupant Load: Plan Check 4*: Code Edition: Sprinkled: (ity of Carlsbad Permit No: PC2022-0047 Status: Closed - Finaled Applied: 09/29/2022 Issued: 10/20/2023 Finaled Close Out: 09/24/2024 Final Inspection: INSPECTOR: Project Title: 2780 JAMES DRIVE Description: MATTOS: NEW 2-STORY HOME (3746 SF) W/ATTACHED GARAGE (490 SF) DECK (641 SF) PATIO (332 SF) I/DETACHED ADU (320 SF) Applicant: Property Owner: JAMES CHINN VECK INVESTMENT PROPERTIES LLC 2120 JIMMY DURANTE BLVD, 4* UNIT 114 3276 HIGHLAND DR DEL MAR, CA 92014-2215 CARLSBAD, CA 92008-1918 (858) 344-2425 (760) 753-5543 FEE AMOUNT BUILDING PLAN CHECK - - - $1,55.35 BUILDING PLAN REVIEW— MINOR PROJECTS (LDE) $194.00 BUILDING PLAN REVIEW - MINOR PROJECTS (PLN) $98.00 Total Fees: $1,848.35 Total Payments To Date: $1,848.35 Balance Due: $0.00 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 OOO22OOLt7 City of BUILDING PERMIT Est. Value + ')SSJ t4J Carlsbad APPLICATION PC Deposit /55(0135- B-1 Date Lag /?____ Job Address2780 JAMES DRIVE Unit: APN:156142510 CT/Project #: MAP 14517 CARLSBAD TC19816 Lot #:_5 Year Built: VACANT LOT BRIEF DESCRIPTION OF WORK: 2 STORY HOME WITH ATTACHED GARAGE, DECK AND COVERED PATIO. DETACHED A.D.U. Li4 E1 New SF: Living SF,4194 Deck SF, 641 Patio SF, 332 Garage SF 490 Is this to create an Accessory Dwelling Unit? OY 0 N New Fireplace? 0 VO N , if yes how many? 1 D Remodel:SF of affected area Is the area a conversion or change of use? 0 V 0 N Lj Pool/Spa: SF Additional Gas or Electrical Features? F-1 solar: KW, Modules, Mounted: ORoofOGround, Tilt:OYON, RMA:OYO N, Battery:OYO N, Panel Upgrade: OY ON Electric Meter number: Other: APPLICANT (PRIMARY CONTACT) PROPERTY OWNER Name: JAMES CHINN Name:A. C. MATTOS Address: 2120 JIMMY DURANTE BL. #114 Address:3276 HIGHLAND DRIVE City-DEL _MAR State: CA Zip:92014 City: CARLSB__ State: CAZip:92008 Phone: 858-755-5863 Phone: 760-666-0586 Em3jI:JameSChinfl400@gmail.Com Email: ac.mattos@outlook.com DESIGN PROFESSIONAL CONTRACTOR OF RECORD Name: JAMES CHINN Business Name:____________________________________ Address: 2120 JIMMY DURANTE BL. #114 Address:____________________________________ City:DEL MAR State: CA Zip:92014 City:State:Zip:_______________ Phone: 858-755-5863 Phone:______________________________________________ Email:iameSCm400@9m9 .Com Email:_______________________________________________ Architect State License: C4 573' CSLB License #: ___Class: Carlsbad Business License # (Required):____________________ APPLICANT CERTIFICATION: I certify that I have read the application and statAabl n is correct and that the information of the plans is accurate. agree to comply with all Ci!',, ordinances and State laws relating to building constructio NAME (PRINT): JAMES OHINN SIGN DATE: 09/27/2022 1635 Faraday Ave Carlsbad, CA 92008 Ph: 442-339-2719 Email:BuiIdingcarlsbadca.gov REV. 04122 THIS PAGE REQUIRED AT PERMIT ISSUANCE PLAN CHECK NUMBER: A BUILDING PERMIT CAN BE ISSUED TO EITHER A STATE LICENSED CONTRACTOR OR A PROPERTY OWNER. IF THE PERSON SIGNING THIS FORM IS AN AGENT FOR EITHER ENTITY AN AUTHORIZATION FORM OR LETTER IS REQUIRED PRIOR TO PERMIT ISSUANCE. (OPTION A):LICENSED CONTRACTOR DECLARATION: I hereby affirm under penaltyof perjuryt that I am licensedunderprovisionsof Chapter 9 (commencingwith Section 7000) of Division 3 of the Business and Professions Code, and my license is in full force and effect. I also affirm under penalty of perjury one of the following declarations (CHOOSE ONE): [:]I have and will maintain a certificate of consent to self-insufe for workers' compensation provided by Section 3700 of the Labor code, for the performance of the work which this permit is issued. PolicyNo. -OR- Di have and will maintain worker's compensation, as required by Section 3700 of the Labor Code, forth e 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 stall 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: Fil l, 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- F1 1, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). -OR- Di am exempt under Business and Professions Code Division 3, Chapter 9, Article 3 for this reason: AND, 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 copyof the applicable law, Section 7044 of the Business and Professions Code, is available upon request when this opplicotion is submitted or at the following Web site: http: / / www. leginfo.co.gov/calaw.htmi. OWNER CERTIFICATION: The applicant certifies that all documents and plans clearly and accurately show all existing and proposed buildings, structures, access roads, and utilities/utility easements. All proposed modifications and/or additions are clearly labeled on the site plan. Any potentially existing detail within these plans inconsistent with the site plan are not approved for construction and may be required to be altered or removed. The city's approval of the application is based on the premise that the submitted documents and plans show the correct dimensions of; the property, buildings, structures and their setbacks from property lines and from one another; access roads/easements, and utilities. The existing and proposed use of each building as stated is true and correct; all easements and other encumbrances to development have been accurately shown and labeled as well as all on-Site grading/site preparation. All improvements existing on the property were completed in accordance with all regulations in existençg,t the time ol their cnsjction, unless otherwise noted. NAME (PRINT): A.C. MATTOS SIGN DATE: 9-27-22 Note: lithe person signing above is an authorized agent for the property owi 1635 Faraday Ave Carlsbad, CA 92008 Ph: 442-339-2719 Email: Building@carlsbadca.gov 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 2780 JAMES DRIVE 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. 1. AM 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. 11. AM 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. AM 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. AM I understand contractors are required bylaw to be licensed and bonded in California and to list their license numbers on permits and contracts. AMi 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. AM I understand if I am considered an "employer" under state and federal law, I must register with the state and federal government, withhold payroll taxes, provide workers' compensation disability insurance, and contribute to unemployment compensation for each "employee." I also understand my failure to abide by these laws may subject me to serious financial risk. VII: AM I understand under California Contractors' State License Law, an Owner-Builder who builds single- family residential structures cannot legally build them with the intent to offer them for sale, unless all work is performed by licensed subcontractors and the number of structures does not exceed four within any calendar year, or all of the work is performed under contract with a licensed general building contractor. VIII. AM 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 detects n the workmanship or materials. AM 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. AM 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: 2780 JAMES DRIVE AM _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. XI I. AM 1 agree to notify the issuer of this form immediately of any additions, deletions, or changes to any of the information I have provided on this form. Licensed contractors are regulated by laws designed to protect the public. If you contract with someone who does not have a license, the Contractor's State License Board may be unable to assist you with any financial loss you may sustain as a result of a complaint. Your only remedy against unlicensed Contractors may be in civil court. It is also important for you to understand that if an unlicensed Contractor or employee of that individual or firm is injured while working on your property, you may be held liable for damages. If you obtain a permit as Owner- Builder and wish to hire contractors, you will be responsible for verifying whether or not those contractors are properly licensed and the status of their workers' compensation coverage. Before a building permit can be issued, this form must be completed, signed by the property owner and returned to the City of Carlsbad Building Division. I declare under penalty of perjury that / 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. lam 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. A.C. MATTOS 9-27-22 Property Owner Name (PRINT) Property Owner Signature Date REV. 08/20 CCity*of Carlsbad OWNERS AUTHORIZED AGENT FORM B-62 Development Services Building Division 1635 Faraday Avenue 442-339-2719 www.carlsbadca.gov OWNER'S AUTHORIZED AGENT FORM Only a property owner, contractor or their authorized agent may submit plans and applications for building permits. To authorize a third-party agent to sign for a building permit, the owner's third party agent must bring this signed form, which identifies the agent and the owner who s/he is representing, and for what jobs s/he may obtain permits. The form must be completed in its entirety to be accepted by the City for each separate permit application. Note: The following Owner's Authorized Agent form is required to be completed by the property owner only when designating an agent to apply for a construction permit on his/her behalf. AUTHORIZATION OF AGENT TO ACT ON PROPERTY OWNER'S BEHALF Excluding the Property Owner Acknowledgement, the execution of which I understand is my personal responsibility, I hereby authorize the following person(s) to act as my agent(s) to apply for, sign, and file the documents necessary to obtain an Owner-Builder Permit for my project. NEW HOME & DETACHED ADU Scope of Construction Project (or Description of Work): Project Location or Address: 2780 JAMES DRIVE Name of Authorized Agent: JAMES CHINN Tel No. 858-755-5863 Address of Authorized Agent: 2120 JIMMY DURANTE BL. #114 DEL MAR, CA. 92014 I declare under penalty of perjury that I am the property owner for the address listed above and I personally filled out the above information and certify its accuracy. Property Owner's Signature: / 2E? Date: 9-27-22 True North ' COMPLIANCE SERVICES August 8, 2023 City of Carlsbad Community Development Department - Building Division 1635 Faraday Ave. Carlsbad, CA 92008 Plan Review: New SFD and ADU Address: 2780 James Dr Applicant Name: James Chinn Applicant Email: jameschinn400gmail.com OCCUPANCY AND BUILDING StY: Occupancy Groups: R-3/U Occupant Load: N/A Type of Construction: V-B Sprinklers: Yes Stories: 2 Area of Work (sq. ft.): 5,657 sq. ft. City of Carlsbad - FINAL REVIEW City Permit No: PC2022-0047 True North No.: 22=018-317 The plans have been reviewed for coordination with the permit application. Valuation: Confirmed Scope of Work: Confirmed Floor Area: Confirmed Attn: Building & Safety Department, True North Compliance Services, Inc. has completed the figl review of the following documents for the project referenced above on behalf of the City of Carlsbad: Drawings: One (1) copy dated July 27, 2023, by James A. Chinn Architect, Structural Calculations: One (1) copy dated August 19, 2022, by PCSD. Geotechnical Report: One (1) copy dated May 22, 2023, by Geosoils Inc. 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. 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: Ali Al-Murshid - Plan Review Engineer Quality Review By: Alaa Atassi - Plan Review Engineer True North Compliance Services, Inc. 15375 Barranca Pkwy, Suite A202, Irvine, CA 92618 T/ 562.733.8030 .tr1.y PCSD Engineering Corp 3529 Coastview Court Carlsbad, CA 92010 Ph: 760-207-1885 Structural Design Calculations New Residence Paul S. ChFIténson RCE C57182, exp. 12/31/23 August 19, 2022 Rev. 3-21-23 PCSD File #: 22-389 .DC') LU LO CN CIq Cn LI) N (DO C.,0- Lii LL N 0 (I) W ~c U) 0 a- N U- D 9 w OoDUJ' Q C'4 C1©0° > LU Client Ana Mattos Project Mattos Residence 2780 James Drive Carlsbad,CA92D01 Paul Christenson San Diego Engineering 3529 Coastview Ct - Carlsbad, CA 92010 Telephone (760) 207-1885 - Email: pauLpcsdcgmail.com 1.0 Design Criteria: Mattos Residence 22-389 Code: 2019 California Building Code - ASCE 7-16 Timber: Douglas Fir-Larch (DF-L), WWPA or WCLIB 2x Wall Framing: DF-L #2 (unless noted otherwise) 2x Rafters & Joists: DF-L #2 Posts & Beams: DF-L #1 Glue-Lam Beams: Simple Span: Grade 24F-V4 (DF/DF) Cantilevers: Grade 24F-V8 (DF/DF) Sheathing: Min. APA-Rated Sheathing, Exposure 1, Plywood or OSB (U.N.O.) Engineered Framing Wood i-Joists: TJ? 110,210,230,360,560 iCC ESR-1 153 LVL, PSL 1.9E Microllam, 2.OE Parallam ICBO ER-4979 Concrete: Compressive Strength @ 28 days per ASTM C39-96: Footings: f'c = 2500 psi Grade Beams: f'c = 3000 psi Concrete Block: Grade N-I per ASTM C90-95, f'm = 1500 psi per ASTM E447-92 Mortar: Type S Mortar Cement per ASTM C270-95, Min. f'm = 1800 psi @28 days. Grout: Coarse Grout wl 3/8" Max. Aggregate per ASTM C476-91, Mm. f'm = 2000 psi @ 28 days. Reinforcing Steel: #4 & Larger: ASTM A615-60 (Fy = 60 ksi) #3 & Smaller: ASTM A615-40 (Fy = 40 ksi) Structural Steel: 'W' Shapes: ASTM A992, Fy= 50-65 ksi Plates, Angles, Channels ASTM A36, Fy = 36 ksi Tube Shapes: ASTM A500, Grade B, Fy= 46 ksi Pipe Shapes: ASTM A53, Grade B, Fy=35 ksi Welding Electrodes: Structural Steel: E70-T6 A615-60 Rebar: E90 Series Bolts: Sill Plate Anchor Botis & Threaded Rods: A307 Quality Minimum Steel Moment & Braced Frames: A325 (Bearing, U.N.O.) Soils: 1500 psf Bearing Pressure References: u/tAthons Taa ) 4 PMt e4rct Akjo 3529 Coastview Ct - Carlsbad, CA 92010 JOB 2-389 SHEET NO OF_________ CALCULATED BY PbC DATE8/19/22 CHECK BY DATE SCALE Telephone (760) 207-1885 - Email: paul.pcsd@gmail.com 2.0 LOAD LIST 2.1 Roof (Vaulted) Roofing 5.0 psf 15/32" Sheathing 1.5 psf Roof Framing 2.8 psf 5/8" Gyp. Bd. 2.8 psf Insulation and Misc. 1.9 psf DL = 14.0 psf ILL 20.0 psf Total Load = 34.0 psf 2.2 Roof (w/ ceiling) Roofing 5.0 psf 15/32" Sheathing 1.5 psf Roof Framing 2.8 psf Insulation and Misc. 1.7 psf DL = 11.0 psf LL = 20.0 psf Total Load = 31.0 psf 2.3 Ceiling Ceiling Joists 1.3 psf 5/8" Gyp. Bd. 2.8 psf Insulation and Misc. 1.9 psf DL = 6.0 psf 'LL = 10.0 psf Total Load = 16.0 psf 2.4 Walls Exterior Wall Interior Wall 7/8" Stucco 9.0 psf 1/2" Gyp. Bd. (2 Sides) 4.6 psf 15/32" Sheathing 1.5 psf 2x4 Studs @ 16" o.c. 1.1 psf 2x4 Studs @ 16" o.c. 1.1 psf Misc. 2.3 psf 5/8" Gypsum Bd. 2.8 psf IDL = 8.0 psf Misc. 0.6 psf ZDL 15.0 psf JOB 2-389 SHEET NO 3 OF_________ CALCULATED BY PSC DATE 8/19/22 CHECK BY DATE SCALE /tA.zrIej7owv w4w Akio 47- Y 3529 Coastview Ct - Carlsbad, CA 92010 Telephone (160) 01-166 - Email: paui.pcsaCgmaILcom 2.0 LOAD LIST (CONTIN) 2.5 Floor Floor Cover 5.5 psf Sheathing 2.3 psf 2xF.J. 3.5 psf 5/8" Gyp. Bd. 2.8 psf Insulation and Misc. 0.9 psf EUL - 15.0 psf ILL = 40.0 psf (60.0 psf- Decks) Total Load = 55.0 psf 2.6 Wind Ps = AKzt*I*Ps30 (ASCE 7-16 - Equation 28.5-1) P = 26.6 psf P = 16.0 psf (*0.6 - ASD) 2.7 Seismic SMS = FaSs SMS = 1.242 SDS =(2/3) S (11.4.5) S0s= 0.828 Cs = Ss (Rh) Cs = 0.127 USE: V= V= 0.127 WDL WIND PARAMETERS Basic Wind Speed = 110 mph Exposure Cat = B A = 1.00 (fig. 28.5.1- Ps30= 26.6 psf (fig. 28.5-1) Kzt 1.00 (fig. 26.8-1) I = 1.0 (table 1.5-2) USGS APPLICATION S 1.035 S1= 0.377 Fa 1.20 F 0.00 R= 6.5 1= 1.00 h= 25.00 Occupancy Category: 2 Site Class: D SEISMIC DESIGN CATEGORY S1 <0.75 (11.6 ASCE 7-16) S1 >0.04 (11.4.2 ASCE 7-16) Ss>015 Ta = C * (h)°'75 = 0.224 qn. 12.8-1 Not 01 Ts SDI/SDS 1.0 Ta<0.5 Seismic Design Category: D ASD BASE SHEAR VASD- - CSWDL 1.4 VASD= 0.091 WDL 8/15/22,9:20 AM U.S. Seismic Design Maps Ar)OSH PD Mattos 2780 James Dr, Carlsbad, CA 92008, USA Latitude, Longitude: 33.1697462, -117.337899 4 ClearPôint Las Flores Church Window Clethiing 9BUefla Vista y Barret titers nc9 Elementary School , Buena Vistafl Reservoir Park Goge b.Map data ©2022 Date 8/15/2022, 9:2029 AM Design Code Reference Document ASCE7-16 Risk Category II Site Class D - Default (See Section 11.4.3) Type Value Description Ss 1.035 MCER ground motion. (for 0.2 second period) S 0.377 MCER ground motion. (for lOs period) SMS 1.242 Site-modified spectral acceleration value SM1 null -See Section 11.4.8 Site-modified spectral acceleration value SOS 0.828 Numeric seismic design value at 0.2 second SA S01 null -See Section 11.4.8 Numeric seismic design value at 1.0 second SA Type Value Description SDC null-See Section 11.4.8 Seismic design category Fa 1.2 Site amplification factor at 0.2 second Fv null -See Section 11.4.8 Site amplification factor at 1.0 second PGA 0.454 MCE0 peak ground acceleration FPGA 1.2 Site amplification factor at PGA PGAM 0.545 Site modified peak ground acceleration TL 8 Long-period transition period in seconds SsRT 1.035 Probabilistic risk-targeted ground motion. (0.2 second) SsUH 1.153 Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration SsD 1.5 Factored deterministic acceleration value. (0.2 second) SI RT 0.377 Probabilistic risk-targeted ground motion. (1.0 second) Si UH 0.415 Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration. SID 0.6 Factored deterministic acceleration value. (1.0 second) PGAd 0.528 Factored deterministic acceleration value. (Peak Ground Acceleration) PGAuH 0.454 Uniform-hazard (2% probability of exceedance in 50 years) Peak Ground Acceleration https://www.seismicmaps.org 1/3 IFORTEWEB" MEMBER REPORT PASSED Roof Framing, (RB-1) Hdr 3m © ADU 1 piece(s) 3 1/2° x 14" 2.2E Parallam® PSL 41 Overall Length: 16 8" All locations are measured from the outside face of left support (Or left cantilever end). All dimensions are horizontal. D$.an ReSUI Acfor A4Up 9 Jt LOF Load: ç. mbkretIon (?*Wm) Member Reaction (lbs) 2461 @ 2" 7656 (3.50") Passed (32%) -- 1.0 D + 1.0 Lr (All Spans) Shear (lbs) 2030 @ 1'S 1/2" 11842 Passed (17%) 1.25 1.0 D + 1.0 Lr (AU Spans) Moment (Ft-lbs) 9848 @ 8'4" 33952 Passed (29%) 1.25 1.0 D + 1.0 Lr (AU Spans) Live Load Defi. (in) 0.157 @ 8'4" 0.817 Passed (1/999+) -- 1.0 0 + 1.0 Lr (All Spans) Total Load Defi. (in) 0.290 © 8'4" 1.089 1 Passed (1/677) -- 1.0 0 + 1.0 Lr (All Spans) jenecuon alnena: LI. twzu; and IL (LlIeu). Allowed moment does not reflect the adjustment for the beam stability factor. - Supports Bearing Length Total Available Required Deed Loads to Support~ Fa-,cWlmed Roof Lrye ~Acct.ssofi~e.s 1 - Column - OF 3.50" 3.50" 1.50" 1128 1333 2461 Blocking 2 - Column- OF 3.50" 3.50 1.501, 1128 1333 2461 Blocking Blocking Panels are assumed to carry no loads apolied directly above them and the full load is anolled to the member bina dednned Lateral Bracing Braclnglntervste Comments Top Edge (Lu) 168" 0/c Bottom Edge (Lu) 168" q(c rldelmum anowanie owing intervais oaseo on apprien loan. Vertical Load Location (Side) Dead Tributary Width (0.90) goof Dye (en-snow: 125) Comments 0 - Self Weight (PLF) 0 to 16' 8" N/A 15.3 1 Uniform (PSF) 0 to 16 8" (front) 8' 15.0 20.0 Default Load System : Roof Member Type: Drop Beam Building Use: Residential Building Code: IBC 2018 Design Methodology: ASO Member Pitch : 0/12 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of Its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software Is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser fadlities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproductudocument.library. The product application, input design loads, dimensions and support Information have been provided by forteWEs Software Operator - ForteWEB Software Operator Job Notes Paul Christenson PCSD Engineering (760) 207-1885 paui.pcsd@lgmaH.com 9/12/2022 8:20:03 PM UTC ForteWEB 0.4, Engine: V8.2.2.122, Data: V8.1.3.0 Weyerhaeuser File Name: Mattos Page 1 / 1 1FQRTE WEB' MEMBER REPORT Roof Framing, (RB-2) Hdr Bm 1 piece(s) 4 x 10 DF No.2 PASSED ci + 0 91 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. ecign Reults ACtIII 0l,ocatlon Afloved R*uft LDF Loasi Cnbln all gi (attw1s) Member Reaction (lbs) 1994 @ 2" 7656 (3.50") Passed (26%) -- 1.0 D + 1.0 Lr (All Spans) Shear (Ibs) 1552 @ 1'3/4" 4856 Passed (32%) 1.2.5 1.0 D + 1.0 Lr (All Spans) Moment (Ft-lbs) 4451 @1 4'9 1/2" 5615 Passed (79%) 1.25 1.0 D + 1.0 Lr (Ali Spans) Live Load Del. (in) 0.107 @ 4' 9 1/2" 0.463 Passed (L/999+) -- 1.0 D + 1.0 Lr (All Spans) Total Load Del. (In) 0.186 @ 4' 9 1/2" 1 0.617 Passed (1/598) -- 1.0 D + 1.0 Lr (All Spans) Deflection criteria: LL (1/240) and 11(1/180). Allowed moment does not reflect the adjustment for the beam stability factor. Applicable calculations are based on rIDS. 5i,,ipports Buanrrg Lerth 1 Loads to Suppos(lbs) C1Ssorien Total Available Required Dead Roof Live I Factored 1- Column - OF 3.50' 3.50" 1.50" 844 1150 1994 Blocking 2 - Column - OF 3.50' 3.50" 1.50" 844 1150 1994 Blocking siwcrny ranms are assumes to carry no sass apsieo uirecuy aoove uieri ens me rue uoaa is appuieo to me memoer seing aesignea. 4r Bracing Braicing Intiarvals Top Edge (Lu) 9' 7" 0/c Bottom Edge (Lu) 9'7" o/c -Maximum allowable bracing intervals based on applied load. 7 Vertical Loads Location (Side) Tributary Width (0.90) Dead Ric-of Uve (non-Snow: 1.25) Commtoits 0 - Self Weight (PLF) 0 to 9' 7" N/A 8.2 -- 1 - Uniform (PSF) 0 to 9' 7" (Front) 12' 14.0 20.0 Default Load System Roof Member Type; Drop Beam Building Use Residential Building Code : IBC 2018 Design Methodology ASD Member Pitch: 0/12 Weyerhaeuser Note5 Weyerhaeuser warrants that the sizing of its products will be In accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software Is not intended to circumvent the need for a design protesslonal as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser fadiBles are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by IM-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested In accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and Installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support Information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes Paul Christenson PCSD Engineering (760) 207-1885 paul.pcsd@gmail.com 9/14/2022 4:16:17 PM UTC ForteWEB v3.4, Engine: V8.2.2.122, Data: V8.1.3.0 Weyerhaeuser File Name: Mattos Page 1 / 1 i FQRIE WEB MEMBER REPORT PASSED Roof Framing, (RB-3) Hdr Bm 1plece(s)4x6DFNo.2 Overall Length: 6 7 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. sn Ike A. .1 LocanJ Allowed Result LDF Ld Combination (Pá) Member Reaction (Ibs) 1471 @ 2" 7656 (3.50") Passed (19%) - 1.0 D + 1.0 Is (All Spans) Shear (Ibs) 1136 @ 9" 2888 Passed (39%) 1.25 1.0 D + 1.0 Is (All Spans) Moment (Ft-Ibs) 2182 @ T3 1/2" 2151 Passed (101%) 1.25 1.0 D + 1.0 Is (All Spans) Live Load Deft (in) 0.115 @ T3 1/2" 0.313 Passed (11652) -- 1.0 D + 1.0 Is (All Spans) Total Load Defi. (in) 0.198 @ 3'3 1/2" 0.417 Passed (1.1380) -- 1.0 D + 1.0 Lr (All Spans) Deflection cntena: LL qu) ana IL (1./18o), Allowed moment does not reflect the adjustment for the beam stability factor. Applicable calculations are based on NDS. Supports 8e8r1rt9 Length Loads to Supports (Ibs) Accessories Total Available Required Dead Roof Live Factored 1 - Column - DF 3.50' 3.50' 1.50 615 856 1471 Blocking 2-Column - DF 3.50" 3.50" 1.50 615 856 1471 Blocking b1]iIfl9 raneis are assumeu LU carry no ioaus appirea oirecuy aoove mem aria me iurr mao is eppireo to me memoer oeing aesigneci. Bracing tnter,lIlt--[Commasits Top Edge (Lu) 6" 0/c Bottom Edge (Lu) 6' 7" 0/c -Maximum allowable bracing intervals based on applied load. Vertical Loads Lc,ation (Side) Tributary WIdth Dead (0.90) Roof Uve (non-anow. 125) Cornnsents 0- Self Weight (P1!) 0 to 6' 7" N/A 4.9 -- 1 - Uniform (PSF) 0 to 6 7' (Front) 13' 14.0 20.0 Default Load System : Roof Member Type: Drop Beam Building Use : Residential Building Code : IBC 2018 Design Methodology: ASD Member Pitch : 0/12 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of Its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software Is not Intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation Is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by 1CC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyertraeuser.com/woodproducts/doaiment-iibrary. The product application, input design loads, dimensions and support Information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes Paul Christenson PCSD Engineering (760) 207-1885 pauLpcsdgmalI.com 9/18/2022 2:20:46 PM UTC ForteWEB v3.4, Engine: V8.2.2.122, Data: V8.1.3.0 Weyerhaeuser File Name: Mattos Page 1 / 1 FORTEWEB MEMBER REPORT PASSED Roof Framing, (RB-4) Hdr Bm 1 piece(s) 4 x 6 DF No2 Overall Length 5 10" 4. 0 + a I 5$ llr /- 15 1 E:1 All locations are measured from the outside face of left support (Or left cantilever end). All dimensions are horizontal. IRF Member Reaction (Ibs) 1303 @ 2" 7656 (3.50") Passed (17%) -- 1.0 D + 1.0 Lr (All Spans) Shear (Ibs) 968 © 9" 2888 Passed (34%) 1.25 1.0 D,+ 1.0 Lr (All Spans) Moment (R-lbs) 1690 @ 2' 11" 2151 Passed (79%) 1.25 1.0 D + 1.0 Lr (All Spans) Live Load Defi. (in) 0.069 © 211" 0.275 Passed (L/957) -- 1.0 D + 1.0 Lr (AU Spans) Total Load Defi. (In) 0.119 © 211' 0.367 Passed (L/557) -- 11.0 D + 1.0 Lr (All Spans) Deflection criteria: LL ((.1240) and TL (1/180). Allowed moment does not reflect the adjustment for the beam stability factor. Applicable calculations are based on NDS. Supports Bearing Length Lo&s tósuppoets (lbs) Accesoi1es Total Available Required Dead Rèof Live Factored 1 - Column - DF 3.50 3.50" 1.50" 545 758 1303 Blocking 2 - Column- DF 3.50" 3.50 1.50 545 758 1303 Blocking 01005119 I'anels are assumeo co carry no coaus appueu olrecuy ouove em,,, auu CIt lUll 1000 n 0(4)11511 LV Um 1115111001 LCIU9 -y- 0 omments Top Edge (Lu) 5' 10" 0/c Bottom Edge (Lu) 5 100/c -Maximum allowable bracing Intervals based on applied load. Vrtical Loads Location (side) Tributary Width Dead (0.90) F Roe (non-snow: 1.25) Comments 0 - Self Weight (PLF) 0 to 5' 10" N/A 4.9 -- 1 - Uniform (PSF) 0 to 5' 10" (Front) 131 14.0 20.0 Default Load System : Roof Member Type: Drop Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Member Pitch 0/12 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project Accessories (m Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufacbred at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by 3CC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested In accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyertiaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support Information have been provided by ForteWEB Software Operator ForteWEB Software Operator 20b Notes Paul Christenson PCSD Engineering (160) 207-1885 paul.pcsd@gmall.com 9/18/2022 2:22:17 PM UTC ForteWEB 0.4, Engine: V8.2.2.122, Data: V8.1.3.0 Weyerhaeuser File Name: Mattos Page 1 / 1 I FORTE WEB MEMBER REPORT PASSED Floor Framing, (9-1) Fir Jst 1 piece(s) 14" TM® 560 @ 16" OC Overall lencsth 23' 7' - 1 + --. + o -. ... L•:..:_-., 23' 181 All locations are measured from the outside face of left support (Or left cantilever end). All dimensions are horizontal. DesanRu4 Actual ,-oaUon Allowed Result LDF Load.CpesbInatln (Pttom) Member Reaction (Ibs) 857 @ 2 1/2 1396 (2.25') Passed (61%) 1.00 1.0 D + 1.0 1 (All Spans) Shear (ibs) 843 @ 3 1/2" 2390 Passed (35%) 1.00 1.0 0 + 1.0 L (All Spans) Moment (R-ibs) 4920 @ 11,9 1/2" 11275 Passed (44%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Deft (In) 0.378 @ 11'9 1/2" 0.579 Passed (L/735) -- 1.0 0 + 1.0 L (All Spans) Total Load Dell. (In) 0.520 @ 11'9 1/2' 1 1.158 1 Passed (L1535) 1 -- 1.0 D + 1.0 L (All Spans) Ti-Pro" Rating 1 39 1 35 JPassed -- I -- Deflection criteria: LI. (1/480) and TI. (1/240). Allowed moment does not reflect the adjustment for the beam stability factor. A structural analysis of the deck has not been performed. Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser Edge" Panel (24" Span Rating) that is glued and nailed down. Additional considerations for the TJ-Pro" Rating Include: None. • Supports Rearing Length Load to Suppoats (lbs) AcCe5SOde$ Total AvaIlable RequIred Od FkW Live $ac*oaed 1 - Stud wall - OF 350' 2.25' 1.75' 236 629 865 1 1/4' Rim Board 2- Stud wall - OF 3.50" 2,25" 1.75' 236 629 865 11/4- Rim Board Kim uoara Is assumea to carry air ioacis appeea aurecay aoove Is, oypassing oie memoer oeung aesugnea. Bracing !1tOiVZ3lg Comments Top Edge (Lu) 8' 9' 0/c Bottom Edge (Lu) 23' 5' 0/c TJI joists are only analyzed using Maximum Allowable bracing solutions. -Maximum allowable bracing Intervals based on applied load. ert1çal Lod Location Spacing Deed (0.0) Floor Live (1.00) comments 1 - Uniform (PSF) U to 23' 7" 10 15.0 4 0 efault Load System Floor Member Type: Joist Building Use Residential Building Code IBC 2018 Design Methodology: ASD W'iieur Noto Weyerhaeuser warrants that the sizing of its products will be In accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disdaims any other warranties related to the software. Use of this software Is not Intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation Is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufathired at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyertiaeuser.com/woodproducts/document-library. The product application, Input design loads, dimensions and support Information have been provided by ForteWfB Software Operator Forte WEB Software Operator 30b Notes Paul Christenson PCSD Engineering (760) 207-1885 paul.pcsd@gmall.com 9/18/2022 2:46:46 PM UTC ForteWEB 0.4, Engine: V8.2.2.122, Data: V8.1.3.0 Weyerhaeuser File Name: Mattos Page 1 / 1 FORTEWEB MEMBER REPORT Floor Framing, (DJ-1) Deck Jst 1 piece(s) 2 x 10 DF No.2 © 16" OC PASSED Ioj Overall Length: 13' 1' All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. ActuaIILocatidn AIOeecd IReslt tD?' Load1Comna(on(Ptm) Member Reaction (Ibs) 529 @2 1/2" 2109 (2.25') Passed (25°Jo) -- 1.00 + 1.0 L (Alt Spans) Shear (Ibs) 460 @ 9' 9 1/4" 1665 Passed (28%) 1.00 1.0 0 + 1.0 L (All Spans) Moment (R-lbs) 1344 @ 54 11/16" 2029 Passed (66%) 1.00 1.00 + 1.0 L (Aft Spans) Live Load Defi. (In) 0.137 @ 55 3/8' 0.262 Passed (1/917) -- 1.0 0 + 1.0 L (Alt Spans) Total Load Defi. (in) 0.167 @ 5' 5 1/8" 0.524 Passed (1/752) -- 1.0 0 + 1.0 1 (Alt Spans) T]-Pro'" Rating N/A N/A N/A -- N/A Deflection criteria: LI. (1/480) and TI. (1/240). Overhang deflection criteria: LL (21/480) and TL (21/240). Allowed moment does not reflect the adjustment for the beam stability factor. A 15% increase in the moment capacity has been added to account for repetitive member usage. Applicable calculations are based on NDS. No composite action between deck and joist was considered In analysis. SUpprt$ L Bearin Length I Loads to Accessories Total Available Required Dead Floor Uve Factored 1-Stud wall - OF 3.50" 2.25" 1.50" 103 436/-14 539 11/4' Rim Board - 2 - stud wall - OF 3.50" 3.50' 1.50" 158 633 791 Blocking Rim Board Is assumed to carry all loads applied directly above It, bypassing the member being designed. Blocking Panels are assumed to carry no loads applied directly above them and the foil load Is applied to the member being designed. Laert6racrn Ccmuimits Top Edge (Lu) 9' 0/c Bottom Edge (Lu) 13' 0/c Mavimum allowable bracing intervals based on applied load. Vertical Load Location (Side) Spacing Deed (090) Floor Live (1.00) Comments 1- U fur' P31- I 13 1 16 15.0 Defpull Load System : Floor Member Type: 3oist Building Use Residential Building Code IBC 2018 Design Methodology : ASD Weyerhaeuser warrants that the stang of Its products will be In accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not Intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested In accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and Installation details refer to www.weyerhaeuser.corn/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Paul Christenson PCSD Engineering (760)207-1885 IFQRTE WEB MEMBER REPORT PASSED Floor Framing, (F13-1) Deck Bm J 1 piece(s) 8 x 12 DF No.1 Overall Length: 15' 8' .1. 0 + 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. D9flR$u1ts Ac n AlLwee1 Resu't LDF _______ Member Reaction (Ibs) 4824 @ 2 16406 (3.50') Passed (29%) -- 1.0 D + 1.0 L (All Spans) Shear (Ibs) 4054 @11' 3" 9775 Passed (41%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs) 18099 @ 7' 10" 18598 Passed (971%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defi. (in) 0.388 @ 7' 10" 0.511 Passed (1/474) -- 1.0 D + 1.0 L (All Spans) Total Load Defi. (in) 0.504 @ 710 0.767 Passed (1/365) -- 1.0 0 + 1.0 L (All Spans) uenec000cntena: LL(L/.$blJ)aflo rL(LfL4U). Mowed moment does not reflect the adjustment for the beam stability factor. Lumber grading provisions must be extended over the length of the member per NDS 4.2.5.5. Applicable calculations are based on NDS. Supports Beadeg Length 11.5bads toSvp9orts (1b4) aes5Ir Total Availebje RulrOd Dead floor live Factored 1- Column - OF 3.50" 3.50' 1.50' 1 1103 3721 1 4824 Blocking 2 -Column - OF 3.50' 3.50' 1.50" 1 1103 3721 1 4824 Blocking - ulvl.lul19 raliclv dc Ovbulllcu U L011 lu luOtO apjjiicu u.ccuy OLA)YC Ultlll OIIU LIIC lull IUGU lb CJ.4311tU LI) LIUC IlICIJILCi Ut1fl9 utblgfletl. tatralBrad!'g £trarin9 Intervals -comments Top Edge (Lu) 15' 8" 0/c Bottom Edge (Lu) is, 8" 0/c -Maximum allowable bracing intervals based on applied load. - -. Vertical Lpads t.ocatigm ($W) - - TfbUta5y Width Oea (090) moor Live (100) Comments 0- Self Weight (PLF) 0 to 15' 8" N/A 21.9 -- 1 - Urrilbrm (P1!) 0 to 15'8" (Front) N/A 119.0 475.0 System : Floor Member Type: Drop Beam Building Use Residential Building Code : IBC 2018 Design Methodology ASO Weyethaeuser Notes Weyerhaeuser warrants that the sizing of Its products will be In accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer Is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facfrties are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered t.urrter Products have been evaluated by 1CC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards, For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyertraeuser.com/woodproducts/document-Iibrary. The product application, input design loads, dimensions and support Information have been provided by ForteWEB Software Operator Forte WEB Software Operator )ob Notes Paul Christenson PCSO Engineering (760) 207-1885 peui.pcsd@gmall.com 9/19/2022 1:53:06 PM UTC ForteWEB 0.4, Engine: V8.2.2.122, Data: V8.1.3.0 Weyerhaeuser File Name: Mattos Page 1/ 1 JFORTE WEB MEMBER REPORT Floor Framing, (FB-2) Deck Bm 1 piece(s) 8 x 14 DF No.1 Overall Length: 15' 8" 4. at All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. igp Results ocation Allowed Juit L. Cn(Paem) Member Reaction (lbs) 6076 @ 2" 16406 (3.50') Passed (37%) -- 1.0 D + 1.0 L (All Spans) Shear (Ibs) 4977 @11 5" 11475 Passed (43%) 1.00 1.0 D + 1.0 1 (All Spans) Moment (Ft-lbs) 22795 @ 7' 10 25296 Passed (90%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Dell. (In) 0.303 @ 710" 0.511 Passed (L/607) -- 1.0 D + 1.0 L (All Spans) Total Load Defi. (In) 0.392 © 7' 10" 1 0.767 1 Passed (1/469) -- 1.0 0 + 1.0 L (All Spans) Deflection criteria: LL (1/360) and TL (1/240). Allowed moment does not reflect the adjustment for the beam stability factor. Lumber grading provisions must be extended over the length of the member per NOS 4.25.5. Applicable calculations are based on NDS. PASSED Iq System Floor Member Type: Drop Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Suppott L Oftring Larsøth - Loads to Supports (tha_J - .i4e Totalkvsiiatiie euired Dead 14061Jve Vactored 1 - Column - OF 3.50" 3.50" 1 1.50" 1376 2- Column - OF 3.50" 3.50" 1.50' 1376 _4700 _4700 _6076 _6076 _Blocking _BlOcking a,00eng Panes are assumes to carry no loans appuien airecuy aoove triem ann me rue roan is appurea to me men,Der (wing uesigneo. Infervals Comments Lateral Bracing ____________________Bracing TopEdge (Lu) 8"o/c BottomEdge(Lu) _is, _15_8"0/c -Maximum allowable bracing intervals based on applied load. Vertical Location (Side) Tributary Width Dead (0.90) Floor Livej (1.00) [ght (PLF) 0 to 158' N/A 25,6 - - Uniform (PSF) 0 to 15'8" (Front) 10' 15.0 60.0 IVeyerhaeuser NOW 1 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser fadlilles are third-party certified to sustainable forestry standards. Weyerhaeuser tflglneered Lumber Products have been evaluated by ICC-ES under evaluabon reports ESP.-1153 and ESR-1387 and/or tested In accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and Installation details refer to product application,input design loads, dimensions and support Information have been provided by ForteWEB Software Operator ForteWED Software Operator lob Notes Paul Christenson PCSD Engineering (760) 207-1885 paul.pcsd@gmaii.com 9/19/2022 1:54:18 PM UTC ForteWE8 0.4, Engine: V8.2.2.122, Data: V8.1.3.0 Weyerhaeuser File Name: Mattos Page 1/1 IFQRTE WEB MEMBER REPORT Floor Framing, (FB-3) Hdr Bm 1 piece(s) 3 1/2" x 9 1/2" 2.2E Parallam® PSL PASSED 151 All locations are measured from the outside face of left support (Or left cantilever end). All dimensions are horizontal. :AUOwed Result LD tooad. 404 Member Reaction (lbs) 4255 @ 2" 7656 (3.50) Passed (56%) 1.0 0.525 E + 0,75 1. + 0.75 S (All Shear (lbs) 2705 @ 1' 1" 6422 Passed (42%) 1.00 1.00 + LU L (All Spans) Moment (Ft-lbs) 7801 @ 4 9 1/2" 13057 Passed (60%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Deft (In) 0.178 @ 4' 7 3/8" I 0.308 Passed (L/625) -- 0.525 E + 0.75 L + 0.75 S (All Span Total Load Defi. (in) 0.309 @ 4'8 1/4" 0.463 Passed (L/359) 1.0D+ 0.525 E + 0.75 L + 0.75 S (All Deflection criteria: Li. (1/360) and ii (1/240). Allowed moment does not reflect the adjustment for the beam stability factor. -410 lbs uplift at support located at 2. Strapping or other restraint may be required. System: Floor Member Type: Drop Beam Building Use: Residential Building Code : IBC 2018 Design Methodology : ASD Supports Bearing Length Loads Suppdrbs (lbs Accessories Total Available' RequIred Dead Floor Live Roof Live Seismic Factored - 1 - Column - DF 3.50" 3.50" 1.95' 1895 1600 1150 2210/-2210 4255/-410 Blocking 2-Column-OF - 3.50' 3.50" 1.81" 1895 1600 1150 1245/-1245 3957 Blocking w,ws are assumed w carry no waco apsiea directly above them and the full load Is appbuea to toe member being designed. Lateral Bracing [ BrncfngInt -vaIS Commerrts Top Edge (Lu) 9'7" 0/c Bottom Edge (Lu) 9'7' 0/c Msemum allowable bracing intervals based on applied load. Vertical Loads Location sisje Tributary Width 1 Dead (090) Floor Live (1.00) Roof Live non snow 1.2-5) Seismic (1.60) Comm&,ats 0-Self Weight (PLF) 0 to 9' 7" N/A 10.4 -- -. -. nithrm (PLF) 0 t09' 7' (Front) N/A 385.0 334.0 240.0 - 12- Point (ib) 36" (Front) N/A - - - 3455 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and Installation details refer to ww.weyerhaeuser.com/woodprc4document-1y product application, Input design loads, dimensions and support information have been provided by Forte WEB Software Operator Forte WEB Software Operator Job Notes Paul Christenson PCSD Engineering (760) 207-1885 paui.pcsd@gmail.com 9/19/2022 1:59:57 PM UTC ForteWEB v3.4, Engine: V8.2.2.122, Data: V8.1.3.0 Weyerhaeuser File Name: Mattos Page 1 / 1 3529 Coastview Court PCSD Engineering Carlsbad, CA 92010 (760)207-1885 paul.pcsd@gmail.com Project Title: Engineer: Project ID: Project Descr: Printed:19 SEP 2022, 7:16AM LSteel Beam Prject File: Mattos.ec6 LIC#: KW.06016684, Build:20.22.8.17 PCSD Engineering (C) EFERCALC INC 19.2022 DESCRIPTION: (FB4) Fir Bm CODE REFERENCES Calculations per AiSC 360-16, 1 B 2018, CBC 2019, ASCE 7-16 Load Combination Set: IBC 2018 Material Properties Analysis Method Allowable Strength Design Fy: Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Span = 39.250 ft Applied Loads Service loads entered Load Factors will be applied for calculations Beam self weight calculated and added to loading Uniform Load: 0 = 0.510, Lr = 0. 1780, L = 0.3850 k/ft, Tributary Width = 1.0 ft Point Load : E=2.2Ok5,Oft Point Load: E = 2.20 k © 21.50 ft Point Load: E = 2.20 k © 28.50 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.402: 1 Maximum Shear Stress Ratio = 0.102: 1 Section used for this span WI 2x152 Section used for this span wi 2x152 Ma: Applied 244.017k-ft Va : Applied 24.404 k Mn / Omega: Allowable 606.287 k-ft Vn/Omega : Allowable 238.380 k Load Combination +1.0870+0.750L+1.313E Load Combination +1.0870+0.7501+1.313E • Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.498 in Ratio= 945 >360 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Span: 1: L Only Max Downward Total Deflection 1.403 in Ratio= 336 >180 Span: 1: +D+0.750Lr+0.750L Max Upward Total Deflection 0.000 in Ratio= 0 <180 Overall Maximum Deflections Load Combination Span Max. "-" Defi Location in Span Load Combination Max. "+' Defi Location in Span +D+0.750Lr+0.750L 1 1.402519.737 0.0000 0.000 Vertical Reactions oaa Loomoination support i Support 2 OveraTFMAX!iium 21.278 21 .278 Overall MiNimum 3.493 3.083 0 Only 12.992 12.992 +D+L 20.547 20.547 +D+Lr 16.485 16.485 +D+0.750Lr+0750L 21.278 21.278 +D+0.750L 18.658 18.658 +D+0.70E 15.454 15.150 +D+0.750L+0.5250E 20.505 20.277 +0.60D 7.795 7.795 +0.60D+0.70E 10.257 9.953 Support notation : Far left is # Values in KIPS J FORTE WEB MEMBER REPORT PASSED Floor Framing, (F8-5) Fir Bm 1 piece(s) 3 1/2" x 14" 2.2E Parallam® PSL Overall Length: 10-31" 0 4 0 131 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. R t • LdathCombn(Paem Member Reaction (bs) 5896 @ 4" 12031 (5.50") Passed (49%) -- 0.525 E + 0.75 L + 0.75 S (All Span ) Shear (Ibs) 3754 @ 1' 7 1)2" 9473 Passed (400JD) 1.00 1.0 0 + 1.0 L (All Spans) Moment (Ft-lbs) 11743 @ 4'9 9/16 27162 Passed (43%) 1.00 1.0 0 + 1.0 1 (All Spans) Live Load Defl. (In) 0.099 @ 411 15/16" 0.319 Passed (L/999+) -- 0.525 E + 0.75 1 + 0.75 S (All Total Load Defi. (In) 0.150 @411 7/8" 0.479 - Passed (1)766) 0.525 E + 0.75 1 + 0.75 S (All I Spans) Deflection criteria: a ([1360) and TL (1-1240). Allowed moment does not reflect the adjustment for the beam stability factor. System floor Member Type: Drop Beam Building Use: Residential Building Code : IBC 2018 Design Methodology : ASD Supports J B8314" Lenith Ày qmred Watts ers6 - Column - DF 5.50" 5.50" 2,70" 2269 1 3280 1073 2223/-2223 5896/-195 Blocking 2 - Column - OF 5.50" 5.50' 2.23" 1604 1 3280 1 354 1 1232/-12321 4884 1 Blocking oioocing vanes are assumea to carry no roaos appiea airecay aciave mem ann me nil lOdO is appiieo to ore memoer cieing oeslgnea. Lateral øracI' j BracintntervaIi 'Comments Top Edge (Lu) 10' 3" 0/c Bottom Edge (Lu) 10' 3 0/c -Maximum allowable bracing intervals based on applied load, VertiaI Lois i,ocaon (Slde Tributary WIdth Dcnd (0.90) Floor Live (1.00) Roof Live (non-snow: 1.25) Slmlc (1.60) Comments 0- Self Weight (PLF) 0 to 10,3" N/A 15.3 -- -- -- - Uniform (PSF) 0 to 10' 3" (Front) f 16' 15.0 40.0 - - 2 - Point (lb) 3'9" (Front) N/A 472 - 628 3455 3- Unlforn, (PLF) 0 [03' 9" (Front) N/A 209.0 - 213.0 - weereuses- Notes Weyerhaeuser warrants that the sizing of its products will be In accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software IS not Intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer Is responsible to assure that this calculation Is compatible with the overall project Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyertiaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support Information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes Paul Christenson PCSD Engineering (760) 207-1885 paul.pcsd@gmall.com 9/20/2022 11:15:15 PM (JTC tt ForteWEB 0.4, Engine: V8.2.2.122, Data: V8.1.3.0 Weyerhaeuser File Name: Mattos Page 1 / 1 ~Adl FORTE WEB' MEMBER REPORT Froor Framing, (F13-6) Fir Bm 1 piece(s) 70 x 14' 2.2E Parallam® PSL PASSED II,' Overall Length: 21' 11' 0 - - - F. -_•i .; — - .. '-.: - ,..., ....