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HomeMy WebLinkAbout2081 LEE CT; ; CBR2024-0298; PermitBuilding Permit Finaled Residential Permit Print Date: 07/03/2025 Job Address: 2081 LEE CT, CARLSBAD, CA 92008-2765 Permit Type: BLDG-Residential Work Class: Addition Parcel#: 2053303400 Track#: Valuation: $294,475.72 Lot#: Occupancy Group: R-3 Project#: #of Dwelling Units: Plan#: Bedrooms: Bathrooms: Construction Type:V-B Orig. Plan Check#: Occupant Load: Code Edition: Sprinkled: Project Title: 2022 No Plan Check #: Description: SAUL: 1261 SF 1ST FLOOR AND KITCHEN REMODEL// 1056 SF ADDITION Applicant: SAM SAUL 2081 LEE CT CARLSBAD, CA 92008-2765 FEE BUILDING PLAN CHECK BUILDING PLAN REVIEW -MINOR PROJECTS (LDE) BUILDING PLAN REVIEW-MINOR PROJECTS (PLN) REMODEL-RESIDENTIAL-OTHER 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: $4,422.44 Total Payments To Date: $4,422.44 Ccityof Carlsbad Permit No: Status: CBR2024-0298 Closed -Finaled Applied: 02/02/2024 Issued: 04/18/2024 Finaled Close Out: 07/03/2025 Final Inspection: 04/10/2025 INSPECTOR: Renfro, Chris CoApplicant: STEVEN NOEL 1620 FARADAY AVE CARLSBAD, CA 92008-7313 (760) 535-7847 Balance Due: AMOUNT $1,493.05 $197.00 $104.00 $847.79 $12.00 $1,356.32 $38.28 $292.00 $82.00 $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 M unicipal 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 (Cityof Carlsbad RESIDENTIAL BUILDING PERMIT APPLICATION B-1 Plan Check C&,QtJJl/-MfA Est. Value -$300;:?&J .,B PC Deposit .,t I ,4f5 .DS > Date dfa/.:i'f Job Address._2_08_1_L_e_e_c_t _____________ Suite:. ___ ~APN: 205-330-34 CT /Project#: Lot#: 7 Vear Built: _1_9_8_6 ______ _ Fire Sprinklers: 0 YES~ NO Air Conditioning:¢ YES O NO BRIEF DESCRIPTION OF WORK: Electrical Panel Upgrade:¢ YES Q NO kitchen and first floor remodel and additions of 1056 sf Ii) Addition/New:+ 1056 SF Living SF,. ____ Deck SF, ____ Patio SF, ____ Garage SF __ _ Is this to create an Accessory Dwelling Unit? OY ?N New Fireplace? ?YON, if yes how many? _1 __ liJRemodel: 1500 SF of affected area -----Is the area a conversion or change of use ? Ov ¢ N □ Pool/Spa: ____ SF Additional Gas or Electrical Features? ..:..y_es __________ _ li)Solar: ___ KW,. ___ Modules, Mounted:0Roof 0Ground, Tilt: 0 YON, RMA: Ov O N, Battery:OY O N, Panel Upgrade: Ov ON D Reroof:. _________________________________ _ D Plumbing/Mechanical/Electrical Only: ________________________ _ D Other: This permit is to be issued in the name of the Property Owner as Owner-Builder, licensed contractor or Authorized Agent of the owner or contractor. The person listed as the Applicant below will be the main point of contact throughout the permit process. PROPERTY OWNER APPLICANT O PROPERTY OWNERS AUTHORIZED AGENT APPLICANT 0 Name:. __ s_a_m_a_n_d_R_o_b_in_s_a_u_l _______ Name:. ___________________ _ Address: 2081 Lee Ct Address: -------------------City: Carlsbad State: CA Zip: 92008 City:. _________ State:. ___ Zip:. ____ _ Phone: 714-504-2726 Phone: __________________ _ Email: ctbbcmq2000@yahoo.com Email: ctbbcmQ2000@yahoo.com DESIGN PROFESSIONAL APPLICANT [i) Name: Steven Noel Address: 1902 Wright Pl, Suite 200 City: Carlsbad Phone: 760..535-7847 State:._c_A_ ..... Zip: 92008 Email: steve@2n5studio.com Architect State License: cz9553 ----------- CONTRACTOR OF RECORD APPLICANT 0 Name:._r_s_o ________________ _ Address: TBD ·------------------ City:. ______ ___,;State:. _____ Zip:. _____ _ Phone:TBD ·-------------------Email:. __________________ _ State Llcense/class:. ______ Bus. License: ___ _ 1635 Faraday Ave Carlsbad, CA 92008 Ph: 760..602-2719 Fax: 76()-6()2-8558 Email: Buildlng@carlsbadca.gov REV. 08/20 IDENTIFY WHO WILL PERFORM THE WORK BY COMPLETING (OPTION A) OR {OPTION B) BELOW: (OPTION A): LICENSED CONTRACTOR DECLARATION: I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in full force and effect. I also affirm under penalty of perjury one of the following declarations: 01 have and will maintain a certificate of consent to self-insure for workers' compensation provided by Section 3700 of the Labor Code, for the performance of the work which this permit is Issued. Policy No. ______________________________________ _ 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: _______________ _ D Certificate of Exemption: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the workers' compensation Laws of California. WARNING: Failure to secure workers compensation coverage ls unlawful and shall subject an employer to criminal penalties and civil fines up to $100,000.00, in addition the to the cost of compensation, damages as provided for In Section 3706 of the Labor Code, interest and attorney's fees. CONSTRUCTION LENDING AGENCY, IF ANY: I hereby affirm that there is a construction lending agency for the performance of the work this permit is issued (Sec. 3097 (I) Civil Code). Lender's Name:._NI_A ___________________ Lender's Address: ____________________ _ CONTRACTOR PRINT/SIGN:. __________________ .DATE: _____ _ (OPTION B): OWNER-BUILDER DECLARATION: I hereby affirm that I am exempt from Contractor's License Law for the following reason: D I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). Ii] 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). D I am exempt under Business and Professions Code Division 3, Chapter 9, Article 3 for this reason: D "Owner Builder acknowledgement and verification form" has been filled out, signed and attached to this application. Proof of identification attached. D Owners "Authorized Agent Form" has been filled out, signed and attached to this application giving the agent authority ta obtain the permit on the owner's behalf Proof of identification attached. By my signature below I acknowledge that, except for my personal residence in which I must have resided for at least one year prior to completion of the improvements covered by this permit, I cannot legally sell a structure that I have built as an owner-builder if it has not been constructed in its entirety by licensed contractors. I understand thot a copy of the applico law, Section 044 of the siness and Professions Code, is oval/able upon request when this application is submitted or at the following Web site: http://ww eginfo.ca.go a/ow.html. APPLICANT CERTIFICATION: SIGNATURE REQUIRED AT THE TIME OF SUBMITTAL By my signature below, I certify that: I am the property owner or State of California Licensed Contractor or authorized to act on the property owner or contractor's behalf. I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. I hereby authorize representative of the City of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SA VE; INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD A NST ALL L/ABILfTIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANT/• OF, HIS PERMIT. OSHA: An OSHA permit is required for excavations over 5'0' deep and 3 ori s 1635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Email: Bullding@carlsbadca.gov 2 REV. 08/20 ( City of Carlsbad OWNER-BUILDER ACKNOWLEDGEMENT FORM B-61 Development Services Building Division 1635 Faraday Avenue 442-339-2719 www.carlsbad ca.gov OWNER-BUILDER ACKNOWLEDGMENT FORM Pursuant to State of California Health and Safety Code Section 19825-19829 To: Property Owner An application for construction permit(s) has been submitted in your name listing you as the owner-builder of the property located at: Site Address-""'&?"'--=&_( ___,k~L::....:::L~-'e_=-t---'-----_.....:::(!_=0.$=-..._.\$,e_'o""-=~=~-· _....C;L.J}L\L...,!_ __ 'f,!_2=--c::a~~ 7 The City of Ca rlsbad ("City") is providing you with this Owner-Builder Acknowledgment and Verification form to inform you of the responsibilities and the possible risks associated with typical construction activities issued in your name as the Owner-Builder. The City will not issue a construction permit until you have read and initialed your understanding of each provision in the Property Owner Acknowledgment section below and sign the form. An agent of the owner cannot execute this notice unless you, the property owner, complete the Owner's Authorized Agent form and it is accepted by the City of Carlsbad. INSTRUCTIONS: Please read and initial each statement below t o acknowledge your understanding and verification of this information by signature at the bottom of the form. These are very important construction related acknowledgments designed to inform the property owner of his/her obligations related to the requested permit activities. I. ~I understand a frequent practice of unlicensed contractors is to have the property owner obtain an "Owner- -Builder" building permit that erroneously implies that the property owner is providing his or her own labor and material personally. I, as an Owner-Builder, may be held liable and subject to serious financial risk for any injuries sustained by an unlicensed contractor and his or her employees while working on my property. My homeowner's insurance may not provide coverage for those injuries. I am willfully acting as an Owner-Builder and am aware of the limits of my insurance coverage for injuries to workers on my property. II. Ill. IV. V. ili,_1 understand building permits are not required to be signed by property owners unless they are responsible for the construction and are not hiring a licensed contractor to assume this responsibility. A1 understand as an "Owner-Builder" I am the responsible party of record on the permit. I understand that I may protect myself from potential financial risk by hiring a licensed contractor and having the permit filed in his or her name instead of my own. ~I understand contractors are required by law to be licensed and bonded in California and to list their license numbers on permits and contracts. {15:2-1 understand if I employ or otherwise engage any persons, other than California licensed contractors, and the total value of my construction is at least five hundred dollars ($500), including labor and mat erials, I may be considered an "employer" under state and federal law. REV.05/22 Owner-Builder Acknowledgement Continued I VI. ..Q._1 understand if I am considered an "employer" under state and federal law, I must register with the state and federal government, withhold payroll taxes, provide workers' compensation disability insurance, and contribute to unemployment compensation for each "employee." I also understand my failure to abide by these laws may subject me to serious financial risk. VII. ~ I understand under California Contractors' State License Law, an Owner-Builder who builds single-family residential structures cannot legally build them with the intent to offer them for sale, unless all work is performed by licensed subcontractors and the number of structures does not exceed four within any calendar year, or all of the work is performed under contract with a licensed general building contractor. VIII. ½_ 1 understand as an Owner--Builder if I sell the property for which this permit is issued, I may be held liable for any financial or personal injuries sustained by any subsequent owner(s) which result from any latent construction defects in the workmanship or materials. IX. ~ I understand I may obtain more information regarding my obligations as an "employer" from the Internal Revenue Service, the United States Small Business Administration, the California Department of Benefit Payments, and the California Division of Industrial Accidents. I also understand I may contact the California Contractors' State License Board (CSLB) at 1-800-321-CSLB (2752) or www.cslb.ca.gov for more information about licensed contractors. X. XI. XII. '{;,...., I am aware of and consent to an Owner-Builder building permit applied for in my name, and understand ~•; ii pacu~•lly c~ ~;J-:lly C::f ''l:, 7osed constrncMn ach,ity at the following add cess .tb--1 agree that, as the party legally and financially responsible for this proposed construction act ivity, I will abide by all applicable laws and requirements t hat govern Owner--Builders as well as employers. ~I agree to notify the issuer of this form immediately of any additions, deletions, or changes to any of the information I have provided on this form. Licensed contractors are regulated by laws designed to protect the public. If you contract with someone who does not have a license, the Contractor's State License Board may be unable to assist you with any financial loss you may sustain as a result of a complaint. Your only remedy against unlicensed Contractors may be in civil court. It is also important for you to understand that if an unlicensed Contractor or employee of that individual or firm is injured while working on your property, you may be held liable for damages. If you obtain a permit as Owner-. Builder and wish to hire contractors, you will be responsible for verifying whether or not those contractors are properly licensed and the status of their workers' compensation coverage. Before a building permit can be issued, this form must be completed, signed by the property owner and returned to the City of Carlsbad Building Division. I declare under penalty of perjury that I have read and understand all of the information provided on this form and that my responses, including my authority to sign this form, is true ond correct. I am aware that I have the option to consult with legal counsel prior to signing this form, and I have either /1) consulted with legal counsel prior to signing this form or /2) have waived this right in signing this form without the advice of legal counsel. Property Owner Name (PRINT) ~~ Property Owner Signature 3 REV.05/22 PERMIT INSPECTION HISTORY for (CBR2024-0298) Permit Type: BLDG-Residential Work Class: Addition Application Date: 02/02/2024 Owner: CO-OWNERS SAM AND ROBIN SAUL Issue Date: 04/18/2024 Subdivision: CARLSBAD TCT#85-36 Status: Closed -Finaled Expiration Date: 07/22/2025 Address: 2081 LEE CT IVR Number: Scheduled Actual Inspection Type Inspection No. Date Start Date 11/07/2024 11/07/2024 BLDG-17 Interior 267114-2024 Lath/Drywall Checklist Item COMMENTS BLDG-Building Deficiency 01/23/2025 01/23/2025 BLDG-27 Shower 274313-2025 PanfTubs Checklist Item COMMENTS BLDG-Building Deficiency 04/10/2025 04/10/2025 BLDG-Final Inspection 281276-2025 Thursday, July 3, 2025 Checklist Item BLDG-Building Deficiency BLDG-Plumbing Final BLDG-Mechanical Final BLDG-Structural Final BLDG-Electrical Final COMMENTS 54569 CARLSBAD, CA 92008-2765 Inspection Primary Inspector Status Partial Pass Chris Renfro Passed Chris Renfro Passed Chris Renfro Reinspection Inspection Reinspection Incomplete Passed Yes Passed Yes Passed Yes Yes Yes Yes Yes Complete Complete Page 2 of 2 Building Permit Inspection History Finaled (city of Carlsbad PERMIT INSPECTION HISTORY for (CBR2024-0298) Permit Type: BLDG-Residential Application Date: 02/02/2024 Owner: CO-OWNERS SAM AND ROBIN SAUL Work Class: Addition Issue Date: 04/18/2024 Subdivision: CARLSBAD TCT#85-36 Status: Closed -Finaled Expiration Date: 07/22/2025 Address: 2081 LEE CT IVR Number: 54569 CARLSBAD, CA 92008-2765 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspect ion Inspection Date Start Date Status 06/17/2024 06/17/2024 BLDG-21 252090-2024 Partial Pass Chris Renfro Reinspection Incomplete Underground/Underflo or Plumbing Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 06/24/2024 06/24/2024 BLDG-11 252689-2024 Passed Chris Renfro Complete Foundation/Ftg/Piers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 08/15/2024 08/15/2024 BLDG-21 257998-2024 Passed Chris Renfro Complete Underground/Underflo or Plumbing Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-83 Roof Sheating, 258142-2024 Passed Chris Renfro Complete Exterior Shear (13, 15) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-13 Shear Panels-HD (ok Yes to wrap) BLDG-15 Roof Yes Sheathing-Reroof 09/10/2024 09/10/2024 BLDG-18 Exterior 260387-2024 Passed Chris Renfro Complete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 10/02/2024 10/02/2024 BLDG-84 Rough 262817-2024 Passed Chris Renfro Complete Combo(14,24,34,44) Ch ecklist Item COMMENTS Pass ed BLDG-Building Deficiency Yes BLDG-14 Yes Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout Yes BLDG-34 Rough Electrical Yes BLDG-44 Yes Rough-Ducts-Dampers Thursday, July 3, 2025 Page 1 of 2 Transmittal Letter February 12, 2024 City of Carlsbad Community Development Department -Building Division 1635 Faraday Ave. Carlsbad, CA 92008 Plan Review: Residential Kitchen Remodel Address: 2081 Lee Ct, Carlsbad CA Applicant Name: Steven Noel Applicant Email: steve@2n5studio.com True North COMPLIANCE SERVICES FIRST REVIEW City Permit No: CBR2024-0298 True North No.: 24-018-101 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. l. Drawings: Electronic copy dated December 12, 2023, by 2n5 Studio. 2. Structural Calculations: Electronic copy dated February 1, 2024, by Hung Manh Nguyen. 3. Geotechnical Report: Electronic copy dated January 28, 2024, by Skyline Geotechnical. 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: 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: Mulham Hweidi -Plan Review Engineer Quality Review By: Alaa Atassi -Plan Review Engineer True North Compliance Services, Inc. 8369 Vickers Street, Suite 207, San Diego, CA 92111 T / 562. 