The URL can be used to link to this page

Home My WebLink About1848 PENTAS CT; ; CBR2023-1019; PermitBuilding Permit Finaled Residential Permit Print Date: 02/28/2024 Job Address: 1848 PENTAS CT, CARLSBAD, CA 92011-5137 Permit No: Status: (city of Carlsbad CBR2023-1019 Closed -Finaled Permit Type: BLDG -Residential Work Class: Second Dwelling Unit Parcel #: Valuation: Occupancy Group: #of Dwelling Units: 2155210100 Track#: $114,172.50 Lot#: R3/U Project#: D EV2023-006 7 1 Plan#: Bedrooms: Bathrooms: Construction Type:VB Orig. Plan Check#: Occupant Load: Plan Check#: Code Edition: Sprinkled: No ProjectTitle: PIERCE FAMILY TRUST ENCROACHMENT AGREEMENT Description: CHAMBERLA IN: DETACHED ADU (650 SF)// 200A PANEL UPGRADE FEE BUILDIN G PLAN CHECK CERTIFICATE OF OCCUPANCY Property Owner: PIERCE FAMILY TRUST 1850 PENTAS CT CARLSBAD, CA 92011-5137 SB1473 -GREEN BUILDING STATE STANDARDS FEE SFD & DUPLEXES STRONG MOTION -RESIDENTIAL (SMIP) SWPPP INSPECTION TIER 1 -Medium BLDG SWPPP PLAN REVIEW TIER 1 -Medium Total Fees: $2,446.65 Total Payments To Date: $2,446.65 Applied: 03/02/2023 Issued: 08/21/2023 Finaled Close Out: 02/28/2024 Final Inspection: 02/27/2024 INSPECTOR: de Roggenbuke, Dirk Renfro, Chris Contractor: NAJMNA 3675 RUFFIN RD, # STE 225 SAN DIEGO, CA 92123-1870 (619) 966-7766 Balance Due: AMOUNT $813.15 $16.00 $5.00 $1,251.00 $0.50 $292.00 $69.00 $0.00 Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exaction." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitation has previously otherwise expired. Building Division Page 1 of 1 1635 Faraday Avenue, Carlsbad CA 92008-7314 I 442-339-2719 I 760-602-8560 f I www.carlsbadca.gov Cifyof Carlsbad RESIDENTIAL BUILDING PERMIT APPLICATION B-1 Plan Check C;f}'!f.2£)2$ -JOI CJ Est. Value ~ff;;>, --- PC Depos, ~ ' 15 Date ~ 3 I <:t'1 Job Addres~ENTAS CT Unit: APN: 215 521 01 00 ·----- CT /Project #: __________________ Lot#: Year Built: _1_9_77 _______ _ BRIH UESCRIPTION OF WORK BUILDING AN ADU ON MY PROPERTY □ New SF : Living SF, 649 Deck SF, ___ Patio SF, ____ Garage SF __ _ Is this to create an Accessory Dwelling Unit? E) Y O N New Fireplace? O YO N, if yes how many? ___ _ D Remodel: SF of affected area Is the area a conversion or change of use? O YO N ----- □ Pool/Spa: ____ SF Additional Gas or Electrical Features? ____________ _ 0 Solar: ___ KW, ___ Modules, Mounted: ORoof O Ground, Tilt: 0 YON, RMA: 0 Y O N, Battery:OYO N, Panel Upgrade: OY ON Electric Meter number: ------------ 0th er: ~ P L A (PRIMARY CON (. T} Name: ABBEY CHAMBERLAIN Address: 1850 PENT AS CT City: Carlsbad Phone: 760-213-1203 State:_c_A __ Zip: s2011 Email: abbey@abbeychamberlain.com DESIGN PROFESSIONAL Name: CREATIVE DESIGN AND BUILD (Dhurgham Aljuboori Address: 9275 TRADE PLACE UNIT H PROPE --Y OWNER Name:SAME --------------------Address: __________________ _ City: __________ State: ___ Zip: ____ _ Phone: ___________________ _ Email: ___________________ _ CONTRACTOR OF RECORD Business Name: HUMBLE HOMES Address: 160 NETTLETON RD APT49 City: SAN DIEGO State: CA Zip:_92_1_26 __ _ City: VISTA State: CA Zip:._s_2o_a_3 ____ _ Phone: 855-445-9455 Phone: 352-263-7202 Ema ii: dhurgham@creatlve-design-build.com Email: humblehomesbuilder@gmail.com Architect State License: #1045112 ------------CSLB License#: 1063669 Class: B ------- Carlsbad Business License# (Required): _______ _ APPLICANT CERT/FICA TION: I certify that I have read the application and state that the agree to comply with oil City ordinances and State laws relating to building construction. rmation Is correct and that the Information of the plans is accurate. I NAME (PRINT): ABBEY CHAMBERLAIN 1635 Faraday Ave Carlsbad, CA 92008 Ph: 442-339-271 Email: I &E: ,, dr V REV. 04122 THIS PAGE REQUIRED AT PERMIT ISSUANCE PLAN CHECK NUMBER: ______ _ A BUILLIN PERMIT CAN BE ISSUED TO EITHFR A TATE LICENSED CONTRACTOR uR A PROPERTY OWNER I~ THE PERSON SIGNING THIS FORM 15 AN AGENT FOR EITHER ENTITY AN AUTHORIZATION FORM OR LETTER IS REQUIRED PRIOR TO PERMIT ISSUANCE. (OPTIC A) LIC~NSEO ~ONTRACTOR DECLARATIQN I herebyaf firm underpenaltyof perjury that I am licensed underprovisionsof Chapter 9 (commencingwith Sect ion 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 f ollowing deciaratfons(CHOOSE ONE): Di have and will maintain a certificate of consent to self-Insure for workers' compensation provided by Section 3700 of the Labor Code, for the performance of the work which this permit is issued. PolicyNo. ___________________________________________ _ -OR- DI have and will maintain worker's compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit Is issued. My workers' compensation insurance carrier and policy number are: Insurance Company Name: _______________________ _ Policy No. __________________________ Expiration Date: ______________ _ _ j>R- ~ 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 c.rlmlnal penalties and clvll 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. C Q_NSTR~ flQN LEND IN§_ AGENCY,_ IF A NY I hereby affirm that there Is a construction lendlng 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 utllitles/utlllty easements. All proposed modifications and/or additions are dearly labeled on the site plan. Any potentially existing detail within these plans inconsistent with the site plan are not approved for construction and may be required to be altered or removed. The city's approval of the application is based on the premise that the submitted documents and plans show the correct dimensions of; the property, buildings, structures and their setbacks from property lines and from one anoth ; ac ess 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 accur tely o n and lab I d as well as all on-site grading/site preparation. All Improvements existing on the property were completed in accordance with all regulations in existenc I the Ume of ell otherwise noted. 'OPTION B)· OWNER-BU.!_LDER 0~Cl.AR TION I hereby affirm that I am exempt from Contractor's License Law for the following reason: D I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure Is not Intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such Improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). -OR- O I, 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, 0 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./ understand that a copy of the applicable law, Section 7044of the Business and Professions Code, is available upon request when this application is submitted or at the following Web site: http;//www.leginf o.ca.gov/calow.htm l. OWNER CERTIFICATION: The applicant certifies that all documents and plans clearly and accurately show all existing and proposed buildings, structures, access roads, and utllities/utlllty 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 ror constructiOn and may be required 10 be altered or removed. The city's approval of the application Is based on the premise that the submitted documents and plans show the correct dimensions of; the property, buildings, structures and their setbacks from property lines and from one another; access roads/easements, and utilities. The existing and proposed use of each building as stated Is true and correct; all easements and other encumbrances to development have been accurately shown and labeled as well as all on-site grading/site preparation. All Improvements existing on the property were completed In accordance with all regulations in existence at the time of their construction, unless otherwise noted. NAME (PRINT): ABBEY CHAMBERLAIN SIGN: ________ DATE: 02/27/23 Note: If the person sf nln above Is an .iuthorlzed agent for the pro rt owner Include form 8-62 sl ned b pro e owner. 1635 Faraday Ave Carlsbad, CA 92008 Ph: 442-339-2719 Email: 2 REV. 04/22 Building Permit Inspection History Finaled {c ity of Carlsbad PERMIT INSPECTION HISTORY for (CBR2023-1019) Permit Type: BLDG-Residential Application Date: 03/02/2023 Owner: TRUST PIERCE FAMILY TRUST Work Class: Second Dwelling Unit Issue Date: 08/21/2023 Subdivision: CARLSBAD TCT#72-34 UNIT#01 Status: Closed -Finaled Expiration Date: 05/28/2024 Address: 1848 PENTAS CT IVR Number: 47083 CARLSBAD, CA 92011 -5137 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status 09/29/2023 09/29/2023 BLDG-SW-Pre-Con 225662-2023 Passed Chris Renfro Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 10/06/2023 10/06/2023 BLDG-22 Sewer/Water 226233-2023 Passed Dirk de Roggenbuke Complete Service Checklist Item COMMENTS Passed BLDG-Building Deficiency 10/6/23 sewer connection tested. Ok to Yes back fi ll 10/10/2023 10/10/2023 BLDG-21 226459-2023 Passed Chris Renfro Complete Underground/Underflo or Plumbing Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 10/12/2023 10/12/2023 BLDG-11 226814-2023 Passed Chris Renfro Complete Foundatlon/Ftg/Plers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 10/27/2023 10/27/2023 BLDG-13 Shear 228766-2023 Passed Chris Renfro Complete Panels/HD (ok to wrap) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-15 Roof/ReRoof 228619-2023 Passed Chris Renfro Complete (Patio) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 11/06/2023 11/06/2023 BLDG-84 Rough 229430-2023 Failed Chris Renfro Reinspection Incomplete Combo(14,24,34,44) Wednesday, February 28, 2024 Page 1 of 3 PERMIT INSPECTION HISTORY for (CBR2023-1019) Permit Type: BLDG-Residential Work Class: Second Dwelling Unit Application Date: 03/02/2023 Owner: TRUST PIERCE FAMILY TRUST Status: Scheduled Date 11/14/2023 11/27/2023 01/31/2024 02/27/2024 Issue Date: 08/21 /2023 Subdivision: CARLSBAD TCT#72-34 UNIT#01 Closed -Finaled Expiration Date: 05/28/2024 IVR Number: 47083 Address: 1848 PENTAS CT CARLSBAD, CA 92011-5137 Actual Inspection Type Start Date Inspection No. Inspection Primary Inspector Reinspection Inspection Status Checklist Item COMMENTS Passed BLDG-Building Deficiency Not ready. EXTERIOR NEEDS TO BE No WRAPPED, WATERTIGHT, AND EXTERIO LATH NAILED OFF. Need windows and doors flashed and installed. Missing nail plates throughout. Need to add exhaust fan vent ducting to outside. Need to bond to copper water. Run ground wire to LIFER. BLDG-14 No Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout No BLDG-34 Rough Electrical No BLDG-44 No Rough-Ducts-Dampers 11/14/2023 BLDG-84 Rough 230564-2023 Passed Chris Renfro Complete Combo(14,24,34,44) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-1 4 Yes Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout Yes BLDG-34 Rough Electrical Yes BLDG-44 Yes Rough-Ducts-Dampers 11/27/2023 BLDG-17 Interior 231343-2023 Passed Chris Renfro Complete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 01/31/2024 BLDG-Final Inspection 238301-2024 Failed Chris Renfro Reinspection Incomplete Checklist Item COMMENTS Passed BLDG-Building Deficiency Please add stoop, landing to front No entryway and address numbers visible from the street BLDG-Plumbing Final Please add vacuum, breaker hose bib No BLDG-Mechanical Final No BLDG-Structural Final No BLDG-Electrical Final Double check GFCI receptacle on the No exterior and breaker not working properly in sub panel. 02/27/2024 BLDG-Final Inspection 240709-2024 Passed Chris Renfro Complete Wednesday, February 28, 2024 Page 2 of 3 PERMIT INSPECTION HISTORY for (CBR2023-1019) Permit Type: BLDG-Residential Work Class: Second Dwelling Unit Status: Closed -Finaled Application Date: 03/02/2023 Owner: TRUST PIERCE FAMILY TRUST Issue Date: 08/21/2023 Subdivision: CARLSBAD TCT#72-34 UNIT#01 Expiration Date: 05/28/2024 IVR Number: 47083 Address: 1848 PENTAS CT CARLSBAD, CA 92011-5137 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Wednesday, February 28 , 2024 Checklist Item BLDG-Building Deficiency BLDG-Plumbing Final BLDG-Mechanical Final BLDG-Structural Final BLDG-Electrical Final Status COMMENTS Please add vacuum, breaker hose bib Passed Yes Yes Yes Yes Yes Page 3 of 3 Transmittal Letter January 9, 2023 City of Carlsbad Community Development Department -Building Division 1635 Faraday Ave. Carlsbad, CA 92008 Piao Review: Detached ADU Address: 1848 Pentas Ct, Carlsbad CA True Nortl1 COMP I A NC RVIC FIRST REVIEW City Pennit No: CBR2023-1019 True North No.: 23-018-166 Applicant Name: Abbey Chamberlain Applicant Email: abbey@abbeychamberlain.com True North Compliance Services, Inc. has completed the review of the following documents for the project referenced above on behalf of the City of Carlsbad. Our comments can be found on the attached list. 1. Drawings: Electronic copy dated No date , by Creative Design & Build. 2. Structural Calculations: Electronic copy dated February 24, 2023, by Lovelace Engineering. 3. Geotechnical Report: Electronic copy dated February 28, 2023, by Sierra Geotechnical Services. Attn: Permit Technician, the scope of work on the plans has been reviewed for coordination with the scope of work on the permit application. See below for information if the scope of work on plans differs from the permit application: Valuation: Scope of Work: Floor Area: Notes: NIA Confirmed Confirmed Confirmed Our comments follow on the attached list. Please call if you have any questions or if we can be of further assistance. Sincerely, True North Compliance Services Review By: Arner Atassi -Plan Review Engineer True North Comp/lance Services, Inc. 3939 Atlantic Avenue Suite 224, Long Beach, CA 90807 T / 562. 733.8030 Detached ADU 1848 Pentas Ct, Carlsbad CA March 9, 2023 RESUBMITTAL INSTRUCTIONS: Plan Review Comments City of Carlsbad-FIRST REVIEW City Permit No.: CBR2023-1019 True North No.: 23-018-166 Page2 Please do not resubmit plans until all departments have completed their reviews, For status, please contact building@carlsbadca.gov Deliver THREE corrected sets of plans and TWO corrected calculations/reports directly to the City of Carlsbad Building Division, 1635 Faraday Ave., Carlsbad, CA 92008, (442) 339-2719. The City will route the plans to True North, Planning and Land Development Engineering Departments (if applicable) for continued review. Note: If this project requires FIRE PREVENTION review, ensure that you follow their specific instructions for resubmittal review. The City will not route plans back to Dennis Grubb & Associates for continued Fire Prevention review. GENERAL INFORMATION: A. The following comments are referred to the 2022 California Building, Mechanical, Plumbing, Electrical Codes, California Green Building Standards Code, and Energy Code (i.e., 2021 !BC, UMC, UPC, and 2020 NEC, as amended by the State of California). B. There may be other comments generated by the Building Division and/or other City departments that will also require your attention and response. This attached list of comments, then, is only a portion of the plan review. Contact the City for other items. C. Respond in writing to each comment by marking the attached comment list or creating a response letter. Indicate which details, specification, or calculation shows the required information. Your complete and clear responses will expedite the re-check. D. Where applicable, be sure to include the architect and engineer's stamp and signature on all sheets of the drawings and on the coversheets of specifications and calculations per CBPC 5536.1 and CBPC 6735. This item will be verified prior to plan approval. OCCUPANCY & BUILDING SUMMARY: Occupancy Groups: Occupant Load: Type of Construction: Sprinklers: Stories: Area of Work (sq. ft.): R3 NIA VB No I 650 sq. ft. ARCIDTECTURAL COMMENTS: A 1. On the coversheet of the plan, address the following comments per CRC 106.1 .1 : a) Specify the PV System to be under separate permit. b) Include the 2022 edition of California Plumbi.ng code to the list of applicable codes. Detached ADU 1848 Pentas Ct, Carlsbad CA March 9, 2023 City of Carlsbad-FffiST REVIEW City Permit No.: CBR2023-1019 True North No.: 23-018-166 Page3 A2 . On the site plan, specify the distance between eave projection and property line. Projections between two to five feet of the property line shall be one-hour fire rated on the underside. Provide detail showing conformance. CRC Table R302.l(]) A3. Revise the plan to show the location of the attic access. Attic access shall not be less than 22 inches by 30 inches and shall be located in a hallway or other readily accessible location. CRC R807.1 A4. Newly constructed dweJling units including detached ADUs are required to comply with Aging-In-Place requirements in accordance with CRC R327. Address the following comments: a) At least one bathroom on the entry level shall be provided with reinforcement installed in accordance with this section. Where there is no bathroom on the entry level, at least one bathroom on the floor above shall comply with this section. i) Specify the reinforcement to be solid lumber and not less than 2X8. ii) Dimension the reinforcement shall be located between 32" and 39 ¼" above the finished floor. iii) Specify the water closet reinforcement to be installed on both side walls of the fixture, or one side wall and the back wall. (1) Where the water closet is not located adjacent to the side wall, grab bar reinforcement for a ground-mounted installation is acceptable. iv) Specify the shower reinforcement shall be continuous where wall framing is provided. v) Bathtub and combination bathtub/shower reinforcement shall be continuous on each end of the bathtub and the back wall. Additionally, back wall reinforcement for a lower grab bar shall be provided with the bottom edge located no more than 6" above the bathtub rim. b) Note on plans: Electrical receptacle outlets, switches and controls intended to be used by occupants shall be located no more than 48" measured from the top of the outlet box and not less than 15" measured from the bottom of the outlet box above the finish floor. c) Specify doorbell controls to be not exceed 48" above exterior floor, measured from the top of the doorbell button assembly. AS . Per city policy, specify the roofing material to have a Class A fire classification. MECHANICAL COMMENTS: Ml. For appliances in the attic space, note the following on the plan: a) An access through an opening and passageway at least as large as the largest component of the appliance, 22-inch x 30-inch minimum. CMC 304.4 b) A passageway from the access to the appliance. Passageway shall have solid flooring not Jess than 24-inches wide. CMC 304.4.2. c) A 30-inch x 30-inch platform shall be provided in front of the service side of the appliance. CMC 304.4.3. d) A light fixture and convenience outlet shall be provided near the appliance. Switch controlling the light fixture shall be located at the entrance to the passageway. CMC 304.4.4 M2. Provide an exhaust fan at kitchen with a minimum exhaust rate of 100 cfm per CMC Table 403 .7 Detached ADU 1848 Pentas Ct, Carlsbad CA March 9, 2023 ELECTRICAL COMMENTS: E t. Sheet A.201, address the following comments: City of Carlsbad-FffiST REVIEW City Permit No.: CBR2023-l 0 19 True North No.: 23-018-166 Page4 a) Revise the electrical plan to show receptacle outlets on the wall-spaces in the habitable areas ( Living room and Bedroom) to be compliant with CBC 210.52. Receptacle outlets shall be located not more than 6 feet from wall openings and 12 feet on center. b) Provide a GFCI and waterproofreceptacle outlet at the front and rear of the building per CEC 210.8, 406.9(B), and 210.52(E). c) Specify the size of the proposed electrical panel. Ensure the minimum size of the service disconnecting means at the main panel is 100 AMP minimum per CBC 230.79(C). -\IR @ \11 '\I SPLIT HNG ~-) ·1 B. WATER ~Hl'l l)ff WITH PRE:XRE @ ELECT RIC..\L PA,'\EL rm PLUMBING COMMENTS: PI. Revise the site plan to show drainage moving surface water away from the building and adjacent properties and towards the public way. Lots shall be graded to drain surface water away from foundation walls. The grade shall fall not fewer than 6" within the first IO feet. CRC R401.3 P2. At showers, address the following: a) Specify the shower door to be 22" minimum per CPC 408.5. b) Shower door shall open so as to maintain a 22" minimum unobstructed opening for egress per CPC 408.5. c) Specify the shower stall to be 1024 square inches minimum and capable of encompassing a 30" diameter circle. CPC 408.6 P3. Provide the following dimensions on the plan for the water closets per CPC 402.5: a) Side clearances -15" from the centerline of the water closet to the walls b) Front clearance -24" in front of the water closet. GREEN BUILDING COMMENTS: No comments. ••• f Detached ADU City of Carlsbad-FIRST REVIEW City Permit No.: CBR2023-1019 True North No.: 23-018-166 Page5 1848 Pentas Ct, Carlsbad CA March 9, 2023 ENERGY COMPLIANCE COMMENTS: Tl. Address the following comments: a) Revise plan to show at least one luminaire in the bathrooms, laundry, walk-in closets and garage to be controlled by a vacancy sensor. CEnergyC 150.0(k)2(E) b) Revise plan to show interior lighting fixtures that are not controlled by occupancy or vacancy sensors to be equipped with dimming controls. CEnergyC 150.0 (K)(2)(F) c) For exterior lighting, specify luminaires to be high efficacy and shall meet the following requirements, as applicable per CEnergyC 150.0(k)(3): i) Controlled by a manual ON and OFF switch that does not override to ON the automatic actions ofJtems b) or c) below; and ii) Controlled by photocell and motion sensor. Controls that override to ON shall not be allowed unless the override automatically reactivates the motion sensor within 6 hours; or iii) Controlled by one of the following methods: (1) Photocontrol and automatic time switch control. (2) Astronomical time clock. (3) Energy management control system. d) Revise plans to show exhaust fan and light fixture to be separately switched per CEnergyC 150.0(k)(2)(G). T2. Per the Energy report, a photovoltaic system is required. Note the following on the cover sheet of the plans: a) The photovoltaic system will be under a separate permit and plan check, and be sized per the Title 24 Energy Report on this permit. b) The photovoltaic plans shall be submitted and approved prior to the rough electrical inspection. T3 . Specify all new fenestrations (e.g. windows and doors) to have a maximum U-factor of 0.30 and a maximum SHGC of 0.23. CEnergyC Table 150.l-A STRUCTURAL COMMENTS: S l. On the coversheet of the plan, specify Truss design to be a deferred submittal. If you have any questions regarding the above comments, please contact Amer Atassi via email amera@tncservices.com or telephone (562) 733-8030. [END] E ·N GI N.E,E RI NG STRUCTURAL CALCULATIONS DATE: PROJECT: .FEBRUARY 24, 2023 CHAMBERLAIN ADU 1850 PENTAS COURT CARLSBAD, CA 92011 DESIGNER: CREATIVE DESIGN & BUILD 9275 TRADE PLACE UNIT H r=========:sma,o, CA 9212s True North Compliance Services, fnc. JOB: J2309 PLAN REVIEW APPROVAL I THESE PLANS/DOCUMENTS HAVE BEEN REVIEWED FOR COMPLIANCE WITH THE APPLICABLE CALIFORNIA BUILDING STANDARDS CODES AS ADOPTED BY THE STATE OF CALIFORNIA ANO AMENDED BY THE JURISDICTION. PLAN REVIEW ACCEPTANCE OF DOCUMENTS DOES NOT AUTHORIZE CONSTRUCTION TO PROCEED IN VIOt.A TION OF ANY FEDi , STATE, NOR LOCAL G LATION. BY.______ DATE: . . . . THIS SET OF THE PLANS AND SPE IFICATIONS ~ .... :t· II.~ ~ · MUST BE KEPT ON THE JOB SITE AT ALL TIME .• @'"~ • ~: ·1· ; ANO 11 IS UNLAWFUL TO MAKE ANY CHANGES t . 39734:; • . ALTERATIONS WITHOUT PERMISSION FROM T . , • • 1 • 1 J: CffY OCCUPANCY OF STRUCTURE(S) IS NOT 1r. '. ·,r :· 0: .• PEfMl'fl'ED UNTIL FINAL APPROVAL IS GRANTE • t'I! • BV ALL APPLICABLE DEPARTMENTS. 10509 Vista Sorrent~ Pkwy, Suit e 102 San Diego, CA. 92i21 ··o·· •••• A .. L · ... -·y , ... ;E ··.'·L .-• Cr, .. ·.··15····: • • • •• I • • • • •,\ . .·.· .. •. } . • ... ,.. _.. . EN·GIN EER·I NG CALCULATEOBY .... ••·••• ~-· ··_-·, _. _.. STRUCTURAL ENOINEERINO SERVICES 10509 Vista Sorrento Parkway, Suite 102, San Diego, CA 92121 phoriB 858.535,9111 • rax 858.535.1989 • www. lovelaceeng;com SCALE ._._._,...,..,.,,._ __ ...,.....,_~__,_.-. _ __, __ ...,..,...,......,..~ SHEET DESIGN CRITERIA ............................................................................ ,......................................................................... * DESIGN LOADS ........................................ ,.................................................................................................................. !f!.;, VERTICAL ANALYSIS/DESIGN .............................................................................................................................. ,b-)-b/.1 LATERAL ANAL YSIS/DESlGN ............................................................................................................................... H-~1"'1' FOUNDATIONS /'RETAINING WALLS................................................................................................................... . ..... Qi . STRUCTURAL NOTES/ SCHEDULES/ DETAILS (WHERE APPLICABLE)............................................. jz!,}?~ : ...... , ..... . LO'V 'E;:LA C :E .· , .. . . . , . ENGINEERING SHEETNO. "'-,'" ---'-,-'-----'--.--_.:'ff!:f'-,:"'-.. ...,_.---=--.,__-OF __,__~~...,..,...-"""'--, CALCULATED BY-,.........,~ .. =~'-".:;;,.,·.··_. .... ~,,._::.'-.-~.........,. OATE _ _,,_~+f:_,.'j;;,c.:i;_· __ S TRUCTU RA L ENO INE E RINO SERVIC ES CHECKED BY ....... --'-. ________ ...._...._........._..___..'--DATE;;.. · ..... , ....... , .... 10509 Vista Sorrento Parkway, Suite 102, San Diego, CA 92121 phone 858.535.9111 • fax 858.535.1989 • wv.w. loirela~ng.com SCALE ......,. ~__,__..,.....__.,...,_=.........-...,~----,......_----,.,__-....,,..._ DESIGN CRITERIA eovERNINc.S CODE: CBC 2022 GONCRETE: AC! 3I8-lct f'c.=2500 psl, NO SPECIAL INSPECTION REQ 'D. (U.N.O.) MASONRY1 TMS 402-16 I ACI 530-13 MEDIUM HEIGHT, ASTM CC!O, f'm= 1500 psl, SPECIAL INSP. -REQ'D MORTAR1 ASTM C210, f'c= 1800 psi, TYPE 5 eROUT1 ASTM· C416, f'c.=2000 psi REINFORGING STEEL1 ASTM A6I5, Fy= 60ks1 FOR # 4 AND SMALLER ASTM A615, Fy = 60ksl FOR # 5 AND 1.,.ARGER (U,N.OJ 5TRI.JC.TURAL STEEL: AISC 360-16, 16TH EDITION ASTM A512, Fy= 50 ksr (STEEL SHAPES) U.N.O. ASTM A500, eRADE B, Fy::: 46ksl (STRUCWRAL TUBE) ASTM A53, eRADE B, fy::: 35ksl (STRUCTURAL PIPE) ASTM A36, Fy= 36 ks! (PLATES) BOL TIN61 A30l, SIN6LE PLATE SHEAR CONN. A325-N, A4CIO-N Hl6H STREN6TH, SINGLE PLATE SHEAR CONN. i,.tELDINe: E10XX 5ERIE5-TYP., EGIO SERIES FOR Abl5 GRADE 60 REBAR WOOD: 6LULAM5, SOIL: SHOP Y'IELDINe TO BE DONE IN AN APPROVED FABRICATOR'S SHOP FIELD WELDING TO HAYE CONTINUOUS SPECIAL INSPECTION. NDS-18 DOUGLAS FIR LARCH 24F-V4 FOR SIMPLE SPAN CONDITIONS 24F-V8 FOR C~NTILEVER CONDI TION ALLOWABLE BEA-RI NG PRESSURE ACTIVE SOI L PRESSURE AT-REST SOIL PRESSURE (RES-rRAINED) PASSIVE SOIL PRESSURE LATERAL EARTHQUAKE PRESSURE COEFFICIENT OF FRICTION =.!WI = -- ::: = - = - = ,,. psf pc.f pc.f pc.f pc.f '¢ EXISTING NATIJRAL SOIL PER Cl;3C TABLE 1806.A2 SOILS REPORT BY: PROJEG T NUMBER: DATED: :L'O·V':S::L-A.C:E: ENGINEERING STRUCTURAL ENOINEERINO SERVICES 10509 Vista Sorrento Parkway, Suite 102. San Diego, CA 92121 p/lCrle 658.535,9111 • fax 858.535.1989 • www. lciveli!ceeriQ.ro(Tl SHEET NO . ..,__.....,.__..· ..... · .._,P:_... -· .,.... '-' .-....-'""'-OF ,._·-""-"""---'---------"""' CAI.CULATEDfl'f_ ..... _........,:~-· ~:' ...,_: :..,.··. • .... ::· .__,...-,..-..,,,,,.,-. DATE-., -·.,.... . .,,_~-£-,,,(4-,..._,,...~-- SCALE .,.. • ...,.· ......,___.....,_;..__,___, .......................... ----........ ,..:,_..,__.......,.......:.