-- - ....................'------------.-•'.- ,- .-. ,..'. .- - 21 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results ' Actual @ Location All Rsult LOP Load Combination (Pattern) Member Reaction (Ibs) 6199 @ 21'7" 24063 (5.50") Passed (26%) - 1.00+ 0.525 E + 0.75 L + 0.75 S (All Shear (ibs) 4921 © 20'3 112" 18947 Passed (26°Jo) 1.00 1.0 D + LU L (All Spans) Moment (Ft-lbs) 27919 © 11'7 11/16" 54324 Passed (51%) 1.00 1.0 0 + 1.0 L (All Spans). Live Load Defi. (In) 0.440 © 11' 5 9/16" 0.708 Passed (579) -- 0.525 E + 0.75 L + 0.75 S (All Spans) Total Load Defi. (in) 0.719 @ 11'3 3/16' 1.063 Passed (L/354) 1.0D+ 0.525 E + 0.75 L + 0.75 S (All Deflection Criteria: Ii (1/360) and TL (11240). Allowed moment does not reflect the adjustment for the beam stability factor. -432 lbs uplift at support located at 21' 7". Strapping or other restraint may be required. Member should be side-loaded from both sides of the member or braced to prevent rotation. System: Floor Member Type: Drop Beam Building Use : Residential Building code: IBC 2018 Design Methodology : ASD - c Supports -, Beanng Length Loads to Supports (Ibs) AccessorIes Total - Available Required " Dead Floor Llv ..._ Roof Live Seismic' Factored - Column - OF 5.50" 5.50" 1.50" 2257 2828 84 989/-989 SOBS Blocking 2-column - OF 5.50' 5.50" 1.50' 2157 3663 211 24661-2466 6199/-432 Blocking D11JLKJ115 rallels are dSUIIICU LU L4IIy Flu ludUb dPlJlICU uirttuy dUUVt UICIll dIlU WC lull lUdO IS dllO W lilt itieririrer citing oeslgfleO. LateralSrâdng --, . - Brecin:intëvat:, ce Top Edge (Lu) 21' 11,0/c Bottom Edge (Lu) 21' 11,0/c -Maximum allowable bracing intervals based on applied load. Dead. -Floor Liv . ' . RooiLive' - Selsmic,e ,. t Vertical Loads - Location (Side) Thbutary Width (0 90) " .- -- (1 00) - a . (non snow 1 25) ' ... (1 6O) , Comments 0- Self Weight (PLF) 0 to 21' 11" N/A 30.6 - -- -- 1 - Uniform (PSF) 0 to 12' 3" (Front) 5' 9" 15.0 40.0 - - 2 - Point (lb) 15' 6" (Front) N/A 206 - 295 3455 3 - Uniform (PSF) IT 3' to 21' 11" (Front) 91 61, 15.0 40.0 4 - Uniform (PLF) 0 to 12' 3" (Front) N/A 90.0 - - - Weyerhaeuser Notes ' Weyerhaeuser warrants that the sizing of Its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyertiaeuser.com/woodproducts/document-library. The product application, Input design loads, dimensions and support information have been provided by ForteWEB Software Operator IFowEB Software Operator Paul Christenson PO Engineering (760) 207-1885 FORTE WEB MEMBER REPORT PASSED Floor Framing, (FB-7) Hdr Bm t7 - 1 piece(s) 4 x 10 DF No.2 Overall Length: 9' 8" All locations are measured from the outside face of left support (or left cantliever end). All dimensions are horizontal. Des ReSults Actual uçtion Allowed Result LDF Load Gp*1n*tton (Pattern) Member Reaction (Ibs) 1951 @ 4" 12031 (5.50") Passed (16%) -- 1.0 D + 0.75 L + 0.75 Ii (All Spans) Shear (lbs) 1302 @ V2 3/4" 3885 Passed (34%) 1.00 1.0 0 + 1.0 L (All Spans) Moment (R-ibs) 3657 @4' 10" 4492 Passed (81%) 1.00 1.0 0 + 1.0 L (All Spans) Live Load Deft (in) 0.081 @4' 10" 0.300 Passed (1,1999+) -- 1.0 D + 0.75 L + 0.75 Lr (All Spans) Total Load Defi. (in) 0.161 @4' 10" 0.450 1 Passed (L/669) -- 1.0 0 + 0.75 1 + 0.75 Lr (All Spans) Deflection criteria. LL (060) and ii (11240). Mowed moment does not reflect the adjustment for the beam stability factor. Applicable calculations are based on NDS. Bearing Length Supports - Total Available Required Loads to Supports (Ibs) De.'d floor Live Roof live tccessor$ers 1- Column -DF 5.50" 5.50" 1.50" 972 773 [ 532 1951 Blocking 2 - Column - DF 5.50" 5.50 1.50" 972 773 532 1951 Blocking Blocking Panels are assumed to carry no loads applied directly above them and the fad load is applied to the member being designed. 'L,ateraIBrcIng Bradng,lntervals comments Top Edge (Lu) 9' 8" a/c f Bottom Edge (Lu) 1 980/c -Maximum allowable bracing intervals based on applied load. f cal Loads T Roof Location (Skie) TlibUt3ey Width (0_9O)(1 00) Live (flOflSfldW 1.25) Comments 0-Self Weight (PLF) 0 to 98" N/A 8.2 -- -- 1-Uniform (PLF) 0 tog' 8" (Front) N/A 193.0 160.0 110.0 System Floor Member Type Drop Beam Building Use: Residential Building Code : IBC 2018 Design Methodology : ASD Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, bulkier or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by 1CC-ES under evaluation reports ESR-1153 and ESP-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and Installation details refer to www.weyethaeuser.com/woodproducts/document.library. product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator 30b Notes Paul Christenson PCSI) Engineering (760) 207-1885 paul.pcsd@gmaii.com 9/20/2022 11:23:47 PM UTC ForteWEB 0.4, Engine: V8.2.2.122, Data: V8.1.3.0 Weyerhaeuser File Name: Mattos Page 1 / 1 iu/Z,7,1e,,JWV e7a 7y ffkjo 3529 Coastview Ct - Carlsbad, CA 92010 JOB 22-389 SHEET NO Ic:, OF_________ CALCULATED BY PSC DATE 8/19/22 CHECK BY DATE SCALE urrnT teiepnone ((bU) zu(-1bb - mail: paul corn 5.0 Lateral Design & Analysis - ADU Wind: P = A Kzt I PS30 (ASCE7i Equation 285.4) Seismic: V =. CSWDL (ASCE 7-16 - Eqn 12.8-2) S= 1.035 Si = 0.377 Fa = 1.2 F= 0.0 R= 6.50 1= 1.00 V= 0.091Wt'p (p - Redundancy) A = 1.00 (fig 28.5.1-0 Kit = 1.0 (fig 268) PS30= 26.6 psf (fig. 28-S- I) 1 1.0 (table 1.5-2) P= 16.0 psf 1st Story 2nd Story not satisfied satisfied satisfied not satisfied 1.3 1 Criteria Each Story Resists> 35% Base Shear Wind Loads Any Shear Wall WI (h/I)>1 .0 is < 33% Story Force: P 16.0 psf xTribArea Roof Level Direction: N/S = 16.0 psf x 102 sq. ft. = 1628 lbs. Direction: E/W = 16.0 psf x 217 sq. ft.= 3463 lbs. Roof Weight Roof Wt. = 11.0 psf x 538 sq. ft. Exterior Wall Wt = 15.0 psf x 351 sq. ft. = Interior Wall Wt = 8.0 psf x 105 sq. ft. = Ceiling Wt = 4.0 psf x 448 sq. ft. Total Trib. WR = 5918 lbs. 5265 lbs. 840 lbs. 1792 lbs. 13815 lbs. Total Seismic Dead Load: Wt = 13815 lbs. ASD Base Shear: V = 0.091 * 1.3Wt = 1635 lbs. I, 2 yo 3529 Coastvew Ct Carlsbad CA 92010 JOB 22-389 SHEET NO 19 OF_________ CALCULATED BY PSC DATE 8/19/22 CHECK BY DATE SCALE I eiepnone (fbi)) zu(-ie - tmau: paul.pcsa(gigmall.com [-5-1 Lateral Design & Analysis - 2nd Story Shear Walls N/S E/W Gridline 2 Length of Shearwalls Total Wall lit. 9 9 Type S S . 0 0 F E FA SE FA SE FA SE F SE Gridline A B Length of Shearwall ITotal I Wall FIt. 9 9 Type A A #D /0! # 0! #D /0! #D /0! #D /0! 88 16.0 8 8 5 5.0 8 8 0.0 0 0.0 0 0.0 0 0.0 0 0.0 0 0.0 0 0.0 0 0.0 0 L............. I...... ............................................. ..L ....... ... ~- T 7 H : :T1 J JOB 22-389 mfr SHEET NO ,Zc OF_______ ) ..ipj/neer/na CALCULATED BY PSC DATE 8/19/22 CHECK BY DATE 3529 Coastview Ct - Carlsbad, CA 92010 SCALE Feleprione ((bU) ZUf-1öb - tmaii: pauLpcs0(gmaII.com 5.1 Lateral Design & Analysis (cont.) Gridline (T') , 50 % ( 1635 x 0.50 = 817 #) 817 lbs. V = 16 ft. = 51 plf OTF 460 lbs. t4o 4O oLULt'4iøti1.M7 13) %PFO Gridline 50 % ( 1635 x 0.50 = 817 #) 817 lbs 5 ft. = 163 plf A OTF = 1471 lbs. ' HDU2 1ftenJ gjv6i'fo 4fIJW9?/f 3529 Coastview Ct - Carlsbad, CA 92010 JOB 22-389 SHEET NO Ik __OF_________ CALCULATED BY PSC DATE 8/19/22 CHECK BY DATE SCALE IeIepflone((bU)UI-1 - Lmall: paul.pcsa(ggmau.com 5.1 Lateral Design & Analysis (cont.) Gridline , 50 % ( 3463 x 0.50 = 1732 #) v = 8 ft. = 216 pif OTF = 1948 lbs. A HDU2 Gridline (i') 50 % ( 3463 x 0.50 = 1732 #) 1732 lbs. V 8 ft. = 216 plf OTF = 1948 lbs. / HDU2 itenrow JanADM Xft 3529 Coastview Ct - Carlsbad, CA 92010 ZU(-1iftSb - bmall: JOB 22-389 SHEET NO 'IZ.. OF_________ CALCULATED BY PSC DATE 8/19/22 CHECK BY DATE SCALE 5.0 Lateral Design & Analysis (Two-Story) Wind: P = A Kzt I PS30 (ASCE 7-6 - Equation2S 5-1) Seismic: V = CS%VDL (ASCE 7-16 - Eqn 12.8-2) A 1.00 (Jig. 285i-l) S = 1.035 S1 = 0.377 Kzt= 1.0 (fig. 26.8) Fa= 1.2 F= 0.0 Ps30 = 26.6 psf . 28.5-1 R = 6.50 I = 1.00 I 1.0 (fable .5-2) V = 0.091 * Wt * p (p - Redundancy) P= 16.0 psf Wind Loads P = 16.0 psfx Trib Area Roof Level Criteria Each Story Resists> 35% Base Shear: .Any Shear Wall wl (h/l)>1 .0 is < 33% Story Force: P= 1st Story 2nd Story satisfied satisfied satisfied not satisfied 1.3 1.3 Direction: N/S = 16.0 psf x 634 sq. I = 10119 lbs. Direction: E/W = 16.0 psf x 432 sq. ft.= 6895 lbs. 2nd Floor Level Direction: N / S = 16.0 psf x 574 sq. ft. 9161 lbs. Direction: E / w = 16.0 psf x 489 sq. ft.= 7804 lbs. Roof Weight Roof Wt. = Exterior Wall Wt = Interior Wall Wt = Ceiling Wt = 11.0 psf x 2476 sq. ft. = 27236 lbs. 15.0 psf x 823 sq. ft. = 12345 lbs. 8.0 psf x 707 sq. ft. = 5656 lbs. 4.0 psf x 2063 sq. ft. = 8252 lbs. Total Trib.WR = 53489 lbs. Floor Weight Diaphragm Exterior Wall Wt = Interior Wall Wt = 1st Mr. Roof Wt. = 15.0 psf x 2696 sq. ft. = 15.0 psf x 1764 sq. ft. = 8.0 psf x 1469 sq. ft. = 14.0 psf x 0 sq. ft. = Total Trib. WR = 40440 lbs. 26460 lbs. 11752 lbs. A !OU.).. LU. Total Seismic Dead Load: Wt = 132141 lbs. ASD Base Shear: V= 0.091 *Wt = 12028 lbs. /Vi'e/,ft,n 1a71 Jro 3529 Coastview Ct - Carlsbad, CA 92010 JOB 22-389 SHEET NO L1) OF_________ CALCULATED BY PSC DATE 8/19/22 CHECK BY DATE SCALE I eiepnone (IbU) zu7-1 ksub - Email: paul .com Roof Diaphragm: N / S Direction V = 10119 lbs. A= 2476 sq.ft f=V/A= 4.09 psf U / w Direction V = 9197 lbs. A= 2476 sq.ft f=V/A= 3.71 psf Floor Diaphragm: N / S Direction E / W Direction V = 9161 lbs. V= 7804 lbs. A= 2696 sq.ft A= 2696 sq.ft fV/A 3.40 psf fV/A 2.89 psf Seismic Lateral Distribution V = 12028 lbs. *p F V Level w, h w h w (h.) (ibs) (ft) (lbs-fl) I W i (h (ibs) (ibs) Roof 53489 21 1123269 0.588 9197 9197 2d Floor 78652 10 786520 0.412 6440 15636 1909789 1.000 15636 FfZActe fan L 1 3529 Coastview Ct Carlsbad CA 92010 P.i lelephone ((bU) 2Ui-1bb - hmau: pauI.pcsa(QgmalI.com 5.1 Lateral Design & Analysis - 2nd Story Shear Walls JOB 22-389 SHEET NO Ij OF_________ CALCULATED BY PSC DATE 8/19/22 CHECK BY DATE SCALE N/S I E/W Gridline 1 2,3 5 6 Length of Shearwalls Total Wall Ht. 10 10 10 10 Type S S B 5 FjE FALSE F SE F SE F SE Gridline B C D E F Length of Shearwall ITotal Wall Ht. 10 10 10 10 10 Type S S A A S # /0! # /0! # /0! #D /0! #D 0! 22 22.0 5 71 51 1 1 17 7 16 23.0 6 6 12 12.0 15 15 12 12 24.0 9 9 0.0 3 3 3 3 11.34 0.0 0 0.0 0 0.0 0 0.0 0 0.0 0 JOB 22-369 SHEET NO -Lr OF_________ CALCULATED BY PSC DATE 8/19/22 CHECK BY DATE SCALE u/Aiteao 1a)vcZ'fyo evZ- ?u&krist.,. M 3529 Coastview Ct - Carlsbad, CA 92010 I eleprione (bU) ui'-i oo - tmaiI: pauI.pcsaggmaII.com 5.1 Lateral Design & Analysis (cont.) Gridline (T) , 13 % ( 10119 x 0.13 = 1315 # ) 1315 lbs. V = 22 ft. = 60 plf A OTF 598 lbs. RL9 Gridline () 39 % ( 10119 x 0.39 = 3946 #) 3946 lbs V = 23 ft. = 172 plf OTF = 1716 lbs. MST37 Gridline (') 35 % ( 10119 x 0.35 = 3542 #) 3542 lbs V = 12 ft. = 295 plf V09)" A OTF = 2951 lbs. MST48 Gridline Lp 13 % ( 10119 x 0.13 = 1315 #) 1315 lbs. v = 24 ft. = 55 plf OTF 548 lbs.%b J,j1í qtlee,7JtV . 50 C, 3529 Coastview Ct - Carlsbad, CA 92010 JOB 22-389 SHEET NO OF_________ CALCULATED BY PSC DATE 8/19/22 CHECK BY DATE SCALE I eiepnone IU) ui-i o - tmaii: pauI.pcsa(gmaII.com 5.1 Lateral Design & Analysis (cont.) Gridline (i') , 23 % ( 9197 x 0.23 = 2115 #) 2115 lbs. /\ V 17 ft. = 124 plf /6\ OTF = 1244 lbs. MST37 Gridline (E') 9 % ( 9197 x 0.09 = 828 I) 828 lbs. 6 ft. 138 plf A OTF = 1380 lbs. MST37 Gridline () 39 % ( 9197 x 0.39 = 3587 #) 3587 lbs. v= 15 ft. = 239 plf A OTF = 2391 lbs. Gridline 27 % ( 9197 x 0.27 = 2483 #) 2483 lbs. v = 9 ft. = 276 plf A OTF = 2759 lbs. 4ft1) o.LtLhA.L iL\I ..'It: s1 \4D' P100' Gridline ) 2 % ( 9197 x 0.02 = 184 ) 184 lbs. V = 11.34 ft. = 16 plfa(jftL,\j13 A OTF = 162 lbs. MST37 zND7 Ja) cJO 3529 Coastview Ct - Carlsbad, CA 92010 JOB 22-389 SHEET NO ' 44 OF_________ CALCULATED BY . PSC DATE 8/19/22 CHECK BY DATE SCALE 1 eieprone ((bU) ui-i - tmau: pauf.pc5 J 5.2 Lateral Desi2n & Analysis - 1st Story Shear Walls N/S E/W Gridline 1 2,3 5 6 Length of Shearwalls Total Wall Ht. 10 10 10 10 Type S B D S 8 # 0! #DO! #D 0! #DI 0! #DI ! Gridline A C C.9,D E F Length of Shearwalls Total Wall Ht. 10 10 10 10 10 Type B B A IWSWVA S # #D ! #D JO! #D /0! 24 24 4 4 5 13 4 4 4 12 24 3 3 6.6 12 . 12 11 13 24 18 8 26 1 1 0 474 14.5 0 0 0 0 0 JOO #DI /0 0 0 * 4 - .... 1IcTT*r t ..................................... --•-: ..............4 r- J f11 r L . _.,_ L. 1 1 I --1,h ______........... •• ..j.. i•t•+• •r"t . ............ 4IL 1JII 1J J ± i ....1t _.t. !. 1.•._. ..1............................ j ,._ ......................... It J 471 aw 41 CA L I __I I H -: - - - -; - - - - - - - - - - - - - - - - - - :- - - ........... -...---.. ...• i.•-.--- . -. 1 .1' s{/rAgejv6ww Ja)v2fo £fffleJ7Yff 3529 Coastview Ct - Carlsbad, CA 92010 JOB 22-389 SHEET NO 'tt' OF_________ CALCULATED BY PSC DATE 8/19/22 CHECK BY DATE SCALE ieiepnone (ou) LU(-lø3 - tmaii: paui.pcsogmaii.com 5.2 Lateral Design & Analysis (cont) Gridline (2 , 13 % ( 9161 x 0.13 = 1191 #) 1191 lbs. + 1315 V = 24 ft. = 104 plf OTF = 1044 lbs. J: ot.CLt CAUN-UrP 1U't'1L7 2.ttb'i II0F40 Gridline (u') % ( 9161 x 0.39 = 3573 #) 3573 lbs. + 3946 v = 24 ft. 313 plf OTF = 3133 lbs. Gridline (7) 35 % ( 9161 x 0.35 = 3206 /) 3206 lbs. + 3542 V = 12 fl = 562 plf - 'I I9' Ii- OTF = 5624 lbs. HDUS Gridline (7) 13 % ( 9161 x 0.13 = 1191 #) 1191 lbs. + 1315 - v = 26 ft. = 96 plf OTF = 964 lbs. /\ HDU2 49W Ate,,w7 10 frJ1GZ'ffo 3529 Coastview Ct - Carlsbad, CA 92010 IeIepflone (ibU) U7-1 da.5 - Email: paul.pcsdgmail.com JOB 22-389 SHEET NO In OF_________ CALCULATED BY PSC DATE 8/19/22 CHECK BY DATE SCALE 5.2 Lateral Design & Analysis (cont.) Gridline (i') , 25 % ( 7804 x 0.25 = 1951 #) 1951 lbs. + 2115 V = 13 ft. 313 plf JF OTF = 3128 lbs. .1 HDU4 Gridline (') 14 % ( 7804 x 0.14 = 1093 #) 1093 lbs. + 828 V 6.6 ft. 291 plf / B \ 0Th 2910 lbs. Gridline ()p 36 % ( 7804 x 0.36 = 2810 #) 2810 lbs. + 3587 v = 24 ft. 267 plf OTF = 2665 lbs. HDU2 Gridline a— 10 10 % ( 7804 x 0.10 780 #) 780 lbs. + 2483 /'\\ V = 2 ft. 1632 plf / \ LN Gridline (v'.) 15 % ( 7804 x 0.15 = 1171 #) 1171 lbs. + 184 V = 14.5 ft. = 93 nil' I \ '" OTF = 934 lbs. tuba HDU2 SIMPSON STRONG-TIE COMPANY INC. ii I 1 I (800) 999-5099 5956W. Las Positas Blvd., Pleasanton, CA 94588. T!4 www.strongtie.com now Job Name: Mattos Wall Name: Line Application: Garage Front Design Criteria: * 2021 International Bldg Code * Wind * 2500 psi concrete * ASD Design Shear = 3263 lbs * ShearwaU Height = 10' to underside of top plates Selected Strong-Wall® Panel Solution: End Total Axial Actual Model Type W H I Sill Anchor Load Uplift (in) (j) (in) Anchor Bolts (lbs) (lbs) WSWH18x10 Wood 18 117.25 3.5 N/A 2- 1" 2000 14303 lb WSWH18x10 Wood 18 117.25 3.5 N/A 2- 1" 2000 14303 lb Actual Shear & Drift Distribution: RR Actual AllowabIeActual/ActuaI Drift Model Relative Shear Shear Allow Drift Limit Rigidity (lbs) (lbs) Shear (in) (in) WSWH18x10 050 1631 :52755 OK 059 040 067 WSWH18x10 050 1631 < 2755 OK 059 040 067 Notes: Strong-Wall High-Strength Wood Shearwalls have been evaluated to the 2021 IBC/lRC. See www.strongtie.com for additional design and installation information. Anchor templates are recommended for proper anchor bolt placement, and are required in some jurisdictions. Check that wall height "H" plus curb height (above slab) will attain overall rough header opening height (top of driveway slab to bottom of header). WSWH Portal Connection Kit WSWH-PK is included with panels less than 100 inches in height and must be ordered separately for panels over 100 inches tall. The applied vertical load shall be a concentric point load or a uniformly distributed load not exceeding the allowable vertical load. Alternatively, the load may be applied anywhere along the width of the panel if imposed by a continuous bearing vertical load transfer element such as a rimboard or beam. For eccentric axial loads applied directly to the panel, the allowable vertical load shall be divided by two. Panels may be trimmed to a minimum height of 741/2". 2-ply headers may be used with Strong-Wall High-Strength Wood Shearwail panels. Minimum 11Y inch deep nominal header is required with header design by others. Disclaimer: It is the Designers responsibility to verify product suitability under applicable building codes. In order to verify code listed applications please refer to the appropriate product code reports at www.strongtie.com or contact Simpson Strong-Tie Company Inc. at 1-800-999-5099. Page lot 3 k (? I/ SIMPSON STRONG-TIE COMPANY INC. (800) 999-5099 5956W. Las Positas Blvd., Pleasanton, CA 94588. www.strongtie.com - S Job Name: Mattos Wall Name: Line E Application: Garage Front Design Criteria: * Slab on grade - Garage curb * 2021 International Bldg Code * Wind * 2500 psi concrete Anchor Solution Details: Curb Installation WSWH-AB - ,- 6' Minimum curb/stemwaH 6W / Shear reinforcement per detail when required 6'min. IL1Hw. .15 W__i I I½W 112W 1! W4—B—*4IZW Curb Section View Perspective View Footing Plan (Slab not shown for clarity) Anchor Solution Assuming Cracked Concrete Design: Anchor Solution Assuming Lincracked Concrete Design: ModelW de B Anchor Bolt Strength Modes W de B Anchor oh Strength WSWH18x10 32 11 14 WSWH-AB Standard WSWH18x10 28 10 14 WSWH-AB Standard ,------------ Notes: Anchorage designs conform to ACI 318-19, ACI 318-14 and 318-11 Appendix D with no supplementary reinforcement for cracked and uncracked concrete as noted. Anchorage strength indicates required grade of anchor bolt. Standard (ASTM F1554 grade 36) or High Strength (HS)(ASTM A193 Grade B7). Wind includes Seismic Design Category A and B and detached I and 2 family dwellings in SDC C. Foundation dimensions are for anchorage only. Foundation design (size and reinforcement) by others. The registered design professional may specify alternate embedment, footing size or anchor bolt. Page 2 of 3 ,on nn Pie.q. r4fVt1efloD,, fai jro Xff 3529 Coastview Ct - Carlsbad, CA 92010 JOB 22-389 SHEET NO OF 15 CALCULATED BY PSC DATE 8119122 CHECK BY DATE SCALE - maw corn 6.0 FOUNDATION DESIGN 6.1 CONTINUOUS FOOTING w = 1125 pif width = 1125 plf = 0.563 ft (MN.) => 7 INCHES (MIN.) 2000 psf ASBP = 2000 psf USE 15 "WDE CONTIN. FTG WI 2 - # 4 TOP AND BOTTOM & EMBED. 18 INTO UNDISTURBED SOIL (MEN.) 6.2 MAX POINT LOAD ON FOOTING 'all = 2000 * 15 * 48 12 12 'aiI = 10000 lbs I.UJ.,I i__2(i) • 6.3 PAD DESIGN PAD SIZE P1 24SQUAREx I8THK W/ 3 -# 4 EACH WAY P2 40 " SQUARE x 18 "THK WI 5 -# 4 EACH WAY LOAD max 2000 * 2 2 = 8000 lbs Pmfjx 2000 * 32 Pm = 22222 lbs PCSDEnglneerh,gCorp 3529 foastvlew Court Carlsbad, CA 92010 Ph: 760-2.07-1885 page:__t( of _1S Date IGLQ4IALt. - nII# • .- 1-s iT S41f4fl lz,c I, S4h.4c : tJ2x1t - CoJA&t3i&t TC c-r /rziz4 Lb1ci a 11 PCSD Engineering Corp 3529 Coastview Court Carlsbad, CA 92010 Ph: 760-207-1885 Job #: - Page: 3i of Date ? Engineer J, JALL - oI* 2l to 334 J£06 , ' L Tv Mid g lat V' L;!& 3ir c'; ro;4L ) CLAz 2AiLw6 SR 4L _'(,o"o P( :3 34q, (JiLM SI'. U5L _/2-'FUWi IFJII' CtAs, RAMONA LUMBER COMPANY INC. 425 MAPLE STREET RAMONA, CA 92065 LEONARD@RAMONALUMBER.COM ; ED@RAMONALUMBER.COM COVER SHEET 13 TRUSS ENGINEERING JOB #220502 NAME: MATOS RES PC2022-0047 2780 JAMES DR MATTOS NEW 2-STORY HOME (3746 SF) W/ATVACHED GARAGE (490 SF) DECK (641 SF) PATIO (332 SF) /!DETACHED ADU (448 SF) DEV2022-0181 1561425100 4/11/2023 PC2022-0047 M1 t4 L J,iiifl -JIL) tJii MATTOS RES PITCH 4.5/12 ROOF TRUSS LAYOUT REVIEWED & APPIYD 3-21-23 -- Mn Milek® MiTek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 Re: 220502-A MATOS RES The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Ramona Lumber Co., Inc.. Pages or sheets covered by this seal: K12160722 thru K12160739 My license renewal date for the state of California is September 30, 2024. ?I C70068 t EXP. 9-30-2024 I 1*. <17 November 17,2022 Zhao, Xiaoming IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSIITPI 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 MiTeks 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. 12 4x8 it MT20 1.5x3 ON EACH FACE OF BOTH ENDS OF UN-PLATED MEMBERS OR EQUIVALENT CONNECTION BY OTHERS. 4x6 it 5x6* 7-8-15 7-8-15 16-3-1 8-6-2 23-10-8 7-7-7 49 20 50 19 51 18 52 17 53 16 54 15 55 14 56 13 12 11 57 10 58 9 59 8 60 7 61 4x6 it Scale = 1:49 Plate Offsets (X, Y): [2:0-3-8, Edge], [2:0-3-11, Edge], [3:0-3-15,0-1-4], [4:0-4-0,0-1-12], [5:0-3-15,0-1-4], [6:0-3-8, Edge], [6:0-2-3, Edge], [10:0-3-0,0-2-12] Job - I Truss Truss Type Qty I Ply I MATOS RES I I I I K12160722 2P502-A Al Common Supported Gable 1 1 I Job Reference (optional) I Ramona Lumber Co. Inc.,Ramona, CA -92065, Run: 8626 Oct 262022 Print: 8.6206 Oct 262022 MiTek Industries, Inc. Thu Nov 17 16:21:25 Page: 1 ID:qPyOAhavtb8LsdeiUt?SRyNqWO-?HtYs0rLK79IgIiujbWHmoQ4iCb0f7EP6Nv12QyIC?w -1-6-0 -0- 6-4-5 120 17-7-11 23-10-8 1-6-0 6-4-5 5-7-11 5-7-11 6-2-13 0) 0 Loading (psf) Spacing 2-0-0 CSI DEFL in (lc) 1/defl L/d PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TIC 0.22 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 17.0 Lumber DOL 1.25 BC 0.63 Vert(CT) n/a - n/a 999 BCLL 0.0* Rep Stress Incr NO WB 0.94 Horz(CT) 0.02 13 n/a n/a BCDL 10.0 Code IBC2018PI2014 Matrix-AS Weight: 163 lb FT = 10% LUMBER TOP CHORD 2X4 DF No.i&BtrG BOT CHORD 2X4 DF No.1&BtrG WEBS 2X4 OF Stud/Std G OTHERS 2X4 OF Stud/Std G BRACING TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. REACTIONS All bearings 23-10-8. (lb) - Max Horiz 2=57 (LC 34), 40=57 (LC 34) Max Uplift All uplift 100 (lb)or less at joint(s) 9,11,13, 14 except 2=-1 026 (LC 35), 6=-942 (LC 36), 8=-1 35 (LC 76), 10=-945 (LC 36), 15=-230 (LC 32), 16=450 (LC 35), 18=-667 (LC 35), 19=407 (LC 32), 20=-174 (LC 35), 40=-1026 (LC 35) Max Gray All reactions 250 (lb) or less at joint (s) 8, 15 except 2=1150 (LC 44), 6=1048 (LC 33), 7=340 (LC 91), 9=281 (LC 89), 1 0= 1184 (LC 39), 11=281 (LC 87), 13=269 (LC 86), 14=296 (LC 85), 16=588 (LC 32), 18=848 (LC 32),19=345 (LC 35), 20=412 (LC 63), 40=1150 (LC 44) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-43=-1898/1795, 2-43=-1479/1393, 2-44=-2629/2477, 344=-2044/1922, 3-45=-1243/1194, 4-45=-667/711, 4-46=-888/1062, 5-46=-795/876, 5-47=-1770/1762, 6-47=-2617/2640 BOT CHORD 2-48=-1679/1762, 2-48=-1331/1414, 249=-2430/2569, 20-49=-1813/1953, 20-50=-1745/1884,19-50=-1409/1548, 19-51=-1371/1511, 18-51=-1035/1175, 18-52=-998/1137, 17-52=-726/865, 17-53=-1272/1368, 16-53=-872/968, 16-54=-827/924,15-54=-664/761, 15-55=-500/597, 14-55=-290/387, 13-56=-306/412, 12-13=-374/442, 1 1-12=-608/704, 11-57=-847/944, 10-57=-i 087/1184, 10-58=-360/404, 9-58=-601/644, 9-59=-787/831, 8-59=-974/980, 8-60=-1 160/1204, 7-60=-1348/1391, 7-61=-1895/1951, 6-61=-2467/2478 WEBS 5-10=-503/170, 4-17=-977/947, 3-17=456/159, 4-10=-1413/1216 NOTES Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-16; Vult=ilomph (3-second gust) Vasd=87mph; TCDL6.Opsf; BCDL=6.opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Enclosed; MWFRS (directional) and C-C Exterior(2E) -1-6-10 to 1-6-101 Interior (1) 1-6-10 to 12-0-0, Exterior(2R) 12-0-0 to 15-0-0, Interior (1)15-0-0 to 23-10-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=i .60 plate grip DOL=i .60 Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. All plates are 3x5 MT20 unless otherwise indicated. Gable requires continuous bottom chord bearing. 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 3-06-00 tall by 2-00-00 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) 13, 9, 11, 14 except (jt=lb) 6=942, 2=1026, 10=944,15=229,20=174,19=406,18=666,16=449, 8=134,2=1026. This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 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 and Bottom Chord, nonconcurrent with any other live loads. This truss has been designed for a total drag load of 280 plf. Lumber DOL=(i .33) Plate grip DOL(i .33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 23-10-8 for 280.0 plf. (4oNG S? C70068 rn EXP. 9-30-2024 F November 17,2022 Contl ued on page 2 -- WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 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 is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing FfI1 ii k is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Qualify Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Corona, CA 92880 I Job : Truss Truss Type Qty Ply MATOS RES K12160722 2502-A Al Common Supported Gable 1 Ii I Job Reference (optional) Ramona Lumber Co., Inc., Ramona, CA - 92065, Run: 8.62 E Oct 26 2022 Print: 8.620 E Oct 26 2022 MiTek Industries, Inc. Thu Nov 17 16:21:25 Page: 2 ID:qPyOAhavtb8Lsdei_Ut?SRyNqWO-?HtYs0rLK79IgliajbWHmoQ4iCbOf7EP6Nv12QylC?w 14) This truss design requires that a minimum of 7116 structural wood sheathing be applied directly to the top chord and 1/2 gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIl-7473 rev. 511912020 BEFORE USE. Design valid for use only with MiTek8I 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 mast 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 and/or chord members only. Additional temporary and permanent bracing fkjl iTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 250 klug Circle Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Corona, CA 92880 1') 3x5 = 7-8-15 7-8-15 6 0) 0 3x5 3x5 3x5 3x5= 16-3-1 23-10-8 8-6-2 7-7-7 Job Truss Truss Type Qty Ply MATOS RES I K12160723 I 270502-A A2 Common 7 Ii I Job Reference (optional) I Ramona Lumber Co., Inc., Ramona, CA - 92065, Run. 8.62 S Oct 262022 Print; 8.620 S Oct 262022 MiTek Industries, Inc. Thu Nov 17 11:08:56 Page; 1 lD;AFfAMSDv3UPll1 bfp4SBG0yNqfv-RfC?PsB70Hq3NSgPqnL8w3ulTXbGKWrCDoi7J4zJC?f -1-6-0 6-4-5 12-0-0 17-7-11 23-10-8 1-6-0 6-4-5 5-7-11 5-7-il 6-2-13 4x5 if 4 0 Scale = 1;48.3 Plate Offsets (X, Y); [40-2-12,0-2-0] Loading (psf) Spacing 2-0-0 CSI DEEL in (lc) l/defl L/d PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) -0.10 7-9 >999 240 MT20 220/195 TCDL 17.0 Lumber DOL 1.25 BC 0.46 Vert(CT) -0.42 7-9 >682 180 BCLL 0.0* Rep Stress Incr YES WB 0.32 Horz(CT) 0.08 6 n/a n/a BCDL 10.0 Code 1BC2018/TPI2014 Matrix-AS Weight: 93 lb FT = 10% LUMBER TOP CHORD 2X4 DF No. 1&Btr G BOT CHORD 2X4 DF No. 1&Btr G WEBS 2X4 OF Stud/Std G BRACING TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. REACTIONS (size) 2=0-3-8,6=0-2-0 Max Horiz 2=59 (LC 11) Max Uplift 2=-116(LC 12), 6=62 (LC 12) Max Gray 2=1241 (LC 1), 61118 (LC 1) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/40, 2-3=-2441/292, 3-4=-2225/287, 4-5=-2214/290, 5-6=-2442/294 BOT CHORD 2-9=-229/2243, 7-9=-118/1484, 6-7=-222/2229 WEBS 4-7=-49/773, 5-7=-454/153, 4945/784, 3-9=-459/153 NOTES Unbalanced roof live loads have been considered for this design. Wind; ASCE 7-16; VulPllOmph (3-second gust) Vasd=87mph; TCDL6.opsf; BCDL6.opsf; h25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Enclosed; MWFRS (directional) and C-C Exterior(2E) -1-6-1010 1-5-6, Interior (1)1-5-6 to 12-0-0, Exterior(2R) 12-0-0 to 15-0-0, Interior (1) 15-0-0 to 23-10-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL1.60 plate grip DOL=1.60 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 3-06-00 tall by 2-00-00 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 at joint(s) 6. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 62 lb uplift at joint 6 and 116 lb uplift at joint 2. This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard ,7NG C70068 —J November 17,2022 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 ren 5/1912520 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 Fyi ii k is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MO 20601 Corona, CA 92880 MiTek® MiTek USA, Inc. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 Telephone 916-755-3571 Re: 220502-A MATOS RES The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Ramona Lumber Co., Inc.. Pages or sheets covered by this seal: R75563517 thru R75563519 My license renewal date for the state of California is September 30, 2024. &IING C70068 \ EXP. 9-30-2024 / 1*4 April 4,2023 Zhao, Xiaoming IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek or TRENCO. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek or TRENCO has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. I Job Truss Truss Type Qty Ply MATOS RES I 220502-A Bi Common Structural Gable 1 1 R75563517 I I Job Reference (optional) I Ramona Lumber Co., Inc., Ramona, CA -92065, Run: 8.63 S Nov 192022 Print: 8.630 S Nov 192022 MiTek Industries, Inc. Tue Apr 04 14:36:38 Page: 1 ID:xx9wdK3c_zbC3Vgw7L5yMEyNF8e-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f MT20 1.5x3 ON EACH FACE OF BOTH ENDS OF UN-PLATED MEMBERS OR EQUIVALENT CONNECTION BY OTHERS. 32-7-0 -1-6-0 7-11-12 15-0-2 15-4-2 22-6-0 29-9-2 29-11-14 37-2-1 44-10-8 1-6-0 7-11-12 7-0-5 0-4-0 7-1-14 7-3-2 0-2- 12 4-7-1 7-8-7 2-7-2 5x6 C6 6 Cl)00 0) 79) 0)5 C 0 C', crsl 0 00 28 27 26 25 24 23 22 26 20 19 181716 1514 111 12 11 5x8 3x5= 3x6= 5x6 = 3x5 = 3x6= 3x5 3x5 3x5 9-5-3 18-1-12 20-10-11 26-10-4 35-6-13 44-10-8 I 8-8-9 2-8-15 5-11-9 8-8-9 9-3-11 Scale = 182.2 Plate Offsets (X, Y): [2:0-0-8,0-2-12], [2:0-3-7,Edge], [6:0-2-12,0-2-12], [7:0-6-8,0-2-8], [8:0-1-12,0-1-8], [13:0-1-12,0-1-8], [17:0-3-0,0-2-12], [67:0-2-0,0-0-0] Loading (psf) Spacing 2-0-0 CSI DEFL in (lc) 1/defl L/d PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) -0.15 11-71 >999 240 MT20 220/195 TCDL 17.0 Lumber DOL 1.25 BC 0.64 Vert(CT) -0.52 11-71 >549 180 BCLL 0.0* Rep Stress lncr NO WB 0.72 Horz(CT) 0.03 10 n/a n/a BCDL 10.0 Code IBC20181TPl2014 Matrix-AS Weight: 372 lb FT = 10% 100) 0 BOT CHORD 228=698/578, 2728=465/345, 26-27=-335/218, 25-26=-275/155, 24-25=-412/292, 23-24=-903/469, 22-23=-796/352, 21-22=-796/225, 20-21=-796/241, 18-20=-929/495, 17-18=-1006/573, 16-17=-623/602, 15-16=-749/718, 14-15=-834/814, 13-14=-834/814, 11-13=-701/1276, 1011=785/1956 WEBS 6-13=-80/1240, 713=969/188, 7-11=-59/1107, 9-11=-510/162, 6-17=-1986/467, 5-17=-792/488, 5-24=-794/1140, 324=533/166 NOTES Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-16; Vult=llomph (3-second gust) Vasd=87mph; TCDL=6.opsf; BCDL=6.opsf; h=25ft; B45ft; L=45ft; eave=5ft; Cat. II; Exp C; Enclosed; MWFRS (directional) and C-C Exterior(2E) -1-6-10 to 2-11-4 ' -11-4, Interior (1)2-11-4 to 22-6-0, Exterior(2R) 22-6-0 to 26-11-14, Interior (1)26-11-14 to 44-10-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. All plates are 1.5x4 MT20 unless otherwise indicated. 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.opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members, with BCDL = 10.opsf. A plate rating reduction of 20% has been applied for the green lumber members. Provide mechanical connection (by others) of truss to bearing plate at joint(s) 10. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 337 lb uplift at joint 2, 791 lb uplift at joint 17, 725 lb uplift at joint 24, 124 lb uplift at joint 27, 140 lb uplift at joint 15, 322 lb uplift at joint 10 and 337 lb uplift at joint 2. This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This truss has been designed for a total drag load of 2000 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 21-0-0 for 95.2 plf. This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. NG C70068 -J LUMBER TOP CHORD 2X4 OF No. 1&Btr G BOT CHORD 2X4 OF No. 1&BtrG WEBS 2X4 OF No.1 &Btr G *Except* 11-9,24-3,8-63,63-64,64-65,65-14.2X4 OF Stud/Std G OTHERS 2X4 OF Stud/Std G BRACING TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 6-17 REACTIONS (size) 2=21-3-8, 10=0-2-0,14=21-3-8, 15=21-3-8, 16=21-3-8, 17=21-3-8, 18=21-3-8, 20=21-3-8, 21=21-3-8, 22=21-3-8, 23=21-3-8, 24=21-3-8, 25=21-3-8, 26=21-3-8, 27=21-3-8, 28=21-3-8, 66=21-3-8 Max Koriz 2=223 (LC 34), 66=223 (LC 34) Max Uplift 2337 (LC 35), 10-322 (LC 36), 15=-140 (LC 18),17=-791 (LC 361), 24=-725 (LC 35), 27=-124 (LC 47), 66=-337 (LC 35) Max Gray 2=439 (LC 32), 10=1098 (LC 18), 14=268 (LC 16), 15=5 (LC 36), 16=106 (LC 16),17=2238 (LC 1), 18=116(LC 16), 20=130 (LC 16), 21 =40 (LC 16), 22=59 (LC 3), 23=48 (LC 16), 24=762 (LC 32), 25=49 (LC 16), 26=88 (LC 17), 27=28 (LC 35), 28=319 (LC 17), 66=439 (LC 32) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/40, 2-3=-764/830, 3-6=-813/1475, 6-9=-1904/526, 910=2122/853 April 4,2023 Conti ued on page 2 -- WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIl-7473 rev 5/1912020 BEFORE USE. Design valid for use only with MiTek(Si 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 MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, OSB-89 and BCSI Building Component MiTek USA, Inc Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 Job S I I Truss I Truss Type I Qty Ply I MATOS RES I I I I I R75563517 I 220502-A 131 Common Structural Gable 1 1 I Job Reference (optional) I Ramona Lumber Co., Inc., Ramona, CA -92065, Run: 8.63 S Nov 192022 Print: 8.630 S Nov 192022 MiTek Industries, Inc. Tue Apr 04 14:36:38 Page: 2 ID:xx9wdK3c_zbC3Vgw7L5yMEyNF8e-RfC?PsB7OHq3NSgPqnL8w3ulTXbGKWrCDoi7J4zJC?f 14) No notches allowed in overhang and 10600 from left end and 120600 from right end or 12' along rake from scarf, whichever is larger. Minimum 1.5x4 tie plates required at 2-0-0 o.c. maximum between the stacking chords. For edge-wise notching, provide at least one tie plate between each notch. LOAD CASE(S) Standard WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTe/c® 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 fJ IT k is always required for stability and to present collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSffTP11 Quality Criteria, OSB-89 and BCSI Building Component MiTe/c USA, Inc. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 I Job Truss Truss Type Qty Ply MATOS RES I K12160725 I 22-0502-A B2 Common 2 1 I Job Reference (optional) I Ramona Lumber Co., Inc., Ramona, CA - 92065, Run: 8.62 S Oct 262022 Print: 8.620 S Oct 262022 MiTek Industries, Inc. Thu Nov 17 11:08:57 Page: 1 ID:CmdU?BwQ7jji6MJKg1 rLyoyNVBF-RfC?PsB70Hq3NSgPqnL8w3ulTXbGKWrCDoi7J4zJC?f 7-11-12 15-2-14 22-6-0 29-9-2 3704 44-10-8 7-11-12 7-3-2 7-3-2 7-3-2 7-3-2 7-10-4 5x6 6 0) 0 I! 01) ID 10 01 0L I't 10 00 IL II 4x8= 355= MT20HS5x10 = 4x5 3x5= 4x8= 4x5 MT20HS5x10 = 44-10-8 8-8-9 8-8-9 8-8-9 9-3-11 Scale = 1:81.3 Plate Offsets (X, Y): [5:0-24,0-1-8], [10: Edge, 0-0-6] Loading (psf) Spacing 2-0-0 CSI DEFL in floc) 1/defl Lid PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.99 Vert(LL) -0.43 14-15 >999 240 MT20 2201195 TCDL 17.0 Lumber DOL 1.25 BC 0.97 Vert(CT) -1.37 14-15 >394 180 MT20HS 165/146 BCLL 0.0* Rep Stress lncr YES WB 0.78 Horz(CT) 0.37 10 n/a n/a BCDL 10.0 Code tBC2018/TP12014 Matrix-AS Weight: 201 lb FT = 100/u LUMBER TOP CHORD 2X4 DF No.1&Btr G BOT CHORD 2X4 DF No.1&Btr G WEBS 2X4 DF No. 1&Btr G *Except* 14-7,12-9,15-5,17-3:2X4 OF Stud/Std G BRACING TOP CHORD Structural wood sheathing directly applied BOT CHORD Rigid ceiling directly applied. REACTIONS (size) 20-3-8, 10(020 + bearing block), (req. 0-2-8) Max Horiz 2=137(LC 11) Max Uplift 2=-36 (LC 12), 10-83 (LC 12) Max Gray 2=2551 (LC 17), 10=2349 (LC 18) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/40, 2-3=-5880/74, 3-5=-5647/130, 5-6=-4221/238, 67=4161/293, 7-9=-5385/330, 9-10=-5598/317 BOT CHORD 2-17=-3/5525, 15-17=-44/4350, 14-15=-21/3210, 12-14=-123/4215, 10-12=-230/5172 WEBS 6-14=-70/1362, 7-14=-941/187, 7-12=-55/1093, 9-12=-526/157, 6-15=0/1472, 5-15=-1059/84, 5-17=0/1266, 3-17=-635/54 NOTES 2X4 DF No.1&BtrG bearing block 12" long at jt. 10 attached to front face with 2 rows of lOd (0.131"x3") nails spaced 3" o.c. 8 Total fasteners. Bearing is assumed to be DF No. 1&Btr. Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-16; Vult=liomph (3-second gust) Vasd=87mph; TCDL=6.opsf; BCDL=6.opsf; h=25ft; B=45ft; L=45ft; eave=5ft; Cat. II; Exp C; Enclosed; MWFRS (directional) and C-C Exterior(2E) -1-6-10 to 2-114, Interior (1)2-11-4 to 22-6-0, Exterior(2R) 22-6-0 to 26-11-14, Interior (1)26-11-14 to 44-10-8 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members, with BCDL = 10.opsf. 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 36 lb uplift at joint 2 and 83 lb uplift at joint 10. This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. Load case(s) 1 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1 .25, Plate lncrease=1 .25 Uniform Loads (lb/ft) Vert: 1-24=-74, 24-26=-86, 6-26=-74, 6-10-74, 18-21=-20 ING C70068 —J 1 1* November 17,2022 WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MH-7473 rev. 50912525 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 Dot building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing fVlilek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIJTPII Quality Criteria, DSB-89 and BCSI Building component 250 Klug Circle Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Corona, CA 92880 I Job I Truss I Truss Type Qty Ply I MATOS RES I I I R75563518 I 220502-A B2A Common 1 1 I Job Reference (optional) I Ramona Lumber Co., Inc., Ramona, CA -92065, Run: 8.63 S Nov 192022 Print: 8.630 S Nov 19 2022 MiTek Industries, Inc. Tue Apr 04 14:36:41 Page: 1 ID:78jEDrSLVWQtJ8TBhOhFQ6zU43M-RfC?PsB7OHq3NSgPqnL8w3ulTXbGKWrCDoi7J4zJC?f -1-6-0 7-11-12 15-2-14 22-6-0 29-9-2 37-0-4 44-10-8 1-6-0 7-11-12 7-3-2 7-3-2 7-3-2 7-3-2 7-10-4 5x6 5 10 Z l £0 IL LU 01) II 01 OL 11) 3x10= 305= M18AHS5x12 = M18AHS5x12 = 3x5 5x10 9-5-3 18-1-12 26-10-4 35-6-13 44-10-8 9-5-3 8-8-9 8-8-9 8-8-9 9-3-11 Scale = 1:81.3 Plate Offsets (X, Y): [2:0-10-8,0-0-10],12:0-04, Edge], [3:0-4-0,0-3-4], [4:0-2-4,0-1-8], [7:0-4-0,0-3-0], [9:0-4-12,0-3-6], [11:0-6-0,0-3-0], [12:0-6-0,0-3-0] Loading (psf) Spacing 2-0-0 CSI DEFL in (lc) l/defl Ud PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) -0.43 11-12 >999 240 MT20 220/195 TCDL 17.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -1.32 11-12 >407 180 M18AHS 169/162 BCLL 0.0* Rep Stress lncr YES WB 0.75 Horz(CT) 0.35 9 n/a n/a BCDL 10.0 Code 1BC2018/TP12014 Matrix-AS Weight: 204 lb FT = 10% LUMBER TOP CHORD 2X4 DF No.1&Btr G BOT CHORD 2X4 DF No.1&Btr G WEBS 2X4 DF Stud/Std G *Except* 12-5,13-4,10-6,11-5:2X4 DF No. 1&BtrG WEDGE Left: 2x4 DF Stud/Std G SLIDER Right 2x4 DF Stud/Std G-- 2-6-0 BRACING TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. REACTIONS (size) 2=0-3-8, 9=0-2-0, (req. 0-2-8) Max Horiz 2137(LC ii) Max Uplift 2=-103 (LC 12),9=-101 (LC 12) Max Gray 2=2480 (LC 17), 9=2327 (LC 18) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/40,2-4=-5685/269, 4-5=-4132/314, 5-6=-4095/343, 6-9=-5407/378 BOT CHORD 2-13=-158/5360,10-13=-170/4247, 9-10=-272/5062 WEBS 6-11=-931/188, 7-10=495/150, 4-12=-1008/137, 3-13=-586/95, 5-12=-19/1422, 4-13=0/1212, 6-10=-52/1057 5-11 =-70/1351 NOTES Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-16; Vult110mph (3-second gust) Vasd=87mph; TCDL=6.opsf; BCDL=6.0psf; h=255t; B=45ft; L=45ft; eave=5ft; Cat. II; Exp C; Enclosed; MWFRS (directional) and C-C Exterior(2E) -1-6-10 to 2-114, Interior (1) 2-114 to 22-6-0, Exterior(2R)22-6-0 to 26-11-14, Interior (1)26-11-14 to 44-9-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=i .60 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 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members, with BCDL = 10.opsf. A plate rating reduction of 20% has been applied for the green lumber members. WARNING: Required bearing size at joint(s)9 greater than input bearing size. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 103 lb uplift at joint 2 and 101 lb uplift at joint 9. This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. Load case(s) 1 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. ii) This truss has been designed for a total seismic drag load of 2000 lb. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 44-10-8 for 44.6 plf. 12) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1 .25, Plate lncrease=1 .25 Uniform Loads (lb/ft) Vert: 1-21-74, 212380, 5-23=-74, 5-9=-74, 14-17=-20 ,osESSIo/N C70068 \ *\ XP)9.3924 1 April 4,2023 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M1I-7473 rev. 5/1912020 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 is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing lvi 1 k is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ,4NS1/TPII Quality Criteria, DSB-89 and SCSI Building Component MiTek USA, Inc. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 Job ,' I Truss Truss Type Qty Ply MATOS RES I K12160726 I 220502-A B3 Common 6 1 I Job Reference (optional) I Ramona Lumber Co., Inc., Ramona, CA - 92065, Run: 8.62 S Oct 262022 Print: 8.620 S Oct 262022 Milek Industries, Inc. Thu Nov 17 11:08:57 Page: 1 ID:200EIHNxRzkBaLjQ4gQUPIyNqL1-RfC?PsB70Hq3NSgPqnL8w3uITXbGK1NrCDoi7J4zJC?f -1-6-0 7-11-12 15-2-14 22-6-0 29-9-2 37-0-4 45-0-0 1-6-0 7-11-12 7-3-2 7-3-2 7-3-2 7-3-2 7-11-12 5x6= 7 10 31 1! lb ,3Z , 1D 14 i4 15 12 3x5= 3x5= MT20HS5x10 = 4x5= 3x5= 7xlO= 3x8 M18SHS7x14 4x5 MT20HS5x10 = 355" 5x8 ii 9-5-3 18-1-12 26-10-4 35-6-13 40-7-10 45-0-0 9-5-3 8-8-9 8-8-9 8-8-9 5-0-13 4-4-6 Scale = 1:79.6 Plate Offsets (X, Y): [2:0-0-10, Edge], [6:0-2-40-1-8], [11:0-9-7,0-1-0], [11:0-0-4,Edge], [12:0-5-0,0-3-4] Loading (psfl Spacing 2-0-0 CSI DEFL in (lc) 1/defi L/d PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.25 TC 0.85 Vert(LL) -0.43 15-16 >999 240 MT20 220/195 TCDL 17.0 Lumber DOL 1.25 BC 1.00 Vert(CT) -1.36 15-16 >394 180 MT20HS 165/146 BCLL 0.0* Rep Stress lncr NO WB 0.77 Horz(CT) 0.38 11 n/a n/a M18SHS 220/195 BCDL 10.0 Code 1BC2018/TP12014 Matrix-AS Weight: 224 lb FT= 10% LUMBER TOP CHORD 2X4 DF No.i&BtrG BOT CHORD 2X4 DF No.1&BtrG WEBS 2X4 DF Stud/Std G *Except* 18-6,16-7,15-7,13-8:2X4 DF No.1 &Btr G SLIDER Left 2x6 DF SS G-- 2-6-0, Right 2x8 DF SS G-- 4-2-4 BRACING TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. REACTIONS (size) 2=0-3-8, 11= Mechanical Max Horiz 2=138(LC 11) Max Uplift 2=-37 (LC 12), 11=-77(LC 12) Max Gray 2=2564 (LC 17), 11=2428 (LC 18) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/44, 2-4=-5717/70, 4-6=-5562/127, 6-7=-4211/237, 7-8=-4175/291, 8-10=-5419/323, 10-11=-5882/309 BOT CHORD 2-18=0/5424,16-18=-42/4331, 1516=18/3210, 13-15=-121/4233, 12-13=-216/5243, 11-12=-324/5424 WEBS 8-15=-955/190, 10-13=-592/141, 6-16=-1038/85, 4-18=-586/45, 6-18=0/1185, 7-16=0/1451, 7-15=-70/1390, 8-13=-48/1109, 10-12=-2/319 NOTES 1) Unbalanced roof live toads have been considered for this design. Wind: ASCE 7-16; Vult=ll0mph (3-second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h25ft; 6=45ft; L=45ft; eave=6ft; Cat. II; Exp C; Enclosed; MWFRS (directional) and C-C Exterior(2E) -1-6-10 to 2-11-6, Interior (1)2-11-6 to 22-6-0, Exterior(2R) 22-6-0 to 27-0-0, Interior (1)27-0-0 to 44-11-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=i .60 plate grip DOL=1.60 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 20.0p5f on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members, with BCDL = 10,0p5f. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 77 lb uplift at joint ii and 37 lb uplift at joint 2. This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. Load case(s) 1 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 146 lb down and 32 lb up at 42-9-8 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1 .25 Uniform Loads (lb/ft) Vert: 1-24=-74, 24-27=-86, 7-27=-74, 7-11=-74, 1923=20 Concentrated Loads (lb) Vert: 20=-106 cESSI0,2N NG C70068 - * November 17,2022 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/1912020 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 is 10 prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing I1iT k is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSlITPl1 Quality Criteria, DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Corona, CA 92880 8 2.5x5 it US 3x5= 3x5= 4x5= 3x5= 9-5-3 9-5-3 18-1-12 8-8-9 26-10-4 zoaI c 8-8-9 1-6-3 I Job ,' Truss I Truss Type Qty Ply I MATOS RES I K12160727 B4 I I 224)502-A Common 5 h I Job Reference (optional) I Ramona Lumber Co., Inc., Ramona, CA - 92065, Run: 8.62 S Oct 262022 Print: 8.620 S Oct 262022 MiTek Industries, Inc. Thu Nov 17 11:08:58 Page: 1 ID:6W1 LaZX8KqThZ1 aMXLxWAJyNCR1-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f 1-6-0 7-11-12 15-2-14 22-6-0 28-4-8 1-6-0 7-11-12 7-3-2 7-3-2 5-10-8 4x8 = 6 Scale = 1:61.9 Plate Offsets (X, Y): [2:0-0-5, Edge], [5:0-2-4,0-1-81, [6:0-3-12,0-2-0], [8:0-2-8,0-0-12], [9:0-2-0,0-1-8] Loading (psf) Spacing 2-0-0 CSI DEFL in (lc) lldefl Lid PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) -0.18 12-15 >999 240 MT20 220/195 TCDL 17.0 Lumber DOL 1.25 BC 0.75 Vert(CT) -0.66 12-15 >512 180 BCLL 0.0* Rep Stress lncr NO WB 0.72 Horz(CT) 0.10 8 n/a n/a BCDL 10.0 Code 1BC2018/TPI2014 Matrix-AS Weight: 147 lb FT = 10% LUMBER TOP CHORD 2X4 DF No.1&Btr G BOT CHORD 2X4 DF No.1&Btr G WEBS 2X4 OF Stud/Std G *Except* 12-5,10-6,9-6:2X4 DF No.1&Btr G BRACING TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 7-8,6-9 REACTIONS (size) 2=0-3-8, 8= Mechanical Max Horiz 2=260 (LC 11) Max Uplift 2=-97 (LC 12), 8=-65 (LC 12) Max Gray 21565 (LC 17),8=1499 (LC 19) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/40, 2-3=-3160/174, 3-5=-2950/198, 5-6=-1611/204, 6-7=-435/155, 7-8=-1589/111 BOT CHORD 2-12=-319/2978, 10-12=-246/1901, 9-10=-152/853, 8-9=-79/96 WEBS 510=963/163, 3-12=-577/131, 5-12=-18/1177, 6-10=-45/1381, 6-9=-1128/190, 7-9=-21/1355 NOTES Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-16; Vult=llomph (3-second gust) Vasd=87mph; TCDL=6.opsf; BCDL=6.opsf; h25ft; B=45ft; L=28ft; eave=4ft; Cat. II; Exp C; Enclosed; MWFRS (directional) and C-C Exterior(2E) -1-6-10 to 1-5-6, Interior (1)1-5-6 to 22-6-0, Exterior(2R) 22-6-0 to 25-6-0, Interior (1)25-6-0 to 28-2-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members, with BCDL = 10.opsf. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 65 lb uplift at joint 8 and 97 lb uplift at joint 2. This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. Load case(s) 1 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1 .25, Plate lncrease=1 .25 Uniform Loads (lb/ft) Vert: 1-17=-74, 17-18 -77, 6-18 -74, 6-7 -74, 8-13=-20 ,OESSIO/%. NG C70068 —J *\ J 1* November 17,2022 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 5119/2020 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 twos web and/or chord members only. Additional temporary and permanent bracing Welk' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Corona, CA 92880 Job ,' Truss I Truss Type Qty Ply MATOS RES I R75563519 I 22/0502-A B4A Common 1 1 I I Job Reference (optional) Ramona Lumber Co., Inc., Ramona, CA - 92065, Run: 8.63 S Nov 192022 Print; 8.630 S Nov 192022 MiTek Industries, Inc. Tue Apr 04 14:36:41 Page: 1 ID:tCL76jUE5sNdmJQBiqALQLzU4_9-RfC?PsB7OHq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f -1-6-0 7-11-12 15-2-14 22-6-0 29-9-2 37-0-4 45-0-0 in 7-11-12 7-3-2 7-3-2 7-3-2 7-3-2 7-11-12 5x6 5 10 o LO I Z ( 0 i i ZZI iU I 3x10= 3x5 = 6x8 = M18AHS5s12 = 3x5 1.5x46 4x10m 9-5-3 18-1-12 26-10-4 35-6-13 38-9-15 45-0-0 9-5-3 8-8-9 8-8-9 8-8-9 3-3-2 6-2-2 Scale= 1:80 Plate Offsets (X, Y): [2:0-10-8,0-0-10], [2:0-0-4, Edge), [3:0-4-0,0-3-4], [7.0-4-0,0-3-0], [8:Edge,0-3-4], [11:0-6-0,0-3-0], [12:0-4-0, Edge) Loading (psi) I Spacing 2-0-0 ICS1 I DEFL in (lc) 1/defi Lid I PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 I TC 0.95 Vert(LL) -0.43 11-12 >999 240 MT20 220/195 TCDL 17.0 I Lumber DOL 1.25 I BC 1.00 Vert(CT) -1.30 11-12 >416 180 M18AHS 169/162 BCLL 0.0* I Rep Stress lncr NO I WB 0.71 Horz(CT) 0.37 8 n/a n/a BCDL 10.0 Code IBC2018/TP12014 Matrix-AS Weight: 207 lb FT = 10% LUMBER This truss has been designed for a 10.0 psf bottom TOP CHORD 2X4 DF No. i&Btr G chord live load nonconcurrent with any other live loads. BOT CHORD 2X4 DF No. i&Btr G * This truss has been designed for a live load of 20.opsf WEBS 2X4 DF Stud/Std G *Except* on the bottom chord in all areas where a rectangle 11-5,10-6,12-5,13-4:2X4 DF No.1 &Btr G 3-06-00 tall by 2-00-00 wide will fit between the bottom WEDGE Left: 2x6 DF SS G chord and any other members, with BCDL = 10.0p5f. BRACING A plate rating reduction of 20% has been applied for the TOP CHORD Structural wood sheathing directly applied, green lumber members. BOT CHORD Rigid ceiling directly applied Refer to girder(s) for truss to truss connections. REACTIONS (size) 2=0-3-8,8= Mechanical Provide mechanical connection (by others) of truss to Max Horiz 2=138 (LC 11) bearing plate capable of withstanding 171 lb uplift at joint 2 and 118 lb uplift at joint 8. Max Uplift 2=-171 (LC 12), 8=-1 18 (LC 12) This truss is designed in accordance with the 2018 Max Gray 2=2419 (LC 17), 8=2308 (LC 18) International Building Code section 2306.1 and FORCES (lb) - Maximum Compression/Maximum referenced standard ANSI/TPI 1. Tension This truss has been designed for a total seismic drag TOP CHORD 1-20/40, 2-4-5527/409, 4-5=-4073/392, load of 2000 lb. Lumber DOL=(1.33) Plate grip DOL= 5-6=-4078/395, 6-8=-5624/438 (1.33) Connect truss to resist drag loads along bottom BOT CHORD 2-13-314/5223, 10-13-233/4172, chord from 0-0-0 to 45-0-0 for 44.4 plf. 9-10=-324/5125, 8-9=-313/5196 ii) This truss design requires that a minimum of 7/16 WEBS 5-11 =-70/1375, 6-1 1-938/190, structural wood sheathing be applied directly to the top 6-10-61/1088, 7-10-594/147, chord and 1/2" gypsum sheetrock be applied directly to 5-12-71/1367, 4-12-956/189, the bottom chord. 4i332/1154, 313539/137, 7-90/154 LOAD CASE(S) Standard NOTES Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-16; Vultli0mph (3-second gust) Vasth87mph; TCDL=6.opsf; BCDL=6.opsf; h25ft; B=45ft; L=45ft; eave=6ft; Cat. II; Exp C; Enclosed; MWFRS (directional) and C-C Exterior(2E) -1-6-10 to 2-11-6, Interior (1)2-i 1-6 to 22-6-0, Exterior(2R) 22-6-0 to 27-0-0, Interior (1)27-0-0 to 44-11-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=i .60 All plates are MT20 plates unless otherwise indicated. C70068 —J * * April 4,2023 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 51/9/2020 BEFORE USE. Design valid for use only with MiTekiB 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 WOW is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI!TPII Quality Criteria, DSB-89 and BCSI Building Component MiTek USA, inc Safety Information available from Truss Plate institute, 2670 Grain Highway, Suite 203 Waldorf, MD 20601 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 IJob ' Truss Truss Type Qty I Ply I MATOS RES I K12160728 I 230502-A B5 Common 6 1 I Job Reference (optional) I Ramona Lumber Co., Inc., Ramona, CA - 92065, Run: 8.62 S Oct 262022 Print 8.620 S Oct 262022 MiTek Industries, Inc. Thu Nov 17 1108:58 Page: 1 lD;4mdStMD3Ii43y9guAg9mgOyNBW2-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f 160 7-11-12 15-2-14 22-6-0 29-9-2 37-0-4 45-0-0 1-6-0 7-11-12 7-3-2 7-3-2 7-3-2 7-3-2 7-11-12 5x6 6 1000 0 0 £ u io iou ,2i'+ i,) 1Z 0Z ii 4x8= 3x5 MT20HS5x10 = 4x5 4x5 = 4x5 = 3x5= 4x8= 4x5= 4x5= 2ATOWS 5x10 = I 9-5-3 16-0-0 18-1-12 25-0-0 26-10-4 35-6-13 45-0-0 9-5-3 6-6-13 2-1-121104 5-0-0 1104204 6-8-5 9-5-3 Scale = 1:81.5 Loading TCLL (roof) TCDL BCLL BCDL (psf) 20.0 17.0 0.0* 10.0 I Spacing 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stressncr YES Code 1BC2018/TPl2014 I CSI TC 0.99 BC 0.96 WB 0.71 Matrix-AS I DEFL in Vert(LL) -0.41 Vert(CT) -1.26 Horz(CT) 0.36 floc) 1/defi L/d 16-18 >999 240 16-18 >428 180 10 n/a n/a I PLATES GRIP MT20 220/195 MT20HS 165/146 Weight: 211 lb FT= 10% LUMBER 120.01b AC unit load placed on the bottom chord, 22-6-0 TOP CHORD 2X4 DF No. 1&Btr G from left end, supported at two points, 5-0-0 apart. BOT CHORD 2X4 DF No. 1&Btr G *Except* 15-14:2X6 DF All plates are MT20 plates unless otherwise indicated. SSG This truss has been designed for a 10.0 psf bottom WEBS 2X4 DF Stud/Std G *Except* chord live load nonconcurrent with any other live loads. 18-5,16-6,13-6,11-7:2X4 DF No.1 &Btr G * This truss has been designed for a live load of 20.opsf BRACING on the bottom chord in all areas where a rectangle TOP CHORD Structural wood sheathing directly applied. 3-06-00 tall by 2-00-00 wide will fit between the bottom BOT CHORD Rigid ceiling directly applied chord and any other members, with BCDL = 10.Opsf. REACTIONS (size) 2=0-3-8, 10= Mechanical A plate rating reduction of 20% has been applied for the Max Horiz 2=138 (LC 11) green lumber members. Refer to girder(s) for truss to truss connections. Max Uplift 2=-112 (LC 12), 10=-59 (LC 12) Provide mechanical connection (by others) of truss to Max Gray 2=2478 (LC 17), 10=2376 (LC 18) bearing plate capable of withstanding 112 lb uplift at joint FORCES (lb) - Maximum Compression/Maximum 2 and 59 lb uplift at joint 10. Tension This truss is designed in accordance with the 2018 TOP CHORD 1-20/40, 2-3-5716/226, 3-5-5517/242, International Building Code section 2306.1 and 5-6=-4237/220, 674239/223, referenced standard ANSI/TPI 1. 7-9=-5537/268, 9-10=-5737/255 This truss design requires that a minimum of 7/16' BOT CHORD 2-18=-161/5377, 16-18=-72/4325, structural wood sheathing be applied directly to the top 13-16=0/3250, 11-13-57/4298, chord and 1/2" gypsum sheetrock be applied directly to 10-11-171/5326 the bottom chord. WEBS 713963/191, 9-11=-553/159, LOAD CASE(S) Standard 5-16=-957/190, 3-18=-543/145, 5-18=-37/1153, 616=3/1431, 6-13=4/1436, 7-11 =-62/1172 NOTES Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-16; Vultll0mph (3-second gust) Vasd=87mph; TCDL=6.opsf; BCDL=6.opsf; h=25ft; B=45ft; L=45ft; eave=6ft; Cat. II; Exp C; Enclosed; MWFRS (directional) and C-C Exterior(2E) -1-6-10 to 2-11-6, Interior (1)2-11-6 to 22-6-0, Exterior(2R) 22-6-0 to 27-0-0, Interior (1)27-0-0 to 45-0-0 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 ,.cWESSIO,tN c'f C70068 \ EXP.9-332Q24 / November 17,2022 WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1912020 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 isle prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing IVIiT k is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSl Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Corona, CA 92880 Job -' Truss I Truss Type Qty Ply I MATOS RE S I K12160729 I I 2 0502-A B6 Common Supported Gable 1 1 I Job Reference (optional) I Ramona Lumber Co., Inc., Ramona, CA -92065, Run: 8.62 S Oct 262022 Print: 8.620 S Oct 262022 MiTek Industries, Inc. Thu Nov 17 11:08:59 Page: 1 ID:U8_tHKOT3iY6rBYBtdrg98yNBQf-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f MT20 1.50 ON EACH FACE OF BOTH ENDS OF UN-PLATED MEMBERS OR EQUIVALENT CONNECTION BY OTHERS. 7-11-12 13-1-10 15-2-14 22-6-0 29-9-2 31-106 37-0-4 45-0-0 7-11-12 5-1-14 2-1-4 7-3-2 7-3-2 2-1-4 5-1-14 7-11-12 5x8= D 41 40 39 38 37 36 35 34 33 32 313l9 2827 26 2524 2221 20 19 18 17 16 15 14 13 12 ii 5x14e 7xlO= 3x6 = 4x5= 4x5= 3x6= 5x10 2.555 it 3x5rs 4XSC 9-5-3 18-1-12 26-10-4 35-6-13 45-0-0 9-5-3 8-8-9 8-8-9 8-8-9 9-5-3 Scale = 1:80.1 Plate Offsets (X, Y): [2:0-4-7,0-3-0], [5:0-1-4,0-1-12], [7:0-14,0-1-12], [10:0-0-5,0-2-15), [15:0-3-4,0-3-0], [22:0-2-8,0-1-12], [30:0-2-8,0-1-12], [85:04-6,Edge] Loading (psf) Spacing 2-0-0 CSI DEFL in (lc) 1/defl Lid PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TIC 0.58 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 17.0 Lumber DOL 1.25 BC 0.44 Vert(CT) n/a - n/a 999 BOLL 0.0* Rep Stress lncr NO WB 0.96 Horz(CT) 0.03 26 n/a n/a BCDL 10.0 Code 1BC2018/TP12014 Matrix-AS Weight: 426 lb FT = 10% LUMBER TOP CHORD 2X4 DF No. 1&Btr G BOT CHORD 2X4 DF No. 1&Btr G WEBS 2X4 DF Stud/Std G *Except* 37-5,30-6,22-6,15-7:2X4 DF No. 1&Btr G OTHERS 2X4 DF Stud/Std G *Except* 6-26:2X4 DF No.1&Btr G BRACING TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 5-37, 6-30, 6-22, 7-15 REACTIONS (size) 245-0-0, 10=45-0-0, 11=45-0-0, 12=45-0-0, 13=45-0-0, 14=45-0-0, 15=45-0-0, 16=4500, 17=45-0-0, 18=45-0-0, 19=45-0-0, 21=45-0-0, 22=45-0-0, 23=45-0-0, 24=45-0-0, 25=45-0-0, 26=45-0-0, 27=45-0-0, 28=45-0-0, 29=45-0-0, 30=45-0-0, 31=45-0-0, 33=45-0-0, 34=45-0-0, 35=45-0-0, 36=45-0-0, 37=45-0-0, 38=45-0-0, 39=45-0-0, 40=45-0-0, 41=45-0-0, 84=45-0-0, 87=45-0-0 Max Horiz 2=579 (LC 34), 87=579 (LC 34) Max Uplift 2=-1148 (LC 35), 10n1020 (LC 36), 11=-4 (LC 45), 12=-38 (LC 32), 15=-2152 (LC 36), 22=-792 (LC 36), 30=-788 (LC 35), 37=-2176 (LC 35), 40=-1 26 (LC 47), 41=-2 (LC 35), 84=-1020 (LC 36), 87=-1 148 (LC 35) Max Gray 2=1278 (LC 32), io=1164(LC 33), 11 =1 71 (LC 3), 12=30 (LC 45), 13=70 (LC 3),14=53 (LC 16), 15=2404 (LC 33), 16=49 (LC 16), 17=59 (LC 3), 18=45 (LC 16), 19=133 (LC 16), 21=116(LC 16), 22=944 (LC 33), 23=62 (LC 16), 24=52 (LC 16), 25=76 (LC 16), 26=96 (LC 16), 27=76 (LC 16), 28=52 (LC 16), 29=61 (LC 16), 30=965 (LC 32), 31=114 (LC 16), 33=131 (LC 16), 34=46 (LC 16), 3559 (LC 3), 36=48 (LC 16), 37=2428 (LC 32), 38=49 (LC 16), 39=89 (LC 17), 40=29 (LC 35), 41=322 (LC 17), 84=1164 (LC 33), 87=1278 (LC 32) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/40, 2-3=-3064/2975, 3-5=-1513/1740, 5-6=-1324/1364, 6-7=-1330/1382, 7-9=-1 452/1600, 9-1 0=-2869/2763 BOT CHORD 2-41=-2431/2447, 40-41=-1746/1761, 39-40=-1364/1388, 38-39=-999/101 5, 37-38=-626/641, 36-37=-2242/2297, 35-36=-1897/1951, 34-35=-1524/1578, 33-34=-1 150/1205, 31-33=-777/831, 30-31=-253/307, 29-30=-1242/1320, 28-29=-1096/1174, 27-28=-722/800, 26-27=-442/520, 25-26=4471525, 24-25=-727/805, 23-24=-1101/1179, 22-23=-1247/1325, 21-22=-197/274, 19-21=-749/825, 18-19=-1122/1199, 17-18=-1495/1572, 16-17=-1869/1945, 15-16=-2214/2291, 14-15=-574/662, 13-14=-947/1035, 12-13=-1320/1409, 11-12=-1694/1782, 10-11=-2379/2467 WEBS 9-15=-604/207, 5-30=-1387/1277, 5-37=-3119/2942, 3-37=-537/187, 6-30=-2066/1909, 6-22=-2040/1900, 7-15=-3031/2897, 7-22=-1391/1250 NOTES Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-16; Vult=liomph (3-second gust) Vasd=87mph; TCDL6.opsf; BCDL=6.opsf; h=25ft; B=45ft; L=45ft; eave=6ft; Cat. II; Exp C; Enclosed; MWFRS (directional) and C-C Exterior(2E) -1-6-10 to 2-11-6, Interior (1)2-11-6 to 22-6-0, Exterior(2R) 22-6-0 to 27-0-0, Interior (1) 27-0-0 to 45-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOLi .60 plate grip DOL=i .60 Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. All plates are 1.5x4 MT20 unless otherwise indicated. Gable studs spaced at 1-4-0 oc. ESSIo/v ING $2I C70068 \S -II EXP. 9-0-2024 / /* November 17,2022 ontI ued on page 2 -- WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml-7473 rev. 511912020 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 lviii k is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 250 Klag Circle Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Corona, CA 92880 Job ' Truss I Truss Type Qty Ply TOS RES 220502-A K12160729 Liotb B6 Common Supported Gable 1 1 Reference (optional) I Ramona Lumber Co., Inc., Ramona, CA - 92065, Run: 8.62 S Oct 26 2022 Print: 8.620 S Oct 26 2022 MiTek Industries, Inc. Thu Nov 17 11:08:59 Page: 2 I13:1.18_tHKOT3iY6rBYBtdrg98yNBQf-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f 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 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 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 1020 lb uplift at joint 10, 1148 lb uplift at joint 2, 2152 lb uplift at joint 15, 788 lb uplift at joint 30, 2176 lb uplift at joint 37, 792 lb uplift at joint 22, 2 lb uplift at joint 41, 126 lb uplift at joint 40,4 lb uplift at joint 11, 38 lb uplift at joint 12, 1020 lb uplift at joint 10 and 1148 lb uplift at joint 2. N/A This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a total drag load of 280 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 45-0-0 for 280.0 plf. This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2 gypsum sheetrock be applied directly to the bottom chord. No notches allowed in overhang and 10600 from left end and 0 from right end or 12" along rake from scarf, whichever is larger. Minimum 1.5x4 tie plates required at 2-0-0 o.c. maximum between the stacking chords. For edge-wise notching, provide at least one tie plate between each notch. LOAD CASE(S) Standard A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE VIII-7473 rev. 5119/2020 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 li.J ii k is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIJTPII Quality Criteria, DSB-89 and BCSI Building Component 250 <lug Circle Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Corona, CA 92880 I Job Truss I Truss Type Qty I Ply I MATOS RES I K12160730 I I 2 0502-A I Cl Common Girder 1 1 I Job Reference (optional) I Ramona Lumber Co., Inc., Ramona, CA - 92065, Run: 8.62 S Oct 262022 Print: 8.620 S Oct 262022 Muck Industries, Inc. Thu Nov 17 11:09:00 Page: 1 lD:5bnWBRdgBLtx1 Q?6xqicDIyNqoP-RfC?PsB7QHq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f 10-7-12 1 21-3-8 10-7-12 10-7-12 Special MT20 1.5x3 ON EACH FACE OF BOTH ENDS OF UN-PLATED 4x6 if MEMBERS OR EQUIVALENT CONNECTION BY OTHERS. 14 13 12 11 10 9 8 7 6 5 4 5x8 if 3x5 = 5x8 ii 21-3-8 Scale = 1:40.7 Plate Offsets (X, Y): [1:0-3-8,Edge], [1:0-3-h Edge], [2:0-2-12,0-2-0], [2:0-0-0,0-0-0],[2:0-0-0,0-0-0],[2:0-0-0,0-0-0], [2:0-0-0,0-0-0],[2:0-0-0,0-0-0], [3:0-3-8,Edgei, [3:0-3-1Edge] Loading (psf) Spacing 2-0-0 CSI DEFL in (lc) l/defl Lid PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TO 0.34 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 17.0 Lumber DOL 1.25 BC 0.90 Vert(TL) n/a - n/a 999 BOLL 0.0* Rep Stress lncr NO WB 0.00 Horiz(TL) 0.05 28 n/a n/a BCDL 10.0 Code 1B020181TP12014 Matrix-MS Weight: 120 lb FT = 10% Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-16; Vult110mph (3-second gust) Vasd=87mph; TCDL=6.opsf; BCDL=6.opsf; h=251t; B=45ft; L=24ft; eave=2ft; Cat. II; Exp C; Enclosed; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=h .60 Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. All plates are 45 MT20 unless otherwise indicated. Gable requires continuous bottom chord bearing. 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.opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 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 1083 lb uplift at joint 1, 1023 lb uplift at joint 3, 242 lb uplift at joint 14, 329 lb uplift at joint 13,26 lb uplift at joint 12, 297 lb uplift at joint 4, 341 lb uplift at joint 5, 40 lb uplift at joint 6, 1083 lb uplift at joint 1 and 1023 lb uplift at joint 3. This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a total drag load of 280 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 21-3-8 for 280.0 plf. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 287 lb down and 31 lb up at 10-7-12 on top chord. The design/selection of such connection device(s) is the responsibility of others. In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increased 1.25, Plate lncrease=1 .25 Uniform Loads (lb/ft) Vert: 1-2=-74, 2-3=-74, 253120 Concentrated Loads (lb) Vert: 2=-267 (B) 0ESS1Ot.. ING C70068 \ -II EXP. 9-30-2024 / LUMBER TOP CHORD 2X4 DF No. i&Btr G BOT CHORD 2X4 OF No. 1&Btr G OTHERS 2X4 OF Stud/Std G BRACING TOP CHORD Structural wood sheathing directly applied or 5-1-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 3-8-9 oc bracing. REACTIONS (size) 1=21-3-8, 3=21-3-8, 4=21-3-8, 5=21-3-8, 6=21-3-8, 7=21-3-8, 9=21-3-8, 10=21-3-8, 11=21-3-8, 12=21.38, 13=21-3-8, 14=21-3-8, 25=21-3-8, 28=21-3-8 Max Horiz 1=43 (LC 25), 25=43 (LC 25) Max Uplift 1-1083 (LC 27), 3-1023 (LC 28), 4=-297 (LC 28), 5=-341 (LC 40), 6=40 (LC 28),12=-26 (LC 27), 13=-329 (LC 39),14=-242 (LC 27), 25=-1083 (LC 27), 28=-1023 (LC 28) Max Gray 11324 (LC 32), 3=1229 (LC 31), 4=654 (LC 40), 5=211 (LC 28), 6=116 (LC 40), 7=81 (LC 3), 9=93 (LC 3), 10=39 (LC 3), 11=44 (LC 3),12=121 (LC 39), 13=172 (LC 27), 14=629 (LC 39), 25=1324 (LC 32), 28=1229 (LC 31) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-3148/2689, 2-3=-3147/2687 BOT CHORD 1-14=-2731/3167,13-14=-2046/2482, 12-13=-1673/2108, 11-12=-1300/1735, 10-11=-926/1324, 9-10=-516/1316, 7-9=-924/1359, 6-7=-129711732, 5-6=-1670/2106, 4-5=-2044/2479, 3-4=-2729/3164 NOTES November 17,2022 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEI< REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTekrS connectors. This design is bawd only upon parameters shown, and is for an individual building component, not a tress 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 IVIiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSlfTPl1 Quality Criteria, DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Corona, CA 92880 (Job , Truss I Truss Type Qty Ply I MATOS RES I K12160731 I I 2?0502-A Dl Monopitch Supported Gable 1 1 I Job Reference (optional) I Ramona Lumber Co., Inc., Ramona, CA - 92065, Run: 8.62 S Oct 262022 Print: 8.620 S Oct 262022 Milek Industries, Inc. Thu Nov 17 11:09:00 Page: 1 ID:hDTeQKV8dXXYK7eOIqcMyMyNqMA-RfC?PsB70Hq3NSgPqnL8w3ulTXbGKWrCDoi7J4zJC"f -1-6-0 6-4-9 12-4-0 1-6-0 6-4-9 5-11-7 4x10 = MT20 1.5x3 ON EACH FACE OF BOTH ENDS OF UN-PLATED 3x5 OR EQUIVALENT CONNECTION BY OTHERS 12 24 3x5 e 3x5 3 (9 9 e'T (6 , U, 'S co 00 9 C> illL 1 _____ 0 0 -- 11 10 98 7 6 5x6 = 4x5 ci 2.5x5 ii I 6-4-9 I 12-4-0 I 6-4-9 I 5-11-7 Scale = 1:37.6 Plate Offsets (X, Y): [2:0-2-0,0-1-0], [2:0-3-11, Edge], [3:0-7-0, Edge], [4:Edge,0-3-11], [5:0-3-00-2-12], [9:0-3-00-1-41 Loading (psf) Spacing 2-0-0 CSI DEFL in (lc) l/defl Ud PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL - 1.25 TC 0.26 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 17.0 Lumber DOL 1.25 BC 0.39 Vert(CT) n/a - n/a 999 BOLL 0.0* Rep Stress lncr NO WB 0.80 Horz(CT) -0.01 7 n/a n/a BCDL 10.0 Code 1BC2018/TPl2014 Matrix-AS Weight: 86 lb FT = 10% LUMBER TOP CHORD 2X4 DF No. 1&Btr G BOT CHORD 2X4 DF No. 1&Btr G WEBS 2X4 DF Stud/Std G OTHERS 2X4 DF Stud/Std G BRACING TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. REACTIONS (size) 2=12-4-0,5=12-4-0,6=12-4-0, 7=12-4-0, 8=12-4-0, 9=12-4-0, 10=12-4-0, 11=12-4-0, 21=12-4-0 Max Horiz 2=167 (LC 34), 21 =167 (LC 34) Max Uplift 2=-834 (LC 35), 5=475 (LC 30), 9=-980 (LC 35), 10=-86 (LC 32), 11=-61 (LC 35), 21=-834 (LC 35) Max Gray 2=933 (LC 44), 5=552 (LC 39), 6=96 (LC 3), 7=38 (LC 3), 8=37 (LC 3), 9=1178 (LC 32), 10=68 (LC 35), 11=201 (LC 32), 21=933 (LC 44) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/40, 2-3=-2216/2109, 3-4=-1847/1769, 4-5=-166/143 BOT CHORD 2-11=-1956/1938, 10-11=-1271/1253, 9-10=-898/879, 8-9=-604/586, 7-8=-431/376, 6-7=-465/429, 5-6=-1191/1172 WEBS 3-9=-1253/1199, 3-5=-1188/1224 NOTES Wind: ASCE 7-16; Vult110mph (3-second gust) Vasd=87mph; TCDL=6.opsf; BCDL=6.opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp C; Enclosed; MWFRS (directional) and C-C Corner(3E) -1-6-10 to 1-6-10, Exterior(2N) 1-6-10 to 12-2-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. Gable requires continuous bottom chord bearing. 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 3-06-00 tall by 2-00-00 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 834 lb uplift at joint 2, 980 lb uplift at joint 9,475 lb uplift at joint 5,61 lb uplift at joint 11, 86 lb uplift at joint 10 and 834 lb uplift at joint 2. This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a total drag load of 280 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 12-4-0 for 280.0 plf. This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard ,40f ESSIO IN &IfNG C70068 \ I3 EXP. 9-0-2024 / 1* November 17,2022 WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE VII-7473 rev. 5/19/2020 BEFORE USE Design valid for use only with MiTek8t 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 fJ T k is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Corona, CA 92880 I Job ,' Truss I Truss Type Qty Ply MATOS RES K12160732 220502-A 02 MOflOpith 1 1 I Job Reference (optional) Ramona Lumber Co., Inc., Ramona, CA - 92065, Run: 8.62 S Oct 262022 Print: 8.620 S Oct 262022 MiTek Industries, Inc. Thu Nov 17 11:09:01 Page 1 ID:vFFmeGY9Y4FOVNrSMWDcwPyNqOh-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f -1-6-0 6-4-9 1-6-0 6-4-9 5-11-7 2.5x5 ii 4 5 (9 3x5 = 1x4 if 3x5 6-4-9 12-4-0 6-4-9 5-11-7 Scale = 1:38.5 Loading (psf) Spacing 2-0-0 CSI DEFL in (lc) l/defl Lid PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) -0.03 6-9 >999 240 MT20 220/195 TCDL 17.0 Lumber DOL 1.25 BC 0.25 Vert(CT) -0.13 6-9 >999 180 BCLL 0.0* Rep Stress lncr YES WB 0.62 Horz(CT) 0.02 5 n/a n/a BCDL 10.0 Code lBC2018/TP12014 Matrix-AS Weight: 54 lb FT = 10% LUMBER TOP CHORD 2X4 DF No.1&BtrG BOT CHORD 2X4 DF No.1&BtrG WEBS 2X4 DF Stud/Std G BRACING TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. REACTIONS (size) 20-3-8, 5=0-3-8 Max Horiz 2=172(LC 11) Max Uplift 2=-81 (LC 12), 5=-34 (LC 12) Max Gray 2=695 (LC 1), 5=565 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/40,2-3=-947/173, 3-4=-148/78, 4-5=-172/117 BOT CHORD 2-6=-281/846, 5-6=-281/846 WEBS 3-6=0/277, 3-5=-892/245 NOTES Wind: ASCE 7-16; Vult=llomph (3-second gust) Vasd87mph; TCDL=6.opsf; BCDL6.opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Enclosed; MWFRS (directional) and C-C Exterior(26) -1-6-10 to 1-5-6, Interior (1) 1-5-6 to 12-2-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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 toad of 20.opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 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 81 lb uplift at joint 2 and 34 lb uplift at joint 5. This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard IR &I\NG C70068 November 17,2022 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/10/2020 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 verity 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 (.J1 T k is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 250 klug Circle Safety lnfonnation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Corona, CA 92880 I Job -' , I Truss I Truss Type I Qty I Ply MATOS RES I L2502 1 K12160733 -A D3 Monopitch Girder 3 Job Reference (optional) Ramona Lumber Co., Inc., Ramona, CA -92065, Run: 8.62 S Oct 262022 Print: 8.620 S Oct 262022 MiTek Industries, Inc. Thu Nov 17 11:09:01 Page: 1 ID:2GOElHNxRzkBaQ4gQUPlyNqL1-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f 4-5-4 8-2-6 12-3-0 4-5-4 3-9-2 4-0-10 1.5x4 it 0 i•T 0 3x12m 3x8 ii M18AHS9x10 = 4x5 HUS26 HUS26 HUS26 HUS26 HUS26 HUS26 4-5-4 8-2-6 12-3-0 4-5-4 3-9-2 4-0-10 Scale * 1:43.4 Plate Offsets (X, Y): (1:0-2-15,0-1-8], [2:0-2-0,0-2-0], [3:0-2-0,0-1-8], [6:0-3-8,0-4-12], [7:0-4-12,0-1-8] Loading (psi) Spacing 2-0-0 CSI DEFL in (lc) l/defl Lid PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) -0.08 7-9 >999 240 MT20 220/195 TCDL 17.0 Lumber DOL 1.25 BC 0.84 Vert(CT) -0.27 7-9 >531 180 M18AHS 169/162 BCLL 0.0* Rep Stress lncr NO WB 0.73 Horz(CT) 0.06 5 n/a n/a BCDL 10.0 Code 1BC2018/TP12014 Matrix-MS - Weigh!: 198 lb FT = 10% LUMBER TOP CHORD 2X4 DF No.1&Btr G BOT CHORD 2X6 DF SS G WEBS 2X4 OF Stud/Std G *Except* 3-6:2X4 DF No.i&Btr G BRACING TOP CHORD Structural wood sheathing directly applied or 5-8-7 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size) 1=0-3-0, 5=0-3-0 Max Horiz 1=161 (LC 20) Max Uplift 1=-296 (LC 8), 5-305 (LC 8) Max Gray 17749 (LC 13), 57730 (LC 15) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-15457/592, 2-3=-7975/329, 3-4=-i 53/48, 4-5=-i 27/28 BOT CHORD 1-7=-550/1 4320, 6-7=-550/14320, 5-6=-289/7450 WEBS 2-7=-148/5129, 2-6=-7489/316, 3-6=-274/8246, 3-5=-9337i394 NOTES 3-ply truss to be connected together with 1 O (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 3 rows staggered at 0-4-0 oc. Web 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. Wind: ASCE 7-16; Vult=i 10mph (3-second gust) Vasd=87mph; TCDL6.opsf; BCDL6.opsf; h25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Enclosed; MWFRS (directional); cantilever left and right exposed end vertical left and right exposed; Lumber DOL=i .60 plate grip DOL=i .60 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 20.0p5f on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Provide mechanical connection (by others) of truss to bearing plate at joint(s) 5. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 296 lb uplift at joint 1 and 305 lb uplift at joint 5. This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ii) Use Simpson Strong-Tie HUS26 (14-16d Girder, 4-16d Truss) or equivalent spaced at 2-0-0 oc max. starting at 1-0-4 from the left end to 11-0-4 to connect truss(es) to back face of bottom chord. 12) Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=i .25, Plate lncrease=1 .25 Uniform Loads (lb/fl) Vert: 1-4=-74, 1-5=-20 Concentrated Loads (lb) Vert: 9=-2219 (B), 10=-2219 (B), 11=-2219 (B), 12=-2219 (B), 13=-2219 (B), 14=-2219 (B) ,oESSIoIN C70068 —J November 17,2022 WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIl-7473 rev. 5/19/2020 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 IV1iTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safely Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Corona, CA 92880 Job Truss I Truss Type Qty Ply I MATOS RES I K12160734 I 20502-A El Monopitch Supported Gable 1 1 I Job Reference (optional) I Ramona Lumber Co., Inc., Ramona, CA - 92065, Run: 8.62 S Oct 262022 Print: 8.620 S Oct 262022 MiTek Industries, Inc. Thu Nov 17 11:09:01 Page: 1 ID:k4GezSooXDkjQ5ObwCMMtgyNAkE-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f -1-6-0 7-0-9 13-8-1 1-6-0 7-0-9 6-7-7 2.5x5 a MT20 1.5x3 ON EACH FACE OF BOTH ENDS OF UN-PLATED MEMBERS OR EQUIVALENT CONNECTION BY OTHERS. 4.5 1 r 1x4 it 9 c th U 0 +ii 0 0 0 12 ii 109 8 7 6 MT20HS 5x12 a 2.5x5 it 1x4 it 3x5 a 7-0-9 13-8-0 7-0-9 6-7-7 Scale = 1:49.5 Plate Offsets (X, Y): [20-4-7,0-3-0], [3:0-1-12, Edge], [5:0-3-0,0-3-0], [9:0-3-0,0-1-4] Loading (psf) Spacing 2-0-0 CSI DEFL in (lc) 1/defl Lid PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) n/a - n/a 999 MT20HS 165/146 TCDL 17.0 Lumber DOL 1.25 BC 0.32 Vert(CT) n/a - n/a 999 MT20 220/195 BCLL 0.0* Rep Stress Incr NO WB 0.60 Horz(CT) -0.01 8 n/a n/a BCDL 10.0 Code 1BC2018/TP12014 Matrix-AS Weight: 100 lb FT = 10% Wind: ASCE 7-16; Vult=ilomph (3-second gust) Vasd87mph; TCDL=6.opsf; BCDL6.opsf; h25ft; B45ft; L=24ft; eave2ft; Cat. II; Exp C; Enclosed; MWFRS (directional) and C-C Corner(3E) -1-6-10 to 1-6-10, Exterior(2N) 1-6-10 to 13-6-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=i.60 Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. All plates are MT20 plates unless otherwise indicated. Gable requires continuous bottom chord bearing. 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 3-06-00 tall by 2-00-00 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 1020 lb uplift at joint 2, 1275 lb uplift at joint 9, 579 lb uplift at joint 5,29 lb uplift at joint 12, 94 lb uplift at joint 11,4 lb uplift at joint 10, 7 lb uplift at joint 6, 5 lb uplift at joint 7 and 1020 lb uplift at joint 2. This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ii) This truss has been designed for a total drag load of 280 plf. Lumber DOL=(i .33) Plate grip DOL(1 .33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 13-8-0 for 280.0 plf. This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. No notches allowed in overhang and 10600 from left end and 0 from right end or 12" along rake from scarf, whichever is larger. Minimum 1.5x4 tie plates required at 2-0-0 o.c. maximum between the stacking chords. For edge-wise notching, provide at least one tie plate between each notch. LOAD CASE(S) Standard C70068 —J * 1* LUMBER TOP CHORD 2X4 DF No.1&BtrG BOT CHORD 2X4 DF No.1&BtrG WEBS 2X4 DF Stud/Std G OTHERS 2X4 DF Stud/Std G BRACING TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 3-5 REACTIONS (size) 2=13-8-0, 5=13-8-0,6=13-8-0, 7=13-8-0,8=13-8-0,9=13-8-0, 10=13-8-0, 11=13-8-0,12=13-8-0, 24=13-8-0 Max Horiz 2=640 (LC 30), 24=640 (LC 30) Max Uplift 2=-1020 (LC 35), 5-579 (LC 30), 6=-7 (LC 37), 7=-5 (LC 30), 9=-1275 (LC 35), 10=-4 (LC 36), 11=-94(LC 1), 12=-29 (LC 30), 24=-1020 (LC 35) Max Gray 2=1150 (LC 44), 5669 (LC 39), 6=91 (LC 3), 7=37 (LC 3), 8=60 (LC 3), 9=1417 (LC 32), 10=85 (LC 3), 11=46(LC 30), 12=229 (LC 3), 24=1150 (LC 44) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/40, 2-3=-2691/2539, 3-4=-2085/1977, 4-5=-187/164 BOT CHORD 2-12=-2052/2036, 11-12=-1367/1351, 10-11=-993/978, 9-10=-613/605, 8-9=-543/529, 7-8=435/458, 6-7=-846/832, 5-6=-i 552/1538 WEBS 3-9=-1536/1477. 3-5=-1541/1578 NOTES November 17,2022 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTekS 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 IV1iTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, OSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Corona, CA 92880 Job I Truss Truss Type Qty Ply MATOS RES I K12160735 I 220502-A E2 Monopitch 1 1 I Job Reference (optional) I Ramona Lumber Co., Inc., Ramona, CA - 92065, Run: 8.62 S Oct 262022 Print: 8.620 S Oct 262022 MiTek Industries, Inc. Thu Nov 17 11:09:02 Page: 1 IDhkvqyy1i2270C0LFYhBq9gyNAjx-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f -1-6-0 7-0-9 13-8-0 1-6-0 7-0-9 6-7-7 2.5x5 ii 4 9 I 1:111 10 305= 1x4 it 3x5 7-0-9 13-8-0 7-0-9 6-7-7 Scale = 1:40.8 Loading (psf) Spacing 2-0-0 CSI DEFL in (lc) 1/defi L/d PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) -0.04 6-9 >999 240 MT20 220/195 TCDL 17.0 Lumber DOL 1.25 BC 0.31 Vert(CT) -0.19 6-9 >857 180 BCLL 0.0* Rep Stress lncr YES WB 0.87 Horz(CT) 0.02 5 n/a n/a BCDL 10.0 Code 1BC2018/TP12014 Matrix-AS Weight: 59 lb FT = 10% LUMBER TOP CHORD 2X4 DF No. 1&BtrG BOT CHORD 2X4 DF No.1 &Btr G WEBS 2X4 DF Stud/Std G BRACING TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. REACTIONS (size) 2=0-3-8, 5=0-3-8 Max Horiz 2=190(LC 11) Max Uplift 2=-84 (LC 12), 5-39 (LC 12) Max Gray 2=757 (LC 1), 5=629 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/40,2-3=-1066/183,3-4=-165/84, 4-5=-191/122 BOT CHORD 2-6=-294/952, 5-6=-294/952 WEBS 3-6=0/309, 3-5=-1005/255 NOTES Wind: ASCE 7-16; VultllOmph (3-second gust) Vasd=87mph; TCDL=6.opsf; BCDL=6.opsf; h=25ft; B45ft; L24ft; eave=4ft; Cat. II; Exp C; Enclosed; MWFRS (directional) and C-C Exterior(2E) -1-6-10 to 1-5-6, Interior (1)1-5-6 to 13-6-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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 3-06-00 tall by 2-00-00 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 84 lb uplift at joint 2 and 39 lb uplift at joints. This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard ING 41, C70068 \ I , EXP. 9-302024 I 1*4 November 17,2022 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE MII-7473 rev. 5/19/2020 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 IVIiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Corona, CA 92880 Job I Truss I Truss Type Qty Ply I MATOS RES Girder 1 K12160736 I 220502-A E3 Monopitch 3 Job Reference (optional) Ramona Lumber Co., Inc., Ramona, CA - 92065, Run: 8.62 S Oct 26 2022 Print: 8.620 S Oct 26 2022 MiTek Industries, Inc. Thu Nov 17 11:09:02 Page: 1 ID:3yA2FnCmTPebUy_HhONgchyNBmr-RfC?PsB7OHq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f 1-6-0 1 3-11-4 7-11-4 13-8-0 1-6-0 3-11-4 4-0-0 5-8-12 1.5x4 ii 0 9 Co 4xlO= 4x8= 3x8 if M18AHS7x14 if HUS26 HUS26 HUS26 HUS26 HUS26 HUS26 3-11-4 i 7-11-4 13-8-0 3-11-4 4-0-0 5-8-12 Scale = 1:41.9 Plate Offsets (X, Y): [2:0-1-8,0-0-4], [3:0-2-8,0-1-8], [4:0-2-12,0-1-8], [8:0-4-12,0-1-81 Loading (psf) Spacing 2-0-0 CSI DEFL in (lc) l/defl Lid PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.25 TIC 0.73 Vert(LL) -0.10 6-7 >999 240 MT20 220/195 TCDL 17.0 Lumber DOL 1.25 BC 0.93 Vert(CT) -0.34 6-7 >478 180 M18AHS 169/162 BOLL 0.0* Rep Stress lncr NO WB 0.86 Horz(CT) 0.08 6 n/a n/a BCDL 10.0 Code lBC2018/TP12014 Matrix-MS Weight: 227 lb FT = 10% LUMBER TOP CHORD 2X4 OF No.i&BtrG BOT CHORD 2X6 OF SS G WEBS 2X4 OF Stud/Std G *Except* 4-7:2X4 OF No. 1&Btr G BRACING TOP CHORD Structural wood sheathing directly applied or 5-5-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-00c bracing. REACTIONS (size) 20-3-8, 6=0-3-8 Max Horiz 2=188 (LC 20) Max Uplift 2=-292 (LC 8), 6=-258 (LC 8) Max Gray 2=7551 (LC 13), 6=7828 (LC 15) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/40, 2-3=-17696/540, 3-4=-11322/377, 4-5=-223/53, 5-6=-172/40 BOT CHORD 2-8=-507/16461, 7-8=-507/16461, 6-7=-331/10612 WEBS 3-8=-86/3977, 3-7=-6210/203, 4-7=-216/9063, 4-6=-i 1841/418 NOTES 3-ply truss to be connected together with 1 O (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-6-0 oc. Bottom chords connected as follows: 2x6 - 3 rows staggered at 04-0 oc. Web connected as follows: 2x4 -2 rows staggered at 04-0 oc, Except member 3-7 2x4 - 1 row at 0-9-0 oc, Except member 4-6 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. Wind: ASCE 7-16; Vult=llomph (3-second gust) Vasd=87mph; TCDL=6.opsf; BCDL=6.opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Enclosed; MWFRS (directional); cantilever left and right exposed end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=i .60 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 3-06-00 tall by 2-00-00 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 292 lb uplift at joint 2 and 258 lb uplift at joint 6. This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. Use Simpson Strong-Tie HUS26 (14-16d Girder, 4-16d Truss) or equivalent spaced at 2-0-0 oc max. starting at 1-11-4 from the left end to 11-11-4 to connect truss(es) to front face of bottom chord. ii) Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1 .25 Uniform Loads (lb/ft) Vert: 1-5=-74, 2-6=-20 Concentrated Loads (lb) Vert: 8-2153 (F), 7-2153 (F), 11-2153 (F), 12=-2153 (F), 13=-2153 (F), 14=-2153 (F) ,oESSIO/*N NIS C70068 —A November 17,2022 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 511912020 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 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 I1iTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 250 Klag Circle Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Corona, CA 92880 Job Truss I Truss Type Qty Ply I MATOS RES I K12160737 I I 22050 2-A Fl Common Supported Gable 1 1 I Job Reference (optional) I Ramona Lumber Co., Inc., Ramona, CA - 92065, Run: 8.62 S Oct 26 2022 Print 8.620 S Oct 262022 MiTek Industries, Inc. Thu Nov 17 11:09:02 Page: 1 ID:UIZ?m8?60TLhGda7Vgz3bCyNFgH-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f 5-11-0 5-8-8 5-0-0 5-2-8 5-0-0 0-2-8 3-8-0 0-6-0 0-2-8 MT20 1.5x3 ON EACH FACE OF BOTH ENDS OF UN-PLATED 1x4 ii MEMBERS OR EQUIVALENT CONNECTION BY OTHERS. 1x4 ii 512 r 4 23 45 en 3x5= 3x5 Scale= 1:51.9 1.5x4 ii 5-11-0 5-5-8 5-0-0 I 9-7-1 5-0-0 3-8-0 0-5-8 0-5-8 Plate Offsets (X, Y): [1:0-2-00-1-8] Loading (psf) I Spacing 2-0-0 CSI DEFL in (lc) 1/defl Lid I PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.48 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 17.0 Lumber DOL 1.25 BC 0.04 Vert(CT) n/a - n/a 999 BCLL 0.0 Rep Stress lncr YES WB 0.09 Norz(CT) 0.00 7 n/a n/a BCDL 10.0 Code 1BC2018/TP12014 Matrix-AS Weight: 87 lb FT = 10% LUMBER Wind: ASCE 7-16; Vult=llOmph (3-second gust) TOP CHORD 2X4 DF No. 1&Btr G Vasd=87mph; TCDL=6.opsf; BCDL6.opsf; h25ft; BOT CHORD 2X4 DF No. 1&Btr G B=45ft; L=24ft; eave=2ft; Cat. II; Exp C; Enclosed; WEBS 2X4 DF Stud/Std G *Except* 18-11:2X6 DF MWFRS (directional) and C-C Corner(3E) 6-10-4 to SSG 9-10-4, Exterior(2N) 9-10-4 to 11-11-0, Corner(3R) OTHERS 2X4 DF Stud/Std G 12-5-0 to 15-5-0, Exterior(21N) 15-5-0 to 16-1-12 zone; BRACING cantilever left and right exposed ; end vertical left and TOP CHORD Structural wood sheathing directly applied, right exposed;C-C for members and forces & MWFRS except end verticals. for reactions shown; Lumber DOL=1.60 plate grip BOT CHORD Rigid ceiling directly applied. DOL=1 60 JOINTS 1 Brace at Jt(s). 18 Truss designed for wind loads in the plane of the truss REACTIONS (size) 7=9-7-1, 8=9-7-1, 9=9-7-1, only. For studs exposed to wind (normal to the face), 10=9-7-1, 11=9-7-1, 12=9-7-1, see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 13=9-7-1, 14=9-7-1, 15=9-7-1 Gable requires continuous bottom chord bearing. Max Horiz 15=119 (LC 11) Truss to be fully sheathed from one face or securely Max Uplift 7=-14 (LC 9), 8=-1 (LC 13), 10=-71 braced against lateral movement (i.e. diagonal web). (LC 12), 11=-36 (LC 12), 12=-50 Gable studs spaced at 1-4-0 oc. (LC 12), 14=-13 (LC 19), 15=-13 This truss has been designed for a 10.0 psf bottom (LC 8) chord live load nonconcurrent with any other live loads. Max Gray 7=149 (LC 1), 8=48 (LC 3), 9=50 * This truss has been designed for a live load of 20.Opsf (LC 3), 10=132 (LC 18), 11=75 (LC on the bottom chord in all areas where a rectangle 1), 12=196 (LC 1), 13=83 (LC 3), 3-06-00 tall by 2-00-00 wide will fit between the bottom 14=29 (LC 3), 15=213 (LC chord and any other members. FORCES (Ib) - Maximum Compression/Maximum A plate rating reduction of 20% has been applied for the Tension green lumber members. TOP CHORD 1270/44, 232/0, 452/0, 5-649/33, Provide mechanical connection (by others) of truss to 67126/42, 1-15=-173171 bearing plate capable of withstanding 13 lb uplift at joint BOT CHORD 1415186/184, 1314186/184, 12-13=186/184, 1112124/202, 15, 14 lb uplift at joint 7,71 lb uplift at joint 10, SO lb ,/' 1011124/202, 91052/65, 8952/65, uplift at joint 12,36 lb uplift at joint 11, 13 lb uplift at joint 14 and 1 lb uplift at joint 8. 