733.8030 Residential Kitchen Remodel 2081 Lee Ct February 12, 2024 Plan Review Comments HARD COPY -RESUBMITT AL INSTRUCTIONS: City of Carlsbad-FIRST REVIEW City Permit No.: CBR2024-0298 True North No.: 24-018-101 Page 2 Please do not resubmit plans until all departments have completed their reviews. For status, please contact building@carlsbadca.gov Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). Corrected sets can be submitted as follows: 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 IBC, UMC, UPC, and 2020 NEC, as amended by the State of California). B. There may be other comments generated by the Building Division and/or other City departments that will also require your attention and response. This attached list of comments, then, is only a portion of the plan review. Contact the City for other items. C. Respond in writing to each comment by marking the attached comment list or creating a response letter. Indicate which details, specification, or calculation shows the requ ired 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 wil l be verified prior to plan approval. OCCUPANCY & BUILDING SUMMARY: Occupancy Groups: Occupant Load: Type of Construction: Sprinklers: Stories: Area of Work (sq. ft.): R-3/U NIA V-B No One Addition: 1056 sq. ft. Remodel: 1261 sq. ft. Residential Kitchen Remodel 2081 Lee Ct City of Carlsbad-FIRST REVIEW City Permit No.: CBR2024-0298 True North No.: 24-01 8-101 Page3 February 12, 2024 ARCHITECTURAL COMMENTS: A 1. On sheet A3 and A3.1, address the following comments: a) Provide infonnation on the window serving the Flex Room/ Bedroom #4 to show compl iance with the fol lowing: i) At least one emergency escape and rescue openings required at every sleeping room per CRC 31 0.1. Specify the following: ( 1) Openings shall have the bottom of the clear opening not greater than 44 inches, measured from the floor. (2) The net clear opening shall be 5. 7 square feet minimum (grade floor openings may have a net clear opening of 5.0 square feet minimum) (3) The net clear height shall be 24" minimum. (4) The net clear width shall be 20" minimum. ii) The room to meet natural light and ventilation requirements per CRC R303. l. (I) For natural light, the glazing shall be a minimum of 8% of the total area of the room. (2) For natural ventilation, the openable portion of the window shall be a minimum of 4% of the total room area. b) Revise windows W8 and W9 to be tempered glass as safety glazing shall be provided in glazing in enclosures for bathtub or shower. CRC R308.4.3. ~}UB 23Qvw2. (36f2) c) Provide the manufacturer, model and approval listing number for the fireplace. Note on plans: Wood burning is not pennitted. -----..5ie--A3:1'"1'0R MATCH Lit£ LOCATION Fm: PLACE d) Revise note 17 as the final location of the fireplace shall be designated on plans. A2. Keynotes 11 and 12 on sheet A4 specify the use of clay tiles, while keynote 2 on sheet A6 reference concrete tiles. Please revise and coordinate between Section views and roof plan. Residential Kitchen Remodel 2081 Lee Ct February 12, 2024 City of Carlsbad-FIRST REVIEW City Permit No.: CBR2024-0298 True North No.: 24-018-101 Page4 A3. Revise the roof plans on sheet A6 to indicate the location of the fire place chimney. MECHANICAL COMMENTS: M 1. Show the location of the bathroom and kitchen exhaust duct termination. Air ducts shall exhaust 3 '-0" from openings into the building. CMC 504.5. M2. Clothed dryer exhaust ducts shall terminate on the outside of the building and equipped with a back-draft damper. CMC 504.4. DRY LAUNDRY ROOM 60\ M3. Additions greater than 1,000 s.f. must have a whole house ventilation system that provides a calculated minimum amount of outdoor air by using either a continuously running bathroom fan or a supply or return air ventilation thru a central HV AC system. The minimum ventilation volume must be a minimum of 1 c.f.m. for each 100 sq. ft. of floor area plus 7.5 c.f.m. for each occupant. The number of occupants is determined by multiplying the number of bedrooms and then adding one. ASHRAE 62.2 M4. For the proposed fireplace, chimney vents shall terminate within 10 ft horizontally of the vent. CMC 802.5.4. ELECTRICAL COMMENTS: El. For the master bathroom, prov ide GFCI receptacle outlets within 3 feet of the sink basin's edge per CEC 210.52(D) and 210.8. PLUMBTNG COMMENTS: No comments. GREEN BUILDING COMMENTS: No comments. ENERGY COMPLIANCE COMMENTS: T 1. Revise the electric plans to show exhaust fan and light fixture to be separately switched per CEnergyC l 50.0(k)(2)(G). Residential Kitchen Remodel 2081 Lee Ct February 12, 2024 G) SUPPLY DIFFUSERS TO BE FIELD VERIFIED. © LIGHT / FAN COMBO. SEPARATE SWITCHING PER CODE. @ RECESSED MICRO SPOTLIGHTS. DIMMER. City of Carlsbad-FIRST REVIEW City Permit No.: CBR2024-0298 True North No.: 24-018-101 Page5 T2. Kitchens require exhaust fans to comply with CEnergyC Table 150.0-G. Show exhaust fan or a ducted range hood and specify CFM rating on plans. Exhaust fan must be ducted to the exterior of the building. T3. Revise the electrical plan to show at least one luminaire in the bathrooms, laundry rooms and walk-in closets to be controlled by a vacancy sensor. CEnergyC 150.0(k)2(E). STRUCTURAL COMMENTS: General: S l. Provide the geotechnical engineer's stamp and signature on the foundation plan and all sheets containing foundation details confirming that the foundation plan, details, and specifications have been reviewed and that it has been determined that the recommendations in the geotechnical report are properly incorporated into the plans. S2. Provide a "Statement of Special Inspections" per CBC 1704.2.3 and as defined in CBC 1704.3. Not only should this list all special inspection and structural testing items that are required by the CBC, but also detail the extent and frequency of the inspections/tests. Plans: a) For shear walls where seismic load governs, structural wood with panel edge nailing spaced 4" on center or less requires special inspection as per CBC I 705 .13 .2 Exception. b) The use of epoxy requires a special inspection. c) For Concrete compressive strength more than 2500 PSI. CBC 1705.3. S3. On sheet SO. I, under the concrete note, revise the w/c ratio for the concrete to be maximum 0.45 as per the soils report recommendation for corrosive soils. MAX. SLUMP W/C ...... 3"+/-1" : 0.55 : 4" +/-111 1oo O 55. loo • • .. - S4. On sheet S2. l, address the following comments: ,vever, it is good practice ally, co :-i sign ent rat a) Specify the size of studs and trimmers on the holdowns location. Residential Kitchen Remodel 2081 Lee Ct February 12, 2024 & STHD14 HOLDOWN '\LJ ---------F 2-2X TRIMMERS & 2-2 KING STUDS City of Carlsbad-FIRST REVIEW City Permit No.: CBR2024-0298 True North No.: 24-018-10 1 Page6 b) Revise the use of strap holdown on an existing footing, as strap holdown could only be installed on a new footing as per the Simpson Strong-Tie catalog. RIMMERS& ING STUDS CF-1.5 2-2X"T 2-2X I< c) On shear wall line 5, the lateral calculation specifies 2 holdowns and the plans specify a hold down on one side. Please revise the plan to specify the holdown on both ends. I L~ -I I (§-1 1:! , ... ,u I I I I I I I I I d) Provide a detail for shear wall line 5, as no detail provided that refrences an exterior shear wall. S5. On sheet S2.2, address the following comments: a) Specify on plans the spacing of the roof trusses. b) For proposed headers, specify the type to be DF#2 as per calculation. Residential Kitchen Remodel 2081 Lee Ct February 12, 2024 c) Specify the required grade for all beams. City of Carlsbad-FIRST REVIEW City Permit No.: CBR2024-0298 True North No.: 24-018-10 I Page 7 d) Provide a detail specifying the connection between the new header and existing truss roof. S6. On sheet S3. l: On details 3 and 5, Specify the [CC ESR number for the dowel epoxy used. Structural calculations: S7. Provide calculation to justify the post installed epoxy all thread rod tension capacity for the hold-down. The calculations shall comply with ACI 318-19, Chapter 17 and include Omega level force as required by the code. ACI 318-19 l 7.10.5.3(d) and 17. I0.5.3(c). S8. Revise the lateral calculations to reference the 2018 NDS. Ft (ksD: • ·1 Vt1lu s p .. ~Re tl!hCI D m ,) 0.§75 ~pplem .• for Vijsually Jfyou have any questions regarding the above comments, please contact Mulham Hweidi via email mulhamh@tncservices.com or telephone (562) 733-8030. rENDJ Structural Calculations For Prepared By: JENH GROUP, INC. 30025 Alicia Pkwy #668 Laguna Niguel, CA 92677 hn@jenhgroup.com 2081 Lee Ct. Submittal: For Approval Submitted: 02/20/2024 CBR2024-0298 2081 LEE CT SAUL: 1500 SF 1ST FLOOR AND KITCHEN REMODEL // 1 056 SF ADDITION Project I\ 2053303400 2/28/2024 CBR2024-0298 2081 Lee Ct. 2024-002 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/20/24 I Page: 2 I Of: 34 Subject By Date Table of Contents Table of Contents ............................................................................................................................................................ 2 PROJECT DESCRIPTION .................................................................................................................................................... 3 SCOPE OF WORK .......................................................................................................................................................... 3 GRAVITY LOAD RESISTING SYSTEM ............................................................................................................................. 3 LATERAL LOAD RESISTING SYSTE M ............................................................................................................................. 3 BASIS OF DESIGN: ............................................................................................................................................................ 4 FOUNDATIONS ............................................................................................................................................................. 4 MATERIALS .................................................................................................................................................................. 4 DEAD LOADS (Wood) ................................................................................................................................................... 6 LIVE LOADS: ................................................................................................................................................................. 6 Wall Dead Load (Wood) ............................................................................................................................................... 7 Roof Framing Design: ...................................................................................................................................................... 8 Roof Truss Design ........................................................................................................................................................ 9 Roof Headers Design ................................................................................................................................................. 10 Stud Wall Design ........................................................................................................................................................ 14 Footing Design ............................................................................................................................................................... 15 CONTINUOUS EXTERIOR FOOTING: ........................................................................................................................... 15 LATERAL ANALYSIS AND DESIGN: ................................................................................................................................. 16 Wind Load: ................................................................................................................................................................. 19 Seismic Base Shear .................................................................................................................................................... 22 Load Distribution-Addition: ....................................................................................................................................... 24 SHEAR WALL DESIGN: .................................................................................................................................................... 25 Shear Wall at Line 5 ................................................................................................................................................... 26 Shear Wall at Line 1 ................................................................................................................................................... 28 Shear Wall at Line 0 ................................................................................................................................................... 31 Shear Wall at Line E ................................................................................................................................................... 33 2081 Lee Ct. 2024-002 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/20/24 I Page: 3 I Of: 34 Subject By Date PROJECT DESCRIPTION SCOPE OF WORK Summary: This project is a one story, wood framed residence. The tenant would like add new 1056 s.f. behind main house. GRAVITY LOAD RESISTING SYSTEM Roof Framing System: The roof framing primarily consists of roof trusses. Floor Framing System: The floor framing system will consist of conventional framing with floor joists and beams Foundation System: It is anticipated that the foundation system is conventional continuous Walls: All the exterior interior walls are 2x wood framed walls. LATERAL LOAD RESISTING SYSTEM Lateral Resisting System: The lateral resisting system of plywood shear wall. 2081 Lee Ct. 2024-002 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E Subject By BASIS OF DESIGN: CODES 2022 California Building Code FOUNDATIONS Soils report by: Skyline Geotechnical Inc. Date : January 28, 2024 Project number: 23-094R.I Footing Min. Ftg. Width. 02/20/24 Date Min. Ftg. Embed. Continuous Footing 18 inches 12" below grade Pad Footing MATERIALS CONCRETE: I 24 inches Design compressive strength at 28 days shall be as follows: Footings Slab on grade REINFORCING STEEL: (ASTM A615 Grade 60) . -. . ... - I Page: 4 Allow. Bearing Pressure 3000 psf 3000 sf I Of: fc' = 2,500 psi fc' = 2,500 psi fy = 60 ksi 34 2081 Lee Ct. 2024-002 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E Subject By STRUCTURAL LUMBER: (Based on 2018 NOS) 2x Joists & Blocking (Repetitive member use) 4x Beams 4x header 6x Beams (Posts and Timbers) Ledgers and Nailers (2x, 3x and 4x) 2x4 & 2x6 Studs (Repetitive member used) 4x Posts 6x Posts Top Plates Sill and Sole Plates Glued Laminated Timber Beams Fb= 2400 psi Fv= 265 psi E= 1,800,000 psi Parallel Strand Lumber (PSL) -Stock Beams (18" & Less De th Fb= 2900 psi Fv= 290 psi E= 2,000,000 psi Laminated Veneer Lumber (LVL) Fb= 2600 psi Fv= 285 psi E= 1,900,000 psi Nailing Schedule Per 2021 IBC Table 2304.9.1 Framing Connectors Use ICC-ES approved framing connectors (Simpson Strong-Tie or equal, latest catalog) 02/20/24 I Page: 5 lot: Date Douglas Fir Larch No.2 Douglas Fir Larch No.2 Douglas Fir Larch No.2 Douglas Fir Larch No.1 And Better Douglas Fir Larch No.2 Douglas Fir Larch Stud Grade Douglas Fir Larch No.2 Douglas Fir Larch No.2 Douglas Fir Larch No.2 Douglas Fir Larch No.2 24F-V4 simple span 24F-V8 cantilevered span 34 2081 Lee Ct. 2024-002 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/20/24 I Page: 6 I Of: 34 Subject By Date DEAD LOADS (Wood) Slope Roof: Deck Joist Beam Lateral (psf) (psf) (psf) (psf) Solar system 5.0 5.0 5.0 5.0 Concrete Tile 10.0 10.0 10.0 10.0 Plywood Sheathing 1.5 1.5 1.5 1.5 Roof framing 3.0 3.0 3.0 Insulation 0.5 0.5 0.5 Mechanical / Electrical / Plumbing 1.2 1.2 1.2 Gypsum Board Ceiling 2.8 2.8 2.8 Miscellaneous 0.5 2.0 2.0 2.0 TOTAL ROOF DEAD LOAD: 12.0 26.0 26.0 26.0 LIVE LOADS: Roof Live Load: = 20psf; 2081 Lee Ct. 2024-002 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/20/24 \ Page: 7 \of: 34 Subject By Date Wall Dead Load (Wood) EXTERIOR WALL DEAD LOAD: Stucco 10.0 psf Plywood Sheathing 1.5 psf Stud Wall 1.5 psf Insulation 0.5 psf Mechanical/ Electrical / Plumbing 0.7 psf Gypsum Board 2.8 psf Miscellaneous 1.0 psf TOTAL WALL DEAD LOAD: 18.0 psf INTERIOR BEARING WALL DEAD LOAD: Gypsum Board (both sides) 5.6 psf Plywood Sheathing 1.5 psf Stud Wall 1.5 psf Mechanical / Electrical / Plumbing 0.7 psf Miscellaneous 0.7 psf TOT AL WALL DEAD LOAD: 10.0 psf INTERIOR PARTITION WALL DEAD LOAD: Gypsum Board (both sides) 5.6 psf Stud Wall 1.5 psf Mechanical / Electrical / Plumbing 0.7 psf Miscellaneous 1.2 psf TOTAL WALL DEAD LOAD: 9.0 psf 2081 Lee Ct. 2024-002 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/20/24 I Page: 8 I Of: 34 Subject By Date Roof Framing Design: ROOF FRAMING PLAN ©-HDA·l HDR-3 HDA-3 HDA·l ir.z,a--------------------------------------u--a= :17'✓.:tzr.t".l'A= V.72211 -------------------------------azz-~ H II ,1 II N i : r1' M ~f: :l~J: X:: : : ~ H " II :: II II 11 II i r 1 ; 11 Q11 II :rw R.r. :: -© ----© 2081 Lee Ct. 2024-002 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/20/24 I Page: 9 lot: 34 Subject By Date Roof Truss Design Roof Truss will be design and provide by truss manufacturer 2081 Lee Ct. Project CALCULATION SUBJECT Subject Roof Headers Design HDR-1 ~FORTE WEB' 2024-002 Project No. Hung Nguyen, S.E By MEMBER REPORT Roof, Wall: Header (HDR·l) 1 piece{s) 6 x 10 OF No.2 overall Lenglll 1 d' 3• 02/20/24 I Page: 10 I Of: 34 Date PASSED + + 0 ----1.,_ _______________________ ..:......