-......___,;::.;;.;,,,.,: DESIGN LOADS "ROOF DEAD LOAD: OTHER ROOF -ROOFIN6 ( ut¼ ::::r:rw -r u~ ) .. ~~ ~,-..... ,> •• • ••• _ •• ,, 1~.o psf .o psf SHEATHtNe ............................................... " .... :.•i 1.5 RAFTER/GEILIN6 JOISTS OR TRUSSES ...................... ,, 3.5 INSULATION ......... ■ •••••• ■ •• ■ ....................... I I • I ._.,~'ft' DRY~LL . . ..... I I ••• I •••• I • I •• I I ••••• I ••••• I •••••• ■ ••• I • • ! OTHER (ELEC., MECH., MISC.) .... , .................... , ....... ,:, •· TOTAL DEAD LOAD: LIVE LOAD: (ROOF USE PER IBC, TABLE 1601.1) TOTAL LOAD= rLOOR DEAD LOAD: FLOORIN6 ( J ................ . .....,,--.-,.,,.,...,.,....,.......,...--,-,......,.,..._~---,,.- LT. WEl6HT GON6RETE •. ~ ·:·: : ........... ~ .. : ................. . SHEATHINe ................................................ . JOISTS ........ I •••• I •••••••••• " ••••••• II •••••••••••••••••••• 1.5 2.5 Ji ' . . . t,?Dpsf .. 20.,0 p sf., ~.Opsf .Opsf .0 2.0 3.5 DRYHALL . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . 2.5 OTHER (ELEC., MECH., MISC.) .............................. . TOTAL DEAD LOAD: LIVE LOAD: (RESIDENTIAL USE PER IBC TABLE 1601.1) TOTAL LOAD: EXTERIOR WALL 5 TIJDS . . .... '• ........ •··~ .... :•, ............. •. . . . . . . . . . . . . . .. . . . . . . . DRYWALL llt I •••••••• I • I •• I •• I •••••••••••••••••••••• I • I ••• I • • I NSULA Tl ON . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . EXTERIOR FINISH ( #'1\.J:Vh1 l ............... . OTHER (MISC.) . I ••••••••• I •••••• I •• I •••• I ••• I ••••••• I I ••• I • TOTAL LOAD: INTERIOR ~LL .2..0 .Opsf 40.0-~sf ·-iJ .psf' I.Opsf 2.5 1.5 l/.o ..1.0 , 11/.0psr STIJDS ............................. fl , ...... fl ••• fl ,. ••••• fl • • • • • • • I .o psF DRYWALL . . ................ , . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5 .0 OTHER (MISC.) .. I. I I I I •• I ••••••••••••• I •••••• I .. I •••••• I I I. • ~ .... , .. o .... •· TOTAL LOAD1 1.0 psP .Opsf ...... o ~p$r . .Opsf DECK/OTHER psf .Opsf .o :.sf ... , ,P ... ,. -.Opsf I.Opsf .0 I..Q. .Opsf _JOB Chamberlain ADU . .,_;· LOVELACE . $H_EETNO .. hi OF . C~LCL!!,.ATJ;O B)' SRG . PATE .. ENGINEERING CHECKECl BY . DATE SCALE STRUCTURAL EN GI NE~RIN O SERVICES · :1·:·--v~-~r1t~(ANA~v~.•$,/tjes,~;.i• l • Level: Roof • •• • Members: ' _. ... , •• • •.• ·: .• )e}al' ·-·. .., Mark: ,:11:--1 Span = __.l-=-~~-_ ft (gJUniform Load T.A.= ;-: DL RLL LL l.l.= 'l4 w,= (1t-Z..t #}{li1r =,fco/~l1H:.. plf W2= _ __,_ ____________ =.,....._ __ __, ____ plf P1=· lbs ---....-----------P2= lbs = = = • -• -•·•-·•·-"'r•.,..."••....,.•••.,..·-•·•-•• ..... • ··--..-., . .-. -........ -. ......... -.--,.......,... -•:•-•- .... ····or ·• R[.t LL . TL • lbs lbs I MCI! ?W Grade: ....... .."'/" .. . Mark: ...., __ .-.-.... -.... -. Span = --,-..,......,..,.,..,.---ft □Uniform Load T.A.=. DL RLL LL LL= W1= -----------.......-........ ---.-----------.............. = plf W2= = plf --------------------P 1 = lbs _........,._..,...._....._ __ .,,._ ___ ........,....,.. P2=· lbs ----------------= . -. , . . . = = ,. DL • RLL LL l~:~~= •. • : '" TL . .. lbs lbs Mark: -.......---,. Span= ft D Uniform Load T.A.= DL RLL LL LL= W1= = plf -------------------------------W2=. = plf _______ _..._ _______________ ......... __________ _ P1= lbs P2=· ----------------lbs = .. . ·-. ', ~. ··, ... ~ . = Dl,. R Left=;,· R Right= ~ ·:·. 2/23 ff psf tt2 psf J tt2 psf JOB Chamberlain ADU . . .~ LOVELACE · . • • . e·NGINEERtNG SHEETNp. :./{?-. . • . OF . . SC.ALE STRUCTURAL ENCilNEERING SERVICES Level: Roof Members:~ .. Mark:. }:\:--::1 . ... . . Span = ...--tt,...· _ ft fa.Uniform Load T.A.:::: -ft2 DL . RLL LL LL.=,. -1.;j'· psf W1 = ~;;y~/tPJ·; .. = 1#:ii!~ plf • W2= = :plf .,...,,.....,.,.,..,....,-----------..----...,,..,..-..,..,..,,......,.......,....,.... P1=. • '16s _________ ,...... ____ .......,. __ ~· b = = .. •' ····''• .•. --. .,· . .--.... - <use: ::: .,,.·•.i/62"{(• ... , . • Grade: .. ~;.?,kt"~ . . .. ,2/23 .. ·.: . · .. •·, .· Mark: -H:---e:: Span = . :',t.11: ,. . .. ft fZIUniform Load T.A.=:=. ,, -.. ff DL RLL LL LL.= -tf psf W1= = w.;!~I plf ',~ .. t ,· W2= = plf ~= ~-.---------,..-------~· I~ = = . . . ·:· .. •.·. .. ' ... ·-· :.·. :: _. ,-. '_-. ··:· DL . . -.. R[L •.. ·TL •• TL ,.-·· •.• -••• -... '" • \\ .... -•✓. •• • .... , •• , .•. -"' ~-:· • '•. ~-· • \ • -~· ._, R ~~~=, .... _ ... _._·· _.· .... l ___ J:_·: ·-.. _ ..... · r :i :~: Mark: .ft---P. ,_ Span= ~: .... .-ft ~Uniform Load T.A.= ., .. ~ ...... ff • DL RLL LL LL.= • 1,,,1 · psf w1= wz,rwra~ 111(?1 =-:1&M plf W2= : plf ______________ ....,.. __ ....__ ________ _ ~~ ~ ___________ ........, _____ _ P2= lbs = = • .-... Lovelace Engineering -• •. . 10509 Vista Sorrento Parkway ~-Suite 102 Project Title: Engineer: Chamberlain ADU srg San Diego, CA92121 Project ID: Project Descr: J23094 New ADU -• (858) 535-9111 _ _ Calculations per NOS 2018, IBC 2018, CBC 2019, A$CE 7-16 BEAM Size: • 4:x:6, $awn, Fully Unbraced· • • • • • • • • • IJsing Al.lowable Stress Design with IBC 2018 Load Combinations, fl!lajor Axis Bending Wood Species: DouglasFlr-Larch .Wood Grade: l\lo.2 Fb -Tension 900.0 psi Fe -Prll 1,350.0 psi Fv 180.0 psi Ebend-xx Fb -Compr 900.0 psi Fe -Perp 625:0 psi Ft 575.0 psi Eminbend -xx Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.230, Lr= 0.20 k/ft, Trib= 1.0 ft Design summary Max tb/Fb Ratio fb: Actual: Fb : Allowable : Load Comb: = . 0.915 • 1. 1,328.66 ps( at 1,452.09 psi +D+Lr 3.000 ft in Span # 1 1,600.0ksi 580.0ksi Density 31 .210 pcf Max fv/FvRatio = fv: Actual : 0.451: 1 101.49 psi at 225.00 psi +O+Lr 0.000 ft in Span # 1 • 6.0ft t r~~-~.......,~-------• l"fl01-'!'"'-".-,...,,_..,.,,.,.,,-..,....._..,..,.....~--',-~,..-,..-,--'-,..-.~~ Fv : Allowable ;; Load Comb : Max Reactions (k) Left Support Right Support Q .!.[ ~ 0.70 0.60 0.70 0.60 Wood Beam Design : E !:i c1ons< Transient Downward 0.076in Ratio 953 LC: Lr Only Transient Upward 0.000 In Ratio 9999 LC: Total Downward 0.1 64 in Ratio 439 LC: +D+Lr Total Upward 0.000 in Ratio 9999 LC: :. BEA iv,. 'Si~~-: ' . 4x4; :s~..iv~~: 'i:~ily: lJhb~ad~'d. ... . . . .. . -·· '. ,... ' ,._ ...... '·-'. ,,J. ,, • ~,_,c_ul_atlon5. _pe_r N.DS 2018, IBC_ 20_~ 8, CBC 2_0.1 ~. ~~c;:r: _7-~6. •. Using Allowable Stress Design with IBC 2018 Load Comblnatlons, Major Axis Bending Wood Species : DouglasFir-Larch Wood-Grade : No.2 Fb -Tension • 900.0 psi Fe -Prll 1,350.0 psi Fv 180.0 psi Ebend-xx 1,600.0 ksi Density 31.210 pcf Fb -Compr 900.0 psi Fe -Perp 625.0 psi Ft 575.0 psi Emlilbend -xx 580.0ksl Applied Loads Beam self weight calculated and added to loads Unit Load: D = 0.230, Lr = 0.20 k/ft, Trib= 1.0 ft Design s1.1mmary Max fb/Fb Ratio = fb : Actual: 0.861; 1 1,453.12 psr at 1,687.50 psi +D+Lr Fb : Allowable : Load Comb: Max fv/!=vRatio = fv: Actual: Fv : Allowable : Load Comb: Max Reactions (k) Left Support Right Support 0A71: 1 105.96 psi at 225.00 psi +O+Lr .12 !.!'. 0.47 0.40 0.47 0.40 2.000 ft in Span # 1 0.000 ft in Span # 1 'f:J. f !:!. 0.0581n Total Downward 0.125 in Ratio 829 Ratio 383 LC: Lr Only LC: +D+Lr Transil;mt Upward 0.000 in Total Upward 0.000 In Ratio 9999 Ratio 9999 LC: LC: Lovelace Engineering 10509 Vista Sorrento Parkway Suite 102 ;20.22.4. 6 Wood Beam Design : H-3 Project TiUe: Engineer: Project ID: Project Descr: Chamberlain ADU srg J23094 New ADU . f;;alC!J_latlons. per NOS 2018, IJ:SC 201~! CBC 2019, Ase;:_E 7-16 BEAM size : 4x4tSa\lli'n, Fully Unbraced · • • • · • • • ·.. .. • .. .. · ·, .. • • • • • ... , .. ""·' • • Using Allowable Stress Design with IBC 2018 Load Combinations, Major Axis Bending Wood Species : OouglasFir-Larch \/\food Grade : No.2 Fb-Tension 900.0psl Fc-Pr1I 1,350.0psl Fv 180.0psl Ebend-xx 1,600.0ksi Density 31.210pcf Fb -Compr 900.0 psi Fe -Perp 625.0 psi Ft 575.0 psi Eminbend -xx 580.0 ksl App/led Loads Beam self weight calculated and added to loads Unlf Load.: D = 0.0780, Lr= 0.040 k/ft, Trib= 1.0 ft Design summm Max fb/Fb Ratio = fb; Actual: 0.135· 1 227.94 psi at 1,687.50 psi +Ot-Lr Fb : Allowable ; Load Comb: Max fv/FvRatlo = fv : Actual: Fv : Allowable : Load Comb: Max Reactions (k) Left Support Right Support 0.098: 1 22.16 psi at 225.00 psi +D+Lr 12 J.t 0.12 0.06 0.12 0.06 L 1.500 ft In Span # 1 0.000 ft In Span# 1 w. li -------~ . -. . -... crdris • Transient Downward 3.0ft 0.004In Ratio 9828 LC: Lr Only Transient Upward 0.OOOin Ratio 9999 LC: ... ,, Total Downward 0.011 In Ratio 3258 LC: +D+Lr Total Upward 0.000 in Ratio 9_999 LC: ·~ LOVELACE Jo.a . . . . .. . . ._ . . _. Cham.perlain A.DU . CAlyULATED BV SR(3 . . . DATE . 2/23 • • ENGINEERING ... ' . . ,:. ', -~ ... ·,•, · ..... , ... -. ',. .. , . ····· .. STRUCTURAL ENOINEERINO 5ERVICES Level: Roof Members:~ Mark: H--A:: Span = , .· 4,. ;·. _ ... ft w1= (-"J?Z-1:W(~>-t l(f(?? W2= ·-· .,., ...... , __ ._, ··-·· .. ·-·-·, .. · P1=·:· :·: :·: •• • •• '·· •. P2=~ .•.... :,.·. ,:·:. ~·-:·, •. •. -.-••••• =·; • .. ' .,, • = = ., .. ,., .... -. Mark: . M-::2 .. Span = _ _ t/ : . ft Mark: -""-.................... -. Span = . . . .. ft 12)Uniform Load T.A.= ..,,_ ..... fr DL RLL LL LL= .1-f '--psf =::1~ plf = lbs lb$ lbs lbs TL 1111'£ lbs 1-6::1:P'. lbs . plf : :Use: .. _ --·-~;i.,t.•M:=·: .... -· _---'-.............. Gra(Je: Use: ,, .. ~vJ/P-:i- .-h.1,r: ... ,, .. -~-v--~¢-' □Uniform Load T.A.:;:--'" ____ ft2 DL RLL LL LL=.. .. .psf ~= = p~ ,.,...,.,.......,__,....,...,,...,,..~------,.,.....-_,.,,..,.._ -. _,.... __ -,._. --·'""· .. -..... -. --. , ..... -----·-·· - W2= plf P,= • ·.lb~--____________ ..,.._,, ....... ,-.... -_.---- ~ I~ ........ ~. '• : '• ·-,., . . = = Lovelace Engineering 10509 Vista Sorrento Park.way '.suite 102 San piego,_C~ 92121 (~5aJ~35l 111 Project Title: Engineer: Project ID: Project Descr: Chamberlain ADU srg J23094 New ADU ____ .... . , _._,. . . .. . ,,.. . ., ., P~inted: 24 FEB 2Q23,.4:31_PM' -~11 :afi,g)Jf :}'.Jf ·t1;;Ni::i;l~:Y!:::tr\:1.i:I;;1ff/;~,;;;;,.f1:il( ;i~i\t \j;~/!'.~{h;t~;t}[1:0.f ,;;'t.::1f s;,t~~~1i ~,-·"!· :~t~§~i uI : Lovelace Engi . (c 983-2022 l)escrlption : H-4, 5 • Wood Beam Design':. H-4 Calculations per NOS 201 8, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size : 4x4, Sawn, Fully Ui'lbr~ced • • . . .. . . . . • • .. . . • • • • • • • • • • . LI.sing Allowable Stress Design with IBC 2018 Load Combinations, M_ajor Axis Bending Wood Species : DouglasFir-Larch Wood Grade : No.2 Fb -Tension 900.0psf Fc-Prll 1,350.0 psi Fv 180.0psi Ebend-xx 1,600.0ksi Density 31 .210pcf Fb -Compr 900.0 psi Fe -Perp 625.0 psi Ft 575.0 psi Eminbend -xx 580.0 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.0780, Lr= 0.040 k/ft, Trib= 1.0 ft Deslgn Summa)j •• ·-r,.:1a£tbiFb. Ratfo = fb: Actual: Fb : Allowable : Load Comb: Max fv/FvRatlo = fv : Actual: Fv : Allowable,; Load Comb : Max R~actions (k) Q 0.240· 1 405.23 psf at 1,687.50 psi +D+Lr 0.131 : 1 29.55 psi at 225.00 psi +D-t-Lr 1 Left Support 0.16 Right Support 0.16 1r 0.08 0.08 Wood Beam Design : H-5 2.000 ft In Span # 1 0.000 ft in Span # 1 .G li 4x4 4.0 ft 0.012in 4146 LC: Lr Only Transient Upward 0.000 in Ratio 9.999 LC: Total Downward Ratio Total Upward Ratio 0.035 rn 1374 LC: -t-D-t-Lr 0.000 in 9999 LC: ..... _.. .. . . .. ... .. --; .... ,.· ........ -.. , .. ,· .. , .· ,·-·· ... .. . _ ... .t:a1,c:,~•~t19_n.::;_p~~N_!:>.~~9~~ • .1,e,q _~o1.~ .•. S~9.-~Q_1_~.~~p~~~~-~. • BEAM·Size·: ,• 4X12,·Sawh,'' Fully· Unbraced ··· ••' •. • · •. •••• • ,. Using Allowable Stress Design with IBC 2018 Load Combinations, Major Axis Bending Wood Species : DouglasFir-Larch Wood Grade : No.2 'Fb -Tension 900.0 psi Fe -Prll· 1,350.0 psi Fv ·180.0 psi Ebend~ xx 1,600i0:ksi ·Density 31.210 pcf Fb -Compr 900.0 psi Fe -Perp 625.0 psi Ft 575.0 psi Eminbend -xx 580.0 ksi Applied Loads Beam self weight calculf!tecl and added to loads Unif Load: D = 0.1960, Lr= 0.170 k/fl, 0.0 ft to 2. 750 ft, Trib= 1.0 ft Unif Load: D = 0.0460, Lr= 0.040 k/ft, 2. 750 to 6.0 ft. Trib= 1.0 ft 1Point: D = 1.730, Lr:;: 1.50 k@2.750 ft Design Summary Max fb/Fb Ratio :;:: fb: Actual : Fb : Allowable : Load Comb : Max fv/FvRatio = fv.: Actual : Fv : Allowc1ble ; Load Comb: 0.773; 1 941 .32 pst at 1,218.42 psi -t-D+Lr 0.445: 1 100.07 psi at 225.00 psi +D+Lr Q !d: Ma)!: Reactions (k) Left Support 1.42 1.21 Right Support 1.05 0.89 2.740 ft in Span# 1 0.000 ft in Span # 1 w. J:! 0.022in Ratio 3310 LC: Lr Only Transient Upward 0.000 In Ratio 9999 LC: Total Downward Ratio Total Upward Ratio 0.047 in 1525 LC: +D-t-Lr 0.000 In 9999 LC: ASCE' Mffillc.W!mITTO:mrlENGI~ Address: 1850 Pentas Ct Carlsbad, California 92011 Wind Results: Wind Speed 10-year MRI 25-year MRI 50-year MRI 100-year MRI Data Source: Date Accessed: ASCE 7 Hazards Report Standard: ASCE/SEI 7-16 Risk Category: 11 Soil Class: D -Default (see Section 11.4:3) Latitude: 33.099582 (..ongitude: -117.267611 Elevation: 94.75 ft (NAVO 88) ,. ·t,,,;~ .f. 96Vmph 67Vmph 72 Vmph 77Vmph 82 Vmph ASCE/SEI 7-16, Fig. 26.5-1 B.and Figs. CC.2-1-CC.2-4, and Section 26.5.2 Fri Feb 24 2023 :·!, ·,. ; . ~{r:. ~- Value provided is 3-second gust wlnd speeds at 33 ft above ground for Exposure C Category, based on linear interpolation between contours. Wind speeds are interpolated in accordance with the 7-16 Standard. Wind speeds correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability= 0.00143, MRI = 700 years). Site is not in a hurricane-prone region as defined in ASCE/SEI 7-16 Section 26.2. httbs:/Jasce7hazardtool.o.nlin~/ Page 1 of3 Fri Feb 24 2023 ASCE,·.· .. . . ~SOOEIY OFCM. ENGINl!:RS Seismic Site Soil Class: Results: Ss : S1 : Fa : Fv : SMs SM1 D -Default (see Section 11.4.3) 0.997 S01 N/A 0.362 TL : 8 1.2 PGA: 0.437 N/A PGAM: 0.524 1.196 FPGA 1.2 N/A le 1 Sos 0.798 Cv : 1.298 Ground motion hazard analysis may be required. See ASCE/SEI 7-16 Section 11.4.8. Data Accessed: Fri Feb 24 2023 Date Source: tJ.tlt,s://asce7hazardtool.online/. Page 2 of 3 Fri Feb 24 2023 INPUT DATA Exposure categ9ry (B, c or D, ASCE 7-16 26.7.3) Importance factor {ASCE 7-16 Table 1,6-2) Basic wind speed (ASCE 7-16 26.6.1 ·or 2018 ll;IC) Topographic factor (ASCE 7-16 26.B & Table 26.8-1) Building h·eighl to eave Building height to ridge Building length Bulidlng width, including overhangs Overhang sloped width Effective. arE\!! of components (or Solar Panel area) DESIGN SUMI\IIARY Max horizontal force normal to building length, L, face Max horizontal fori::a nonnal to building length, B. face Max total horizontal torsional load Max total u . ard. force ANALYSIS veiocjty pressure qh = 0.00256 K, K.z1Kd Ke V2 22.38 psf 6,83 kips, (30 kN), SD lava/ (LRFD level), Typ. 3.09 kips, (14 kN) 40.9431 ft-kips, (56 kN-m) 1/3 .. 32 ki ·. , 2 kN where: qh = velocity pressure at mean roof height, h. (Eq. 26.10-1 page 268) Kz = velocity pressure exposure coefficient evaluat~d at height. h, (Tab. 26.10-1, pg 268) K,i = wind directionality factor. (Tab. 26.6-1, for building, page 266) • =· G.85 ·0.8~:. 8.75 ft h = mean ro.of:.hei ht Ko= ground elevation factor, (1.0 pl:lr Sec. 26.9, page 268) ,.O~s!9~:~~sur-_ii for MWFRS: ·p·= q,; [( ,iHG C111 )J • • " < 60 ft, (Satisfactory] ... < .. Min. L, B), [Satisfactory) (ASCE 7-16 26.2.1) (ASCE 7-16 26.2.2) where: p = pressure in approp$,tezorie. (Eq. 28.3-1, page 311). Pmin = 16 psf (ASCE 7-16 28.3.4) G CP, = product of gust effect factor and external presaurecoefficient. see ta~le below. (Fig. 28.3-1, pag_e 312 & 313) G Cp1 = product of gust effect factor and internal pressure coefficlent.(Tab. 26, 13-1, Enclosed Building, page 271) • .··.o,1·a···· or ·-'.~i:18 ·. • a = width of edge strips, Fig 28.3-1,' page 312, MAX( MIN(0.1 B, 0.1 L, 0.4h), MIN(0.048, 0.04L), 3) = 3.00 ft Net Press11res i~n, B;iil!iC Loa.d Cases 1 • 0:43 . : ·:· 5.61 ' .. 13.67 • -0:45 ~14:10 ', -6:04" 2 -0.69 -19.47 -11.41 -0.69 i -19.47 ' -11.41 3 -0.40 -12.89 -4.83 -0.37 -12.31 -4.25 4 -0.32 -11.26 -3,20 -0.45 -1.4.10 -6.04 5 0.40 4.92 ' 12.98 6 1E 0.65 ., 10.82 2E -1.07 -27.913 3E -0.57 -16.73 4E -0.46 -14.76 SE GE ~ 3, Z· 18.68 -19.92 -8.68 -6. 70 -0.29 -10.52 • -2.~8 -0.46 : -1.07 -0.53 -0.48· 0.61 -0.43 -14.77 • -6.71 -27.98 · -19.92 -15.89 '• -7.83 -14.77 .'. --6.71 9.62 17.68 -13.65 •. -5.60 .. Net Pressures,'r,oii,-.; Torsional Load Cases • Surface y '• 1T ' 2T 3T 4T Surface ST 6T ,. Roof.~r:n1t!ll'! .~ .. ,Ma." .''. • .. Nei Pressure·With ' ; GCpr :(+GC~1)·,(~GC-;,1) .• • 0.43 • • ·uo· • • 3.42 •• -0.69 : -4.87 • -2.65 -0.40 -3.22 -1 .21 --0.32 -2.81 -0.80 0.40 -0.29 . lJ-atPm~~·ra~'itn '(:tG~~•~ fGl;i,j). 1.23 3.25 -2.63 -0.62 load Case A (Transverse) L_oad Case 8 (Longitudlnal) Load Case A (Transverse) load Case. B (Longltudinal) .·------· .... .,, -·--· ",•· .• _~9slc_._Liaee.~q~,e;1. . ... : .. + .• 'L-· ....... ·-~---........ ,.... . • ·-. -l er,slqnqibogg <:sin.·. ···--..... ~· .... .,_., _______ _, 1 r 352 1.97 4.81 Povemang = -15.67 psf 2 3 5 6 2E 3E SE 445 : :--8.66 i -5.08 445 ;; ' -5.48 -1 .89 2 3 4 445 445 352 48 61 61 -8.66 -5.08 (ASCE 7-16 28.3.3) 1 E 2E 3E 4E . Min. wlnel 28.4.4 ... 48.,. ... ··mit'iz:··'·· , . Vert .. Horiz. Vert. -5.73 -3.96 0.51 -1.70 -2.15 -1 .13 0.90 -1.21 -1.02 , -0.53 ~o.n .-o.s2 ... • • &.62' 6.62 -16.92 ... -8.86_ 7.00 7.00 .,16.00 . ,, . ~1.e.00, Surface Area • Pre_ssure 11!1 wilh ,. ... ,., .. ,.T.on;ion;ift.i.'..: Ctr) ... >. (f~~1;'if: ·{-G,C~, L '.(~GC~'iY _'(-G.C~i) r •· 152· o.as' 2,08· • • 9· 23• 2 192 -3.74 ·-2.19 -6 -4 3 192 -2.48 -0.93 4 2 4 152 -1.71 -0.49 19 5 1E 48 0.51 0.90 11 20 2E 61 ·1.70 -1.21 -6 -4 3E 61 -1 .02 -0.53 3 2 4E 48 -0.71 -0.32 16 7 1T 200 0.28 0.68 -4 -9 2T 253 -1.23 -0.72 2 1 3T 253 -0.81 -0.31 -2 -1 4T .. 200 .-c0.56 -. . .. -0.16 .. • .... 7... ..-.• 2 ... D~i~!f P[,~&urt, f9r CO!"P9.".e~ts_a~d clad9lng_; p = qft[ (G Cp) • (G Cp1)l where: p = pressure on component. (Eq. 30.3-1-, pg 334) Pm1n = 16.00 psf (ASCE 7-18 30.2.2) G CP = external pressure coefficient. see table tielow. (ASCE 7-16 30.3.2) 8.53 0 126 . :· 0.62-1.63 126 -1.32 -0.31 61 -1.70 • -1 .21 61 -0.96 -0.48 49 0.47 0.87 . 6E ,49,.. -Q,!37,.i -0,28 .... Horiz. 3:09 3.09 Vert . • . -14.18 • -6.30 •• •:Min.wind : ' 'Horiz. ·.: :' 2.80 2.80 • · 'j, 2/!.4.4 ...... , . .Vert ... ,. c16.00 , c16.0.0 , 2 • '445 -8.68 ' ;: 05.08 , :' -2 -1 3 445 -5.48 .: -1.89 ·: 1 0 5 • • 38 0.19 ·; / 0.50 : . 1 2 6 ,· ; 38· ... Q.40 ! -0.09 ::: : 1 0 . -; 2E 61 ~1.70 -1.21 ·, : 6 4 3E 61 -0.96 -0.48 =: !. -3 -2 5E 49 0.47 0.87 ;' 4 7 6E 49 -0.67 -0.28 6. 2 ST 88 0.11 0.28 -1 -1 6T ,88 .. -0.23 a0.05 -1 o . _ ):pt_~I Horiz. Torsiqnal Loa~. M:r 12,0 . 12.0 .. Walls ·),•~~~µ,,.:;~ • • I I I I I I I I • 12.1 -12,12,1 -l2e i!l ·Ill I I • I I 'Ser2n"13r f \z,,"iii 21 Roof ,,,. Effitetlv• ·, • Zone.1 . •·. -Zone.f .• .. ,... Zone2 -. . Z9n11.-2e,... . •.-.• .... ·Zone .2n.. .. :. ,ian!l.2• · ""'8ftt1), : _'G~f ' .. J '•'GC." •• GC{ 1· -GC.-yC~. ·-cr ·-oc'{' r_--(;c; •• • -:Ge.···:' GC.-·'V ·•'GC~:, , .. '·Gc:-;•""t ''':Gc.: Comp. . Elf~!ve . ', 0.52., , .. : ~2.oir .. , :·. > ... J -, -·:. • , -.· . . ,l . 0:52 . Ii • .. -2:00 .. : : ·o;s2 • ,; ~2.89 • P,52 .' • < '. -28~ . Zone3--. ••. Zone :Ill-· .. , .. • . ._Zone.3r .... · .,.. .zon!' /1. • .... :· .. • .,.zon, 5 .... Area.(ft11 :·. ···Ge,. •• T ·-,·Ge,;···:.'· 'Gc,··=··t<Gc;·· • • ''G~ • J • -Ge~··· Ge; ·r ··.i:;c; · .:-· GC.· -oc.·-. . :12 . . . .. . • 1 o .. s.2 , ·~2.s0:· • : o.s2 .. l -3.46 o.as, . J • -0.0e ;-• 0.89 _ 'l '. ;1.fr· Comp. & Cladding Prenura ( psf) ,. ,.. .--· .. ,, : .. •.· ....... · .. , ... ·, Zohe 1 • • Zone 1' Zoiie 2· • . Zone 2'e Zoni,_2n . Zone Zr • • ••ifo,iliw"" ·1· ile1111M -Poaiifvw· ·r Ne,;iiwe··. • 'p,;sfoi,,, ..... _J"~ ''Posliln' ··1.· If•.;.=··:: Pi>s11Nw •• 1, ~.-':(The Mex Pressure • .. l , • 1's.po l -&11'.s.:t. 16.oo · 01.· -61:4f ,· ·2a:a9. • J; :2s:~--: ·2a.s9_T:a1.se· 81.41 psf) ·.:1-_S: __ • -_. LOVELACE ~ ENGINEl:RING ST~UCTURAL ENOJNEERINC SEJl\<JCES . Element • • 01,i'phrlign'I " Diaphragm Diaphragm Wall Wall Wall Chamberlain ADU Creative Design & Build J23094 ... _ • SEISMIC WEIGHT '17779' 0 0 Weigh(.'. Weight srg 2/24/2023 Page: ·I~ LOVELACE ~ ENGINEERING f : .0 • Chamberlat.,· ADU Creative Design & Build J23094 .. SEISMIC BASE SHEAR ·. • • •• , 1 ··--• •• :: ...... , .... , '., ...... Period calculation Ts= 0.586 s 1.s• Ts= 0.879142857 Ta= 0.095 S srg 2/24/2023 Page: TL= ''lii1iif~i'.',':'· 8 s per ASCE 7, Fig. 22-14 ~-.,..---,..~--------........ ~----------~,.....-"'""I".,~·--~'""""'-........ Base Shear .. Syste"' R . '. ., ... -... ,' Cs:: 0.123 per ASCE 712.8.1.1 W = 18.359 k 1· ... V= 2.25 k Total Base Shear Vertical Distribution ., 1,. • Level ... _ht. (ft.) . ·~ (lbs:l hx .. k wx*h.~11~ ... c~ .. -Fx -·., ' --: >i·"•:l ~<:,-.,·_:·:_·; -: •.) ,. g•" .. r · '. 183~9::·::1 8 1 "f ' k 1 i k .I 1 146872 1 2.3 k 8 ft. 146872 •. • LOVELACE E·N·G.1NEER I NG $fflUC:.TUAAt. t:NCIN1;6RINO su,v1cE:s 0 0 _1 plrectioh . F_x (l_bs.) ~254 Chamberlain ADU Creative Design & Build J23094 'lATERALSTORV FORCES ' Seismic Diaphragm Ar~a (sf) .{\;{ijif:i:'.D:j Story Load (psf) •• :r;;rt;r1f;;r:,t·t:?t~:7 -i :\ . i?3:· J Wind '},.(ij,,. 46.S 232 278.5 sf ... are;i_ 27 144 171 sf Wind ~rea I f l I I .. 0 sf area r I i 0 sf 0.7 0.7 0.7 . Tri~. 1:Jt, 0.75 5.5 0.75 5.5 ···:t . f. I I. ( Pressui-e.2 _Trlb. Ht. i '!••·"' 2.0 0.6 0.6 0.6 0.6 0.6 0.6 11o'i'vJ6i 0 0.6 0.6 .0,_(i .. , . .... -.. 0.6 0,6 0.6 psf 11 81 8 60 ........ d!aph, -~o~~ .. #DIV/01 #DIV/P,) , .. •·,·-•' #DIV/DI #DIV/01 .. • srg 2/24/2023 Page: plf plf plf plf plf plf plf plf plf plf plf . pJf . . . . ·, t:8;:: LOVl:LACE Level Name :/\?:Roq'f/)' srg Level II 1 Direction 2/24/2023 -~ ENGINEER rNG S'fRUCTU,RAL ENCIHEERINC SERV1CE.S. Chamberlain ADU Creative D esign & Build J23O94 . .~teral L)ne. )\iN;i(lA':'.UUi\ ... N,.s. ,. ·' ; P.agj!: ... ~ .. ,., F .SEISMIC LOA~., ·sos= o.798 p= 1.3 "-., s1oryJoad.. . . .2.!) . " . p~. . . Area SF Load (lbs) . . ....... , .. WIND.lOAD, .... , ...... • .... , ......... _ .... , ... , , .. 1 2 3 .. 4 . Total Seismic Load = ~/L Ra.tic .. . •: .' Load Ratio Load E Adj. Load E Load W., Adj: LoadW '.'t.Yriit sfiear e • .. ·.unit Shear \,\I !).9 1.00 Max shear • •··· ·orM E'· •·· •. ,· • •• ··8oz4· • • • OTMW 9388 , Wall Weight :~,p~~~~k\'M; • : WallUDL 128 Unif. DL Concen. DL CDLloc. : DL Moment 5184 • 111 1543 0 ,· o. 0 : • n2 ibs. Load Type 1 • .'\}\~lin~U?? : Load (plf) 0 l Length L (ft.). }\':J,+iJ; \:', • Lqad L (lbs.) • 0 Total/2 = Wind Load ADDITIONAL WINO LOAD Load ·Type R f'~h',.Af•'tF:,;•~'c'.o . Load (plf) ; 81 Length R (~) : • ig Load R (lbs.) i Z3<i7 1173· lbs. . Adjust. L9ad , • PLF 0 Total Wind Load= ,otal Md:loail 1173 lbs. 0 Total Shear Length (ft.) 9 I lbs. i '.lbs. -+----·--___ .. •--· ... _.,. .... •· .• _ / ··---~-·-···-.,__ ·--··-,.:lbs. -j--,_·. _ ... -• •·j ·~p:;· .. ) . J . ··.:USE#·· .• '.:·~:·. • ·:·~~e~Jw~·,i·. ) Capacity= .... q'l(~TURNIN~ •• j.· ',., I . .; I 260 plf .• :.· #-ft: '#-ft. •• --jpsf plf plf • Jtbs. , DL Mom. E 2531 ! ! D~~~~-·~;-.-.,~-~-1-~~~~.,....J· __ . -+-.-• .. ,·-··~ Net OT W 6277 l . l • I '! /ft. #-ft #-~ ·#-ft. .. :•-·"" ...... ·-#-ft. ·#-ft. • "' Uplift E Add, Uplift E · UPLIFT r I Ib·s. ··;lbs. I ·lbs. :·· • lipllff W' • Add, UpliftW ~:~ . .£ca.:t.: ·~•~: ~-·'~··:...,'-f= .. ··~~~-+-~---+-~~~.;Jlbs. L~,l:JRlif(f • Tot UpliftW • • • ••• ·• ~·No'HD req'tiired;'by Inspection . t• c S~~ P~rforated / F.orce,Tra11$f~ .Shec1rw~II .. calc4!iictl91'.1 ... . .. . : ... ~ . ' •' ,lbs. ·Ibs . uou LOV~LACE ENGiNEER.IN·G ST RVCTllAAL EHOlr-lEERING S EAVICES Chamberlain ADU Creative Design & Build J23094 Level Name /;}tc:f6fi:,)f Level # 1 Direction 1,3\eral lJ!le {J)~i~&\{/\i: .. N~S srg 2/24/2023 :.Page.: . • ' SEISMIC LOAD. sos = 0.798 p= 1.3 Story Load • .. ,·. ., 2 .. Q. .... p~ . SF Factor Load (lbs) . WIND LOAD. l 2 3 194 0 0 0. ' Load Type L • \'S:/~~;,:e::p~J, • Load Type R lt<,·:f f l;):' r:, Load (plf) • -0 Lood (plf) Bl Length L (ft) 1 '.),,7;;/I/iff-·:'.' length R (ft.) I 13 . ,4 ... Load L (lbs,)· • 0 . ~o~d fl (lbs.) ~P52 Total/2 = Seismic Load ADDITIONAL SEISMIC LOAD Une Load (lbs.) j • O~t Factor • Total Add. Load Total Seismic Load = 97 lbs. 126 lbs. SHEAR Total/2 " Wind Load 526 lbs. ADDITTONAL WIND LOAQ ... Total .Add. load 0 Total Wind Load = 526 lbs. -.; Segrilenf . ,, :~:~Jt:;,:tJ§;,l'!t :t ··.:.1/ .... !if \•~,-'··1.! r;·~;r;;~ ·,_; "\1 ·~\-,(F;, -~---:Jt~f:. -~~--_'",t'-_'; .. ,.,,._;. • ~· ·,. • '.':y,: ,?~:'-:,. ~}~)( 1• .:,; ... :;:.1::; :: . !,"'') :t_?:,· 1'f~~l:l,.·,-t ·~f.-::'.i-:f;\'f.i: ' #,~~~cy~\'z --,\· :"· ... ·:~'' . -. :~:~?· .... ,-:./··~:. -: .~ ... -· ··:·-. :·... · . .::.:·:, ... ,: ;<-•--;.~J. ,. •• ~-:.. :.· ., ,·~•_; __ ;,-.·_-1' Total Shear • Length (ft.) •• L" Ii ,/4·:;•··: • ❖•;: .;_;i ,.' .I ~ ••: . _H/L,fl!l~O _2,9 load Ratlo • 1.00 Load E 126 . lbs . . Adj. load E .,lbs. __ Lo,id W. . ,526 j lbs. """'""""'"-'-....,;..--"--11...:......;...<~~------.. -.. ....... ---,.. _ _,_ --... --~~ ....,~,--·-------~·.....----~----_,.. • A~j. Load W 376 i j lbs Unit Shear E · "32· 'I, ·-· ~-----· :-· · ·, ·• · ---~· -----·~""~ •• .---···----,------+-------i_;plf. iUnltSh'el)rW 94 . 1 . :plf OTME .... QTf\ol~. • Wall Weight :. Wall UDL Unlf. DL : Concen. DL CDL loc. DLMoment DLMom. E Max Shear 1008 4208 ·/!6 . 128 ,,._,,.,,:§{-'(" 1752 855 D_l_ Mom,-~,,. .. -~-~~ ·NefOTE 153 ·. Ne~.OTW .3157 , Uplift E 38 .JWd , UpllM ;~ :· Uplift W J,8? 10A_d~d·.,__. U..,,P .... 11._ft~.w~.·.._• _,.....,..., __ ......,_ Tot. Uplift E 311 )"o~. Uplift \:V 7.8,9 94 • • No HD required, bv lnspectl!)n PLF . . I :~ ... ·_ ush ... ," i ... ··: .. ,i!Qi.r!~O-· ·11 _ Capacity= OVERi'URNING UPLIFT Z60 plf :1-ft. • #-ft . --~ psf lplf plf lbs. ft. ;11-tt, !#-ft. '#-ft. '.If-ft. '#-ft., .. t .. :~ I ;1bs. !·· , ---..... -~---"':.....-.. · ...... -_, ... _~_..•-·-··...,..:..c···• _· -.,.;...,· jibs • i I ~k ... ' . .. . ) ,lps, ..... ·, .' ••.~.see ,l'erfpr~~~ / For~e'.Tr~nsfer Shearw;il! Cll)q1lat1on ... 4 . -. . . • LOVELACE Level Name t}Jt:qt$ft{ srg Level # 1 Direction 2/24/2023 ,-..-~ ENG·fNEl;RIN G Chamberiain ADU Creative Design & Build J23.094 . .· .1-~t~r,\11 µn~.-:UEi~~q ~i\eA .... ~".$. ., .. -.~a.ge~"",t:,. . SEISMIC LOAD 'SDS'='Ci.198·"· ••• , •• p = l.3 ••. Story.Load Afea ... 1· 2 3 4 . ~F .· FactQr !tr~ttt~~?·=f~-;~ •. .-. • • :;·:1/:~; ·-'#=:::#;;:#.~;:#;=;;::·--i!:;· ·,=-':;;· ·1;:W=IN=D=L=LQ=··A::::D#;. ;:"~ ... ~==~;:=.#~··:;'!!'·· .. #·.·;:;·#;:ii"· • ,,., ! Load Typel }:i.;'}f((P.\ii:{ • , Load Typ'eR Ff~¢Niif\if'-?.'\ 2{;::.;:: ([\ Load (plf) 81 :, LeLongtadh(Rpl(fft.)) ':,'· •• ,,., .. ,,.O_,.,, '-... Length L (ft) 15· .. · Load l (lbs.) 1214 . J Lo.ad R (lbs,) i 0 Total/2 = Seismic Load 163 lbs. Total/2 = • Wlrid i.oad 607. lbs. ADDIT.IONA~WIND LOA.D ,, . • , .. Total Add:toad , .. 0 Total Seismic Load = 212 lbs. Total Wind Load = 607 lbs. SHEAR Segment L H Total Shear Length (ft,) 8 H/L Ratio 1.0 Load Ratio 1.00 Max Shear 54 PLF .. -.•:,.• I • • OsE # ·: ! . OVERTURNING ,: . sh~ar w~u : I Capacity .. )J. -- -l • i J 1lbs. 260 plf OTM E Of¥ \N .. • t~ft: 'l#-tt. '../ '"'S7i~----~~---~~.-_'"":-c-,,)~.,,-,.--:c,.,'i'I,_"": ,.,.., -.,-~--'t-~..,.......,....._,.,~~~---...~_:-:_i"(-.•,··~.-:-.,..-_~,,,-i)psf · ... > ·. :, DL.¥om,.W., ... .'\~05,., .. Net OT E •1724 l ,,,, _________ ,, . .-., .... ! . -- : . N~t OT W.. ~:,1 l .... •• .· , .. UPLIFT !pit plf . /lbs. 1ft. 1#-ft, )#-ft. ,#-ft, ---~--:#-ft. .. l~f:t . Uplift E • ·215. !lbs. ';Add. Uplift E 1,'i;('/Fi;C o •, ·.• -:lbs. Uplift VJ · • 81 :lbs. Add.Uplift\:',/ W:n.?it't•::, ' .. , . ' ·.... ';'.lbs. :rot: UpllftE. ' -215 --==--·-· -,-.---~-----'~--1-~~~~-+--...._~-'-'l........,~~--1--'--.,__'-"--......:....:..i,......