7852/65 This truss is designed in accordance with the 2018 C70068 M WEBS 101779/63, 517126/100, International Building Code section 2306.1 and 12-16-121/100, 2-16-167/137, referenced standard ANSI/TPI 1. 9-30- 024 1-12=-127/224, 6-10=-113/200, 16186/17, ii) This truss design requires that a minimum of 7/16" * 17186/17, 11-1893/75 structural wood sheathing be applied directly to the top NOTES chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard F November 17,2022 WARNING Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MiI-7473 rev. 5/19/2020 BEFORE USE Design valid for use only with MiTeklSt 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 is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing rvliT k* is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and acsi Building component 250 Klug Circle Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Corona, CA 92880 I Job Truss I Truss Type Qty Ply MATOS RES I K12160738 I 220502-A F2 Common 3 1 I Job Reference (optional) I Ramona Lumber Co., Inc., Ramona, CA - 92065, Run: 8.62 5 Oct 26 2022 Print: 8.620 5 Oct 26 2022 MiTek Industries, Inc. Thu Nov 17 11:09:03 Page: 1 ID'cL?VmB43dJtnD?EzDWqhaj,NFzZ-RfC?PsB70Hq3NSgPqnL8w3ulTXbGKWrCDoi7J4zJC?f 5-11-0 5-8-8 5-2 -8 5-0-0 ii ii 9-7-1 5-0-0 3-8-0 0-2-8 0-6-0 0-2-8 1x4 a 1x4 a A. j Cr) 7 2.5x5 ii 3x5= 3x5 1.5x4 v 1x4 = Scale = 1:53 1.5x4 ii 5-11-0 5-5-8 5-0-0 9-7-1 5-0-0 3-8-0 0-5-8 0-5-8 Plate Offsets (X, Y): [1:0-2-0,0-1-8] Loading (psf) Spacing 2-0-0 CSI DEFL in (lc) 1/defi Lid PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) 0.03 10-11 >999 240 MT20 220/195 TCDL 17.0 Lumber DOL 1.25 BC 0.14 Vert(CT) -0.09 10-11 >999 180 BCLL 0.0* Rep Stress lncr NO WB 0.75 Horz(CT) 0.00 7 n/a n/a BCDL 10.0 Code 1BC2018/TP12014 Matrix-AS Weight: 66 lb FT = 10% LUMBER TOP CHORD 2X4 DF No.1&Btr G BOT CHORD 2X4 DF No.1&BtrG WEBS 2X4 DF Stud/Std G *Except* 14-9:2X6 DF SS G BRACING TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. JOINTS 1 Brace at Jt(s): 14 REACTIONS (size) 70-3-8, 11=0-3-8 MaxHoriz ii=119(LC11) Max Uplift 75 (LC 12), 11-9 (LC 12) Max Gray 7=420 (LC 1), 11=425 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-294/99, 2-3=-2/0, 4-5=-3/0, 5-6=-274/96, 6-7=-388/169, 1-11=-360/162 BOT CHORD 10-11=-181/179, 9-10=-133/282, 8-9=-i 33/282, 7-8=-43/54 WEBS 6-8=-92/256, 1-10=-44/185,10-12=-78/96, 2-12=-87/93, 8-13=-37/67, 5-13=-46/57, 12-14=-251/150, 13-14=-251/150, 914=64/0 NOTES Wind: ASCE 7-16; Vult=liomph (3-second gust) Vasd=87mph; TCDL=6.opsf; BCDL=6.opsf; h=25ft; B*45ft; L=24ft; eave=4ft; Cat. II; Exp C; Enclosed; MWFRS (directional) and C-C Exterior(2E) 6-104 to 9-10-4, Interior (1)9-10-4 to 11-11-0, Exterior(2R) 12-5-0 to 15-5-0, Interior (1) 15-5-0 to 16-1-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DO L= 1. 60 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 3-06-00 tall by 2-00-00 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 9 lb uplift at joint ii and 5 lb uplift at joint 7. This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. Load case(s) 1 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase1.25, Plate Increase=i .25 Uniform Loads (lb/fl) Vert: 1-2=-74, 2-3=-34, 4-5=-34, 5-6 -74, 711a20 Concentrated Loads (lb) Vert: 14=-25 cESSIOAN (9flNG)\\ C70068 —J November 17,2022 WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTektS 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 into prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 1VIiT k* is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and trans systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Corona, CA 92880 Job I Truss Truss Type Qty I Ply I MATOS RES I Ii K12160739 I 22,0502-A F3 Common 5 I Job Reference (optional) I Ramona Lumber Co., Inc., Ramona, CA - 92065, Run: 8.62 S Oct 262022 Print: 8.620 S Oct 262022 MiTek Industries, Inc. Thu Nov 17 11:09.03 Page: 1 ID:cL?VmB43dJtnD?EzDWqhajiNFzZ-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f 5-5-8 9-7-1 5-5-8 4-1-8 4x5 12 4.5 E 2.5x5 it 3x8 = 1.5x4 II 5-5-8 9-7-1 5-5-8 4-1-8 Scale = 1:34.2 Plate Offsets (X, Y): [1:0-2-0,0-1-8] Loading (psf) Spacing 2-0-0 CSI DEFL in (lc) l/defl Lid PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) -0.02 5-6 >999 240 MT20 220/195 TCDL 17.0 Lumber DOL 1.25 BC 0.13 Vert(CT) -0.05 5-6 >999 180 BCLL 0.0* Rep Stress lncr NO WB 0.12 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code IBC2018iTP12014 Matrix-AS Weight: 54 lb FT = 10% LUMBER TOP CHORD 2X4 DF No. 1&Btr G BOT CHORD 2X4 DF No. 1&Btr G WEBS 2X4 DF Stud/Std G BRACING TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. REACTIONS (size) 4=0-3-8, 6=0-3-8 Max Horiz 6=22 (LC 11) Max Uplift 4=-29 (LC 12), 6=-20 (LC 12) Max Gray 4=437 (LC 1), 6=437 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-336/127, 2-3=-313/135, 3-4=-402/172, 1-6=-383/162 BOT CHORD 5-6=-57/60, 4-5=-10/20 WEBS 3-5=-99/298,1-5=-43/224, 2-5=-184/146 NOTES Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-16; Vultll0mph (3-second gust) Vasd=87mph; TCDL=6.opsf; BCDL6.opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Enclosed; MWFRS (directional) and C-C Exterior(2E) 6-10-4 to 9-10-4, Interior (1)9-10-4 to 12-2-0, Exterior(2R) 12-2-0 to 15-2-0, Interior (1) 15-2-0 to 16-1-12 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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 3-06-00 tall by 2-00-00 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 20 lb uplift at joint 6 and 29 lb uplift at joint 4. This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard /OESSIOI .... 9 NG C70068 —J November 17,2022 WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 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 verity 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 rvi iTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Corona, CA 92880 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Center plate on joint unless x, y offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths I I I (Drawings not to scale) Failure to Follow Could Cause Property Damage or Personal Injury Dimensions are Dii in ft-in-sixteenths. n-sxteent I Additional stability bracing for truss system, e.g. Apply plates to both sides of truss 1 2 3 diagonal or X-bracing, is always required. See BCSI. and fully embed teeth. TOP CHORDS Truss bracing must be designed by an engineer. For C1-2 C2 3 wide truss spacing, individual lateral braces themselves O-16" may require bracing, or alternative Tor WEBS bracing should be considered. I-:- NL : 4 Never exceed the design loading shown and never I stack materials on inadequately braced trusses. a- 0 a- Provide copies of this truss design to the building I- o designer, erection supervisor, property owner and For 4 x 2 orientation, locate /4A plates 0- 1'i' from outside C7-8 C6-7 C5-6 i— all other interested parties. BOTTOM CHORDS Cut members to bear tightly against each other. edge of truss. 8 7 6 5 Place plates on each face of truss at each joint and embed fully. Knots and wane at joint - This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE locations are regulated by ANSI/TPI 1. - required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO Design assumes trusses will be suitably protected from connector plates. THE LEFT. the environment in accord with ANSI/TPI 1. * Plate location details available in MiTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. Unless otherwise noted, moisture content of lumber software or upon request. shall not exceed 19% at time of fabrication Unless expressly noted, this design is not applicable for PRODUCT CODE APPROVALS use with fire retardant, preservative treated, or green lumber. PLATE SIZE ICC-ES Reports: Camber is a non-structural consideration and is the The first dimension is the plate responsibility of truss fabricator. General practice is to 4 x 4 width measured perpendicular ESR-1311, ESR-1352, E5R1988 camber for dead load deflection. to slots. Second dimension is ER-3907, ESR-2362, ESR-1 397, ESR-3282 Plate type, size, orientation and location dimensions the length parallel to slots, indicated are minimum plating requirements. LATERAL BRACING LOCATION Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 7 Indicated by symbol shown and/or by text in the bracing section of the Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Top chords must be sheathed or purlins provided at spacing indicated on design. output. Use T or I bracing if indicated. Lumber design values are in accordance with ANSI/TPI 1 Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. section 6.3 These truss designs rely on lumber values BEARING established by others. Connections not shown are the responsibility of others. Do not cut or alter truss member or plate without prior Indicates location where bearings approval of an engineer. (supports) occur. Icons vary but reaction section indicates joint © 2012 MiTek® All Rights Reserved Install and load vertically unless indicated otherwise. number where bearings occur. Mm size shown is for crushing only. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: MR Review all portions of this design (front, back, words ANSlrrPl1: National Design Specification for Metal and pictures) before use. Reviewing pictures alone is not sufficient. Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. • Design assumes manufacture in accordance with - BCSI: Building Component Safety Information, - M iTek ANSI/TPI 1 Quality Criteria. Guide to Good Practice for Handling, 21 The design does not take into account any dynamic Installing & Bracing of Metal Plate or other loads other than those expressly stated. Connected Wood Trusses. MiTek Engineering Reference Sheet: MII-7473 rev. 5/19/2020 CAL HI SUB GIRDEr CAL HIP GIRDER 24 TYP * SUPPORT OF B.C. OF STANDARD OPEN END Mu-OPEN JACK-BLOC KS JACK USING PRESSURE BLOCKS Mflek USA. Inc. Page 1 of 1 Loading (PSF): BCDL 10.0 PSF MAX 2x4 bot. chord Carrier truss 3" MIN.) ,2x4 block j V. jack letween jacks, truss nailed to carrier bct (typ) w/6 (0.131' X 3" MIN.) nails spaced at 3" cc. [AUGtJT 1, 2016 EI1L1 ® tic7lffi Milek USA, Inc. REDBY A MTek Afllflate PARTIAL FRAMING PLAN OF CALIFORNIA HIP SET WITH SUB GIRDER BC of carrier truss \_ 2-(0.131' XT' MIN.) NAILS (typ) BOTTOM CHORD OF OPEN END JACK 2x4 block between jacks, nailed to carrier BC WI 6-(0.131" X 3' MIN.) NAILS @ 3' o.c. SEE'TEMBER 1, 2021 Standard Gable End Detail Mu-GEl 10-001 MiTek USA, Inc. Page 1 of 2 Vertical Stud ( 4) - 16d Nails -B DIAGONAL CE 16d Nails Spaced 6" o.c. (2)- lOd Nails into 2x6 2x6 Stud or - !Ud W 412 x4No.2 of better Typical Horizontal Brace Nailed To 2x Verticals SECTION A-A Od Ns Typical _x4 L-Brace Nailed To 2x_ Verticals W/10d Nails spaced 6" o ENGIN DB Vertical Stud A Milek Affitiete SECTION B-B DIAGONAL BRACE 4-0" O.C. MAX TRUSS GEOMETRY AND CONDITIONS SHOWN ARE FOR ILLUSTRATION ONLY. 12 Varies to Common Truss PROVIDE 2x4 BLOCKING BETWEEN THE FIRST TWO TRUSSES AS NOTED. TOENAIL BLOCKING SEE INDIVIDUAL MITEK ENGINEERING TO TRUSSES WITH (2) - lOd NAILS AT EACH END. ATTACH DIAGONAL BRACE TO BLOCKING WITH DRAWINGS FOR DESIGN CRITERIA (5)- lOd NAILS. 3x4 - (4)- 8d (0.131 X 2.5) NAILS MINIMUM, PLYWOO - SHEATHING TO 2x4 STD DFISPF BLOCK * - Diagonal Bracing ** - L-Bracing Refer - Roof Sheathi Refer to Section A-A to Section B-B NOTE. I I I 1-3" (2) - 10A If" ./?"' I MINIMUM GRADE OF #2 MATERIAL IN THE TOP AND BOTTOM CHORDS. CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND Max., NAILS,2J?\_j(2) - 1 O NAILS WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG. r~ATTA CHED BRACING OF ROOF SYSTEM. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT /@ 24" o.c. "L"BRACES SPECIFIED ARE TO BE FULL LENGTH. GRADES; 1x4 SRB OR 2x4 STUD OR BETTER WITH ONE ROW OF lOd NAILS SPACED 6" O.C. 5. DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPH RAM AT 4-0' O.C. CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 STUD AND A BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD. Diag. Brace AGONAL BRACE SPACED 48" O.C. 2x4 STUD AS SHOWN WITH 16d NAILS SPACED 6' O.C. HORIZONTAL TO VERTICAL WITH (4) -16d ATTACH TO VERTICAL STUDS WITH (4) lOd NAILS THROUGH 2x4. at 1/3 pointL AND ATTACHED GABLE STUD DEFLECTION MEETS OR EXCEEDS L/240. (REFER TO SECTION A-A) if needed BLOCKING WITH (5)- lOd NAILS. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE TRUSSES. End Wall HORIZONTAL BRACE NAILS DESIGNATED lOd ARE (0.131" X 3")AND NAILS DESIGNATED 16d ARE (0.131" X 3.5") (SEE SECTION A-A) Minimum Stud Size Species and Grade Stud Spacing Without Brace 1x4 L-Brace 2x4 L-Brace DIAGONAL BRACE 2 DIAGONAL BRACES AT 1/3 POINTS Maximum Stud Length x4 DF/SPF Std/Stud 12' O.C. 4-6-3 5-0.7 7-1-7 9-0-5 13-6-8 x4 DF/SPF Std/Stud 16" O.C. 4-1-3 4-4-5 6-2-0 1 8.2-7 1 12-3-10 x4 DF/SPF Std/Stud 124' O.C. 1 3-5-8 3-6-11 1 5-0-7 1 6-10-15 1 10-4-7 Diagonal braces over 6-3" require a 2x4 T-Brace attached to one edge. Diagonal braces over 12'-6" require 2x4 I-braces attached to both edges. Fasten T and I braces to narrow edge of web with lOd nails 8" o.c., with 3" minimum end distance. Brace must cover 90% of diagonal length. OFESS, Ti7i 4( EXP. 00012024 /* CP' 1011i OF Of 10/18/2022 MAX MEAN ROOF HEIGHT = 30 FEET CATEGORY II BUILDING EXPOSURE B or C A.SCE7-98,ASCE7-02,ASCE7-05 110MPH A.SCE 7-10, ASCE 7-16 140 MPH STUD DESIGN IS BASED ON COMPONENTS AND CLADDING DURATION OF LOAD INCREASE: 1.60 CONNECTION OF BRACING IS BASED ON MWFRS. AUGUST 1, 2016 MiTek USA, Inc. y=1m REPLACE A MISSING STUD ON A GABLE TRUSS MII-REP15 MiTek USA, Inc. THIS IS A SPECIFIC REPAIR DETAIL TO BE USED ONLY FOR ITS ORIGINAL INTENTION. THIS REPAIR DOES NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED. THE ENTIRE TRUSS SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLYING REPAIR AND HELD IN PLACE DURING APPLICATION OF REPAIR. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID SPLITTING OF THE WOOD. WHEN NAILING SCABS OR GUSSETS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X_ ORIENTATION ONLY. Page 1 of 1 - REPLACE MISSING WEB WITH A NEW MEMBER OF THE SAME AX 24" MAX 4j COMMON ATTACH 8' X 12" X 7/16' O.S.B. OR PLYWOOD (APA RATED SHEATHING 24/16 EXPOSURE 1) (MIN) TO THE INSIDE FACE OF TRUSS WITH FIVE 6d (0.113' X 2') NAILS INTO EACH MEMBER (TOTAL 10 NAILS PER GUSSET) THE OUTSIDE FACE OF THE GABLE MUST BE SHEATHED WITH (MIN) 7/16' O.S.B OR PLYWOOD. SEE MITEK STANDARD GABLE END DETAILS FOR WIND BRACING REQUIREMENTS. TRUSS CRITERIA LOADING :40-10-0-10 (MAX) LOAD DURATION FACTOR :1.15 SPACING: 24' O.C. (MAX) TOP CHORD: 2X40R2X6 (NO 2 MIN) PITCH :3/12 - 12/12 BEARING: CONTINUOUS STUD SPACING :24" O.C. (MAX) REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES , DETAIL FOR COMMON AND END JACKS MII/COR -8 -20psf 7/9/2015 PAGE 1 MAX LOADING (psf) SPACING 2-0-0 1 MiTek Industries Inc (1 TCLL 20.0 Plates Increase 1.25 BRACING '—' TCDL 16.0 Lumber Increase 1.25 TOP CHORD Sheathed. Corona Ca. BOLL 0.0 Rep Stress lncr YES BOT CHORD Rigid ceiling directly applied. MINIMUM LUMBER SIZE AND GRADE TOP CHORD 2 X 4 DF-L No.1&BTR 801 CHORD 2X4 DF-L No.1&BTR SPLICE CAN EITHER BE 3X6 MT20 PLATES OR 22 LONG 2X4 SCAB CENTERED AT SPLICE W/SAME LUMBER AS TOP CHORD ATTACH TO ONE FACE W/ (.1 31'X3.0' MIN) NAILS @3" O.C. 2 ROWS LENGTH OF EXTENSION AS DESIGN REOD 20-0 MAX 8-0-0 NOTE: TOP CHORD PITCH: 3I12-8I12 BOTTOM CHORD PITCH: 0/12-4/12 PITCH DIFFERENCE BETWEEN TOP AND BOTTOM CHORD TO BE "2" MIN. SPACING= 24' O.C. / SUPPORT AND CONNECTION BY OTHERS OR 2-16d COMMON WIRE / (0.162'DIA. X 3.5) LOT TOE NAILS SUPPORTS SHALL BE PROVIDED / @4-0' O.C. ALONG THE EXTENSION OF TOP CHORD. CONN. W/3 16d COMMON WIRE (0.162"DIA. X 3.5' LOT) TOE NAILS CONN. W/2 16d COMMON WIRE (0162"DIA. X 3.5' IGT) TOE NAILS 8O 8-0-0 6-0-0 EXT. I 2-0-0 4-0-0 CONN W1 COMMON WIRE t0.1S2"DIA X BOTTOM CHORD LENGTH MAY BE 2-0" l \ CONN. Wt2 lEd COMMON WIRE(0.162"OIA. X 3.5") LGT M-3x3 OR A BEARING BLOCK. TOE NAILS OR SEE DETAIL MIIISAC-7 FOR PRESSUREBLOCKING INFO. 2-0-0 8-0-0 H [_NOTE: NAILING SHALL BE SUCH THAT THE LUMBER DOES NOT SPLIT. WARNING -Verify design pa,ametars and REAl) NOTES ON TillS AND INCLUDED MITEK REFERENCE PAGE 89II74 73 BEFORE tIER I 250 lOug Circle I Design valid for use only with Milek connectors. This design is based only upon parameters shown, and is for an individual building component. Corona, CA, 92879 Applicability of design paramerrters and proper incorporation of component is responsibility 01 building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the respensibillity of the erector. Additional permanent bracing at the overall structure is the responsibility of the building designer. For general guidance regarding fcbricotion, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality criteria, DSB-89 and BCSI1 Bufldlng Component I IAI11(' Safety Information available from Truss Plate Institute. 583 D'Orsotrio Drive, Madison, WI 53719. R= 326 + OH. LENGTH OF HEEL PLATE 1k (MIN. 4") CORNER RAFTER 8'-0" SETBACK Mu/SAC - 9 -8SB 20-14-2 7/17/2014 PAGE 1 MINIMUM GRADE OF LUMBER LOADING (PSF) M11 TOP CHORD:2X4 NO-1 & BTR DF-L-GR L D BOT CHORD:2X4 NO.1 & BTR DF-L-GR TOP 20 14 STR. INC.: LUMB = 1.25 PLATE = 1.25 SPACING: 24.0 IN. O.C. REPETITIVE STRESSES NOT USED NO. OF MEMBERS = NOTE: 1. ALL CONNECTIONS TO SUPPORTS BY OTHERS 2. ALL PLATES ARE MITEK MT20 riliTek Industries, Inc. Western Division 3-0-0 -4— 8'-0" SETBACK SUPPORTS SHALL BE PROVIDED ALONG EXTENSION @ 5-8 O.C. 203 PLF 12 2.83-'-5.66 1- SPLICE MAY BE LOCATED ANYWHERE IN THE EXTENSION 3x10 splice plates may be replaced with 22" 2x4 DF No.2 or btr. scab To one face with. 131x3 mm. nails © 3" o.c. 2 rows 3x1 3x6 (TYP.) UNIFORMLY SUPPORT DISTRIBUTED 6x6 - 1/2 GAP MAXIMUM BETWEEN SUPPORT AND END OF RAFTER SUPPORT R= 768 + EXT. OFESSi * EXP. 0613012024 \( uCTu oir cpt.2! * 10/18/2022 WAPJJING. Verify design parameters and READ NOTES ON THIS AND INCLUDED HITEM REFERENCE PAGE 1411-7473 BEFORE USE. 7777 Greenback Lane 40 u Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Citrus Heights, CA, 9561l S ite 109 Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the resporisibillity of the I erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding I fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/IPIl Qualify Criteria, DSB-89 and BCSI1 Building Component I P41lek Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. APRIL12, 2019 MiTek USA, Inc. ENGINEERED BY A MiTek Affiliate CONVENTIONAL VALLEY FRAMING DETAIL M11-VALLEY1 MiTek USA, Inc. RIDGE BOARD GABLE END, COMMON TRUSS (SEE NOTE 46) OR GIRDER TRUSS 1i ii ii ' fl - --. -.----'---------.--.------'- - ----.-----.---.- -- —i -' VALLEY PLATE II (SEE NOTE #4) POST RAFTERS i (SEE NOTE #8 JjLL ILI, 1 POST SHALL BE LOCATED ON SHEATHING ABOVE THE TOP PLAN DRAWING CHORD OF EACH TRUSS. - I TRUSSTYPICAL/ (24"O.C.) POST " GABLE END, COMMON TRUSS (SEE NOTE #8) OR GIRDER TRUSS PLANSECTION TRUSS MUST Dc Oull GENERAL SPECIFICATIONS NOTE: 48' O.C. MAXIMUM POST SPACING WITH BASE TRUSSES ERECTED (INSTALLED), APPLY SHEATHING TO TOP CHORD OF SUPPORTING (BASE) TRUSSES. LIVE LOAD = 30 PSF (MAX) BRACE BOTTOM CHORD AND WEB MEMBERS PER TRUSS DESIGNS. DEAD LOAD = 15 PSF (MAX) D.O.L. INC = 1.15 DEFINE VALLEY RIDGE BY RUNNING A LEVEL STRING FROM THE INTERSECTING RIDGE OF ASCE 7-98, ASCE 7-02, ASCE 7-05 90 MPH (MWFRS) THE (a.) GABLE END, (b.) GIRDER TRUSS OR (C.) COMMON TRUSS TO THE ROOF SHEATHING. ASCE7-1 0, ASCE 7-16 115 MPH (MWFRS) INSTALL 2 x 4 VALLEY PLATES. FASTEN TO EACH SUPPORTING TRUSS WITH (2) 16d (0.131"X 3.5") NAILS. SET 2 x 6 #2 RIDGE BOARD. SUPPORT WITH 2 x 4 POSTS SPACED 48" O.C.. BEVEL BOTTOM OF POST TO SET EVENLY ON THE SHEATHING. FASTEN POST TO RIDGE WITH ( 4) lOd (0.131" X 3") NAILS FASTEN POST TO ROOF SHEATHING WITH (3) lOd (0.131" X 3") TOE-NAILS. ?0FEJO4, FRAME VALLEY RAFTERS FROM VALLEY PLATE TO RIDGE BOARD. MAXIMUM RAFTER SPACING 9. IS 24" O.C.. FASTEN VALLEY RAFTER TO RIDGE BEAM WITH (3) 16d (0.131" X3.5-)TOE-NAILS. RIL FASTEN VALLEY RAFTER TO VALLEY PLATE WITH (3) 16d (0.131" X 3.5") TOE-NAILS. SUPPORT THE VALLEY RAFTERS WITH 2 x 4 POSTS 48" O.0 (OR LESS) ALONG EACH RAFTER. INSTALL POSTS IN A STAGGERED PATTERN AS SHOWN ON PLAN DRAWING. ALLIGN POSTS Lu in 6332 m WITH TRUSSES BELOW. FASTEN VALLEY RAFTER TO POST WITH (4) lOd (0.131" X 3") NAILS. FASTEN POST THROUGH SHEATHING TO SUPPORTING TRUSS WITH ( 2) 16d (0.131" X 35) NAILS. * * 8. POSTS SHALL BE 2 x 4 #2 OR BETTER SPRUCE PINE FIR, DOUG FIR LARCH OR SOUTHERN EXP. 06/3012024 PINE. POSTS EXCEEDING 75" SHALL BE INCREASED TO 4 x 4 OR BE PRE-ASSEMBLED (2) PLY 2 a 4's FASTENED TOGETHER WITH 2 ROWS OF lCd (0.131"X 3") NAILS 6'0.C.. Or: 10/18/2022 STANDARD REPAIR FOR ADDING A FALSE BOTTOM CHORD JTOBER 28, 2016 rvu MiTek USA, Inc. YmMm A Milek Atliliate VERTICAL STUDS @ 48 O.C.. ATTACHED WITH (3)- lOd (0.131' X 3") NAILS AT EACH END OF VERTICAL (TYP.). VERTICAL STUDS TO BE 2 x 4 STUD GRADE (OR BETTER) SPF, HF, DF OR SP. (BOARD SIZE SPECIFIED IS MINIMUM, LARGER SIZE MAY BE USED) MII-REP1 0 Milek USA, Inc. Page 1 of 1 MAIN TRUSS MANUFACTURED WITHOUT FALSE BOTTOM CHORD. MAIN TRUSS (SPACING = 24" O.C.) REFER TO THE BOTTOM CHORD BRACING SECTION OF - THE INDIVIDUAL TRUSS DESIGN FOR MAXIMUM SPACING I OF CONTINUOUS LATERAL BRACING WHENEVER RIGID / CEILING MATERIAL IS NOT DIRECTLY ATTACHED TO THE / BOTTOM CHORD. __ -_ 2 x 4 NO. 2 (OR BETTER) SPF, HF, DF OR SP FALSE BOTTOM CHORD (BOARD SIZE SPECIFIED IS MINIMUM, LARGER SIZE MAY BE USED) FALSE BOTTOM TRUSS SPAN - -.------ NOTES: LOADING: TOP CHORD: (REFER TO THE MAIN TRUSS DESIGN FOR TOP CHORD LOADING). BOTTOM CHORD: LL = 0 PSF, DL = 10 PSF. REFER TO THE MAIN TRUSS DESIGN FOR LUMBER AND PLATING REQUIREMENTS. MAXIMUM BOTTOM CHORD PITCH = 6/12. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID SPLITTING OF THE WOOD. FALSE BOTTOM CHORD ONLY DESIGNED TO CARRY VERTICAL LOAD. NO LATERAL (SHEAR) LOAD ALLOWED. FILLER MAY EXTEND FOR FULL LENGTH OF TRUSS. Nails MJGUST 1, 2016 ® iffi MiTek USA, Inc. YMT-,6,— A MlTet Affiliate L-BRACE DETAIL J MII - L-BRACE MiFek USA, Inc. Page 1 of 1 - Nailing Pattern L-Brace size I Nail Size Nail Spacing 1x4 or 6 - 1 O (0.131" X 37) 8" o.c. 2x4, 6, or 8 16d (0.131" X 3.5") 8" o.c. Note: Nail along entire length of L-Brace (On Two-Ply's Nail to Both Plies) WE Note: L-Bracing to be used when continuous lateral bracing is impractical. L-brace must cover 90% of web length. L-Brace Size for One-Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 - 2 2x30r2x4 1x4 _____ - 2x6 I 1x6 - DIRECT SUBSTITUTION NOT APLICABLE L-Brace Size I for Two-Ply Truss Specified Continuous Rows of Lateral Bracing r Web Size 1 l 2 H 2x3 or 2x4 2x4 L2x6 2x6*** 2x8 2x8 DIRECT SUBSTITUTION NOT APLICABLE. Web L-Brace must be same species grade (or better) as web member. ON 024 10/18/2022 = 2500 lbs AUGUST 1, 2016 SCAB-BRACE DETAIL M11-SCAB-BRACE 1 y\ r1]r7 MiTek USA, Inc. Page 1 of 1 L_ Note: Scab-Bracing to be used when continuous lateral bracing at midpoint (or T-Brace) is impractical. MiTek USA, Inc. Scab must cover full length of web +1- 6". I 'Fmm[a ENGINEERED BY A MiTek Affiliate THIS DETAIL IS NOT APLICABLE WHEN BRACING IS REQUIRED AT 1/3 POINTS OR I-BRACE IS SPECIFIED. APPLY 2x SCAB TO ONE FACE OF WEB WITH 2 ROWS OF_ lOd (0.131" X 3") NAILS SPACED 6" O.C. SCAB MUST BE THE SAME GRADE, SIZE AND SPECIES (OR BETTER) AS THE WEB. Web OFESS,' Scab-Brace must be same species grade (or better) as web member. EXR 06K30024 Rucw OF CALW 10/18/2022 Brace Size for One-Ply Truss J Specified Continuous Rows of Lateral Bracing 1 2 2x4 T-Brace 2x4 I-Brace 2x6 T-Brace 2x6 I-Brace - 2x8 T-Brace 2x8 I-Brace Web Size 2x3 or 2x4 AUGUST 1, 2016 T-BRACE Il-BRACE DETAIL WITH 2X BRACE ONLY I MII-T-BRACE 2 [rn -__ RLiU MiTek USA, Inc. y=10 A MiTek A Nailing Pattern 1-Brace size - Nail Size Nail Spacing 2x4 or 2x6 or 2x8 hOd (0.131" X 3") 6" o.c. Note: Nail along entire length of T-Brace / I-Brace [ (On Two-Ply's Nail to Both Plies) Nails Brace Size for Two-Ply Truss -.----_________ -- -- Specified Continuous Rows of Lateral Bracing 2x3 or 2x4 Web Size 2x4 T-Brace 2x4l-Bracej 1 - - 2 2x6 T-Brace 2x6 l-Brace 2x6 2x8 T-Brace 12x8 I-Brace 2x8 1-Brace Il-Brace must be same species and grade (or better) as web member. OFESSi5' !IPf;:i:ujI , WE Nails MiTek USA, Inc. Page 1 of 1 Note: 1-Bracing / I-Bracing to be used when continuous lateral bracinç is impractical. 1-Brace Il-Brace must cover 90% of web length. Note: This detail NOT to be used to convert T-Brace / -Brace webs to continuous lateral braced webs. I-Brace EXXR ,q Ruuf 21* OF CALW 10/18/2'022 AUGUST 1, 2016 1 T-BRACE Il-BRACE DETAIL MII - T-BRACE ® -- - = irn MiTek USA, Inc. ERBE Nailing Pattern 1-Brace size I Nail Spacing 1x4 or 1x6 1 O (0.131" X 3") 1 8" 2x40r2x6 or 2x8 j1d_(0.13l"X31_"0.c. Note: Nail along entire length of T-Brace / I-Brace (On Two-Ply's Nail to Both Plies) Nails - - SPACING WEB MiTek USA, inc. Page 1 of 1 Brace Size 1 for One-Ply Truss I Specified Continuous Rows of Lateral Bracing L Web Size - 1 2 2x3 or 2x4 - - 1x4 (*) 1-Brace 1x4 (*) I-Brace 2x6 1 x6 _1-Brace 2x6 I-Brace 2x8 2x8 T-Brace IM I-Brace P Brace Size for Two-Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 - L 2x3 or 2x4 - - 2x4 T-Brace -Brace 2x6 I 2x6 T-Brace 2x6 I-Brace 2x8 12x8 1-Brace 2x8 I-Brace Note: T-Bracing I I-Bracing to be used when continuous lateral bracing is impractical. 1-Brace / I-B race must cover 90% of web length. Note: This detail NOT to be used to convert T-Brace Il-Brace webs to continuous lateral braced webs. T-BRACE OFESSI5' Nails Section Detail T Web 32 32 EXR 0010/2024 OF CAILxf 10/18/2022 Nails - T-Brace / I-Brace must be same species and grade (or better) as web member. (*) NOTE: If SP webs are used in the truss, 1x4 or 1x6 SP braces must be stress Web J) r rated boards with design values that are equal to (or better) the truss web design values. For SP truss lumber grades up to #2 with 1 X_ bracing material, use IND 45 for 1-Brace/1-Brace Nails ' For SP truss lumber grades up to #1 with 1X bracing material, use IND 55 for 1-Brace/I Brace. MiTek USA, Inc. YMMIM A Milek Affiliate STANDARD PIGGYBACK =MIFPIG~Y-7-110TRUSS CONNECTION DETAIL j MiTek USA, Inc. Page 1 at' MAXIMUM WIND SPEED = REFER TO NOTES D AND MAX MEAN ROOF HEIGHT = 30 FEET MAX TRUSS SPACING =24" O.C. CATEGORY II BUILDING EXPOSURE B or C ASCE 7-10 DURATION OF LOAD _INCREASE: 1.60 DETAIL IS NOT APPLICABLE FOR TRUSSES TRANSFERING DRAG LOADS (SHEAR TRUSSES). ADDITIONAL CONSIDERATIONS BY BUILDING ENGINEER/DESIGNER ARE REQUIRED. DECEMbER 4, 2019 rvnm A - PIGGBACK TRUSS, REFER TO MITEK TRUSS DESIGN DRAWING. SHALL BE CONNECTED TO EACH PURLIN WITH (2) (0.131" X 3.5') TOE-NAILED. A - B - BASE TRUSS, REFER TO MITEK TRUSS DESIGN DRAWING. C - PURLINS AT EACH BASE TRUSS JOINT AND A MAXIMUM 24 O.C. UNLESS SPECIFIED CLOSER ON MITEK TRUSS DESIGN DRAWING. CONNECT TO BASE TRUSS WITH (2) (0.131 X 3.5') NAILS EACH. D -2 X_X4'-O' SCAB, SIZE TO MATCH TOP CHORD OF PIGGYBACK TRUSS, MIN GRADE #2, ATTACH ED TO ONE FACE, CENTERED ON INTERSECTION, WITH (2) ROWS OF (0.131 X 3') NAILS @4' O.C. - 4 .---- SCAB MAY BE OMITTED PROVIDED THE TOP CHORD SHEATHING IS CONTINUOUS OVER INTERSECTION AT LEAST 1 FT. IN BOTH - DIRECTIONS AND: I. WIND SPEED OF 115 MPH OR LESS FOR ANY PIGGYBACK SPAN, OR 2. WIND SPEED OF 116 MPH TO 160 MPH WITH A MAXIMUM PIGGYBACK SPAN OF 12 IL E - FOR WIND SPEEDS BETWEEN 116 AND 160 MPH, ATTACH MITEK 3X8 20 GA Nail-On PLATES TO EACH FACE OF TRUSSES AT 72' O.C. W/ (4) (0.131' X 1.5") NAILS PER MEMBER. STAGGER NAILS FROM OPPOSING FACES. ENSURE 0.5' EDGE DISTANCE. (MIN. 2 PAIRS OF PLATES REQ. REGARDLESS OF SPAN) B WHEN NO GAP BETWEEN PIGGYBACK AND BASE TRUSS EXISTS: REPLACE TOE NAILING OF PIGGYBACK TRUSS TO PURLINS WITH Nail-On PLATES AS SHOWN, AND INSTALL PURLINS TO BOTTOM EDGE OF BASE TRUSS TOP CHORD AT SPECIFIED SPACING SHOWN ON BASE TRUSS MITEK DESIGN DRAWING. SCAB CONNECTION PER NOTE D ABOVE FOR ALL WIND SPEEDS, ATTACH MITEK 3X6 20 GA Nail-On PLATES TO EACH FACE OF TRUSSES AT 48" O.C. W/ (4) (0.131' X 1.5") PER MEMBER. STAGGER NAILS FROM OPPOSING FACES ENSURE 0.5' EDGE DISTANCE. I This sheet is provided as a Piggyback connection detail only. Building Designer is responsible for all permanent bracing per standard engineering practices or refer to BCSI for general guidance on lateral restraint and diagonal bracing requirements. VERTICAL WEB TO EXTEND THROUGH FOR LARGE CONCENTRATED LOADS APPLIED BOTTOM CHORD TO CAP TRUSS REQUIRING A VERTICAL WEB: OF PIGGYBACK VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS MUST MATCH IN SIZE, GRADE, AND MUST LINE UP AS SHOWN IN DETAIL. 71 N ATTACH 2x_x4'-O' SCAB TO EACH FACE OF I TRUSS ASSEMBLY WITH 2 ROWS OF lod (0.131" X 3') NAILS SPACED 4' O.C. FROM EACH FACE. (SIZE AND GRADE TO MATCH V VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS.) J1,3) (MINIMUM 2X4) THIS CONNECTION IS ONLY VALID FOR A MAXIMUM CONCENTRATED LOAD OF 4000 LBS (@1.15). REVIEW BYAQUALIFIED ENGINEER IS REQUIRED FOR LOADS GREATER THAN 4000 LBS. FOR PIGGYBACK TRUSSES CARRYING GIRDER LOADS, NUMBER OF PLYS OF PIGGYBACK TRUSS TO MATCH BASE TRUSS. CONCENTRATED LOAD MUST BE APPLIED TO BOTH THE PIGGYBACK AND THE BASE TRUSS DESIGN. Y 20 19 LATERAL TOE-NAIL DETAIL I MII-TOENAIL 1 [Viffi ® MiTek USA, Inc. Page 1 of 1 NOTES: TOE-NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES WITH THE MEMBER AND STARTED 1/3 THE LENGTH OF THE NAIL FROM THE MEMBER END AS SHOWN. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE BOTTOM CHORD SPECIES FOR MEMBERS OF DIFFERENT SPECIES. SQUARE CUT] SIDE VIEW SIDE VIEW (2x4) (2x3) 3 NAILS 2 NAILS TOE-NAIL SINGLE SHEAF! VALUES PER NDS 2018 (lb/nail) NEARSIDE ______ NEAR SIDE - - DIAM. 1SPJDFF HF SPF - FAR SIDE FAR SIDE .131 881 - 806± 699 684 597 IL.1 NEAR SIDE IL.il. ._i3.._J 93.5 85.6 74.2 72.6 63.4 SIDE VIEW , .162 [ 118.3 108.3 93.9 91.9 80.2 - $N2ILS - I -- - - ----r - NEAR SIDE '28L_84.1 . 76.9 66.7 653 57.0 \ Il 88.1 80.6 69.9 -. _ L_J 1 FAR SIDE L .148[_6.6 j 97.6 1 84.7 82.8 1 72.3 A NEAR SIDE ' -- FAR SIDE 587 -574 50.1 O .128 84.1 76.9 66.7 65.3 • 57. VALUES SHOWN ARE CAPACITY PER TOE-NAIL. H C? 131 881 80 69.9 68.4 L59.7 .148 106.697.6 84.7 82.8 72.3 APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. (3) - 16d (0.162' X 3.5") NAILS WITH SPF SPECIES BOTTOM CHORD T EXAMPLE: For load duration increase of 1.15: 3 (nails) X 91.9 (lb/nail) X 1.15 (DOL) = 317.0 lb Maximum Capacity 45 DEGREE ANGLE BEVEL CUT SIDE VIEW (2x3) 2 NAILS NEAR SIDE NEAR SIDE IA. 'I N \ > 45.00° \\ 1/ NA SIDE VIEW (2x4) 3 NAILS NEAR SIDE \/I NEARSIDE NEAR SIDE 1L'L_ - 10/18/2022 SIDE VIEW (2x6) 4 NAILS NEAR SIDE NEAR SIDE MA NEAR SIDE NEAR SIDE VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY L MiTek USA, Inc. YMMM A MiTek Affiliate oESS, QPII, EXAMPLE: (3) -16d (0.162"X3.5") NAILS WITH SPF SPECIES BOTTOM CHORD For load duration increase of 1.15: 3 (nails) X 84.5 (lb/nail) X 1.15 (DOL) = 291.5 lb Maximum Capacity SIDE VIEW (2x6) 4 NAILS !V7 NEAR SIDE 1 I NEARSIDE I NEARSIDE I FJ NEAR SIDE SIDE VIEW (2x4) 3 NAILS I' A NEAR SIDE I NEAR SIDE NEAR SIDE IL__I ANGLE MAY \ VARY FROM \so°TO6o° 45.00° / / ANGLE MAY VARY FROM I 300 TO 600 -I 45.00° 1/ MAY 7, 2019 LATERAL TOE-NAIL DETAIL MII-TOENAIL_SP EK irn 1 = ~ ~ X U ]n MiTek USA, Inc. ENGINEERED BY A Mllek Affiliate MiTek USA, Inc. NOTES: TOE-NAILS SHALL BE DRIVEN AT AN ANGLE OF 45 DEGREES WITH THE MEMBER AND MUST HAVE FULL WOOD SUPPORT. (NAIL MUST BE DRIVEN THROUGH AND EXIT AT THE BACK CORNER OF THE MEMBER END AS SHOWN. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE TWO SPECIES FOR MEMBERS OF DIFFERENT SPECIES. THIS DETAIL APPLICABLE TO THE THREE END DETAILS SHOWN BELOW Page 1 of 1 E-NAIL SINGLE SHEAR VALUES PER NDS 2018 (lb/nail) FDIAM. SP DF HF SPF SPF-S o .131 88.01 80.6 1.91 68.4 I .135 93.5 - 85.6 74.2 72.6 63.±_. - .1621 108.8 99.6 J86.4 84.5 co 28 _r 74.2 L67.9J58.9_1JjjiJ0.3 -L.148 81.4 .5 L4.6I-63.2 —aSIT, VALUES SHOWN ARE CAPACITY PER TOE-NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. [VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY SIDE VIEW (2x3) 2 NAILS I NEAR SIDE NEAR SIDE 2x_ SCAB QQTOBER 5, 2016 SCAB APPLIED OVERHANGS rn TRUSS CRITERIA: LOADING: 40-10-0-10 DURATION FACTOR: 1.15 SPACING: 24° O.C. LjlJjL TOP CHORD: 2x4 OR 2x6 PITCH: 4/12- 12/12 MiTek USA, Inc. HEEL HEIGHT: STANDARD HEEL UP TO 12" ENERGY HEEL END BEARING CONDITION ST-REP1 3A MiTek USA, Inc. Page 1 of 1 NOTES: ATTACH 2x SCAB (MINIMUM NO.2 GRADE SPF, HF, SP, DF) TO ONE FACE OF TRUSS WITH TWO ROWS OF 1 O (0.131"X 3") NAILS SPACED 6" O.C. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. NOTE: TRUSS BUILT WITHOUT AN OVERHANG. THIS DETAIL IS NOT TO BE USED WHEN OVERHANG HAS BEEN BROKEN OFF. OES8 'C IMPORTANT This detail to be used only with trusses (spans less than 40) spaced 24" o.c. maximum and having pitches between 4/12 and 12/12 and total top chord loads not exceeding 50 psf. Trusses not fitting these criteria should be examined individually. REFER TO INDIVIDUAL TRUSS DESIGN LFPR PLATE SIZES AND LUMBER GRADES I ji S6332 1' I EW 06M 2024 cL 0/18/2022 C.) U. 44 0. LU A Trusted Industry Partner Since 1903 January 11, 2021 z 0 I— (N) LU (. Cl) Ramona Lumber Co., Inc. Attn: Leonard Him 425 Maple Street Ramona, CA 92065 Sent via email: jazmin@ramonalumber.com To Whom It May Concern: Ramona Lumber Co., Inc., with facilities located at 425 Maple Street, Ramona, California 92065 is a member in good standing of the Pacific Lumber Inspection Bureau for metal plate connected wood truss manufacture and has been since October 2, 2012. As a certified subscriber, Ramona Truss Co., Inc., is licensed by PUB to stamp trusses with the approved quality mark of PUB and/or WCLIB. Pacific Lumber Inspection Bureau is accredited for the certification of metal plate connected wood trusses by the International Accreditation Service, Incorporated (lAS) of Whittier, California. Our lAS report number is AA675. The PUB Quality Auditing truss certification program is based on ANSI/TPI 12014, Chapter 3, "National Design Standard for Metal Plate Connected Wood Truss Construction." If you have any questions regarding this, please contact me. Thank you. Sincerely, Jeffrey A. Fantozzi President cc: John Hamilton, PUB 1010 S. 336th Street, Suite 210 I Federal Way, WA 98003 PHONE 253.835.3344 I FAX 253.835.3371 1 plib.org Additional offices in Canada & Europe _ ['I] 1ILJkTA1 ;] J & I 61 425 MAPLE STREET RAMONA, CA 92065 LEONARD@RAMONALUMBER.COM ; ED@RAMONALUMBER.COM COVER SHEET TRUSS ENGINEERING JOB #220578 A NAME: MATOS ADU OEt/2022 •" 48 s (33 IT4CHED 0 18 15614251 PC2 00 0 4/1 112023 22.0047 AII Milek® MiTek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 Re: 220578-A MATOS ADU The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Ramona Lumber Co., Inc.. Pages or sheets covered by this seal: K12160740 thru K12160741 My license renewal date for the state of California is September 30, 2024. ESSIotv2N NG C70068 -I Ex November 17,2022 Zhao, Xiaoming IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSIITPI I These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek or TRENCO. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek or TRENCO has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. 5x14 = 3x5 3x5 5x14 = 13 12 11 10 16-0-0 Job - Truss Truss Type Qty Ply MATOS ADU I K12160740 I 220578-A Al Common Supported Gable 2 1 Job Reference (optional) I Ramona Lumber Co., Inc., Ramona, CA -92065, Run: 8.62 S Oct 262022 Print; 8.620 S Oct 262022 Milek Industries, Inc. Thu Nov 17 11:09:09 Page. 1 ID:rUIIYrloU?z53rPQW9qFxkyMst8-RfC?PsB70Hq3NSgPqnL8w3ulTXbGKWrCDoi7J4zJC?t Scale = 1:36.6 -1-6-0 8-0-0 16-0-0 1 17-6-0 1-6-0 8-0-0 8-0-0 1-6-0 1x4 MT20 1.5x3 ON EACH FACE OF BOTH ENDS OF UN-PLATED 4x5 = MEMBERS OR EQUIVALENT CONNECTION BY OTHERS. 12 104u 1x4 it 4E Plate Offsets (X, Y): [2:0-4-13,0-3-0], [3:0-2-8,0-0-6], [4:0-4-13,0-3-0] Loading (psf) Spacing 2-0-0 CSI DEFL in (lc) 1/defl Lid PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 17.0 Lumber DOL 1.25 BC 0.43 Vert(CT) n/a - n/a 999 BCLL 0.0* Rep Stress lncr NO WB 0.00 Horz(CT) 0.03 25 n/a n/a BCDL 10.0 Code 1BC2018/Tr12014 Matrix-AS Weight: 85 lb FT = 10% Wind: ASCE 7-16; Vult110mph (3-second gust) Vasd=87mph; TCDL=6.opsf; BCDL6.opsf; h=25ft; B=45ft; L=24ft; eave2ft; Cat. II; Exp C; Enclosed; MWFRS (directional) and C-C Corner(3E) -1-6-9 to 1-8-13, Exterior(2N) 1-8-13 to 8-0-0, Corner(3R) 8-0-0 to 11-0-0, Exterior(2N) 11-0-0 to 17-6-9 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. Gable requires continuous bottom chord bearing. 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.opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 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 960 lb uplift at joint 2, 821 lb uplift at joint 4, 8 lb uplift at joint 10, 43 lb uplift at joint 13, 161 lb uplift at joint 12,5 lb uplift at joint 11, 21 lb uplift at joint 6, 120 lb uplift at joint 7,960 lb uplift at joint 2 and 821 lb uplift at joint 4. This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a total drag load of 280 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 16-0-0 for 280.0 plf. This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. No notches allowed in overhang and 10600 from left end and 10600 from right end or 12" along rake from scarf, whichever is larger. Minimum 1.5x4 tie plates required at 2-0-0 o.c. maximum between the stacking chords. For edge-wise notching, provide at least one tie plate between each notch. LOAD CASE(S) Standard VESSI C70068 —J * ''\,• 1* LUMBER TOP CHORD 2X4 DF No. 1&BtrG BOT CHORD 2X4 DF No. 1&BtrG OTHERS 2X4 DF Stud/Std G BRACING TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. REACTIONS (size) 2=1600, 4=16-0-0,6=16-0-0, 7=16-0-0,8=16-0-0,9=16-0-0, 10=16-0-0, 11=16-0-0,12=16-0-0 13=16-0-0,22=16-0-0,25=16-0-0 Max Horiz 2=530 (LC 28), 22=530 (LC 28) Max Uplift 2a960 (LC 35), 4-821 (LC 36), 6=-21 (LC 35), 7=-120 (LC 48), 10=-8 (LC 47), 11=-s (LC 28), 12=161 (LC 47),13=-43 (LC 28), 22=-960 (LC 35), 25=-821 (LC 36) Max Gray 2=1151 (LC 44), 4=991 (LC 43), 6=274 (LC 48), 7=41 (LC 35), 8=72 (LC 3), 9=30 (LC 3), 10=26 (LC 3), 11=88 (LC 47).12=54 (LC 28), 13=344 (LC 47), 22=1151 (LC 44), 25=991 (LC 43) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/36, 2-3=-3056/2943, 3-4=-3021/2914, 4-5=0/36 BOT CHORD 2-13=-2255/2397, 12-13=-1621/1763, 11-12=-1248/1389, 10-11=-874/1016, 9-10=-711/951, 8-9=-836/978, 7-8=-1210/1352, 6-7=-1583/1725, 4-6=-2217/2359 NOTES 1) Unbalanced roof live loads have been considered for this design. November 17,2022 WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTekIEl 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 IVIT k* is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, OSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Corona, CA 92880 I Job Truss I Truss Type Qty I Ply I MATOS ADU I Ii K12160741 I 1220578-A A2 Common 13 I Job Reference (optional) I Ramona Lumber Co., Inc., Ramona, CA - 92065, Run: 8.62 S Oct 262022 Print: 8.620 S Oct 262022 MiTek Industries, Inc. Thu Nov 17 11:09:11 Page: 1 ID:bbUU6GXreSig9ZqYWCiEZ9yMsvP-RfC?PsB70Hq3NSgPqnL8w3ulTXbGKWrCDoi7J4zJC?f -1-6-0 6-0-0 16-0-0 17-6-0 1-6-0 8-0-0 8-0-0 1-6-0 4x8 = 19 1x4 ii 3x5 3x5 8-0-0 16-0-0 8-0-0 8-0-0 Scale = 1:35.7 Plate Offsets (X, Y): [2:0-2-2,Edge], [3:0-4-0,0-2-4], [4:0-2-2,Edge] Loading (psfl I Spacing 2-0-0 I csi I DEFL in (lc) l/defl Lid I PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 I TC 0.49 I Vert(LL) -0.09 6-12 >999 240 MT20 220/195 TCDL 17.0 I Lumber DOL 1.25 I BC 0.45 Vert(CT) -0.32 6-12 >593 180 I BCLL 0.0* I Rep Stress lncr YES WB 0.15 Horz(CT) 0.03 4 n/a n/a I BCDL 10.0 Code 1BC2018/TP12014 Matrix-AS Weight: 52 lb FT = 10% LUMBER 6) Provide mechanical connection (by others) of truss to TOP CHORD 2X4 DF No.1 &Btr G bearing plate capable of withstanding 93 lb uplift at joint BOT CHORD 2X4 DF No.1 &Btr G 2 and 93 lb uplift at joint 4. WEBS 2X4 DF Stud/Std G 7) This truss is designed in accordance with the 2016 BRACING International Building Code section 2306.1 and TOP CHORD Structural wood sheathing directly applied, referenced standard ANSI/TPI 1. BOT CHORD Rigid ceiling directly applied 8) This truss design requires that a minimum of 7/16 REACTIONS (size) 2=0-3-8, 4=0-3-8 structural wood sheathing be applied directly to the top chord and 1/2 gypsum sheetrock be applied directly to Max Horiz 2=-34 (LC 10) the bottom chord. Max Uplift 2=-93 (LC 12), 4=-93 (LC 12) LOAD CASE(S) Standard Max Gray 2=866 (LC 1), 4=866 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/36, 2-3=-1424/271, 34=-1424/271, 4-5=0/36 BOT CHORD 2-6=-157/1281, 4-6=-157/1281 WEBS 3-6=0/377 NOTES Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-16; Vult=llomph (3-second gust) Vasd=87mph; TCDL=6.opsf; BCDL=6.Opsf; h=25ft; B=45f1; L=24ft; eave=4ft; Cat. II; Exp C; Enclosed; MWFRS (directional) and C-C Exterior(2E) -1-6-9 to 1-5-7, Interior (1) 1-5-7 to 8-0-0, Exterior(2R) 8-0-010 11-0-0, Interior (1)11-0-010 17-6-9 zone; cantilever left and right exposed ; end vertical left and right and exposed;C-C for members forces & MWFRS for NG reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 11 C70068 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 30-2024 on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 11- A plate rating reduction of 20% has been applied for the green lumber members. November 17,2022 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTe/c® 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 FAil k° is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, OSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Corona, CA 92880 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) 2 TOP CHORDS 0 0 I 0 a- 0 I- of 0 = 0 a- 0 I— BOTTOM CHORDS Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION - _1 /4 Center plate on joint unless x, y L offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. O-16" For 4 x 2 orientation, locate plates 0- 16" from outside edge of truss. - This symbol indicates the required direction of slots in connector plates. * Plate location details available in MiTek 20/20 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 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-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. 