_o 1>11 IOcaUons a<c measured rram ~ outside race or icrt support (or icrt a.nlievcr t!lld).1>11 dimcnsioos arc hOnzontal. Daman Rmults --~ Member Readioo (lbs) 1120@0 Shear (lbi.) 976~11° Moment (R·lbs) 3991 @ 7 1 1/2" Vert Uve l.oild Deft. {in) 0.000@0 Ven Totlll Load Dell. tin\ 0.286@ 7' 11/2" Lat Member Reaction (lbs) 330@ 14' 3" LatS!ie.(lbs) 303 0 ?" Lat Moment (Ft-lbs) 1175 11!1 mid-span Lat Oellectloo (In) 0.176 @mo-span Bi-Aleta! Bendlna 0.63 , Delll!l::l,On ai,e,ia: u. (L/360) """n (L/240). • i..ttral delloaioo crllrna; \I/Ind (l/360) --5 t56 ( 1.50") Passed (22%) 5330 Passed ( 18%) 5386 Passed (74%) 0.475 ~ (2LJ999-+) 0,712 Passed (l/599) N/A Passed (N/A) 9475 Passed (3%) 5588 Passed (21 %) 0.475 Passed (l/974) 1.00 Passed (63%) , A 0.8'!. dea....., In the moment capadt)' has """"added IX> account lo< ia'.eral Slabllty. • wnbcf §llllding plOYislon, nmt bo <:<laldc:d r,,cr tile lcl191h al the mcnilxr prr NOS ~ 2.s.s. • ~llalae cal<ulatJons are baoed on NOS. -11 .. Leaflll ......... Sooppo,ts , ... ) SUpportS Tvtll _...., ...... -,__, I • Tr1,,._ -OF 1.so· 1.50" 1.so· 1120 lt20 2 • Trirrmo • Of 1.so· t.50" 1.so· 1120 lt20 Bottom Edpe (Lu) Lnaal C:O.•iedlol• ....,.,. ----~ L.ell 2X Douglas Rr-Larcll NallS Rlgl>l 2X Douglas Ar-Lard> Nall -Veltlcall.oad1 ~ Tit--,-(D.90) c-ltl 0 • Sdf Yltlgh( (l'l.r) 011)1<1'3' N/A 13,2 1 u..roon (PSF) Oro 14" 3" 8' 16.0 - LDf LaN:~(-) -· 1.0 0 (All Spans) o.90 1.0 0 (All Spam) 0.90 1.0 D (All Spans) -1.0 0 (All Spans) .. 1.0 D fAJI Soans\ 1.60 I.OD+ 0.6W 1.60 1.0 D + 0.6 W 1.60 1.00+0.6W -1.0 0 + 0.6 W 1.60 1.00 + 0.6 W -None None Type/- Bd (0.113" • 2 1/21 (Toe) Bd (0.113" • 2 1/21 (T°"l ~ ◄ ◄ s,,,.tcm:WiJI Mcmw r_,_ ~lldlng lM ; Rcsldcr1tlal t,,,lldlng Code : IBC 2021 Design Mclhodolol1!' ; "50 ....... • "5CE/SEl 7 Soc. )O.•: ~~(CJ, M<an Roof floght (8'), Topogra,phcf,-(1.0}, Wind Otr«11on1l11Y FK11>< (0,85), Basic Wind Spcc:d (96), Risi< c.tcgo,y(II), Ellocl!•• Wond Aiu de!,rmlr,ed u.-.g f<II .,.,,_ <pan and~-wi:ltl\. • IBC Table l&O<IJ, footnote I. Oe!lertbn med<s are oel'IOI""'° u5l'l9 ◄2% rl IJ-o5 lateral..,.. load 2081 Lee Ct. Project CALCULATION SUBJECT Subject HDR-2 ~FORTEWEB' 2024-002 Project No. Hung Nguyen, S.E By MEMBER REPORT Roof, Wall: Header (HDR-2) 1 piece(s) 4 x 10 OF No.2 overall Lengtn· 5' 3• 02/20/24 I Page: 11 I Of: 34 Date PASSED + + 0----1:.....------------------------"---0 5' m Al IOcatiOns are measured from the outside face of left $Uppot\ (or left canUICYcr end). All dimenSiOns 81"1! hOdiZOOUII. Doman Results AcltallO l.oc:lllloft Member Reaction (lbs) 2678 @0 Shear (lbs) 1761 @ 10 3/4" Homl!nl (R-lbS) 3515 @ 2' 7 112· UYe Load Dell. (In) 0.020 @ r 1 112· Totlll Load Defl. (fn) 0.017 11!> 1.' 7 1/2" , ~ o1"'ria: LL {1./360) and TI. (lJ240). , i..x.r.,1 del/«don ann"' Whd (L/360) -3281 (I.SCI") 4856 5551 0.175 0.262 -1.1W LON: CON-(-.i) Passed(82%) -1.0 0 + 1.0 Lr (Al Spans) Pi!SSed (36%) l.2S 1.0 O + 1.0 Lr (All Spam,) Pas54!d (lil%) 1.25 1.0 0 + LO Lr (Al Spans) P<lSSed (1./999+) -1.0 0 + LO Lr (Al Spans) Paissed (1./999+) -1.0 D + 1.0 Lr (Al SOMs) , A u~ deaeose rn !he moment cai,aclly l'oo< been adtle<l 10 aa:a..it for later~ subillty. • Appkabk: alailltons .,.. bMcd on NDS. _...,.l.-,gtli LoNslD ~(I ... ) Supports T-A,,.ilal,le "-'•"" o...i ._,u.. .__, --L • Trmner • Of 1.50" LSO-1.so· L52J 1155 2678 None 2 • Trimnler • Of LSO-LSO-Lscr l52J lt55 2671! None End ec-,v Panis BoUom Edg,o (Lu) End ec.nn,, Puinls Latanl Connections ---_ .. _ ~ ,,_,_ lJ!tt zx Llot9"S flr.utdl Kats 8d (O. LU' • 2 L/2') {Toe) RlgM zx Dot4aS flr.Utdl r-aJs 8d (O.llJ" • 2 L/2') {Toe) -_.._ Vertical Loads LocallN T-ty-(O.llO) (_._11.25) con,- 0 • Self Weight (PU') 0 to S' 3" t./A 8-2 - I • Unlfonn (PSF) 0 t1>S' 3" 22' 26.0 20.0 Roof I ~ ~ 2 2 SY>ttffl :Wall ~'ltmll<r 1 Ii>«! : Hc,,der 8ull:llno I.M : R<sl:lcndal lluhdlno Codo : tee 2021 O.Slgn M<l/lodot,gy : AS0 _..., • ~ 7 Sec. JO,◄: E:,cposvl'lt Qit,,gory (C), Mein Rod Hrii;,t (8'), T-lw: fl'(;lcr (I.OJ, Wind Oweaionolcy f<I~ (0.8St B.,sic: ~~nd $i-d (96), IW< Cbtegory(ll), ~ Wnl Arel dfmffllne<I USlng I\JI member span and tilt>. ,,;;,1111. • !!IC Table 160'1.3, fOOUIOle f: D«lec1lor1 chede; a,e performed u9n9 q2'14, of this lateral "1nd load. ~.., warrants that the slztlg d Its pux!ucts wl be ,i aca,roana, •~ Were,tiae.,.., prod.ct ~• a1te<la and publ!t>ed oesii,, v.rues. Weyemaeuser ""l"essllf dlS<!illms ar,r OChef wan'andl!S rl!latrd to Ille sollwam. U5" d thc5 ~ is not ll'(tndcd to o'n:-tll< l1C0d fer• O<Sl!ln prob."'71al as d<ttrroinc<I by the alAt>o<1ty '-1!1 j~. ~ <lc:51gnor d ,oa:,rd, bu1orr or fmnar Is rd:jlOnSil>le to•-tlli!lt ll'lls C!tlkulotion is comp/ltible wi1h tl1' CM:flll projl:cl. -(Rim Boord. IIIXl<lng Plinels and SqLl!nh Bk>O:s) ar< net dcs,gl>Od by th5 _.., Pnx!uctJ rnar,,til<t,m:d /It ~.., la!lltiesare lhrd'l)atty Cl!rtllled to sustainable to,e,;tty mndards W<!)'elllaetlset EnQ,ieeml Lutmet PIO(t.Jas ha¥e been e¥a1Wted by ICX·E5 under eva\lat!on repo"5 ESR-1153 and ESll-1387 ,nlj/o, tested lo aroordanoc wttn ~ "5TM sli>ndords. F-cr o.irn:nt cod< evillL00on "'l)Ort:s, w..,.._..,. prodUa llttratlJn? and lnstaHJbon d«alls ~c,r to """'·"~..,_,,..,._~doament·libn,ry. The product oppi<at'on, i~ dc$ign loods, dmon,ion, and ~P<r. nfonmtic,n ha.., t,eer, p«JY\cled by FortcWCB So1tw,ort 0,,..,.,,. 2081 Lee Ct. Project CALCULATION SUBJECT Subject HDR-3 ~FORTEWEB 2024-002 Project No. Hung Nguyen, S.E By MEMBER REPORT Roof, Wall: Header (HDR-3) 1 plece(i) 4 x 6 OF No.2 02/20/24 Date overall Lengtn· J'_J·-------~--- \ Page: 12 I Of: 34 PASSED + + o--11----------------------------o 3' Al locations 11re measured from the outside face of left stJpport (or left cantiever end). Al dimensions are norizontal. n-lan Results -·-----LDf" Leed:_( __ ) tJ1enmer React1011 (lbs) 1652 @O 3l81 (I.SO-) Passed (50%) -1.0 0 + 1.0 Lr (Al Spans) Shear(fbs\ 1059@1 r 2888 PMSed (37%) 1.25 1.0 O + 1.0 Lr (AJ Spans\ Moment (R<lbs) 1343 @ 1' 7 1/2" 2141 Passed (63%) 1.25 1.0 0 + LO Lr (Al Spans) IM Load ~.(ln) 0.011 41> l' 7 1/2" 0.108 Passed (l./999 +) -1.0 o + 1.0 Lr (Al ~nsl Total Load Dcfl. (in) 0.033 @ 1' 7 1/2" 0.162 Passed (l/999 +) -1.0 0 + 1.0 Lr (Al <;n,,ns) • lldle<lion aiteria: u (VJ60J anc1 n Clf.140). • Lateral clellealon auna: Wind (LJ360) • A 0.4~ dt!!:Jff>e i'I the .......,.,.. <Zlj>Odty ha be!rt l!ldlloOd IO a«:ou:'11 ro, leleni Slbllillly. • ~ Ci!loJlatlon,; ""' tmad on Nl>5. Supports I -Trln'm!< • Of 2·TrlnYn<,r-Df I Latenl Bracing '~""'"' BonomEdga(Lu) Lateral Connections ~ --Lfft 2X ~l 2X Vertic:1111.oads 0 • Sl,jf Wl!ght (PU') I Unlfonn (PSF) _,..IAnldl T°"" _...,.. ........... LSll" LSO" LSO" I.SO' I.SO' 1.50" End Bmnnri Pllints Endllei>nngPllinls _ .. _ lll>t.g\M Fil-Utal Dot.qi.. Fir-t.ordl .,_ T-rywtdtl, Oto3'3' N/A Oto 3' :r 22' .._1D~(IIN) 0-, bc,fU.. ,__ -937 715 1651 NCr>f! 937 715 1652 NCr>f! ~ Type/- 111&1!1 8<l (0.113" X 2 1/2") (Toe) -8<l (0.113" • 2 1/2") (Toe) --Uve (0.,0) (IIOfl---: L2S) c-- 4.9 - 2&0 20.0 Roo( lil ~ 2 2 5l/SIB'TI :Y"1A Member T'li>I! : Header euldong Use : Res>denllal 8uldln0 Code : tee 2021 Design ~ : "50 -... • ASCE/SEl 7 So;. Xl.4: ~ <:,m,go,y (C), Hc;,n !loaf Hd,J,t (8'), T-llo: F.w>r (1.0), Y~r>i t>iro<llonill;y Ffc;\Q! (0.85), e.sit Wlr>i SPQOd (96), -~,)'(II), E/locWc Wnd - <ltUmlttd u<rng full rneml>!r spa,, "1ld llil. wdlll. • IBC Table 1604.3, footnote t: Da'lecllal <hedl:s..., performed uq ~2~ of INS late,al wind load. ~lief wartM'll'S that Ille Sl9\0 ol 11'5 ll!oducls 'Ml be l'l acmdartt wi'.h v~aeuset produtt des!:)n Olte!la "1ld publs'led cle5lg, --\~ exp,l!S!ly dsdlllms •"I' o<her WlffllMIOS relaml to the~. U9" ol 11,i; ~ iS no( lnttrood IO m:"1WIJ11 tile ooad ltlr a design p,olessaonal as _,.ined by the a<Aho<1t't' havng J~. The designer ol record, bul1def or framer Is ,..ponst,le ro • ......, tho! tt,,. ~on 1$ oomp,,libio wrth the .,_,..,,q p-ojcct.""""""'"' (Rim lloord, l!lr;,dung Pa,,. aid Sq"""1 Bloct.) are not d..,;g_, by tho>--· Products m,mu!lldvred at Vlere"-illel ralilllesare lhrd·pa<ly ....illled to ...,,,.lnable loresll'y l.UnMl'CIL \Yer<!lllaeuSel Engi'leefed ~ PtOOJc!S l>iwe been e-,alJall!d by ICI:-ES U-evaltJllllon repo<IS BR-1153 and ESR-1387 a,,d/or -In aaJO<dance w!lll applcable ~M Slil<1d¥d>. Ft, o.rnert code evahsllon rworts, vierernaeaser product lter1lllJre and lnStllllatt>n dEtalls refer to www ... ,rye,t,o«•J1•:r.00f1VWO(ldprcdU<tt{doa,monl-librwy The product Ol>9'icot"'"-•llM dwgn ~ on,cn,,ons ond ""'port .,fo""'""'1 hovt, t>c:,,n p,OY!dod by For«,WEB ~ ()pcr..ior 2081 Lee Ct. Project CALCULATION SUBJECT Subject HDR-4 ~FORTEWEB' 2024-002 Project No. Hung Nguyen, S.E By MEMBER REPORT Roof, wall: Header (HDR-4) 1 piece(s) 4 x 8 Of No,2 overall Lengt/l 4' 3' 02/20/24 I Page: 13 I Of: 34 Date PASSED + + 0-------------------------------...;;..--o m All loc&tlons are measured from the outside face of left support (or left GMtllever end). All dimensions are horizontal. n-ian ReMltts -·~ --LDF ..-,~.,-, MenberR.eaction (lls) 2164@ 0 3281 (1.50") Passed (66'%) -LO D ➔ l.O Lr (All Spans) She¥(lbs) 1422@ 8 3/4' 3806 Passed (3N) J.25 J.0 D + 1.0 Lr (All Sp;,115) MaN!nt (Ft-!ls) 2299@) Z' l ll2" 3709 PIISSC!d (62'%) L25 LO D + 1.0 LI (All Soans) Uve Load Deft. (in) 0.018 @ 2' I 1/2" 0.142 Passed (l,/999+) -1.0 D + 1.0 Lr (All Spans) Total l.oild oen. (In) 0.042 tl!I 2' 1 1/2" 0.213 Passed (1./999+ l -LO O + 1.0 LI (All Spans) • DEl1et1!on o11M>! LL {lJ360) 11"'111. (l/240). • l-<1ter,,I dcfto:tion ~: W.-.1 (l/360) • A o.;,,. decrease in tile moment capa..,, nas been ilO<Je:l to acmont for lateral Slalllill!y • Jlppiooblc ~• ~ ~ tr1 NOS. '-llwLMlltlil ~-~( .. ) Supports ,_ Aft------u,,. _,. , ... I • Trlmrner -OF 1.50" 1.50" LSO" 122!1 935 2164 tltr!e 2 -Trlmtner • OF 1.517' I.SO" I.SO" 122!1 935 2164 tltr!e TopEdgv(u,) llot10mEdgc(Lu) Lataral Connections ~ -----~ -,.,..1- Left 2X DouQlas Flr-L>Kh Nails 8d (D.113' x 2 1/2') (Toe) Righi 2X Douges FHald'I Nails 8d (D.113' x 2 1/2") (Toe) -IIOOfU.. Vertical Loads ~ ,,_ry_ (0.,0) <--•l..JS) ~ D-SettWdgt,t (Plf) 0to4'3" NIil ~-• - I ·\.l'llform(PSf) 0 to4' 3" 21' }o.0 100 fl<)d [fil Qa■dty 2 2 Syiurn:Woll Morroc,-Typa: Hralcr Buidn9 U...: Rcsiderwl 8uidn9 Codo • !BC 2021 Oo5ign Mctt-od~ : AS0 ........ , ASCE/'S□ 7 Sec. JO.◄: upo,,.,rc Cloll:go<y (C). Mean Roof lldgltt (B'), Topogn,pllic Factlr (l.D), Wind~ r,,_ (0.85). &si< Wind ~ (%), Ri,,1' Clile9:r,(IT), ClfcclM: Wnd /Ire> detennlne<I l.15/0Q IIA m<rnbet span and 1l"b. -.leltll. • IIIC Table !li(>q.3, footnote f: Oeflectlon cll0Cls""' perlOfJTIEll using ~2'llo of 1'11< lateral wtnd looo, w Were,t\aeJS<!' warrar(S that Che slZJnll of Its~ ,,,u be In ~ ..th Wt!l\?'haeuser prochlc:t cleslgl\ o1tena ir>d pUllhllleO desllJ'I vaies. weyeri0euser E!Xj)Jffiy dlsdalms any -warrarcles rtlolcd to tt,e ooft,.,....,. Ua: of th$ ~ i> not lnt<ndcd lo OfWT1\ltol ll>c ne<'ld for• ~ pr.,t...,.tr11I "'dctcnn<>ed bl' the 1WlQrhy ~ J""lldia>tr1. Tho OC59""' r;f r'CW"d, bl,Jldcr or fr;,rnc,-15 respo,o<>bl!, u, ,......, lll8l this -I• """pati""' wllll Lhl! °""''' p,-oje<L -(Rim lloor1l, Blod<ing Pa-and SquMII l!locl<) are not ~nee! by tl>d -· PN)(lum manuCaoured at We,-emaeuser faailtles are ~ certl'led 11> sustainallle l'orestry stilndards. W~ En~ LJJmber Pl'oclUcts hiwe been evaluated by JCC·ES under eYa\labon -ESR• l lS3 and ESR· 1387 ,r,J/or tc,:;cd In 1c;r;ord""°' witt, .-,ppic;,bfc ASTM .U.ndonl>. For-GJrtent ax!< ~•tv.,tjon ri:ports, W.,.,...-,fflll7Cl prod11<1 itcrartvr< ond ir,.u,ll11-d<blib n:lor to www.~.a,~dooJ....nr•libnlry. n,,, prcxllJC1 llpj)lit.-tJoi, input design bods, o;....,,.;°"' and •~ ;,,rcirm..icn hlr.e t,e,,,, pr<>Yide:S by forte'I\IEI! sonw,,_.., Oper-aa 2081 Lee Ct. Project CALCULATION SUBJECT Subject Stud Wall Design Stud Wall @ Line 1 & 5 2024-002 Project No. Hung Nguyen, S.E 02/20/24 By Date DL= 22 x 26 psf= 572 plf; RLL= 22 x 20 psf= 440 plf ::.ii FORTEWEB Lateral Connections 5'lpport9 ~ Top l\als Base l\"als MEMBER REPORT Roof, Wall: Stud line 1 & 5 1 piece(s) 2 x 4 OF No.2 0 16" oc Wall Height: 8' Member Height: 7' 7 1/2" n.ciftn Resutts _., ... __, ..... Slendemess 26 so Passed 152% \ Comp.-ession (lbs) 1349 3337 Passed (40%) Pli!l.e Bearing (lbs) 1349 4102 Pa~ 133%) Latl!ral Reaction (lbs) 6'I ·-- Laterill Shear (lbs) 59 1008 Pa~(6%) Lateral Moment /rt-lbs) 122 @ ml<H;pan 629 Passed It 9%) Total Deftection (in) 0.13 @ mid·span 0.25 Passed (l.'694) BendlnalCompresslOn 0.49 1 Pa~/49%) • Lateral c1er.ea:1on caa-ta, Wllld (LJ36tl) • I~ 11""1 load eo:,,r(riol;y fer \hi$ d~,gn I• 16.67111, of <1PP1collle member $Ide dnlen$1Cln. • ~cal;je calaJlatlons are llasa'.I on tlOS, • A beoring ..-.,i, fa<r.rir of 1.25 has been •ppled ID bMe plate tit,,-ing ai,,,clly. • A IS% Increase., lhe moment capacity has been added to accoun1 f« repe!la'l'e merroer u~. Douglas Ar-l..Yd'I 2X Oouglas Flr-Larth I~ Unbnlc.ed t.lgth TY,e/-Quanltty ~ ........ 8d (0.11.3" • 2 1/2') {Toe) 2 ri/A 8d (O.l lJ" • 2 1/2") {Toe) 2 rl/A I Page: 14 I Of: 34 PASSED 0. C. Spacing: 16.00" LOf 1.-1:Cmnllilllltion -· - 1.25 1.0 D + 1.0 Lr -· I.OD+ 1.0lr 1.60 1.0 D +0.6W 1.60 1.0 D +0.6W 1.60 1.0 D +0.6W .. 1.0 D +0.6W 1.60 1.0 D + 0.45 W + 0.75 L + 0.75 LI ~;WrJI •lcmbc,-Typc ; Sl.-J a.,il;l,ng Coclc ; ltlC 7~1 o..;,nMdhodology:ASO • Nailed c:onnocbon "-lhe ~ of Ille me,,bor •• """'mod to be nolled lhrovgh the t,c,u,,m 2• p~ pn;r to plocemOnt al the tt,p 2• al tho doul>le top plote -IT'l!>ly. --,u,,e Vertical Load 5'adal (UO) (---1.25) ~ I • P<,,nt {Plf) 16.00'" S12.0 +!0,0 Rod • ASCE/SEI 7 Sec. 3(1.4; Ex;oo,;ure Cou,gory (C), ..... Roof He!Jll (8'), Tcpogn,l)iw: Fb::tcr (1.0), Wore! Om,aion&hty F<,ax,r (0.llS), e..sic vnrct Spoed (96), Ron 0,togory(ll), Elfectr\"' Wnd Arell detemilne:l using flM memce, span and tJlb. wl<llh. , IBC Table 1604.3, fooenote f: llEtlet1lorl clied<s are performed ugnv 42'lo of this lateral -.100 loi>d. w serNotes Were,t,ae.iser wamirns tlliJt Irle Sll!tlg of Its proclucts ,,;n be r, aca,rdana, WKII Weyetllaaiset procll.lCI cles'Qn 01te<la ano i:-,bll!hed ();!sign V"""5. Weyemaeuser e,op,essly dloclalrns any other warrantleS relaml to lhc sollwan,. U5" <:I ,t,.. ~ os not 1"""'1do:I to om,iwmt 111• oood for~ dcs,;in ~;ii a,s dttcmuned by the authonty t-,g Jin;dittJQJl. T,-,,, designer ol l'OCD<d, builder or fr..-.or is rapaiible to a.-.ure lhol \his aola.dotion is aimJ:elible with tt,o over•P s:n>Jed -(Rim Board, l!loduog P•rdl Arel Sq...sh Blodcs) are not designod by thoS -.e. Pl-oduc:t< manitlldu""' Ill We)'i!fllaeuser radllllesare lh,d~ ce1illed to sustainable r~ stanllal'ds we-,,er11aeuser Ell9tl""'ed 1.1.m>er Procl>as M..-e been evaluated oy l~E5 under e.>alJatlon rej)ltts ESll-1153 and ESR·IJ87 Md/or~ on~ ...u, applca~ ~M st.!ndorlls. I'« c,rront code cval~or, ,worts, Wt!)>ort,-scr ~ 111:rr;i~ ~ad nstllllmcm d<tilois rdc:r to www.""'l"Cflo•eu!lef.~o:h.l:b/<loc:umt,nl.·llbnty. The J:CD(luct i!ppli~oon, i~ut dc,gn loads, dm,:ngom lr.:I ~port nfonno!ion have been p<o,idod by FortcWCB Sdlw.,re Op:rllb>r 2081 Lee Ct. 2024-002 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/20/24 I Page: 15 lot: 34 Subject By Date Footing Design CONTINUOUS EXTERIOR FOOTING: Load (psf) Tributary Width (ft) Total Load (blf) Roof Dead Load 26 22 572 Roof Live Load 20 22 440 Floor Dead Load 0 0 Floor Live Load 0 0 Wall Dead Load 18 8 144 Foundation Dead Load 150 1 150 1306 Soil Pressure 3000 Footing Width request 0.44 ft Use 1 ft OK Use 12" wide footing with 2-#5 Top and Bott. 2081 Lee Ct. 2024-002 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/20/24 I Page: 16 !of: Subject By Date LATERAL ANALYSIS AND DESIGN ASCE M.Ell'.ANIIDCTTC.CM.EMINBIS Address: 2081 Lee Ct Carlsbad, California 92008 Wind Results: Wind Speed 10-year MRI 25-year MRI 50-year MRI 100-year MRI Data Source: Date Accessed: ASC E Hazards Repo rt Standard: ASCE/SEI 7-16 Risk Category: II Soil Class: D -Default (see Section 11.4.3} 96 Vmph 66 Vmph 72 Vmph 77 Vmph 82 Vmph Latitude: 33.163381 Longitude: -117.325552 Elevation: 246.14802970416451 ft (NAVO 88) ASCE/SEI 7-16, Fig. 26.5-18 and Figs. CC.2-1-CC.2-4, and Section 26.5.2 Tue Jan 23 2024 Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear interpolation between contours. Wind speeds are interpolated in accordance with the 7-16 Standard. Wind speeds correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability • 0.00143, MRI = 700 years). Site Is not in a hurricane-prone region as defined in ASCE/SEI 7-16 Section 26.2. hnps:1/asoehazard]ool oro1 Page 1 ot 3 Tue Jan 23 2024 34 2081 Lee Ct. Project CALCULATION SUBJECT Subject ASCE -SIJ:ICIYIS IM.