_-.--'-_~...;;,:lbs. °r.o.tyPiiftvf.: 8~ J. lbs. ••No HD required, by Inspection .. :.• -~~ee Perforated/ Force_-Transfe_r Shearl'!all .c_alculation. ; 8yR1llo C8CU06.J ... ' .. . . • •• LOVELACE EN G.1 NEER 1-N G Ar.ea. . . SEISMIC LOAD ·sos·= o,79s· • ... • p= 1.3 Story l oad ... .2.0 .. SF .. F.actor Chamberlain ADU Creative Design & Build J~3094 ..... Load (lbs) ... Level Name ·;y~g§ft\'!} Level ii l Direction .. ~teral Lihe /f,:'.;;;(QJ}/if ... N-.S. WINDLOAD . srg 2/24/2023 _P!!ge: ... 1 2 ·' '620 ;,./,,y;:·: • ~tbi;ii/!·1 • 1265. • o: o· Lciad Type L.'J;\ './'.<If(!f )Vt, Load (plf) j' 81 load Type R F'i\'.ic~f>.~.~;t/: • Load (plf) ; o 3 _4-. • I l. Total/2 = Seismic Load ADD.IJIOt,/A.1,. SE.ISMIC l,OA..D. . Segment H H/L Ratio '' Load Ratio • • Load E OTME OTMW '. __ Load (lbs.I . :.•-.i: Total Seismic load= 1.4 1.00 823 Max Shear 148 PLF o.: 633 lbs. 823 lbs. SHEAR Length L (ft.) ;?9 Length R (ft.) . Lo~d. L (lbs,H 2347 1 ~oa_d _R (lbs.) 0 • ·rotal/:f;. Wind Load 1173 lbs. . ADDITIONAL WIND LOAP. ... • . . . ..... ,. . .. . . ... , .. ·· .. . Jh:,e ... I • .. LQ.i.d (lbs..).'! .O~eU;ic:tQr. .. Adi11st .. l.Qad . : -l , :I .J ·• , ....... i Total Add. Load o· Total Wind Load: 1173 lbs. Total Shear Length (ft.) 6 1 u"s~:#. 1 sh~r Wail l C;1padty = 260 plf ,. , PVE~!JR!\IIN.G. ,:· . \#-ft. .. ·#-ft. :-'cWc-:.a""11~w"'_e..,..g""'h,...t +,,,~,,,.;;,=~b ;...,.,,=,,,,;,......,;t,..,.......,...~G~ ·_::-"..,.....""'7'"~ ... :-:---~,.....--c •~-c-:-----....,_;-4. rr:7~~·\]µst Wall UDL Unit. DL Concen.Dl COL Joe. • DL Moment 2058 • , DL Mom. E 1095 I t , '~i+-t .. ,_. -~j! ' +-·-.. ·, ___ !--·----------~l-~----· .... _,l .,. -··-· +•·-···-·----, -~E!t.O:rvv. .. · . ~153 j . . . , , . . . l . UPLIFT- 'I· ,._, L 'I i ~: .. .l....::.+.:.-~.s..... _:i.,. __ .,;_.:;c.,; :,:.:..c...,::.~- • 1 • • o require , y inspe on . •.•.~-See P~rforate~ /. F~_r~e-Tran~fer ~~earwall calculati.o_n_ .... • If p • _pit ... ;1lbs. .,ft. _;#-ft. ,#:ft. ,#-ft . .. ¥<'••--~ ... -◄ •"1 t tt, ' ... ,#-ft .. 'libs. • • C!lbs. lbs. ~: .. ~ . , }lbs. ;lbs. ;ibs, ~yR1tro caclJOII.S l .. '. I ' .. ,, . •··. . . .'. . . . .. . - • LOV E LACE E:N.G IN EER IN G Chamberlain ADU Creative Design & Build J23094 Level Name 'FJ~9.~/!' Level # 1 Olrectlon lateral Une • /;1.:)/{f.A:'W< E•W_ :wpqnsHEARWALLANALYSIS'&'bESIGN ':·::l ;;. n . : ' " •.. ' ... ·.·. ·•-----"· .. J .. •· ... '•.•-: •, ............. ·,,. '"'•' •,' ... . SEISMIC LO~D sos= 0.798 p= 1.3 Story Load 2.0 psf WIND LOAD srg 2/24/2023 Page: f T I ;. r~:~,-r load(l~1l .:;:t!:i) .:;i:•=•,•~iQf)i":1 :-' Load Type R l:>:!,,·,:s-1,~·4,,,::<: ' ••• ·' • • ••• • iotiil/2·= Seismic l.oai:I • • 633 .. lbs. .. ADDITIONAL SEISM!<; LOAC> 0 Total Seismic Load·= • Segnfei)t' (. • J..o~d L(l~.J°; .,Q _l • "l ohil/2 ,;-... ·.wind load AQOITIOr,lAL WINO LOAD • i Load (pit) 60 Length R (ft.) . is . • Lo,!d 11. (lbs.), .. ,' 1013. Line. Load (lbs,► :· Offset Factor • Adjust Load Total Add.load Total Wind Load = 537 lbs . 0 Total Shear·· Length (ft) ~ H H/L_aa~o . 'Loild Rlltio· O.s2· 0.48 ·---'......+---'-----+------------~---- Load E 427 395 .J -~E~~--~-J~--~: +~-.----'1---1 -r -·--1 --- ... U!li,tS~ear .w.• _75 'i 25 ... , .l . f I, .! /.lbs. ;Jbs. 'libs. -~-.... -~~ .. .._ ..... --1 • ilbs. •• ·;plf . _ lplf Max Shear ss PLF ·.< J I OTM E •• 3417'. • • ·31~ • OTM W ; 2.229 2064 .• V:!1~e~ft •. rJ§.?1\~\%;{ • : '· : ~t= · Unif. DL tf\;Ji/t\({:: •· i2~• ,· Concen. OL CDLloc. \,;,; DL Moment • 7786 t 6675 DL Mom. E· 3802 3259 __ o_~~M~.0""111_. w~ .. -=· c.,..· 4...;6.7_2__ ~ : . 4.00S _ : ,., Net OT£ • ·385 : -96 . . Net QT Ii'/_ -2442 . : ·1941 .. UPLIFT . HD# • ·• -No HD req'ulred, by Inspection • • •• • See Perforated / Force-Transfer Shearw;ill calculation ,--.-.-.. ·· 260 plf ")it:,ft;"' i#-ft. ' -~-0;\ psf 1plf lplf )lbs. :tt. ,#-ft. #-ft. ;11-ft. ·---~-~--•• 711-ft. :11-~ .. : )bs;' )lbs . . :lbs. _,:_..;.+.;;._,;;.,_ .:;:::;{'._:'°; . <;lbs. • • • lbs. ·lbs . ' BVR:atfo ae:zldu '1_·~~ LOVELACE ~ ENG INE ER IN G . Suu,cruAAL E"f01N2·ER·1;-;,c;; .sERv1ces SEISMIC. LOAD . Area sos,; o.798 • p = 1.3 Stpry Load. . . . . .2.0 . psf Chamberlain ADU Creative Design & Build J23094 Load {lbs) Level Name ? R~J~f:{;i' Level # 1 Direction E-W WIND LOAD srg 2/24/2023 Page: 1 2 3 4 1508 0 0 p l oad Type R "f'-\/"':t ~;4'/:\•; . Load (plf) .) ·so length R (ft.) J 9 load_R.(lb~.)-. S:j7 .. 754 lbs. Total/2 = Wind load 805 lbs. ADDITIONAL SEISMIC LOAD ADDITIONAL WIND LOAD Adjust. Load tr' Total Seismic Load 3 H ,.HA Ratl~ . .0,7 . Max Shear • OiM E. • 7843 j ~~~:~~t • !i;;i:;;;i~:f6,d : Wall UDl 128 ' Un.if. DL 126. · Concen.DL CDlloc. DlMoment OLMom. E 18288 8930 82 PLF t'I ·i~•t I ti -• ' '. use4 · OVERTURNING ·i ·: ·--~--r__,........_...~·;J:r~·-::-•. ·, .· ', . Line l, loall (lbs.) ·[ Qffset ~actor Ad]u.st. Load. • '. • ,, j '1 ' l ' . ••,,:•, .· ... Total Add. load Total Wind Load ::, ·,. -,--.i, .... , ~~-..---~--,.., . . ... '· :~ ' . SOS lbs. 260 plf #-ft. #-ft. -.-.-~---~.-+---~-'---';.!Pn !plf jplf 'lbs. 'ft. '#-ft. t. #-ft. DL Mom. W 10973 •• Net OTE • • -·1086 NetOTW -4533 •. ------~·-····--t-.• • ·~. '!. • l . :#-ft . •• • ' f . "' '., .. -. ... : i!:: UPLIFT M~;:IJ~E tk'.'(ij~{;{f\J ••• ( :1 1:::: i£~;~;~.;,n@:;~~,""!\,""";:"...,":i!-. ·.~;'--'--'-~--,..~';:_,_,~l~--·_..c," ..... •· .-'-·.,_; ,c...•·:_-.~-t "~-, ,~ ~ •. ,~ , ...... __ .. +-,.-'-.,, • ...C....C...~-~...._~-l!:::: .,Tqt.ljpllf:tW:, .. •3?8 •-l,. L.. \ _J • • -No HD required, by Inspection .... ,, -~•,a S~~ Pi!rfqr . .ited./.For,e.-Trans(er ~l)~arwa_ll.calcul~tion . yRatfo C:t!OS.S ;:i·Q _LOVELACE ;:~ ENG.IN.E~RING STRUCTURAL Er-tCIN£fAtNC SERVICES. 1: -· . SEISMI.C LOAD SDS = 0.798 p= 1.3 : ... siocy Loa_d ... ..,2._Q ... _ps(. Chamberlain ADU Creative Design & Build J23094 Level Name D}$99f)t:\ Level # 1 Direction . Lat.era! Urie _;i)l;(/4{:)/iY\ .. E~w srg 2/24/2023 Page: Area SF FaGtor Load (lbs) WIND LOAD 1 2 3 ,:•cf,-!•"'~.87,•: :, • '."f ·,:,•\,/f O,· :. •• ,, k .. 4 .. Total/2 = Seismic load ADDITfONALSEISMIC LOAD Line • Load lbs,) Total Seismic Load = ~----,_{.:c..~ :/f4ffti~i' H .'·•:·1(. •·.,. H/L Ratl.o _1.Q l UnitShearW Max Shear 32 •·No HD required, by Jnspectlon 382 ci o, 0 191 lbs. , Load Type L I . Load (pit) \ \ength l (ft.)f Load L (lbs,) I Total/2 = • 1;~4:-"'! 5:7 ·1 Wind Load ADDITIONAL WIND LOAD . • • Load type R J:; .'_:·'.-~~r:i~?,f(. Load (pit) I· 0 Length R (ft.) \ Load R (lbs.I : 268 lbs. 0 Adjust._load : ... J,Jne. . • . . Load.Jibs,) ........ Offs.et F.actpr , ApJu.st.J,oad '· PLF ·o 248 lbs. SHEAR Total Wind Load = TotalAdd. [oaH ..... ·o 268 lbs, ,· Tota Shear Length (ft) 8 ilbs. ilbs. ;Jbs. •---·--'--< 'lbs. -··· ---""•-·•·· .,.,.._,_,,., _____ """•··~·· -------· ·------------1 pit 'plf _f • '.'-ysE! : · 1 ' · : •••• ~~~~rWall'-::J. capacity= 260 plf OVERTURNING UPLIFT . ••. -~e.!! r>eqorat~d / forc~-T~~n~~( ~.hearwall_c.ilcuJation . CBc:uoo .. ;:Lov=e ::L AC.:E' ENGINE-ERi NG STR UCTUR AL ENCilNEERINO SER VICES 10509 Vista Sorrento Parkway, Suite 702, San Diego, CA 92127 SHEETNO . .,.--,.....~--,,--;-...,.,.··/4'.'"""'·· __ .·t ___ --<., ..... , .. ~ .•. ~.--~~ OF _.,....,.._,..___, __ CALCULATEOBY--'----....._....,. -~-"-"-,.._,· ."-: --=----"-.DATE _ _.$;.4-./,.J.~.:.<-~:....'.-~ . F CHECKEDB't'. _____ ........,-.......,_....,.,,___,_, DAT!; .. ...,_.,.._......,..._......,._.__...,......,., phone 858.535.9111 • fax 858.535.1989 • www.lovelaceeng.com SCALE . ....,,·-.........,...__,,_.~,....,.....::-----,--c-:---:-----:--.....,.,...-,,---~-,..,..,.,....,.--_,.,. FOUNDATION DESI_GN ALLOWABLE BEARING PRESSURE, q = ~ PSF (PER DESIGN CRITERIA) GONTlt-lJOL.15 PERIMETER t · BEARING WALL FOOTINGS: LOGATION:~~:...:1-,~~-:.J._.:..._.:.._~, .. __ ..;:...: .. _· __ _ W1 = (1,p,,y itf)(\#°)d". I !f(eJ) = :l?€r2? PLF WIDTH REQ'D= (W/q x 12) =.. =,,it';.i'!tjjc _IN -1·.Q~~=:·::_·:.i_i ·:•·. ,,·.;wioE ½_.:_ ~;::~,#f-·_;·:;;1_. __ P,E,,~~·~1.ft-t_:~~-L .I ~~----~---.•6.,0.IT:9~.--:l( ~. . -~. . . ..... • ,. .. . .. . . ..... -.. . ·. -• . . . .. . .. . . .•.. . . LOC,ATION: __ ,.._,_, ___ .........._~:-.-.,.'-'-"-'-'--"----'-........,.-'-'-'---'-~.-,..,.,.....-------- W1 = . ' . .. . . = . . . __ .FLF WIDTH REQ'D= (W1 /q x 12) =.. . . IN :jusE'. · .. : ·. ,: u: WIDE X . n DEE~ wit~' : .• # •. ·:-T~P·_~· BOTTOM :-k LOGATION: ·..-:-·-. --~........,.,~~-.........-....-,.........-..,,............___,..._,...._--....-......,..,..,_~~--.... W1= ._ . . .. . . . .. . . .. _.,_,'7, ._PLF WIDfl.(REdD; (W;)q x 12) ~ -· -·-···-• -~· _____ .........,_ ___ ...___,_,_. -~--~-··~'---'",.IN l50LA TED SPREAD FOOTINGS: MA-RK:lE:.!L P= ----'--:---"-----.......... ··~· ------·-'~·-------·-·-·-·-··~·=·~·:~•-·~·-~...,,....,.~--·-·~-:·-1P-·.-~=~-----LBS A...,q'd ~ Plq ·x 'f-44;·_.,.. .. -...... :....------------'-----~_........ ......... _,____~""'"""".........;.:.-·_=_·.;.._.·· -.;:;.:?£i"-·;l-"'I/__ .sa 1N USE: IA] Pf:~ f;'AD_ FO~TING SfHf,:c:>_Y.p~: . MA-RK, (F-2) P= ·-------'----··=:...:..···~~---'-'-...-:-~~--s.......-=..........,-==~-.....,...,._,--'-' .. LBS Aroq'd = P/q x 144= ~-----',-,-,-..,_..._____,~~.....,._,~....,,;.-;.....:-,,--~~-=--.................. .....,__~-SQ IN USE: □ pi::R PAD_ FOCJTIN(S SCHEDULE . MA-RK: (F-3) P= ., .• __ ~-~__,_...,...,_. _____ ~_ -~--=··· ....... --..,-....-.....,......,..__,..,---~=-;-,-__ _____,..~-LBS A~a = P/q x 144= ~-----'---~~.......,....,..,..--..,..,,.... ___ ~_ = ... --:.-• .-. --"-'--'----SQ IN USE: □ PERPAD ~OOTING _SGHE?~LE : • ! LO;'V 'E:L .··.c :•E .. ENGINEERING STRUCTURAL ENOINEERINO SERVICES 10509 Vista Sorrento Parkway, Suite 102, San Diego, CA 92121 phons 858.535.9111 • fax 858.535.1989 • WWW. lovelaceeng.com ., .. . . PAD FOOTING SCHEDULE .. ·IE) .24" SGR. x l.2 11 DEEP WI (B) # 4 EA. 1--'1.AY '1 ',. • • ~ ' ' l, ,,' I ·, ¥ n. •· ~.2°°!'' -.~R. >< __ 1.2" C'-EEf' W (B) # 4 E;.A.. WAY {( 'fcJ 30.II ~R. x ..1,2",J?EEP W (4) # 4 5; .. HA,Y .. : •. f513ff'..~~ x 12" J?,EEf' W .(4),#4 EA, ~y . .. fe)3611 ~R.x 12" D~EP. W $) #_ -<I-EA. ~y . , (f1 3:1" S~R. x 12" DEEP W, ~).#.1 E~, ~y ... ·§J 4.2" ¥,R. ~ 12" DEEP I"'( (5) # 4 E,A. ~)' ' • C:-• i (F] 4~" 5GlR. X 12" DEEP VII/ (b) # 4 EA. ~y .. .. . . ' Q] 4b" SGR. x 12" DEEP W (b) # 4 EA. WAY . ·•· .. •··· ....... ' . . .. . NOlES, A. REINFORCEMENT SHALL BE 3" C..LEAR FROM SOIL. B. WHERE SPECIFIED, USE DEPTH OF FOOTINS CALLED OlJT ON PLAN5. ... .... ....,_ ...... . ... ··;,.••· ,-1 . -:·••---.·-, . . , ... . .. . . .. .. JOB ____ ~--.,-------------------. SHEET NO. _.,,...,.,. _ _.....,·f?\....,.· ~· -,..,-...,._ __ ....,.. OF ---,,.--,-...,...,..---, CALCULATED BY.,_. __ _....,.,,,______.....__..:..,"--'-_,_ DATE--·-------~ CHECKEDBY..,._..,,-,-....,___.__ _____ DATE;.-.·------ SCALE ..,.---..,..,--~.....,._..,....,. __ ~--~.,...,.. • ..,.., __ ..,.. _____ _ .. .. PAD FOOTING SCHEDULE . .. ... [?;] 24" 5GR x ~e:• ~ WI (B) # 4 EA. WAY . @lzr~ s~ x 1.e,• D.EEP. w _<3) #. 4 EA. l'.'lAY C. . -.· .. :~ ~. -.. ... @130" ~~~I~" PEEP W .. (4),.# 4 _f;A. Ji'IAY . , . . : ... ·• .-... . 1£l:-3~:• ?,GR. x l8" Pt;t;P,W .(4J, #,4'.E:f'-. .. ~Y ... ' [l-~11~ .. ~ I~•p~ ~ ~) ~ 4 EA. ~y IT:T 3G1 '\ ~R. X If'," Df;J:P W (5) # 4 EA .. v-1.AY : 5 • ; . .. @f 12• SGR. x 18~ _t?ff P ~ (5) _# 4 EA. W,b:,Y . ; ' [BJ 45• SGR x 18" DEEP W (b) # 4 EA. HAY ' '· • ,,<, "· •I • . (. .. QJ 48" 5GlR. x 18" DEEP W (b) # 4 EA. ~y ,. -· ') . ' • . .. . .. . . . .. . . . . . ~ ·-'' J NoTES1 . A. REINFORC.EMENT SHALL BE 3" C..LEAR FROM SOIL B, Y'IHERE SPECIFIED, USE DEPTH OF FOOTINe CALLED i OUT ON PLANS. : .. ., .. .,. ,:.: .. , ... ,.,._•.,, ,:• •, . . . ...... .. ,. .. . . ., , . .. .. I• 1, . . • II • JOB SHEET NO, .,..,. ___ _,_.. ~ .. _ __.,,.,__ .... ··-----'---, ..... "'-'"--·-OF "" ___ ...,__..,.......,_ ___ ,. CALCULATED BY ...-__ ,.,..,,.,,..,,..,..,.....,~,....,,..-,--,..,-,--· DATE--c..,...,-...,....,,.,---~---. STRUCTURAL ENOINEERINO SERVICES 10509 Vista Sorrento Parkway, Suite 102, San Diego, CA 92121 phone 858.535.911 1 • fax B58.53p.1989 • www .. lovelaceeng.com CHECKED BY,.--- :'· • SYMBOL SHEAR· • O'i..FJ @ 2bO @ ; 350 @ 4'10 © 6"0 © "130 MAlcRIAL AND NAILINS DESGRIPTI0N eonOM PLATE &Im • NAILING ·;..fi;s 'ORLTP-4. e.24' % /',350RLTP-4 _.16~~ A350RLTP4 • 12•% A35·cmL~- • 10•% @ i!>bO 'Ht:,' 51'RIJC,T I PL'l'HOOO ~"~-.,_,.'" ~,•;_;~e'.•.•;..,;ir..,,,,_ 911' 1£, W [2'4> x e,• LO~ A35 OR LTP4 HI lad• 2~or., !=.N:. I 12'o.c.. F.N. nr a.,. ,...,, ,.. .,,, . v,e ~ • 6"·% % ... , __ -·,·:· . -.-C!lll!.1117111,W.---,.· , .. ,.-_. .. _ ... , .. ,. .OR.i "4'-A.S. e -.2QH~e-.. ·llf'T:O,s4·><-'RIM--J015T/Bl.K.'e -•·-.e.• ' .. ;.~ . @ 1100 © !460 : "· cs~-~--AN ...:SaiSK.-;;~•AGGOMPANies ,~ ~-s~{. SIEATHINe 15 TO BE GONTI~ THRO~ AD~;· HALL~;~, ' ••••• ~-~~! ... L 5IENt PAN!LS !IIWJ. BE N'Pl;.IEI) DIREG'!l. 'I' TO 5110 FRAHIN9 . .2. f'l.'l'HOOC> HAY ee IIISTl>UED ems HOR)rONTI\U.Y OR Vl!RTICAU.Y, '->,LL f'!;YH:IOO PANB. B>ee5 5IW.1. BE~ HI .2><ei.DcKlte 'MIN,' -4. ~ ~ m',N ON! ~G-'IL P/,NEL IN te'lstfT ~ ~VE B'O!El'l Vl!Rll'-"L QR HORI.ZDHTH. !iT~ 5PUGS JOINT5, ' II. ~.!!,• MIN. ~ DtST,i.Na ~ 11LL Pl. Yl'IOOD a:>.se IWL1119. 6. Olt.:Y GOl+1QN AA!LS NIE TO se VSEJ:> FOR AU. l'LYHOOO ll!E,I.T!11N9 ATT~. ' ,_ H,1,11. ~ 1)51N9 "GLIPPE!:> teAD' OR ~INl(l!R' NAII.S /¥IE NOT IIGGEPT-.e, A AU. BOLT HOl.f5 TO ee t)Rlua,~• MIN. rox.• 1-W(, OIIERSI.ZB), , LISI!; e>c:lUi9l.>6. FIR '!2 PRE:5EiURE TRl!AlE) SILL PI.A1E5. AU. FASTBll!RS NO ~=l~~=-~L.ts~:;,,~~~-HAVl!A 1'l:GHANICAU. Y Cl!POStlB) ZINI:, COATINS Hilt! H!l6Hr9 P8t A!>TM e -• "~"· IO. ~ UNPROTISClB> G,,l,R80N 5lEEL F"5lEl'l!Rs NII! CII.Y ACaPfMJ!! J,t-EN 116TAU.ED IN HCIOt1 ~ li!TH eo~1•,1~·11A5EP PReSl!RVA'TM!' 111P ~ 11t: ,TR&,,a, HOGlO 15 1...0CA'll!tl IN A ·o,ty All:> ENCI.OiSeO BMRON-elT SUCH' M INAt-W.i.~vrrr. IL AIICl-lOfl,BOLT!I l'IST l3e ~ 1' MIN. 11(1'0 le-I CONC:Re'IE. l'fGG: ~ AA!; TO Be ... TT/\Cle:) TO-IEX1!roM9. l'OOTINS5, l!'l'OX'I' ,., .. Tl«l!IIDB)111QO -· l'l'TH 5' HIN. ~ l/51N9 51MP50H 'Sl!T'·XI" l4k9H 5'Tlll:li!ml ~ (t;SR-.;z,oo) HTH SPl!ICI.-.&:. INSf'EC'nON ~ "'M" LON1!1 51HPS011 ~ lq· ~ (E!IR-.2113) Wini 1SPECL>,L • IN!ll'ECTIP!I 1115T~'AT ~ 51'..-CINS l~'IB:) IN TIii!! ~ ~ />WNE. 12. l'Ol,t«:>ATl'C)N ~ BOLT9 IN ALL 5Hl!,Olft ....US 5iWJ.. AAVE A MlNll«H 9' w 3' >< 'A' THICK Pi.Are~~ Tl£ SIU. Pl.Are All:> l«/1', -~A'IED NO HORI! 'T!!Nlla' FROl1 Biel!! Of" ~~~~~ !ff,ATHII¥. 11il! It/TS 51W.L Be T16HTele) ~T PRIOFI. TO IS. s.uc;c;o N'O/Ofl. l!KTERIOR 'llffil9!R OVSl A PL 'l'N:XIO 5H!AflHALL 6HALl. Bl!~,_ WA MIH, OP C2) I.A'l'ER5 OF 111'1.8, Fa T PN'IR 14. .-.U. FR.-.Mllj& ~ 116GEMN9-al\51! NAILIN9 l"llOI-I ~N9 PANB.5 6HALl. !IE~ ~ OR THla:ER. i'II.L1!.06!!! NAII..INEl:SIWJ. i:,e 6T~. ic,, ~-i.TP4' IS INSTALJ..a:> OVER PL 'tliOOD, use use &ct ~ 0NAIL.S. II; J,fERE ec,nq,, !:'(Are Wt,!LINS eoe -fLOOR ~TlllN9 Tlila:ER '!WIN,:.•, U5E .. ~1'-J...~ !lP~INIS N, INDICA'IED'OFI. S)t-1P5C?N ~-~ AT 11'UGI: TH: SPloGIH9 n. 1-H!RE Pl.~ P/!\113.5 ~ NPLIED ON BOllt F....:a oi: A~ use"¥ ear.islu. P1.A11:, • ==~~~~i~~~~v: ON Ol'POSi'!E SIDES or ne l'W.I. 5IIAU. ee ST~. 5Ef! H::>00 NC7lES • ~ MR l<DI>IT~ JaeG!il~. '• I ,J ,. HOLDOWN 'SCHEDULE MN. POSr SIZE ;,..._21rA ___ Slll> __ ._w_~-~-........ ,_ ..... -SM> .... ----w-~-u---i_. HOLDOWN , HOLDOWN ANCHOR BOLT PEW FCUDA'IDI E>CBl'NJI FCUDATICiN :t;:~--r: m=1=r---DBL-,---. _5_11JD5 __ __,._DB_L_.-5~~TUDS--. -..--t,--, •• ,-. -H,DU2 ___ ---+-;55-_ -:rn.2-_0_(l_f>o/&_"_M_IN-.-EMB .... ~ -.)+' ,--%-.... 4> .... ™RD-.~. -. _RO_D_W/--IO_"_EMBED,.., __ ,---_ ---t _ :·el[~]: DBL SnJDS • ~L.-5-TIJDS~···~---HD-'---IJ4---'+-'-SB-.-~--,x2-4:-_(-l8_"_H_IH-.-EM ..... _-B_)....,_ __ 5._~~•4>~THRD--.-RO-D-W/~I0-1-1 EMBED~---.-..-.· l ~ · :: : ____ H_H:;_8 ___ :-:-:--:-. -~::-.-• :-::-:-=-~-· __ ¾_e"_4l_THRD __ • -RO~N/_,.D.....,A W/.,..., _12_"_B-1BED ___ • ~-1. ··o fs1 4xb 0-WC. IO' HTJ bxb HDGe> SB~x24 (te,• MIN. EMB) ~ NIA ' ,F ~ Ax8 (_,._~ 'TIWI io• HT) •. •· .. -&T~l 4x8~&•KTJ-'· . -N!A ... ·' f •~ ;~~7~~~-HOLDO~ ;.';ETAl~S6lxB_O (2~•-~IN. ~J •. .. •I {~ •_c>BL. 2'!' s~ HI ~~CA<? NJ r_o DBL. STIJDS/ DROPPED BEAM t __ HEADER.BELOH (l+IM s1~ NAILS INTO sTUDSJ 1H GJ DBL. 2x 511JDS W H5TC52 N) TO DBL STUDS BELOr-1 (22-16d SINKER NAILS INTO STVDS) : -'.~ .Ilg .. 4x POST W MSTG66 (V) TO 4x POST BELOW (32-16d SINKER NAILS INTO POST) • -~ : f fill Dl3L_2x Sn>DSXf .MST~~e, (Y) TO_~M ~LOW (I6-I6d S;NKER NAILS MIN._ INTO STUDS) : . --• --. : 1(~ ~ 4x4 POST W/ M5TC.6bBB (V) TO BEAM BELOr-1 (3e>--IOd NAILS MIN. IITTO POST) , , • j~ ~X6 POST l2x4 HALL) OR 4xb POST (2x6 i--lALJ.J W/ HST2 (V) TO BEAM BELOW (3-i•¢, BOL T5 INTO POST 4 BEAM) b TOT. ;i I , ;_f , _[Ej 4,::~,.P?s.T (.2x4 l<'!ALL). OR 4>:~. ~T (2.><6, ~)-W/ HST3 N) TO BEAM BEL()r-1 /'3-¾•<1> BOLTS INTO POST 4 BEAM) 6 TOT. :.; \ : '.- : ~ PBL. 2x STUDS .WI MSTCbbBB N ) TO ~ BEL.OW (38-l~d NAILS ~!t,:l INTO ~1\JDS) NQJES, A. "REFER TO SIMPSON C.ATAL.oe FOR PROPER INSTAU...ATION PROCEDURES. e. C. D. E. HOLDOl'!IN CONNECTORS INTO WOOD FRAMIN5 REGIJIRE APPROVED PLAlE WASHER, AND HOLDOWNS SHALL BE TlcSHlENED JJST PRIOR TO COVERING THE I-IALL FRAMING. HOLDOHN. HA'R.DJ.-IARE MUST 6E SEWRED IN PLACE PRIOR TO FOUNDATION INSPECTION. USE APffie>PRIA TE SIMPSON •~• GOIJPLER 4 THREADED "ROD A5-REGIJtRBJ FOR i<.AISED HOOD FLOOR FOUNDATION. IN.Gi<EASE FOUNDATION DEPTH FOR ENTtRE ~ LENeTH 4 EXTEND 12" BEYOND HOLDOHN ANCHOR BOLT A5 NEc,E55ARY TO Ac.C.OMMODA TE THE 'REGIJIR.ED GONuRETE EMBEDMENT PLUS S" (MIN) COVER. F. REINFORCEMENT SHALL HAYE s • COVER FROM SOIL S. USE ·10d NAIL.S @ e,•o.c,. STA6GERED ALON6 ENTIRE L.ENeTH OF DBL. STUDS (\J.N.O) H. 1--lHERE SPEC-IFIED, IJ5E POST SIZE GALLED OUT ON PLANS. I. INSTALL 5HEARHALLS PRIOR TO INSTALLING POP-OUTS . .J. -REi'RoFIT ANC,!-IOR BOLTS SHALL USE 51MPSON 'SET-XP' EPOXY (e;R-2508) SfE;GIAL IN$PEGJIQ';,H~-· - . . ... .. 3015# 45b5# 5645# ,810# Gt.230# : 13 ,110#; f>605# @ END ' 26<:6# 4235# 5e,e,Q# ' 3455# 4440# rn ~ 5 "' m 5220# 1600# 4440# n GEOTECHNICAL • GEOLOGY • HYDROGEOLO Abbey Chamberlin 1850 Pentas Court Carlsbad, CA 92011 Subject: SITE AND FOUNDATION PLAN REVI FOR GEOTECHNICAL CONFORMANC Detached Single-Story ADU 1850 Pentas Court TR 8350 LOT 12; A Carlsbad, California Sierra Geotechnica] Services [nc. (SGS[) has pe following project related plans and calculat applicability to the geotechnical environment '. INC . • Mlnd(llf1IE~mp1· PtdlUNlces, nc. PLAN REVIEW Cf/~~~!b, ~123 THESE PLANS/DOCUMENTS HAVE BEEN REVIEWED FOR COMPUANr.E WITH THE APPLICABLE CALIFORNIA BUILDl/'-,,'1 STANDARDS CODES AS ADOPTED BY THE STATE OF LETI.lm.tFORNIA AND AMENDED BY THE JURISDICTION. PlAN REVIEW ACC PTANCE OF DOCUMENTS DOES NOT AUTHORIZE CONSTRUCTION TO PROCEED IN VIOLATION OF 2W~ATE, NOR LOCAi. R GULATIO~. BY:_~----DATE: '),j THIS SET OF THE PLANS AND SPECIFICATIONS rm~~ ~t<ePv001!'1fnlfjB]ilf§ fie\ijit\f~ th ~D IT l~WFUL TO MAKE ~NJ Ctj_~GES OR . fi s Alffw Wi~RMmk)r#l\@~c1 1 CITY. OCCUPANCY OF STRUCTURE(S) IS NOT PERMITTED UNTIL FINAi. APPROVAi. IS GRANTED BY ALL APPLICABLE DEPARTMENTS. • Foundation Plan -Chamberlin ADU. Prepared by Lovelace Engineering. PDF dated 2/24/2023. • Foundation Calculations -Chamberlin ADU. Prepared by Lovelace Engineering. PDF dated 2/24/2023. • Final Engineering Geologic Grading Report, for Tract 72-34 (Rancho La Cuesta), Lots 2-15 inclusive (Unit 1 ), prepared by Pacific Soils Engineering, dated 10/26/1976. Project Description: The project, located at 1850 Pentas Court, Carlsbad, California (33.0997, -117.2677) (Figure 1), will include the construction ofan approximate 650-sf, one- bedroom detached Accessory Dwelling Unit (ADU), to be constructed to the northwest of the existing residence. Foundations will include reinforced shallow continuous concrete footings, pad footings, and a 5-inch reinforced slab-on-grade. Site Review: The existing single-story, single-family home is approximately 2,680-sf, and was built circa 1978. Overall site topography varies from relatively flat in the building pad area and a portion of rear yard, to moderately south/southwest sloping along the northly portion of rear yard, and west side yards. The ADU will be located in the relatively flat portion of the rear yard, approximately 5-feet north/northwest of the main residence. MAMMOTH OFFICE: PO BOX 5024, M.tMMOTH UKES, CA 93S46 • Phn: (760) 937-4608 BISHOP OFFICE: 169 WIUOW STREET, BISHOP, CA 93514 • Phn: {760) 937-4789 CARLSBAD OFFICE: 7040AVENlDA ENCINAS, SUITE 104-469, CARLSBAD, CA 92011" Phn: (760) 937-4608 www.sgs(,&fS 1850 Pentas Court ADU Project Number 3.31958 February 28, 2023 During our site visit we did not note any obvious signs of geologic hazards, groundwater, or other geomorphic or soil related features causing distress to the property. Further, the site is not located in any known geologic hazard (fault, landside, liquefaction, tsunami) areas. The nearest know active regional fault is the Newport-Inglewood-Rose Canyon fault zone, Oceanside section, located approximately 6.2-miles to the southwest. Plan Review: SGSI reviewed the Final Engineering Geologic Grading Report, for Tract 72-34 (Rancho La Cuesta), Lots 2-15 inclusive (Unit 1), prepared by Pacific Soils Engineering, dated 10/26/1976, for which the site is located. The report indicates the property is underlain by a compacted fill with a thickness of approximately 15-feet. A summary of grading indicates all loose unsuitable and potentially compressible soils were removed from the site down to the competent native soils, prior to the placement of granular compacted fill. The fill consisted of a mixture of clayey sand and sand with a low expansion potential (EI =21). The following foundation design values were included in the Pacific Soils Engineering report: Footings Bearing= 1500 psf (1/3rd increase for short term loading). Reinforcement= 1x #4 bars top and bottom Width = Continuous 12" Depth= 12" Livin,: Area Slabs Thickness= NA Reinforcement= 6x6-10/10WWM Underlayment = 1" clean sand over vapor barrier Vapor Barrier= Minimum 10 mil Visqueen or equivalent Presoak = Upper 12" (optimum moisture) SGSI also reviewed the foundation plans and calcu]ations prepared by Lovelace Engineering (PDF dated 2/24/2023) for applicability with the geotechnical environment and conformance with the Pacific Soils report recommendations. The following foundation design values were included in the Lovelace Engineering plans and calculations: Footings Bearing= 1500 psf Reinforcement (Continuous)= 2x #4 bars top and bottom Reinforcement (Pad) = 3x #4ew Width= Continuous 12"; Pad 24" sq. Depth= 12" .,/ Living Area Slab Thickness= S" Reinforcement= #3 rebar@ 18" oc ew. 1850 Pentos Court ADU Project Number 3.31958 Februaty 28. 2023 Vapor Barrier and Underlayment = 1" clean sand over 10-mil Visqueen over 4" clean sand. Based upon our review, the foundation plans and associated design values et al., provided by Lovelace Engineering for the proposed ADU, are in general conformance with those developed by Pacific Soils Engineering. Additions and/or changes are not warranted at this time. We do however recommend that the following be implemented during construction: • All foundation excavations should be observed by a representative of SGSI prior to placement of reinforcing steel, to assure proper embedment into competent soils. • Per Foundation Note Item 3, of Plan Sheet S2, for footings near slopes, a 7-foot minimum setback shall be established from the outside footing face (bearing elevation] to the finished grade slope face. Footings in these areas shall be deepened as needed to achjeve the lateral distance. • Slab areas shall be moisture conditioned to 12" in depth as noted above. • AIJ footings and slabs shall be properly prepared in accordance with the attached earthwork recommendations. We appreciate the opportunity to be of service to you. Should you have any questions regarding this report, please do not hesitate to contact us. Respectfully, SIERRA GEOTECHNICAL SERVICES, INC. Joseph A. Adler Principal Geologist CEG 2198 (exp 3/31/2025) Thomas A. P1atz Principal Engineer PE C41039 (exp 3/31/2025) y 0 0 'J t ' 9 u I l Q .. l'J t"'( •'' ( ,I lf '• ~ ••• .> "_,..,l· ·• ..i:-A V •' :-••·r '.: ·~ Q .:1pt..,.,1t-f-< !--.,,.,.,1-r,1. :..,i,. .. I. .._ ·-· PROJECT SITE NOT TO SCALE PROJECT, VICINITY MAP 1850 PENTAS COURT COORD, DATE• 33. 