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 bear 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/TPI 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 lOft. 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, back, words and pictures) before use. Reviewing pictures alone is not sufficient. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. 21.The design does not take into account any dynamic or other loads other than those expressly stated. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, E5R1988 ER-3907, ESR-2362, ESR-1 397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved H MiTek® MiTek Engineering Reference Sheet: Mll-7473 rev. 5/19/2020 CAL HII SUB GIR DEl CAL HIP GIRDER 24 TYP - AACK UPPORT OF B.C. OF STANDARD OPEN ENDAUtUST 1,2016 USING PRESSURE BLOCKS M11-OPEN JACK-BLOCKS LIILIII1 ® irn MiTek USA, Inc. YmIrn Loading (PSF): BCDL 10.0 PSF MAX Mflek USA. Inc. Page 1 of 1 2x4 bot. chord of jack S Carrier trus I' 2x4 block , jack between jacks, truss nailed to carrier bcli (typ) w/6 (0.131 - X3" MIN.) - nails spaced at 3 o.c. PARTIAL FRAMING PLAN OF CALIFORNIA HIP SET WITH SUB GIRDER BC of carrier truss / n/1 \ 2-(0.131" X3" MIN.) NAILS (typ) BOTTOM CHORD OF OPEN END JACK /-2xl'block between jacks, nailed to carrier BC W/ 6-(O.131" X 3' MIN.) NAILS @ 3" °.C. MOHT41ke ENGIN ?ED fly A Milel, Affiliate Typical _x4 L-Brace Nailed To 2x_ Verticals W/10d Nails spaced 6' Vertical Stud 77 SECTION B-B DIAGONAL BRACE 4-0' D.C. MAX TRUSS GEOMETRY AND CONDITIONS SHOWN ARE FOR ILLUSTRATION ONLY SEPTEMBER 1, 2021 1 Standard Gable End Detail MII-GE110-001 Milek USA, Inc. Page 1 of 2 Vertical Stud (4) - 16d Nails / DIAGONAL 7CE 16d Nails Spaced 6' o.c. (2) - 10d Nails into 2x6 2x6 Stud or 2x4 No.2 of better Typical Horizontal Brace Nailed To 2x_ Verticals SECTION A-A w/(4)-10d Nails Stud 12 Varies to Common Truss PROVIDE 2x4 BLOCKING BETWEEN THE FIRST TWO TRUSSES AS NOTED. TOENAIL BLOCKING SEE INDIVIDUAL MITEK ENGINEERING TO TRUSSES WITH (2) - lOd NAILS AT EACH END. T.*tDRAWINGS ATTACH DIAGONAL BRACE TO BLOCKING WITH FOR DESIGN CRITERIA (5)- lOd NAILS. 3x4 — (4)-8d (0.131"X 2.5) NAILS MINIMUM, PLYWOO SHEATHING TO 2x4 STD DF/SPF BLOCK * - Diagonal Bracing ** - L-Bracing Refer Refer to Section A-A to Section B-B Roof Sheathing -1 NOTE: I V-3" Od NAILS / MINIMUM GRADE OF #2 MATERIAL IN THE TOP AND BOTTOM CHORDS. Max, (2)-10A frI XV I CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG. / ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT / BRACNG OF ROOF SYSTEM. "L" BRACES SPECIFIED ARE TO BE FULL LENGTH. GRADES: 1x4 SRB / 24" OR 2x4 STUD OR BETTER WITH ONE ROW OF 1 O NAILS SPACED 6" O.C. /Truslrs @ o.c. DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHR.AM AT 4-0' O.C. CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 STUD AND A 2x4 STUD AS SHOWN WITH 16d NAILS SPACED 6' O.C. HORIZONTAL DIAGONAL BRACE SPACED 48" O.C. BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD. Diag. Brace ATTACHED TO VERTICAL WITH (4) -16d ATTACH TO VERTICAL STUDS WITH (4) lOd NAILS THROUGH 2x4. at 1/3 point / V NAILS AND ATTACHED (REFER TO SECTION A-A) if needed TO BLOCKING WITH (5)- lOd NAILS. GABLE STUD DEFLECTION MEETS OR EXCEEDS L1240. \ THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE TRUSSES. End Wall HORIZONTAL BRACE NAILS DESIGNATED lOd ARE (0.131" X 3') AND NAILS DESIGNATED 16d ARE (0.131" X _______ (SEE SECTION A-A) Minimum Stud Size Species and Grade Stud Spacing Without Brace 1x4 L-Brace 2x4 L-Brace DIAGONAL BRACE 2 DIAGONAL BRACES AT 1/3 POINTS Maximum Stud Length x4 DF/SPF Std/Stud 12" O.C. 4-6-3 5-0-7 7-1-7 9-0-5 13-6-8 DF/SPF Std/Stud 16" O.C. 4-1-3 1 4-4-5 1 6-2-0 8-2-7 12310 x4 DF/SPF Std/Stud 24" O.C. 3-5-8 1 3-6-11 1 5-0-7 1 6-10-15 1 10-4-7 * Diagonal braces over 6-3" require a 2x4 T-Brace attached to one edge. Diagonal braces over 12-6" require 2x4 I-braces attached to both edges. Fasten I and I braces to narrow edge of web with lOd nails 8" o.c., with 3" minimum end distance. Brace must cover 90% of diagonal length. MAX MEAN ROOF HEIGHT =30 FEET CATEGORY II BUILDING EXPOSURE B or C 4SCE 7-98, ASCE 7-02, ASCE 7-05 110MPH ISCE 7-10, ASCE 7-16 140 MPH STUD DESIGN IS BASED ON COMPONENTS AND CLADDI DURATION OF LOAD INCREASE: 1.60 CONNECTION OF BRACING IS BASED ON MWFRS. 'ofESS,5 56332 iijjj *\ EXP. 06/30/2024 J* 1/ UCTV./ 8/2022 REPLACE A MISSING STUD ON A GABLE TRUSS MII-REP1 5 MiTek USA, Inc. Page 1 of 1 THIS IS SPECIFIC REPAIR DETAIL TO BE USED ONLY FOR ITS ORIGINAL INTENTION. THIS REPAIR DOES NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED. THE ENTIRE TRUSS SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLYING REPAIR AND HELD IN PLACE DURING APPLICATION OF REPAIR. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID SPLITTING OF THE WOOD. WHEN NAILING SCABS OR GUSSETS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X_ ORIENTATION ONLY. AUGUST 1, 2016 EI:I::: ® C:= inrn LLJ!fl MiTek USA, Inc. xm~mi A MiTek Affiliate REPLACE MISSING WEB WITH A NEW MEMBER OF THE SAME ATTACH 8' X 12" X 7/16" O.S.B. OR PLY\N000 (APA RATED SHEATHING 24/16 EXPOSURE 1) (MIN) TO THE INSIDE FACE OF TRUSS WITH FIVE 6d (0.113' X 2") NAILS INTO EACH MEMBER (TOTAL 10 NAILS PER GUSSET) 1 H1 AX MAX :1 4Ji COMMON THE OUTSIDE FACE OF THE GABLE MUST BE SHEATHED WITH (MIN) 7/16' O.S.B OR PLYWOOD. SEE MITEK STANDARD GABLE END DETAILS FOR WIND BRACING REQUIREMENTS. TRUSS CRITERIA LOADING :40-10-0-10 (MAX) LOAD DURATION FACTOR :1.15 SPACING: 24 O.C. (MAX) TOP CHORD: 2X4OR 2X6 (NO 2 MIN) PITCH :3/12-12/12 BEARING: CONTINUOUS STUD SPACING :24' O.C. (MAX) REFER TO INDIVIDUAL TRUSS DESIGN 1 FOR PLATE SIZES AND LUMBER GRADES 2-0-0 8-0-0 NOTE: NAILING SHALL BE SUCH THAT THE LUMBER DOES NOT SPLIT. BOTTOM CHORD LENGTH MAY BE 2-0" OR A BEARING BLOCK. CONN. W12 lEd COMMON WIRE(0.162"DIA. X 3.5") LGT TOE NAILS OR SEE DETAIL MIIISAC-7 FOR PRESSUREBLOCKING INFO. DETAIL FOR COMMON AND END JACKS MII/COR -8 -20psf 7/9/2015 PAGE 1 I MAX LOADING (psi) ISPACING 2-0-0 I TCLL 20.0 IPlates Increase 1.25 BRACING I MiTek Industries, Inc. I TCDL 16.0 Lumber Increase 1.25 I TOP CHORD Sheathed. Corona Ca. BCLL 00 1Rep Stress lncr YES BOT CHORD Rigid ceiling directly applied. I -J------ MINIMUM LUMBER SIZE AND GRADE TOP CHORD 2 X 4 DF-L No.1&BTR BOT CHORD 2 X 4 DF-L No.1&BTR LENGTH OF EXTENSION AS DESIGN REQ'D 20-0" MAX SPLICE CAN EITHER BE 3X6 MT20 PLATES OR 22° LONG 2X4 SCAB CENTERED AT SPLICE W/SAME LUMBER AS TOP CHORD ATTACH TO ONE FACE W/ (.131"X3.0" MIN) NAILS @3" O.C. 2 ROWS NOTE: TOP CHORD PITCH: 3/12 BOTTOM CHORD PITCH: 0/12-4/12 8/12 PITCH DIFFERENCE BETWEEN TOP AND BOTTOM CHORD TO BE '2 MIN. CONNW/316dCOMMON X 3.5) LGT TOE NAILS SUPPORTS SHALL BE PROVIDED SPACING= 24" O.C. SUPPORT AND CONNECTION BY OTHERS OR 2-16d COMMON WIRE / @4-0 O.C. ALONG THE EXTENSION OF TOP CHORD. WIRE (0.162"DIA.X3.5" LGT)TOE NAILS CONN, W12 16d COMMON WIRE (8(62"DIA. X 3.5" LGT) TOE NAILS 8-0-0 8-0-0 6-0-0 EXT. 2-0-0 4-0-0 ;: : : CONN W!3 lEa COMMON WIRE 10 1627DfA X 35 LGT) TOE NAILS ,1111 WARNING- Vn"ify dsLgn pra,amaters and READ NOTES ON THIS AND INCLUDED MITRE REFERENCE Ir PAGE f7473 BEFORE USE. I 250 lOug Circle Design valid for use only with MEek connectors. This design is based only upon parameters shown, and is for an individual building component. Corona. CA, 92879 Applicability of design paramersters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the I erector. Additional permanent bracing at the overall structure is the responsibility of the building designer. For general guidance regarding I fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component I f'dliTel( Safely Information available from Truss Plate institute. 583 D'Onotnio Drive, Madison, WI 53719. I CORNER RAFTER 8'-0" SETBACK Mu/SAC -9 -8SB 20-14-2 7/17/2014 1 PAGE 1 MINIMUM GRADE OF LUMBER LOADING (PSF) TOP CHORD:2X4 NO-1 & BTR DF-L-GR L D BOT CHORD:2X4 NO.1 & BTR DF-L-GR TOP 20 14 STIR. INC.: LUMB = 1.25 PLATE = 1.25 SPACING : 24.0 IN. O.C. REPETITIVE STRESSES NOT USED NO. OF MEMBERS = 1 NOTE: 1. ALL CONNECTIONS TO SUPPORTS BY OTHERS 2. ALL PLATES ARE MITEK MT20 .4- —EXTENSION 3-0-0 -1 8'-0" SETBACK I SUPPORTS SHALL BE PROVIDED ALONG EXTENSION © 5-8' O.C. 203 PLF MFEek inausrtes, Inc. Western Division 12 2.83-'.-5.66 1- SPLICE MAY BE LOCATED ANYWHERE IN THE EXTENSION 3x10 splice plates may be replaced with 22" 2x4 DF No.2 or btr. scab to one face with. 131x3 mm. nails 3" o.c. 2 rows _. 3x10 3x6 (TYP.) UNIFORMLY SUPPORT DISTRIBUTED 6x6 - 1/2" GAP MAXIMUM BETWEEN SUPPORT AND END OF RAFTER SUPPORT R= 768 + EXT. Rn 326 + OH. LENGTH OF HEEL PLATE 1k (MIN. 4") 11-3-12 Suite 109 Design valid for use only with Muck connectors, this design is based only upon parameters shown. and is for an individual building component. I Citrus Heights, CA, 9561 WARNING - Vertfy design parameters and READ NOTES ON TillS AND INCLUDED MITER REFERENCE PAGE AM-7473 BEFORE USE. 7777 Greenback Lane Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillify of the I erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding I fabrication, quality confrol, storage, delivery, erection and bracing, consult ANSlfTPl1 Qualify Criterta, 05B49 and BCSI1 Building Component I IAiTek Safety information available from Truss Plate Institute. 583 D'Onofrio Drive. Madison, WI 53719. APRIL 12, 2019 CONVENTIONAL VALLEY FRAMING DETAIL { Mil-VALLEY1 LJL ® MiTek USA, Inc. mmml RIDGE BOARD (SEE NOTE #6) A P,tiTek Affiliate Milek USA, Inc. GABLE END, COMMON TRUSS OR GIRDER TRUSS U (I VALLEY PLATE SEE NOTE #4 POST SEE NOTE #8 Ii I. VALLEY RAFTERS (SEE NOTE #2) POST SHALL BE LOCATED ON SHEATHING ABOVE THE TOP CHORD OF EACH TRUSS. PLAN DRAWING TRUSS TYPICAL POST (24' O.C.) / / GABLE END, COMMON TRUSS rL/AIN TRUSS riusi GENERAL SPECIFICATIONS NOTE: 48" O.C. MAXIMUM POST SPACING WITH BASE TRUSSES ERECTED (INSTALLED), APPLY SHEATHING TO TOP CHORD OF SUPPORTING (BASE) TRUSSES. LIVE LOAD = 30 PSF (MAX) BRACE BOTTOM CHORD AND WEB MEMBERS PER TRUSS DESIGNS. DEAD LOAD = 15 PSF (MAX) D.O.L. INC = 1.15 DEFINE VALLEY RIDGE BY RUNNING A LEVEL STRING FROM THE INTERSECTING RIDGE OF ASCE 7-98, ASCE 7-02, ASCE 7-05 90 MPH (MWFRS) THE ( a.) GABLE END, (b.) GIRDER TRUSS OR (c.) COMMON TRUSS TO THE ROOF SHEATHING. ASCE7-1 0, ASCE 7-16 115 MPH (MWFRS) INSTALL 2 x 4 VALLEY PLATES. FASTEN TO EACH SUPPORTING TRUSS WITH (2) 16d (0.131"X 3.5") NAILS. SET 2 x 6 #2 RIDGE BOARD. SUPPORT WITH 2 x 4 POSTS SPACED 48" O.C.. BEVEL BOTTOM OF POST TO SET EVENLY ON THE SHEATHING. FASTEN POST TO RIDGE WITH (4) lOd (0.131" X 3') NAILS FASTEN POST TO ROOF SHEATHING WITH (3) lOd (0.131' X 3") TOE-NAILS. OfESSi01 FRAME VALLEY RAFTERS FROM VALLEY PLATE TO RIDGE BOARD. MAXIMUM RAFTER SPACING IS 24' O.C.. FASTEN VALLEY RAFTER TO RIDGE RX BEAM WITH (3) 16d (0.131' X 3.5') TOE-NAILS. FASTEN VALLEY RAFTER TO VALLEY PLATE WITH (3) 16d (0.131' X 3.5') TOE-NAILS. SUPPORT THE VALLEY RAFTERS WITH 2 x 4 POSTS 48" O.0 (OR LESS) ALONG EACH RAFTER. INSTALL POSTS IN A STAGGERED PATTERN AS SHOWN ON PLAN DRAWING. ALLIGN POSTS WITH TRUSSES BELOW. FASTEN VALLEY RAFTER TO POST WITH (4) lOd (0,131-X 3") NAILS. FASTEN POST THROUGH SHEATHING TO SUPPORTING TRUSS WITH (2) 16d (0.131' X 3.5") NAILS. POSTS SHALL BE 2 x 4 #2 OR BETTER SPRUCE PINE FIR, DOUG FIR LARCH OR SOUTHERN EXP.0613012024 * * PINE. POSTS EXCEEDING 75' SHALL BE INCREASED TO 4 x 4 OR BE PRE-ASSEMBLED (2) PLY 2 a 4's FASTENED TOGETHER WITH 2 ROWS OF lOd (0.131"X 3') NAILS 6" O.C..tk Or f'M 10/18/2022 OCTOBER 28, 2016 STANDARD REPAIR FOR ADDING MII-REP1O A FALSE BOTTOM CHORD =Ell] MiTek USA, Inc. 'KENGINEERED BY A MiTek Afllliote VERTICAL STUDS @ 48" O.C.. ATTACHED WITH (3)- 1 O (0.131' X 3') NAILS AT EACH END OF VERTICAL (TYP.). VERTICAL STUDS TO BE 2x4STUD GRADE (OR BETTER) SPF, HF, DF OR SP. (BOARD SIZE SPECIFIED IS MINIMUM, LARGER SIZE MAY BE USED) MiTek USA, Inc. Page 1 of 1 MAIN TRUSS MANUFACTURED WITHOUT FALSE BOTTOM CHORD. MAIN TRUSS (SPACING = 24" 0G.) REFER TO THE BOTTOM CHORD BRACING SECTION OF F--- THE INDIVIDUAL TRUSS DESIGN FOR MAXIMUM SPACING OF CONTINUOUS LATERAL BRACING WHENEVER RIGID CEILING MATERIAL IS NOT DIRECTLY ATTACHED TO THE BOTTOM CHORD. -- 2 x 4 NO. 2 (OR BETTER) SPF, HF, DF OR SP FALSE BOTTOM CHORD (BOARD SIZE SPECIFIED IS MINIMUM, LARGER SIZE MAY BE USED) FALSE BOTTOM TRUSS SPAN NOTES: LOADING: TOP CHORD: (REFER TO THE MAIN TRUSS DESIGN FOR TOP CHORD LOADING). BOTTOM CHORD: LL = 0 PSF, DL = 10 PSF. REFER TO THE MAIN TRUSS DESIGN FOR LUMBER AND PLATING REQUIREMENTS. MAXIMUM BOTTOM CHORD PITCH = 6/12. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID SPLITTING OF THE WOOD. FALSE BOTTOM CHORD ONLY DESIGNED TO CARRY VERTICAL LOAD. NO LATERAL (SHEAR) LOAD ALLOWED. FILLER MAY EXTEND FOR FULL LENGTH OF TRUSS. OFESS, 7EXP. OW6/3012024 UCT 10/ 18/2 022 WEB [ AUGUST 1, 2016 ® IL T MiTek USA, Inc. Y=I@ A MiTek Affiliate L-BRACE DETAIL Mu - L-BRACE MiTek USA, Inc. Page 1 of 1 Nailing Pattern L-Brace size - Nail Size 'Nail Spacing 1x4or6 =1od(0.131"X3") 8"o.c. 2x4,6,0r8 1 16d(0.131"X3.5") _8"o.c. Note: Nail along entire length of L-Brace (On Two-Ply's Nail to Both Plies) Nails SPACING Note: L-Bracing to be used when continuous lateral bracing is impractical. L-brace must cover 90% of web length. L-Brace Size for One-Ply Truss Specified Continuous Rows of Lateral Bracing Web Size. 1 2 2x30r2x4 1x4 ix: x8 x DIRECT SUBSTITUTION NOT APLICABLE. L-Brace Size for Two-Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 0r 2x4 '2x4 ] 2x6 2x6 2x8 2x8 1 DIRECT SUBSTITUTION NOT APLICABLE. Section Detail E— L-Brace Web OESSI L-Brace must be same species grade (or better) as web member. 7 06/3 024 UCT AUGUST 1, 2016 SCAB-BRACE DETAIL MII-SCAB-BRACE 1 L ® MiTek USA, Inc. Page 1 of 1 Note: Scab-Bracing to be used when continuous lateral bracing at midpoint (or T-Brace) is I _1LII I impractical. I MiTek USA, Inc. Scab must cover full length of web +1- 6". I_____________________________ y=10l THIS DETAIL IS NOT APLICABLE WHEN BRACING IS REQUIRED AT 1/3 POINTS OR I-BRACE IS SPECIFIED. APPLY 2x_ SCAB TO ONE FACE OF WEB WITH 2 ROWS OF lOd (0.131' X 3") NAILS SPACED 6" O.C. SCAB MUST BE THE SAME GRADE, SIZE AND SPECIES (OR BETTER) AS THE WEB. \\ MAXIMUM WEB AXIAL FORCE = 2500 lbs MAXIMUM WEB LENGTH = 12-0" SCAB BRACE 2x4 MINIMUM WEB SIZE MINIMUM WEB GRADE OF #3 Nails . Section Detail < Scab-Brace Web Scab-Brace must be same species grade (or better) as web me SPACING Al I T-BRACE Il-BRACE DETAIL WITH 2X BRACE ONLY MII-T-BRACE 2 Tek USA, Inc. Page 1 of 1 IL = DO=[] MiTek USA, Inc. Note: 1-Bracing / I-Bracing to be used when continuous lateral bracing is impractical. 1-Brace / I-Brace must cover 90% of web length. Note: This detail NOT to be used to convert T-Brace / I-Brace webs to continuous lateral braced webs. A MiTok Affiliate Nailing Pattern T Brace size Nail Size Nail Spacing 2x4or2x60r2x8 1Od(0.131"X3") I 6"o.c. Note: Nail along entire length of T-Brace / I-Brace (On Two-Ply's Nail to Both Plies) Nails WEB Nails Section Detail T-Brace Web Brace Size for One-Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3or2x4 2x4T-Brace 2x4 I-Brace 2x6 2x6 T-Brace - 2x6 I-Brace 2x8 I-Brace 2x8 2x8 T-Brace Brace Size for Two-Ply Truss Specified Continuous Rows of Lateral Bracing T_WebSize 1 2 2x3 or 2x4 2x4 T-Brace J2x4_I-Brace t 2x6 - 2x6 T-Brace I2x6 I-Brace 2x8 2x8 T-Brace 2x8 I-Brace T-Brace / I-Brace must be same species and grade (or better) as web member. QFESSI JI7 ' I-Brace ic 0/18/2022 AUGUST 1,2016 ® [I1ffi MiTek USA, Inc. EMNEERED BY T-BRACE I I-BRACE DETAIL Note: T-Bracing / I-Bracing to be used when continuous lateral bracing is impractical. 1-Brace / I-Brace must cover 90% of web length. Note: This detail NOT to be used to convert T-Brace Il-Brace webs to continuous lateral braced webs. Mu - T-BRACE MiTek USA, Inc. Page 1 of 1 Nailing Pattern T-Brace size Nail Size INail Spacing 1x4 or 1x6 1 1 O (0.131" X 3") 8"o .c. 2x4 or 2x6 or 2x81 16d (0.131" X 3.5") 8" o.c. Note: Nail along entire length of T-Brace / I-Brace (On Two-Ply's Nail to Both Plies) Brace Size for One-Ply Truss r Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 1x4 (*) 1BraceU(*) I-Brace 2x6 1 x6 _1-Brace 2x6 I-Brace 2x8 2x8 T-Brace 2x8 I-Brace WEB Nails SPACING 2x3 or 2x4 2x6 2x8 P Brace Size for Two-Ply Truss Specified Continuous Rows of Lateral Bracing 1 2 2x4 1-Brace 2x4 I-Brace 2x6 1-Brace 2x6 I-Brace 2x8 1-Brace 12x8 I-Brace Nails Web Section Detail Nails - T-Brace / I-Brace must be same species and grade (or better) as web member. 1 (*) NOTE: If SP webs are used in the truss, 1x4 or 1x6 SP braces must be stress I Web I-Brace rated boards with design values that are equal to (or better) the truss web design values. For SP truss lumber grades up to #2 with 1X bracing material, use IND 45 for 1-Brace/1-Brace Nails' For SP truss lumber grades up to #1 with 1X_ bracing material, use IND 55 for 1-Brace/I Brace STANDARD PIGGYBACK I [DECEMBER 4, 2019 TRUSS CONNECTION DETAII IL '710 I Lm MiTek USA, Inc. YMM10 A MiTek Affiliate MI I eic u, inc. rage I ui MAXIMUM WIND SPEED = REFER TO NOTES D AND OR E MAX MEAN ROOF HEIGHT = 30 FEET MAX TRUSS SPACING = 24" O.C. CATEGORY II BUILDING EXPOSURE B or C ASCE 7-10 DURATION OF LOAD INCREASE 1.60 DETAIL IS NOT APPLICABLE FOR TRUSSES TRANSFERING DRAG LOADS (SHEAR TRUSSES). ADDITIONAL CONSIDERATIONS BY BUILDING ENGINEER/DESIGNER ARE REQUIRED. A - PIGGBACK TRUSS, REFER TO MITEK TRUSS DESIGN DRAWING. SHALL BE CONNECTED TO EACH PURLIN WITH (2) (0.131 X 3.5") TOE-NAILED. B - BASE TRUSS, REFER TO MITEK TRUSS DESIGN DRAWING. C - PURLINS AT EACH BASE TRUSS JOINT AND A MAXIMUM 24 O.C. UNLESS SPECIFIED CLOSER ON MITEK TRUSS DESIGN DRAWING. CONNECT TO BASE TRUSS WITH (2) (0.131'X3.5') NAILS EACH. D -2 X _X 4'-0 SCAB, SIZE TO MATCH TOP CHORD OF PIGGYBACK TRUSS, MINI GRADE #2, ATTACHED TO ONE FACE, CENTERED ON INTERSECTION, WITH (2) ROWS OF )0.131 X 3) NAILS @ 4 O.C. SCAB MAY BE OMITTED PROVIDED THE TOP CHORD SHEATHING IS CONTINUOUS OVER INTERSECTION AT LEAST 1 FT. IN BOTH DIRECTIONS AND: WIND SPEED OF 115 MPH OR LESS FOR ANY PIGGYBACK SPAN, OR WIND SPEED OF 116 MPH TO 160 MPH WITH A MAXIMUM PIGGYBACK SPAN OF 12 IL E -FOR WIND SPEEDS BETWEEN 116 AND 160 MPH, ATTACH MITEK 3X8 20 GA Nail-On PLATES TO EACH FACE OF TRUSSES AT 72 O.C. W/ (4) (0.131 Xl .5") NAILS PER MEMBER. STAGGER NAILS FROM OPPOSING FACES. ENSURE 0.5" EDGE DISTANCE. (MIN. 2 PAIRS OF PLATES RED. REGARDLESS OF SPAN) WHEN NO GAP BETWEEN PIGGYBACK AND BASE TRUSS EXISTS REPLACE TOE NAILING OF PIGGYBACK TRUSS TO PURLINS WITH Nail-On PLATES AS SHOWN, AND INSTALL PURLINS TO BOTTOM EDGE OF BASE TRUSS TOP CHORD AT SPECIFIED SPACING SHOWN ON BASE TRUSS MITEK DESIGN DRAWING. SCAB CONNIE NOTE 0 ABO FOR ALL WIND SPEEDS, ATTACH MITEK 3X6 20 GA Nail-On PLATES TO EACH FACE OF TRUSSES AT 48" O.C. WI (4) (0.131 X 1.5") PER MEMBER. STAGGER NAILS FROM OPPOSING FACES ENSURE 0.5" EDGE DISTANCE. This sheet is provided as a Piggyback connection -NN I detail only. Building Designer is responsible for all permanent bracing per standard engineering practices or refer to BCSI for general guidance on lateral restraint and diagonal bracing requirements. VERTICAL WEB TO EXTEND THROUGH BOTTOM CHORD OF PIGGYBACK FOR LARGE CONCENTRATED LOADS APPLIED TO CAP TRUSS REQUIRING A VERTICAL WEB: VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS MUST MATCH IN SIZE, GRADE, AND MUST LINE UP AS SHOWN IN DETAIL. ATTACH 2 x x 4'-0 SCAB TO EACH FACE OF TRUSS ASSEMBLY WITH 2 ROWS OF lCd (0.131" X 3) NAILS SPACED 4 O.C. FROM EACH FACE. (SIZE AND GRADE TO MATCH VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS.) (MINIMUM 2X4) THIS CONNECTION IS ONLY VALID FOR A MAXIMUM CONCENTRATED LOAD OF 4000 LBS (@1.15). REVIEW BY A QUALIFIED ENGINEER IS REQUIRED FOR LOADS GREATER THAN 4000 LBS. FOR PIGGYBACK TRUSSES CARRYING GIRDER LOADS, NUMBER OF PLYS OF PIGGYBACK TRUSS TO MATCH BASE TRUSS. CONCENTRATED LOAD MUST BE APPLIED TO BOTH THE PIGGYBACK AND THE BASE TRUSS DESIGN. LU cc oFESSi EXR 06/30/2024 / O2iO/18I2O22 LAA_U___,L1 MiTek USA, Inc. y=10 'MAY 7, 2019 LATERAL TOE-NAIL DETAIL MU-TOENAIL MiTek USA, Inc. Page 1 of 1 NOTES: TOE-NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES WITH THE MEMBER AND STARTED 1/3 THE LENGTH OF THE NAIL FROM THE MEMBER END AS SHOWN. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE BOTTOM CHORD SPECIES FOR MEMBERS OF DIFFERENT SPECIES. SQUARE CU TOE-NAIL SINGLE SHEAR VALUES PER NDS 2018 (lb/nail) DIAM. DF - HF J SPF - sp-s c. .131 j 88.1 80.6 169.9 ___68.4 59.7 .135 (93.5 72.6 63.4 85.6 74.2 .162 j 118.3 [ 108.3 93.9 91.9 80.2 1128 84.1 1 76.9 ] 66.7 65.3 57.0 9 .131 88.1 1 80.6 1 69.9 68.4 59.7 - i48 106.6 97 j 84.7 [_72.3 -. 0 .120 73.9 1 67.6 (58.7 574 50i o .128 84.1 76.9 66.7 65.3 1 57.0 .131 88.1 80.6 69.9 1 68.4 1 59.7 .148 106.6 -97.6 j84.7j82.8 72.3 VALUES SHOWN ARE CAPACITY PER TOE-NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) -16d (0.162" X 3.5") NAILS WITH SPF SPECIES BOTTOM CHORD For load duration increase of 1.15: 3 (nails) X 91.9 (lb/nail) X 1.15 (DOL) = 317.0 lb Maximum Capacity P45 DEGREE ANGLE BEVEL CUT SIDE VIEW (2x3) 2 NAILS tj NEAR SIDE * EXRO6!3012024 * I NEARSIDE d. 4OFCO 45.000 P&W 10/18/2022 SIDE VIEW SIDE VIEW / (2x4) 3 NAILS (2x6) 4 NAILS - I NEAR SIDE NEAR SIDE Rh H NEARSIDE NEAR SIDE j NEAR SIDE N NEAR i NEAR SIDE SIDE ---------- VIEWS SHOWN ARE FOR I ILLUSTRATION PURPOSES ONLY SIDE VIEW SIDE VIEW (2x4) (2x3) 3 NAILS 2 NAILS \ A NEARSIDE FAR SIDE NEAR SIDE NEAR SIDE - IX] FARSIDE SIDE VIEW (2x6) 4 NAILS NEAR SIDE FAR SIDE I NEAR SIDE FAR SIDE 2 0_ SSj 7,II4' L/2 LJ2 OE-NAIL SINGLE SHEAR VALUES PER NDS 2018 (lb/nail) DIAM. SP DF HF [ SPF I SPF-S .131 88.0 80.6 - 69.91 68.4 1 59.7 .135 9 : 85.6 74.2 72.6 63.4 .162 1 -Fo-8.81 99.6 86.4 1 84.5 73.8 .128 74.2 67.9 58.9 57.6 50.3 .131 75.9 69.5 60.3 59.0 1 51.1 .148 81.4 -- t 74.5 64.6 I 62 1 525 [VIEWS SHOWN ARE FOR L. ILLUSTRATION PURPOSES ONLY SIDE VIEW (2x3) 2 NAILS I NEAR SIDE NEAR SIDE 45.00° 45.00° V 45.00° 7 MAY 7, 2019 LATERAL TOE-NAIL DETAIL I Mil-TOENAIL-SP MiTek USA, Inc. Page 1 of 1 =DE, MiTek USA, Inc. ENGINE A MiTek Affiliate NOTES: 1 TOE-NAILS SHALL BE DRIVEN AT AN ANGLE OF 45 DEGREES WITH THE MEMBER AND MUST HAVE FULL WOOD SUPPORT. (NAIL MUST BE DRIVEN THROUGH AND EXIT AT THE BACK CORNER OF THE MEMBER END AS SHOWN. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE TWO SPECIES FOR MEMBERS OF DIFFERENT SPECIES. THIS DETAIL APPLICABLE TO THE THREE END DETAILS SHOWN BELOW VALUES SHOWN ARE CAPACITY PER TOE-NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: SIDE VIEW (2x4) (3) - 16d (0,162" X 3.5") NAILS WITH SPF SPECIES BOTTOM CHORD 3 NAILS For load duration increase of 1.15: J\ A - NEAR SIDE 3 (nails) X 84.5 (lb/nail) X 1.15 (DOL) = 291.5 lb Maximum Capacity I NEAR SIDE A! NEAR SIDE IF ESSIok f/RIL 4 ' '\EXR 06/3012024 OF cmav- 1*11 8/2022 SIDE VIEW (2x6) 4 NAILS NEAR SIDE \NEAR SIDE I NEAR SIDE If \ NEARSIDE -- ANGLE MAY VARY FROM 30°T060° I ANGLE MAY VARY FROM 30°TO 60° \ ANGLE MAY \ VARY FROM 30°TO60° r ToBER 5,2016 SCAB APPLIED OVERHANGS rn TRUSS CRITERIA: LOADING: 40-10-0-10 DURATION FACTOR: 1.15 SPACING: 24" O.C. L\4 I17 TOP CHORD: 2x4 OR 2x6 PITCH: 4/12 - 12/12 MiTek USA, Inc. HEEL HEIGHT: STANDARD HEEL UP TO 12" ENERGY HEEL END BEARING CONDITION NOTES: ATTACH 2x SCAB (MINIMUM NO.2 GRADE SPF, HF, SP, DF) TO ONE FACE OF TRUSS WITH TWO ROWS OF lOd (0.131" X 3") NAILS SPACED 6" O.C. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. 3A MiTek USA, Inc. Page 1 of 1 2x 1,2.oxL 24" MAX 1 24" MIN NOTE: TRUSS BUILT WITHOUT AN OVERHANG. THIS DETAIL IS NOT TO BE USED WHEN OVERHANG HAS BEEN BROKEN OFF. IMPORTANT This detail to be used only with trusses (spans less than 40') spaced 24" o.c. maximum and having pitches between 4/12 and 12/12 and 0613012024 total top chord loads not exceeding 50 psf. * Trusses not fitting these criteria should be examined individually. CT REFER TO INDIVIDUAL TRUSS DEGN LFOR PLATE SIZES AND LUMBER GRADES * 10/18/2022 GEOTECHNICAL EVALUATION PROPOSED SINGLE-FAMILY RESIDENTIAL DEVELOPMENT 30 CARLSBAD, CALIFORNIA 92008 W.O. 8320-A-SC JUNE 6, 2022 PC2O22OO47 2780 JAMES DR MATTOS: NEW 2-STORY HOME (3746 SF) W/ATTACHED GARAGE (490 SF) DECK (641 SF) PATIO (332 SF) //DETACHED ADU (448 SF) DEV2022-0181 15614100:: 9/29/2022, PC2022-0047 Geotechnical' Geologic. Coastal • Environmental 5741 Palmer Way • Carlsbad, California 92010 • (760) 438-3155 • FAX (760) 931-0915 • www.geosoilsinc.com June 6, 2022 W.O. 8320-A-SC A.C. Mattos, Inc. 3276 Highland Drive Carlsbad, California 92008 Attention: Ms. Ana Mattos Subject: Geotechnical Evaluation, Proposed Single-Family Residential Development, 2780 James Drive, Carlsbad, San Diego County, California 92008, Assessor's Parcel Number (APN) 156-142-51-00 Dear Ms. Mattos: In accordance with your request and authorization, GeoSoils, Inc. (GSI) has performed a geotechnical evaluation of the subject property, relative to the proposed single-family residential development thereon. The purpose of our work was to study the onsite geotechnical conditions in order to develop preliminary recommendations related to earthwork and the design and construction of the proposed improvements. The scope of our services included: a review of the 2004 "Rough Grading Report" prepared by Coast Geotechnical ([CG], 2004 [see Appendix A]) for the site and surrounding Carlsbad Tract (CT) 98-16; site reconnaissance and subsurface exploration with five (5) test pits (Appendix B); evaluations of geologic/seismic hazards and site seismicity (Appendix C); laboratory testing of collected soil samples (Appendix D); geologic and engineering analyses; and the preparation of this summary report. Our study did not include an evaluation of the existing retaining wall near the northern property boundary. SITE CONDITIONS/PROPOSED DEVELOPMENT The subject property consists of Lot 5 of Carlsbad Tract (CT) 98-16. It is a quadrilateral-shaped parcel of land located near the northern terminus of James Drive (see Figure 1, Site Location Map). The physical address of the property is 2780 James Drive, Carlsbad, San Diego County, California 92008. The geographic coordinates of the approximate centroid of the site are 33.16980 North, -117.33770 West. The parcel is bounded by James Drive to the southwest and by developed residential properties to the remaining quadrants. Topographically, the subject property may be characterized as generally flat-lying to very gentle southwestern sloping, anthropogenically modified terrain. According to the 50-scale grading plan prepared by Land Space Engineering ([LSE], 2002), which accompanied CG ease Map: I UI-'U!') ()ZUUi Nartonai ceograpnic, LI. 5. . . an LUIS tey uuaarangie, uatiromia -- San Diego Co., 7.5 Minute, dated 1997, current, 1999. '0 Or 0 ALPINE LANDSGPE9 Realtor G st 97ne Arbour iVarlMem Las FioreaCfrurth9 \\\\ \ \ 196 Fte,ss Dr rip. 9 54 C•surio'stscs Las Flutes Dr is riores of 9 emen Ron Lea tv buena vista WOY 9 Buena Vista weyoPstucsclinc I, llc,srGononr u y Gasdn \ \ \ \ a ra.c.t Charge EV Ca 9 ynt his Lu Bea:lislde Pool SetVsCC \\ \, gsenie; Ate SITE :1 9G & I 1nsIfle!1s 3 Vmd j 9 wSupdes th ontseO s Buena Vista Way - Buena Vista way Re a 19 BUWlS 'lint, ch I 9cnevn NOT TO SCALE Base Map: Google Maps, Copyright 2022 Google, Map Data Copyright 2022 Google This map is copyrighted by Google 2022. It Is unlawful to copy or reproduce all or any past thereof, whether for personal use or resale, without permission. All rights reserved. W.O. 8320-A -Sc A SITE L OCA TION MAP N Figure 1 (2004), the property was brought to elevation 160.5 feet (U.S. Coast and Geodetic Survey datum) during the original rough grading. GSI did not perform a topographic survey of the site nor was a current topographic survey map provided for our review. However, Google Earth satellite imagery indicates a similar site elevation as the pad grade elevation shown on LSE (2002). In addition, we did not observe evidence that additional grading has occurred within the parcel since the conclusion of rough grading in 2003. Site drainage is accommodated by sheet-flow runoff directed toward the southwest where it discharges into James Drive. With the exception of a concrete masonry unit (CM U) retaining wall near the northwestern property boundary, the site is essentially vacant. The retaining wall is approximately 31/4 feet in height and retains up to approximately 2/4 feet of earth. Site vegetation consists of patches of grasses and weeds. Based on information you provided, GSI understands that the proposed development includes the construction of an approximately 3,400 square foot single-family residence with an associated accessory dwelling unit (ADU) and swimming pool. GSI anticipates that the project will also include a driveway and hardscape (i.e., walkways, patios, pool deck, etc.). We expect that the residence and ADU will be supported by shallow foundations with concrete slab-on-grade floors. GEOTECHNICAL BACKGROUND Based on our review of CG (2004), GSI understands that the subject property was graded in early 2003. CG indicated that remedial grading involved the removal of residual soil and weathered terrace deposits (terrace deposits are now referred to as "old paralic deposits" on the current regional geologic map [Kennedy and Tan, 2007]). Excavations of 2 to 31/2 feet below the former existing grades were required to remove these earth materials. CG stated that the remedial excavations extended to within 2 feet of the property boundaries. CG reported that following remedial excavation, the onsite soils and minor imported sand were placed within the excavations in approximately 6-inch thick loose lifts, moisture conditioned to about optimum moisture content, and compacted with heavy earth-moving equipment until at least 90 percent relative compaction was attained. CG indicated that the thickness of compacted fill placed within the residential tract ranged between approximately 31/2 and 4 feet. CG performed seven field density tests throughout the graded area with one (1) field density test within the subject parcel, approximately 2 feet above the bottom of the remedial grading excavation. The test result indicated that the fill was compacted to more than 90 percent relative compaction, where tested. CG (2004) concluded that the fill materials were properly compacted. In addition, they surmised that the soil parameters recommended for foundation and slab design in their "Preliminary Geotechnical Investigation" report remained valid. A.C. Mattos, Inc. W.O. 8320-A-SC 2780 James Drive, Carlsbad June 6, 2022 Fi1e:e:\wp21\8300\8320a.gep GeoSoals, Inc. Page 3 CG (2004) provided updated seismic design parameters conforming to the 1997 Uniform Building Code as well as recommendations forthe proposed driveway pavement sections. For driveway pavements, CG recommended 3 inches of asphaltic concrete or 4 inches of concrete over 4 inches of compacted select base (Class 2), placed on 12 inches of compacted subgrade. CG recommended that the subgrade and base materials be compacted to a minimum of 95 percent relative compaction. CG also advised that the driveway pavement sections should be protected from water sources to reduce the potential for pavement failure. CG (2004) further recommended that all underground utility piping be embedded in clean sand to at least 1 foot above the top of pipe, with the sand bedding flooded in place. CG suggested that the overlying trench backfill consist of the onsite granular soils compacted to a minimum of 90 percent relative compaction. CG advised that underground utilities not be installed such that they pass below a 45 degree plane from the nearest bottom edge of an adjacent footing. They indicated that deepened footings, raising the utility invert elevations, or providing additional horizontal separation between footings and underground utilities could address this recommendation. CG (2004) recommended that positive site drainage be maintained at all times. They suggested that water be directed away from foundations and not be allowed to pond or seep into the ground, or migrate beneath concrete flatwork or pavement sections. RECENT FIELD EXPLORATION On April 11, 2022, a GSI representative visited the subject parcel and conducted subsurface exploration with five (5) test pits excavated with a John Deere 410 rubber-tire backhoe. The logs of the test pits are included in Appendix B. The approximate locations of the test pits are shown on Figure 2 (Test Pit Location Map), which uses Google Earth satellite imagery as a base. SITE GEOLOGIC CONDITIONS The geologic units encountered during our recent field investigation included localized undocumented artificial fill, compacted artificial fill placed under the purview of CG (2004), and Quaternary-age old paralic deposits. These earth material units are further described below from the youngest to the oldest. The general distribution of these earth materials across the property are shown on Figure 2. Artificial Fill - Undocumented (Map Symbol - Afu) Based on our surf icial observations, a relatively small, localized area of undocumented artificial fill may be present near the northeastern property corner. The fill was not explored A.C. Mattos, Inc. W.O. 8320-A-SC 2780 James Drive, Carlsbad June 6, 2022 File: e:\wp2l\8300\8320a.gep GeoSoils, Inc. Page 4 L ..; _•.—p._..•_ .. 4, N.A.P. GSI LEGEND AN — AR11F1C1AL FILL — UNDOCUMENTED A fc - AR11FICIAL FiLL — COMPACTED, PLACED UNDER Q Q PURWEW OF CC (2004), CIRCLED WHERE BURIED - QUATERNARY OLD PARALIC DEPOSITS, CIRCLED WHERE BURIED ? - APPROXIMATE LOCA liON OF GEOLOGIC CONTACT, QUERIED WHERE UNCERTAIN T i — APPROXIMATE LOCATION OF EXPLORATORY TEST PIT N.A.P. — NOT A PART OF THIS STUDY BASE MAP FROM: GOOGLE EARTH, 2022 p A *?a GRAPHIC 'S 20 0 20 40 ALL LOCATIONS ARE APPROXIMATE This document or efile is not apart of the Construction . Documents and should not be relied upon as being an accurate depiction of design. tkuI. TEST PIT LOCATION MAP Figure .1 W.O. 8320-A-SC I DATE: 05122 1 SCALE: 1 = 20 but is anticipated to be a foot or less in thickness and likely consists of silty sand and clayey sand. Artificial Fill - Compacted (Map Symbol - Afc) Compacted artificial fill was encountered at the surface in all of the test pits. The fill generally extended to depths on the order of 4 to 51/4 feet below the existing grades. It typically consisted of variegated light brown, dark grayish brown, reddish yellow sand with trace silt; variegated light brown, dark grayish brown, reddish yellow, dark yellowish brown, and grayish brown silty sand; and brownish gray clayey sand. The fill locally contained trace clay and gravels, and metal, glass, and asphaltic concrete fragments. The compacted artificial fill was dry to wet and loose to dense. Observations indicate that the upper approximately 1 foot to 11/4 feet of the compacted artificial fill may have been imported to the site. The upper approximately 1 foot to 11/4 feet of the compacted artificial fill appeared weathered. Where weathered, the compacted artificial fill was dry and loose. Thus, the weathered compacted artificial fill is considered potentially compressible in its existing state and should not be relied upon for the support of the proposed improvements. The compacted artificial fill located below 1 foot to 1¼ feet from the existing grades is generally considered suitable bearing materials, based on the available data. Quaternary-age Old Paralic Deposits (Map Symbol - Qop) Quaternary-age old paralic deposits were encountered directly underlying the compacted artificial fill at approximate depths of 4 to 51/2 feet below the existing grades. In general, the old paralic deposits consisted of reddish yellow, reddish brown, and brown very fine- to fine-grained clayey sand; brownish gray very fine- to fine-grained silty sand; and dark brown fine- to medium-grained silty sand. Trace to numerous iron-stone concretions were observed within the old paralic deposits. The old paralic deposits were typically moist to wet and dense. The old paralic deposits are considered suitable bearing materials. GEOLOGIC STRUCTURE Based on our observations and past work experience in the vicinity of the subject site, the old paralic deposits are typically thickly bedded. In general, the old paralic deposits are generally flat-lying or gently inclined in a western direction (i.e., toward the Pacific Ocean). No adverse geologic structures that would preclude project feasibility were observed by GSI or during our review of the regional geologic maps (Kennedy and Tan, 2007; Weber, 1982). A.C. Mattos, Inc. W.O. 8320-A-SC 2780 James Drive, Carlsbad June 6, 2022 File:e:\wp2l\8300\8320a.gep GeoSoils, Inc. Page 6 GROUNDWATER Groundwater was not encountered within the test pits to the maximum explored depth (approximately 11 feet below the existing grades). GSI estimates that the regional groundwater table is generally coincident with sea level or approximately 160 feet below the lowest site elevation. Based on our understanding of the proposed development and the depth to the regional groundwater table, groundwater is not considered a significant geotechnical factor for the project. Our observations reflect site conditions at the time of our field investigation and do not preclude localized perched groundwater nor future changes in local groundwater conditions from climatic factors, excessive irrigation, above-normal precipitation, or other circumstances that were not obvious, at the time of our field exploration. Based on our observations and experience with similar sites, there is a potential for perched groundwater to occur along zones of contrasting permeabilities (i.e., fill lifts, fill/old paralic deposit contacts, etc.) and geologic discontinuities both during and following site development. This should be disclosed to all interested/affected parties. Should perched groundwater conditions manifest, this office could provide recommendations for mitigation upon request. Typical mitigation includes the installation of subdrain systems or cut-off barriers. GEOLOGIC HAZARDS EVALUATION (ntriI According to the "City of Carlsbad Geotechnical Hazard Analysis and Mapping Study" (Leighton and Associates, Inc. [L&A], 1992), the site is located within "Hazard Category" 53. This hazard category includes generally stable, relatively level mesas underlain by terrace deposits, sandstone, or granitic/metavolcanic bedrock. L&A (1992) indicates that sites within this hazard category are susceptible to erosion and ground shaking, and may contain formational sediments or bedrock that present challenges to excavation. Mass Wasting/Landslides Mass wasting refers to the various processes by which earth materials are moved down slope in response to the force of gravity. Examples of these processes include slope creep, surficial failures, and deep-seated landslides. Creep is the slowest form of mass wasting and generally involves the outer 5 to 10 feet of a slope surface. During heavy rains, such as those in El Niño years, creep-affected materials may become saturated, resulting in a more rapid form of downslope movement (i.e., landslides or surf icial failures). According to regional landslide susceptibility mapping by Tan and Giffen (1995), the site is located within Relative Landslide Susceptibility Subarea 3-1, which is characterized as A.C. Mattos, Inc. W.O. 8320-A-SC 2780 James Drive, Carlsbad June 6, 2022 Fi1e:e:\wp21\8300\8320a,gep GeoSoils, Inc. Page 7 being "generally susceptible" to landsliding due to a combination of weak earth materials and steep slopes (slopes often have angles steeper than 15 degrees from the horizontal plane). Tan and Giffen (1995) indicate that although most slopes within Subarea 3-1 do not currently contain landslides, they are prone to failure, locally, when adversely modified. Our review of geologic mapping by Weber (1982), Tan and Giffen (1995), and Kennedy and Tan (2007) did not reveal the presence of landslides within the subject property. In addition, we did not observe evidence of landslides within the subject parcel during our field investigation. Moreover, geomorphic expressions indicative of past mass wasting events (i.e., scarps, hummocky terrain, debris cones, arcuate drainage patterns, etc.) were not identified during our review of stereoscopic aerial photographs (Park Aerial Surveys, Inc., 1953) nor during our field evaluation. The subject site generally consists of flat-lying to very gentle sloping terrain. It is not located near any significant ascending or descending slopes. Lastly, it is underlain in the near-surface by earth materials that typically exhibit high shear strengths. Based on the above, GSI concludes that the potential for the proposed development to be adversely affected by deep-seated slope instability is considered low. The onsite soils are, however, considered erodible. Properly designed and regularly maintained surface drainage is recommended to mitigate erosion. Fi iItc 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 within an Alquist-Priolo earthquake fault zone (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 offshore segment of the Newport-Inglewood fault (part of the Newport-Inglewood - Rose Canyon fault zone) is the closest known Holecene-active fault to the site, located at a distance of approximately 5.7 miles (9.2 kilometers) to the southwest. 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 offshore segment of 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 offshore segment of the Newport-Inglewood fault and other major faults within 100 kilometers 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. A.C. Mattos, Inc. W.O. 8320-A-SC 2780 James Drive, Carlsbad June 6, 2022 File:e:\wp2l\8300\8320a.gep GeoSoils, Inc. Page 8 Surface Rupture Surface rupture is an offset of the ground surface when fault rupture propagates to the Earth's surface. Owing to the lack of known Holocene-active or pre-Holocene 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 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 from an upper bound event on the offshore segment of the Newport-Inglewood fault may be on the order of 0.57 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 Bozorgnia, 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-kilometer radius, between the years 1800 through May 8, 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 May 8, 2021 was about 0.23 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 Shaking Parameters The following table summarizes the site-specific seismic design criteria obtained from the 2019 CBC, Chapter 16 Structural Design, Section 1613, Earthquake Loads (CBSC, 2019) and American Society of Civil Engineers (ASCE 7-16 [ASCE, 2017]). The A.C. Mattos, Inc. W.O. 8320-A-SC 2780 James Drive, Carlsbad June 6, 2022 FiIe:e:\wp2l\8300\8320a.gep GeoSoils, Inc. Page 9 computer program Seismic Design Maps, provided by the California Office of Statewide Health Planning and Development (OSHPD) and the Structural Engineers Association of California (SEAOC) has been used to aid in design (https://seismicmaps.org). The short spectral response uses a period of 0.2 seconds. Based on the findings from our onsite subsurface exploration and our experience with other similar sites, it is our opinion that Site Class "D" conditions are applicable to the proposed development. 