-S Seismic Site Soll Class: Results: Ss : S, 2024-002 Project No. Hung Nguyen, S.E By D -Default (see Section 11.4.3) 1.019 So, 0.371 TL : 02/20/24 Date NIA 8 1.2 PGA: F. : 0.447 NIA PGA M: Fv : 0.536 S1.1s 1.223 F PaA 1.2 s.,., : NIA I. : 1 SDS : 0.815 c. : 1.304 Ground motion hazard analysis may be required. See ASCE/SEI 7-16 Section 11.4.8. Data Accessed: Tue Jan 23 2024 Date Source: usGs Seismic Design Maps https :1/ascehazardtool .orgl Page2of 3 I Page: 17 I Of: 34 Tue Jan 23 2024 2081 Lee Ct. 2024-002 Project Project No. CALCULATI ON SUBJECT Hung Nguyen, S.E 02/20/24 I Page: 18 I Of: 34 Subject By Date ASCE The ASCE Hazard Tool ls provided for your convenience, for informational purposes only, and Is provided ·as Is" and without warranties of any kind. The location data included herein has been obtained from mformalion develope<l, prodl)(;ed, and maintained by third party providers: or has beeri extrapolated from maps incorporated in lhe ASCE standard. While ASCE has made every effort to use data obtained from reliable sources or methodologies, ASCE does not make any representations or warranties as to the accuracy, completeness, rellabllity, currency, or quality of any data provided herein. Any third-party links provided by this Tool should not be construed as an endorsement, attihation, relationship, or sponsorship ol such third-party content by or from ASCE. ASCE does not lnlend, nor should anyone interpret. the results provided by this Tool to replace the sound judgment of a oompetenl professional, having knowledge and experience in the appropriate field(s) of practice, nor to substitute for the standard of care required of such professionals lri interpreting and applying the contents of th.is Tool or the ASCE standard. In using this Tool, you expressly assume all risks associated with your use. Under no circumstances shall ASCE or its officers, directors, employees, members, affiliates, or agents be IJable to you or any other person for any direct lndtrect, spe<:ial, incidental, or consequential damages arising from or related to your use of, or reliance on, the Tool or any information obtained therein. To the fullest extent permitted by law, you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data provided by the ASCE Hazard Tool. ht1ps·11ascenazardtool,oro1 Page 3 ot 3 Tue Jan 23 2024 2081 Lee Ct. 2024-002 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/20/24 I Page: 19 I Of: 34 Subject Wind Load: DESCRIPTION: Windload General Design Values By 96.0 mph 16.0 psf Date Calculations per ASCE 7-16 V : Basic Wind Speed per Sect 26.5-1 or 2 User specified minimum design pressu Occupancy per Table 1.5-1 II All Buildings and other structures axcept those listed Exposure Category per 26. 7 Exposure B Topographic Factor Kzt per 26.8 Main Force Resisting System Yalu MRH : Mean Roof Height Roof Slope Angle Lambda MWFRS: per Figure 26. Design Wind Pressures Horizontal Pressures ... Load Case # 1 ... Zone: A ::, Zone: 8 :: Load Case # 2 ... Zone: A ,. Zone: 8 ;; Vertical Pressures ... Load Case # 1 ... Zone: E • Zone: F ;; Load Case # 2 ... Zone: E = Zone: F = Overhangs ... Load C.ise# 1 ... Zone: Eoh = Load Case # 2 ... Zone: Eoh = 18.38 psf 16.00 psf 16.00 psf 16.00 psf -16.00 psf -16.00 psf -16.00 psf -16.00 psf -16.00 psi 16.00 psf 1.00 Com2s20ent & Cladding Values 8.0 ft Errectlve Wind Area of Component & Clad 10.0 ft"2 25 degrees Roof pitch for cladding pressu Gable Roof > 20 to 2 1.00 Zone: C Zone: D Zone: C Zone: D Zone: G Zone: H Zone: G Zone: H Zone: Goh Zone: Goh = = ::, ;; .. " = = = = LHD : Least Horlzootal Dimension a = max (0.04 • LHD. 3. min(0.10 ' LHD, 0.4"MRH)) 44.0 ft 3.20 ft Lambda Component & Cladding : per Figun 0.82 16.00 psf 16.00 psf 16.00 psf 16.00 psf -16.00 psf -16.00 psf -16 00 psf -16 00 psf -16.00 psf 16 00 psf ASCE 7-16 Section 28.5.4 Minimum Design Wind Loads requires tllet the load effects of the design wind pressures from Seclioo 28.5.3 shall not be less than a minimum load defined by assuming the pressures. ps, for zones A and C equal to +16 psf, Zones B and D equal to +8 psf, while assuming ps for Zones E, F. G, and Hare equal to O psf. Component & Cladding Design Wind Pres1 Design Wind Pressure = Lambda • Kzt • Ps30 pe Roof Pressures ~ Negative Overhang Pressures Negative Zof'le 1 Zone 1· Zone 2 Zof'le 2e Zone 2n Zone 2r Zone 3 Zone 3e Zone 3r Wall Pressures Wall Zone4 : Wall Zor.&5 : 16.000 16.000 16.000 16.000 16.000 16.000 16.000 16.000 -19.352 psf ••• psf .,. psf -19.352 psf -30.914 psf -30.914 psi •-psf -30.914 psf -39.786 psi -16.000 psi -18.188 psf Zone 1 -23.042 psf Zone 1' lttilll psf Zone 2 , .. psf Zone 2e -34.588 psf Zone 2n -34.5876 psf Zone 2r -34.588 psf Zone 3 ... psf Zone 3e -41.476 psf Zone 3r --48.085 psf •·••: There is no value in Figure 30.4-1 Tabular Values 2081 Lee Ct. Project CALCULATION SUBJECT Subject Overall Wind Load Roof Level b = d= h = a= 44 ft 24 ft 4 ft 3.2 ft 2024-002 Project No. Hung Nguyen, S.E By angle 26.57 degrees Case A Design W in d Area Net Forces Zone Pressures q (ft 2) (lbs) (psf) A 18.38 25.60 470.53 B 8.00 38.41 307.27 C 16.00 150.40 2,406.40 D 8.00 225.65 1,805.19 4,989.38 Case B Design Win d Area Net Forces Zone Pressures q (ft2) (lbs) (psf) A 18.38 12.80 235.26 C 16.00 83.20 1,331.20 1,566.46 Diagrams 02/20/24 I Page: 20 I Of: 34 Date 2081 Lee Ct. Project CALCULATION SUBJECT Subject BUILDING WEIGHT Addition First Floor Ext. Wall Load Int. Wall Load Roof (E) Main House First Floor Ext. Wall Load Int. Wall Load Roof 2024-002 Project No. Hung Nguyen, S.E 02/20/24 I Page: 21 I Of: 34 By Date Dead Load Height Length Load (psf) (ft) (ft) (kips) 18 4 92 6.62 9 4 45.33 1.63 26 1056.00 27.46 35.71 Dead Load Height Length Load (psf) (ft) (ft) (kips) 18 4 165.66 11.93 9 4 203.58 7.33 26 1708.52 44.42 63.68 2081 Lee Ct. 2024-002 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E Subject By Seismic Base Shear DESCRIPTION: Seismic Base Shear Analysis Spedfic Description: Seismic Load Risk Category 02/20/24 I Page: 22 I Of: 34 Date Calculations per ASCE 7-16 Risk Category of Building or other Structure : •11•: All BuildirJgs and other structu-res except those listed as Category SCE 7•16, Page 4, Table 1-5•1 I. Ill. and IV Seismic Importance Factor USER DEFINED Ground Motion Max. Ground Motions, 5% Damping S s " 1.019 g, 0.2 sec response S 1 " 0.3710 g, 1.0 sec response For the closest datapoint grid location ... Latitude "' 0.000 deg North LorJgitude == 0.000 deg West 1 Site Class, Site Coeff. and Design Category Classification: "D" : Shear Wave Velocity 600 to 1,200 ft/sec Site Coefficients Fa & Fv (using straight-line interpolation from table va! Fa Fv Ma.ximum Considered Earthquake Acceleral Design Spectral Acceleration Seismic Design Category Resisting System Basic Seismic Force Resisting System , .. SM$ ;; Fa. Ss SM1 -Fv • S1 SOS"' SMS • 213 S01"' SM1 • 213 Bearing Wan Systems ASCE 7-16, Page 5, Table 1.5-2 ASCE 7•1611.4.2 = D (By Default per 11.4.3) ASCE 7-16 Table 20.3-1 -1.20 ASCE7•16 Table 11.4-1 & 11.4•2 = 1.93 = 1.223 ASCE 7-16 Eq, 11.4·1 = 0.716 ASCE 7-16 Eq, 11,4-2 " 0.615 ASCE 7-16 Eq, 11.4.J " 0.477 ASCE 7-16 Eq. 11.4-4 " D 1SCE 7-16 Table 11.6-1 & ·2 ASCE 7-16 Table 12.2-1 15.Light.frame (wood) walls sheathed wlwood structural panels rated for shear re1ilistanc;e. :; ResporJse Modification Coefficient • I = System Overs1rength Factor " Wo • Oefleotion Amplification Factor " Cd ' "' 6.50 Building height Limits ; 3.00 Category "A & B" Limit 4.00 NOTE/ See ASCE 7-16 for all applicable foofn< Category "C" Limit Category "D" Limit Category "E" Limit: Category "F" Limit: Lateral Force Procedure Equivalent Lateral Force Procedure No Limit No Limit Limit= 65 limit = 65 Umit=65 ASCE 7-16 Section 12.8.2 Toe "EQvivalent Lateral Force Procedure" is being used aocordins, to the provisions of ASCE Z·l 6 12.a Determine Building Period Use ASCE 12 8-7 Structure Type for Building Period Calc;ul.AII Other Structural Systems • Ct • value 0.020 • hn • : Height from base lo highest !eve 8.0 ft " x •· value 0. 75 ·Ta" Approximate fundemental period using Eq. 12.8-7 : Ta:: Ct• (hn "x) :: 0.095 sec 'TL"; LorJQ-period tram,ition period per ASCE 7-16 Maps 22-14 -> 22-17 6.000 sec " Cs " Response Coefficient Sos : Short Period Design Spectral Response • R ·: Response Modification Factor •I·: Seismic Importance Factor = = = Building Period· Ta· Calculated from Approximate Method sel1;; 0.095 ASCE 7-16 Section 12.81.1 0.615 From Eq. 12.6·2, Preliminary Cs = 0.125 6.50 From Eq. 12.8-3 & 12.8-4 , Cs r-.eed not ex~ = o.m From Eq. 12.8-5 & 12.6·6, Cs llOt be less lhan = 0.036 Cs : Seismic Response Coefficient = = 0.1 254 2081 Lee Ct. 2024-002 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/20/24 Subject By DESCRIPTION: Seismic Base Shear Analysis Seismic Base Shear Cs= 0.1254 from 12.8.1.1 Vertical Distribution of Seismic Forces • k •: hx exponent basM on Ta= 1 .oo Table of bulld/ng Weights by Floor Level... Level# WI : Weight HI: Height 2 35.71 8.00 63.68 8.00 Date W ( see Sum Wi below ) = Seismic Base Shear V = Cs • W = (WI· Hi"k) Cvx Fx=Cvx • V 28.5.68 0.3593 4.48 509.44 0.6407 7.99 I Page: 23 lot: 34 ASCE 7-16 Section 12.8.1 99.39 k 12.47 k ASCE 7-16 Section 12.8.3 Sum Story Shear Sum Sto,y Momeni 4.48 0.00 12.47 0.00 Sum WI = 99.39 k Sum WI • HI= 795.12 k-ft Total Base Shear = 12.47 k Base Moment = 99.7 k-ft Dlaphra9m Forces ; Seismic Design Cate9ory "B" to "F" Level# WI Fl Sum Fl Sum WI Fpx : Calcd Fpx : Min Fpx : Max 2 35.71 4.48 4.48 35.71 4.48 5.82 11.64 63.68 7.99 12.47 99.3.-9 7.99 10.38 20.76 Wpx , .. , . . . . . . . . . . . . . . . . Weight at level or diaphragm and other structure elements attached to it. Fi. . . . . . . . . . . . . . . . . . . . . . Design Lateral Force applied at the level. Sum Fi . . . . . . . . . . . . . . . . . . Sum of "Lat. Force" of current level plus all levels above MIN Req'd Force@ Level ... 0.20 •Sos •I• Wpx MAX Req'd Force @ Level . . 0.40 • SOS • I • Wpx Fpx : Design Force@ Level. Wpx • SUM(x->n) Fi / SUM(x->n) wi, x = Current level, n = Top Level ASCE 7-16 12.10.1.1 Fpx Dsgn. Force 5.82 5.82 10.38 10.38 2081 Lee Ct. 2024-002 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/20/24 Subject By Date Load Distribution-Addition: ROOF LEVEL TRANSVERSE DIRECTION Roof Load: Vseis= 4480 lbs Vwind= Rho= 1 Vseis *Rho= 4480 lbs Roof Area 1056 ft2 v, seismic= 4.24 psf Grid Line Left Trib. Right Trib. Left Trib. Right Trib. Width (ft) Width (ft) Length (ft) Length (ft) 5 22.00 24 1 22.00 24 LONGITUDINAL DIRECTION Roof Load: Vseis= 4480 lbs Vwind= Rho= 1 Vsei/Rho= 4480 lbs Roof Area 1056 ft2 v, seismic = 4.24 psf Grid Line Left Trib. Right Trib. Left Trib. Right Trib. Width (ft) Width (ft) Length (ft) Length (ft) D 12 44 E 12 44 Wind load (E) Main house@ line D Wind Load L 19.415 19.415 Se ismic H 4 11 12.47 kips/2 = 6.24 kips Area (s.f.) Load (psf) 77.66 16 213.565 8 lbs 1243 1709 2951 I Page: 24 I Of: 34 4989 lbs 4.72 psf Fseismic Fwind (lbs) (lbs) 2240 2495 2240 2495 4480 4989 1567 lbs 1.48 psf F seismic Fwind (lbs) (lbs) 2240 784 2240 784 4480 1567 2081 Lee Ct. 2024-002 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/20/24 I Page: 25 I Of: 34 Subject By Date SHEAR WALL DESIGN: Roof Level Plan ~------------------~-------------------1W-784Ibs 0---17_,,._. _______________ 6~~-~~~----------------"-~\--.r.1.: :ZZ-ff.,[~!7.7.22Ja. ____________ ~~~~~~~~----------IV~:2240 lbs ~ ll If H i; o::i ~f::"' 011 tli:5 :J:11 11::t: ~l: l:~ 11 II " H 11 II B-~ :: D.6 i! l! II II ~~,I !! :J:11 II (OH II ~R R.T :: 11 II jt II ~~,: Ll . ,, .. :I: 25 ~:: 11::t: "H,,.· ::~ ll ::~ @-~r,: ~ D.2 ~:: !i -ctH II II 11 II 11 r,:~ ii • I ll) h "x 1: w-784 lbs w,.2951 lbs (';.;\________ n.., 0.T., F; XXX Kips I I E •2240 lbs E, •6240 lbs ~48_,/' W-2495 lbs ---·-· "4x5HoR:--___ , l W-2495 lbs - \ E -2240 lbs E 0 2240 lbs 2081 Lee Ct. 2024-002 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E Subject By Shear Wall at Line 5 W =2495 lbs; E = 2240 lbs Detail Report: WP1 GENERAL O■lign Method; AWCNDS-18/ SDPWS-21:ASO M0<ated ¥ , ;10 i Well Mattiiol: OF Panel Schedule: OptimluHO; HO M■nufacturer: HO Eccentricity (In): ENVELOPED RESULTS She■r Panel S1 .... 1S/32 .... 8d@6 STUDS Rrquln!d Cap (k): Provid.cl Cap (k): llotio: CHORDS M■x Comp Force (k): Comp Capacity (k): Comp Ratio: RISA-30 Version 21 AWC 2021 058 0.469 (8d) Yes SIMPSON 1.5 She■r UC 0.671 2..041 H6 0607 2..172 3.444 0631 Shear LC 16(S> Wood Wall "' Rt m GEOMETRY Total H..ight (ft,): Toal Length (ft): Wall H/W ~io; Max Op<>nlng Ht (ft): Open/Wall Ht Rat~ FuN Ht Sheathed (ft): ,r. Full Ht Sheathed: Hold Down Hold Down UC NotReq"d NC Governing LC: 6 Gov Region: 4 Stud Spad"II (in); 16 Gov Comp LC 11 Mox T■111 Force (k): 0 Tens Capacity (kl: 7.245 I Grid 5.r3d J fQ 8 14.33 0.S6 2 0.25 8.33 ~.13 Hold Down LC NC 02/20/24 I Page: 26 I Of: 34 Date MATERIALS Top Pl. OF OF OF OF sm Wall Stud Chord Chord UC 0631 Chord LC 11 (W) Stud UC 0.607 Studs In Region: K: Tens Ratio: Gov Tens LC: 2X4 2X4 2X4 Stud LC 6 1.00 0 N/A Page 1 2081 Lee Ct. 2024-002 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E Subject By SHEAR PANEL Seloe<ted Sh,e.ar Panel: S1_15/32_8d@6 Sp«lflt Gra\llty 1.00 Adjustment Futor. Shear Ratio: 0.671 Hold•Down ~or: 1.00 Go11trnin9 LC: 16 (Seismic) Shear StlffMH 100 Total ShHr (k): 1568 Adjustment Factor. Mn Unit Shear (le/ft): 0.188 ~l~ty 0.58 Shear Cap .. (k/h): 0280 Adjuotment Factor {2w/h): Adjusted SheuC.p. 0.280 (le/ft): Aspect Ratio Factor: 1.00 Spedflt Gra\llty: 0.5 GOffming H/W Ratio 1.00 F•ctor: Shear Capadt)' 1.00 Adjustment Factor (Co): Total Ar.a of 2 12 Openings (Ao) (ft ): ShNthing Area Ratio 0.85 (r): DEFLECTIONS Elastic (Jn): 0.011 Shear On): 0.108 HD (in): 0 Total (in): 0.119 HOLD-DOWNS Hold•Downs Hot "--quired. CROSS SECTION DETAILING Chord Foree• 2.172-k (LC11)(CI RISA-3D Version 21 Holdown not required S1_1S/32_8d@6 N T.S [ Grid 5.r3d I 02/20/24 I Page: 27 I Of: 34 Date Panel Gradec St-I Panel Thick (in): 0.469 R..qd~(in): 1.37S Nall Size: 8d ~d. Spadng (In): 6 Num Sides: One Ov«r Gyp. Board: No Chord Foree• 2.172-k (LC10l(C) Page 2 2081 Lee Ct. 2024-002 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/20/24 I Page: 28 I Of: 34 Subject By Shear Wall at Line 1 W =2495 lbs; E = 2240 lbs DESCRIPTION: Shear Wall @ Line 1 General Information Total Walt Length Numbef' of Stories Story #1 Height Sheathing Main ShewbiD!il 7.830ft 1 8.0ft SDPWS 2018 Construction Table : 4,3A Wood Strvcrural Panels, Sheathing, 15132" Thk, 1-318" Min Pen, 8d Fstnrs Nominal Seismic Shear Capacities (pit) : 6" Spac. 520 3· Spac. 4• Spec. 760 2• Spac. Nominal Wind Shear Capactties (plf) : s· Sp~. 730 3· Spac. 4• Spac. 1065 2· Spac. Chord Data 980 1280 1370 1790 Date Calculadons per NOS 2018, IBC 2021, ASCE 7-16 Framing & Chord Material : Wood Species : Douglas Flf•La.reh Wood Grade: No.2 Fe. Pf1I " 700.0 psi Ft • Tens.ion Fe · Perp = 625.0 psi E Specific Gravity= .5002 SDC : Seismic Design Category : D 475.0 psi 1,300.0 ksi Chord Membef' Size for each level : See Chord Summary Tables for number of Chords required at each panel end. Level 1 Chord SiZ.e : 2x4 Chord Cf: Di5t to Opening Di5t to Ope:ning ID Left Edge Width Bottom Comp: 1.0 Tens: 1.0 Max. Allow Stress Ratio : 1.0 : 1 Chord Area = 5.250 in"2 Opening Height ft ft ft fl ft ft ft ft ft ft ft All chords treated as fully braced about both axes "' 2081 Lee Ct. Project CALCULATION SUBJECT Subject DESCRIPTION: Shear Wall@ Line 1 Applied Distributed Vertical Loads 2024-002 Project No. Hung Nguyen, S.E By 02/20/24 I Page: 29 I Of: 34 Date Load Magnitude (kif) Load Location (ft) Start Location End Location Height or Application Dead Roof Live Live Snow Wind Seismic 0.0 7,830 8.0 0.5720 0.440 o.o 00 00 00 Applied Concentrated Lateral Loads Load Magnitude (kips) Load "Y" Location (ft) Dead Roof Live Live Snow Wind Seismic 8.0 Shear Panel Summary Panel Level Max Shear ID # (kips) Load Comb P1 1.607 +0.60D+0. 70E 0.0 o.o 0.0 0.0 2.495 2.240 # Sides Shear Summary & Attachment Used Actual (pl!) Allow Status Attachment HeighVWidth Ratio Actual Allow Notes 205.3 260.0 OK Use 6" at panel edges, 12· in field 1.02 3.50 Ratio OK Chord Summary Dist from Chord ID Level Left # (ft) Force (kips) Load Comb C1 0.00 Comp Vall.1es : MaK. Dowr, : Tens Values : Max. Uplift : o.o ~D+Lr 1.4 k 1.6k Load Cornl:> :+D+Lr Load Comb :+D+0.70E User-specified anchorage device : __________ _ C2 7.83 0.0 +0+0.70E Comp Values : Max. Down : Tens Values : Max. Uplifl : 2.5k Load Comb :+D+0.70E O.Ok Load Comb: uw--specified anchorage de\/ice : _________ _ # Req"d @ Localk>n 1 CHORD DESIGN SUMMARY Member Size 2x4 Max fc= Max fl= 2x4 Max re"' Max ft= Stress Ratio 0.24 269psi 313 psl 0.42 470 p5,i Ops.l Governs Comp AllowF'c = Allow F't = Comp Allow F'c = Allow F'I = Slatus OK 1,120 psi 760psi OK 1,120 psi 760psi Chord Naming lnformatlo C : llem is a Chord L : Followed by level numb1 #: Followed by chord numbe< from Jen to r WR : Indicates Chord Is oo right edge or wall WL : Indicates Chord Is on left edge of wall Footing Information Footing Dimensions Dist. Left ft fc 2.50 kSi Rebar Cover Footing Thickness Width 3.0in 18.0 in 1.0 ft Wall Length 7.830 ft Fy 60.0 kSi Dist. Right 0.0 ft Total Fig Length 7.e.30 It Max Factored Soll Pressures @ Left Side or FootJng 1.708.40 psr .... governlrlg load comb +1 .20D+1.60Lr @ Right Side of Footing 12,802.8 psf .... governing load comb +0.90D+E Footing One-Way Shear Check ... vu @ Left End or Footirlg 0.0 psi 0.0 psi 85.0 psi vu @ Right End of Footing vn • phi : Allowable Footing Bending Design ... Mu Ru As% Req'd As Req'd in Footing Width @Laft End 0.0 k-ft 0.0 psi 0.00180 in•2 0.3240 in•2 Max UNfactorad Soll Pressures @ Left Side of Footing 1,285.0 psf .... governing load com~D+Lr @ Ri9ht Slae or Footirlg 11,124.4 psi .... governing load comM>.600+0.70E Overturning Stablllty... @ Laft End of Ftg Overturning Moment 15.113 k-ft Reslslirlg Moment 17.565 k-ft Stability Ratio 1.162 : 1 .... goveming load comb +0.60D+0.70E @Bight End O.Ok-ft O.Opsl 0.00180in•2 0.3240in•2 @ Bight End of Fto 15.113 k-ft 17.565 k-ft 1.162 : 1 +0.600+0.70E 2081 Lee Ct. 2024-002 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/20/24 I Page: 30 lot: 34 Subject By Date Use LSTHD8 Strap Holdown Min. t.todel rfl>, Strap LeBgttl (l) Uncracked Craok.ed s1.emwan ,. Required Nalls Code {In.) Staooard Rim Joist Stand.ird Rim Joist (In.) (In.) Mldwall Comer Elldwall Mlctwall Comer Endwal Ref. (In.) (In.) SOC c-f-Alowllllt Tllllian l.oldl tor DFISPISPFJIIF (160) LS™D8 lSTH08R.I 18ftli 32~ 8 (16) 0148 K 314 2 270 2.090 I 220 2,250 1,950 1.220 6 STHDIO STHDIOR.J 24'it 38~ 10 (18)0148t3¼ 2.750 2'50 1,615 2.550 2,.!