0997, -117.2677 2/2023 DR ... \JING• FIGURE 1. D WG DRA\/N BY, JAA JOB NO., F'IGJRE• 3.31958 FIGURE 1 GENERAL EARTHWORK AND GRADING These general earthwork and grading specifications are for the grading and earthwork shown on the approved grading or construction plan(s) and/or indicated in the geotechnical report(sJ. Earthwork and grading should be conducted in accordance with applicable grading ordinances, the current California Building Code, and the recommendations of this report The following recommendations are provided regarding specific aspects of the proposed earthwork construction. These recommendations should be considered subject to revision based on field conditions observed by the geotechnical consultant during grading. Geotechnical Consultant of Record Prior to commencement of work, the owner shall employ the Geotechnical Consultant of Record. The Geotechnical Consultant shall be responsible for reviewing the approved geotechnical report(s) and accepting the adequacy of the preliminary geotechnical findings, conclusions, and recommendations prior to the commencement of grading or construction. During grading and earthwork operations, the GeotechnicaJ Consultant shall observe, map, and document the subsurface exposures to verify the geotechnical design assumptions. If the observed conditions are found to be significantly different than the interpreted assumptions during the design phase, the Geotechnical Consultant shall inform the owner, recommend appropriate changes in design to accommodate the observed conditions, and notify the review agency where required. Subsurface areas to be geotechnically observed, mapped, elevations recorded, and/or tested include natural ground, after it has been cleared for receiving fill but before it has been placed, bottoms of all "remedial removal areas, all key bottoms, and benches made on sloping ground to receive fill. The Geotechnical Consultant shall observe the moisture-conditioning and processing of the subgrade and fill materials and perform relative compaction testing of fil] to determine the attained level of compaction. The Geotechnical Consultant shall provide the test results to the owner and the contractor on a routine and frequent basis. The Earthwork Contractor The Earthwork Contractor shall be solely responsible for perfo1ming the grading in accordance with the plans and specifications. The Earthwork Contractor shall review and accept the plans, geotechnical report(s), and these Specifications prior to the commencement of grading. The Earthwork Contractor shall have the sole responsibility to provide adequate equipment and methods to accomplish the earthwork in accordance with applicable grading codes and agency ordinances, these Specifications, and the recommendations in the approved geotechnical report(s) and grading plan(s). If, in the opinion of the Geotechnical Consultant unsatisfactory conditions, such as unstable soil, improper moisture condition, inadequate compaction, adverse weather, etc .... are resulting in a quality of work less than required in these Specifications, the Geotechnical Consultant shall reject the work and may recommend to the owner that construction be stopped until the conditions are rectified. Site Preparation General: Site preparation includes removal of deleterious materials, unsuitable materials, and existing improvements from areas where new improvements or new fills are planned. Deleterious materials, which include vegetation, trash, and debris, should be removed from the site, and legally disposed of off-site. Unsuitable materials include loose or disturbed soils, undocumented fills, contaminated soils, or other unsuitable materials. The Geotechnical Consultant shall evaluate the extent of these removals depending on specific site conditions. Earth fill materiaJ shaH not contain more than 1-percent of organic materials (by volume). Nesting of the organic materials shall not be allowed. If potentially hazardous materials are encountered, the contractor shall stop work in the affected area, and a hazardous material specialist shaJI be informed immediately for proper evaluation and handling of these materials prior to continuing to work in that area. As presently defined by the State of California, most refined petroleum products (gasoline, diesel fuel, motor oil, grease, coolant etc. have chemical constituents that are hazardous waste. As such, the indiscriminate dumping or spillage of these fluids onto the ground may constitute a misdemeanor, punishable by fine and/or imprisonment and shall not be allowed. Any existing subsurface utilities that are to be abandoned should be removed and the trenches backfilled and compacted. If necessary, abandoned pipelines may be filled with grout or slurry cement as recommended by, and under the observation of, the Geotechnical Consultant. Excavation Excavations, as well as over-excavation for remedial purposes, shall be evaluated by the Geotechnical Consultant during grading. Remedial removal depths shown on geotechnical plans are estimates only. The actual extent of removal shall be determined by the Geotechnical Consultant based on the field evaluation of exposed conditions during grading. Where fill-over-cut slopes are to be graded, the cut portion of the slope shall be made, evaluated, and accepted by the Geotechnical Consultant prior to placement of materials for construction of the fill portion of the slope, unless otherwise recommended by the Geotechnical Consultant In addition to removals and over-excavations recommended in the approved geotechnical report(s) and the grading plan, soft. loose, dry, saturated, spongy, organic-rich, highly fractured, or otherwise unsuitable ground shall be over-excavated to competent ground as evaluated by the Geotechnical Consultant during grading. All areas to receive fill, including removal and processed areas, key bottoms, and benches, shall be observed, mapped, elevations recorded, and/or tested prior to being accepted by the Geotechnical Consultant as suitable to receive fill. The Contractor shall obtain a written acceptance from the Geotechnical Consultant prior to fill placement. A licensed surveyor shall provide the survey control for determining elevations of processed areas, keys, and benches. Compaction The onsite soils are suitable for placement as compacted fill provided the organics, oversized rock (greater than 6-inches in diameter) and deleterious materials are removed. Rocks greater than 6- inches and less than 2-feet in diameter can be placed in the bottom of deeper fills or approved areas provided they are selectively placed in such a manner that no large voids are created. All rocks shall be placed a minimum of 4-feet below finish grade elevation unless used for landscaping purposes. Any import soils shall be tested for suitability in advance by the project Geotechnical Engineer. After making the recommended removals prior to fill placement, the exposed ground surface should be scarified to a depth of approximately 8-inches, moisture conditioned as necessary, and compacted to at least 90-percent of the maximum dry density obtained using ASTM D1557 as a guideline. Surfaces on which fill is to be placed which are steeper than 5:1 (Horizontal to vertical) should be benched so that the fill placement occurs on relatively level ground. For the parking areas and other improvements, a one-foot removal is recommended depending on site conditions (i.e., depth of root zone, and depth of disturbance which may have locally deeper removal depths). The removal bottom should be observed (tested as needed) by the geotechnical consultant prior to placing fiU soils. The upper 12-inches of subgrade material along with the Class II Aggregate Base and the Asphaltic concrete shall be compacted to a minimum of 95-percent of the materials maximum dry density as determined by ASTM D1557. The subgrade and aggregate base shall be moisture-conditioned and compacted to 95-percent of the material's maximum dry density as determined by ASTM D1557 to a depth of 12-inches. All fill and backfill to be placed in association with the proposed construction should be accomplished slightly over optimum moisture content using equipment that is capable of producing a uniformly compacted product throughout the entire fill lift. Fill materials at less than optimum moisture should have water added and the fill mixed to result in material that is uniformly above optimum moisture content. Fill materials that are too wet can be aerated by blading or other satisfactory methods until the moisture content is as required. The wet soils may be mixed with drier materials in order to achieve acceptable moisture content. The fill and backfill should be placed in horizontal lifts at a thickness appropriate for equipment spreading, mixing, and compacting the material, but generally should not exceed 8-inches in loose thickness. Retaining wall backfiJl shall be composed of a granular material (maximum ~ 3-inch rock) with an expansion index (EI) of no greater than 50 and a sand equivalent (SE) greater than 30. No fill soils shall be placed during unfavorable weather conditions. When work is interrupted by rains or snow, fill operations shall not be resumed until the field tests by the geotechnical engineer indicate that the moisture content and density of the fill are as previously specified. Slopes All slopes shall be compacted in a single continuous operation upon completion of grading by means of sheepsfoot or other suitable equipment, or all loose soils remaining on the slopes shall be trimmed back until a firm compacted surface is exposed. Slope compaction tests shall be made within one foot of slope surface. Cut and fill slopes shall be a maximum of 2:1 (horizontal to vertical) unless approved by the Geotechnical Consultant. Planting and irrigation of cut and fi]l slopes and/or installation of erosion control and drainage devices should be completed due to the erosion potential of the soil. Temporary Excavations Temporary excavation shall be made no steeper than 1:1 (horizontal to vertical). The recommended slope for temporary excavations does not preclude local raveling and sloughing. Where wet soils are exposed, flatter excavation of slopes and dewatering may be necessary. In areas of insufficient space for slope cuts, or where soils with little or no binder are encountered, shoring shall be used. Al] large rocks exposed above temporary cuts shall be removed prior to foundation excavation. In addition, any rocks exposed during development from raveling and sloughing should be removed immediately. All excavations should comply with the requirements of the California Construction and General Industry Safety Orders and the Occupational Safety and Health Act and other public agencies having jurisdiction. Trench Backfill Exterior trenches, paralleling a footing and extending below a 1:1 plane projected from the outside bottom edge of the footing, shall be compacted to a minimum of 95-percent per ASTM D1557. All trenches in structural areas and under concrete flatwork shall be compacted to a minimum of 95- percent per ASTM D1557. All trenches in non-structural areas shall be compacted to a minimum of BS-percent per ASTM D1557. All material used for trench backfill shall be approved by the Geotechnical Engineer prior to placement All bedding and backfill of utility trenches shall be done in accordance with the applicable provisions of Standard Specifications of Public Works Construction. Bedding material shall have a Sand Equivalent greater than 30 (SE>30J. The bedding shall be placed to 1-foot over the top of the conduit and densified by jetting. Backfill shall be placed and densified to a minimum of 95-percent of maximum from 1-foot above the top of the conduit to the surface. Lift thickness of trench backfill shall not exceed those allowed in the Standard Specifications of Public Works Construction unless the Contractor can demonstrate to the Geotechnica1 Consultant that the fill lift can be compacted to the minimum relative compaction by his alternative equipment and method. Regulations of the governing agency may supersede the above, and all trench excavations should conform to al1 applicable safety codes. The Contractor shall follow all OSHA and Cal/OSHA requirements for safety of trench excavations. I. • .... 0 0 --. ·-··-0 0 0 ( / Q Ct 9 0 ,;, I (,. . I, l ·~ v t " .. .. / A'IIAllA NOT TO SCALE PROJECT, VICINITY MAP 1850 PENTAS COURT CO□RD• DATE, 33. 099 7, -117. 26 77 2/2023 DRAIJING• FIGURE 1.DWG DRAIJN BY, JAA JOB N□., FIGURE, 3.31958 FIGURE 1 GENERAL EARTHWORK AND GRADING These general earthwork and grading specifications are for the grading and earthwork shown on the approved grading or construction plan(s) and/or indicated in the geotechnical report(s). Earthwork and grading should be conducted in accordance with applicable grading ordinances, the current California Building Code, and the recommendations of this report. The following recommendations are provided regarding specific aspects of the proposed earthwork construction. These recommendations should be considered subject to revision based on field conditions observed by the geotechnical consultant during grading. Geotechnical Consultant of Record Prior to commencement of work, th e owner shall employ the Geotechnical Consultant of Record. The Geotechnical Consultant shall be responsible for reviewing the approved geotechnical report(s) and accepting the adequacy of the preliminary geotechnical findings, conclusions, and recommendations prior to the commencement of grading or construction. During grading and earthwork operations, the Geotechnical Consultant shall observe, map, and document the subsurface exposures to verify the geotechnical design assumptions. If the observed conditions are found to be significantly different than the interpreted assumptions during the design phase, the Geotechnical Consultant shall inform the owner, recommend appropriate changes in design to accommodate the observed conditions, and notify the review agency where required. Subsurface areas to be geotechnically observed, mapped, elevations recorded, and/or tested include natural ground, after it has been cleared for receiving fill but before it has been placed, bottoms of all "remedial removal areas, all key bottoms, and benches made on sloping ground to receive fill. The Geotechnical Consultant shall observe the moisture-conditioning and processing of the subgrade and fill materials and perform relative compaction testing offill to determine the attained level of compaction. The Geotechnical Consultant shall provide the test results to the owner and the contractor on a routine and frequent basis. The Earthwork Contractor The Earthwork Contractor shall be solely responsible for performing the grading in accordance with the plans and specifications. The Earthwork Contractor shall review and accept the plans, geotechnical report(s), and these Specifications prior to the commencement of grading. Th e Earthwork Contractor shall have the sole responsibility to provide adequate equipment and methods to accomplish the earthwork in accordance with applicable grading codes and agency ordinances, these Specifications, and the recommendations in the approved geotechnical report(s) and grading plan(s). If, in the opinion of the Geotechnical Consultant unsatisfactory conditions, such as unstable soil, improper moisture condition, inadequate compaction, adverse weather, etc .... are resulting in a quality of work less than required in these Specifications, the Geotechnical Consultant shall reject the work and may recommend to the owner that construction be stopped until the conditions are rectified. Site Preparation General: Site preparation includes removal of deleterious materials, unsuitable materials, and existing improvements from areas where new improvements or new fills are planned. Deleterious materials, which include vegetation, trash, and debris, should be removed from the site, and legally disposed of off-site. Uns uitable materials include loose or disturbed soils, undocumented fills, contaminated soils, or other unsuitable materials. The Geotechnical Consultant shall evaluate the extent of these removals depending on specific site conditions. Earth fill material shall not contain more than 1-percent of organic materials (by volume). Nesting of the organic materials shall not be allowed. If potentially hazardous materials are encountered, the contractor shall stop work in the affected area, and a hazardous material specialist shall be informed immediately for proper evaluation and handling of these materials prior to continuing to work in that area. As p'resently defined by the State of California, most refined petroleum products (gasoline, diesel fuel, motor oil, grease, coolant etc. have chemical constituents that are hazardous waste. As such, the indiscriminate dumping or spillage of these fluids onto the ground may constitute a misdemeanor, punishable by fine and/or imprisonment and shall not be allowed. Any existing subsurface utilities that are to be abandoned should be removed and the trenches backfilled and compacted. If necessary, abandoned pipelines may be filled with grout or slurry cement as recommended by, and under the observation of, the Geotechnical Consultant. Excavation Excavations, as well as over-excavation for remedial purposes, shall be evaluated by the Geotechnical Consultant during grading. Remedial removal depths shown on geotechnical plans are estimates only. The actual extent of removal shall be determined by the Geotechnical Consultant based on the field evaluation of exposed conditions during grading. Where fill-over-cut slopes are to be graded, the cut portion of the slope shall be made, evaluated, and accepted by the Geotechnical Consultant prior to placement of materials for construction of the fill portion of the slope, unless otherwise recommended by the Geotechnical Consultant. In addition to removals and over-excavations recommended in the approved geotechnical report(s) and the grading plan, soft, loose, dry, saturated, spongy, organic-rich, highly fractured, or otherwise unsuitable ground shall be over-excavated to competent ground as evaluated by the Geotechnical Consultant during grading. All areas to receive fill, including removal and processed areas, key bottoms, and benches, shall be observed, mapped, elevations recorded, and/or tested prior to being accepted by the Geotechnical Consultant as suitable to receive fill. The Contractor shall obtain a written acceptance from the Geotechnical Consultant prior to fil l placement. A licensed surveyor shall provide the survey control for determining elevations of processed areas, keys, and benches. Compaction The onsite soils are suitable for placement as compacted fill provided the organics, oversized rock (greater than 6-inches in diameter) and deleterious materials are removed. Rocks greater than 6- inches and less than 2-feet in diameter can be placed in the bottom of deeper fil ls or approved areas provided they are selectively placed in such a manner that no large voids are created. All rocks shall be placed a minimum of 4-feet below finish grade elevation unless used for landscaping purposes. Any import soils shall be tested for suitability in advance by the project Geotechnical Engineer. After making the recommended removals prior to fill placement, the exposed ground surface should be scarified to a depth of approximately 8-inches, moisture conditioned as necessary, and compacted to at least 90-percent of the maximum dry density obtained using ASTM D1557 as a guideline. Surfaces on which fill is to be placed which are steeper than 5:1 (Horizontal to vertical) should be benched so that the fill placement occurs on relatively level ground. For the parking areas and other improvements, a one-foot removal is recommended depending on site conditions (i.e., depth of root zone, and depth of disturbance which may have locally deeper removal depths). The removal bottom should be observed (tested as needed) by the geotechnical consultant prior to placing fill soils. The upper 12-inches of subgrade material along with the Class II Aggregate Base and the Asphaltic concrete shall be compacted to a minimum of 95-percent of the materials maximum dry density as determined by ASTM 01557. The subgrade and aggregate base shall be moisture-conditioned and compacted to 95-percent of the material's maximum dry density as determined by ASTM 01557 to a depth of 12-inches. All fill and backfill to be placed in association with the proposed construction should be accomplished slightly over optimum moisture content using equipment that is capable of producing a uniformly compacted product throughout the entire fill lift. Fill materials at less than optimum moisture should have water added and the fill mixed to result in material that is uniformly above optimum moisture content. Fill materials that are too wet can be aerated by blading or other satisfactory methods until the moisture content is as required. The wet soils may be mixed with drier materials in order to achieve acceptable moisture content. The fill and backfill should be placed in horizontal lifts at a thickness appropriate for equipment spreading, mixing, and compacting the material, but generally should not exceed 8-inches in loose thickness. Retaining wall backfill shall be composed of a granular material (maximum ~ 3-inch rock) with an expansion index (EI) of no greater than 50 and a sand equivalent (SE) greater than 30. No fill soils shall be placed during unfavorable weather conditions. When work is interrupted by rains or snow, fill operations shall not be resumed until the field tests by the geotechnical engineer indicate that the moisture content and density of the fill are as previously specified. Slopes All slopes shall be compacted in a single continuous operation upon completion of grading by means of sheepsfoot or other suitable equipment, or all loose soils remaining on the slopes shall be trimmed back until a firm compacted surface is exposed. Slope compaction tests shall be made within one foot of slope surface. Cut and fill slopes shall be a maximum of 2:1 (horizontal to vertical) unless approved by the Geotechnical Consultant. Planting and irrigation of cut and fill slopes and/or installation of erosion control and drainage devices should be completed due to the erosion potential of the soil. Temporary Excavations Temporary excavation shall be made no steeper than 1:1 (horizontal to vertical). The recommended slope for temporary excavations does not preclude local raveling and sloughing. Where wet soils are exposed, flatter excavation of slopes and dewatering may be necessary. In areas of insufficient space for slope cuts, or where soils with little or no binder are encountered, shoring shall be used. All large rocks exposed above temporary cuts shall be removed prior to foundation excavation. In addition, any rocks exposed during development from raveling and sloughing should be removed immediately. All excavations should comply with the requirements of the California Construction and General Industry Safety Orders and the Occupational Safety and Health Act and other public agencies having jurisdiction. Trench Backfill Exterior trenches, paralleling a footing and extending below a 1: 1 plane projected from the outside bottom edge of the footing, shall be compacted to a minimum of 95-percent per ASTM D1557. All trenches in structural areas and under concrete flatwork shall be compacted to a minimum of 95- percent per ASTM D1557. All trenches in non-structural areas shall be compacted to a minimum of 85-percent per ASTM D1557. All material used for trench backfill shall be approved by the Geotechnical Engineer prior to placement. All bedding and backfill of utility trenches shall be done in accordance with the applicable provisions of Standard Specifications of Public Works Construction. Bedding material shall have a Sand Equivalent greater than 30 (SE>30). The bedding shall be placed to 1-foot over the top of the conduit and densified by jetting. Backfill shall be placed and densified to a minimum of 95-percent of maximum from 1-foot above the top of the conduit to the surface. Lift thickness of trench backfill shall not exceed those allowed in the Standard Specifications of Public Works Construction unless the Contractor can demonstrate to the Geotechnical Consultant that the fill lift can be compacted to the minimum relative compaction by his alternative equipment and method. Regulations of the governing agency may supersede the above, and all trench excavations should conform to all applicable safety codes. The Contractor shall follow all OSHA and Cal/OSHA requirements for safety of trench excavations. BUILDING ENERGY ANALYSIS REPORT PROJECT: New Detached ADU 1848 Pentas Court Carlsbad, CA 92011 Project Designer: Creative Design & Build 9275 Trade Place Unit H San Di ego, California 92126 858 535 9111 Report Prepared by: Ricardo Perez Estudio 75 4275 Executive Square Suite 200 La Jolla, Californ ia 92037 619 27 4-2838 Job Number: Date: 3/29/2023 The EnergyPro computer program has been used to perform the calculations summarized in this compliance report. • authorized by the California Energy Commission for use with both the Residential and Nonresidential 2022 Buildin This program developed by EnergySoft, LLC -www.energysoft.com. G::' Cf) 0 I(") ~ :::> ~ 0 0) t-~ "C"'" Uo 0 Cl)~ "C"'" <( w I 0 C"') I-.. NZ~ o w:S ~ Q. ffi C0 co m~~ u ..-G OM en ON .,....0 ~ ON ~-0 N::'.:!: I.{') ~ ~ I.{') I ~ M N N 0 N ~ al 0 . TABLE OF CONTENTS Cover Page 1 Table of Contents 2 Form CF1 R-PRF-01-E Certificate of Compliance 3 Form RMS-1 Residential Measures Summary 13 Form MF1 R Mandatory Measures Summary 14 HVAC System Heating and Cooling Loads Summary 19 CERTIFICATE OF COMPLIANCE -RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: New Detached ADU Calculation Description: Title 24 Analysis GENERAL INFORMATION 01 Project Name New Detached ADU 02 Run Title Title 24 Analysis 03 Project Location 1848 Pentas Court 04 City Carlsbad 06 Zip code 92011 08 Climate Zone 7 10 Building Type Single family 12 Project Scope Newly Constructed 14 Addition Cond. Floor Area (ft2) 0 16 Existing Cond. Floor Area (ft2) n/a 18 Total Cond. Floor Area (ft2) 622 20 ADU Bedroom Count n/a COMPLIANCE RESULTS 01 Buildfng Compiles with Computer Performance Calculation Date/Time: 2023-03-29T21:52:41-07:00 Input F_ile Name: 1850 Pentas Court 3-29-23.rlbd22x . 05 Standards Version 2022 07 Software Version EnergyPro 9.1 09 Front Orientation (deg/ Cardinal) 280 11 Number of Dwelling Units 1 13 Number of Bedrooms 1 15 Number of Stories 1 17 Fenestration Average LI-factor 0.3 19 Gla2lng Percentage{%) 17.90% CFlR-PRF-0lE {Page 1 of 10) 02 This building Incorporates features that require field testing and/or verification by a certified HERS rater under the supervision of a CEC-approved HERS provider. 03 This building Incorporates one or more Special Features shown below Registration Number: 423-P010053254A-000-000-0000000-0000 Registration Date/Time: 03/29/2023 21 :57 HERS Provider: CHEERS ~~~~!fbfeh'fo~o;~:r~~Jnh0~sgt~e,_~ft:~:i ~~!fu~~~5;) %:,°,;;>,;Jett;~~{ !?:f:7~?c,~~rfonS~~1'::n!;f'f~cf,ffs l~g;j,;~~f.RS) usfng Information uploaded by third parties riot affi/lated with or related to CHEERS. Therefore, CHEERS Is not CA Building Energy Efficiency Standards• 2022 Residential Compliance Report Version: 2022.0.000 Report Generated: 2023-03-29 21:53:13 Schema Version: rev 20220901 CERTIFICATE OF COMPLIANCE· RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: New Detached ADU Calculation Description: Title 24 Analysis Calculation Date/Time: 2023-03-29T21:52:41-07:00 Input File Name: 1850 Pentas Court 3-29-23.rlbd22x ENERGY DESIGN RATINGS Energy Design Ratings Compllance Margins Source Energy Efflciency1 EDR Total2 £DR Source Energy I Efflclency1 EDR (EDRl) (EOR2efflclency) (EOR2lotal) (EDRl) (EDR2efflclency) Standard Design 42.6 46.4 62.5 Proposed Design 41.7 35.7 58.1 0.9 I 10.7 RESULT3: PASS 1Efficlency EDR includes Improvements like a better building envelope and more efficient equipment 2Total EDR includes efficiency and demand response measures such as photovoltaic (PV) system and batteries 3Buildlng complies when source energy, efficiency and total compliance margins are greater than or equal to zero and unmet load hour limits are not exceeded . Standard Design PV capacity: 0.00 kWdc . PV System(s) removed due to Reduced PV Requirement of O kWdc - I I Registration Number: 423-P010053254A-000-000-0000000·0000 Registration Date/Time: 03/29/2023 21 :57 HERS Provider: CHEERS CF1R-PRF-01E (Page 2 of 10) Tota12 EDR (EDRZtotal) 4.4 ~bf:'!t,~~~,:r~/::::,=':{,.