2019 CBC SEISMIC DESIGN PARAMETERS P SITE SPECIFIC VALUE PARAMETER PER 2019 CBC or REFERENCE ASCE 7-16 Risk Category11 I, II, or Ill Table 1604.5 Site ass 0 Section 1613.2.2/Chap. 20 ASCE 7-16 (p. 203-204) Spectral Response - (0.2 sec), S 0.872 g Section 1613.2.1 Figure 1613.2.1 (1) Spectral Response-(1 sec), S 0.670g Section 1613.2.1 Figure 1613.2.1(2) Site Coefficient, Fe 1086(2) Table 1613.2.3(1) Site Coefficient, F,, (Section 21.3) Table 1613.2.3(2) Maximum Considered Earthquake Spectral 1.322 g(4) Section 1613.2.3 Response Acceleration (0.2 sec), S (Section 21.4) (Eqn 16-36) Maximum Considered Earthquake Spectral 1.092 g(5) Section 1613.2.3 Response Acceleration (1 sec),SMI (Section 21.4) (Eqn 16-37) 5% Damped Design Spectral Response 0.881 g (6) . Section 1613.2.4 Acceleration (0.2 sec), S, (Eqn 16-38) 5% Damped Design Spectral Response 0.728 g) Section 1613.2.4 Acceleration (1 sec), S0, (Section 21.4) (Eqn 16-39) PGAM - Probabilistic Vertical Ground Acceleration may be assumed as about 50% 0.56 g ASCE 7-16 (Eqn 11.8.1) of these values. Seismic Design Category 0(8) Section 1613.2.5/ASCE 7-16 (Section 11.61 (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, sws = (1.5)(S) = (1.5)(0.881 g) = 1.322g. Per Section 21.4 of ASCE 7-16, SM1 = (1.5)(S01) = (1.5)(0.728 g) = 1.092g. Per Section 21.4 of ASCE 7-16, SDs shall be taken as 90 percent of the maximum spectral acceleration (Se) 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 TS, 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, S (0.881 g) > 0.50 and S, (0.576 g) > 0.2. Thus, the seismic design category is D". 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 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 2019 CBC (CBSC, 2019) and regular A.C. Mattos, Inc. W.C. 8320-A-SC 2780 James Drive, Carlsbad June 6, 2022 File:e:\wp2l\8300\8320a.gep GeoSoils, Inc. Page 10 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. SECONDARY SEISMIC HAZARDS Liquefaction/Lateral Spreading Liquefaction describes a phenomenon in which cyclic stresses, produced by earthquake-induced ground motion, create excess pore pressures in relatively cohesionless soils. These soils may thereby acquire a high degree of mobility, which can lead to vertical deformation, lateral movement, lurching, sliding, and as a result of seismic loading, volumetric strain and manifestation in surface settlement of loose sediments, sand boils and other damaging lateral deformations. This phenomenon occurs only below the water table, but after liquefaction has developed, it can propagate upward into overlying non-saturated soil as excess pore water dissipates. One of the primary factors controlling the potential for liquefaction is the depth to groundwater. Typically, liquefaction has a relatively low potential at depths greater than 50 feet and is unlikely or will produce vertical strains well below 1 percent for depths below 60 feet when relative densities are 40 to 60 percent and effective overburden pressures are two or more atmospheres (i.e., 4,232 pounds per square foot [Seed, 2005]). The condition of liquefaction has two principal effects. One is the consolidation of loose sediments with resultant settlement of the ground surface. The other effect is lateral sliding. Significant permanent lateral movement generally occurs only when there is significant differential loading, such as fill or natural ground slopes within susceptible materials. No such loading conditions exist at the site. Liquefaction susceptibility is related to numerous factors and the following five conditions should be concurrently present for liquefaction to occur: 1) sediments must be relatively young in age and not have developed a large amount of cementation; 2) sediments must generally consist of medium- to fine-grained, relatively cohesionless sands; 3) the sediments must have low relative density; 4) free groundwater must be present in the sediment; and 5) the site must experience a seismic event of a sufficient duration and magnitude, to induce straining of soil particles. Only about one to perhaps two of these five necessary conditions have the potential to affect the site, concurrently. Summary It is the opinion of GSI that the susceptibility of the site to experience damaging deformations from seismically-induced liquefaction is relatively low owing to the dense, nature of the old paralic deposits that underlie the site in the near-surface and the depth to groundwater. In addition, the recommendations for remedial earthwork and foundations would further reduce any significant liquefaction potential. A.C. Mattos, Inc. W.O. 8320-A-SC 2780 James Drive, Carlsbad June 6, 2022 FiIe:e:\wp21\8300\8320a.gep GeoSoils, Inc. Page 11 OTHER GEOLOGIC/SECONDARY SEISMIC HAZARDS The following list includes other geologic/seismic related hazards that have been considered during our evaluation of the site. The hazards listed are considered negligible or mitigated as a result of site location, soil characteristics, and typical site development procedures: Subsidence Coseismic Deformation (Ground Lurching or Shallow Ground Rupture) Tsunami Seiche EARTH MATERIAL EXCAVATION CHARACTERISTICS No significant difficulty was encountered while excavating the test pits with a John Deere 410 rubber-tire backhoe. Based on our onsite observations and our past experience with nearby sites, GSI anticipates that relatively easy to moderately difficult excavation would be encountered during the planned and remedial excavations, using standard heavy earth- moving equipment in good working order. However, localized areas of cemented old paralic deposit (i.e., concretions) may present very difficult excavation, especially if relatively lightweight excavation equipment such as a backhoe or mini-excavator are used. Therefore, excavation equipment should be appropriately sized and powered for the required excavation task. If additional information regarding the excavation characteristics of the onsite earth materials is needed, this office can perform seismic refraction studies. LABORATORY TESTING General Laboratory tests were performed on relatively undisturbed and representative bulk samples of the onsite earth materials, collected from the test pits, in order to evaluate their physical characteristics and engineering properties. The test procedures used and results obtained are presented below. Classification Soils were classified visually according to the Unified Soils Classification System (Sowers and Sowers, 1979). The soil classifications are shown on the Test Pit Logs in Appendix B. A.C. Mattos, Inc. W.O. 8320-A-SC 2780 James Drive, Carlsbad June 6, 2022 FiIe:e:\wp21\8300\8320a.gep GeoSoils, Inc. Page 12 Moisture-Density Relations The field moisture contents and dry unit weights were evaluated for relatively undisturbed samples of the onsite earth materials in the laboratory. Testing was performed in general accordance with ASTM D 2937 and ASTM D 2216. The dry unit weight was determined in pounds per cubic foot (pcf), and the field moisture content was determined as a percentage of the dry weight. The results of these tests are shown on the Test Pit Logs in Appendix B. Expansion Index A representative sample of the onsite earth materials was evaluated for expansion potential. Expansion index (E.L) testing and expansion potential classification were performed in general accordance with ASTM Standard D 4829. The results of the expansion index testing are presented in the following table: SAMPLE LOCATION AND DEPTK(FT) EXPANSION INDEX EXPANSION POTENTIAL TP-5 @ 5-6 I <5 I Very Low E.I. = 0 to 20- Very Low Expansion Potential; E.I. = 21 to 50- Low Expansion Potential; E.I. = 51 to 90 - Medium Expansion Potential; E.I. = 91 to 130 - High Expansion Potential; E.I. = 130- Very High (Critical) Expansion Potential Saturated Resistivity, pH, and Soluble Sulfates, and Chlorides Testing was performed on a representative sample of the onsite earth materials for general evaluations of soil corrosivity and soluble sulfates, and chlorides. More specifically, the testing included evaluations of soil pH, soluble sulfates, chlorides, and saturated resistivity. Test results are presented in Appendix D and the following table: PHSATURATED SOLUBLE SOLUBLE LAND DEPTH FT RESISTIVITY SULFATES CHLORIDES (ohm-cm) -- (% by weight) (ppm) I TP••1 (i' 0-514 I 73 I 2.600 I 0.004 I 96 Corrosion Summary Laboratory testing indicates that the tested sample of the onsite soils is neutral with respect to soil acidity/alkalinity; is moderately corrosive to exposed, buried metals when moist; presents negligible sulfate exposure to concrete (Exposure Class SO per Table 19.3.1.1 of A.C. Mattos, Inc. W.O. 8320-A-SC 2780 James Drive, Carlsbad June 6, 2022 FiIe:e:\wp21\8300\8320a.gep GeoSoils, Inc. Page 13 ACI 318-14 [Ad, 2014]); and contains slightly elevated concentrations of soluble chlorides that are below action levels. GSI does not consult in the field of corrosion engineering. Therefore, additional comments and recommendations may be obtained from a qualified corrosion engineer based on the level of corrosion protection required for the project, as determined by the project architect, civil engineer, and structural engineer. PRELIMINARY CONCLUSIONS Based on our review of the available geologic and geotechnical information for the subject property and the data obtained from our recent field exploration, and laboratory testing, the proposed site development is considered technically feasible from a geotechnical perspective, provided the preliminary recommendations presented herein are properly incorporated into the project. The most significant geotechnical factors relative to the proposed site development, include: Earth material characteristics and the depth to suitable bearing materials below the existing grades. On-going expansion and corrosion potentials of the onsite earth materials. Excavation productivity. The engineering suitability of the existing retaining wall and associated backfill near the northern property boundary. Perimeter conditions and the associated limitations to remedial grading near the property boundaries and within the influence of existing settlement-sensitive improvements. Potential for perched groundwater to manifest during and following site development. Temporary slope stability. Regional seismic activity. These factors are further described below. The preliminary geotechnical recommendations presented herein consider these as well as other aspects of the site. The project-specific engineering analyses concerning site preparation and the design, and construction of the proposed improvements were performed using the information obtained during our research, field exploration, and laboratory testing. In the event that any significant changes are made to the proposed site development, the conclusions and recommendations contained in this report shall not be considered valid unless the A.C. Mattos, Inc. W.O. 8320-A-SC 2780 James Drive, Carlsbad June 6, 2022 File:e:\wp2l \8300\8320a.gep GeoSoils, Inc. Page 14 changes are reviewed and the recommendations of this report are evaluated or modified in writing by this office. Foundation design parameters are considered preliminary until the foundation design, layout, and structural loads are provided to this office for review. Geotechnical observation, and testing services should be performed during earthwork construction to aid the contractor in removing unsuitable soils and in their effort to compact the fill. Geologic observations should be performed during any excavation and grading to verify or further evaluate the onsite geologic conditions. Although unlikely, if adverse geologic structures are encountered, supplemental recommendations and earthwork may be warranted. All undocumented artificial fill and the weathered, near-surface portions of the existing compacted fill materials placed under the purview of CG (2004) are considered potentially compressible in their existing state. Therefore, these earth materials should not be relied upon for the support of the planned settlement- sensitive improvements (i.e., the proposed single-family residence, the ADU, the swimming pool, pavements, underground utilities, etc.) or new planned fills without mitigation. In general, the available subsurface data indicates that remedial grading excavations for the removal of potentially compressible earth materials, within the proposed project area, will need to extend to depths ranging between approximately 1 foot and 11/4 feet below the existing grades. However, local variations of unsuitable soil thicknesses are likely, and thicker sections of potentially compressible earth materials may occur within the project area, and require deeper remedial grading excavations. This should be considered during project planning and budgetary considerations. The engineering of the existing retaining wall near the northern property boundary is currently unknown. The construction and backfill of this retaining wall is not discussed in CG (2004). Thus, it is currently unknown if this retaining wall is capable of accommodating surcharge from the proposed structures and traffic, or if the backfill is suitable to supportthe proposed settlement-sensitive improvements. On a preliminary basis, GSI recommends that the planned improvements be located below a 1:1 (h:v) plane projected up and toward the south from the bottom, outboard edge of the retaining wall footing. In addition, the proposed site improvements should not be constructed upon the retaining wall backfill without further evaluation. The client may consider the retention of a structural engineer to evaluate the engineering suitability of the existing retaining wall. The 2019 CBC (CBSC, 2019) indicates that the removal of potentially compressible soils be performed across all areas to be graded under the purview of the grading A.C. Mattos, Inc. W.O. 8320-A-SC 2780 James Drive, Carlsbad June 6, 2022 FUe:e:\wp2l\8300\8320a.gep GeoSoils, Inc. Page 15 permit, not just within the influence of the proposed improvements. Relatively thick sections of potentially compressible soils located near the property boundaries or existing onsite, or offsite improvements that need to remain in service may necessitate a special zone of consideration, on perimeter/confining areas. This zone would be approximately equal to the depth to suitable bearing materials below the existing grades, near the perimeter of the site or existing onsite, or offsite improvements that need to remain is service, if remedial grading cannot be performed onsite or offsite. Thus, any proposed settlement-sensitive improvements and planned fills, constructed within this zone, may require deepened foundations, reinforcement, etc., or will retain some potential for settlement and associated distress. On a preliminary basis, the width of this zone may be on the order of 1 foot to 1¼ feet. Groundwater is not considered a significant geotechnical factor relative to the proposed development. Owing to the nature of the onsite earth materials, perched groundwater may manifest both during and following site development along zones of contrasting permeabilities (i.e., fill lifts and the geologic contact between fill and the old paralic deposits) or within geologic discontinuities in the old paralic deposits. On a preliminary basis, unsupported temporary slopes with gross overall heights of 20 feet or less, exposing unsaturated, relatively cohesive earth materials, may be constructed in accordance with California Occupational Safety and Health Act (CAL/OSHA) or United States Department of Labor OSHA guidelines for Type "B" soils (i.e., 1:1 [h:v] temporary slope gradient). Although not anticipated, should groundwater, seepage, or running sands be observed in the temporary slopes, the slopes may require reconstruction to flatter gradients or the use of shoring, or slot grading. All temporary slopes should be observed by a licensed engineering geologist or engineer prior to entry by an unprotected worker. Should adverse conditions be exposed, additional recommendations regarding temporary slope construction would be provided at that time. The seismicity-acceleration values provided herein should be considered during the design and construction of the proposed development. General Earthwork and Grading Guidelines are provided at the end of this report as Appendix E. Specific recommendations are provided below. PRELIMINARY EARTHWORK RECOMMENDATIONS General Grading should conform to the guidelines presented in Appendix J of the 2019 CBC (CBSC, 2019), the requirements of the City of Carlsbad, and the Grading Guidelines A.C. Mattos, Inc. W.O. 8320-A-SC 2780 James Drive, Carlsbad June 6, 2022 FUe:e:\wp2l\8300\8320a.gep GeoSoils, Inc. Page 16 presented in Appendix E, except where specifically superceded in the text of this report. In case of conflict, the most conservative approach should govern. Prior to grading, a GSI representative should be present at the pre-construction meeting to provide additional grading guidelines, if needed, and to review the earthwork schedule. Demolition/Grubbing All vegetation should be removed from the areas of proposed grading/earthwork. Cavities or loose soils remaining after site clearance should be cleaned out and observed by the geotechnical consultant. The cavities should be backfilled with fill materials that have been uniformly moisture conditioned to at least the soil's optimum moisture content, and compacted to a minimum relative density of 90 percent of the laboratory standard (ASTM D 1557). Alternatively, the cavities may be filled with a 1- to 2-sack sand-cement slurry. Although not anticipated, any abandoned existing underground utilities should be removed as part of the remedial earthwork recommended herein. Abandoned underground utilities that extend beyond the earthwork areas should be capped or plugged with concrete. GSI observed the possible outlet of the subdrain for the existing retaining wall near the northwest property corner. The subdrain outlet should be connected to a suitable discharge point determined by the project civil engineer or architect. Remedial Gradin Potentially compressible undocumented artificial fill and weathered portions of the compacted fill placed under the purview of CG (2004) should be removed to expose suitable, unweathered compacted fill with a minimum in-place relative density of 90 percent of the laboratory standard (per ASTM Dl 557). Thus, the geotechnical consultant should perform field density testing during remedial excavation. Based on the available subsurface data, the remedial grading excavations are anticipated to extend to depths ranging between approximately 1 foot and 1¼ feet below the existing grades. However, variations are possible and the localized need for deeper remedial excavation cannot be entirely precluded, and should be anticipated. The lateral limits of the remedial excavations should extend at least 5 feet beyond the perimeter foundation of the proposed structures and at least 2 feet outside the perimeters of proposed surface improvements (i.e., driveway, walkways, patios, etc.) unless constrained by property lines or existing improvements that need to remain in service. The exposed subsoils should be lightly scarified, uniformly moisture conditioned to at least the soil's optimum moisture content, and then be recompacted to a minimum relative density of 90 percent of the laboratory standard (ASTM D 1557). Remedial grading excavations should be observed by the geotechnical consultant prior to scarification and fill placement. A.C. Mattos, Inc. W.O. 8320-A-SC 2780 James Drive, Carlsbad June 6 2022 File: e:\wp2l\8300\8320a.gep GeoSoils, Inc. Page 17 Overexcavation Although not anticipated, in the event that the project requires planned excavations that would place the foundations for the proposed single-family residence and the ADU within 2 feet of the old paralic deposits, the old paralic deposits should be overexcavated (undercut) to provide for at least 24 inches of compacted fill beneath the foundations. The overexcavation bottom should be sloped toward James Drive and observed by the geotechnical consultant. Following geotechnical observation, the bottom of the overexcavation should be lightly scarified, uniformly moisture conditioned to at least the soil's optimum moisture content, and then be recompacted to a minimum relative density of 90 percent of the laboratory standard (ASTM D 1557). The maximum to minimum compacted fill thickness across the property should not exceed a ratio of 3:1 (maximum: minimum). Compacted Fill Materials Soils intended for use as compacted fill should be cleaned of any organic materials and deleterious debris, uniformly moisture conditioned to at least the soil's optimum moisture content, placed in relatively thin lifts, and then be recompacted to a minimum relative density of 90 percent of the laboratory standard (ASTM D 1557). Each fill lift should be compacted prior to the placement of the successive lift. The geotechnical consultant should provide observations and field density testing during fill placement. Fill materials should consist of granular soils with an expansion index of 20 or less and a plasticity index of 14 or less. The use of soils with higher expansion index and plasticity index values in compacted fills will require revisions to the herein provided recommendations for foundations, slab-on-grade floors, the swimming pool, and pavements to mitigate shrink/swell and subgrade deformations. Import Soils If import fill is necessary, a sample of the soil import should be evaluated by this office prior to importing, in order to assure compatibility with the onsite soils and the recommendations presented in this report. If non-manufactured materials are used, environmental documentation for the export site should be provided for GSI review. At least five (5) business days of lead time should be allowed by builders or contractors for proposed import submittals. This lead time will allow for environmental document review and laboratory testing, as deemed necessary. At a minimum, import soils should have an expansion index of 20 or less and a plasticity index of 14 or less. The use of subdrains at the bottom of the fill cap may be necessary, and may be subsequently recommended based on compatibility with onsite soils. A.C. Mattos, Inc. W.O. 8320-A-SC 2780 James Drive, Carlsbad June 6, 2022 File:e:\wp2l\8300\8320a.gep GeoSoils, Inc. Page 18 Temporary Slopes Temporary slopes for excavations less than 20 feet in overall height should conform to CALJOSHA or OSHA requirements for Type "B" soils, provided groundwater, seepage, or running sands are not present. Temporary slopes, up to a maximum height of about 20 feet, may be excavated at a 1:1 (h:v) gradient, or flatter, provided groundwater, seepage, or running sands are not exposed. Construction materials and soil stockpiles, or construction equipment storage, and traffic should not occur 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 or engineer prior to worker entry into the excavation. Based on the exposed field conditions, inclining temporary slopes to flatter gradients or the use of shoring may be necessary if adverse conditions are observed. If adverse conditions are exposed or if temporary slopes conflict with property boundaries, or existing improvements that need to remain in service, shoring or slot excavations/slot grading may be necessary. The need for shoring or slot excavations/slot grading could be further evaluated during the plan review stage of site development and during site earthwork. Temporary slopes should not pass below a 1:1 (h:v) plane projected down and toward the excavation from proposed and existing settlement-sensitive improvements, or property lines without the use of shoring or slot excavations/slot grading. Slot Excavation/Slot Grading Slot excavation/slot grading may be performed as an alternative to shoring where planned and remedial excavations extend below a 1:1 (h:v) plane projected down and toward the excavation from the proposed improvements and existing settlement-sensitive improvements that need to remain in service, or property lines. The slot excavations may be performed in an "A," "B," and "C" sequence, with a maximum slot width of 6 feet. Multiple slots may be simultaneously excavated provided that open slots are separated by at least 12 feet of tested and approved compacted fill or undisturbed soils. The actual number and widths of the slot excavations should not cause the bearing pressure of any existing, adjacent foundation to increase by more than 2.0 times the allowable bearing pressure. This will require proper sequencing during construction. Pre-construction surveys and survey monitoring should be performed in conjunction with slot grading. Excavation Observation and Monitoring (AU Excavations) When excavations are made adjacent to an existing improvement (i.e., underground utility, wall, road, building, wall, etc.) there is a risk of some damage even if a well-designed system of excavation is planned and executed. We, therefore, recommend that a systematic program of observations be made before, during, and after construction to determine the effects (if any) of the excavation on existing improvements. We believe that this is necessary for two reasons. First, if excessive movements (i.e., more than ½ inch) are detected early enough, remedial measures can be taken which could A.C. Mattos, Inc. W.O.8320-A-SC 2780 James Drive, Carlsbad June 6, 2022 Fi1e:e:\wp21\8300\8320a.gep GeoSoils, Inc. Page 19 possibly prevent serious damage to existing improvements. Second, the responsibility for damage to the existing improvement can be evaluated more equitably, if the cause and extent of the damage can be determined more precisely. Monitoring should include the measurement of any horizontal and vertical movements of the existing structures/improvements. Locations and types of monitoring devices should be selected prior to the start of construction. The program of monitoring should be agreed upon between the projectteam, the site surveyor, and the geotechnical consultant, prior to excavation. Reference points should be provided on existing walls, buildings, and other settlement-sensitive improvements. These points should be placed as low as possible on the walls and buildings adjacent to the excavation. Exact locations may be dictated by critical points, such as bearing walls or columns for buildings; and surface points on roadways or curbs, near the top of the excavation. For a survey monitoring system, an accuracy of a least 0.01 foot should be required. Reference points should be installed and read initially prior to excavation. The readings should continue until all construction below ground has been completed and the permanent backfill has been brought to finish grade. The frequency of readings will depend upon the results of previous readings and the rate of construction. Weekly readings could be assumed throughout the duration of construction with daily readings during rapid excavation near the bottom of the excavation. The readings should be plotted by the project surveyor/civil engineer and then reviewed by the geotechnical consultant. In addition to the monitoring system, it would be prudent for the geotechnical consultant and the contractor to make a complete inspection of the existing structures and improvements both before and after construction. The inspection should be directed toward detecting any signs of damage, particularly those caused by settlement. Notes should be made and pictures should be taken where necessary. PRELIMINARY RECOMMENDATIONS -FOUNDATIONS AND CONCRETE SLAB-ON-GRADE FLOORS Preliminary geotechnical recommendations for foundation and concrete slab-on-grade floor design and construction are provided in the following sections. These preliminary recommendations have been developed from our understanding of the currently proposed site development, our review of CG (2004), as well as our site observations, subsurface exploration, laboratory testing, and engineering analyses. Foundation and concrete slab-on-grade floor design should be re-evaluated at the conclusion of site grading/remedial earthwork for the as-graded soil conditions. Although not anticipated, revisions to these recommendations may be necessary. If the information concerning the proposed development plan is not correct, or any changes in the design, location or A.C. Mattos, Inc. W.O. 8320-A-SC 2780 James Drive, Carlsbad June 6, 2022 FiIe:e:\wp2l\8300\8320a.gep GeoSoals, Inc. Page 20 loading conditions of the proposed single-family residence and ADU are made, the conclusions and recommendations contained in this report shall not be considered valid unless the changes are reviewed and conclusions of this report are modified or approved in writing by this office. The information and recommendations presented in the following sections are not meant to supercede design by the project structural engineer or a civil engineer specializing in structural design. Upon request, GSI could provide additional input/consultation regarding soil parameters, as related to foundation design. The existing geotechnical data (CG, 2004) and our expansion index testing indicate the subject property is underlain by soils that are very low in expansion potential (E.l. <20). In the following sections, GSI provides preliminary design and construction recommendations for foundations and concrete slab-on-grade floor systems underlain by soils that are very low in expansion potential. Preliminary Foundation and Concrete Slab-on-Grade Floor Design and Construction Recommendations The following preliminary recommendations are for the design of shallow foundations and slab-on-grade floors underlain by soils with an E.I. of 20 or less and a plasticity index of 14 nr Iecc The foundation system should be designed and constructed in accordance with guidelines presented in the 2019 CBC. Foundations for the proposed single-family residence and ADU should extend into tested and approved compacted fill overlying dense old paralic deposits. An allowable bearing value of 2,000 pounds per square foot (psf) may be used in the design of continuous spread footings that maintain minimum widths of 12 or 15 inches for one- or two- story buildings, respectively, and minimally extend 12 or 18 inches below the lowest adjacent grade for one- or two-story buildings, respectively. A similar bearing value may be used in the design of isolated spread footings that have a minimum dimension of at least 24 inches square and a minimum embedment depth of 24 inches below the lowest adjacent grade. Foundation embedment depth excludes the thickness of exterior pavements, concrete slab-on-grade floors, or the slab underlayment section. The bearing value may be increased by 20 percent for each additional 12 inches in footing depth to a maximum value of 2,500 psf. The bearing value may be increased by one-third when considering short duration seismic or wind loads. For foundations deriving passive resistance from approved compacted fill that is very low in expansion potential (expansion index of 20 or less and a plasticity index A.C. Matlos, Inc. W.O. 8320-A-SC 2780 James Drive, Carlsbad June 6, 2022 File: e:\wp2l\8300\8320a.gep GeoSoils, Inc. Page 21 of 14 or less), the passive earth pressure may be computed as an equivalent fluid having a density of 250 psf/ft (pounds per cubic foot [pcf]), with a maximum earth pressure of 2,500 psf. The upper 6 inches of passive pressure should be neglected, if not confined by slabs or pavement. For lateral sliding resistance, a 0.35 coefficient of friction may be used for a concrete to soil contact when multiplied by the dead load. When combining passive pressure and frictional resistance, the passive pressure component should be reduced by one-third. Although not anticipated, based on the existing site topography, all footing setbacks from slopes should comply with Figure 1808.7.1 of the 2019 CBC. GSI recommends a minimum horizontal setback distance of 7 feet, as measured from the bottom, outboard edge of the footing to the face of descending slopes. Footings for the proposed buildings adjacent to existing or proposed retaining walls should be deepened so as to extend below a 1:1 (h:v) plane projected up and toward the proposed buildings from the heel of the retaining wall footing. At a minimum, all continuous footings should be reinforced with four No. 4 steel reinforcing bars. Two reinforcing bars should be placed near the top and two bars should be placed near the bottom of the continuous footings. Isolated spread footings should be reinforced in accordance with the recommendations of the project structural engineer. All interior and exterior isolated spread footings should be tied to the perimeter foundation via a reinforced grade beam in at least one direction. The grade beam should be at least 12 inches square in cross section., and should be provided with a minimum of one No. 4 steel reinforcing bar placed near the top, and one No. 4 steel reinforcing bar placed near the bottom of the grade beam. The base of the reinforced grade beam should be at the same elevation as the adjoining footings. This may require the use of a stepped grade beam, if there are differences in the bearing elevations. A grade beam, reinforced as previously recommended and at least 12 inches square, should be provided across large entrances. The base of the reinforced grade beam should be at the same elevation as the adjoining footings. Stepped footings or grade beams should conform to the requirements in Section 1809.3 of the 2019 CBC. A.C. Mattos, Inc. W.O. 8320-A-SC 2780 James Drive Carlsbad June 6, 2022 Fi1e:e:\wp21\8300\8320a.gep GeoSoils, Inc. Page 22 A minimum concrete slab-on-grade floor thickness of 41/2 inches is recommended. A thicker concrete slab-on-grade floor should be used if moisture/water vapor transmission through the floor slab would adversely affect flooring applications or other building components (State of California, 2022), The actual thickness of the slab-on-grade floor should be provided by the project structural engineer based on the anticipated loading conditions and the intended use. At a minimum, concrete slab-on-grade floors should be reinforced with No. 3 steel reinforcing bars placed at 18 inches on center, in two horizontally perpendicular directions (i.e., long axis and short axis). The actual slab-on-grade floor reinforcement should be provided by the project structural engineer based on the planned loading and use. All slab-on-grade floor reinforcement should be supported on chairs ("dobies") to ensure proper mid-slab height positioning during placement of the concrete. Hooking of reinforcement is not an acceptable method of positioning. Slab subgrade pre-soaking is not required for soils that are very low in expansion potential. However, the client and their contractor should consider pre-wetting the slab subgrade materials to at least the soil's optimum moisture content to a minimum depth of 12 inches below pad grade, no more than 72 hours prior to the placement of the underlayment sand and vapor retarder. Prior to placement of the concrete, the footing excavations should be lightly moisture conditioned to assist in uniform concrete curing. Care should be taken to not moisten any sand cushion placed between the bottom of the slab-on-grade floor and the vapor retarder. Foundation Settlement Provided that the earthwork recommendations in this report are properly followed, foundations bearing on tested and approved compacted fill, overlying suitable dense old paralic deposits, should be designed to accommodate a total settlement of at least 11/2 inches and a differential settlement of no less than 3/4-inch over a 40-foot horizontal span (angular distortion = 1/640). SOIL MOISTURE TRANSMISSION CONSIDERATIONS GSI has evaluated the potential for moisture or water vapor transmission through new concrete floor slabs, in light of typical floor coverings and improvements. According to Kanare (2005), slab moisture emission rates range from about 2 to 27 lbs/24 hours/1,000 square feet from a typical slab-on-grade floor, while floor covering manufacturers generally recommend about 3 lbs/24 hours as an upper limit. A.C. Mattos, Inc. W.O. 8320-A-SC 2780 James Drive, Carlsbad June 6, 2022 File:e:\wp2l\8300\8320a.gep GeoSoils, Inc. Page 23 The recommendations in this section are not intended to preclude the transmission of moisture or water vapor through the building foundations or slab-on-grade floors. Foundation systems and slab-on-grade floors shall not allow moisture or water vapor to enter into the structure so as to cause damage to another building component or to limit the installation of the type of flooring materials typically used for the particular application (State of California, 2022). These recommendations may be superceded or supplemented by a waterproofing consultant, the project architect, or structural consultant. Thus, the client will need to evaluate the following in light of a cost vs. benefit analysis (owner expectations and repairs/replacement). Also, moisture or water vapor transmission will occur in new slab-on-grade floors as a result of chemical reactions taking place within the curing concrete. Moisture or water vapor transmission through concrete floor slabs as a result of concrete curing has the potential to adversely affect sensitive floor coverings depending on the thickness of the concrete floor slab and the duration of time between the placement of concrete, and the installation of the floor covering. It is possible that a slab moisture sealant may be needed prior to the placement of sensitive floor coverings if the time frame between the foundation and concrete slab-on-grade floor construction, and the installation of the floor coverings, is relatively short. Considering the expansion index test results presented herein, and known soil conditions in the region, the anticipated typical moisture or water vapor transmission rates, floor coverings, and improvements (to be chosen bythe client and the project architect) that can tolerate moisture or water vapor transmission rates without significant distress, the following alternatives are provided: The thickness of the concrete slab-on-grade floors should be increased beyond 4½ inches. Concrete slab underlayment should consist of a 15-mil vapor retarder, or equivalent, with all laps sealed per the 2019 CBC and the manufacturer's recommendations. The vapor retarder should comply with the American Society for Testing and Materials (ASTM) E 1745 - Class A criteria, and be installed in accordance with the latest editions of American Concrete Institute (ACI) 302.1 R-15 and ASTM E 1643. The 15-mil vapor retarder (ASTM E 1745 - Class A) shall be installed per the recommendations of the manufacturer, including all penetrations (i.e., pipe, ducting, rebar, etc.). The concrete slab-on-grade floor should be immediately underlain by a sand cushion consisting of 2 inches of clean, washed sand (SE > 30), placed atop a 15-mil vapor retarder (ASTM E-1 745 -Class A, per Engineering Bulletin 119 [Kanare, 2005]) that is installed per the recommendations of the manufacturer, including all penetrations (i.e., pipe, ducting, rebar, etc.). The manufacturer shall provide instructions for lap sealing, including minimum width of lap, method of sealing, and either supply or specify suitable products for lap sealing (ASTM E 1745), and per code. A.C. Mattos, Inc. W.O. 8320-A-SC 2780 James Drive, Carlsbad June 6, 2022 File: e:\wp2l \8300\8320a.gep GeoSoils, Inc. Page 24 ACI 302.1 R-15 (Ad, 2015) states, "Experience has shown, however, that the greatest level of protection for floor coverings, coatings, or building environments is provided when the vapor retarder/barrier is placed in direct contact with the slab. Placing concrete in direct contact with the vapor retarder/barrier eliminates the potential for water from sources such as rain, saw-cuffing, curing, cleaning, or compaction to become trapped within the fill course. Wet or saturated fill above the vapor retarder/barrier can significantly lengthen the time required for a slab to dry to a level acceptable to the manufacturers of floor coverings, adhesives, and coatings. A fill layer sandwiched between the vapor retarder/barrier and the concrete slab-on-grade floor also serves as an avenue for moisture to enter and travel freely beneath the slab, which can lead to an increase in moisture within the slab once it is covered. Moisture can enter the fill layer through voids, tears, or punctures in the vapor retarder/barrier." Therefore, additional observation and testing will be necessary for the cushion or sand layer for moisture content, and relatively uniform thicknesses, prior to the placement of concrete. Conversely, ACI 302.1 R-1 5 indicates that placing concrete directly upon the vapor retarder requires additional design and construction considerations to avoid potential slab-related problems, such as excessive concrete settlement and significantly larger length change during casting and drying shrinkage, and when the concrete is subject to environmental changes. In addition, dominant joint behavior can be made worse when the slab is placed in direct contact with the vapor retarder. Further, settlement cracking over reinforcing steel is more likely because