>50 1,435 STHD14 STHD14RJ 2614 3.9~ 1, 12210.148 x3¼ 3.6135 3,695 2.685 3,695 3.695 2,685 ·--rL LSTI-iD8 lSTHl8RJ 18~ Jn, 8 (16) 0148x 3¼ ?.6'5 i.m • 635 ?,250 1,950 1,610 I 3 STHD10 ST'1D10R.J 24% 38~ 10 i20t0148 X 3Vt 3,400 2,940 2.295 3,,00 2.940 2,175 STtto14 ST ID14RJ 2614 39~ 1.i (24) 0.148 X 31.4 3,81S 3,8'5 3,500 3,815 3,815 3,500 2081 Lee Ct. Project CALCULATION SUBJECT Subject Shear Wall at Line D W =3735 lbs; E = 8480 lbs GENERAL Code: Design Method: AWCIII0S·l8/ SDPWS-21 :ASO Perforated Wall Mat«ial: OF Optimize HD: HD ManufKturer. AWC 2021 OSB 0.469 (8d) Yes SIMPSON HD Eccentrlchy (In): 2.812 ENVELOPED RES\JLTS 2024-002 Project No. Hung Nguyen, S.E By Detail Report: WP1 Wood Wall 4 GEOMETRY Tobi Height (ft): Total Length (fl): ~II H/W Ratio: \ 8 27.5 0..29 Max Opffling Ht (ft): 7 OpttVWall Ht ~o: 0-88 Full HI Sheatlhed (ft): ll5 'II, FuU Ht Sheflhed: SS.45 Hokl Hold Hold Shur Panel Shur UC Shear LC Down OownUC OownLC HDU2- SU5/32..8d@4 0.897 16 (S) SOS2.5_Df 0.82S 16 (S) SP STUDS Requlred Cap (k): 0 Governing LC: Provided Cap (k): 0.00 Gov~on: R1tlo: 0 Stud Sf,a<lng (In): 16 CHORDS Max Comp Force (k): 2.515 Gov Comp LC! 17 Comp Capacity Od: 3-444 Mu Tons Force 0<): l.515 Comp Ratio: 073 Tons Cap.Klty (k): Ii4S RISA-JD Version 21 [ Grid D.r3d I 02/20/24 I Page: 31 I Of: 34 Date MATERIALS Top Pl. OF OF OF OF Slll Wall Stud Chord Chord 1>C 0.730 Ch«d LC Stud UC 17 (S) 0.000 Studs in Region: IC: Tens Ratio: Gov Tens LC, 2-2X4 2X4 2)(4 2X4 Stud LC 10 1.00 17 Page 1 2081 Lee Ct. 2024-002 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/20/24 I Page: 32 lot: 34 Subject By Date SHEARPANEl. S.lected Shear Panel: S1_ 15/32_8d@~ Specific Gravity 1.00 Pule! Grade: St•I Adjustment factor: Pu!-' Thick (in): 0.469 Sheill'R.ttio: 0.897 Hold-Down Factor: 1.00 Reqc!Pen (in): 1.375 Gov.ming LC; 16 <Se,smic) Shffl' Stiffness 1.00 Total Shear (k): 5;936 Adjustment Factor: Nall Siu: 8d Max Unft Shear (k/ft): 0.312 W•II Capacity 1.00 Reqd. Spacing (in): 4 ShNr Cap. (k/ft): 0.430 Ad1'!stment factor Num Sides; One (2w/h): Adjusttd Shear Cap. 0348 Over Gyp. Board: No (k/ft): Aspect Ratio Factor. 1.00 Specific Gravity: 0.5 Governing H/W Ratio 1.00 Factor: Sh.ear Capacity 0.81 Adjustment factor (Co): TotAI Area of Openings (Ao) (ft2 ): 28 Sh.aihing Area Ratio 0.87 (I'): DEFLECTIONS Elastic (ln): 0.006 Shear (In), 0.139 HO('WI): 0.025 Total (In): 0.17 HOl.D•DOWNS Selected Hold-Down: HOll2·SOS2.S_Df-S~ Governing LC: 16 AB Dlamet« (In): 0.500 ~ulttd Cap. (It): 2.538 CO factor: 1.6 Fastener Siu: 16d BaA Capacity (kt. 1.922 twqd. Chord Mat.: Douglas Fir Num Futeners: 8 Mjusttd Cap. ~): 3.075 Rlqd. Chord Thk. (in): 3.00 Ratio: 0,825 Raised: No Use STHD14 Strap Holdown Min, Model ffo. Strap Lengtll (l) uncracked Cracked Stemwal ,. Requlrecl &ii$ Code (In.) Staooa.rd Rim Jol$t Stando1rd Rim Joist (In.) (in.) MJdwaJI Comer flldwall Mldwall Comer flldwal Ref. (In.) (In.) soc &-f -Mowa1119 r..ian Loadl for DMiPISPFIHf (1IOI LSll-iD8 LSTlil8RJ 18~ 32Ye 8 (16) 0146 ~ 31/4 2 270 2.000 1 220 2.250 1,950 1.220 6 STHD 0 STHDIORJ 24'1i Ja'lil 10 (18) 0 143d'/4 2.750 2750 1.615 2.550 2,S!:,O 1.435 STHD14 Sll-iD14AJ 26¼ 39¾ u j22I0.14B x 31/• 3.695 3,695 2.6B5 3,695 3695 2,685 IBC rL LSll-i08 lSTrll8RJ 18 .... 32¼ 8 (16) 01~ X 31/4 2515 2,1;>5 • 635 2,250 1,950 1,610 8 STHDlO STl'iDIOflJ 24¾ 33Ye 10 i20t0148x3'/, 3.400 2,940 2295 3,lOO 2,940 2,115 STH014 SM)14RJ 26½ 39-% 14 (24) 0148 X 3¼ 3,815 3,8'5 3,500 3,815 3,815 3,500 I 2081 Lee Ct. Project CALCULATION SUBJECT Subject Shear Wall at Line E W =784 lbs; E = 2240 lbs 2024-002 Project No. Hung Nguyen, S.E 02/20/24 I Page: 33 I Of: 34 By Date Detail Report: WP1 Wood Wall ~ I I y Ii 2 ~ / , 7 iA& i11 I I R3 N GENERAL GEOMETRY MATERIALS Code: AWCNDS-18/ Total Height (ft): 8 Top PL DF 2-2X6 SDPWS•2.l:ASD Total wgth (ft}: 14 SiU DF 2X6 O.Slgn Method:: Periorated w,11 H/W Ratio: 0 57 w,IIStud OF 2X6 WaU Materlat OF Max OpN1ing Ht (ft): .. Chord OF 2X6 Panel Sdledule: AWC 2021 OSB 0.469 (8d) Ope~I Ht R.tio: 0..50 OptlmluHO: v~ Full Ht Shffth ed (ft): 8,5 HD M"""facturff: SIMPSON % Full Ht Sh.athtd: 6071 HD Eccentricity (in): 2.812 ENVELOPED RESULTS Hold Hold Hold St.ear Panel ShNrUC ShHrlC Down Down UC Down LC Chord UC Chord LC Stud UC Stud LC HOU?- Sl_15/32_8d@6 0.B39 16 (S) S0S25_DF-0.564 17 (S) 0.172 17 (S) OJ)()() SP STUDS it.quired Cap (k): 0 GowmlnglC: Studs In Region: 2 Provided Cap (k): 0.00 Gov Region: IC! 1.00 Ratio: 0 Stud Spacmg (in): 16 CHORDS M•• Comp Fore. Ck): 169~ Gov Comp LC: 17 Tens it.tlo: 0172 Comp Capacity (k): 11..271 MuTeMFOf'tt(k): 1.695 Gov Tens LC: 17 Comp Ratio; 0.1, Tens Capacity (k): 9.367 RISA-3D Version 21 [ Grid E.r3d J Page 1 . . . 2081 Lee Ct. 2024-002 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/20/24 I Page: 34 I Of: 34 Subject By Date SHEAR PANEL Selected Shur Panel: SU S/32_8d@6 Spnific Gravity 100 Pa-ne1 GrM: SH Shear Ratio; 0.839 Adjustment Factor: Panel Thlek (ln): 0.469 Hold-Down Factor. 1.00 Governing LC: 16 (Sei5fflic) Rrqd~ (ln): l.375 Shear Stiffnns 1.00 Total Shear (k): 1.568 Adjustment l'.tetor: N;ail Size: 8d M~uc Unit Shor (k/ft): 0.208 Wall C•pa~ity 0.62 Reqd. Spa,ciog (in); 6 Shear Cap. (k/ft): 0.280 Adjustment Factor Num Skies: One (2w/h); Adjusted Shear Cap. 0.248 0Vt!f' Gyp. Board: No (le/ft): Aspect Ratio Factor. 1.00 Specmc Gravity: 0.5 Govemlng H/W RatJo 1.00 Factor; ShHr Yp;acity 0.89 Adjustment FA(tor (Co): Total~;aof 1 195 Open1119s (Ao) (ft ); Sheathing Ana Ratio 0.78 (r): DEFlECTIONS Elastic (in); 0.008 Shear (in): 0.\19 HD (In); 0.047 Total (In): 0.\73 HOlD-DOWNS Selected Hold•Down: HDU2-SDS2.5.DF•SP Governing LC: 17 AB Diameter (in); 0.500 Required Cap. (lc): 1.73S CD factor. 1.6 Fut.nffSiH; 16d Base C.apadty (k): 1.922 Reqd. Chord Mat..: Oe>uglit$ Fri Num Fuunen= 8 Adjusted Cap. (le): 3.07S Reqd. Chord Thk. (fn): 3..00 Ratio: 0.564 Raised: No Use STHD14 Strap Holdown Min. Model No. Strap Length (l) Uncra.cked Cracked St.emwall 1. Required ffalls Code (ln,I Standard Ain Joist St;lndard Rim Jllisl (In.) (in.) Mldwall Corner Endwall Mldwall Corner Endwal Ref. {Ill.) (In.) SOC c-F-Dawallle T.alan LOllds for DFISP/SPF/IIF (160) LSTI-ID3 tSTf-08RJ 16~ 32Ya 8 (16) 0146 ~ 3¼ 2 270 2,090 1 220 2,250 1,950 1,220 6 STIIO!O ST,1D10RJ 24~ 3a¾ 10 (18) 0 14t ~ 31,~ 2.150 2 750 1,61!, 2,550 2.5.!>0 1,435 STHD14 SIBD14RJ 261A l9;-i ,, (2210.148x3'/• 3,6'95 3,695 2,685 3,695 3 695 2,685 IBC. fl. lSTI-103 I5Th08RJ 18'1, 3?~ 8 (16) 014& X 31/4 2 5·5 2,125 • 635 2,250 1,9'50 1,610 a STHOIO ST-tD10AJ 24% 38}11 10 ◄201014 8 X 3'/• 3.400 2,940 2.295 3,400 2,940 2,17!, STll0l4 S1'iD14RJ 26¼ 39¾ 14 {24) 0 146 ~ 3¼ 3,8'5 3,8"5 3,500 3.1115 3,815 3,500 I SKYLINE GEOTECHNICAL GEOTECHNICAL INVESTIGATION PROPOSED SAUL RESIDENCE ADDITION 2081 LEE COURT CARLSBAD, CALIFORNIA CITY Prepared for: Robin and Sam Saul 2081 Lee Court Carlsbad, California 92008 Prepared by: Skyline Geotechnical Inc. 7040 Avenida Encinas, Suite 104 Carlsbad California 92011 760-828-8663 support@skylinegeotechnical.com Qq" 00 ON 0) q-0 C")NN o-N CV)-c;, MN Lt') ~ 'q" N 0 N Project No. 23-094R.1 January 28, 2024 ~ m (.) Skyline Geotechnical I 7040 Avenida Encinas, Suite 104, Carlsbad, California TABLE OF CONTENTS 1.0 INTRODUCTION ....................................................................................................................... 1 1.1 Site Location and Description .............................................................................................. 1 1.2 Proposed Development ....................................................................................................... 1 2.0 Scope of services ..................................................................................................................... 1 3.0 SUBSURFACE INVESTIGATION .................................................................................................. 2 4.0 LABORATORY TESTING ............................................................................................................. 2 5.0 GEOLOGV ................................................................................................................................. 2 5.1 Regional Geology ................................................................................................................. 2 5.2 Site Geologic Conditions ...................................................................................................... 3 5.2.1 Quaternary Previously Placed Fill ................................................................................. 3 5.2.2 Quaternary Very Old Paralic Deposits ........................................................................... 3 5.3 Geologic Structure ............................................................................................................... 3 5.4 Groundwater Conditions ..................................................................................................... 3 5.5 Geologic Hazards ................................................................................................................. 4 5.5.1 Faulting and Surface Rupture Hazard ........................................................................... 4 5.5.2 Seismicity ...................................................................................................................... 4 5.5.3 Seismic Design Criteria ................................................................................................. 5 5.6 Liquefaction and Seismic Settlement Evaluation ................................................................. 6 5. 7 Landsliding .......................................................................................................................... 6 5.8 Tsunami and Seiche ............................................................................................................. 7 5.9 Flooding .............................................................................................................................. 7 5.10 Co llapse Potential .............................................................................................................. 7 5.11 Expansion Potential ........................................................................................................... 7 5.12 Corrosion Summary ........................................................................................................... 7 6.0 CONCLUSIONS ......................................................................................................................... 8 7.0 GRADING RECOMMENDATIONS .............................................................................................. 8 7.1 Site Excavation .................................................................................................................... 9 7.2 Fill Material ......................................................................................................................... 9 7.3 Fill Placement and Compaction ......................................................................................... 10 7.4 Graded Slopes ................................................................................................................... 10 8.0 FOUNDATION AND SLAB RECOMMENDATIONS ..................................................................... 10 8.1 Foundations ...................................................................................................................... 11 8.2 Foundation Settlement ...................................................................................................... 12 8.3 Foundation Setback ........................................................................................................... 12 8.4 Interior Concrete Slabs ...................................................................................................... 12 8.5 Lateral Resistance and Earth Pressures ............................................................................. 13 8.6 Exterior Flatwork ............................................................................................................... 14 9.0 Drainage ................................................................................................................................ 14 10.0 Flowable Fill/Controlled Low strength Materials (CLSM) ..................................................... 14 11.0 Plan Review ......................................................................................................................... 15 12.0 Construction Observation ................................................................................................... 15 13.0 LIMITATIONS OF INVESTIGATION ......................................................................................... 15 FIGURES Figure 1 Figure 2 Figure 3 Figure 4 APPENDICES Appendix A Appendix B Appendix C Appendix D Location Map Exploration Map Regional Geology Map Regional Fault Map References Boring Logs Laboratory Test Methods and Results Standard Specifications for Grading PAGE 1 1.0 INTRODUCTION In accordance with your authorization of proposal P23-151A dated December 13, 2023, Skyline Geotechnical, Inc. (Skyline) has completed a geotechnical investigation at the subject site. The following report presents a summary of our observations, conclusions, and recommendations for the proposed residential improvements. The objective of the geotechnical investigation was to evaluate current geologic conditions, identify potential geologic hazards, and provide grading and foundation recommendations for the proposed improvements. This report was prepared in accordance with the 2022 California Building Code (CBC) and ASCE 7- 16, and with local guidelines for geotechnical reports. 1.1 Site Location and Description The site is located at 2081 Lee Court in Carlsbad, California (Figure 1). The proposed improvement area is currently developed with a single-story residence with shade structure, wooden deck, flatwork, landscaping, and utilities. The proposed improvement is generally flat at an approximate elevation of 249 feet above mean sea level (msl). Site elevations were based on field observations and Google Earth terrain. 1.2 Proposed Development It is our understanding that the proposed project is to consist of an addition that extends 23.5 feet from the southern portion of the residence. Other improvements are anticipated to consist of flatwork, utilities, landscaping, and other minor associated improvements. 2.0 SCOPE OF SERVICES To evaluate site conditions for the proposed improvements, the following scope of services were provided: • Review of available geologic maps, site plans, and other applicable documents. • Geotechnical reconnaissance of the site. • Subsurface investigation consisted of excavating two exploratory borings with a manually advanced auger. • Laboratory testing of collected soil samples. • Description of site geology and evaluation of potential geologic hazards. • Geotechnical engineering evaluation. • Geotechnical investigation report preparation presenting findings, conclusions, and recommendations for the proposed improvements. SKYLINE PROJECT NO. P23-094R.I 28JAN UARY2024 PAGE 2 3.0 SUBSURFACE INVESTIGATION Skyline conducted a subsurface investigation at the site on December 15, 2023 that consisted of site reconnaissance and excavation of two exploratory borings in the area of the proposed improvements. Due to limited access the borings were excavated with a manually advanced three-inch diameter solid-stem auger to a maximum depth of approximately 5.1 feet below existing grade (beg) in Boring B-1 where refusal was achieved. Soil samples were collected from the exhumed material for laboratory testing. The subsurface investigation was performed by an Engineering Geologist experienced in performing geotechnical field investigations. Geologic logging of the explorations was performed utilizing visual and tactile methods to classify soil types in accordance with the Un ified Soil Classification System (USCS) and identify geologic units. The exploration locations are illustrated on Figure 2 and the exploration logs are presented in Appendix B. 4.0 LABORATORY TESTING Laboratory testing was conducted on soil samples collected during the subsurface investigation to determine engineering properties and mechanical characteristics of site subgrade. The tests performed for this project included: Chemical Characteristics. All laboratory testing was performed in accordance with ASTM, CTM, or other approved procedures. Laboratory test procedures and results will be presented in Appendix C upon availability. 5.0 GEOLOGY The following sections are based on review of published regional geologic studies and subsurface data collected for this project. The compiled information provides a general description of the geomorphic province and a detailed description of site geologic conditions. In addition, typical geologic hazards encountered in the region have been evaluated and are presented below. 