~edJ/u;::;,5:/ :ef~~~ %~7~~~~':J~'Yn~ls ~JfRS) using Information uploadN by third parties not atriliatttl with or re~red to CHEERS. Th6e/ore, OfEERS Is not CA Building Energy Efficiency Standards -2022 Residential Compliance Report Version: 2022.0.000 Report Generated: 2023-03-29 21:53:13 Schema Version: rev 20220901 CERTIFICATE OF COMPLIANCE· RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: New Detached ADU Calculation Description: Title 24 Analysis ENERGY USE SUMMARY Standard Design Source Standard Design TDV Energy Calculation Date/Time: 2023-03-29T21:52:41-07:00 Input File Name: 1850 Pentas Court 3-29-23.ribd22x Proposed Design Source Proposed Design TOV Energy Energy Use Energy (EORl ] (kBtu/ft2 -yr) (EOR2) (kTDV/ft2 -yr] Energy (EDRl] (kBtu/ft2 -yr) (EDR2) (kTDV/ft2 -yr) Space Heating 0.02 ·0.09 0.85 6.3 Space Cooling 0.82 17.53 0.29 7.21 IAQ Ventilation 0.42 4.45 0.42 4.45 Water Heating 2.56 29.88 1.98 22.01 Self Uti112ation/Flexlbility 0 Credit Efficiency Compliance 3.82 Sl.95 3.54 39.97 Total Photovoltaics 0 0 0 0 Battery 0 0 Flexibility Indoor Lighting 1.04 10.78 1.04 10.78 Appl. & Cooking 6.92 54.77 6.84 53.94 Plug Loads 5.79 61.14 5.79 61.14 Outdoor Lighting 0.22 2.05 0.22 2.05 TOTAL COMPLIANCE 17.79 180.69 17.43 167.88 Compliance Margin (EORl) -0.83 0.53 0 0.58 0.28 Registration Number: 423-P010053254A-000-000-0000000-0000 Registration Date/Time: 03/29/2023 21:57 HERS Provider: CHEERS CF1R-PRF-01E (Page 3 of 10) Compliance Margin (EOR2) -6.21 10.32 0 7.87 0 11.98 ~!i~;fbT:1c/0~:J1~~n~1s gt~;;ni:~:~~~c"!u~~;5c,°,! %:,°:;,ief:~~~r :n~~JZ,t!,:,~rfoif~~i::Jn~~ry/,cftfs l~t;,~~l_RS) using Information uploaded by third parties not affiliated with or related to CHEERS. Therefore, OIEERS Is not CA Building Energy Efficiency Standards · 2022 Residential Compliance Report Version: 2022.0.000 Report Generated: 2023-03-29 21:53:13 Schema Version: rev 20220901 CERTIFICATE OF COMPLIANCE· RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: New Detached ADU Calculation Date/Time: 2023-03-29T21:52:41-07:00 Input File Name: 1850 Pentas Court 3-29-23.ribd22x Calculation Description: Title 24 Analysis ENERGY USE INTENSITY Standard Design (kBtu/ft2 -yr ) Proposed Design (kBtu/ft2 -yr) Compliance Margin (kBtu/ft2 -yr) GrossEUl1 23.42 22.34 1.08 Net EUl2 23.42 22.34 1.08 Notes 1. Gross EUI is Energy Use Total (not including PV) / Total Building Area. 2. Net EUI is Energy Use Total (including PV) / Total Building Area. REQUIRED PV SYSTEMS 01 02 03 04 OS 06 07 08 09 10 DC System Size Exception Module Type Array Type Power Electronics CFI Azimuth Tift Array Angle Tilt: (xin (kWdc) (deg) Input (deg) 12) 0 Standard (14-17%) Fixed none true n/a n/a n/a n/a REQUIRED SPECIAL FEATURES The following are features that must be Installed as condition for meeting the modeled energy performance for this computer analysis. . PV exception 2: No PV required when minimum PV size (Section 150.l(c)l4) < 1.8 kWdc (0 kW) . Variable capacity heat pump compliance option (verification details from VCHP Staff report, Appendix B, and RA3) . Northwest Energy Efficiency Alliance (NEEA) rated heat pump water heater; specific brand/model, or equivalent, must be installed HERS FEATURE SUMMARY CFlR-PRF-0lE (Page 4 of 10) Margin Percentage 4.61 4.61 11 12 Inverter Eff. Annual Solar Access (%) (%) n/a The following Is a summary of the features that must be field-verified by a certified HERS Rater as a condition for meeting the modeled energy performance for this computer analysis. Additional detail Is provided In the buildng tables below. Registered CF2Rs and CF3Rs are required to be completed in the HERS Registry . Indoor air quality ventilation . Kitchen range hood . Verified Refrigerant Charge . Airflow in habitable rooms (SC3.1.4.1. 7) . Verified heat pump rated heating capacity . Wall-mounted thermostat in zones greater than 150 ft2 (SC3.4.5) . Ductless indoor units located entirely In conditioned space (SC3.1.4.1.8) Registration Number: 423-P010053254A-000-000-0000000-0000 Registration Date/Time: 03/29/2023 21 :57 HERS Provider: CHEERS ~;~~~jb);'fr/0~~;J'i~~nht{g~~e:;,fr~~~'i:i~e~c~~fa~~5c,~ t'c,0::,1ei~~~'fs ;~1~~7~fo~~~fl,fro~1'::Jn~~~cftfslJ~J~~[RS) using information uploaded by third parties not affiliated with or related to CHEERS. Therefore, CHEERS Is not CA Building Energy Efficiency Standards• 2022 Residential Compliance Report Version: 2022.0.000 Report Generated: 2023-03-29 21:53:13 Schema Version: rev 20220901 CERTIFICATE OF COMPLIANCE • RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: New Detached ADU Calculatlon Description: Title 24 Analysis Calculation Date/Time: 2023-03-29T21:52:41-07:00 Input File Name: 1850 Pentas Court 3-29-23.ribd22x BUILDING· FEATURES INFORMATION 01 02 03 04 05 06 Project Name Conditioned Floor Area (ft2} Number of Dwelling Number of Bedrooms Number of Zones Number of Ventilation Units Cooling Systems New Detached ADU 622 1 1 1 D ZONE INFORMATION . 01 02 03 04 05 06 Zone Name Zone Type HVAC System Name Zone Floor Area (ft2} Avg. Celling Height Water Heating System 1 Detached ADU Zone Conditioned New Minisplitl 622 8 DHW Sys 1 OPAQUE SURFACES 01 02 03 04 OS 06 07 Name Zone Construction A2imuth Orientation Gross Area (ft2} Window and Door Area {ft2) New Front Wall Detached ADU Zone R-15 Wall 280 Front 216 SD New Right Wall Detached ADU Zone R-15 Wall 190 Right 232 23.33 New Left Wall Detached ADU Zone R-15 Wall 10 Left _232 48 New Back Wall Detached ADU Zone R-15 Wall 100 Back 216 10 New Roof Attic Detached ADU Zone Roof Attic n/a , n/a 622 n/a ATTIC 01 02 03 04 OS 06 07 Name Construction Type Roof Rise (x in 12) Roof Reflectance Roof Emittance Radiant Barrier Attic Detached ADU Attic RoofDetached Ventilated 2 0.08 0.75 No Zone ADU Zone Registration Number: 423-P010053254A-000-000-0000000-0000 Registration Date/Time: 03/29/2023 21 :57 HERS Provider: CHEERS CFlR-PRF-0lE (Page 5 of 10) 07 Number of Water Heating Systems 1 07 Status New 08 TIit (deg} 90 90 90 90 n/a 08 Cool Roof No ~~;~~iibT:ii0:~:r~~nhC:t,}':a~~,Pt~~~~i~~!ci)/~Si) ~o:;',,5ei~;Jr ~~1~~7~Yo~~'lfonsr~~1'::n~'Y!icltfsl~g(J~~~;.Rs) using information upfoaded by third parties not affiliated with or related to CHEERS. Therefore, CHEERS Is not CA Building Energy Efficiency Standards -2022 Residential Compliance Report Version: 2022.0.000 Report Generated: 2023-03·29 21:53:13 Schema Version: rev 20220901 CERTIFICATE OF COMPLIANCE -RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: New Detached ADU Calculation Description: Title 24 Analysis FENESTRATION / GLAZING 01 02 03 04 OS 06 07 Width Height Name Type Surface Orientation Azimuth (ft) (ft) Window 5060 Window New Front Wall Front 280 Window 1640 Window New Right Wall Right 190 Window4036 Window New Right Wall Right 190 Window 1820 Window New Right Wall Right 190 Window5060 Window New Left Wall Left 10 2 Window4046 Window New Left Wall Left 10 Window 3018 Window New Back Wall Back 100 Window3018 Window New Back Wall Back 100 2 OPAQUE DOORS 01 02 Name Side of Building 20 New Front Wall SLAB FLOORS 01 02 03 04 Name Zone Area (ft2) Perimeter (ft) New Slab On Grade Detached ADU Zone 622 0.1 Calculation Date/Time: 2023-03-29T21:52:41-07:00 Input FIie Name: 1850 Pentas Court 3-29-23.ribd22x 08 09 10 11 12 Area U-factor Mult. (ft2) U-factor Source SHGC 1 30 0.3 NFRC 0.23 1 6 0.3 NFRC 0.23 1 14 0.3 NFRC 0.23 1 3.33 • 0.3 NFRC 0.23 1 30 0.3 NFRC 0.23 1 18 0.3 NFRC 0.23 1 5 0.3 NFRC 0.23 1 5 0.3 NFRC 0.23 I 03 Area (ft2) 20 05 06 13 SHGCSource NFRC NFRC NFRC NFRC NFRC NFRC NFRC NFRC 04 U-factor 0.2 07 Edge lnsul, R-value Edge lnsul. R-value Carpeted Fraction and Depth and Depth none 0 80% Registration Number: 423-P010053254A-OOO-OOO-OOOOOOO-OOOO Registration Date/Time: 03/2912023 21:57 HERS Provider: CHEERS CF1R-PRF-01E (Page 6 of 10) 14 Exterior Shading Bug Screen Bug Screen Bug Screen Bug Screen Bug Screen Bug Screen Bug Screen Bug Screen 08 Heated No ~~;-:,~;;br:iio;~;;::~nh:/gt~~~ft:~;r;i~ec:,:::~~~~5:/ %'o°:1,,1ej;~~~ %!1ii~7Z,~~~fon5~~(1;]n!~"t~cftfs ,g~J~~f.RS) using Information uploaded by third parties not afflflated with or rel1Jted to CHEERS, Therefore, CHEERS Is not CA Building Energy Efficiency Standards -2022 Residential Compliance Report Version: 2022.0.000 Report Generated: 2023-03·29 21:53:13 Schema Version: rev 20220901 CERTIFICATE OF COMPLIANCE· RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: New Detached ADU Calculation Description: Title 24 Analysis Calculation Date/Time: 2023-03-29T21:52:41-07:00 Input File Name: 1850 Pentas Court 3-29-23.rlbd22x CFlR-PRF-OlE (Page 7 of 10) OPAQUE SURFACE CONSTRUCTIONS 01 02 03 04 OS 06 07 08 Total Cavity Interior/ Exterior Construction Name Surface Type Construction Type Framing R-value Continuous U-factor Assembly Layers R-value Inside Finish: Gypsum Board R-15 Wall Exterior Walls Wood Framed Wall 2x4 @ 16 in. 0. C. R-15 None/ None 0.095 Cavity/ Frame: R-15 / 2x4 Exterior Finish: 3 Coat Stucco Roofing: Light Roof (Asphalt Shingle) Attic RoofDetached ADU Attic Roofs Wood Framed 2x4@ 24 in. 0. C. R-0 None/ 0 0.644 Roof Deck: Wood Zone Ceiling Siding/sheathing/decking Cavity / Frame: no insul. / 2x4 Ceilings (below Wood Framed Over Celling Joists: R-20.9 insul. Roof Attic 2x4 @ 24 in. o. C. R-30 None/ None 0.032 Cavity/ Frame: R-9.1 / 2x4 attic) Ceiling Inside Finish: Gypsum Board BUILDING ENVELOPE• HERS VERIFICATION 01 02 03 04 OS Quality Insulation Installation (QII) High R-value Spray Foam Insulation Building Envelope Air leakage CFMSO CFMSO Not Required Not Required N/A n/a n/a WATER HEATING SYSTEMS 01 02 03 04 OS 06 07 08 09 Name System Type Distribution Type Water Heater Name Number of Units Solar Heating Compact HERS Verification Water Heater System Distribution Name (#) DHW Sys 1 Domestic Hot Standard DHW Heater 1 1 n/a None n/a DHW Heater l (1) Water (DHW) Registration Number: 423-P010053254A-000-000-0000000-0000 Registration Date/Time: 03/29/2023 21:57 HERS Provider: CHEERS ~~~t;jbf:%to;~;r;;~t:/gt~~~,ft;~:'ti~~rf:ru~~~S:) ~°rri;,~ei;i~f :r:x1:7~ro~~'lfoi~~~'::n~~'1f~'ftfs I~g~;,~~fRS) using Information uploaded by third pa,ti~s not affillated with or related to CHEERS. 1herefore1 CHEERS is not CA Build Ing Energy Efficiency Standards -2022 Residential Compliance Report Version: 2022.0.000 Report Generated: 2023-03-29 21:53:13 Schema Version: rev 20220901 CERTIFICATE OF COMPLIANCE -RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: New Detached ADU Calculation Description: Title 24 Analysis WATER HEATERS -NEEA HEAT PUMP 01 02 03 04 Name # of Units Tank Vol. (gal) NEEA Heat Pump Brand DHW Heaterl 1 40 Rheem WATER HEATING -HERS VERIFICATION 01 02 03 Calculation Date/Time: 2023-03-29T21:52:41-07:00 Input FIie Name: 1850 Pentas Court 3-29-23.ribd22x 05 06 07 NEEA Heat Pump Tank Location Duct Inlet Air Source Model RheemXE40T10HS45 Outside Detached ADU Zone uo 04 OS 06 CF1R-PRF-01E (Page 8 of 10) 08 Duct Outlet Air Source Detached ADU Zone 07 Name Pipe Insulation Parallel Piping Compact Distribution Compact Distribution Recirculation Control Shower Drain Water Heat Type Recovery DHW Sys 1 -1/1 Not Required Not Required Not Required None Not Required Not Required SPACE CONDITIONING SYSTEMS 01 02 03 04 05 06 07 08 09 Name System Type Heating Unit Name Heating Equipment Cooling Unit Name Cooling Equipment Fan Name Distribution Name Required Count Count Thermostat Type ' New Minisplitl Heat pump Heat Pump System 1 Heat Pump System 1 n/a n/a Setback heating cooling 1 1 HVAC -HEAT PUMPS 01 02 03 04 05 06 07 08 09 10 11 12 13 Heating Cooling Name System Type Number of HSPF / EER/ Zonally Compressor HERS Verification Units Efficiency HSPF2/ Cap47 Cap 17 Efficiency SEER/ EER/ Controlled Type Type COP Type SEER2 CEER Heat Pump VCHP-ductless l HSPF 8.2 12000 9000 EERSEER 14 11.S Not Zonal Single Heat Pump System System l Speed 1-hers-htpump Registration Number: 423-P010053254A-000·000-0000000-0000 Registration Date/Time: 03/29/2023 21 :57 HERS Provider: CHEERS ~g;:,7'~jbf:''foio,;i:}'gf~nhcif:s9t~~~J't:~:'J.r:~/'(u/i,~~S:/ t'o~5ef~g~i{ %f:~:7~h,~~~~fo,f~~~'::n~~"f~cf[J/d~J;~~f_RS) using Information uploaded by third parties not affiliated with or related to CHEERS. Tht!refore, CHEERS Is not CA Building Energy Efficiency Standards -2022 Residential Compliance Report Version: 2022.0.000 Report Generated: 2023-03-29 21:53:13 Schema Version: rev 20220901 CERTIFICATE OF COMPLIANCE -RESIDENTIAL PERFORMANCE COMPLIANCE M ETHOD Project Name: New Detached ADU Calculation Description: Title 24 Analysis HVAC HEAT PUMPS· HERS VERIFICATION 01 02 03 04 Calculation Date/Time: 2023-03-29T21:52:41-07:00 Input File Name: 1850 Pentas Court 3-29-23.ribd22x 05 06 07 08 Name Verified Airflow Airflow Target Verified EER/EER2 Verified Verified Refrigerant Verified Verified Heating SEER/SEER2 Charge HSPF/HSPF2 Cap47 Heat Pump System Not Required 0 Not Required Not Required Yes No Yes 1-hers-htpump VARIABLE CAPACITY HEAT PUMP COMPLIANCE OPTION· HERS VERIFICATION 01 02 03 04 OS 06 07 08 09 Certified Airflow to Ductless Units Air Filter Sizing Low Leakage Minimum Certified CF1R-PRF-01E (Page 9 of 10) 09 Verified Heating Cap 17 Yes 10 Indoor Fan not Wall Mount Ducts in Airflow per Name Low-Static Habitable in Conditioned & Pressure non-continuous Running Thermostat Conditioned RA3.3 and VCHP System Rooms Space Drop Rating Space SC3.3.3.4.l Fan Continuously Heat Pump System 1 Not required Required Required Required Not required Not required Not required Not required Not required INDOOR AIR QUALITY (IAQ) FANS 01 02 03 04 05 06 07 08 09 Fan Efficacy Includes IAQ Recovery Includes Fault Dwelling Unit Airflow (CFM) IAQFan Type Heat/Energy HERS Verification Status (W/CFM) Recovery? Effectiveness -SRE Indicator Display? SFam IAQVentRpt 33 0.35 Exhaust No n/a No Yes Registration Number: 423-P010053254A-000-000-0000000-0000 Registration Date/Time: 03/29/2023 21 :57 HERS Provider: CHEERS ~~"f:o~~jb"f:'ta~o~:r:;~nhC:/r;t~~~,ft~~;'J,~~!!ufao:;S:/ t°:;,1ei~~~r !f'J/:7gro~,:,~rfon5~~~1';;n!~'}'~cftfs ldgCJ~~~fRS) usln9 Information uploaded by third parties not affiUated with or related to CHEERS. Therefore, CHEERS is not CA Building Energy Efficiency Standards -2022 Residential Compliance Report Version: 2022.0.000 Report Generated: 2023-03-29 21:53:13 Schema Version: rev 20220901 CERTIFICATE OF COMPLIANCE -RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: New Detached ADU Calculation Description: Title 24 Analysis DOCUMENTATION AUTHOR'S DECLARATION STATEMENT 1. I certify that this Certificate of Compliance documentation is accurate and complete. Documentation Author Name: Ricardo Perez Company: Estudio75 Address: 4275 Executive Square #200 City/State/Zip: La Jolla, CA 92037 RESPONSIBLE PERSON'S DECLARATION STATEMENT I certify the following under penalty of perjury, under the laws of the State of California: Calculation Date/Time: 2023-03-29T21:52:41-07:00 Input File Name: 1850 Pentas Court 3-29-23.ribd22x Documentation Author Signature: 'R. lca-vdo-Pe-rep Signature Date: 03/29/2023 CEA/ HERS Certification Identification (If applicable): Phone: 619-274-2838 l . I am eligible under Division 3 of the Business and Professions Code to accept responsibility for the building design identified on this Certificate of Compllance. CF1R-PRF-01E (Page 10 of 10) 2. I certify that the energy features and performance specifications Identified on thls Certificate of Compliance conform to the requirements of Title 24, Part 1 and Part 6 of the California Code of Regulations. 3. The building design features or system design features identified on this Certificate of Compllance are consistent with the information provided on other applicable compliance documents, worksheets, calculations, plans and specifications submitted to the enforcement agency for approval with this building _permit application. Responsible Designer Name: Responsible Designer Signature: Ricardo Perez 'R. lca-vdo-Pe-rep Company: Date Signed: Estudio75 03/29/2023 Address: License: 4275 Executive Square #200 City/State/2ip: Phone: La Jolla, CA 92037 619-274-2838 Registration Number: 423-P010053254A-OOO-OOO·OOOOOOO-OOOO Registration Date/Time: 03/29/2023 21 :57 HERS Provider: CHEERS ~~:~~ijbr:iio;:::r:;inho~sgt~~,ft~~:'Ji~~~~a;,s;; 1:,~5ef~~~i ;r:~~7~~:~tfl,fra~~:::n~~ry~cf{J/~cJ;,~~r.RS) using Information uploaded by third parties not affiliated with or related to CHEERS. Therefore, CHEERS Is not CA Building Energy Efficiency Standards -2022 Residential Compliance Report Version: 2022.0.000 Report Generated: 2023-03-29 21:S3:13 Schema Version: rev 20220901 RESIDENTIAL MEASURES SUMMARY RMS•1 Project Name Building Type @ Single Family □ Addition Alone I Date New Detached ADU □ Multi Family □ Existing+ Addition/Alteration 3/29/2023 Project Address California Energy Climate Zone I Total Cond. Floor Area I Addition I # of ~nits 1848 Pentas Court Carlsbad CA Climate Zone 07 622 nla INSULATION Area Construction Type Cavity (tr) Special Features Status Wall Wood Framed R 15 765 New Door Opaque Door R-5 20 New Slab Unheated Slab-on-Grade -no insulation 622 Perim = O' New Roof Wood Framed Attic R30 622 Cool Roof New FENESTRATION I Total Area: 111 I Glazing Percentage: 17.9% I New/Altered Average U-Factor: 0.30 Orientation Area(tr) U•Fac SHGC Overhang Sidefins Exterior Shades Status Front (W) 30.0 0.300 0.23 none none NIA New Right (S) 23.3 0.300 0.23 none none NIA New Left (N) 48.0 0.300 0.23 none none NIA New Rear(E) 10.0 0.300 0.23 none none NIA New HVAC SYSTEMS Qty. Heating Min. Eff Cooling Min. Eff Thermostat Status 1 Electric Heat Pump 8.20 HSPF Split Heat Pump 14.0SEER Setback New HVAC DISTRIBUTION Duct Location Heating Cooling Duct Location R-Value Status New Mlnisplit Ductless I No Fan Ductless nla nla New WATER HEATING Qty. Type Gallons Min. Eff Distribution Status EneravPro 9. 1 bv EneravSoft User Number: 6441 ID: Paqe 13 of 19 2022 Single-Family Residential Mandatory Requirements Summary NOTE: Single-family residential buildings subject to the Energy Codes must comply with all applicable mandatory measures, regardless of the compliance approach used. Review the respective section for more information. (0412022) Building Envelope: § 110.6(a)1: Air Leakage. Manufactured fenestration, exterior doors, and exterior pet doors must limit air leakage to 0.3 CFM per square foot or less when tested per NFRC-400, ASTM E283, or AAMA/WDMA/CSA 101/I.S.2/A440-2011. * § 110.6(a)5: Labeling. Fenestration products and exterior doors must have a label meeting the requirements of§ 10-111 (a). § 110.6(b): Field fabricated exterior doors and fenestration products must use U-factors and solar heat gain coefficient (SHGC) values from Tables 110.6-A, 110.6-8, or JA4.5 for exterior doors. They must be caulked and/or weather-stripped.* §110.7: Air Leakage. All joints, penetrations, and other openings in the building envelope that are potential sources of air leakage must be caulked, qasketed, or weather stripped. § 110.S(a): Insulation Certification by Manufacturers. Insulation must be certified by the Department of Consumer Affairs, Bureau of Household Goods and Services (BHGS). § 110.8(g): lnsulati<,>n Requirements for Heated Slab Floors. Heated slab floors must be insulated per the requirements of§ 110.B(g). § 110.8(i): Roofing Products Solar Reflectance and Thermal Emittance. The thermal emittance and aged solar reflectance values of the roofing material must meet the requirements of§ 110.S(i) and be labeled per §10-113 when the installation of a cool roof is specified on the CF1R. § 110.80): Radiant Barrier. When required, radiant barriers must have an emittance of 0.05 or less and be certified to the Department of Consumer Affairs. Roof Deck, Ceiling and Rafter Roof Insulation. Roof decks in newly constructed attics in climate zones 4 and 8-16 area-weighted average U-factor not exceeding U-0.184. Ceiling and rafter roofs minimum R-22 insulation in wood-frame ceiling; or area-weighted average § 150.0(a): U-factor must not exceed 0.043. Rafter roof alterations minimum R-19 or area-weighted average U-factor of 0.054 or less. Attic access doors must have permanently attached insulation using adhesive or mechanical fasteners. The attic access must be gasketed to prevent air leakage. Insulation must be installed in direct contact with a roof or ceiling which is sealed to limit infiltration and exfiltration as specified in§ 110.7, includino but not limited to olacina insulation either above or below the roof deck or on too of a drywall ceilina. * § 150.0(b): Loose-fill Insulation. Loose fill insulation must meet the manufacturer's required density for the labeled R-value. Wall Insulation. Minimum R-13 insulation in 2x4 inch wood framing wall or have a U-factor of 0.102 or less, or R-20 in 2x6 inch wood § 150.0(c): framing or have a U-factor of 0.071 or less. Opaque non-framed assemblies must have an overall assembly U-factor not exceeding 0.102. Masonry walls must meet Tables 150.1-A or 8. * . § 150.0(d): Raised-floor Insulation. Minimum R-19 insulation in raised wood framed floor or 0.037 maximum U-factor. • Slab Edge Insulation. Slab edge insulation must meet all of the following: have a water absorption rate, for the insulation material alone § 150.0(ry: without facings, no greater than 0.3 percent; have a water vapor permeance no greater than 2.0 perm per inch; be protected from physical damage and UV light deterioration; and, when installed as part of a heated slab floor, meet the requirements of§ 110.8(g). § 150.0(g)1: Vapor Retarder. In climate zones 1 through 16, the earth floor of unvented crawl space must be covered with a Class I or Class II vapor retarder. This requirement also applies to controlled ventilation crawl space for buildings complying with the exception to ~150.0(d). § 150.0(g)2: Vapor Retarder. In climate zones 14 and 16, a Class I or Class II vapor retarder must be installed on the conditioned space side of all insulation in all exterior walls, vented attics, and unvented attics with air-permeable insulation . § 150.0(q): Fenestration Products. Fenestration, including skylights, separating conditioned space from unconditioned space or outdoors must have a maximum U-factor of 0.45; or area-weighted average U-factor of all fenestration must not exceed 0.45. * , ' Fireplaces, Decorative Gas Appliances, and Gas Log: § 110.S(e) Pilot Light. Continuously burning pilot lights are not allowed for indoor and outdoor fireplaces. § 150.0(e)1 : Closable Doors. Masonry or factory-built fireplaces must have a closable metal or glass door covering the entire opening of the firebox. § 150.0(e)2: Combustion Intake. Masonry or factory-built fireplaces must have a combustion outside air intake, which is at least six square inches in area and is equipped with a readily accessible, operable, and tiqht-fittinq damper or combustion-air control device. * § 150.0(e)3: Flue Damper. Masonry or factorv-built fireplaces must have a flue damper with a readily accessible control.• Space Conditionina Water Heatina and Plumbina System· ' § 110.0-§ 110.3: Certification. Heating, ventilation, and air conditioning (HVAC) equipment, water heaters, showerheads, faucets, and all other regulated appliances must be certified by the manufacturer to the California Energy Commission. • § 110.2(a): HVAC Efficiency. Equipment must meet the applicable efficiency requirements in Table 110.2-A through Table 110.2-N. • Controls for Heat Pumps with Supplementary Electric Resistance Heaters. Heat pumps with supplementary electric resistance § 110.2(b): heaters must have controls that prevent supplementary heater operation when the heating load can be met by the heat pump alone; and in which the cut-on temperature for compression heating is higher than the cut-on temperature for supplementary heating, and the cut-off temperature for compression heatinq is higher than the cut-off temperature for supplementary heatinq. • § 110.2(c): Thermostats. All heating or cooling systems not controlled by a central energy management control system (EMCS) must have a setback thermostat. * Insulation. Unfired service water heater storage tanks and solar water-heating backup tanks must have adequate insulation, or tank § 110.3(c)3: surface heat loss rating . § 110.3(c)6: Isolation Valves. Instantaneous water heaters with an input rating greater than 6.8 kBtu per hour (2 kW) must have isolation valves with hose bibbs or other fittings on both cold and hot water lines to allow for flushing the water heater when the valves are closed. 5/6/22 2022 Single-Family Residential Mandatory Requirements Summary Pilot Lights. Continuously burning pilot lights are prohibited for natural gas: fan-type central furnaces; household ccoking appliances § 110.5: (except appliances without an electrical supply voltage connection with pilot lights that consume less than 150 Btu per hour); and pool and spa heaters. • Building Cooling and Heating Loads. Heating and/or cooling loads are calculated in accordance with the ASHRAE Handbook, § 150.0(h)1: Equipment Volume, Applications Volume, and Fundamentals Volume; the SMACNA Residential Comfort System Installation Standards Manual; or the ACCA Manual J using design conditions specified in § 150.0(h)2. § 150.0(h)3A: Clearances. Air conditioner and heat pump outdoor condensing units must have a clearance of at least five feet from the outlet of any drver. § 150.0(h)3B: Liquid Line Drier. Air conditioners and heat pump systems must be equipped with liquid line filter driers if required, as specified by the manufacturer's instructions. Water Piping, Solar Water-heating System Piping, and Space Conditioning System Line Insulation. All domestic hot water § 150.0(i)1: piping must be insulated as specified in § 609.1 1 of the California Plumbina Code. * Insulation Protection. Piping insulation must be protected from damage, including that due to sunlight, moisture, equipment' § 150.00)2: maintenance, and wind as required by §120.3(b). Insulation exposed to weather must be water retardant and protected from UV light (no adhesive tapes). Insulation covering chilled water piping and refrigerant suction piping located outside the conditioned space must include, or be protected by, a Class I or Class II vapor retarder. Pipe insulation buried below grade must be installed in a waterproof and non-crushable casing or sleeve. Gas or Propane Water Heating Systems. Systems using gas or propane water heaters to serve individual dwelling units must § 150.0(n)1: designate a space at least 2.5' x 2.5' x 7' suitable for the future installation of a heat pump water heater, and meet electrical and plumbing requirements, based on the distance between this designated space and the water heater location; and a condensate drain no more than 2" higher than the base of the water heater Solar Water-heating Systems. Solar water-heating systems and collectors must be certified and rated by the Solar Rating and § 150.0(n)3: Certification Corporation (SRCC), the International Association of Plumbing and Mechanical Officials, Research and Testing (IAPMO R&T), or by a listing agency that is approved by the executive director. Ducts and Fans: Ducts. Insulation installed on an existing space-conditioning duct must comply with§ 604.0 of the California Mechanical Code (CMC). If a § 110.8(d)3: contractor installs the insulation, the contractor must certify to the customer, in writing, that the insulation meets this requirement. CMC Compliance. All air-distribution system ducts and plenums must meet CMC §§ 601.0-605.0 and ANSI/SMACNA-006-2006 HVAC Duct Construction Standards Metal and Flexible 3rd Edition. Portions of supply-air and return-air ducts and plenums must be insulated to R-6.0 or higher; ducts located entirely in conditioned space as confirmed through field verification and diagnostic testing (RA3.1.4.3.8) do not require insulation. Connections of metal ducts and inner core of flexible ducts must be mechanically fastened. Openings must be § 150.0(m)1: sealed with mastic, tape, or other duct-closure system that meets the applicable UL requirements, or aerosol sealant that meets UL 723. The combination of mastic and either mesh or tape must be used to seal openings greater than ¼", If mastic or tape is used. Building cavities, air handler support platforms, and plenums designed or constructed with materials other than sealed sheet metal, duct board or flexible duct must not be used to convey conditioned air. Building cavities and support platforms may contain ducts; ducts installed in these spaces must not be compressed. • Factory-Fabricated Duct Systems. Factory-fabricated duct systems must comply with applicable requirements for duct construction, § 150.0(m)2: connections, and closures; joints and seams of duct systems and their components must not be sealed with cloth back rubber adhesive duct tapes unless such tape is used in combination with mastic and draw bands. § 150.0(m)3: Field-Fabricated Duct Systems. Field-fabricated duct systems must comply with applicable requirements for: pressure-sensitive tapes, mastics, sealants, and other requirements specified for duct construction. § 150.0(m)7: Backdraft Damper. Fan systems that exchange air between the conditioned space and outdoors must have backdraft or automatic dampers. § 150.0(m)B: Gravity Ventilation Dampers. Gravity ventilating systems serving cond itioned space must have either automatic or readily accessible, manually operated dampers in all openinQs to the outside, except combustion inlet and outlet air openinQs and elevator shaft vents. Protection of Insulation. Insulation must be protected from damage due tosunlight, moisture, equipment maintenance, and wind. § 150.0(m)9: Insulation exposed to weather must be suitable for outdoor service (e.g., protected by aluminum, sheet metal, painted canvas, or plastic cover). Cellular foam insulation must be protected as above or oainted with a water retardant and solar radiation-resistant coating. § 150.0(m)10: Porous Inner Core Flex Duct. Porous inner cores of flex ducts must have a non-porous layer or air barrier between the inner core and outer vapor barrier. Duct System Sealing and Leakage Test. When space conditioning systems use forced air duct systems to supply conditioned air to an § 150.0(m)1 1: occupiable space, the ducts must be sealed and duct leakage tested, as confirmed through field verification and diagnostic testing, in accordance with Reference Residential Appendix RA3.1 . Air Filtration. Space conditioning systems with ducts exceeding 10 feet and the supply side of ventilation systems must have MERV 13 § 150.0(m)12: or equivalent filters. Filters for space conditioning systems must have a two inch depth or can be one inch if sized per Equation 150.0-A. Clean-filter pressure drop and labeling must meet the requirements in §150.0(m)12. Filters must be accessible for regular service. Filter racks or grilles must use gaskets, sealing, or other means to close gaps around the inserted filters to and prevents air from bypassing the filter.