of increased settlement resulting from a longer bleeding period. There is also a potential for enhanced slab curl. Lastly, if rapid surface drying conditions are present, the surface of the concrete (i.e., top fraction of an inch [millimeter]) placed directly upon the vapor retarder would have a greater propensity to dry and crust over leaving the underlying concrete relatively less stiff or unhardened. This may impact surface flatness of the concrete slab and result in blistering or delamination. Design and construction measures should be implemented to offset or reduce these effects. Given the above, GSI recommends that all responsible parties participate in a risk/benefit evaluation regarding the specified location of the vapor retarder during project design. For building pad areas underlain by soils very low in expansion potential (expansion index of 20 or less and plasticity index of 14 or less), the vapor retarder should be underlain by a capillary break consisting of a 2-inch thick layer of clean, washed sand (SE > 30), placed directly on the prepared, moisture conditioned, and compacted subgrade. The vapor retarder should be sealed to provide a continuous membrane under the entire slab, as discussed above. Concrete with a maximum water-to-cement ratio of 0.50 should be used in the construction of the building foundations and slab-on-grade floors. A.C. Mattos, Inc. W.O. 8320-A-SC 2780 James Drive, Carlsbad June 6, 2022 Fi1e:e:\wp21\8300\8320a.gep GeoSoils, Inc. Page 25 The building owner should be specifically advised which areas are suitable for tile flooring, vinyl flooring, or other types of water/vapor-sensitive flooring and which are not suitable. In all planned floor areas, flooring shall be installed per the manufacturer's recommendations. Additional recommendations regarding moisture or water vapor transmission should be provided by the project architect, structural engineer, or waterproofing consultant, and should be consistent with the specified floor coverings indicated by the project architect. Regardless of the mitigation, some limited moisture/water vapor transmission through the building foundations and slab-on-grade floors should be anticipated. Construction crews may require special training for installation of certain product(s), as well as concrete finishing techniques. The use of specialized product(s) should be approved by the slab designer and waterproofing consultant. A technical representative of the flooring contractor should review the floor slab and moisture retarder plans and provide comment prior to the construction of the foundations or improvements. The vapor retarder contractor should have representatives from the vapor retarder manufacturer onsite during the initial installation. PRELIMINARY RETAINING WALL DESIGN PARAMETERS General The following preliminary recommendations are provided for the design and construction of conventional masonry (concrete masonry unit [CMU]) and cast-in-place concrete [CIPC]) retaining walls with retained soil heights of 10 feet or less. Recommendations for specialty walls (i.e., crib, earthstone, mechanical stabilized earth [MSE] retaining walls, etc.) can be provided upon request, and would be based on site-specific conditions. Conventional Retaininci Walls The design parameters provided below assume that either select materials (typically Class 2 permeable filter material or Class 3 aggregate base) or native onsite earth materials with an expansion index of 20 or less and a plasticity index of 14 or less are used to backfill any retaining wall. The latter case would require compliance testing prior to or during wall construction. It may be possible to use some of the onsite earth materials for retaining wall backfill, provided that laboratory testing demonstrates they meet the minimum backfill properties recommended herein. The type of backfill (i.e., select or native), should be specified by the wall designer, and clearly shown on the retaining wall plans. Waterproofing should also be considered for all retaining walls in order to reduce the potential for unsightly efflorescence staining, spalling stucco, etc. A.C. Mattos, Inc. W.O. 8320-A-SC 2780 James Drive, Carlsbad June 6, 2022 Fi1e:e:\wp21\8300\8320a.gep GeoSoils, Inc. Page 26 Preliminary Retaining Wall Foundation Design The preliminary foundation design for retaining walls that will be included in the proposed development should incorporate the following recommendations: Minimum Footing Embedment - 24 inches below the lowest adjacent grade into tested and approved, compacted fill overlying suitable dense old paralic deposits. Footing embedment excludes the landscape layer (typically the upper 6 inches of soil) and any adjacent pavements. Where potentially compressible earth materials cannot be removed and recompacted below a 1:1 (h:v) plane projected down from the bottom, outboard edge of the proposed retaining wall footing, due to property boundaries or existing improvements that need to remain in service, the wall footing should be founded into suitable, unweathered old paralic deposits. This would likely require a deepened retaining wall footing, based on the available subsurface data. Minimum Footing Width - 24 inches. Allowable Bearing Pressure - An allowable bearing pressure of 2,000 psf may be used in the preliminary design of retaining wall foundations provided that the footing maintains a minimum width of 24 inches and extends at least 24 inches below the lowest adjacent grade into tested and approved compacted fill, overlying suitable dense old paralic deposits or into suitable dense old paralic deposits. This pressure may be increased by one-third for transient short-term wind or seismic loads. Passive Earth Pressure - A passive earth pressure of 250 psf/ft (pcf) with a maximum earth pressure of 2,500 psf may be used in the preliminary design of retaining wall foundations founded into tested and approved compacted fill materials overlying suitable dense old paralic deposits or into suitable dense old paralic deposits that are very low in expansion potential. Lateral Sliding Resistance - A 0.35 coefficient of friction may be used for a concrete to soil contact when multiplied by the dead load. When combining passive pressure and frictional resistance, the passive pressure component should be reduced by one-third. Backfill Soil Density - Backfill soil densities ranging between 125 pcf and 130 pcf may be used in the design of the proposed retaining walls. This assumes an average backfill compaction of at least 90 percent of the laboratory standard (per ASTM D 1557). Footing Setbacks - Although not anticipated based on the relatively flat-lying site topography, all retaining wall footing setbacks from slopes should comply with Figure 1808.7.1 of the 2019 CBC. GSI recommends a minimum horizontal setback A.C. Mattos, Inc. W.O. 8320-A-SC 2780 James Drive, Carlsbad June 6, 2022 Fie:e:\wp21\8300\8320a.gep GeoSoils, Inc. Page 27 distance of 7 feet, as measured from the bottom, outboard edge of the footing to the face of descending slopes. Restrained Walls Any retaining wall that will be restrained prior to placing and compacting backfill material or retaining walls that have re-entrant or male corners, should be designed for an at-rest equivalent fluid pressure (EFP) of 55 pcf and 65 pcf for select and very tow expansive native backfill, respectively. The design should include any applicable surcharge loading. For areas of male or re-entrant corners, the restrained wall design should extend a minimum distance of twice the height of the wall (2H) laterally from the corner. Cantilevered Walls The recommendations presented below are for cantilevered retaining walls with retained soil heights up to 10 feet. Design parameters for retaining walls less than 3 feet in height may be superceded by the regional standard design. Regional standard design retaining walls require the use of select backfill materials owing to the low equivalent fluid pressure used in their design. Active earth pressure may be used for retaining wall design, provided the top of the wall is not restrained from minor deflections. An equivalent fluid pressure approach may be used to compute the horizontal pressure against the wall. Appropriate fluid unit weights are given below for specific slope gradients of the retained material. These do not include other superimposed loading conditions due to traffic, structures, seismic events or adverse geologic conditions. When wall configurations are finalized, the appropriate loading conditions for superimposed loads can be provided upon request. For preliminary planning purposes, the structural consultant/wall designer should incorporate the surcharge of traffic on the back of retaining walls if traffic will occur within "H" of the backside of the retaining walls, where "H" equals the retained soil height. The traffic surcharge may be taken as 100 psf/ft in the upper 5 feet of the wall for light passenger vehicle traffic (i.e., cars, pickup trucks, etc.). Traffic surcharge from heavy-axle trucks (HS20) should be modeled as 300 psf/ft in the upper 5 feet of the wall. This does not include the surcharge of parked vehicles which should be evaluated at a higher surcharge to account for the effects of seismic loading. Equivalent fluid pressures for the design of cantilevered retaining walls are provided in the following table: A.C. Mattos, Inc. W.O. 8320-A-SC 2780 James Drive, Carlsbad June 6, 2022 File: e:\wp2l\8300\8320a.gep GeoSoils, Inc. Page 28 SURFACE SLOPE OF EQUIVALENT EQUIVALENT RETAINED MATERIAL FLUID WEIGHT P.C.F. FLUID WEIGHT P.C.F. (HORIZONTAL:VERTICAL) (SELECT BACKFILL)2 (NATIVE BACKFILL)3 Level" 38 50 2tol 1 55 1 65 Level backfill behind a retaining wall is defined as compacted earth materials, properly drained, without a slope for a distance of 2H behind the wall, where H is the height of the wall. SE > 30, P.I. < 14, E.I. <20, and < 10% passing No. 200 sieve. E.I. = 0 to 20, SE > 30, P.I. < 14, E.I. <20, and < 15% passing No. 200 sieve. Seismic Surcharge For retaining walls incorporated into the buildings, site retaining walls with more than 6 feet of retained materials, as measured vertically from the bottom of the wall footing at the heel to daylight, or retaining walls that could present ingress/egress constraints in the event of failure, GSI recommends that the walls be evaluated for seismic surcharge in general accordance with 2019 CBC requirements. The retaining walls in this category should maintain an overturning Factor-of-Safety (FOS) of approximately 1.25 when the seismic surcharge (seismic increment), is applied. For restrained walls, the seismic surcharge should be applied as a uniform surcharge load from the bottom of the footing (excluding shear keys) to the top of the backfill at the heel of the wall footing. For cantilevered walls, the seismic surcharge should be applied as an inverted triangular pressure distribution for the portion of the wall located above 0.6H up from the bottom of the footing to the top of the wall, where "H" equals the retained soil height. For the evaluation of the seismic surcharge, the bearing pressure may exceed the static value by one-third, considering the transient nature of this surcharge. This is for local wall stability only. This seismic surcharge may be taken as 19H where "H" for restrained walls is the dimension previously noted as the height of the backfill to the bottom of the footing. The 19H is derived from the guidelines set forth in City of Los Angeles Department of Building and Safety (LADBS) Information Bulletin Document No.: P/BC 2020-83 (LADBS, 2020), which are based on Seed and Whitman (1970). YEFP (seismic) /"J<hVsoII Where: VEFP (seismic) is the seismic increment expressed as equivalent fluid pressure (pounds per cubic foot [pcf]); kh is the seismic lateral earth pressure coefficient equivalent to one-half of two-thirds of PGAM (0.56 g x 2/3 x 1/2 = 0.19 g); A.C. Mattos, Inc. W.O. 8320-A-SC 2780 James Drive, Carlsbad June 6, 2022 FiIe:e:\wp2l\8300\8320a.gep GeoSoils, Inc. Page 29 Ysoil is the total unit weight of the retained soils (130 pcf). Thus, for the proposed retaining walls: VEFP (seismic) = 3/4 x 1/2 X 2/3 X0.56X 130 pcf = 18.5 pcf (use 19 pcf [19H]) Retaining Wall Backfill and Drainage Positive drainage must be provided behind all retaining walls in the form of gravel wrapped in geofabric and outlets. A backdrain system is considered necessary for retaining walls that are 2 feet or greater in height. Details 1, 2, and 3, present the backdrainage options discussed below. At a minimum, backdrains should consist of a 4-inch diameter perforated Schedule 40 or SDR 35 drain pipe, with perforations oriented down, encased in 3/4-inch to 1½-inch gravel, wrapped in approved filter fabric (Mirafi 140 or equivalent). The backdrain should flow via gravity (minimum 1 percent slope) toward an approved drainage facility identified by the project civil engineer or architect. For select backfill, the filter material should extend a minimum of 1 horizontal foot behind the base of the walls and upward at least 1 foot. For native backfill that has an expansion index up to 20 and a plasticity index up to 14, continuous Class 2 permeable drain materials should be used behind the wall. This material should be continuous (i.e., full height) behind the wall, and it should be constructed in accordance with the enclosed Detail 1 (Typical Retaining Wall Backfill and Drainage Detail). For limited access and confined areas, (panel) drainage behind the wall may be constructed in accordance with Detail 2 (Retaining Wall Backfill and Subdrain Detail Geotextile Drain). Materials with an expansion index greater than 20 and a plasticity index greater than 14 should not be used as backfill for retaining walls. For more onerous expansive soil conditions, backfill and drainage behind the retaining wall should conform with Detail 3 (Retaining Wall And Subdrain Detail Clean Sand Backfill). Retaining wall backfill should be moisture conditioned to at least the soil's optimum moisture content, placed in relatively thin lifts, and compacted to a minimum relative density of 90 percent of the laboratory standard (ASTM D 1557). Outlets should consist of a 4-inch diameter solid PVC or ABS pipe spaced no greater than about 100 feet apart, with a minimum of two outlets, one on each end. The use of weep holes, only, in walls higher than 2 feet, is not recommended. The surface of the backfill should be sealed by pavement or the top 18 inches should consist of compacted native soil with an expansion index of 50 or less. Proper surface drainage should also be provided around the retaining walls. Wall/Retaining Wall Footing Transitions Site walls are anticipated to be supported by foundations designed in accordance with the recommendations in this report. Should wall footings transition from old paralic deposits to compacted fill, the wall designer may specify either: A.C. Mattos, Inc. W.O. 8320-A-SC 2780 James Drive, Carlsbad June 6, 2022 Fi1e:e:\wp21\8300\8320a.gep GeoSoils, Inc. Page 30 (1) Waterproofing membrane CMU or reinforced-concrete wall - - Proposed grade \ sloped to drain \ perprecise civil \ drawings \_ (5) Weep hole \\\\\ \\ \\ Footing and wall design by others— Structural footing or settlement-sensitive improvement Provide surface drainage via an . •. . .. . . : : ' Native backfill H (3) Filter fabric Very Low to Low Expansive soils, El <50, PI <15 (4) P!i'. H13 :. 1:1 (h:v) or flatter backcut to be properly benched (6) Footing Waterproofing membrane. Gravel: Clean, crushed, 3/4 to 11/2 inch. Filter fabric: Mirafi 140N or approved equivalent. Pipe: 4-inch-diameter perforated PVC, Schedule 40, or approved alternative with minimum of 1 percent gradient sloped to suitable, approved outlet point (perforations down). Weep holes: For CMU walls, Omit grout every other block, at or slightly above finished surface. For reinforced concrete walls, minimum 2-inch diameter weep holesspaced at 20 foot centers along the wall and placed 3 inches above finished surface. Design civil engineer to provide drainage at toe of wall. No weep holes for below-grade walls. Footing: If bench is created behind the footing greater than the footing width using level fill or cut natural earth materials, an additional "heel" drain will likely be required by geotechnical consultant. I RETAINING WALL DETAIL - ALTERNATIVE A Detail 1 Structural footing or (1) Waterproofing settlement-sensitive improvement membrane (optional) Provide surface drainage via engineered / V-ditch (see civil plan details) CMUor / 2:1 (h:v) slope reinforced-concrete wall \ Slope or level inches Composite - I . dain ;. •::•. \\ (5) Weep hole — Native backfill ,.- Proposed grade .: (3) Filter fabric. Very Low to Low / sloped to drain per r . . .• .. Expansive soils precise civil \ , El. <50, P I <15 drawings ____ ____ ____ (4) Pipe . .:. 1:1 (h: v) or flatter . backcut to be properly Footing and wall . benched . . design by others - (6) 1 cubic foot of 314 -inch crushed rock (7) Footing Waterproofing membrane (optional): Liquid boot or approved mastic equivalent. Drain: Miradrain 6000 or J-drain 200 or equivalent for non-waterproofed walls; Miradrain 6200 or J-drain 200 or equivalent for waterproofed walls (all perforations down). Filter fabric: Mirafi 140N or approved equivalent; place fabric flap behind core. Pipe: 4-inch-diameter perforated PVC, Schedule 40, or approved alternative with minimum of 1 percent gradient to proper outlet point (perforations down). Weep holes: For CMU walls, Omit grout every other block, at or slightly above finished surface. For reinforced concrete walls, minimum 2-inch diameter weep holesspaced at 20 foot centers along the wall and placed 3 inches above finished surface. Design civil engineer to provide drainage at toe of wall. No weep holes for below-grade walls. Gravel: Clean, crushed, 3/4 to 11/2 inch. Footing: If bench is created behind the footing greater than the footing width using level fill or cut natural earth materials, an additional "heel" drain will likely be required by geotechnical consultant. I RETAINING WALL DETAIL - ALTERNATIVE B Detail 2 "— (8) Native backfill (6) Clean ... .. ...................... sand backfill \ - 1:1 (h:v) or flatter - backcut to be (3) Filter fabric properly benched (2) Gravel Heel Pipe (7) Footing Waterproofing membrane: Liquid boot or approved masticequivalent. Gravel: Clean, crushed, 3/4 to 11/2 inch. Filter fabric: Mirafi 140N or approved equivalent. Pipe: 4-inch-diameter perforated PVC, Schedule 40, or approved alternative with minimum of 1 percent gradient to proper outlet point (perforations down). Weep hole: For CMU walls, Omit grout every other block, at or slightly above finished surface. For reinforced concrete walls, minimum 2-inch diameter weep holesspaced at 20 foot centers along the wall and placed 3 inches above finished surface. Design civil engineer to provide drainage at toe of wall. No weep holes for below-grade walls. Clean sand backfill: Must have sand equivalent value (S.E.) of 35 or greater; can be densified by water jetting upon approval by geotechnical engineer. Footing: If bench is created behind the footing greater than the footing width using level fill or cut natural earth materials, an additional "heel" drain will likely be required by geotechnical consultant. Native backfill: If El. <21 and S.E. >35 then all sand requirements also may not be required and will be reviewed by the geotechnical consultant. I RETAINING WALL DETAIL — ALTERNATIVE C - J Detail 3 (1) Waterproofing membrane CMU or reinforced-concrete wall ±12 inches (5) Weep hole - H L Proposed grade sloped to drain per precise civil drawings Footing and wall dc inn hi/ tifhrc A minimum of a 2-foot overexcavation and recompaction of the old paralic deposits for a distance of 2H, from the point of transition. Increase of the amount of reinforcing steel and wall detailing (i.e., expansion joints or crack control joints) such that a angular distortion of 1/360 for a distance of 2H on either side of the transition may be accommodated. Expansion joints should be placed no greater than 20 feet on-center, in accordance with the structural engineer's/wall designer's recommendations, regardless of whether or nottransition conditions exist. Expansion joints should be sealed with a flexible, non-shrink grout. C) Embed the footings entirely into suitable dense old paralic deposits (i.e., deepened footings). If transitions from old paralic deposits to compacted fill transect the wall footing alignment at an angle of less than 45 degrees (plan view), then the designer should follow recommendation "a" (above) and until such transition is between 45 and 90 degrees to the wall alignment. SURCHARGE OF EXISTING RETAINING WALL Unless evaluated and deemed acceptable by a licensed structural engineer, the existing retaining wall near the northern property boundary should not receive surcharge from planned fills, the proposed improvements, traffic (including heavy construction equipment traffic), soil or building material stockpiles, etc. If the structural engineer concludes that the existing retaining wall cannot tolerate surcharge from the aforementioned, additional loading should be avoided above a 1:1 (h:v) plane projected up and into the site from the heel of the retaining wall footing. Alternatively, the existing retaining wall may be replaced by a new retaining wall that can tolerate the applied surcharge. It is currently unknown if the design of the existing retaining wall considers the effects of seismic loading. Thus, there is a potential that the existing wall may deform or fail in the event of a strong earthquake. Failure or deformation of the wall may have adverse affects on the proposed development. Recommendations for mitigation can be provided once the structural design of the existing wall has been evaluated. PRELIMINARY OUTDOOR POOL/SPA DESIGN RECOMMENDATIONS The following preliminary recommendations are provided for consideration in the design and planning of the proposed pool/spa. A.C. Mattos, Inc. W.O. 8320-A-SC 2780 James Drive, Carlsbad June 6, 2022 FiIe:e:\wp2l\8300\8320a.gep GeoSoils, Inc. Page 34 (cnpriI Refer to the "Preliminary Recommendations - Foundations and Concrete Slab-on-Grade Floors" section of this report for the design and construction of shallow foundations incorporated into the proposed pool/spa. The foundations for retaining walls incorporated into the proposed pool/spa should adhere to the recommendations in the "Preliminary Retaining Wall Foundation Design" section of this report. The equivalent fluid pressure to be used in the pool/spa design should be 60 pcf for pool/spa walls with level backfill, and 75 pcf for a 2:1 (h:v) sloped backfill condition. In addition, backdrains should be provided behind pool/spa walls subjacent to slopes. Should drains not be desired, full hydrostatic pressure (62.4 pcf) should be added to the equivalent fluid pressures indicated above. Where pools/spas are planned near structures, appropriate surcharge loads need to be incorporated into the 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 the pool/spa in cross section and in plan view may affect the performance of the pool/spa, from a geotechnical standpoint. Pools and spas should also be designed in accordance with the latest adopted Codes. 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. Hydrostatic pressure relief valves should be incorporated into the pool and spa designs. A pool/spa under-drain system may also be considered, with an appropriate sump pump and outlet for discharge, but this is not a geotechnical requirement, provided the relief valves are constructed. Sump pumps should be designed and constructed to not cause saturation of the surrounding soils. 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 (elastomeric grout) should be installed to prevent water from seeping into the soil at all deck joints. If the decking consists of wood or brick payers, then this recommendation is not warranted. A.C. Mattos, Inc. W.O. 8320-A-SC 2780 James Drive, Carlsbad June 6, 2022 File: e:\wp2l\8300\8320a.gep GeoSoils, Inc. Page 35 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, concrete deck slabs should be a minimum of 4 inches thick, and be reinforced with No. 3 steel reinforcing bars placed at 18 inches on-center and arranged in two perpendicular directions. All slab reinforcement should be supported on chairs 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 or pre-soaking of the slab subgrade to the soil's optimum moisture content is recommended, to a depth of 12 inches for soils that are very low in expansion potential. This moisture content should be maintained in the subgrade soils during concrete placement to promote uniform curing of the concrete and to reduce 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 aggregate base compacted to 90 percent of the laboratory standard (per ASTM D 1557). Pool/spa structures should be founded entirely into suitable dense old paralic deposits. Compacted fill/old paralic deposit contacts beneath the pool/spa should be avoided. In order to reduce unsightly slab cracking, the outer edges of the 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 cut-off wall (thickened edge) extending to a depth of at least 12 inches below the bottoms of the slabs to mitigate excessive infiltration of water under the pool/spa deck. These thickened edges should be reinforced with two No.4 steel reinforcing bars, one placed at the top and one placed at the bottom of the wall. Surface and shrinkage cracking of the finished deck slab may be reduced if a low slump and water-cement ratio are maintained during concrete placement. Concrete used should have a minimum compressive strength of 4,000 pounds per square inch (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 any pool/spa concrete deck should be determined by the design engineer and contractor. However, spacings should not exceed 6 feet on-center. Temporary slopes created during excavations for pool/spa construction should adhere to the recommendations in the "Temporary Slopes" section of this report. All excavations should be observed by a representative of the geotechnical A.C. Mattos, Inc. W.O. 8320-A-SC 2780 James Drive, Carlsbad June 6, 2022 File:e:\wp2l\8300\8320a.gep GeoSoils, Inc. Page 36 consultant, including the project geologist or engineer, prior to workers entering the excavation or trench, and minimally conform to CAL/OSHA, 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 and maintained by the property owner into their overall improvement scheme. The ponding of water, ground saturation, and flow over slope faces are all situations which must be avoided to enhance the long-term performance of the pool/spa and associated improvements, and to 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 significant distress to occur. Accordingly, once filled, the pool/spa should not be emptied unless evaluated by the pool/spa designer. The temperature of the water lines for spas and pools may affect the corrosion properties of the 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 backfill placed within pool/spa underground utility trenches should be uniformly moisture conditioned to at least the soil's optimum moisture content and be compacted to a minimum relative density of 90 percent of the laboratory standard (per ASTM D 1557), under the full-time observation and testing of a qualified geotechnical consultant. Underground utility trench bottoms should be sloped away from the primary structures on the property (i.e., the proposed single-family residence and ADU). Pool and spa underground utility lines should not cross those associated with the proposed single-family residence and ADU (i.e., not stacked, or sharing of trenches, etc.). The pool/spa or associated underground 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 the existing retaining wall subdrain or associated tightlines, then the design civil engineer should be consulted for mitigative measures. Such measures should be further reviewed and approved by the geotechnical consultant, prior to proceeding with any further construction. A.C. Mattos, Inc. W.O. 8320-A-SC 2780 James Drive, Carlsbad June 6, 2022 File:e:\wp2l\8300\8320a.gep GeoSoils, Inc. Page 37 The geotechnical consultant should review and approve all aspects of pool/spa and flatwork design prior to construction. A design civil engineer should review all aspects of such design, including drainage and setback conditions. Prior to acceptance of the pool/spa construction, the project builder, geotechnical consultant and civil designer should evaluate the performance of the area drains and other site drainage pipes, following pool/spa construction. Any changes in the design or location of the pool/spa should be reviewed and approved by the geotechnical consultant 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 consultant and design civil engineer. Failure to adhere to the above recommendations will significantly increase the potential for distress to the pool/spa, flatwork, etc. Local seismicity or the design earthquake will cause some distress to the pool/spa and decking or flatwork, possibly including total functional and economic loss. The pool/spa designer may consider the incorporation of the seismic increment (19H), recommended herein, into the structural engineering. The information and recommendations discussed above should be provided to any contractors and subcontractors, or homeowners, interested/affected parties, etc., that may perform or may be affected by such work. PORTLAND CEMENT CONCRETE (PCC) DRIVEWAYS, PEDESTRIAN PAVEMENTS, AND OTHER IMPROVEMENTS To reduce the likelihood of distress, the following recommendations are presented for all exterior PCC surface improvements (i.e., driveways, walkways, patios) and other exterior improvements: Remedial grading should be performed in accordance with the recommendation previously provided in this report. The design and construction of the pool/spa deck should follow the recommendations in the preceding section. Within 72 hours of concrete placement, the subgrade area for exterior concrete slabs-on-grade to receive pedestrian traffic should be brought to at least the soil's optimum moisture content and compacted to achieve a minimum 90 percent relative compaction (per ASTM D 1557). The subgrade for exterior PCC slabs-on-grade that will receive vehicular traffic should be compacted to achieve a A.C. Mattos, Inc. W.O. 8320-A-SC 2780 James Drive Carlsbad June 6 2022 Fi1e:e:\wp21\8300\8320a.gep GeoSoils, Inc. Page 38 minimum 95 percent relative compaction (per ASTM D 1557). The subgrade preparation should be observed and tested by GSI. Exterior concrete slabs-on-grade should be cast over a relatively non-yielding surface, consisting of a 4-inch layer of crushed rock, gravel, or clean sand, that should be compacted and level prior to placing concrete. The layer should moisturized completely, prior to placing concrete, to reduce the loss of concrete moisture to the surrounding earth materials. Exterior concrete slabs-on-grade should be a minimum of 4 inches thick. PCC slabs-on-grade that will receive vehicular traffic should have a thickened edge (at least 6 inches wide and extending a minimum of 12 inches below the pavement subgrade), where located adjacent to landscape areas. The purpose of the thickened edge is to help impede infiltration of landscape water under the slab. The use of transverse and longitudinal control joints are recommended to help control slab cracking due to concrete shrinkage or expansion. Two ways to mitigate such cracking are: a) add a sufficient amount of reinforcing steel, increasing tensile strength of the slab; and, b) provide an adequate amount of control or expansion joints to accommodate anticipated concrete shrinkage and expansion. In order to reduce the potential for unsightly cracks, exterior concrete slabs-on- grade should be reinforced at mid-height with a minimum of No. 3 steel reinforcing bars placed at 18 inches on center, in each direction. The exterior concrete slabs should be scored or saw cut, ½ to /8 inches deep, often enough so that no section is greater than 10 feet by 10 feet. For sidewalks or narrow slabs, control joints should be provided at intervals of every 6 feet. The building foundations and exterior concrete slabs should be separated with expansion joint filler material. In areas directly adjacent to a continuous source of moisture (i.e., irrigation, planters, etc.), all joints should be additionally sealed with flexible mastic. No traffic should be allowed upon the newly placed concrete slabs until they have been properly cured to within 75 percent of design strength. Concrete compressive strength should be a minimum of 2,500 psi. Planters and walls should not be structurally tied to the proposed buildings. Overhang structures should be supported on the exterior PCC slabs-on-grade or structurally designed with continuous or isolated footings tied to the perimeter foundation of the buildings. Any masonry landscape walls that are to be constructed throughout the property should be supported by continuous footings with a minimum width of 12 inches that A.C. Mattos, Inc. W.O. 8320-A-SC 2780 James Drive, Carlsbad June 6, 2022 Fi1e:e:\wp21\8300\8320a.gep GeoSods, Inc. Page 39 extend at least 12 inches into tested and approved compacted fill overlying suitable dense old paralic deposits or into suitable, dense old paralic deposits. The walls should be grouted and articulated in segments no more than 20 feet long. These segments should be keyed or doweled together. Positive site drainage should be maintained at all times. In general, site drainage should conform to Section 1804.4 of the 2019 CBC. Drainage reversals could occur, including post-construction settlement, if relatively flat drainage gradients are not periodically maintained by the property owner. Air conditioning (A/C) units should be supported by slabs that are incorporated into the building foundations or constructed on a rigid slab with flexible couplings for plumbing and electrical lines. A/C waste water lines should be drained to a suitable non-erosive outlet. Shrinkage cracks could become excessive if proper finishing and curing practices are not followed. Finishing and curing practices should be performed per the Portland Cement Association Guidelines. Mix design should incorporate rate of curing for climate and time of year, sulfate content of soils, corrosion potential of soils, and fertilizers used on site. DEVELOPMENT CRITERIA Surface Drainage Adequate surface drainage is a very important factor in reducing the likelihood of adverse performance of foundations and pavements. Surface drainage should be sufficient to prevent ponding of water anywhere on the property, and especially near structures and pavements. Surface drainage should be carefully taken into consideration during landscaping so that future landscaping or construction activities do not create adverse drainage conditions. Water should be directed away from foundations and pavements, and not allowed to pond or seep into the ground. Consideration should be given to avoiding construction of open-bottom planters within 10 horizontal feet from the proposed buildings. 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 the buildings or any exterior concrete flatwork. If planters are constructed adjacent to the buildings, 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. Planters should not be structurally connected to the buildings. Site drainage should be directed toward James Drive or other approved drainage facilities. Areas of seepage may develop due to irrigation or heavy rainfall, and should be A.C. Mattos, Inc. W.O. 8320A-SC 2780 James Drive, Carlsbad June 6, 2022 File:e:\wp2l\8300\8320a.gep GeoSods, Inc. Page 40 anticipated. Minimizing irrigation will lessen this potential. If areas of seepage develop, recommendations for reducing this effect could be provided upon request. 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 lightweight, 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. Landscape Maintenance Consideration should be given to the type of vegetation chosen and its potential effect upon surface improvements (i.e., some trees will have an effect on foundations, slab-on- grade floors, and pavements 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. Gutters and Downspouts The installation of gutters and downspouts should be considered to collect roof water that may otherwise infiltrate the soils adjacent to the buildings. If used, the downspouts should be drained into PVC collector pipes or other non-erosive devices (e.g., paved swales or ditches; below grade, solid tight-lined PVC pipes; etc.), that will carry the water away from the house, to an appropriate outlet, in accordance with the recommendations of the design civil engineer. Downspouts and gutters are not a requirement; however; from a geotechnical viewpoint, provided that positive drainage is incorporated into project design (as discussed previously). Site Improvements If any additional improvements 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 and underground utility trench, and retaining wall backfills. A.C. Mattos, Inc. W.O. 8320-A-SC 2780 James Drive, Carlsbad June 6, 2022 File:e:\wp2l\8300\8320a.gep GeoSoils, Inc. Page 41 Any proposed improvement constructed upon or within the influence of potentially compressible earth materials (i.e., undocumented fill, colluvium [topsoil], weathered old paralic deposits, etc.) may experience distress as a result of settlement. This potential should be disclosed to all interested/affected parties. Recommendations are provided in this report to reduce this potential. Foundation Excavations All foundation excavations should be observed by a representative of the geotechnical consultant subsequent to trenching and prior to the placement of concrete form work, steel reinforcement, and concrete. The purpose of the observations is to evaluate that the excavations are made into the recommended bearing material and to the minimum widths and depths recommended for construction. If loose or compressible earth materials are exposed within the foundation excavation, a deeper footing would be recommended at that time. Footing trench spoil and any excess soils generated from underground utility trenches 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, it should be anticipated that 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 a licensed engineering geologist or engineer and minimally conform to local safety codes and CAL/OSHA guidelines for Type "B" soils conditions, provided that groundwater, running sands, or other adverse conditions are absent. Underground Utility Trench Backfill All underground utility trench backfill should be brought to at least the soil's optimum moisture content and then compacted to obtain a minimum relative compaction of 90 percent of the laboratory standard (per ASTM D 1557). Observation, probing, and field density testing should be provided to verify the desired results. Exterior trenches adjacent to, and within, areas extending below a 1:1 (h:v) plane projected down and away from the outside bottom edge of the footing, and all trenches beneath hardscape features 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 tactile probing, should be accomplished to verify the desired results. Underground utilities crossing grade beams, perimeter beams, or footings should either pass below the footing or grade beam using a hardened collar or foam A.C. Mattos, Inc. W.O. 8320-A-SC 2780 James Drive, Carlsbad June 6, 2022 File:e:\wp2l\8300\8320a.gep GeoSoils, Inc. Page 42 spacer, or pass through the footing or grade beam in accordance with the recommendations of the structural engineer. SUMMARY OF RECOMMENDATIONS REGARDING GEOTECHNICAL OBSERVATION AND TESTING We recommend that geotechnical observation and testing be performed by GSI at each of the following construction stages: During significant excavation (i.e., greater than 4 feet). During remedial excavation and the placement of compacted fills. After the excavation of the building, retaining wall, and pool/spa foundations, prior to the placement of reinforcing steel or concrete. After the excavation of the pool/spa, prior to the placement of reinforcing steel or concrete. During compaction of the subgrade and any base layer for pool/spa decking and surface improvements. During placement of backfill for area drain, interior plumbing, and underground utility line trenches. After the construction of retaining wall subdrains, prior to the placement of the retaining wall backfill. During the placement of retaining wall backfill. When any unusual soil conditions are encountered during any construction operations, subsequent to the issuance of this report. 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 to comply with code requirements. 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 A.C. Mattos, Inc. W.O. 8320-A-SC 2780 James Drive, Carlsbad June 6, 2022 FiIe:e:\wp21\8300\8320a.gep GeoSotis, Inc. Page 43 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 or improvement's designer should confirm to GSI and the governing agency, in writing, that the proposed foundations or improvements can tolerate the amount of differential settlement and expansion characteristics and design criteria specified herein. PLAN REVIEW Final project plans should be reviewed by this office prior to construction, so that construction is in accordance with the conclusions and recommendations of this report. Based on our review, supplemental recommendations or further geotechnical studies may be warranted. A.C. Mattos, Inc. W.O. 8320-A-SC 2780 James Drive, Carlsbad June 6, 2022 Fi1e:e:\wp21\8300\8320a.gep GeoSoils, Inc. Page 44 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 is express or implied. 