5.1 Regional Geology The subject site is located within the Peninsular Ranges Geomorphic Province the occupies the southwestern portion of the state. This Province is bounded by the Transverse Ranges to the north, Colorado Desert to the east, Mexico the south, and the Pacific Ocean the west. Prior to the Mesozoic, the Province was covered with thick sequences of marine sedimentary and volcanic deposits. During the Cretaceous, the sedimentary deposits were intruded by the southern California batholith resulting in mountain building throughout the province. Beginning in the early Tertiary and continuing to present day, the region has experienced extensive faulting and uplift creating steep elongated northwest trending mountain ranges and intervening valleys. San Diego County consists of three geomorphic subzones that consist of the Coastal Plain, Central Mountains, and eastern Mountain Valley. The site is located w ithin the Coasta l Plain SKYLINE PROJECT NO. P23-094R.I 28JANUARY2024 PAGE 3 subzone that consists of late Mesozoic to Quaternary near-shore marine sedimentary deposits that on lap an eroded basement surface consisting Jurassic and Cretaceous crystalline rock. 5.2 Site Geologic Conditions The site geology was evaluated based on regional geologic mapping by Kennedy and Tan (2007), Geologic reconnaissance, and observation of exhumed materials from the exploratory borings. A general description of the geologic units encountered at the site is provided below. Detailed descriptions of observed geologic conditions encountered in the explorations are provided on the boring logs (Appendix B). 5.2.1 Quaternary Previously Placed Fill Previously Placed Fill was observed in both borings and extended to a maximum depth of 2.7 feet below existing grade (beg) in Boring B-1. This unit generally consists of loose to medium dense, dark brown, clayey to silty fine to medium grained sand. Isolated areas with deeper fill may be encountered during grading. 5.2.2 Quaternary Very Old Paralic Deposits The Very Old Paralic Deposits were observed in both borings. This unit generally consists of medium dense to very dense or very stiff, reddish brown to reddish olive, silty to clayey fine to medium grained sandstone and sandy claystone. This unit is anticipated at depth throughout the site. 5.3 Geologic Structure Based on review of regional geologic maps and geologic reconnaissance performed during the subsurface investigation, the geologic units underlying the site were found to be generally flat sedimentary deposits with moderate to thick bedding that generally dip at five degrees to the southwest. No known faults or significant structural features are mapped or observed in the site area. 5.4 Groundwater Conditions At the time of our subsurface investigation, groundwater was not observed in any of the explorations that extended to a maximum depth of 5.1 feet beg. Based on regional topography and experience in the area, groundwater is anticipated at depths greater than 50 feet beg. However, localized seepage may be encountered as a result of significant precipitation, poor drainage, leaking pipes, excessive irrigation, or other man-made sources. Provided seepage is not encountered during grading (or identified and mitigated), and proper site drainage is designed and installed in accordance with the project civil engineer's SKYLINE PROJECT NO. P23-094R.I 28JAN UARY2024 PAGE 4 recommendations, groundwater is not anticipated to impact site grading of the proposed improvements. 5.5 Geologic Hazards Geologic hazards in southern California are primarily related to seismic activity along the regional faults. These faults can produce strong ground motions that account for numerous geologic hazards at the site. These hazards as well as other site-specific geologic hazards are discussed below. 5.5.1 Faulting and Surface Rupture Hazard A fault is a planar fracture or zone of fractures in the earth's crust that results when compressional or tensional forces cause displacement of rock on opposite sides of the fracture. Southern California is transected by numerous fault systems that result from the North American and Pacific plates pushing into and moving past each other, causing compression of the earth's crust. The most significant fault along the margin is the San Andreas transform system that extends from Cape Mendocino to Baja California. In 1971 the San Fernando earthquake was caused by displacement along the Sierra Madre Fault Zone. This event resulted in significant damage to the densely populated area in the northwestern region of Los Angeles. In an effort to minimize damage from future events, in 1972 the State of California established the Alquist-Priolo Earthquake Fault Zoning Act. The purpose of the Act is to protect new structures intended for human occupancy from damage resulting from surface rupture caused by faulting. This is accomplished by delineating regulatory zones around known active faults and prohibiting new structures from being constructed over an active fault trace. These zones have been established around faults that are considered to be "sufficiently active" (evidence of Holocene activity) and "Well-defined" (its trace is clearly detectable by a trained geologist as a physical feature at or just below the surface). The State Mining and Geology Board also classify faults as being "potentially active" if surface displacement has occurred within the Quaternary (last 1.6 million years). These potentially active faults may be subject to local jurisd ictional regulations. The site is not located within a State-designated Earthquake Fault Zone, and no faults are mapped at or adjacent to the subject site. In addition, no evidence of faulting was observed during the site investigation. Therefore, the potential for surface rupture caused by faulting is considered to be low. 5.5.2 Seismicity Seismicity is the occurrence or frequency of earthquakes in the region. Earthquakes are considered any ground shaking resulting from energy released when masses of rock suddenly move past each other. Southern California has a well-documented history of SKYLINE PROJECT NO. P23-094R.I 28JANUARY2024 PAGE 5 seismic activity with many faults producing earthquake magnitudes greater than 6.0. The United States Geological Survey (USGS) Quaternary Fault and Fold Database provides a map of faults that are believed to be sou rces of earthquakes with magnitudes greater than 6.0 that have occurred during the Quaternary (the past 1.6 million years). The mapped faults included in the database are identified by recency of activity and are divided into four classes (Class A-D). Class A faults demonstrate the existence of a Quaternary fault of tectonic origin and are faults most likely to generate earthquakes. Class Band C faults are Quaternary faults that have insufficient geologic evidence of tectonic origin and/or lack the depth to produce significant earthquakes. Class D structural features resemble faults but there is evidence that they are not of tectonic origin. Based on the USGS Interactive Fault Map, the nearest Class A fault is the Newport- Inglewood-Rose Canyon Fault that is located approximately 35.0 kilometers south of the site. Regional faults are presented on Figure 3. 5.5.3 Seismic Design Criteria Seismic ground motion values listed in the table below were derived in accordance with the ASCE 7-16 Standard that is incorporated into the 2019 California Building Code. This was accomplished by establishing Site Class based on soil conditions observed during the subsurface investigation, and inputting site coordinates (Latitude: 33.1633, Longitude: - 117.3255) into the U.S. Se ismic Design Maps computer program provided by USGS. The following table presents ground motion value s for the proposed improvement area. SKYLINE PROJECT NO. P23-094R.I 28JAN UARY2024 PAGE 6 Seismic Ground Motion Values Design Parameter Value Site Class C Mapped Spectral Response (0.2 second), Ss 1.019g Mapped Spectral Response (1 .0 second), S1 0.371g Maximum Considered Earthquake Spectral Response 1.223g Acceleration (0.2 second), SMs Maximum Considered Earthquake Spectral Response 0.557g Acceleration {1.0 second), SM1 5% Damped Design Spectral Response Acceleration 0.815g (0.2 second), Sos 5% Damped Design Spectral Response Acceleration 0.371g (1.0 second), Soi Seismic Coefficient, Fa 1.2 Seismic Coefficient, Fv 1.5 Peak Ground Acceleration PGAM 0.536g 5.6 Liquefaction and Seismic Settlement Evaluation Liquefaction occurs when unconsolidated, saturated, granular near surface soils lose their strength due to strong ground shaking. This phenomenon causes a granular material to transform from solid state to a liquified state as a consequence of increased pore pressure and reduced effective stress (Kramer, 1996). Liquefaction potential varies with depth to groundwater table, grain size and shape, plasticity characteristics, relative density, initial Seismic settlement occurs when the ground surface settles or subsides during shaking from an earthquake. The result of this settlement is a densification of unconsolidated soils. Due to the lack of shallow groundwater, and the density of the underlying dense Very Old Paralic Deposits, the potential for liquefaction or seismic settlement is considered to be low. 5.7 Landsliding A landslide is the movement of a mass of rock, debris, or other material down a slope. Based on the regional map prepared by Kennedy and Tan (2008) and the Landslide Hazard Map prepared by Tan and Griffin (1995), there are no known landslides mapped at or adjacent to the relatively flat site. Therefore, the potential for deep seated slope failures at the site is considered to be low. SKYLINE PROJECT NO. P23-094R.I 28JAN UARY2024 PAGE 7 5.8 Tsunami and Seiche Tsunamis are sea waves with long wavelengths relative to the sea floor depth that are triggered by submarine earthquakes, volcanic activity, and landslides. Based on the ASCE Tsunami Hazard Tool, ASCE Tsunami Design Geodatabase Version 2022-1.0, the site is not located within a mapped tsunami zone. Based on the elevation of the site and distance to the ocean, tsunami potential is considered to be low. Seiche is a temporary disturbance or oscillation in the water level creating a standing wave in a fully or partially confined body of water. Due to the lack of confined bodies of water adjacent to the site, the potential for seiche is considered to be low. 5.9 Flooding Based on the Federal Emergency Management Agency (FEMA 2012) flood maps, the Proposed improvement area is located within Regulatory Floodway Zone X, which is defined as an area of minimal flood hazard. 5.10 Collapse Potential Collapse potential refers to unconsolidated soil that experiences a rearrangement of particles into a more dense configuration, resulting in surface settlement. Potential causes for collapse are wetting of unsaturated soils, additional loading, or both. The Previously Placed Fill and desiccated surficial soils are considered to be susceptible to collapse. Therefore, it is recommended that these soils be excavated, and properly compacted fill be placed in the resulting void to desired finished grade elevations as recommended in this report. Based on field observations and experience with similar geologic units in the area, the underlying soils encountered at depth throughout the proposed improvement area are considered unlikely to collapse under the proposed loads. 5.11 Expansion Potential Expansive soils contain clay minerals that are capable of excessive swelling when in contact with water or shrinking when dried out. During site grading, expansion Index testing should performed on soil samples that are most likely to produce the highest expansion potential. The soil sample encountered during our investigation were generally granular in nature and are anticipated have a low to medium expansion potential (El of 90 or less). Grading and construction recommendations for medium expansion potential soils are presented in this report. Expansion potential should be confirmed during grading. 5.12 Corrosion Summary Corrosion of metal occurs when metallic material naturally converts into a more stable form (oxide, hydroxide, or sulfide states) which leads to a deterioration of the original material. SKYLINE PROJECT NO. P23-094R.I 28JANUARY2024 PAGE 8 Corrosion of concrete is a chemical colloidal or physiochemica l deterioration and disintegration of concrete due to attack by reactive liquids and gasses. Corrosion testing of site soils allows for a characterization of key parameters such as soil resistivity, chloride content, pH, and sulfate content, that can provide an indication of soil corrosivity. According to generally accepted corrosion threshold s, a soil is corrosive if one of the following exist: Soil harmful to concrete: • Soluble sulfate concentration is 0.10% or greater (by weight). • The pH is 5.5 or less. Soil harmful to buried metallic utilities/conduits: • Soluble chloride leve ls of 200 ppm or greater (by weight). • Resistivity levels less than 5,000 ohm-cm. A representative soil sample was collected during the subsurface investigation and was tested for soil resistivity, chloride content, pH, and sulfite content. Based on the parameters provided above, the site soils are considered "negligibly corrosive" to proposed concrete improvements. Additionally, site soils are considered "moderately corrosive" to buried metallic improvements. It should be noted that Skyline is not an expert in corrosion of then protection of improvements from corrosive materials. If planned improvements are sensitive to di stress caused by corrosion, an expert should be consulted. However, it is good practice that pla stic piping and conduits are utilized where feasible. Additionally, concrete mix design should utilize a Type 11/V cement and have a maximum water to cement ratio of 0.45. 6.0 CONCLUSIONS Skyline's investigation an d ana lysis indicate construction of the proposed improvements is feasible from a geotechnical perspective, provided the following recommendations are utilized for design and construction. Recommendations for the proposed grading and construction are presented below and in Appendix D. If contrad ictions exist between the recommendations provided below and Appendix D, the recommendations provided in the text of this report should be followed. 7.0 GRADING RECOMMENDATIONS Prior to grading or preparing areas to receive proposed improvements, all existing improvements not to remain, debris, organic mat erial, and other non-reusable material should be removed from the site and properly disposed of. Following removal of debris and unsuitable material, all proposed structures should be founded directly on undisturbed, competent, native material as approved by a Skyline representative. For SKYLINE PROJECT NO. P23-094R.I 28JAN UARY2024 PAGE 9 support of the slab-on-grade, the entire footprint of the addition area should be overexcavated a minimum 18 inches below existing or proposed grade (whichever is greatest) or the depth of suitable material. A Skyline representative should observe the bottom of all excavations to determine suitability. Localized areas may require deepening of the overexcavation based on observed conditions. Excavations should extend horizontally a minimum of five feet beyond the limits of the proposed structural improvements where feasible. If overexcavations deeper than five feet are performed beneath the proposed structural improvements, the minimum horizontal distance will be determined by an ascending 1:1 (horizontal: vertical) plane extending from the outside bottom edge of the proposed foundations to the depth of suitable material, where feasible. If excavations encroach upon property lines or adjacent structures, the temporary excavation should be evaluated by a Skyline engineer or geologist. Depending on the condition of exposed subgrade, the geotechnical engineer may recommend a temporary slope excavated at a 1:1 (horizontal: vertical) or flatter, from the property line or existing improvement to the depth of suitable native material. If it is determined the subgrade cannot support a continuous 1:1 slope, excavation in slot cuts may be recommended by the geotechnical engineer. Excavations for proposed shallow surficial improvements, such as pavement, flatwork, or permeable pavers shou ld extend to a minimum depth of 18 inches below existing grade or to the depth of suitable material, whichever is greatest. Following recommended excavations and approval by a Skyline representative, the bottom of excavations should be scarified a minimum six inches, moisture conditioned, and properly compacted before fill placement begins. 7.1 Site Excavation Based on anticipated conditions, planned excavations of site subgrade is likely to require moderate effort with standard construction equipment. Excavations within the sandstone are anticipated to become more difficult with depth. 