• 5/6/22 § 150.0(m)13: 2022 Single-Family Residential Mandatory Requirements Summary Space Conditioning System Airflow Rate and Fan Efficacy. Space conditioning systems that use duels to supply cooling must have a hole for the placement of a static pressure probe, or a permanently installed static pressure probe in the supply plenum. Airflow must be ~ 350 CFM per ton of nominal cooling capacity, and an air-handling unit fan efficacy s 0.45 watts per CFM for gas furnace air handlers and s 0.58 watts per CFM for all others. Small duct high velocity systems must provide an airflow~ 250 CFM per ton of nominal cooling capacity, and an air-handling unit fan efficacy s 0.62 watts per CFM. Field verification testing is required in accordance with Reference Residential Appendix RA3.3. * Ventilation and Indoor Air Quality: § 150.0(o)1: Requirements for Ventilation and Indoor Air Quality. All dwelling units must meet the requirements of ASH RAE Standard 62.2, Ventilation and Acceptable Indoor Air Quality in Residential Buildings subject lo the amendments specified in§ 150.0(o)1. * § 150.0(o)1B: Central Fan Integrated (CFI} Ventilation Systems. Continuous operation of CFI air handlers is not allowed to provide the whole- dwelling unit ventilation airflow required per §150.0(o)1C. A motorized damper(s) must be installed on the ventilation duct(s) that prevents all airflow through the space conditioning duct system when the damper(s) is closed andcontrolled per §150.0(o)1Biii&iv. CFI ventilation systems must have controls that track outdoor air ventilation run time, and either open or close the motorized damper(s) for compliance with ~150.0(o)1C. Whole-Dwelling Unit Mechanical Ventilation for Single-Family Detached and townhouses. Single-family detached dwelling units, § 150.0(o)1C: and attached dwelling units not sharing ceilings or floors with other dwelling units, occupiable spaces, public garages, or commercial spaces must have mechanical ventilation airflow specified in§ 150.0(o)1Ci-iii. § 150.0(o)1 G: Local Mechanical Exhaust. Kitchens and bathrooms must have local mechanical exhaust; nonenclosed kitchens must have demand- control led exhaust system meeting requirements of §150.0(o)1 Giii,enclosed kitchens and bathrooms can use demand-controlled or continuous exhaust meeting §150.0(o)1Giii-iv. Airflow must be measured by the installer per §150.0(o)1 Gv, and rated for sound per ~150.0(o)1 Gvi. * § 150.0(o)1H&I: Airflow Measurement and Sound Ratings of Whole-Dwelling Unit Ventilation Systems. The airflow required per§ 150.0(o)1 C must be measured by using a flow hood, flow grid, or other airflow measuring device al the fan's inlet or outlet terminals/grilles per Reference Residential Appendix RA3.7. Whole-Dwelling unit ventilation systems must be rated for sound per ASHRAE 62.2 §7.2 at no less than the minimum airflow rate reauired by §150.0(o)1 C. Field Verification and Diagnostic Testing. Whole-Dwelling Unit ventilation airflow, vented range hood airflow and sound rating, § 150.0(o)2: and HRV and ERV fan efficacy must be verified in accordance with Reference Residential Appendix RA3. 7. Vented range hoods must be verified per Reference Residential Appendix RA3.7.4.3 to confirm if ii is rated by HVI or AHAM to comply with the airflow rates and sound requirements per §150.0(o)1G Pool and Spa Svstems and Eauipment: Certification by Manufacturers. Any pool or spa heating system or equipment must be _certified lo have all of the following: compliance § 110.4(a): with the Appliance Efficiency Regulations and listing in MAEDbS; an on-off switch mounted outside of the heater that allows shutting off the healer without adjusting the thermostat setting; a permanent weatherproof plate or card with operating instructions; and must not use electric resistance heating. * § 110.4(b)1: Piping. Any pool or spa heating system or equipment must be installed with al least 36 inches of pipe between the filler and the heater, or dedicated suction and return lines, or built-in or built-up connections to allow for future solar healing. § 110.4(b)2: Covers. Outdoor pools or spas that have a heal pump or gas heater must have a cover. § 110.4(b )3: Directional Inlets and Time Switches for Pools. Pools must have directional inlets that adequately mix the pool water, and a time switch that will allow all pumps to be set or programmed to run only during off-peak electri c demand periods. § 110.5: Pilot Light. Natural gas pool and spa heaters must not have a continuously burning pilot light. § 150.0(p): Pool Systems and Equipment Installation. Residential pool systems or equipment must meet the specified requirements for pump sizing, flow rate, piping, filters, and valves. * Lighting: Lighting Controls and Components. All lighting control devices and systems, ballasts, and luminaires must meet the applicable § 110.9: requirements of & 110.9. • § 150.0(k)1A: Luminaire Efficacy. All installed luminaires must meet the requirements in Table 150.0-A, except lighting integral to exhaust fans, kitchen range hoods, bath vanity mirrors, and garage door openers; navigation lighting less than 5 watts; and lighting internal to drawers, cabinets, and linen dosets with an efficacy of at least 45 lumens per watt. § 150.0(k)1B: Screw based luminaires. Screw based luminaires must contain lamps that comply with Reference Joint Appendix JAB. * § 150.0(k)1C: Recessed Downlight Luminaires in Ceilings. Luminaires recessed into ceilings must not contain screw based sockets, must be airtight, and must be sealed with a gasket or caulk. California Electrical Code § 410.116 must also be met. § 150.0(k)1D: Light Sources in Enclosed or Recessed Luminaires. Lamps and other separable light sources that are not compliant with the JAB elevated temoerature reauiremenls, includina markinq requirements, must not be installed in enclosed or recessed luminaires. § 150.0(k)1E: Blank Electrical Boxes. The number of electrical boxes that are more than five feet above the finished floor and do not contain a luminaire or other device shall be no more than the number of bedrooms. These boxes must be served by a dimmer, vacancy sensor control, low vollaqe wirinq, or fan speed control. § 150.0(k)1F: Lighting Integral to Exhaust Fans. Lighting integral lo exhaust fans (except when installed by the manufacturer in kitchen exhaust hoods) must meet the applicable requirements of~ 150.0(k). * 5/6/22 2022 Single-Family Residential Mandatory Requirements Summary - § 150.0(k)1G: Screw based luminaires. Screw based luminaires must contain lamps that comply with Reference Joint Appendix JAB. * Light Sources in Enclosed or Recessed Luminaires. Lamps and other separable light sources that are not compliant with the JAB § 150.0(k)1H: elevated temperature requirements, including marking requ irements, must not be installed in enclosed or recessed luminaires. § 150.0(k)1I: Light Sources in Drawers, Cabinets, and Linen Closets. Light sources internal to drawers, cabinetry or linen closets are not required to comply with Table 150.0-A or be controlled by vacancy sensors provided that they are rated to consume no more than 5 waits of power, emit no more than 150 lumens, and are equipped with controls that automatically turn the lighting off when the drawer, cabinet or linen closet is closed. § 150.0(k)2A: Interior Switches and Controls. All forward phase cut dimmers used with LED light sources must comply with NEMA SSL 7A. § 150.0(k)2B: Interior Switches and Controls. Exhaust fans must be controlled separately from liahtina svstems. • § 150.0(k)2A: Accessible Controls. Lighting must have readily accessible wall-mounted controls that allow the lighting to be manually turned on and off.* § 150.0(k)2B: Multiple Controls. Controls must not bypass a dimmer, occupant sensor, or vacancy sensor function if the dimmer or sensor is installed to comply with & 150.0(k). § 150.0(k)2C: Mandatory Requirements. Lighting controls must comply with the applicable requirements of§ 110.9. Energy Management Control Systems. An energy management control system (EMCS) may be used to comply with dimming, § 150.0(k)2D: occupancy, and control requirements if it provides the functionality of the specified control per§ 110.9 and the physical controls specified in§ 150.0(k)2A. Automatic Shutoff Controls. In bathrooms, garages, laundry rooms, utility rooms and walk-in closets, at least one installed luminaire § 150 .O(k)2E: must be controlled by an occupancy or vacancy sensor providing automatic-off functionality. Lighting inside drawers and cabinets with ooaaue fronts or doors must have controls that turn the liqht off when the drawer or door is closed. § 150.0(k)2F: Dimmers. Lighting in habitable spaces (e.g., living rooms, dining rooms, kitchens, and bedrooms) must have readily accessible wall- mounted dimming controls that allow the lighting to be manually adjusted up and down. Forward phase cut dimmers controlling LED light sources in these so aces must comolv with NEMA SSL 7 A. § 150.0(k)2K: Independent controls. Integrated lighting of exhaust fans shall be controlled independently from the fans. Lighting under cabinets or shelves, liahtinq in display cabinets, and switched outlets must be controlled separately from ceilina-installed liqhtina. Residential Outdoor Lighting. For single-family residential buildings, outdoor lighting permanently mounted to c1 residential building, or to § 150.0(k)3A: other buildings on the same lot, must have a manual on/off switch and either a photocell and motion sensor or automatic time switch control) or an astronomical time clock. An energy management control system that provides the specified control functionality and meets all applicable requirements may be used to meet these requirements. § 150.0(k)4: Internally illuminated address signs. Internally illuminated address signs must either comply with§ 140.8 or consume no more than 5 watts of power. § 150.0(k)5: Residential Garages for Eight or More Vehicles. Lighting for residential parking garages for eight or more vehicles must comply with the applicable requirements for nonresidential garages in §§ 110.9, 130.0, 130.1, 130.4, 140.6, and 141 .0. Solar Readiness: Single-family Residences. Single-family residences located in subdivisions with 10 or more single-family residences and where the § 110.10(a)1 : application for a tentative subdivision map for the residences has been deemed complete and approved by the enforcement agency, which do not have a photovoltaic system installed, must comply with the requirements of & 110.1 O(b)-(e). Minimum Solar Zone Area. The solar zone must have a minimum total area as described below. The solar zone must comply with access, pathway, smoke ventilation, and spacing requirements as specified in Title 24, Part 9 or other parts of Tille 24 or in any requirements adopted by a local jurisdiction. The solar zone total area must be comprised of areas that have no dimension less than 5 feet and are no less than 80 square feel each for buildings with roof areas less than or equal to 10,000 square feet or no less than 160 §110.10(b)1A: square feet each for buildings with roof areas greater than 10,000 square feet. For single-family residences, the solar zone must be located on the roof or overhang of the building and have a total area no less than 250 square feet. • § 110.10(b)2: Azimuth. All sections of the solar zone located on steep-sloped roofs must have an azimuth between 90-300° of true north. § 110.10(b)3A: Shading. The solar zone must not contain any obstructions, including but not limited to: vents, chimneys, architectural features, and roof mounted equipment. • Shading. Any obstruction located on the roof or any other part of the building that projects above a solar zone must be located at least twice the § 110.1 O(b)3B: horizontal distance of the height difference between the highest point of the obstruction and the horizontal projection of the nearest point of the solar zone, measured in the vertical plane.· § 110.10(b)4: Structural Design Loads on Construction Documents. For areas of the roof designated as a solar zone, the structural design loads for roof dead load and roof live load must be clearly indicated on the construction documents. Interconnection Pathways. The construction documents must indicate: a location reserved for inverters and metering equipment and a § 110.10(c): pathway reserved for routing of conduit from the solar zone to the point of interconnection with the electrical service; and for single-family residences and central water-heatina svstems a oathwav reserved for routing plumbina from the solar zone to the water-heatinq system. § 110.10(d): Documentation. A copy of the construction documents or a comparable document indicating the information from§ 110.1 O(b)-(c) must be provided to the occupant. § 110.10(e)1: Main Electrical Service Panel. The main electrical service panel must have a minimum busbar rating of 200 amps. § 110.10(e)2: Main Electrical Service Panel. The main electrical service panel must have a reserved space to allow for the installation of a double pole circuit breaker for a future solar electric installation. The reserved space must be permanently marked as "For Future Solar Electric." Electric and Energy Storage Ready:· 5/6/22 § 150.0(s) § 150.0(t) § 150.0(u) § 150.0(v) 2022 Single-Family Residential Mandatory Requirements Summary Energy Storage System (ESS) Ready. All single-family residences must meet all of the following: Either ESS-ready interconnection equipment with backed up capacity of 60 amps or more and four or more ESS supplied branch circuits, Q{ a dedicated raceway from the main service to a subpanel that supplies the branch circuits in§ 150.0(s); at least four branch circuits must be identified and have their source collocated at a single panelboard suitable to be supplied by the ESS, with one circuit supplying the refrigerator, one lighting circuit near the primary exit, and one circuit supplying a sleeping room receptacle outlet; main panelboard must have a minimum busbar rating of 225 amps; sufficient space must be reserved to allow future installation of a system isolation equipment/transfer switch within 3' of the main anelboard, with racewa s installed between the anelboard and the switch location to allow the connection of backu ower source. Heat Pump Space Heater Ready. Systems using gas or propane furnaces to serve individual dwelling units must include: A dedicated unobstructed 240V branch circuit wiring installed within 3' of the furnace with circuit conductors rated at least 30 amps with the blank cover identified as "240V ready;" and a reserved main electrical service panel space to allow for the installation of a double pole circuit breaker ermanentl marked as "For Future 240V use." Electric Cooktop Ready. Systems using gas or propane cooktop to serve individual dwelling units must include: A dedicated unobstructed 240V branch circuit wiring installed within 3' of the cooktop with circuit conductors rated at least 50 amps with the blank cover identified as "240V ready;" and a reserved main electrical service panel space to allow for the installation of a aouble pole circuit breaker permanently marked as "For Future 240V use." Electric Clothes Dryer Ready. Clothes dryer locations with gas or propane plumbing to serve individual dwelling units must include: A dedicated unobstructed 240V branch circuit wiring installed within 3' of the dryer location with circuit conductors rated at least 30 amps with the blank cover identified as "240V ready;" and a reserved main electrical service panel space to allow for the installation of a double pole circuit breaker ermanentl marked as "For Future 240V use." *Exceptions may apply. 5/6/22 .. • ~ HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY Project Name New Detached ADU System Name New Minisplit ENGINEERING CHECKS SYSTEM LOAD Date 3/29/2023 Floor Area 622 Number of Svstems 1 COIL COOLING PEAK COIL HTG. PEAK Heating System CFM Sensible Latent CFM Sensible Output per System 12,000 Total Room Loads 262 5,642 370 140 5,593 Total Output (Btuh} 12,000 Return Vented Lighting 0 Output (Btuh/saftl 19.3 Return Air Ducts 0 0 Cooling System Return Fan 0 0 Output per Svstem 12,000 Ventilation 0 0 0 0 0 Total Output (Btuh} 12,000 Supply Fan 0 0 Total Output (Tons) 1.0 Supply Air Ducts 0 0 Total Output (Btuh/sqft) 19.3 Total Outout /saft/Tonl 622.0 TOTAL SYSTEM LOAD 5,642 370 5,593 Air System CFM per System 0 HVAC EQUIPMENT SELECTION Airflow (cfm} 0 Heatpump Minisplit 11 ,606 67 9,180 Airflow lcfm/saftl 0.00 Airflow (cfm/Ton) 0.0 Outside Air 1%} 0.0% Total Adjusted System Output 11,606 67 9,180 Outside Air (cfm/saft} 0.00 (Adjusted for Peak Design conditions) Note: values above aiven at ARI conditions TIME OF SYSTEM PEAK Aug 3 PM I Jan 1 AM HEATING SYSTEM PSYCHROMETRl<;S Airstream Temperatures at Time of HeatinQ Peak) 34 Of 68 °F 105 °F . ·i ~~r n~--~ , i Outside Air --o-O cfm Heating Coil 105°F , .. J ROoM • oi 68 °F 68 °F ~I ·1·-····-,--~~ I --·-~·· ~•».•--__ .,, • ~ COOLING SYSTEM PSYCHROMETRICS Airstream Temperatures at Time of CoolinQ Peak) 83 I 67 °F 75 / 61 °F 55 / 54 °F -Bl ~IJ--1--·~ ~ . ~ =· .--~-.,,-·"' "'"""' - r -r i Outside Air __. .,.. 0 cfm Cooling Coil 55 / 54 °F j I ROOM rel 46.8% 75 / 62 °F 75 I 62 °F ~]~[·]· -~--~ I --~ ... ':.1.:.·,r ,r,v,,_·..¥.,.,t,,r-M, .:"',.Z,3f."J ...... CCityof Carlsbad CERTIFICATION OF SCHOOL FEES PAID This form must be completed by the City, the applicant, and the appropriate school districts and returned to the City prior to issuing a building permit. The City will not issue any building permit without a completed school fee form. Project# & Name: DEV2023-0067, PIERCE FAMILY TRUST ENCROACHMEN" Permit#: CBR2023-1019 ------------------- Project Address: 1848 PENTAS CT Assessor's Parcel #: 2155210100 ------------------- Project Applicant: TRUST PIERCE FAMILY TRUST (Owner Name) Residential Square Feet: New/Additions: Second DwellinA Unit: 650 ------------------- Commercial Square Feet: New/Additions: ------------------- City Certification: City of Carlsbad Building Division Date: 08/02/2023 Certification of ApplicanUOwners. 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 D Encinitas Union School District 101 South Rancho Santa Fe Rd Encinitas, CA 92024 Phone: (760) 944-4300 x1166 D San Dieguito Union H.S. District 684 Requeza Dr. Encinitas, CA 92024 Phone: (760) 753-6491 Ext 5514 (By Appt. Only) D San Marcos Unified Sch. District 255 Pico Ave Ste. 100 San Marcos, CA 92069 Phone: (760) 290-2649 Contact: Katherine Marcelja (By Appt.only) D Vista Unified School District 1234 Arcadia Drive Vista CA 92083 Phone: (760) 726-2170 x2222 SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school district(s)) 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 faciliti~s. 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 School District Officia~ . l:) 1 ~ c,(3' ~ ~ . L, c:_ I G \..{_ Y'\. --=1-, \. ~ v\ ( / Title: ~ \ ,.., '\4.,,{) Y'.' ~ \f\1YV\, d < 4uti ... k---:: Date: 0 --/ () --d-{)8--5 CARLSBAD UNIFIED SCHOOL DISTRICT Name of School District: 6225 EL CAMINO REAL Phone:11 f.o 6 -3 '3 / -snob CARLSBAD CA 92009 COMMUNITY DEVELOPMENT -huilding Division 1635 Faraday Ave I Carlsbad, CA 92008-7314 I 442-339-2719 I 760-602-8560 f I building@carlsbadca.gov I www.carlsbadca.gov {City of Carlsbad HEIGfY Development Services BOUNDARY City of Carlsbad CERTIFICATION 8-60 OCT 1 2 2023 Building Division 1635 Faraday Avenue 760-602-2719 B-60 www.carlsbadca.gov This form shall be completed to certify building height and/or boundary when requested by the Building Division. Permit#: Assessor's Parcel Number: 21 5 521 01 ------------ Site Address: 1850 PENTAS COURT Owner's Name: PIERCE FAMILY TRUST (ABBEY CHAMBERLAIN) This is to affirm that on OCTOBER 1 O, 2 0 23 (date) the structure being constructed on the site was surveyed by, or under the direction of, the undersigned. HIEGHT CERTIFICATION: D The height from the lower of natural or finished grade to the highest finished point of the roof ridge elevation, or any part of the structure immediately above, was found to be in conformance with the approved plans. Surveyed height measurement (top of roof sheathing) at point(s) identified in approved plans as the highest point(s) of the structure above lower of natural or finished grade elevation. (Attach 8 ½"x 11" sheets showing elevation(s) of structure where measurement(s) were taken and location on site plan where they were taken) Total thickness of roofing materials (i.e. felt and roofing) to be installed after sheathing inspection, not to exceed:________ Total Height: _N_/A ____ _ BOUNDARY CERTIFICATION: ~ The boundary survey completed on the parcel establishes confirmation of setback compliance for the new construction proposed with this permit. The proposed setback shown on the design documents of 5.0 feet from the property boundary to the insi de edge of the foundation forms is confirmed to be in compliance with the proposed design. Applicable easements and/or encroachments discovered were brought to the attention of the property owner, project applicant and/or designer for design consideration. Land records research and/or a field survey was completed to determine this co mpliance. !/Pr 10/12/2023 Registered Civil Engineer, Structural Engineer, or Licensed Land Surveyor NOTE: Property owner or project applicant/developer may not certify building height. Planning Division Acknowledgement: _______________ Date: _____ _ PROJECT PLANNER Page 1 of 1 Rev. 10/21 Building Permit Finaled Revision Permit Print Date: 02/28/2024 Job Address: 1848 PENTAS CT, CARLSBAD, CA 92011-5137 Permit No: Status: (City of Carlsbad PREV2023-0137 Closed -Finaled Permit Type: BLDG-Permit Revision Work Class: Residential Permit Revision Parcel #: 2155210100 Track #: Applied: 06/30/2023 Valuation: $0.00 Lot#: Issued: 08/21/2023 Occupancy Group: R3/U #of Dwelling Units: 1 Bedrooms: Project#: DEV2023-0067 Finaled Close Out: 02/28/2024 Bathrooms: Occupant Load: Code Ed ition: Sprinkled: No Plan#: Construction Type:VB Orig. Plan Check#: CBR2023-1019 Plan Check#: Project Title: PIERCE FAMILY TRUST ENCROACHMENT AGRE EMENT Description: CHAMBERLAIN: DEFERRED TRUSS, ADD DOOR AT KITCHEN, UPDATE TITLE 24 FEE BUILDING PLAN CH ECK FEE (manual) BUILDING PLAN CHECK REVISION ADMIN FEE Property Owner: PIERCE FAMILY TRUST 1850 PENTAS CT CARLSBAD, CA 92011-5137 Total Fees: $275.00 Total Payments To Date: Building Division $275.00 Final Inspection: INSP ECTOR: Balance Due: 1635 Faraday Avenue, Carlsbad CA 92008-7314 I 442-339-2719 I 760-602-8560 f I www.carlsbadca.gov AMOUNT $240.00 $35.00 $0.00 Page 1 of 1 { City of Carlsbad PLAN CHECK REVISION OR DEFERRED SUBMITTAL APPLICATION 8-15 Development Services Building Division 1635 Farad ay Avenue 442-339-2719 www.carlsbadca.gov ____ , _________________________________ _ Original Plan Check Number CiC.£..De.,> \0 \ q Plan Revision Number 9RD/2Ce,?>-Q\~X Project Address _(_8_l/_9_P-~-e._n_-ht-__ s_G_~ __ c_·_a,_✓_I _< _b~ ___ 9~Z_'O_I ~\ --- General Scope of Revision/Deferred Submittal: Oc..to.J:Cl..c\ :Ic\l~'!:) ~pdo..:te.., +;-\ \ !-24 \ o.dd dcrn: @ \Z..'d:r__ne o CONTACT INFORMATION: Name Mkl~ C V¼'vt,J~.c_r \0.1~ Phone 7feu --Z/3 -/ 2 03 Fax~------ Address 18 5D 1evi~ s C+-, City L0vcl $ bttJ Zip 9 Z-o I/ Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1 . Elements revised: 8 Plans -S-,calculations D Soils D Energy D Other r1 -· Describe revisions in detail ~e..e.... r:'1\ r-f> _!-~ .. 2_\)\ ~\~ ("\_ Cl \ \.. 1 rl. f"lr-i 1 C' f')mn \e t c> ~LI..__")~} \ 4., Does this revision, in any way, alter the exterior of the project? D Yes 5. Does this revision add ANY new floor area(s)? D Yes Rf No 6. 7. D Yes @No 3. List page(s) where each revision is shown Ph: 442-339-27 I 9 Fax: 760-602-8558 Email: building@carlsbadca.gov www.carlsbadca.gov True North COMPLIANCE S RVIC S July 11, 2023 City of Carlsbad Community Development Department -Building Division 1635 Faraday Ave. City of Carlsbad -FINAL REVIEW City Permit No: PREV2023-0137 True North No.: 23-018-596 Carlsbad, CA 92008 Plan Review: Residential Revision Address: 1848 Pentas Ct Applicant Name: Abbey Chamberlain Applicant Email: abbey@abbeychamberlain.com OCCUPANCY AND BUILDING SUMMARY: Occupancy Groups: R-3 Occupant Load: NIA Type of Construction: V-B Sprinklers: NI A Stories: One Area of Work (sq. ft.): NIA sq. ft. The plans have been reviewed for coordination with the permit application. Valuation: See Notes Below Scope of Work: Confirmed Floor Area: See Notes Below Notes: Revision pennit, tJ.O valuation or floor area. Attn: Building & Safety Department, True North Compliance Services, lnc. has completed the final review of the following documents for the project referenced above on behalf of the City of Carlsbad: 1. Drawings: One (1) copy by Creative Design & Build. 2. Structural Calculations: One (l) copy dated June 28, 2023, by Stone Truss. The 2022 California Building, Mechanical, Plumbing, and Electrical Codes (i .e., 2021 IBC, UMC, UPC, and 2020 NEC, as amended by the State of California), 2022 California Green Building Standards Code, 2022 California Existing Building Code, and 2022 California Energy Code, as applicable, were used as the basis of our review. Please note that our review has been completed and we have no further comments, however, we bring the following to your attention: 1. This project is Hourly. Please charge the applicant the following hours of plan review. True North Compliance Services, Inc. 15375 Barranca Pkwy, Suite A202, Irvine, CA 92618 T / 562. 