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. A.C. Mattos, Inc. W.O. 8320-A-SC 2780 James Drive, Carlsbad June 6, 2022 File:e:\wp2l\8300\8320a.gep GeoSoils, Inc. Page 45 The opportunity to be of service is sincerely appreciated questions, please do not hesitate to contact our office. (/ STEPHEN J. c.f COOVER \ ESS/ô7\ 0 xp ate 6 Stephen Geotechnical Engine If you should have any Respectfully sub AL GeoSoils, Inc. c IIOL No. 1340 I I Certified I 7 2 -kTngneeringGeoiogist / John rank OF Engineering GeoIo 4O / — 4 - /C—~ Ryan B. Boehmer Staff Geologist RBB/SJC/J PF/sh Attachments: Appendix A - References Appendix B - Test Pit Logs Appendix C- Seismicity Appendix D - Laboratory Test Results Appendix E - General Earthwork and Grading Guidelines Distribution: (3) Addressee (2 wet signed/stamped copies, 1 copy, and PDF via email) A.C. Mattos, Inc. W.O. 8320-A-SC 2780 James Drive, Carlsbad June 6, 2022 FiIe:e:\wp2l \8300\8320a.gep GeoSoils, Inc. Page 46 APPENDIX A REFERENCES GeoSoils, Inc. APPENDIX A REFERENCES American Concrete Institute, 2015 Guide for concrete floor and slab construction, ACI 302.1 R-15, reported by ACI Committee 302. dated June. 2014, Building code requirements for structural concrete (ACI 318-14), and commentary (ACI 318R-14): reported by ACI Committee 318, dated September. American Society of Civil Engineers, 2017, Minimum design loads and associated criteria for buildings and other structures, provisions, ASCE Standard ASCE/SEl 7-16. Blake, Thomas F., 2000a, EQFAULT, A computer program for the estimation of peak horizontal acceleration from 3-D fault sources; Windows 95/98 version. 2000b, EQSEARCH, A computer program for the estimation of peak horizontal acceleration from California historical earthquake catalogs; Updated to May 8, 2021, 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 5M1P99 seminar on utilization of strong-motion data, September 15, Oakland, pp. 23-49. California Building Standards Commission, 2019, California Building Code, California Code of Regulations, Title 24, Part 2, Volumes 1 and 2, based on the 2018 International Building Code. 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. Cao, T., Bryant, W.A., Rowshandel, B., Branum, D., and Wills, C.J., 2003, The revised 2002 California probabilistic seismic hazard maps, dated June, http ://www.conservation .ca. gov/cgs/rg h m/pshalfau lt_parameters/pdf/Docu ments /2002_CA_HazardMaps. pdf. City of Los Angeles Department of Building and Safety, 2020, Information bulletin / public - building code, reference no.: LABC 1610.1, 1807.2, document no.: P/BC 2020-083, dated January 1. Coast Geotechnical, 2004, Rough grading report, proposed five (5) lot subdivision, portion of Lots 3 and 4, Map 2169, Carlsbad Tract 98-16, Buena Vista Way, Carlsbad, California, W.O. G-304099, dated January 7. GeoSoils, Inc. Jennings, C.W., and Bryant, W.A., 2010, Fault activity map of California, scale 1:750,000, California Geological Survey, Geologic Data Map No. 6. Kanare, H.M., 2005, Concrete floors and moisture, Engineering Bulletin 119, Portland Cement Association. Kennedy, M.P., and Tan, SS., 2007, Geologic map of the Oceanside 30' by 60' quadrangle, California, regional map series, scale 1:100,000, California Geologic Survey and United States Geological Survey, www.conservation .ca.gov/cgs/rghm/rgm/preliminary geologic maps. html Land Space Engineering, 2002, Grading and erosion control plans for: Carlsbad Tract 98- 16, sheet 3 of 4, 50-scale, project no.: CT 98-16, drawing no.: 382-9A, dated November 5. Leighton and Associates, Inc., 1992, City of Carlsbad geotechnical hazards analysis and mapping study, Carlsbad, California, 115 sheets, 1:4,800-scale, dated November. Park Aerial Surveys, Inc., 1953, Stereoscopic aerial photographs, flight: AXN-1953, frame nos. 14M-1 9 and 14M-20, 1:20,000-scale, dated May 2. 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. Seed, H. B. and Whitman, R. V., 1970, Design of earth retaining structures for dynamic loads, ASCE Specially Conference, Lateral Stresses in the Ground and Design of Earth Retaining Structures, pp. 103-147. Sowers and Sowers, 1979, Unified soil classification system (After U. S. Waterways Experiment Station and ASTM 0248.7-667) in Introductory soil mechanics, New York. State of California, 2022, Civil Code, Sections 896 et seq. Tan, S.S., and Giffen, D.G., 1995, Landslide hazards in the northern part of the San Diego Metropolitan area, San Diego County, California, Landslide hazard identification map no. 35, Plate 35A, Department of Conservation, Division of Mines and Geology, DMG Open File Report 95-04. Weber, F.H., 1982, Recent slope failures, ancient landslides, and related geology of the north-central coastal area, San Diego County, California, California Department of Conservation, Division of Mines and Geology Open-File Report 82-12 LA. A.C. Mattos, Inc. Appendix A Fi1e:e:\wp21 \8300\8320a.gep GeoSoils, Inc. Page 2 APPENDIX B TEST PIT LOGS GeoSoils, Inc. CD > a) U, 0 0 CU ci oz CI)c CD d2 ci) 0 = a CD 0 0 (4) 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 Group Minr Divisions - Tvoicat Names CRITERIA 11 Symbols Symbols - Well-graded gravels and gravel- (D U) GW sand mixtures, little or no fines Standard Penetration Test > Poorly graded gravels and Penetration U) .Q 0 Q 0 GP gravel-sand mixtures, little or no Resistance N Relative E z fines (blows/fl) Density -g 0 c co j - CIS (5 GM Silty gravels gravel-sand-silt mixtures 0 - 4 4-10 GC Clayey gravels, gravel-sand-clay mixtures 10-30 30 -50 Well-graded sands and gravelly — a) Cu) SW sands, little or no fines > ca >50 U, 4) 0 Qj5 Poorly graded sands and = - o gravelly sands, little or no fines aa)Z SM Silty sands, sand-silt mixtures (I)— 2 U) cci W a) og E ca -Cg a - Clayey sands, sand-clay (ID SC mixtures Inorganic silts, very fine sands, ML rock flour, silty or clayey fine sands ci) U) -- U) Penetration Inorganic clays of low to 0 CL medium plasticity, gravelly clays , Resistance N a sandy clays, silty clays, lean (blows/fl) clays U) Organic silts and organic silty <2 OL clays of low plasticity 2-4 Inorganic silts, micaceous or MH diatomaceous fine sands or silts, 4 - 8 ' ' a U) elastic silts 8-15 = a -o Inorganic clays of high plasticity, or CM fat clays 15-30 a) (ii OH Organic clays of medium to high 0) >30 plasticity Highly Organic Soils PT Peat, mucic, and other highly organic toils 3" 3/4" #4 #10 Gravel I Sand I Silt or Clay I Unified Soil Classification Cobbles I I fine i coarse coarse medium m fine MOISTURE CONDITIONS MATERIAL QUANTITY OTHER SYMBOLS Dry Absence of moisture: dusty, dry to the touch trace 0 -5% C Core Sample Slightly Moist Below optimum moisture content for compaction few 5 -10% S SPT Sample Moist Near optimum moisture content little 10-25% B Bulk Sample Very Moist Above optimum moisture content some 25 -45% V 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 Very loose Loose Medium Dense Very dense "7$7-1ils, Inc. W.O. 8320-A-SC A.C. Mattos, Inc. 2780 James Drive, Carlsbad Logged By: RBB April 11, 2022 LOG OF EXPLORATORY TEST PIT TEST SAMPLE FIELD ELEV.PIT DEPTH GROUP DEPTH MOISTURE DRY DESCRIPTION NO (ft) (ft) SYMBOL (ft) (%) DENSITY (pcf) TP-1 "160 0-51/4 SP/SM UND @2 5.2 132.6 ARTIFICIAL FILL - COMPACTED: SAND and SILTY SAND, variegated light brown, dark grayish brown, and reddish yellow, dry UND @ 4 /4 7.0 118.6 becoming moist at approximately 2 feet and becoming damp at approximately 43/4 feet, loose becoming dense at approximately 1 foot; BULK @ 0-51/4 trace angular and subrounded gravels, trace metal, glass, and asphaltic concrete fragments. 51/4-1 SC BULK @ 51/4 10 4.4 QUATERNARY OLD PARALIC DEPOSITS: CLAYEY SAND, reddish yellow, moist, dense:, very fine to fine grained, abundant iron-stone concretions. 10-11 SM SILTY SAND, dark brown, moist, dense; fine to medium grained. UND= Relatively Undisturbed Sample Total Depth = 11' No Groundwater or Caving Encountered BULK = Representative Bulk Soil Sample Backfilled 4-11-22 PLATE B-2 W.O. 8320-A-SC A.C. Mattos, Inc. 2780 James Drive, Carlsbad Logged By: RBB April 11, 2022 LOG OF EXPLORATORY TEST PIT TEST SAMPLE FIELD PIT ELEV. DEPTH GROUP DEPTH MOISTURE DRY DESCRIPTION No. (ft.) (ft.) SYMBOL (ft) (°)&) DENSITY (pcf) TP-2 '160 0-41/2 SM ARTIFICIAL FILL - COMPACTED: SILTY SAND, variegated dark yellowish brown, grayish brown, and reddish yellow, dry becoming damp at approximately 1 foot, loose becoming dense at approximately 1 foot; trace clay. 41/2-5/4 SC UND @ 51/4 9.2 119.8 QUATERNARY OLD PARALIC DEPOSITS: CLAYEY SAND, reddish brown, moist, dense:, very fine to fine grained, trace iron-stone concretions. UND= Relatively Undisturbed Sample Total Depth = 53/4' No Groundwater or Caving Encountered Backfilled 4-11-22 PLATE B-3 W.O. 8320-A-SC A.C. Mattos, Inc. 2780 James Drive, Carlsbad Logged By: RBB April 11, 2022 LOG OF EXPLORATORY TEST PIT TEST SAMPLE FIELD PIT ELEV. DEPTH GROUP DEPTH MOISTURE DRY DESCRIPTION SC ON NO. (ft.) (It.) SYMBOL (ft.) (%) DENSITY (pef) TP-3 '160 0-1 SC ARTIFICIAL FILL - COMPACTED: CLAYEY SAND, brownish gray, dry, loose; trace angular gravels. 1-41/2 SM UND @ 3 8.4 128.8 SILTY SAND, variegated dark grayish brown and reddish yellow, moist to wet, dense; trace angular gravels. 41/2 5 SM QUATERNARY OLD PARALIC DEPOSITS: SILTY SAND, brownish gray, moist, dense:, very fine to fine grained, trace clay, trace iron- stone concretions. 5-61/2 SC UND @6 12.0 116.7 CLAYEY SAND, brown, wet, dense; very fine to fine grained, trace iron-stone concretions, slightly porous. BULK @ 5-6 10.0 UND= Relatively Undisturbed Sample otal Depth = 6½' tN oGroundwater or Caving Encountered BULK = Representative Bulk Soil Sample ackfilled 4-11-22 PLATE B-4 GeoSo!l7nj. W.O. 8320-A-SC A.C. Mattos, Inc. 2780 James Drive, Carlsbad Logged By: RBB April 11, 2022 LOG OF EXPLORATORY TEST PIT TEST SAMPLE FIELD ELEV. PIT DEPTH DEPTH GROUP MOISTURE DRY DESCRIPTION (ft.) (ft.) SYMBOL (%) DENSITY NO. (ft.) (pcf) TP-4 160 011/4 SC ARTIFICIAL FILL - COMPACTED: CLAYEY SAND, brownish gray, dry, loose; trace angular gravels. 11/4 4 SM UND @21/2 5.0 127.6 SILTY SAND, variegated dark grayish brown and reddish yellow, damp, dense; trace angular gravels. 4-5 SC QUATERNARY OLD PARALIC DEPOSITS: CLAYEY SAND, brown, moist, dense; very fine to fine grained, abundant iron-stone concretions. Total Depth = 5' UND= Relatively Undisturbed Sample No Groundwater or Caving Encountered Backfilled 4-11-22 PLATE B-5 7) bV-OaOlots- W.O. 8320-A-SC A.C. Mattos, Inc. 2780 James Drive, Carlsbad Logged By: RBB April 11, 2022 LOG OF EXPLORATORY TEST PIT TEST SAMPLE FIELD PIT ELEV. DEPTH GROUP DEPTH MOISTURE DRY DESCRIPTION NO SYMBOL (ft) (%) DENSITY (pcf) TP-5 "160 0-1 SM SM BAG @0-1 5.2 ARTIFICIAL FILL - COMPACTED: CLAYEY SAND, brownish gray, dry, loose; trace angular gravels. 141/2 SM BULK @ 21/2 3 5.9 SILTY SAND, variegated dark grayish brown and reddish yellow, dry, dense; trace subangular and angular gravels, trace trash (plastic). 41/2-51/4 CL QUATERNARY OLD PARALIC DEPOSITS: CLAYEY SAND, brown, moist, dense; very fine to fine grained, trace iron-stone concretions. SM BAG = SM BAG SAMPLE Total Depth = 51/4' No Groundwater or Caving Encountered BULK = Representative Bulk Soil Sample Backfilled 4-11-22 PLATE B-6 APPENDIX C SEISMICITY GeoSoils, Inc. *_ * * E Q F A U L T * * * * Version 3.00 * * * *********************** DETERMINISTIC ESTIMATION OF PEAK ACCELERATION FROM DIGITIZED FAULTS JOB NUMBER: 8320-A-SC DATE: 04-09-2022 JOB NAME: A.C. MATTOS, INC. CALCULATION NAME: 8320 FAULT-DATA-FILE NAME: C:\Users\Ryan\Documents\EQFAULT1\CGSFLTE.DAT SITE COORDINATES: SITE LATITUDE: 33.1698 SITE LONGITUDE: 117.3377 SEARCH RADIUS: 62.2 mi ATTENUATION RELATION: 11) Bozorgnia Campbell Niazi (1999) Hor.-Pleist. 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 SI-IR: 0 COMPUTE PEAK HORIZONTAL ACCELERATION FAULT-DATA FILE USED: C:\Users\Ryan\Documents\EQFAULT1\CGSFLTE.DAT MINIMUM DEPTH VALUE (km): 3.0 W.O. 8320-A-SC PLATE C-i --------------- EQFAULT SUMMARY --------------- ----------------------------- DETERMINISTIC SITE PARAMETERS Page 1 IESTIMATED MAX. EARTHQUAKE EVENT I APPROXIMATE I ------------------------------- ABBREVIATED I DISTANCE I MAXIMUM I PEAK lEST. SITE FAULT NAME I mi (km) IEARTHQUAKEI SITE IINTENSITY I I ============== I MAG.(Mw) I ========== I ACCEL. g IMOD.MERC. NEWPORT-INGLEWOOD (Offshore) I 5.7( 9.2)1 7.1 I ========== 0.573 I I X ROSE CANYON I 6.2( 10.0)1 7.2 I 0.567 j X CORONADO BANK I 21.9( 35.2)1 7.6 I 0.264 1 IX ELSINORE (TEMECULA) I 23.4( 37.6)1 6.8 I 0.145 I VIII ELSINORE (JULIAN) I 23.7( 38.1)1 7.1 I 0.175 I VIII ELSINORE (GLEN IVY) I 32.7( 52.7)1 6.8 I 0.102 I VII SAN JOAQUIN HILLS I 34.7( 55.9)1 6.6 1 0.119 I VII PALOS VERDES I 35.7( 57.5)1 7.3 I 0.132 I VIII EARTHQUAKE VALLEY I 43.8( 70.5)1 6.5 I 0.062 I VI NEWPORT-INGLEWOOD (L.A.Basin) I 45.4( 73.1)1 7.1 I 0.089 I VII SAN JACINTO-ANZA I 45.9( 73.9)1 7.2 I 0.095 I VII SAN JACINTO-SAN JACINTO VALLEY I 46.4( 74.6)1 6.9 I 0.076 I VII CHINO-CENTRAL AVE. (Elsinore) I 46.9( 75.5)1 6.7 I 0.092 I VII WHITTIER I 50.8( 81.7)1 6.8 I 0.064 I VI SAN JACINTO-COYOTE CREEK I 51.9( 83.6)1 6.6 I 0.055 I VI ELSINORE (COYOTE MOUNTAIN) I 58.2( 93.7)1 6.8 I 0.056 I VI W.O. 8320-A-SC PLATE C-2 SAN JACINTO-SAN BERNARDINO I 58.8( 94.7)1 6.7 1 0.052 I VI PUENTE HILLS BLIND THRUST I 60.7( 97.7)1 7.1 1 0.093 I VII -END OF SEARCH- 18 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: 0.5726 g W.O. 8320-A-SC PLATE C-3 1100 1000 700 .11 500 300 200 100 51.1'] -400 -300 -200 -100 0 100 200 300 400 500 600 CALIFORNIA FAULT MAP A.C. MAUOS, INC. W.O. 8320-A-SC PLATE C-4 MAXIMUM EARTHQUAKES A.C. MATTOS, INC. El .01 .001 .1 1 10 100 Distance (mi) W.O. 8320-A-SC PLATE C-S ************************* * * * E Q S E A R C H * * * * Version 3.00 * * * ******** ** * * * ** ** * ** * * ESTIMATION OF PEAK ACCELERATION FROM CALIFORNIA EARTHQUAKE CATALOGS JOB NUMBER: 8320-A-SC DATE: 04-09-2822 JOB NAME: A.C. MATTOS, INC. EARTHQUAKE-CATALOG-FILE NAME: C:\Users\Ryan\Documents\EQSEARCH\ALLQUAKE-2021.DAT MAGNITUDE RANGE: MINIMUM MAGNITUDE: 5.08 MAXIMUM MAGNITUDE: 9.88 SITE COORDINATES: SITE LATITUDE: 33.1698 SITE LONGITUDE: 117.3377 SEARCH DATES: START DATE: 1808 END DATE: 2021 SEARCH RADIUS: 62.2 mi 100.1 km ATTENUATION RELATION: 11) Bozorgnia Campbell Niazi (1999) Hor.-Pleist. Soil-Cor. UNCERTAINTY (M=Median, S=Sigma): S Number of Sigmas: 1.0 ASSUMED SOURCE TYPE: SS [SS=Strike-slip, DS=Reverse-slip, BT=Blind-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. 8320-A-SC PLATE C-6 EARTHQUAKE SEARCH RESULTS ------------------------- Pa8e 1 I I I TIME I I I SITE ISITE! APPROX. FILEI LAT. I LONG. I DATE I (UTC) IDEPTHIQUAKEI ACC. I MM I DISTANCE CODE! NORTH I WEST I I H M Seci (km)l MAG.I g lINT.! ml [km] --+--------+----------+--------+-----+-----+-------+----+------------ DMG I33.00001117.3000111/22/180012130 0.01 0.01 6.501 0.231 I IX 1 11.9( 19.2) MGI 133.00001117.0000109121118561 730 0.01 0.01 5.001 0.048 I VI I 22.8( 36.7) MGI 132.80001117.1000105125118031 0 0 0.01 0.01 5.001 0.038 I V I 29.0( 46.7) DMG I32.70001117.2000105/27/186212@ 0 0.01 0.01 5.901 0.056 I VI I 33.4( 53.7) P45 I32.97101117.87001071131198611347 8.21 6.01 5.301 0.038 I V 1 33.7( 54.3) 1-A I32.67001117.1700112100118561 0 0 0.01 0.01 5.001 0.030 I V 1 35.8( 57.7) 1-A I32.67001117.1700110121118621 0 0 0.01 0.01 5.e01 0.030 1 V 1 35.8( 57.7) T-A I32.67001117.1700105/24/18651 0 0 0.01 0.01 5.001 0.030 I V I 35.8( 57.7) DMG I33.70001117.4000105/15/191011547 0.01 0.01 6.001 0.053 I VI I 36.8( 59.2) DMG I33.70001117.4000104/11/19101 757 0.01 0.01 5.001 0.029 I V 1 36.8( 59.2) DMG I33.70801117.4000105/13/19101 620 0.01 0.01 5.001 0.029 I V 1 36.8( 59.2) DMG I33.20001116.7000101/01/19201 235 0.01 001 5.001 0.029 I V 1 36.9( 59.4) DMG I33.69901117.5110105/31/19381 83455.41 10.01 5.501 0.038 I V I 37.9( 60.9) DMG I32.80001116.8000110/23/1894123 3 0.01 0.01 5.701 0.040 I V J 40.3( 64.8) MGI I33.20001116.6000110/12/192011748 °.I 0.01 5.301 0.030 I V I 42.7( 68.7) DMG I33.71001116.9250109/23/19631144152.61 16.51 5.001 0.024 I V I 44.2( 71.2) DMG I33.75001117.0000104/21/19181223225.0I 0.01 6.801 0.074 I VIII 44.5( 71.7) W.O. 8320-A-SC PLATE C-7 DMG I33.75001117.0000I06I06I1918I2232 0.01 0.01 5.001 0.024 I V I 44.5( 71.7) MGI 133.8000I117.6000104/221191812115 0.01 0.01 5.001 0.023 I IV I 46.1( 74.1) DMG 133.57501117.9830103/11/19331 518 4.01 0.01 5.201 0.026 1 V I 46.5( 74.9) DMG 133.61701117.9670103/11/19331 154 7.81 0.01 6.301 0.049 I VI I 47.6( 76.7) DMG 133.80001117.0000112/25/189911225 0.01 0.01 6.401 0.053 I VI I 47.7( 76.7) DMG 133.61701118.0170103/14/1933119 150.01 0.01 5.101 0.023 I IV I 49.9( 80.2) GSP 133.52901116.5720106/12/20051154146.51 14.01 5.201 0.024 I IV I 50.6( 81.5) DMG I33.90001117.2000112119118801 0 0 0.01 0.01 6.001 0.038 I V I 51.0( 82.1) 6S6 I33.42001116.4890107/07/20101235333.51 14.01 5.501 0.027 I V 1 51.9( 83.6) PAS I33.50101116.5130102/25/19801104738.51 13.61 5.501 0.027 1 V 1 52.8( 84.9) GSP I33.50801116.5140110/31/20011075616.61 15.01 5.101 0.021 I IV I 52.9( 85.2) DMG I33.50001116.5000109/30/19161 211 0.01 0.01 5.001 0.020 I IV I 53.4( 86.0) DMG 133.80001116.4330106/04/194011035 8.31 0.01 5.101 0.021 I IV I 53.6( 86.3) DMG I33.68301118.0500103/11/19331 658 3.01 0.01 5.501 0.026 I V I 54.2( 87.3) GSP I33.43151116.4427106/10/20161080438.71 12.31 5.191 0.022 I IV J 54.7( 88.0) DMG 133.70001118.0670103/11/19331 51022.01 0.01 5.101 0.020 I IV I 55.7( 89.7) DMG I33.70001118.0670103/11119331 85457.01 0.01 5.101 0.020 I IV I 55.7( 89.7) DMG I34.00001117.2500107/23/19231 73026.01 0.01 6.251 0.039 I V I 57.5( 92.6) MGI I34.00001117.5000112/16/1858110 0 0.01 0.01 7.001 0.064 I VI I 58.1( 93.5) DMG I33.34301116.3460104/28/19691232042.91 20.01 5.801 0.029 1 V 1 58.5( 94.1) DMG I33.75001118.0830103/11/19331 323 0.01 0.01 5.001 0.018 I IV I 58.7( 94.5) DMG I33.75001118.0830103/11/19331 910 0.01 0.01 5.101 0.019 I IV I 58.7( 94.5) DMG I33.75001118.0830103/13/19331131828.01 0.01 5.301 0.021 I IV I 58.7( 94.5) DMG I33.75001118.0830103/11/19331 2 9 0.01 0.01 5.001 0.018 I IV J 58.7( 94.5) DMG I33.75001118.0830103/11/19331 230 0.01 0.01 5.101 0.019 I IV I 58.7( 94.5) GSG I33.95301117.7610107/29/20081184215.71 14.01 5.301 0.021 I IV I 59.3( 95.4) DMG I33.95001116.8500109/28/19461 719 9.01 0.01 5.001 0.017 I IV I 60.7( 97.7) DMG I33.40001116.3000102/09/1890112 6 0.01 0.01 6.301 0.037 I V 1 62.0( 99.7) -END OF SEARCH- 45 EARTHQUAKES FOUND WITHIN THE SPECIFIED SEARCH AREA. TIME PERIOD OF SEARCH: 1800 TO 2021 LENGTH OF SEARCH TIME: 222 years THE EARTHQUAKE CLOSEST TO THE SITE IS ABOUT 11.9 MILES (19.2 km) AWAY. LARGEST EARTHQUAKE MAGNITUDE FOUND IN THE SEARCH RADIUS: 7.0 LARGEST EARTHQUAKE SITE ACCELERATION FROM THIS SEARCH: 0.231 g W.O. 8320-A-SC PLATE C-8 COEFFICIENTS FOR GUTENBERG & RICHTER RECURRENCE RELATION: a-value= 0.924 b-value= 0.369 beta-value= 0.851 ------------------------------------ TABLE OF MAGNITUDES AND EXCEEDANCES: Earthquake I Number of Times I Cumulative Magnitude I Exceeded No. I Year +-----------------+------------ 4.0 I 45 I 0.20270 4.5 I 45 I 0.20270 5.0 I 45 I 0.20270 5.5 I 16 I 0.07207 6.0 I 9 I 0.04054 6.5 I 3 I 0.01351 7.0 I 1 I 0.00450 W.O. 8320-A-SC PLATE C-9 1100 1000 ME 700 .IS 500 400 300 200 100 -100 -400 -300 -200 -100 0 100 200 300 400 500 600 EARTHQUAKE EPICENTER MAP A.C. MATTOS, INC. W.O. 8320-A-SC PLATE C-lU C) >- z C C) w 0 C) .0 E z C) C E E C) 100 10 1 .1 .01 .001 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. 8320-A-SC PLATE C-il APPENDIX D LABORATORY TEST RESULTS GeoSoils, Inc. GeoSoils, Inc. 5741 Palmer Way, Carlsbad CA 92010 Phone (760) 438-3155 CORROSION REPORT SUMMARY Project No: 8320-A-SC Project Name: A.C. Mattos, Inc Report Date: April 29, 2022 Minimum pH Sulfate Content Chloride Content SAMPLE ID Resistivity (Hi-) (wt%) (mg/kg) (ohm/cm) TP-1, 0-5.25ft 7.3 2600 0.004 96 Samples testing in accordance with: pH - CTM 643, Resistivity - CTM 643 Sulfate - CTM 417, Chloride - CTM 422 Remarks: W.O. 8320-A-SC PLATE D-1 APPENDIX E GENERAL EARTHWORK AND GRADING GUIDELINES GeoSoils, Inc. GENERAL EARTHWORK AND GRADING GUIDELINES 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 supercede 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), 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 GeoSoils, Inc. accordance with test methods ASTM designation D-1 556, D-2937 or D-2922, and D-3017, at intervals of approximately ±2 feet of fill height or approximately every 1,000 cubic yards placed. These criteria would vary depending on the soil conditions and the size of the project. The location and frequency of testing would be at the discretion of the geotechnical consultant. Contractor's Responsibility All clearing, site preparation, and earthwork performed on the project should be conducted by the contractor, With observation by a geotechnical consultant, and staged approval by the governing agencies, as applicable. It is the contractor's responsibility to prepare the ground surface to receive the fill, to the satisfaction of the geotechnical consultant, and to place, spread, moisture condition, mix, and compact the fill in accordance with the recommendations of the geotechnical consultant. The contractor should also remove all non-earth material considered unsatisfactory by the geotechnical consultant. Notwithstanding the services provided by the geotechnical consultant, it is the sole responsibility of the contractorto 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 A.C. Mattos, Inc. Appendix E File:e:\wp2l\8300\8320a.gep GeoSoils, Inc. Page 2 or treated in a manner recommended by the geotechnical consultant. Soft, dry, spongy, highly fractured, or otherwise unsuitable ground, extending to such a depth that surface processing cannot adequately improve the condition, 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 used in the fill provided that each material has been evaluated to be suitable by the geotechnical consultant. A.C. Mattos, Inc. Appendix E File:e:\wp2l\8300\8320a.gep GeoSoils, Inc. Page 3 These materials should be free of roots, tree branches, other organic matter, or other deleterious materials. All unsuitable materials should be removed from the fill as directed by the geotechnical consultant. Soils of poor gradation, undesirable expansion potential, or substandard strength characteristics may be designated by the consultant as unsuitable and may require blending with other soils to serve as a satisfactory fill material. Fill materials derived from benching operations should be dispersed throughout the fill area and blended with other approved material. Benching operations should not result in the benched material being placed only within a single equipment width away from the fill/bedrock contact. Oversized materials defined as rock, or other irreducible materials, with a maximum dimension greater than 12 inches, should not be buried or placed in fills unless the location of materials and disposal methods are specifically approved by the geotechnical consultant. Oversized material should be taken offsite, or placed in accordance with recommendations of the geotechnical consultant in areas designated as suitable for rock disposal. GSI anticipates that soils to be used 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 the developer's representative. If import material is required for grading, representative samples of the materials to be used 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. A.C. Mattos, Inc. Appendix E FiIe:e:\wp2l\8300\8320a.gep GeoSoik, Inc. Page 4 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 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 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 maybe 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 fifi slope compaction should be based on observation and 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. A.C. Mattos, Inc. Appendix E Fi1e:e:\wp21\8300\8320a.gep GeoSoils, Inc. 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, or the 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. A.C. Mattos, Inc. Appendix E File:e:\wp2l\8300\8320a.gep GeoSoils, Inc. 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 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 be planted in accordance with the project specifications and as recommended by a landscape architect. Such protection and planning should be undertaken as soon as practical after completion of grading. 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: Safety Meetings: GSI field personnel are directed to attend contractor's regularly scheduled and documented safety meetings. A.C. Mattos, Inc. Appendix E File:e:\wp2l \8300\8320a.gep GeoSoils, Inc. Page 7 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-encroaôhment 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 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. A.C. Mattos, Inc. Appendix E File:e:\wp2l\8300\8320a.gep GeoSoils, Inc. Page 8 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 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 or removal. If GSI personnel become aware of anyone working beneath an unsafe trench wall or vertical excavation, we have a legal obligation to put the contractor and owner/developer on notice to immediately correct the situation. If corrective steps are not taken, GSI then has an obligation to notify Cal/OSHA and the proper controlling authorities. A.C. Mattos, Inc. - Appendix E FiIe:e:\wp21\8300\8320a.gep GeoSoils, Inc. Page 9 Natural slope to be restored with compacted fill - Backcut varies Compacted fill --L 4-foot minimum --r Proposed grade _ Toe of slope as shown on grading plan 2-foot may minimum ..'.... . . Benchwidth vary j \\ Bedrock or bedrok or # 3-foot minimumapproved (4-foot minimum) I approved j earth material naive material -Percent Gradient 15-foot minimum or H/2 where H is Subdrain as recommended by the slope height 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. [GèoS9i1s,hlnc.I FILL OVER NATURAL (SIDEHILL FILL) DETAIL Plate E-7 Natural grade Proposed pad grade at 2 toward street J> 3- to 7-foot minimum. overexcavate and recompact 'L Bedrock or per text of report approved native Typical benching material CUT LOT OR MATERIAL-TYPE TRANSITION Natural grade I Proposed pad grade :. Subgrade at 2 percent gradient; drn!Dirg toward street 3- to 7-foot mhhxm*T overexcavate and recompact Wow,\ per text of report *Deeper overexcavat:n maybe \\ recommended by the geotechnical Bedrock or 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) &7 G1i c. TRANSITION LOT DETAILS Plate E-12 Th MAP VIEW NOT TO SCALE Concrete cut-off wall SEE NOTES i Top of slope r 4-inch perforated I subdrain pipe I (transverse) Pool B' Gravity-flow, -' nonperforated subdrain pipe (transverse) Toe of slope Direction of drainage 4-inch perforated subdrain pipe (longitudinal) A' CROSS SEC11ON VIEW NOT TO SCALE SEE NOTES 2-inch-thick sand layer Pool encapsulated in 5-foot thickness of sand Vapor retarder "- 6-inch-thick gravel layer 4-inch perforated subdrain pipe layer - Vapor retarder Perforated subdrain pipe NOTES: t 6-inch-thick, clean gravel (3/4 to 1Y inch) sub-base encapsulated in Mirafi 140N or equivalent, underlain by a 15-mil vapor retarder, with 4-inch-diameter perforated pipe longitudinal connected to 4-inch-diameter perforated pipe transverse. Connect transverse pipe to 4-inch-diameter nonperforated pipe at low point and outlet or to sump pump area. 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. GeoSóils, Inc. TYPICAL POOL/SPA DETAIL Plate E-17 SIDE VIEW poil pile Test pit TOP VIEW Flag Flag Spoil pile Test pit Light Vehicle 50 feet 50 feet 100 feet GeoSoils, Inc. TEST PIT SAFETY DIAGRAM Plate E-20 k. - City of Carlsbad 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: DEV2022-0181, 2780 JAMES DRIVE Permit #: PC2022-0047 Project Address: 2780 JAMES DR Assessor's Parcel #: 1561425100 Project Applicant: VECK INVESTMENT PROPERTIES LLC (Owner Name) Residential Square Feet: New/Additions: 3746 Second Dwelling Unit Commercial Square Feet: New/Additions: City Certification: City of Carlsbad Building Division Date: 10/18/2023 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' 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 x1166 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. District 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. Signature of Authorized Schoci flistrict Offlcia (." Title: r\ ckx'.k Date: Name of School District: Phone: 3jp 0__-5T00 0 CARLSBAD UNIFIED-seHoOL DISTRICT COMMUNITY DEVELOPM10 1635 Faraday Ave 442-339-2719 1 760-602-8560 f I building@carlsbadca.gov STORM WATER COMPLIANCE FORM TIER I CONSTRUCTION SWPPP CB E-29 SW BEST MANAGEMENT PRACTICES (BMP) SELECTiON TABLE Erosion Control Sediment Control BMPs Tracking Non-Storm Water Waste Management and Materials BMPs Control BMPs Management BMPs Pollution Control BMPs = u, j' Rc Best Management Practice roE- (BMP)Descrlption — . 'U c- — :5.G 2L Ii oo.trm.9SI ?fe E ii via rZivi, -' CE -n COo CCC, > U 110 -0 _ 00 0, e:E-° EDro a° GE nm.On SI t >t3 0 ' 0 -SI SIB SIB CASOADeaignoflun — N ro a, in U) ID N run — '1 ' N ¶ c;i i7 ) liji oI S 5 o Li vii 115 vii (/1 vii UI Li vii vii C/I vii vii I- I CO Z CO Z CO Z CO Construction Activity Li Li Li 10 UI In US Grading/Soil Disturbance -- — — — — — — — — — — — — — Trenching/Excavation Stockpiling -- — — — — — — — — — — Drilling/Boring -- — — — — — — — — — — — — — — "---'AophaltSawcutting -- -- — ConcreteFicitwork Paving Co--'--t/Pipelnstallation -- — — — — — — — — — — — — — — — Stucco/Mortar Work Waste Disposal "qlg/'ly Down Area — Equipment Maintenonce and Fueling — — — — HazordounSubstonceUse/Storage Dewotering --- --- 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 Will-I 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 Stormwoter 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 actiaity 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. OWNERS 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 TIER 1 CONSTRUCTiON SWPPP THROUGHOUT THE DURATION OF THE CONSTRUCTION ACTIVITIES UNTIL THE CONSTRUCTION WORK IS COMPLETE AND APPROVED BY THE CITY OF CARLSBAD. (PRINT) 7/- £' il2-7J2 'Wt1R(S)/owwR1S AGENT NAME (SIGNATURE) DA E-29 SHOW THE LOCATIONS OF ALL CHOSEN BMPs ABOVE ON THE PROJECTS SITE PLAN/EROSION CONTROL PLAN. SEE THE REVERSE SIDE OF THIS SHEET FOR A SAMPLE EROSION CONTROL PLAN. -BMP's are subject to field inspection- Page 1 of 1 PROJECT INFORMATION Site Address, Assessor's Parcel Parcel Number: Emergency Contact: Name: AP.A tAp3' 24 Hour Phone: Construction Threat to Storm Water Quality (Check Box) D MEDIUM REV 02/16 4 City of Carlsbad CLIMATE ACTION PLAN CONSISTENCY CHECKLIST B-50 Development Services Building Division 1635 Faraday Avenue 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 (CMC) can be referenced during completion of this document by clicking on the provided links to each municipal code section. NOTE The following type of permits are not required to fill out this form + Patio + Decks + PME (w/o panel upgrade) •:• Pool Consultation with a certified Energy Consultant is encouraged to assist in filling out this document. Appropriate certification includes, but is not limited to: Licensed, practicing Architect, Engineer, or Contractor familiar with Energy compliance, IECC/HERS Compliance Specialist, ICC GB Energy Code Specialist, RESNET HERS rater certified, certified ICC Residential Energy Inspector/Plans Examiner, ICC Commercial Energy Inspector and/or Plans Examiner, ICC CALgreen Inspector/Plans Examiner, or Green Building Residential Plan Examiner. If an item in the checklist is deemed to be not applicable to a project, or is less than the minimum required by ordinance, check N/A and provide an explanation or code section describing the exception. Details on CAP ordinance requirements are available at each section by clicking on the municipal code link provided. The project plans must show all details as stated in the applicable Carlsbad Municipal Code (CMC) and/or Energy Code and Green Code sections. 4 Application Information Project Name/Building Permit No.: BP No.: 2780 JAMES DRIVE Property Address/APN: 2780 JAMES DRIVE Applicant Name/Co.: JAMES CHINN Applicant Address: 2120 JIMMY DURANTE BL. #114 DEL MAR, CA. 92014 Contact Phone: 858-755-5863 Contact Email: JAMESCHINN400@GMAIL.COM Contact information of person completing this checklist (if different than above): Name: Contact Phone: Company name/address: Contact Email: Applicant Si9nature %/_ Date:9-27-22 B-50 Page 1 of 7 Revised 04/21 Use the table below to determine which sections of the Ordinance checklist are applicable to your project. For alterations and additions to existing buildings, &tachaPermit Valuation breakdown on, a separate sheet. Building Permit Valuation (BPV) $ breakdown Construction Type Complete Section(s) Notes A high-rise residential building is 4 or more stories, including a J Residential Low-rise Hinh-rise mixed-use building in which at least 20% of its conditioned floor area is residential use II New construction 2A*, 3A*, 4A, 2B 1B, , 3B, 4A - *Includes detached, newly constructed ADU 0 Additions and alterations: O BPV < $60,000 N/A N/A All residential additions and alterations 0 BPV ~ $60,000 1A, 4A 4A 1-2 family dwellings and townhouses with attached garages 0 Electrical service panel upgrade only ' only. *Multifami ly dwellings only where interior finishes are removed BPV ~: $200,000 IA, 4A* 1 B, 4A* and significant site work and upgrades to structural and mechanical, electrical, and/or plumbing systems are proposed EJ Nonresidential 0 Newconslruction 1B, 2B, 3B, 4B and 5 Alterations: El BPV ~ $200,000 or additions ~t 1,000 lB 5 square feet BPV ~! $1,000,000 1B, 2B, 5 Building alterations of 2! 75% existing gross floor area O > 2,000 sq. ft. new roof addition 2B, 5 1 B also applies if BPV ~! $200,000 E CAP Ordinnce Compliance Please refer to Carlsbad Municipal Code (CMC) 18.21.155 and I 8.30190,and the California Green Building Standards Code (CALGreen) for more information. Appropriate details and notes must be placed on the plans according to selections chosen in the design. A. Residential addition oralteration $60,000 building permitvaluation. Details ofselection chosen below mustbe placed on the plans referencing CMC 18.30.190. 0 N/A O Exception: Home energy score ~t7 (attach certification) Year Built Single-family Requirements Multi-family Requirements Before 1978 Select one option: Ductsealing 0 Attic insulation 0 Cool roof 0 Attic insulation 1978 andlater Select one option: Lighting package 0 Water heating Package Between 1 978and 1991 Select one option: O Ductsealing DAtticinsulation 0 Cool roof O 1992 andlater Select one option: O Lighting package U Water heating package Updated 4/16/2021 B. fl Nonresidentiar new construction or alterations? $200,000 building permit valuation, or additions ?1,000 square feet SeeCMC18 21 155andCALGreen AppendixA5 0 N/A A5.203.1.1 Choose one: 0.1 Outdoorlighting 0.2 Restaurant service water heating (CEC 140.5) 0 .3 Warehouse dock seal doors. 0.4 Daylight design PAFs 0 .5 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 Energybudget (Projects with indoorlighting AND mechanical) o N/A A5.21 1.1 0 On-site renewable energy: O N/A A5.211.3 0 Green power. (if offered by local utility provider, 50% minimum renewable sources) O N/A A5.212.1 0 Elevators and escalators: (Project with more than one elevator ortwo escalators) N/A___________________ A5.213.1 0 Steelframing: (Provide details on plans foroptions 1-4 chosen) 0 N/A * Includes hotels/motels and high-rise residential buildings **FOralterations2:$1 000 000BPv and affecting>75%existing gross floorarea ORafterationsthatadd2,000squarefeetofnewrDof addition: comply with CIVIC 18.30.130 (section 2B below) instead. 2 Photovoltaic Systems [II Residential new construction (for low-rise residential building permit applications submitted after 1/1/20). Refer to 2019 California Energy Code section 150.1(c)14 for requirements. If project includes installation of an electric heat pump water heater pursuant to CAP section 3B below (low-rise residential Water Heating), increase system size by .3kWdc if PV offset option is selected. Floor Plan ID (use additional sheets if necessary) CFA #d.u. Calculated kWdc* Exception MAIN HOUSE 3746 1 3.18 0 DETACHED ADU 448 1 1.53 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. 0 Nonresidential new construction or alterations a$1,000,000 BPV AND affecting ?75% existing floor area, OR addition that increases roof area by ~2,000 square feet. Please refer to CMC 18.30.130 when completing this section. *Note: This section also applies to high-rise residential and hotel/motel buildings. Choose one of the following methods: Gross Floor Area (GFA) Method GFA: Min. System Size: kWdc 0 If< 1 0,000s.f. Enter: 5 kWdc 0 If ~t 10,000s.f. calculate: 15 kWdc x (GFA/I0,000) **Round building size factor to nearest tenth, and round system size to nearest whole number. Updated 4/16/2021 In 0 Time- Dependent Valuation Method Annual TDV Energyuse:*** X.80= Mm. system size: kWdc ***Attach calculation documentation using modeling software approved by the California Energy Commission. 3Water Héating A. FEW Residential and hotel/motel new construction Refer to CM-C-18.30.17'6 when completing this section Provide complete details on the plans. 0 For systems serving individual dwelling units choose one system: 0 Heat pump water heater AND Compact hot water distribution AND Drain water heat recovery (low-rise residential only) Heat pump water heater AND PV system .3 kWdc larger than required in 'CMC 18.30.130 (high rise residential hotel/motel) or CA Energy Code section 150.1(c) 14 (low-rise residential) 0 Heat pump water heater meeting NEEA Advanced Water Heating Specification Tier 3 or higher 0 Solar water heating system that is either .60 solar savings fraction or 40 s.f. solar collectors 0 Exception: 0 For systems serving multiple dwelling units, install a central water-heating system with ALL of thefollowing: Gas or propane water heating system Recirculation system per CMC 18 30 150(B) (high-rise residential hotel/motel) or CMC 18 30 170(B) (low- rise residential) 0 Solar water heating system that is either: .20 solar savings fraction .15 solar savings fraction, plus drain water heat recovery 0 Exception: B E Nonresidential new construction Refer to çMC 18')9-156 when completing this section Provide complete details on the plans. 0 Water heating system derives at least 40% of its energy from one of the following (attach documentation): 0 Solar-thermal 0 Photovoltaics D Recovered energy Water heating system is (choose one): 0 Heat pump water heater O Electric resistance water heater(s) 0 Solar water heating system with .40 solar savings fraction 0 Exception: It may be necessary to supplement the completed checklist with supporting materials, calculations or certifications, to demonstrate full compliance with CAP ordinance requirements. For example, projects that propose or require a performance approach to comply with energy-related measures will need to attach to this checklist separate calculations and documentation as specified by the ordinances. Updated 4/16/21 5 4. Electric Vehicle Charging A El Residential New construction and major alterations* Please refer to CMC 1821.140 when completing this section. X One and two-family residential dwelling or townhouse with attached garage: !J One EVSE Ready parking space required 0 Exception: 0 Multi-family residential: 0 Exception: Total Parking Spaces Proposed EVSE Spaces EVSE (10% of total) Installed (50% of EVSE) Other "Ready" Other 'Capable" Calculations: Total EVSE spaces =1 0 x Total parking spaces proposed (rounded up to nearest whole number) EVSE Installed= Total EVSE Spaces x.50 (rounded up to nearest whole number) EVSE other may be "Ready" or "Capable" *Majoralterationsare: (1)foroneand two-familydwellingsand townhouseswith attached garages, alterations have a building permit valuation'2 $60,000 or include an electncal service panel upgrade; (2) for multifamily dwellings (three units or more without attached garages), alterations have a building permit valuation ~ $200,000, interiorfinishes are removed and significantsite work and upgrades to structural and mechanical, electrical, and/or plumbing systems are proposed. *ADU exceptions for EV Ready space (no EV ready space required when): The accessory dwelling unit is located within one-half mile of public transit. The accessory dwelling unit is located within an architecturally and historically significant historic district. The accessory dwelling unit is part of the proposed or existing primary residence or an accessory structure. When on-street parking permits are required but not offered to the occupant of the accessory dwelling unit. When there is a car share vehicle located within one block of the accessory dwelling unit. B. J Nonresidential new construction (includes hotels/motels) 0 Exception Please refer to CMC 1821 150 when completing this section Total Parking Spaces Proposed EVSE (10% of total) Installed (50% of EVSE) Other Ready" Other Capable" Calculation: Refer to the table below: Total Number of Parking Spaces provided Number of required EV Spaces Number of required EVSE Installed Spaces 0-9 1 10-25 2 1 O 26-50 4 2 51-75 6 3 76-100 9 5 0 101-150 12 6 O 151-200 17 9 O 201 and over 10 percent of total 50 percent of Required EV Spaces Calculations: TotalEVSEspaces =10 xTotal parking spaces proposed (rounded upto nearestwhole number) EVSE Installed = Total EVSE Spaces x.50 (rounded up to nearest whole number) EVSE other maybe "Ready" or "Capable" Updated 4/16/2021 6 5. Transportation, Demand Management TDM): Nonresidential ONLY An approved Transportation Demand Management (TOM) Plan is required for all nonresidential projects that meet a threshold of employee-generated ADT. Citystaff will use the table below based onyoursubmitted plansto determine whether or noryourpermit requires a TDM plan. If TOM is applicable to your permit, staff will contact the applicant to develop a site-spedflcTDM plan based on the permit details. Employee ADT Estimation for Various Commercial Uses Use Office (all)2 20 13 Restaurant 11 Retail3 8 4.5 Industrial 4 3.5 Manufacturing 4 Warehousing I 4 . 1 Unless otherwise noted, rates estimated from ITE Trip Generation Manual, lOthEditlon 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 Office: 20,450 sf 1. 20,450 sf/1000 x 20 = 409 Employee ADT Retail: 9,334 sf 1. First 1,000 sf = 8ADT 2.9,334sf- 1,000 sf = 8,334 sf 3. (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 Casbads Transportaon Demand Management Ordinance. I agree to be contacted should my permit require a p nderstand that an approved TDM plan is a condition of permit issuance. AppIicantSignatu:_____________________ an e c Date: 9-27-22 Person other t Applicant to be for TDM compliance (if applicable): Name (Pnnted): Phone Number Email Address: Updated 4/16/2021 7