7 .2 Fill Material The on-site soils are considered suitable for reuse as compacted, engineered fill, provided the organic material and debris are removed prior to placement. If site soil has a potential to be medium to highly expansive, additional testing should be performed to determine suitability for reuse. Other laboratory testing to determine soil characteristics may be recommended based on visual observations. Rock clasts greater than three inches in diameter should be removed from the upper three feet of compacted fill. Recommendations for placement of oversized rock in fill are included in Appendix D. SKYLINE PROJECT NO. P23-094R.I 28JANUARY2024 PAGE 10 Import fill intended for use as engineered fill should have a low expansion potential (El of 50 or less). Imported fill soi ls should be sampled, evaluated, and approved by the project Geotechnical Engineer before import to the site. Retaining wall and subterranean wall backfill (i.e. basement) located within a 1:1 (horizontal: vertical) extending up from the bottom of foundation, should consist of very low expansion potential soils (Expansion Index of 20 or less) with less than 30 percent passing the No. 200 sieve. The project structural engineer and/or architect should design proper drainage behind the walls. 7 .3 Fill Placement and Compaction Compacted fill should be placed in horizontal lifts with thicknesses determined by equipment used, but generally not exceed 10 inches in loose thickness. Prior to compaction, the fill material should be moisture conditioned to above optimum moisture content (three percent above optimum for clayey soils) and blended to produce uniform moisture content. Once the fill material is properly moisture conditioned it should be compacted to a minimum 90 percent relative compaction as determined by ASTM D1557. Fill placement and compaction should be observed and tested by a Skyline representative during grading. 7 .4 Graded Slopes If proposed and based on anticipated soil strength values, cut and fill slopes should be graded at a ratio of 2:1 (horizontal: vertical) or flatter. Fill slopes proposed on slopes steeper than 5:1 should be constructed with a keyway at the toe of slope (see Appendix D for details regarding keyway construction). It is also recommended that fill slopes be overbuilt and cut to finished grade and not tracked in to final gradient, to ensure proper compaction and performance of the slope face. All constructed slopes should exhibit a factor of safety greater than 1.5. Although the proposed graded slopes are anticipated to be stable, soil exposed on slope faces will be susceptible to erosion if not protected. Therefore, erosion-resistant vegetation should be planted and maintained on the face of all slopes. Additionally, the project civil engineer should design drainage that does not allow surface water to drain over slope faces. 8.0 FOUNDATION AND SLAB RECOMMENDATIONS The following recommendations are for design purposes only and assume the preceding recommendations will be implemented during grading of the proposed building pad. Foundation recommendations should be re-evaluated following review of the final grading and foundation plans, as well as completion of rough grading. Once rough grading is completed, expansion index (El) testing should be performed if expansion potential is anticipated to be medium or high. If necess ary, additional recommendations could be provided if the expansion potential varies significantly from preliminary testing and observations provided in this report. SKYLINE PROJECT NO. P23-094R.I 28JAN UARY2024 PAGE 11 8.1 Foundations Based on observed subsurface conditions and assumption that grading recommendations provided in this report are followed, continuous and isolated spread foundations are considered to be appropriate for the proposed structural improvements. If the grading recommendations provided above are followed, cut to fill transitions should not exist beneath the proposed foundations. However, If a cut to fill transition is encountered, a Skyline geologist or engineer should be contacted to evaluate and provide recommendations for mitigation. Foundations extending into suitable native material in accordance with the recommendations presented in this report should be designed utilizing minimum dimensions and allowable bearing values presented in the table below. Foundations Placed in Suitable Native Material Continuous Footing Width 18inches Minimum Foundation Dimensions Isolated Footing (Least Dimension) 24inches Minimum Embedment 24inches Continuous Footing 3,000 psf Allowable Bearing Capacity Isolated Footing 3,000 psf Temporary Increase (Seismic/Wind) 1/3 The minimum reinforcement for continuous footings should consist of four No. 5 reinforcing bars; with two placed near the top of the proposed footing and two placed near the bottom, or as designed by the project structural engineer. The structural engineer should design isolated footing reinforcement. An uncorrected subgrade modulus of 115 pounds per cubic inch (pci) is considered suitable for elastic foundation design. If foundations required deepening in order to bear in undisturbed native material or to meet the required setback, structural concrete or controlled low strength materials (CSLM) may be used to achieve additional embedment, as necessary. CSLM also known as Cement-sand slurry should follow the recommendations presented in section 10.0 of this report. The minimum recommended footing widths and depths provided in this report are for geotechnical purposes only, and additional width, depths, and reinforcing may be required by the structural engineer, especially to withstand structure collapse during the design seismic conditions. The structural engineer should also provide recommendations for reinforcement of any spread footings and footings with pipe penetrations. Footing excavations should be maintained at above optimum moisture content until concrete is placed. SKYLINE PROJECT NO. P23-094R.I 28JAN UARY2024 PAGE 12 8.2 Foundation Settlement Total static and differential settlements are anticipated to be on the order of 1.0 inch and 0.5 inch, respectively, over a distance of 50 feet. This assumes that all footings will be designed and constructed in accordance with the recommendations provided in this report. 8.3 Foundation Setback Structural footings should be designed such that the horizontal distance from the face of adjacent slopes to the outer edge of the footing is at least 10 feet. In addition, footings should bear beneath a 1:1 plane extended up from the nearest adjacent trench and/or excavation. Deepening of impacted footings may be a suitable means of attaining the prescribed setbacks. If foundations required deepening in order to meet the required setback, structural concrete or controlled low strength materials (cement-sand slurry) may be used to achieve the additional embedment. Cement-sand slurry placement should follow the recommendations presented in section 10.0 of this report. 8.4 Interior Concrete Slabs Foot traffic, or lightly loaded interior concrete slabs for light foot traffic, non-vehicular traffic areas sho uld be a minimum of 5.0 inches thick. Minimum slab reinforcement should consist of #4 reinforcing bars placed at a maximum of 18-inch centers, each way, at or above mid-slab height, but with proper cover. Welded wire mesh of a similar cross section area of steel may be used in-lieu of standard reinforcing steel bars. More stringent recommendations provided by the project structural engineer based on traffic or other concentrated loading, as well as capability to withstand collapse during the design seismic event, would supersede these recommendations, as applicable. Slabs to be constructed in moisture-sensitive areas, especially those with moisture sensitive floor coverings, a suitable vapor retarder of at least 15-mil thickness overlying a four-inch layer of aggregate base or gravel (or sand with an SE of 30 or greater) should be insta lled and consolidated with a vibro-plate compactor or other similar equipment. All vapor retarding materials should be installed per manufactures recommendations, with all laps or penetrations sealed or taped. At the contractors discretion, a two-inch layer of permeable material may be placed above the vapor retarder to provide protection to the membrane during installation of steel. An additional layer of sand is not required if the contractor determines it is not necessary and puncturing the membrane can be avoided. An experienced specia list should be contacted if moisture penetration is considered a major concern. Although not anticipated, interior slabs subjected to heavier loads, such as storage racks or veh icular traffic of any kind, may require a thicker structural slab section and/or increased reinforcement. A 105-pci uncorrected subgrade modulus is considered suitable for elastic design of minimally embedded improvements such as slab-on-grade. SKYLINE PROJECT NO. P23-094R.I 28JANUARY2024 PAGE 13 Subgrade materials should be maintained or brought to a minimum of two percent above optimum moisture content until slab underlayment and concrete are placed. 8.5 Lateral Resistance and Earth Pressures Lateral loads act both against structures potentially causing unwanted movement and resisting unwanted movement, depending on location. Forces attempting to cause foundational movement may be resisted by friction between the footings and the supporting soil and by passive pressure acting laterally against the foundation. If frictional resistance is used, allowable coefficients of friction of 0.29 (total frictional resistance equals the coefficient of friction multiplied by dead load) for concrete cast directly against properly prepared bearing material. A passive resistance value of 250 pounds per square foot per foot of depth (with a maximum value of 2,000 pounds per square foot) may be used in design to resist unwanted lateral movement. The total allowable lateral resistance can be taken as the sum of the frictional resistance and the passive resistance. The passive resistance should not exceed 2/3 of total allowable resistance. If proposed, retaining walls backfilled using granular/cohesionless soils may be designed using the equivalent fluid unit pressures and design parameters given in the table below. Special consideration by the structural engineer should be given for walls over eight feet in height. LATERAL EARTH PRESSURES (EQUIVALENT FLUID PRESSURE) PCF Wall Type Level Backfill Slope Backfill 2:1 (Horizontal: Vertical) Cantilevered Wall (Yielding) 42 65 Restrained Wall 64 92 Lateral pressures on cantilevered retaining walls (yielding walls) over six feet high due to earthquake motions may be calculated based on work by Seed and Whitman (1970). For non- yielding (or "restrained") walls, the total lateral earth pressure may be used at the discretion of the structural engineer as approved by Skyline. The static and increment of dynamic earth pressure in both cases may be applied with a line of action located at H/3 above the bottom of the wall (SEOC, 2013). These values assume non-expansive backfill and free-draining conditions. Measures should be taken to prevent moisture buildup behind all retaining walls. Drainage measures should SKYLINE PROJECT NO. P23-094R.I 28JANUARY2024 PAGE 14 include free-draining backfill materials and sloped, perforated drains. These drains should discharge to an appropriate off-site location. Waterproofing should be as specified by the project architect. 8.6 Exterior Flatwork Concrete sidewalks, patios, and other Portland cement concrete flatwork should be installed with expa nsion/contraction control joints at appropriate spacing. Flatwork should be designed by the project architect to reduce the potential for cracking in exterior flatwork caused by minor movement of subgrade soi ls and concrete expansion/shrinkage. Joints shou ld be spaced no more than 30 times the slab thickness, of 15 feet, whichever is less. Additionally, to reduce the likelihood of nuisance cracking, it is recommended that flatwork be insta lled with at least number 3 reinforcing steel bars at 18-inch centers, each way, at or above mid-height of the slab, but with proper concrete cover, or with other reinforcement per the applicab le project designer. Welded wire mesh of a similar cress section area of steel may be used in-lieu of standard reinforcing bars. Flatwork that should be installed with crack control joints, includes driveways, sidewalks, and architectural features. All subgrade should be prepared according to the grading recommendations provided above before concrete placement. Positive drainage shou ld be established and maintained next to all flatwork. Subgrade materials should be maintained at a minimum of two percent above optimum moisture content until concrete placement. 9.0 DRAINAGE Stormwater and surface runoff due to landscaping, pools, or other improvements should be collected and channeled away from distress sensitive improvements. Drainage should be constructed at a gradient of at least two percent away from structures for a minimum distance of five feet. The project civil engineer should evaluate the on-site drainage and make necessary provisions to keep surface water from impacting site improvements. BMP's permeable pavers, or other improvements that allow infiltration into subgrade should not be placed near structural foundations or slopes. 10.0 FLOWABLE FILL/CONTROLLED LOW STRENGTH MATERIALS (CLSM) Flowable Fill or Controll ed Low Strength Materials (CLSM) is a self-consolidating, cementing material generally used as an alternative to compacted fill. In areas where CLSM is used to deepen foundations, it is used in lieu of structural concrete as a means to imitate the support of suitable native material. As such, CLSM may be used to deepen/extend foundation excavations, in order to achieve embedment into native or to extend footing support elevation below zones of influence as to not surcharge adjacent improvements. Prior to placement of CLSM, the excavation should be free of debris, loose soil, and water. Once specific areas to utilize CLSM have been identified, Skyline should approve the bottom of excavation and review the locations to determine if additional recommendations are appropriate. SKYLINE PROJECT NO. P23-094R.I 28JANUARY2024 PAGE 15 For support of foundations, or extending foundations to native material, CLSM should consist of a minimum three-sack cement/sand slurry with a minimum 28-day unconfined compressive strength of 200 psi. In the rare circumstance required bearing capacity exceeds 15,000 psf, CLSM unconfined compressive strength should be increased to two times the allowable bearing capacity. If re-excavation is anticipated, the compressive strength of CLSM should generally be limited to a maximum of 150 psi per ACI 229R-99. Where re-excavation may be required, 1.5- sack cement/sand slurry may be used to limit the compressive strength, however these areas should be thoroughly evaluated to ensu re CLSM strength meets the localized requirements. CLSM may not be used in-lieu of structural concrete where called out on the plans or required by the structural engineer of record. 11.0 PLAN REVIEW Skyline should review final project drawings and specifications prior to commencement of earthwork to determine if additional recommendations are necessary. 12.0 CONSTRUCTION OBSERVATION The conclusions and recommendations presented in this report are based on preliminary analysis, design information for the proposed improvements, and site conditions observed during the subsurface investigation. Interpolated subsurface conditions should be confirmed by Skyline during grading. In unanticipated conditions are exposed during grading, Skyline should be contacted and, if necessary, additional recommendations can be provided. Soil samples should be collected in pavement subgrade areas for laboratory testing following completion of rough grading to adjust pavement recommendations, if necessary. Skyline should also evaluate footing excavations prior to placement of reinforcing steel to determine if additional excavation or compaction is needed. Recommendations provided in this report are based on the assumption that Skyline will provide geotechnical observation and testing services for this project. All grading should be observed and tested in accordance with recommendations provided in this report. 