733.8030 L.. STONE TRUSS 507 JONES ROAD OCEANSIDE, CA 92054 760-967-6171 Chamberlain ADU 1848 Pentas Ct. Carlsbad, CA. 92011 6/28/2023 > 1--0 OMt--- ONlfllltA. "1'"""0 ,-, ON 'I'"""-~ NO~ I,{') £2 ~ Lr.> <.D I N M N 0 N > w "O) ~ (0 "1'""" I.I. oo CL o~ I I C")M NN oo NN > 0::: wco au b (") N l . -----~--~r-----~-----~-----~~ _, __ __J __ , J ;1 ~ :, i . .. :; :l j, 29'0" -- ~ I j _____ .______, ____ , __ _ ... DRAG 1000, B06 i I! 17 V V 805 2'0" 13' O" NOTES: Roof Pitch: 2:12 Clg Pitch: 0 12" Overhang 2x4 Top Chord 5 13/16" Heel Hgt TRUSSES 24" o.c. 14' O" 0 CX) ~ (!) --0 ,<( b en ,_.e. .. -• .... ··- ~ 2 z 0 " ~I ~~ =-·· ...~ (IJ ~il ~S! i i~ aZ ~! z_,I I ~~1 0 .... Ii c if ~~ I ;! ,; I c!i z 1: <Cl ia -;= ! ~l .. ~ i; . z i -:::, g_ ::, +.l ~ C U <( <( en U en C: (0 ...... ·---0 ...... Cl) .mcru 0 :::, ... ... G>.cC\I t-G> 0-en c» .0 --E co «i 0 0 (0 ~ (,,) a:: .s::. ...... (.) O..iQMr: Franc1100 xa1am1r,.. Scale· Job 1: 230551 MiTek~ Re: 230551-A Chamberlain ADU MiTek USA, Inc. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 Telephone 916-755-3571 The tru s drawing( ) referenced below have been prepared by MiTek USA, lnc. under my direct supervision based on the parameters provided by Stone Truss, Inc .. Pages or sheets covered by this seal: R76859980 thru R76859989 My license renewal date for the state of California is September 30, 2024. June 16,2023 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 build Ing designer should verify applicability of design parameters and property incorporate these designs into the overall building design per ANSlff Pl 1, Chapter 2. . Job Truss Truss Type Qty Ply Chamberlain ADU 230551-A A01G Common Structural Gable 1 1 Job Reference /ootlonall R76859980 Stone Truss, Inc.. Oceanside, CA -92054. Run: 8.63 S Apr 6 2023 Print: 8.630 S A+i< 6 2023 MfTek Industries, Inc. Fri Jun 16 15:55:qG ID:o1JpgnvDdoMILbkDmt?OH 1 zCySd-RIC?Ps870Hq3NSgPqnL8W3ulTXbGKWrCD017 J4z.JC?f Page: 1 9-0-0 18-0-0 9-0-0 9-0-0 1.5x4 • 12 4x4g i r 4 25 26 6 24 27 728 . 29 4x4a 1 2 1±1 8 9 . . 6x8• 14 13 12 11 10 18-0--0 Scale = 1 :39.5 :>1ate Offsets (X, Y): (2:0-4-4,0-2-14], [2:1-0-4,0-1-8), (8:0-4-4,0-2-14), [8:1-0-4,0-1-8] Loading (psi) Spacing 2-0-0 CSI DEFL in rcLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.31 Vert(LL) -0.08 fCDL 16.0 LumberDOL 1.25 BC 0.40 Vert(CT) -0.17 3CLL o.o• Rep Stress Iner YES WB 0.09 Horz(CT) 0,01 3COL 10.0 Code IBC2021 /TPl2014 Matrix-AS _UMBER rOPCHORD 30TCHORD )THERS :!RACING TOP CHORD 30T CHORD ~EACTIONS ;ORCES rOPCHORD 30TCHORD NEBS ',!OTES 2X4 OF No.1 &Bir G 2X4 OF No.1 &Btr G 2X4 DFStdG Structural wood sheathing directly applied. Rigid celling directly applied. (size) 2=18-0-0, 8=18-0-0, 10=18-0-0, 11=18-0-0, 12=18-0-0, 13=18-0-0, 14=18-0-0, 15=18-0-0, 18=18-0-0 Max Horlz 2=33 (LC 7), 15=33 (LC 7) Max Uplift 2=-119 (LC 7), 8=-81 (LC 8), 10=-96 (LC 12). 11=-387 (LC 34), 12=-12 (LC 7), 13=-427 (LC 29), 14=-142 (LC 11), 15=-119 (LC 7). 18=-81 (LC 8) Max Grav 2=497 (LC 35), 8=444 (LC 42), 10=747 (LC 34), 11=99 (LC 40), 12=363 (LC 39), 13=57 (LC 11), 14=815 (LC 24), 15=497 (LC 35), 18=444 (LC 42) (lb) -Maximum Compression/Maximum Tension 1-2=0/12, 2-3=-266/120, 3-4=-283/88, 4-5=-256/80, 5-6=-258/80, 6-7=-274/84, 7-8=-271/54, 8-9=0/14 2-14=-139/294, 13-14=-131252, 12-13=-14/254, 11-12=-141254, 10-11=-13/253, 8-10=-1131315 5-12=-278175, 4-13=-155/168, 3-14=-520/270, 6-11=-1721258, 7-10=-512/244 I) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C: Enclosed; MWFRS (envelope) exterior zone and C-C Comer(3E) -1-0-5 to 1-11-11, Exterior(2N) 1-11-11 to 9-0-0. Comer(3R) 9-0-0 to 12-0-0, Exterior (2N) 12-0-0 to 19-0-5 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1 .60 plate grip DOL=1 .60 3) Truss designed for wind loads In the plane of the truss only. For studs exposed t.o wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 1x4 MT20 unless otherwise Indicated. 5) Gable studs spaced at 1-4-0 oc. 6) • This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3-06-00 tall by 2-00-00 wide w11i flt between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) All bearings are assumed to be OF No.1&Btr crushing capacity of 625 psi. 9) Provide mechanical connection (by others) of truss lo bearing plate capable of withstanding 119 lb uplift at joint 2, 81 lb uplift at Joint 8. 12 lb uplift al joint 12,427 lb uplift at joint 13, 142 lb uplift at joint 14, 387 lb uplift at joint 11, 96 lb uplift at joint 10, 119 lb uplift at Joint 2 and 81 lb uplift at joint 8. 10) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 11) This truss design requires that a minimum of 7/16" structural wood sheathing be applied dlrectiy lo the top chord and 112• gypsum sheetrock be applied directly to the bottom chord. WARNING \lomy d&11gn parameters ono READ NOTES ON THIS ANO INCLUDED MITEK REFERENCE PAGE Mll-7473rev 5/1~020 BEFORE USE, Design valid roruse only with Milek® connectors. This design is based only upan parameters shown, end is !or en individual building companent, not a truss system. Before use, the build Ing designer must vertfy lhe applicability ol design parameters and properly incorporate this design Into the overall tx,ildlng design. Bracing indicated 18 to prevent buckling oflndivlduol lruss web and/or chord members only. Addltlonal temporary end permanent bracing is always requlrad for slab!lity and lo proven! collapse wtth possible per60ll8I Injury and pr01)erty damage. For general guidance regarding the 3x4= 6x8~ (loc) Vdefl Ud PLATES GRIP 14-17 >947 240 MT20 220/195 14-17 >435 180 2 n/a nla Welght:81 lb FT= 20% 12) No notches allowed In overhang and 10000 from left end and 10000 from right end or 12" along rake from scar1, 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 fie plate between each notch. LOAD CASE(S) Standard June 16,2023 febncallon, storage, delivery, erection and bracing of trusses end truss syswms, see ANSI/TPlf Quality Crtt~rl11, DSB-39 and SCSI Bui/ding Component Milek USA, Inc. 400 Sunrise Avenue, S\J~e 270 RoseVile CA 95661 s,rery Information avaHable trom Truss Piste Institute, 2670 Crain Highway, Suite 203 Waldorf. MD 20601 Job Truss Truss Type Qty Ply Chamberlain ADU 1 R76859981 230551-A A02 Common 6 Job Reference tnntionall Stone Truss. Inc. Oceanside. CA -92054. Run: 8 63 S APf 6 2023 Print: 8.630 S Apr 6 2023 MITek Industries. Inc. Fri Jun 16 15:55:08 Page. 1 ID d81>4wq_D"6v3WCN786oWlzCySX-RfC?Ps870Hq3NSgPqnL8w3ulTXbOKWrCOoi7 J4z.JC?f 5-3-12 9-0-0 12-8-4 18-0-0 5-3-12 3-8-4 3-8-4 5-3-12 2)14., 4 2x4• 3 18 19 20 21 5 16 17 22 23 1 2 15 24 6 7 8 4x8• 9-0-0 9-0-0 Scale• 1:36 "late Offsets (X, Y): [2:Edge,0-1-81, [6:Edge,0-1-81 Loading (psf) Spacing 2-0-0 CSI DEFL in rcLL (roof) 20.0 Plale Grip DOL 1.25 TC 0.31 Vert(LL) -0.14 rcoL 16.0 LumberDOL 1.25 BC 0.45 Vert(CT) -0.48 3CLL o.o· Rep Stress Iner YES WB 0.18 Hoiz(CT) 0.08 3COL 10.0 Code IBC2021/TPl2014 Matrix-AS _UMBER TOP CHORD 30TCHORD NEBS 3RACING fOPCHORD 30TCHORD 'tEACTIONS =oRCES fOPCHORD 30TCHORD NEBS 'lOTES 2X4 OF No.1 &Bir G 2X4 OF No.1 &Bir G 2X4 DFStd G Structural wood sheathing dlreclly applied. Rigid celling directly applied. (size) 2=0-5-8, 6=0-5-8 Max Horlz 2=28 (LC 7) Max Uplift 2=-125 (LC 7), 6=-125 (LC 8) Max Grav 2=902 (LC 1), 6=902 (LC 1) (lb)-Maximum Compression/Maximum Tension 1-2=0/12, 2-3=-2834/530, 3-4=-2321/367, 4-5=-2321/367, 5-6=-2834/530, 6-7=0/12 2-8=-492/2760, 6-8=-493/2760 4-8=0/386, 5-8=-692/217, 3-8=-692/216 I) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL"6.0psf; BCDL=6.0psf; h=25fl; Cat. 11; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Exter1or(2E) -1-0-5 to 1-11-11, lnlerlor ( 1) 1-11-11 to 9-0-0, Ex1er1or(2R) 9-0-0 to 12-0-0. Interior (1) 12-0-0 to 19-0-5 zone; cantilever left and right exposed ; end vertical left and r1ght exposed;C-C for members and forces & MWFRS for reactions shown: Lumber DOL=1.60 plate grip DOL=1.60 3) • This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3-0&--00 tall by 2-00-00 wide wlll fit between the bottom chord and any other members. l) A plate rating reduction of 20% has been applied for the green lumber members. 5) All bearings are assumed lo be OF No.1&Blr crushing capacity of 625 psi. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 125 lb uplift at joint 2 and 125 lb uplift at joint 6. 7) This truss has been designed for a moving concentrated load or 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied dlrecUy to the top chord and 112· gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard WARNIN( V8Tdy tJ n pare lni1 r'!l:AL N()Tf.. ON THI ANO INL.UJ0EO l fo REFER NC£:. ""A( ~ 7• 3 1 St I 202' U ' Design valid for use only wrth MIT el<® connectOIS. This design,. besed only upan perametar• shown. 1111d is for an lndlVidual building component, not • ll1Jss •yatem. Betore usa, the building des!Qner must vert1\l lhe applicability ol design perometefs on4 p,oper1y lncorporota this design Into tho overall building design. Bracing lndlc-is 10 p1evanl budding ot Individual truss web endlo( chord members only. Addltional temporary and permanent bmclng II always !8Q10rod fol lbtb i!y and fO Pfl!venl collapse wflh poosibte porsonat ~ 1111<1 P<Ol)9r1y damego. Forgena,el guldanal ragardlng the (loc) 8 6-11 6 labrlcation, l!Orage. dellv"')', erecrlon and bmdng of UUHN and truss systems, aae ANS//T'Plf OUali,y Crir.,,,,, DSB-e9 and SCSI 8u/fdlng CompoMnt s-,ery tnrormad011 available from Truss Plate Institute, 2670 Crain Hlghw"'f. Suite 203 WatdM. MO 20601 3x6• 18-0-0 9-0-0 Vdefl Ud PLATES GRIP >999 240 MT20 220/195 >451 180 nla n/e Weight: 65 lb FT= 20% June 16,2023 MIT ek USA, Inc. 400 Sunrile AW!nue, Suite 270 \Ille 1 Job Truss Truss Type Qty Ply Chamberlain ADU 230551-A A04 Common 8 1 R76859982 Job Referen= /or,tlonal\ Slone Truss, Inc., Oceanside, CA. 92054, Run-8 63 S Apr 6 2023 Print 8.630 S Apr 6 2023 MTTek lndustrlel. Inc. Fri Jun 16 15:55:08 ID:svjUJ7'5d5Pfdeu069XmvOBzOjSO-RfC?PsB70Hq3NSgPqnl.8W3ulTXbOKWTCOol7J4z.JC?I Pege. 1 5-0-12 8-9-0 12-5-4 17-9-0 5-0-12 3-6-4 3-6-4 5-3-12 2X4• 3 2x4 • 14 15 20 21 1 ~5 6 7 4x8• 4x5• 6-9-0 8-9-0 Scale s 1.36.2 :>fate Offsets (X, Y): [1:Edge,0-1-6), [5:Edge,0-1-8} ~oadlng (psi) Spacing 2-0-0 CSI DEFL In rcu (roof) 20.0 Plate Grip OOL 1.25 TC 0.38 Vert(LL) -0.13 fCDL 16.0 Lumber OOL 1.25 BC 0.47 Vert(CT) -0.48 3CU o.o· Rep Stress Iner YES we 0.18 Horz(CT) 0.07 3CDL 10.0 Code IBC2021/TPl2014 Matrix-AS .UMBER rOPCHORD 30TCHORO NEBS 3RACING TOP CHORD 30T CHORD :tEACTIONS =ORCES TOP CHORD 30TCHORD NEBS 'IOTES 2X4 OF No.1 &Bir G 2X4 OF No.1 &Bir G 2X4 OF Sid G S1ructural wood sheathing dlrecily applied. Rigid ceiling directly applled. (size) 1 =0-2-8, 5=0-5-8 Max Horlz 1=-31 (LC 8) Max Uplift 1=-83 (LC 7), 5=-125 (LC 8) Max Grav 1=814 {LC 1), 5=892 (LC 1) (lb) -Maximum Compression/Maximum Tension 1-2=-27001514, 2-3=-22651376, 3-4=-22661372, 4-5=-27881539, 5-6=0/12 1-7=-476/2624, 5-7=-50.2/2715 3-7=01360, 4-7=-6981217, 2-7=-6181210 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vull=110mph (3-second gust) Vasd=87mph: TCOL=6.0psf; BCOL=6.0psf; h=25ft; Cal. II; Exp C; Enclosed; MWFRS (envelope) exterior zone an<! C-C Ex1er1or(2E) 0-0-0 to 3-0-0, lnler1or (1) 3-0-0 lo 8-9-0, Exterlor(2R) 8-9-0 to 11-9-0, Interior (1) 11-9-0 to 18-9-5 zone; cantilever left and right exposed ; end vertical left and right exposed;C.C for members and forces & MWFRS for reactions shown: Lumber 00Lz1 .60 plale grip OOL=1.60 3) • This truss has been designed ror a live load of 20.0ps! 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. I) A plate rating reduction of 20% has been applied for the green lumber members. 5) All bearings are assumed to be OF No.1 &Bir crushing capacity of 625 psi. 6) Provide mechanical connection (by others) of truss to bearing plate at jolnl(s) 1. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 83 lb uplift at joint 1 and 125 lb uplift at Joint 5, 8) This truss has been designed for a moving concentrated load of 250.0lb live localed at all mkl panels and at all panel points along the Top Chord. nonconc:urrenl with any other live loads. 9) This truss design requires that a minimum of 7/16" structural wOOd sheathing be applied dlrectty lo the top chord and 112· gypsum sheetrock be applied direcuy lo the bottom chord. LOAD CASE(S) Slandard WARNING •• w -par,,-end RE,t,D NOTES ON THIS ANO INCLUDED MITEK REF RENCE PAGl "411•7•73,.., 511 "2020 BEFORE USE Des,gn v81id ror UN only wrtll MITel<®connec1011, This design i& based only upon perame\enl shown, end is for on tndlviduel l>ulkling component nol a lt""8 system, Delore use, lhe building d .. lgna, must verify lhe applicability ol design paR1melenl and properly lnc0<p0rale !his design Into the overall building deSlgn. Bracing indicaled Is 10 prevenl buckling"' lndivl<lwll lruss web ondlor chad memben! only. Add!Uonlll temporary ond pennanent bracing •• lllwayo req,.,ed for -it)' ond lo~ Clll'-w!U, ooooiblo per"°""! ~u,y and -fly d-. For OO°""" gu-~ 11,e 17-9-0 9-0-0 (loc) 7-13 7-13 5 labncation, storage. dellvery, arection ond b«l<:lng Ol lru&$80 lllld lrulls systemo. .... ANSIITPH Qu•/ny Crtt,ri,I, 0$Mt and SCSI 8',/(dnp COmpoMnl s.r.ry lmclrmarian avaftable from Truss Plate Institute, 2670 Crain Hlg,way, Surte 203 Woldof1. MO 20601 3x6• Vdeft Lid PLATES GRIP >999 240 MT20 220/195 >444 180 n/a n/a Weight: 63 lb FT =20% June 16,2023 M11el< USA, Inc. '400 SlfflSII Avonua, SUie 270 R vile CA9S66 M ~I 0 Job Truss Truss Type Qty Ply Chamberlain ADU R76859983 230551-A AOSG Common Supported Gable 1 1 Job Reference lootlo=" Slone Truss. Inc .. Oceanside. CA-92054. Ruro: 8.63 S Apr 6 2023 Print 8.630 S Ap, 6 2023 MTTek lnduslnes, Inc. Fri Jun 16 15:55.00 10:_ POOYMf 111 OunlutcPmVi:PxzCyS8-RIC?Ps870Hq3NSgPqnL8w:JulTXl>GKWtCOol7 J.4z.JC?f Pa{l81 8-9-0 17-9-0 8-9-0 9-0-0 2µ 4x4• 3 20 21 5 17 24 4x4- n 1 8 13 12 11 10 9 17~-0 Scale • 1 ;39. 7 "late Offsets (X, Y): [7:0-4-4,0-2-14), [7:1-0-4,0-1-8] Loading (psf) Spacing 2-0-0 CSI DEFL In TCLL (roof) 20.0 Ptate Grip OOL 1.25 TC 0.37 Vert(LL) n/a TCDL 16.0 LumberDOL 1.25 BC 0.13 Vert(CT) n/a 3CLL o.o• Rep Stress Ina YES WB 0.11 Horz(CT) 0.01 3CDL 10.0 COde IBC2021 /TPl2014 Matrix-AS _UMBER roP CHORD 30T CHORD ::>THERS :!RACING 2X4 OF No.1 &Bir G 2X4 OF No, 1&Btr G 2X4 OF Std G rop CHORD Structural wood sheathing directly applied. 30T CHORD Rigid ceiling directly applled. 'tEACTlONS (size) 1=17-9-0, 7=17-9-0, 9=17-9-0, 10=17-9-0, 11=17-9-0, 12=17-9-0, 13=17-9-0, 14:17-9-0 Max Horii 1"-28 (LC 8), 14=-28 (LC 8) Max Uplift 1,.._25 (LC 7), 7=-127 (LC 8), 9=-53 (LC 12), 10=-269 (LC 33), 11=-15 (LC 7), 12=-392 (LC 28). 13=-108 (LC 11 ), 14:..25 (LC 7) Max Grav 1=387 (LC 34), 7=459 (LC 40), 9=607 (LC 33), 10=183 (LC 38), 11=358 (LC 37), 12=98 (LC 36), 13=762 (LC 28), 14=387 (LC 34) =ORCES (lb) -Maximum Compression/Maximum Tension rOP CHORD 1-2=-84/0, 2-3=-106/16, 3-4=-S2/4, 4-5=-8417, 5-6=-9114, 6-7=-92/0, 7-8=0/15 30T CHORD 1-13=0/79, 12-13=0/75, 11-12=0l76, 10-11=0/76, 9-10=0l75, 7-9=0179 NEBS 4-11 :..296/97, 3-12=-155/335, 2-13=~16/310, 5-10=-213/196, 6-9=-442/183 IIOTES t) Unbalanced roof lfve loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCOL=6.0psf; BCDL=6.0psf; h=25ft; Cal. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Comer(3EJ 0-0-0 to 3-0-0, Exlerlor(2N) 3-0-0 lo 8-9-0. Corner(3R) 8--9-0 to 11-9-0. Exterlor(2N) 11-9-0 to 18-9-5 zone; canmever left and rtghl exposed : end vertlcal left and right eXl)OSed;C-C tor members and forces & MWFRS for reacUons shown; Lumber DOL=1.60 plate grip DOL=1 .60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face). see Standard Industry Gable End OetaHs as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 1 x4 MT20 unless otherwise Indicated. 5) Gable requires conUnuous bof1om chord bear1ng. 6J Gable studs spaced al 1-4-0 oc. 7) • This truss has been designed tor a live load ol 20.0psf on the bottom chord In all areas where a rectangle 3-06-00 tall by 2-00-00 wide will flt between the bottom chord and any other members. 8) A plate rating reducilon of 20% has been applied for the green lumber members. 9) All bearings are assumed lo be OF No.1 &Bir crushing capacity of 625 psi. 10) Provide mechanical connection (by others) of truss lo bearing plate capable of wlthSlandlng 25 lb upllll al joint 1. 127 lb uplift at joint 7, 15 lb uplift atjoint 11,392 lb uplift at joint 12, 108 lb uplift at joint 13,269 lb uplift al joint 10, 53 lb uplift at Joint 9 and 25 lb uplift at joint 1, 11) This truss has been designed for a moving concentrated load of 250.0lb nve located at all mid panels and at all panel point, along the Top Chord, nonconcur~nt With any other live loads. 12) This truss design requires tha1 a minimum of 7116" structural wood sheathing be applied direcUy lo the top Chord and 1/2" gypsum sheetrocl( be applied directly lo the bottom chord. WAR-~ING, V <dy ~ motero and RE,f\D NOTh~ OM Tli!S ANO INCLUOEO MITEK REFERENCE. PAGE M1<'41>..., 5'1912020 BE.FORE USE. Oes!grl valid !or use only with MITel<®col\OGCtors. This design Is based only upon peramete<• &hown, and Is fo, an indlVlduel building component, oat • ~ .... l)/$!0ffl, Befcre IJSQ, lhe l>Jlldlng deelgner must v8111y !he appllalblllly OI design pe,ameters and property lncapon,la thlo -lgn lnlo Iha oven!II building deslgn. Bracing indlcared is 10 p,evenl budding of ln<SMcllal vuss web end/Qr ct,ord membe<5 only, Addlllonal 1e<npor11fY and ""'"''"""'1 t,rac[ng I& always n,qulrad kv &tabllily and lo preYIIOI col1aps& wl1l1 possible pergonal ~ and proper1)' d""-. Fot genon,1 guidance -ding the . 3,.4,. (loc) l/de11 Ud PLATES GRIP -n/a 999 MT20 220/195 -n/a 999 1 n/a n/a Weight: 79 lb FT =20% 13) No notches allowed in overhang and O from left end and 10000 from right end or 12• along rake from S<:arf, whlchl!ller Is larger, Minimum 1.5x4 Ue plates required al 2-0-0 o.c. maximum between the stacking chords. For edge-wlse notching, provide al least 011e tie plate between each notch LOAD CASE(S) standard June 16,2023 fabricaHon, olon,ga. dettve,y, aradlon and b<adng ol lrulses and INU ayateml, see ANSIITPlf Qc,a/11]1 Cmorle. DSS-1111 ond IICSt Bullchg Compo,,.,,, M<iel< USl'I. Inc 400 Sulr1sa A-SUia 270 Safoty lnfonnotion available ll'om Truas Plate lnsUMO, 2670 Crain Hlgllway. SUiia 203 Weldo~. MO 20601 Rosevlle CA 1 Job Truss Truss Type Qty Ply Chamber1aln ADU R76859984 230551-A B01G Common Supported Gable 1 1 Job ~ .. , .. , .. nee /nnlinnon Stone Truss, Inc.. Oceanside. CA-92054. Run: 8.63 S Apr 6 2023 Print 8.630 S Apr 6 2023 MITek Industries, Inc. Fri Jun 16 15:55:09 ID:rddOMAZ!kpaeh5dNHa7Gj8zAgcM-RfC?Ps870Hq3NSgPqnL8w3ulTXbGKWrCOOl7 J4z:JC?f Page: 1 5-4-4 5-4-4 12 2r 16-4-41 7-6-0 18-7-1219-7-121 1-0-0 1-1-12 1-1-12 1-0-0 1.5x4 • 0-8-8 H 4x4• 3 27 4 28 29 6 30 13-0-0 16-0-0 3-4-4 3-0-0 M rr ~ ~ IT 0 14 13 12 11 10 3X4" 5-4-4 I 6-4-4I 8-7-12 5-4-4 1-0-0 2-3-8 Scale = 1 :38.2 ~ate Offsets (X, Y): [2:0-4-4,0-2-14], [2:1-0-4,0-1-8], [8:0-3-8,0-~] Loading (psf) Spacing 2-0-0 CSI DEFL In fCLL (roof) 20.0 Plate Grip OOL 1.25 TC 0.43 Vert(LL) nta rcoL 16.0 LumberDOL 1.25 BC 0.33 Vert(CT) nla 3CLL o.o· Rep Stress Inc, YES WB 0.06 Horz(CT) 0.01 3COL 10.0 Code IBC2021/TPl2014 Matrix-AS _UMBER fOPCHORO 30TCHORO NEBS )THERS 3RACINO fOPCHORO 30TCHORO ,EACTIONS •ORCES fOPCHORD 30TCHORO NEBS -.OTES 2X4 OF No.1&Btr G 2X4 OF No.1 &Bir G 2X4 OF Std G 2X4 OF Std G Structural wood sheathing directly applied. Rigid celling directly applied. (size) 2=13-0-0, 8=13-0-0, 10=13-0-0, 11=13-0-0, 12=13-0-0, 13=13-0-0, 14=13-0-0, 15=13-0-0, 18=13-0-0 Max Horlz 2=-27 (LC 8), 15=-27 (LC 8) Max Uplift 2=-113 (LC 7), 8=-178 (LC 8), 11=-109 (LC 34), 12=-8 (LC 7), 13=-463 (LC 29), 14=-134 (LC 11 ), 15=-113 (LC 7), 16=-176 (LC 6) Max Grav 2=456 (LC 35), 8=455 (LC 1), 10=371 (LC 34 ), 11 =290 (LC 40), 12=329 (LC 39), 13=60 (LC 11 ), 14=791 (LC 29), 15=456 (LC 35), 18=455 (LC 1) (lb) -Maximum Compression/Maximum Tension 1-2=0112, 2-3=-144/73, 3-4=-146129, 4-5=-123/33, 5-6=-126/34, 6-7=-125/32, 7-9=-137136 2-14=-68/181, 13-14=-291119, 12-13=-271122, 11-12=-27/122, 10-11=-251123, 8-10=-221124 5-12=-278/62, 4-13=-1601150, 3-14=-4521191 , 6-11=-269/90, 7-10=-293/71 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCOL=6.0psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Exter1or(2E) -1-0-5 to 1-11-11, Interior (1) 1-11-11 to 7-6-0, Exter1or(2R) 7-6-0 to 10-6-0, lnterior(1) 10-6-0 to 16-0-5 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber OOL=1.60 plate grip OOL=1,60 3) Truss designed for wind loads In the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 1x4 MT20 unless otherwise Indicated. 5) Gable requires continuous bottom chord bearing, 6) Gable studs spaced at 1-4-0 oc. 7) • This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3-06-00 tali by 2-00-00 wide will flt between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Ail bearings are assumed lo be OF No.1 &Bir crushing capacity of 625 psi. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 113 lb uplift at joint 2, 178 lb uplift at joint 8, 8 lb uplift al Joint 12, 463 lb uplift at Joint 13, 134 lb uplift at joint 14, 109 lb uplift at joint 11, 113 lb uplift al joint 2 and 178 lb uplift at Joint 8. 11) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 12) This truss design requires that a minimum or 7/16" structural wood sheathing be applied directly to the top chord and 112" gypsum sheetrock be applied directly to the bottom chord. WARNING· Verf.y dealgn pen,melenl and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev 5/1912020 BEFORE USE Design valid !or use only with MITek® connectons. This design is based only upon paramete<s 51'NJwn. and is roran Individual building component. not • truoS system. Belore use, the bulldlng designer must verify the applicabilify or design parametera and prO!)erty incorpon,te tnl• design Into Iha overall building design. Bracing lndic81ad Is to prevent bucl<Jlng or Individual truss web and/or chord member.; only. Additional lemporary and permanent bracing Is alWsys required for atabffify and to prevent collapse with possible pe,gonal Injury and pr0!)er1y damage, For general guidance n,garding the 13-0-0 3-4-4 (loc) Vdeft Ud PLATES GRIP -n/a 999 MT20 2201195 -nla 999 8 nla nla Weight: 631b FT=20% 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 14) No notches allowed in overhang and 10000 from left end and 30000 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 June 16,2023 fabrlcauon, storage, delivlll)', erection and bracing or trusses and truss systems, see A.NSIITPlt Ou•IIIY Crllffl-. DSll-8' •net SCSI flultdln11 Compo-,, Saf.ty lnfonnallon available from Truss Plata lnslltlJte, 2670 Crain Highway, Sutte 203 Waldorf, MO 20601 MlTek USA. tnc. 400 SUnrise Avenue, Suite 270 Rosevlle CA 95661 Job . Truss . 230551-A 802 Stone Truss. Inc .. OceanSlde. CA -92054. 1-1-0--0 I 1-0-0 Truss Type Common 7-6--0 7-6--0 12 2r Qty Ply Chamberlain ADU 1 1 .lnh Reference lootionall Run: 8.63 S Apr 6 2023 Print: 8.630 S Apr 6 2023 MITek Industries, Inc. Fn Jun 16 15.55:09 IO.h3Rl6X.JmsTpgXv81alKOsdzAggY-fflC?PsB70Hq3NSgPqnl.8W3ulTXbGKWrCOol7J4zJC?t 13--0--0 16-0-0 5-6--0 3-0--0 3 4,c.4_,. 9 17 18 4 16 20 5 R76859985 Page· 1 215 1 -----------------------~~ 6 7 7-6-0 13-0--0 7-6--0 5-6--0 Scale ~ 1:33.5 ~ate Offsets (X, Y): [2:0-1-7.0-0-12], (5:0-5--0,0-0-2] Loading (psf) Spacing 2-0--0 CSI DEFL in rcLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) -0.09 fCDL 16.0 LumberDOL 1.25 BC 0.36 Vert(CT) --0.32 :ICLL o.o• Rep Stress Iner YES we 0.06 Horz(CT) 0.04 3CDL 10.0 Cooe IBC2021/TPl2014 Matrix-AS .UMBER fOPCHORD 30TCHORD NESS SLIDER 3RACING TOP CHORD :IOT CHORD ~EACTIONS fOPCHORD 3OTCHORD NESS IIOTES 2X4 OF No.1&Btr G 2X4 OF No. 1 &Bir G 2X4 OF Std G Right 2x6 OF No.2 G--2-6-0 Structural wood sheathing directly applied. Rlgid celling directly applied. (size) 2=0-5-8, 5=0-5-8 Max Horlz 2=-28 (LC 8) Max Uplift 2=-107 (LC 7), 5=-181 (LC 8) Max Grav 2=649 (LC 1), 5=838 (LC 1) Qb)-Maximum Compression/Maximum Tension 1-2=0/12, 2-3=-13371336, 3-5=-13191336, S.6=0/36 2-7=-280/1278, 5-7=-280(1278 3-7=0!130 I) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=110mph (3-seoond gust) Vasd=87mph; TCOL=6.0psf; BCOL=6.0psf: h=25ft; Cat. II; Exp C; EnclOsed: MWFRS (envelope) exterior zone and C-C Exterlor(2E)-1-0-5 to 1-11-11, Interior (1) 1-11-11 to 7-6-0, Exterior(2R) 7-6-0 to 10-6-0, Interior (1) 10-6-0 to 16-0-5 zone; cantllever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber OOL=1 .60 plate grip DOL=1 .60 ! ) • This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3--06-00 tall by 2--00--00 wide will fit between the bottom chord and any other members. I) A plate rating reduction of 20% has been applied for lhe green lumber members. 5) All bearings are assumed to be OF No.1 &Bir crushing capacity of 625 psi. 6) Provide mechanical connection (by others) of truss lo bearing plate capable of withstanding 107 lb uplift al joint 2 and 181 lb uplift at joint 5. 7) This truss has been designed for a movtng concentrated load of 250.0lb live localed at all mid panels and at all panel points along the Top Chord, nonooncurrent with any other nve loads. 8) This truss design requires tha1 a minimum of 7116' structural wood sheathing be applied dlrecUy lo the lop chord and 112" gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard ARNING er .;....,., anal AONO-btN,-..1. ANOIN .l,IOEO IT K tEFER NCEPAG M •· r 5-tW20 BEF U' Design valid ror use onty W<lh Milek® conneclOn. Toil doslgn ~ based only upoo parameters shown, and Is tor an lndMdual bullding component, noc • truso system. Betore use, the boltdlng designer must vflf11y Ihe alll)llcabllll)I 01 deslgn parameters ond property lncorporale lllls design lnlo the overall building d6Slgn Brac,ng Indicated 11 lo prevQfll buc:ldlng of lndivldual iruss -end/or chord members only. Addillonal Iamporary and permanent bracing Is always AlqUir8d tor alllbUity and lo prevatl collapse wllll po&&ible poncnal ~ and propoity damage. For gane<al guidance rega,dlng lhe (loc) 7-10 7-10 5 1abricatlcn, storage, dehve,y, erecllon snd bracing ol lrUSHS 811d lruls systems. see ANSl/1'Pl1 Quolity Crit"'1a, OSI-Sf and SCSI BuU<lr,g Compo,,.,,, Saftry lnformaaon ..,allable from Truss Plate lnsUMe. 2670 Crain Highway. Sulle 203 Waldort. MD 20601 6x8 I Vdeft Ud PLATES GRIP >999 240 MT20 220/195 >483 180 n/a n/a Weight: 48 lb FT= 20% -Job Truss Truss TYJle Qty Ply Chambertain ADU 230551-A B03 Common 1 1 Job Reference lnntJonal\ R76859986 Stone Truss. Inc .. ocean-. CA • 92054. Run· 8.63 S Apr 6 2023 Print 8.630 S Apr 6 2023 MITek Industries. Inc. Fri Jun 16 15:55·10 1D:9XXVullX3e?46htJ('/Kd◄eebQzAggG-RfC?PsB70Hq3NSgPqnl8W3uTTXbGKWICDol7 J4zJC?I Page: 1 1-1-0..0 I 7-6-0 1--0-0 7-6-0 12 5x6• 2r 3 l D= 1x4 I 4x6• 7-6-0 7-6-0 Scalec 1:31 oadlng (psf) Spacing 2-0-0 est DEFL In TCLL (roof) 20.0 Plate Grip OOL 1.25 TC 0.53 Vert(LL) -0.08 rCOL 16.0 Lumber OOL 1 .. 25 BC 0.37 Vert{CT) -0.33 3Cll o.o· Rep Stress Iner YES WB 0.06 Horz(CT) 0.05 3COL 10.0 Code IBC2021/TPl2014 Matrix-AS .UMBER fOPCHORD 30TCHORO NEBS 3RACING 2X4 DF No.1 &Bir G 2X4 OF No.1 &Btr G 2X4 DF Std G rap CHORD Structural wood sheathing dlrectiy applied. 30T CHORD Rigid celling directly applied. 'l.EACT10NS (size) 2=0-5-8, 4':2-5-8, 6=0-3-8 =oRCES roPCHORO 30TCHORO NEBS \IOTES Max Horlz 2=-24 {LC 8) Max Uplift 2=-116 (LC 7), 4=-85 (LC 8). 6=-37 (LC 12) Max Grav 2=727 (LC 1), 4=562 (LC 1), 6=316 {LC30) (lb) -Maximum Compression/Maximum Tension 1-2=0/12, 2-3=-1771/410, 3-4=-1775/418, 4-5"-0112 2-7=-36511706, 6-7=-36511706, 4-6=-36511706 3-7=0/143 1) Unbalanced roof Jive toad& have been considered for this design. ~) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCOL'"6.0psf; BCDL=6.0psf. h=25rt: Cat II; Exp C: Enclosed; MWFRS (envelope) exterior zone and C-C Exterlor(2E) -1-0-5 to 1-1 1-1 1, Interior (1) 1-11-11 to 7-6-0, Extertor(2R) 7-6-0 to 10-6-0, Interior (1) 10-6-0 to 16-0-5 zone: cantltever left and nght exposed ; end vertical left and light exposed:C-C for members and forces & MWFRS for reactions shown; Lumber OOL=1 .60 plate grip OOL=1.60 i) • Thls truss has been designed for a live load of 20.0psf on the bottom chord In au area!I where a rectangle 3-08-00 tall by 2.00-00 wide wlll frt between the bottom chord and any other members. i) A plate rating reduction of 20% has been applied for the green lumber member&. 5) All bearing!I are aGSumed to be OF No. 1 &Bir crushing capacity of 625 psi. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 116 lb upllfl at joint 2, 85 lb uplift at Joint 4 and 37 lb uplift al Joint 6. 7) This truss has been designed for a moving concentrated toad ot 250.0lb live located at an mid panels and at all panel polnts along the Top Chord, nooconcurrent wtth any other live loads. 8) This truss deslgn requires that a minimum of 7/16" structural wood sheathing be applied dlrecUy to the top chord and 112• gypsum sheetrock be applied dlrecUy lo the bottom chord. LOAD CASE{S) Standard WARNll'lG ·,tydougn ....... ,._R A1'NQr£.c,JNIHIS~NOINC:LUt;DMlrEkF r, RENCE.PA( 1,41(.14731~ 511 ~20BllOREuSE O,,,lgn valid ror use only w~h MIT et<®"""""'"°"· This design Is based only ~pon perameters shOwn. ond IS ror on Individual bolkling componenl, not o truss system. Be1ore use. !he DU\ldlng deslgnor ml.Ill vetlfY the opplicebillly of design peromol8!s and p,opMy lncOfl)()rBle fhlo deilgn Into Ille overall building derogn. Bracing indicated 1110 prevent buckling ofindMdual 1/tiss web and/or chord mtff'be<s only. Aclditlollal !Sl'l1()0flfY llnd perme..nt bntong r1 Bf ways raqtJi,ad lor slabilrty and 10 p,evenl collapse wrfh poulble ""'""""' lnjUl)I and property llamoge. For general gu!danm n,gor<ling Ille 12-8-4 5-2-4 (loc) 7-10 7-10 4 fobrlcaflon, s1o,_, delive,y, erection end bnldng oJ lrusses and truss systems. see ANsvrf'/1 Ou•ltry ~ D$8-ff •"4 BCSI 8u/ll/fllg Compo,_! Sllftf'Y tr,Tom,llflon ....,._ tlom Truss Plale tnsfflule. 2670 Cnlln filghit,ay. Sufle 203 w-~-MO 20601 15-0-0 I116:00 I 7-6-0 6 4x6• 15-0-0 2-3-12 Vdeft Ud PLATES GRIP >999 240 MT20 220/195 >460 180 n/a nla Welght:45 lb FT= 20% June 16,2023 MITek USA_ Inc. 400 s....... A-uo. s.ire 770 R vi CA9566 . Job ' Truss Truss Type Qty Ply Chamberlain ADU . 230551-A B04 Common 1 R76859987 1 "''-Dafo=n""' /-tl"""fl Stone Truss. Inc .. Oceans,de, CA • 92054, Run: 8.63 S Apr 6 2023 Print. 8.630 S Apr 6 2023 MITelt lndus1ries. Inc. Fri Jun 16 15:55:10 10:ThhU 1 y43nba_ U\/fsylF8lUZCyR6-RfC?PsB70Hq3NSg PqnL8w3ulTXbGKWrCDoi7 J4zJC?f Pa1111 1 1-1-0-0 I 7-6-0 1-0-0 7-6-0 12 5x6, 2r 3 ! o= 1llA , 3x6• 7-6-0 7-6-0 Scale • 1.31 =>tale Offsets (X, Y): [2:0-0-8.0-0-10]. [4:0-0-S,0-0-1 OJ oadlng (psi) Spacing 2-0-0 est DEFL In TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.52 Verl(LL) -0.09 fCOL 16,0 LumberDOL 1.25 BC 0.35 Vert(CT) -0.29 3CLL o.o• Rep Stress Iner YES WB 0.09 Horz(CT) 0.04 3COL 10.0 Code IBC2021 /TPl2014 Matr1x-AS _UMBER TOP CHORD 30TCHORD NESS :!RACING fOP CHORD 30TCHORD 'IEACTIONS =ORCES fOP Ct!ORD 30TCHORD NESS IIOTES 2X4 OF No. 1 &Bir G 2X4 OF No.1 &Bir G 2X4 DFSlelG Structural wood sheathing directly applied. Rigid ceiling directly applied. (size) 2=0-5-8. 4;,Q.5-a Max Horlz 2=-24 (LC 8) Max Uplift 2=-111 (LC 7), 4"•111 (LC 8) Max Grav 2=764 (LC 1), 4=764 (LC 1) (lb)• Maximum Compression/Maximum Tension 1-2=0/12, 2-3=-2026/430, 3-4~2026/430, 4-5=0/12 2-6=-377/1958, 4-6=-3n11s58 ~=0/165 1) Unbalanced roof five loads have been considered for this design. 2) Wind: ASCE 7-16; Vult:110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCOL.,6.0psf; h=25ft; Cal. II; Ellp C: Enclosed; MWFRS (envelope) exterior zone and C-C Exter1or(2E) -1-0-5 lo 1-11-11, Interior (1) 1-11-11 to 7-6-0, Exterlor(2R) 7-6-0 to 10-6-0. Interior (1) 10-6-0 to 16-0-5 znne; cantlfever left and right exposed : end ver11caf left and right exposed;C-C for members and forces & MWFRS tor reactions shown; Usmber DOL=1.60 plats grip DOL=1 .60 ~) • This truss has been designed for a Hve load of 20.0psf on the bottom chord In all areas where a reclangfe 3-06-00 tall by 2-00-00 wide will flt between the bottom chord and any other members. i) A plate rating reduction of 20% has been applied for the green lumber members. 5) All bearings are assumed to be OF No.1 &Btr crushing capacity of 625 psi. 6) Provide mechanlcaf coonectJon (by others) or truss to bearing plate capable of withstanding 111 lb uplift at folnt 2 and 111 lb uplift at Joint 4. 7) This truss has been designed for a moving concentrated load of 250.0lb live localed at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 8) Thls truss design requires that a minimum of 7/16" structural wood sheathing be applied dlrecUy 10 the lop chord and 112• gypsum sheetrock be applled directly to the bottom chord. LOAD CASE(S) Standard WARNING 11rtrff) d: ~~n ci 1111m.-tenl and rf'AO NO t.S ON TH1i:;: ANO 1tie-LUOEO TTE:K REFERENQ: P"-GF Ml ,13 IPf ~ 2t, 8EFORl VSL Oeolgo valid lor use only Wlltl MITek® conneclOfS. This design is be..., only upon P,,,amete<s shown. and 1$ Jo, an Individual buildlng component, nae a """8 sy&t8f'I. Before use, Iha buildlng dealQnflf must vef\ty Iha apptlcebllity of design parameters and p,operty lncO!POOlle thio design lnlo the overall bulklln\l design. Bracing 1.-.li:aled is to PRl•ent bucldlno of individual tn, .. -and/or cllord rnembels ooly, Ad<lllialal lampora,y and permanent bracing Is always 19qulred for sl8blllty and ID pn,wnt ~ w,1h possible peraonal Injury and pn,peflY damage. For gene<al guidance regarding 1l>e (loc) 6-12 6-12 4 --slo111ge, dellve!y, -.:lion IIOd bnldng or-· ond lnl&s &ys1ema,..,. ,41lS/nPl1 Quallry Crltarla, DSB--89 and l!ICSI &lldlng Compo_,, Safety Inform.Von avallllble from Tru8$ Plate lns~tute. 2670 Creln Highway. Sulle 203 Waldort, MD 20601 15-0-0 116-0-0 I 7-6-0 1-0-0 3x5• 15-0-0 7-6-0 Vden Ud PLATES GRIP >999 240 MT20 220/195 >625 180 rva nla Welghl:45Ib FT= 20% June 16,2023 MIT ,;i< US>,. Inc. ◄00 s..nr, .. l\wnuo. Svie zro Job Truss Truss Type Qty Ply Chamberlain ADU 230551-A BOS Common 1 1 Job Reference lnntlonal\ Stone Truss. Inc .. oceanside. CA . 92054. Ruo: 8 63 S APl 6 2023 Print 8.630 S A+Jl 6 2023 MITek Industries, loo. Fri Jun 16 15:55:10 ID:EmDMrJbPu\111 Xy&xPa??Pt.zCyOS-R1C?PsB70Hq3NSgPqn~8w3ulTXbGKWrCDol7 J4ZJC?f 1-1-0-0 I 7-6-0 1-0-0 7-6-0 12 5x6 I 2r 3 l n lx4 t 3.S• 7-6-0 7-6-0 Scale • 1:31 "late Offsets (X, Y): (2:0-0-8,0-0-10], (4:0-0-8,0-0-10] oadlng (psf) Spacing 2-0-0 CSI DEFL in TCLL (roof) 20.0 Plate Grip OOL 1.25 TC 0.52 Vert(LL) -0.09 rCOL 16.0 LumberDOL 1.25 BC 0.35 Vert(CT) -0,29 3CLL o.o• Rep Stress Iner YES WB 0.09 Horz(CT) 0.04 3CDL 10.0 Code IBC2021/TPl2014 Matrix-AS .UMBER TOPCHORO 30TCHORD NESS :lRACING TOP CHORD 30TCHORD ~EACTIONS =oRCES WP CHORD 30TCHORD NESS -.oTES 2X4 OF No.1&Btr G 2X4 OF No.1 &Btr G 2X4 OF Std G Sltuctural wood sheathing directly applied. Rigid celling dheclly applied. (size) 2=0-5-8, 4=0-5-8 Max Horlz 2=-24 (LC 8) Max Uplift 2=-111 (LC 7), 4=--111 (LC 8) Max Grav 2"764 (LC 1), 4:764 (LC 1) (lb) -Maximum Compression/Maximum Tension 1-2=0112. 2-3~2026/430, 3-4--2026/430, 4-5=0/12 2-6=-3 7711958, 4-6=-37711958 3-6:0/165 I) Unbalanced roof live loads have been oonsldered for this design. 2) Wind: ASCE 7-16; Vult=110rnph (3-second gust) Vasd=87mph; TCDL=6.0psl: BCDL=6.0psf: h=25ft; Cat. II; Exp C; Enclosed; MWFRS {envelope) exterior zone and C-C Exlet1or(2E)-1-0--5 lo 1-11-11, Interior l1) 1-11-11 to 7-6-0, Exterior(2R) 7..6-0 lo 10-6-0, Interior (1) 10-6-0 to 16-0--5 zone; cantilever left and right exposed ; end vertical left and rtght exposed;C-C for members and forces & MWFRS for reacllons shown: Lumber DOL=1.60 plate grip D0Ls1 .60 ~) • This truss has been designed for a live load of 20.0psf on lhe bo1tom chord In all areas where a rec1angle 3-06-00 tall by 2-00--00 wide wilt flt between the bottom Chord and any other members. I) A plate rating reducllon of 20% has been applled for the green lumber members. >) All bearings are assumed to be DF No.1&Blr crushing capacity of 625 psi. 6) Provide mechanical connection (by others) of truss lo beartng plate capable of withstanding 111 lb uplift at joint 2 and 111 lb uplift at loin! 4. 7) This truss has been designed tor a moving concentrated load of 250.0lb live localed al all mid panels and at atl panel points along the Top Chord, nonooncurrent w1th any other live loads. 8) This truss design requires that a minimum of 7116" structural wood sheathing be applied dlrecUy to the top chord and 1/2" gypsum sheetrock be applied directly to lhe bottom chord. LOAD CASE(SI Standard 15-0-0 7-6-0 15-0-0 7-6-0 (toe) Vdeft Ud PLATES 6-12 >999 240 MT20 6-12 >625 180 4 n/a nla Welght:451b R76859988 Page 1 116-0-0 I 1-0-0 3x5• GRIP 220/195 FT= 20% June 16,2023 WA~NINC v > o-,;o-ond RtAD NOTES HIS AND INClU O IT"~ ~FER! Net PAGE Mil 7473 r lil20LO &EI-ORt UsE Oes!Qn valid for Uff only with Milek® <ollflllCt0<$. This design Is based only upon param--. sllOWn, and Is lor on rndM<IUel t,u;l<llng compon11<1I. not o ITuss system. Before use, lhe bolldlr,o designer 11HJSt •otlly lhl apj)iieaililily 01 design parameter• and p,opa~y lncorponua Ihle design into lhe overall building design. Bradng indir::alj(j le lo prevenl buddln!J d lndlvkluill 1ru .. wab and/or cho<d members only. Addlllonal lt!ml)ll<OIY end t)Efn»l'l<ln! bra<:ing Is olw"'fS n,q1.1rad tcr slm.llly and to pn!Vanl collapoa with pou,ble perscnel lrrju,\I and property damege. For gooen,I ~ldonce "'IJl"dlnll Iha tobricalion, smn,ge. dellvery. eradlon and bramng o1 trussas and lnllls syslems, SH AN!il/TPl1 0.,,./lry cm.rr., OSIJ.# and BCSI llui/0011 CQmpo-,r s-,.iy tntonn~ avaifallle !rom Truss Plate lnoliluta, 2670 Ctaln Highway, Suite 203 Wtildorl. MD 20601 • . Job Truss Truss Type Qty Ply Chamberlain ADU • 230551-A B06 Common Girder 1 2 R76859989 .lr,h R1>ferenoe lnntionall stone Truss. Inc, Oceanside. CA -920~. Run. 8.63 S Apr 6 2023 Print: 8.630 S Apr 6 2023 MITek Industries. Inc. Fn Jun 16 15.55:11 Page.1 IOJ(68?JlgoFfl1s1vHKYdeCpzCyQL-RfC?Ps870Hq3NSgPqnL8w3olTXbGKWrCOoi7J4zJC?f 4-6-13 7-6-0 10-5-3 4-6-13 2-11-3 2-11-3 12 5x6• 2r 3x4 • 3 ! n .,, 6x10• 2x4 I 7x8• LU26 LU26 LU26 LU26 4-6-13 7-6-0 10-5-3 4-6-13 2-11-3 2-11-3 Scale • 1.27.9 "late Offsets (X, Y): [1 :0-5-0,0--3-9), [5:0-5-0,0--3-9), [7:0-4-0,0-4-4) Loading (psf) Spacing 2-0-0 CSI DEFL In fCLL (roof) 20.0 Plate Grip OOL 1.25 TC 0.59 Vert(LL) -0.19 fCDL 16.0 LumberDOL 1.25 BC 0.91 Vert(CT) -0.68 :lCLL o.o• Rep Stress Iner NO WB 0.64 Horz(CT) 0.08 :!COL 10.0 Gode IBC2021/TP12014 Matrix-MS _UMBER fOP CHORD 30TCHORO NEBS 3RACtNG fOPCHORO 30TCHORD ~EACTIONS =oRCES fOPCHORO 30TCHORD NESS i OTES 2X4 OF No.1 &Bir G 2X6 OF SS G 2X4 OF StdG Structural wood sheathing directly applied or 3-4-9 oc pur1ins. Rigid ceiling directly applied or 10-0-0 oc bracing. (size) 1=0-5-8, 5:0-5-8 Max Horlz 1=-20 (LC 38) Mex UpllJl 1=-478 (LC 20), 5:-515 (LC 23) Max Grav 1=3315 (LC 1), 5=3626 (LC 1) (lb)-Maximum Compression/Maximum Tension 1-2=-12498/1769, 2-3=-10802/1381, 3-4=-10802/1378, 4-5=-13080/1821 1-8=-1726/12303, 7-8=-1549112303, 6-7=-1581/12883, 5-6=-1778/12883 2-8=-731748, 2-7=-18051330, 3-7=-323/3137, 4-7=-2409/404, 4-6=-1011976 I) 2-ply truss to be connected together wllh 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-6-0 oc. Bottom chords connected as lolloWs: 2x6 -2 rows staggered at 0-7-0 oc. Web connected as fotlows: 2x4 -1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except If noted as front (F) or back (B) face In the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (8), unless otherwise Indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-16: VulI=110mph (3-second gust) Vasd=87mph: TCDL=6.0psf: BCDL=6.0psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber OOL=1 .60 plate grip DOL=1.60 5) • This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle ~-00 tall by 2-00-00 wide will fit between the bottom chord and any olher members. 6) A plate ratlng reduction of 20% has been applied for the green lumber members. 7) All bearings are assumed to be OF SS crushing capacity ol 625 psi. 8) Provide mechanical connection (by Othefs) of truss to bearing plate capable of withstanding 478 lb upllfl al joint 1 and 515 lb uplift at joint 5. 9) This truss has been designed for a moving concentrated load of 250.0lb live localed at an mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 10) This truss has been designed for a total drag load of 1000 lb. Lumber DOL=(1.33) Plate grtp DOL=(1.33) connect truss to resist drag loads along bottom chord trom 0-0-0 to 15-0-0 for 66.7 ptt. 11) Use Slmpson Strong-Tie LU26 (6-10d Girder, 4-10dx1 1/2 Truss) or equivalent spaced al 2-0-0 oc max. starting al 2-0-12 from the left end to 13-0-12 to connect truss (es) to front face of bottom chord. 12) FHI all nail holes where hanger Is In contact with lumber. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced)· Lumber lncrease=1 .25, Plate lncrease=1 .25 Uniform Loads (lb/1t) Vert: 1-3=-72, 3-5=-72, 9-12=-20 Concentrated Loads (lb) Vert: 21=-794 (F), 22=-794 (F), 23=-794 (F), 24=-794 (F), 25=-794 (F), 26=-794 (F), 27=-794 (F) APNINC v_,iry arr I 5 d J; AJ.) NOTcC' THI ANO I L .0 MrftK REFr N .t. PAns:: I 747 .. r 1 12' BEFOR. l r Design valid ror use only with MITe~ connectors. This design ts bel&d only upon parameter• &hOwn. ana Is tor an lndMdual building compo,,ent, 1101 a 1""'8 S)l$1tm Betoro use, Ille building deslgnt< must vet1ty the appllcabllity of design parameters and propef1y lncotporato this design Into the overall bwldlng design. Bnidng Indicated Is to prevent bud<11ng of lndlvid\Jal truss web and/oc chord memb81S only. Additlonal temPo<a,y and permaneot bracing i. a1Wa)I$ reqUlred ror stabHity and to pre¥9111 oollapse with possible personal injury and property damage For general guidanao regard,ng the 3J<4• 2x4. LU26 (loc) Vdefl 6-7 >925 6-7 >263 5 n/a fab<JcaUon, ,toroge, delivery. OAIC!lon and bracing or tnJoses and truss systems, see AHS/ITP/1 Qua/J(Y Crlt..-ta, OS&-H •lid BCS/ Buff ding Compon«11 S•fety Jnformadon available from Truss Plate lnstlwta. 2670 Crain Highway, Sutte 203 Waldorf. MO 20601 15-0-0 4-6-13 6x10 • LU26 LU26 15-0-0 4-6-13 Ud PLATES GRIP 240 MT20 220/195 180 n/a Weight: 125 lb FT= 20% June 16,2023 MIT el< USA. Inc 400 SurvfM Avenue, Suite 270 R vile C 1 s Is PLATE LOCATION AND ORIENTATION Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. For 4 x 2 orientation, locate plates 0-~,e" 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 4x4 The first dimension is the plate width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION BEARING Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. Indicates location where bearings {supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPl1: National Design Specification for Metal DSB-89: BCSI: Plate Connected Wood Truss Construction. Design Standard for Bracing. Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Nu ering System 6-4-8 I dimensions shown in ft-in-sixteenths (Drawings not to scale) 2 3 TOP CHORDS C2-3 a WEBS a:: "? 0 0 0 er ::c 0 l) ::c a. u 0 CL I-0 I- 8 7 6 5 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, ESR1988 ER-3907, ESR-2362, ESR-1397, 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®AII Rights Reserved Milek Engineering Reference Sheet: Mll-7473 rev. 5/19/2020 General S et otes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing fof truss sy&tem. e.g. diagonal or X-t>racing, Is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing. Individual lateral braces themselves may require bracing, or altematlve Tor I bracing should be considered. 3. Never exceed the design loading shoWn and never stack materials on Inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor. property owner and an other Interested parties. 5. Cut members to bear tightly against each other. 6. 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. 7 Design assumes trusses will be suitably protected from the environment In acoord with ANSI/TPI 1. 8. Unless otherwise noted, 1TK>lsture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted. this design Is not applicable for use with fire retardant. preservative treated, or green lumber. 10. Camber Is a non-structural consideration and Is the responslblllty of truss fabricator. General practice Is to camber for dead load deflection. 11. Plate type, siZe. orientation and location dimensions Indicated are minimum plating requirements. 12. Lumber used shall be of the species and size. and In all respects. equal to or better than that specified. 13. Top chords must be sheathed or purllns provided at spacing Indicated on design. 14. Bottom chords require lateral bracing at 10 n. spacing, or less. if no celling Is Installed. unless otherwise noted. 15. Connections not shown are the respooslbillly of others. 16. Do not cut or alter truss member or plate without prior approwl of an engineer. 17. Install and load vertically unless Indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. ReYleW all portions of this design (front. bllCk. words and plCIUres) before use. Reviewing pictures alone Is not sufficient. 20. Design assumes manufacture In accordance with ANSI/TPI 1 QualHy Criteria. 21 .The design does not take inlo account any dynamic or other loads other than those expressly stated. ' . APRIL 12, 2019 Standard Gable End Detail MII-GE110-001 R MiTek USA. Inc. Page 1 of 2 Typical x4 L-Brace Narled To 2x Verticals Wl 10d Nails spaced 6" o.c. Vertical Stud MITek USA. Inc. Ell<llNUll£D •• Alli'TN- 0IAGQNAl 8RACE 4·r:ro.c MAX Vertical Stud SECTION B-8 TRUSS GEOMETRY ANO CONDITIONS SHOWN ARE FOR ILLUSTRATION ONL V 12 Varies to Common Truss (4) -t 6d Nalls ..... -(2) -1 Oct Nails into 2x6 SECTION A-A ..... .... b'StUO -OIAG0NAL GRACE 16dNails Spaced 6" o.c. 2x6 Stud oc 2,,4 No 2 ot oonet T yplcal Honzontal Brace Nailed To 2x VertJcals Wl(4)•10d Nalls .. SEE INDIVIDUAL MITEK ENGINEERING DRAWINGS FOR DESIGN CRITERIA PROVIDE 2>14 BLOCKING BETWEEN THE FIRST TWO TRUSSES AS NOTED. TOENAIL BLOCKING TO TRUSSES WITH (2) -10d NAILS AT EACH END. ATTACH DIAGONAL BRACE TO BLOCKING WITH (5) • 10d NAILS . . A ** ' . B B 3x4 z (4) • 8d (0.131" X 2.5") NAILS MINIMUM, PLYWOOD SHEATHING TO 2x4 STD OF/SPF BLOCK .1 * -Diagonal Bracing Reier lo Section A-A NOTE: ** • L•Bracmg Refer toSecuonB•B 1. MINIMUM GRADE OF #2 MA TERIAl IN THE TOP ANO BOTTOM CHORDS. 2. CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS ANO WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 3. BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM. 4. "L • BRACES SPECIFIED ARE TO BE FULL LENGTH. GRADES: 1 x4 SRB _24" Max. Roof Sheathing 1·.3· Max. ◄ ► OR 2x4 STUD OR BETTER WITH ONE ROW OF IOd NAILS SPACED 6" O.C. 5. DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF OIAPHRAM AT 4'-0" O.C 6. CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 STUD AND A 2x4 STUD AS SHOWN WITH 16d NAILS SPACED 6" O.C. HORIZONTAL BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD. ATTACH TO VERTICAL STUDS WITH (4) IOd NAILS THROUGH 2lt4. (REFER TO SECTION A-A) 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS U240. 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. 9 DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE TRUSSES. 1 O NAILS DESIGNATED IOd ARE (0. 131. X 3") AND NAILS DESIGNATED 16d ARE (0.131" X 3.5") Minimum Stud Without 1x4 Stud Size Spacing Brace L-Brace 21t4 DIAGONAL L-Brace BRACE Species and Grade Maximum Stud Length 2•4 OF,SPF Std/Stud 12" 0 .C. 4-6-3 5-0-7 7-1 -7 9-0-5 2x4 DF,SPF Std/Stud 16" 0 .C. 4-1-3 4-4-5 6-2-0 8-2-7 2x4 OFISPF Std/Stud 24" 0 .C. 3-5-8 3-6-11 5-0-7 6-10-15 Diagonal braces over 5·.3· require a 2x4 T-Brace anached 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 10d nails s• o.c., with 3· minimum end distance. Brace must cover 90% of diagonal length. MAX MEAN ROOF HEIGHT • 30 FEET CATEGORY II BUil DiNG EXPOSURE B or C ASCE 7-98. ASCE 7-02. ASCE 7-05 110 MPH Diag . Brace at 1/3 points it needed End Wall 2 DIAGONAL BRACES AT 1i3POINTS 13-6·8 12·3-10 10-4-7 ASCE 7-10, ASCE 7-16 140 MPH STUD DESIGN IS BASED ON COMPONENTS ANO CLADDING. DURATION OF LOAD INCREASE • 1.60 CONNECTION OF BRACING IS BASED ON MWFRS. , (2) • 10d NAILS • ► (2) 10d NAILS \ Trusses@ 24" o.c. 2x6 DIAGONAL BRACE SPACED 48" 0 C ATTACHED TO VERTICAL WITH (4)-16d NAILS ANO ATTACHED TO BLOCKING WITH (5) • 10d NAILS. HORIZONTAL BRACE (SEE SECTION A·A) APRIL 12 2019 Standard Gable End Detail MIi-SHEET 2 R M,Tek USA. Inc. Page 2 of 2 ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD Trusses @ 24" o.c. HORIZONTAL BRACE (SEE SECTION A-A) MiTek USA, Inc. ~EREOIY ii Roof Sheathing 1 '-3" Max. ◄ .. IT IS THE RESPONSIBIUTY OF THE BLDG DESIGNER QA 4 THE PROJECT ENGINE.ER,.ARCHTECT TO DESIGN THE CEILING DIAPHRAGM AND ITS ATTACHMENT TO THE ' TRUSSES TO RESIST ALL OUT OF PLANE LOADS THAT t MAY RESULT FROM THE BRACING O THE GABLE ENDS Diag. Brace at 1/3 points if needed End Wall ... .. ► , 2x6 DIAGONAL BRACE SPACED 48" O.C. ATTACHED TO VERTICAL WITH (4) -16d {0.131. X 3.5") NAILS AND A TT ACHED TO BLOCKING WliH (5) • 10d (0,131" X 3") NAILS. NAI DIAGONAL BRACE TO PURLIN WITH TWO 16d (3.S"x0.131") NAILS 2X 4 PURLIN FASTENED TO FOUR TRUSSES WITH TWO 16d (0.131" X 3.S-J NAILS EACH FASTEN PURUN TO BLOCKING WI TWO 16d (0.131" X 3.S-) NAILS {MIN) PROVIDE 2x4 BLOCKING BETWEEN THE TRUSSES SUPPORTING THE BRACE ANO THE TWO TRUSSES ON EITHER SIDE AS NOTED. TOENAIL BLOCKING TO TRUSSES WITH (2) • IOd (0.131 ' X 3") NAILS EACH END. ATTACH DIAGONAL BRACE TO , . BLOCKING WITH (5) • 10d (0.131" X 3") NAILS. ~ CEILING SHEATHING BRACING REQUIREMENTS FOR STRUCTURAL GABLE TRUSSES STRUCTURAL GABLE TRUSSES MAY BE BRACED AS NOTED: STRLICTUAAL GABLE TRUSS METHOD 1 • ATTACH A MATCHING GABLE TRUSS TO THE INSIDE FACE OF THE STRUCTURAL GABLE AND FASTEN PEA THE FOLLOWING NAILING SCHEDULE. METHOD 2 : ATTACH 2X _ SCABS TO THE FACE OF EACH VERTICAL MEMBER ON THE STRUCTURAL GABLE PER THE FOLLOWING NAILJNG SCHEDULE. SCABS ARE TO SE OF THE SAME SIZE, GRADE AND SPECIES AS THE TRUSS VERTICALS NAILING SCHEDULE. • FOR WIND SPEEDS 120 MPH (ASCE 7-98, 02, 05). 150 MPH (ASCE 7-10, 16) OR LESS, NAIL ALL MEMBERS WJTH ONE ROW Of 10d (0.131' X 3') NAILS SPACED 6" O.C. • FOR WIND SPEEDS 120-150 MPH (ASCE 7•98. 02. OS}, 150-190 MPH (ASCE 7-10. 16) NAIL All MEMBERS WITH TWO ROWS OF 10d (0.131. X 3") NAILS SPACED s· O.C. (2X 4 STUDS MINIMUM) SCAB ALONG VERTICAL MAXIMUM STUD LENGTHS ARE LISTED ON PAGE 1. ALL BRACING METHODS SHOWN ON PAGE 1 ARE VALID AND ARE TO BE FASTENED TO THE SCABS 0A VERTICAL STUDS OF THE STANDARD GABLE TRUSS ON THE INTERIOR SIDE OF THE STRUCTURE. INLAYED STUD STRUCTURAL GABLE TRUSS AN ADEQUATE DIAPHRAGM OR OTHER METHOD OF 8RACING MUST ee PRESENT TO PROVIDE FULL LATERAL SUPPORT OF THE BOTTOM CHORD TO RESIST ALL OUT OF PLANE LOADS. THE BRACING SHOWN IN THIS DETAIL IS FOR THE VERTICALJSTUOS ONLY. NOTE : THIS DETAIL IS TO BE USED ONLY FOR STRUCTURAL GABLES WITH INLAYED STUDS. TRUSSES WITHOUT INLAYEO STUDS ARE NOT ADDRESSED HERE. STANDARD GABLE TRUSS 30/2022 .. • I APRIL 12, 2019 CONVENTIONAL VALLEY FRAMING DETAIL MII-VALLEY1 A MiT ek USA. Inc. EHGINl,EJIEO BY .. RIDGE BOARD ( SEE NOTE #6 ) POST Milek USA. Inc. GABLE END, COMMON TRUSS OR GIRDER TRUSS VALLEY PLATE ( SEE NOTE #4 J VALLEY RAFTERS ( SEE NOTE #2) ( SEE NOTE #8) PLAN DRAWING POST I SEE NOTE #8 l P 12 PLAN SECTION TRUSS MUST BE SHEATHED GENERAL SPECIFICATIONS 1. WITH BASE TRUSSES ERECTED (INSTALLED), APPLY SHEATHING TO TOP CHORD OF SUPPORTING (BASE) TRUSSES. 2. BRACE BOTTOM CHORD AND WEB MEMBERS PER TRUSS DESIGNS. 3. DEFINE VALLEY RIDGE BY RUNNING A LEVEL STRING FROM THE INTERSECTING RIDGE OF THE ( a.) GABLE ENO. (b.) GIRDER TRUSS OR {c.tCOMMON TRUSS TO THE ROOF SHEATHING. TRUSS TYPICAL ( 24· o.c.) NOTE: POST SHALL BE LOCATED ON SHEATHING ABOVE THE TOP CHORD OF EACH TRUSS. GABLE END, COMMON TRUSS OR GIRDER TRUSS , ' ' •:. • .. ·.-... ;.~.:.....z:~._· -:....:.· ... '! 48• O.C. MAXIMUM POST SPACING LIVE LOAD = 30 PSF (MAX) DEAD LOAD = 15 PSF (MAX) D.O.L. INC= 1.15 ASCE 7-98, ASCE 7-02, ASCE 7·05 90 MPH (MWFRS) ASCE7-f0, ASCE 7-16 115 MPH (MWFRS) 4 INSTALL 2 x 4 VALLEY PLATES. FASTEN TO EACH SUPPORTING TRUSS WITH \ 2 ) 16d 10.131. X 3.5") NAILS. 5. SET 2 K 6 #2 RIDGE BOARD. SUPPORT WITH 2 x 4 POSTS SPACED 48" O.C .. BEVEL BOTTOM OF POST TO SET EVENLY ON THE SHEA THING. FASTEN POST TO RIDGE WITH ( 4 ) 10d (0, 131. X 3•) NAILS. FASTEN POST TO ROOF SHEATHING WITH ( 3 ) IOd (0.131" X 3") TOE-NAILS 6. FRAME VALLEY RAFTERS FROM VALLEY PLATE TO RIDGE BOARD. "4.AXIMUM RAFTER SPACING IS 24" 0.C .. FASTEN VALLEY RAFTER TO RIDGE BEAM WITH ( 3 116d (0.131" X 3.5"l TOE-NAILS. FASTEN VALLEY RAFTER TO \/ALLEY PLATE WITH ( 3 ) 16d (0.131" X3.5"J TOE-NAILS. 7 SUPPORT THE VALLEY RAFTERS WITH 2 ~ 4 POSTS 48" O.C ( OR LE.SS l ALONG EACH RAFTER. INSTALL POSTS IN A STAGGERED PATTERN AS SHOWN ON PLAN DRAWING. ALLIGN POSTS WITH TRUSSES BELOW. FASTEN VALLEY RAFTER TO POST WITH (4) 10d (0.131" X 3"J NAILS FASTEN POST THROUGH SHEATHING TO SUPPORTING TRUSS WITH ( 2 ) 16d (0.131" X 3.5") NAILS 8. POSTS SHALL BE 2 x 4 #2 OR BETTER SPRUCE PINE FIR. DOUG FIR LARCH OR SOUTHERN PINE. POSTS EXCEEDING 75· SHALL BE INCREASED TO 4 x 4 OR BE PRE-ASSEMBLED ( 2 ) PLY 2 x 4's FASTENED TOGETHER WITH 2 ROWS OF 10d (0.131 " X 3"t NAILS 6" 0 .C .. 30/2022 TIMBER PRODUCTS W<-0fl j',,..".&f l or'"l(h·•r,: ,~ « December 4, 2019 Stone Truss Inc. 507 Jones Road Oceanside, CA 92058 To Whom It May Concern, Timber Products Inspection, Inc. is proud to announce that the following truss manufacturing facility, Stone Truss Inc., is a subscriber to our nationally accredited ''Truss Quality Auditing Program". The TP Truss Quality Auditing Program is accredited under the IAS AA696 Evaluation Report and conforms to requirements for independent inspection of trusses under the International Building Code and International Residential Code. The TP program involves daily in-plant quality control checks by plant personnel and periodic unannounced inspections by TP personnel for conformance to engineering and industry standards for fabricators. The TP quality stamp on each truss bearing the registered GTI log is your assurance that the trusses were fabricated in accordance with the TP Truss Quality Auditing Program and applicable sections of the IBC and IRC. Specific design loads and installation requirements are not covered by the TP Auditing Program. Please note that the quality programs are automatically renewed unless requested otherwise. Any questions about this program, the facilities status in the program or the use of the TP registered quality stamps should be directed to Timber Products Inspection, Inc. at (770) 922-8000. Sincerely, Timber Products Inspection ~ Patrick C. Edwards, P.E. Director of Engineering PO Box 919 1641 Sigman Road Conyers GA 30012 770-922-8000 www.tpinspection.com with offices in Duluth MN. Trussville AL. Vancouver WA. Langley BC Canada \.