13.0 LIMITATIONS OF INVESTIGATION The subsurface conditions and geotechnical engineering evaluation presented in this report were based on the results of a limited field exploration and laboratory testing program. Subsurface conditions are anticipated to vary across the site and may differ from those observed at the exploration locations, tested in the laboratory, or published in regional documents. Site conditions, including groundwater elevation or seepage, can change over time as a result of natural processes or actions of man at or adjacent to the site. Revisions to laws, regulations, codes, or standards of practice may occur as a result of government action or the broadening of knowledge. Therefore, the findings in this report may be invalidated over time, partially or entirely, by changes in which Skyline cannot control. SKYLINE PROJECT NO. P23-094R.I 28JAN UARY2024 PAGE 16 The findings, conclusions and recommendations presented in this report are based on our understanding of the proposed improvements as described in this report. If proposed improvements or site conditions vary significantly from those described in this report, Skyline should be contacted for evaluation, and if necessary, provide additional recommendations. Skyline's conclusions and recommendations are based on the observed conditions described in this report. If conditions other than what is described in this report are observed, Skyline should be contacted for additional evaluation and if necessary, provide additional recommendations. The findings, recommendations and professional opinions provided in this report were developed in general accordance with generally accepted principles and practices of the geotechnical engineering profession at the time of this report preparation. Skyline makes no other warranty, expressed or implied, as to the conclusions and recommendations provided in this report. Skyline appreciates the opportunity to be of service on this project. If you have any questions, feel free to contact us. Respectfully submitted, SKYLINE GEOTECHNICA INC Rodney J. Jones, Principal Engineer Aaron J. Beeby, EG #2603 Principal Geologist SKYLINE PROJECT NO. P23-094R.I 28JANUARY2024 SKYLINE GEOTECH N ICAL Site Location Map Proposed Saul Residence Addition 2081 Lee Court Carlsbad, California Scale: Not to Scale Date: 12/2023 Proj. No.: 23-094R.I Figure: 1 Qvop Explanation B-2 S Approximate Boring Location 0 5' 10' Qvop Quaternary Very Old Paralic Deposits SKYLINE ~~ C,;EOTEC HN ICAL Exploration Location Map Proposed Saul Residence Addition 2081 Lee Court Carlsbad, California fJ 20' Scale: 1" = 10' Date: 12/2023 Proj. No.: 23-094R.I Figure: 2 Explanation Base Map: U.S. Geological Survey and California Geological Survey, Geologic Map of the Oceanside 30' x 60' Quadrangle, California Qa Quaternary Young Alluvial Flood Plain Deposits Qoa Quaternary Old Alluvial Flood Plain Deposits Qop Quaternary Old Paralic Deposits Tsa Tertiary Santiago Formation Kt Cretaceous Tonalite Mzu Mesozoic Metasedimentary and Metavolcanic Rock SKYLINE r,EQTE CH N ICAL Regional Geologic Map Proposed Saul Residence Addition 2081 Lee Court Carlsbad, California Scale: Not to Scale Date: 12/2023 Proj. No.: 23-094R.I Figure: 3 Hisronc ( < 150 years), well constrained location Historic ( < 150 year-.). modemely constrained locet10n H1•tonc ( < 150 years), inferred location L4test Ou<iternory ( < 15,000 yeor-.l well constrained loc.etion Latest Ouotemory ( <15,000 yeero), moder•tely consnramed location latest Ou•ternery ( <15,000 years), inferred location Late Oueternory (< 130,000 yeero). well constrained location L&1e Ouotemery(< 130,000yeoro), moder4tely contrained location SKYLINE r,EQTEC HN ICA L Explanation l.nte Ouetemery (< 130,000 yearo). inferred locaooo Middle end lete Ou•ternery (< 750.000 yeana). well cons:t:ramed locabon Middle end lote Quetemery (< 750,000 yeers), moderetety constrained location Middle end lete Queternary (< 750,000 yeers), inferred IOCBtion Undifferentiated Quaternary(< 1 .6 milfon yeers), wall constrained location Undifferentiated Qu4temary (< 1.6 mil~oo yeers), moderately constrained location Undifferentiated Quaternary(< 1.6 mil Con ye4rs), infened location Base Map: U.S Geological Survey and California Geological Survey, Quaternary Fault and Fold Database for the United States Un~pecrfied age. well corwu-ained loceuon Un•peciiied ege. moderotely constrained location Un;pedfied age, inferred locmion G ass B (11e,1ou5 11ge), well corwtre1ned location Clan B (various age), moderately cont.trained location a.,,. B (venous ege), inlerred location Fault Areas Class B r.- historic ~ late OueternBry n Regional Fault Map Scale: Not to Scale Date: 12/2023 Proposed Saul Residence Addition 2081 Lee Court Carlsbad, California Proj. No.: 23-094R.I Figure: 4 APPENDIX A: REFERENCES American Society for Civil Engineers, 2016, Minimum Design Loads for Buildings and Other Structures, ASCE/SEI 7-16. ASTM, 2002, Test Method for Laboratory Compaction Characteristics of Soil Using Modified Effort, Volume 04.08. California Building Code, 2022, California Code of Regulations, Title 24, Part 2, Volume 2 of 2, California Building Standards Commission, published by ICBO, June. California Division of Mines and Geology, CD 2000-003 Digital Images of Official Maps of Alquist- Priolo Earthquake Fault Zones of California, Southern Region, compiled by Martin and Ross. FEMA, 2012, Flood Insurance Rate Map, Map Number 06073C0762G. effective on 5/16/2012, San Diego County, California. Frankel, A.O., Peterson, M.D., Mueller, C.S., Haller, K.M., Wheeler, R.L., Leyendecker, E.V., Wesson, R.L. Harmsen, S.C. Cramer, C.H., Perkins, D.M., and Rukstales, K.S., 2002, Documentation for the 2002 update of the National Seismic Hazard Maps: U.S. Geological Survey Open-File Report 02- 420, 33P. Hart, Earl W., and Bryant, William A., Revised 2018, Fault-Rupture Hazard Zones in California, Alquist Priolo, Special Studies Zones Act of 1972, California Division of Mines and Geology, Special Publication 42. Jennings, Charles W., 1994, Fault Activity Map of California and Adjacent Areas with Locations and Ages of Recent Volcanic Eruptions. Kennedy, M.P. and Tan, S.S., 2007, Geologic Map of Oceanside 30' x 60' Quadrangle, Ca lifornia, California Geological Survey, Map No. 2. SEOC, Blue Book-Seismic Design Recommendations, Seismically Induced Lateral Earth Pressures on Retaining Structures and Basement Walls, Article 09.10.010, October 2013. Seed, H.B., and R,V. Whitman, 1970, Design of Earth Retaining Structures for Dynamic Loads, in Proceedings, ASCE Specialty Conference on Lateral Stresses in the Ground and Design of Earth- Retaining Structures, pp. 103-147, Ithaca, New York< Cornell University. Simons, R.S., and R.V. Whitman, 1970, Design of Earth Retaining Structures for Dynamic Loads, ASCE Specia lty Conference on Lateral Stresses in the Ground and Design of Earth-Retaining Structures, pp. 103-147, Ithaca, New York, Cornell University. APPENDIX A: REFERENCES (Continued) Tan, Sia ng S. Giffen, Desmond G., 1995, Landslide Hazards Northern Part of the San Diego Metropolitan Area, San Diego County, California, Oceanside and Sa n Luis Rey Quadrangles Plate 35A Wood, J.H. 197.3, Earthquake-Induced Soil Pressures on Structures, Report EERL 73-05, Pasadena California Institute of Technology. APPENDIX B: BORING LOGS Project Name: Saul Residence Addition Log of Boring B-1 Project Location: Project Number: 2081 Lee Court, Carlsbad, CA 23-094R.I Sheet 1 of 1 Date 12/15/2023 Drilled: Logged By: AJB Checked By: RJJ Dilling . Drill 3 inch Total Depth of S l h d Manual Excavation Met o : Diameter: Borehole (ft): • Drill Rig . Drilling N/A Approximate Surface 249 T So1ld-Stem Auger ype: Contractor: Elevation (feet msl): Ground Water At N/ A Time of Drilling: Sampling Bulk Methodlsl: Hammer Data: N/ A -;:;-V) QJ u -2! QJ .E:! Vl Q) C. a. 0 => C QJ E E 0 QJ MATERIAL DESCRIPTION 0 :=. m LL a. .:; m Vl ......_ > ..c Vl V) m ..., .,,,_ QJ ;: I-> a. > .E:! QJ ::, ~ 0 ·o UJ 0 CD ai Vl 249-0 SM uuaternarv t'rev1ous1v t'lacea t-111: Loose to medium dense, dark brown, silty fine to medium grained sand w ith trace roots. Becomes dark reddish brown at 0.8' Becomes very moist and roots encountered at 2.2 feet SM Quaternary Very Old Para lie Deposits: --r--....... M edium dense to dense, moist, reddish brown, silty fine to medium grained sandstone, oxidized . ..... V ~ 2.trrL.IJ1.Qj fil, re~ fsh...Qljye_._fi.n e tQ....m~a:Ium _g.rgj_n~<fi~a n QY g a_y_s!Q~ ....Qlii.,dl.z.Eill [!l Qit li.og._ 244-5 -I----Dense moist r;rlr!i,h brown siltv Tine to medium eraine sITtv sa-nd,tnne nxrrHied. Total Depth: 5.1' (Refusal on gravel) No Groundwater Encountered 239-10 - 234-15 - 229-20 - 224 25 -- ~ .3 V) ·o ~ ------ Project Name: Saul Residence Addition Log of Boring B-2 Project Location: Project Number: 2081 Lee Court, Carlsbad, CA 23-094R.I Sheet 1 of 1 Date Drilled: 12/15/2023 Logged By: AJB Checked By: RJJ Dilling . Drill 3 . h Total Depth of 4 l M h d Manual Excavation et o : Diameter: me Borehole (ft): • Drill Rig . Drilling N/ A Approximate Surface 249 T So1ld-Stem Auger ype: Contractor: Elevation (feet msl): Ground Water At N/ A Time of Drilling: Sampling Bulk Method(s): Hammer Data: N/ A z-Ul QI QI u QI Ul ~ +-' .!!! 0. +-' ::> QI a. E 0 MATERIAL DESCRIPTION C QI E 0 QI 0 ~ "' u.. a. ·.:; ..c "' Vl ........ > Vl V\ "' a. .:,,:_ QI 3: I-> > -.!!! QI ::, 5 0 ·o LJ.J 0 a) a:i Ul 249-0 SM Quaternary Previously Placed tin: Loose to medium dense, dark brown, clayey fine to medium grained sand with trace roots. SC Quaternary Very Old Paralic Deposits: Medium dense to dense, moist, reddish brown, clayey fine to medium grained sandstone, --,__ ---oxidized. --~= --~-Ve1y5tTff ._moiil, redcllsh oliv~mie t o meaTum_grained sang_y cia.:l, oxidized mottl[.og,_ __ , ..... _Qfil!~, mQ.is.t rg@ish br.Q.W...D,>~ilt ]n_g 1Q .!!)~i.Y.ru..&@i.o.e_g_ fil!IJ.9il.O.D..e...YJ11.h..1r.2..c~a~L-~ J!'.fil.Y5t:IB'._.o,Qist E!!fllsh oliv~ i.oUQ...~diu.Jil_gr_filrig(Lliang_y Qa.:i,QX.i.gi1._eQ..rn . .o.ll i.og,_ __ Dense to very d ense, sTightly moist, reddisli brown, silty fine to medium grained sandstone, 244-5 -nvirliu>rl Total Depth: 4.1' (Refusal in dense sandst one) No Groundwater Encountered 239-10 - 234-15 - 229-20 - 224 25 -- ~ .3 V\ ·o ~ ,.. __ ,.. __ ,.. __ ,.. __ APPENDIX C: LABORATORY TEST METHODS AND RESULTS (RESULTS PENDING) Laboratory Test Program Laboratory tests were performed to provide engineering parameters for design and analysis. Descriptions of the laboratory tests performed for this project are described below. Classification Field soil classifications were performed using visual and tactile methods in accordance with the Unified Soil Classification System and confirmed with laboratory testing of select soil samples in accordance with ASTM D2487. Expansion Index The measurement of the magnitude of one-dimensional wetting-induced swell or collapse (hydrocompression) under different vertical (axial) pressures, as well as the magnitude of swell pressure and the magnitude of free swell, and also the determination of data for stress-induced compression following wetting-induced swell or collapse are covered by Test Method D4829. *(To be performed during grading, as necessary) Chemical Analysis A representative soil sample was tested for pH and electrical resistivity in general accordance with CT 643. The sulfate and chloride contents were eva luated in general accordance with CT 417 and 422, respectively. APPENDIX D: STANDARD SPECIFICATIONS FOR GRADING GENERAL GRADING AND CONSTRUCTION SPECIFICATIONS: These specifications are intended to provide typical procedures for grading operations and construction of proposed improvements. They are intended to supplement the recommendations presented in the geotechnical investigation report. Shou ld the recommendations in the geotechnical investigation report conflict with the specifications presented below, the report recommendations supersede the following specifications. RESPONSIBILITIES OF PROJECT PERSONNEL: The Client is responsible for all aspects of the project. During grading and construction, the Client or authorized representative, should be on-site or be accessible to all parties in order to make decisions necessary for proper and efficient completion of work. The Geotechnical Consultant is the representative of the Owner/Builder and provides testing and observation services for the purpose of implementing the report recommendations and guidelines. The Contractor is responsible for the safe and satisfactory completion of all grading and construction in accordance with the geotechnical documents, as well as all City, County, and State building codes and regulations. The Contractor is responsible for notifying the Geotechnical Engineer of work and schedule so testing and inspection can be performed. If necessary, work may be stopped and redone if the Geotechnical Con sultant has not been scheduled in advance. PRECONSTRUCTION MEETING: A preconstruction meeting should be schedu led prior to site grading by the owner or owner's representative that includes at a minimum, the Grading Contractor, Project Engineers, Geotechnical Consultant, and representatives of appropriate governing authorities. DEMOLITION: All existing structures and improvements (including foundations, utilities, and other man-made improvements) not to remain following site development should be properly demolished and/or removed from the site prior to grading. Existing improvements that are to remain following site development should be protected against damage by the contractor during grading and construction. SITE PROTECTION: Protection of the site is the responsibility of the contractor during grading and construction. Unless other provisions are made in writing and agreed upon among the concerned parties, completion of a portion of the project should not be considered to preclude that portion or adjacent areas from the requirements for site protection until such time as the entire project is complete as identified by the geotechnical consultant, the client, and the regulating agencies. Precautions should be taken during all phases of site grading to protect against flooding, ponding, or inundation resu lting from improper surface drainage and erosion control. Temporary provisions should be made during rain events to adequately direct surface water away from proposed improvement areas and into temporary stormwater basins designed by the project Civil Engineer. Damage resulting from a rain event could be considered, erosion, saturation, silting, swelling, or other adverse conditions determined by the Geotechnical Consultant. Adversely impacted soils are considered unsuitable and may require excavation and drying, blending with drier material, or removal and replace ment with suitable material as determined by the Geotechnical Engineer. In relatively level areas and/or slope areas, where saturated soil and/or erosion gullies exist to depths of greater than one foot; they should be excavated and replaced as compacted fill in accordance with the applicable specifications. Where affected materials exist to depths of one foot or less below proposed finished grade, remedial grading by moisture conditioning in-place, followed by thorough compaction in accordance with the applicable grading guidelines herein may be attempted. If the desired results are not achieved, all affected materials should be excavated and replaced as compacted fill in accordance with the slope repair recommendations herein. lffield conditions dictate, the geotechnical consultant may recommend other slope repair procedures. GRADING: Prior to commencement of grading, the site should be cleared of construction debris and organic material (e.g. trees, bushes, weeds, roots, and other deleterious material) and properly disposed of off-site. Following clearing of unsuitable debris and vegetation, all unsuitable soil (e.g. loose or soft, dry, wet, expansive, or other compressible material) should be excavated to the depth of suitable material as determined by the Geotechnical Consultant. All building pad areas that have cut to fill transitions, should be excavated to a minimum depth of three feet below grade, and properly moisture conditioned compacted fill placed to finished subgrade elevations {Detail D-1). Depth of excavation should be determined by the Geotechnical Consultant and will vary based on the proposed improvement and depth of fill. Proposed building pads located above natural slopes should be designed to drain at a gradient of two percent or greater away from the top of slope. Surface water can also be diverted by means of a berm swale. Excavation, filling, and subgrade preparation should be performed in a manner and sequence that will provide drainage at all times and with proper erosion control. Precipitation, springs, and seepage water encountered during grading and construction shall be pumped or drained to provide a suitable working surface. The Geotechnical Engineer must be informed of springs or seepage encountered during grading or foundation construction. If necessary, the recommended construction procedures could be revised and/or subdrains installed. If adverse or unanticipated conditions are encountered during grading that were not addressed in the geotechnical report, the Geotechnical Consultant should be notified, and may determine additional explorations, testing, and/or analysis is needed. Following evaluation, additional recommendations may be provided. If underground structures such as basements, septic disposal systems, tunnels, wells, and other man-made improvements are encountered at the site, the Geotechnical Consultant should be notified as soon as possible. These structures should be removed under observation and recommendations provided the project Geotechnical Consultant, as well as City, County, and State agencies. Voids created by removal of trees or any other site improvements should be adequately cleaned out under observation by the Geotechnical Consultant and backfilled with properly moisture conditioned and compacted fill. Excavation: The Geotechnical Consultant should observe all excavations for building pads, canyon clean outs, keyways, benches, subdrains, or any other area proposed to receive compacted fill or structural improvements {Details D-2, D-3, D-4 and D-5). The contractor is responsible for stability of all temporary excavations. Recommendations provided by the Geotechnical Engineer pertaining to temporary excavations are intended to minimize potential for instabilities, but should not supersede more stringent requirements by regulating agencies. The Geotechnical Consultant shou ld observe all temporary and permanent cut slope excavations to determine if unstable conditions are exposed {cohesionless sand, adverse bedding, severely fractured rock, or other unstable conditions). If unstable conditions are exposed, the Geotechnical Consultant may recommend reducing the slope angle, constructing a buttress fill, or other means of stabilization. If rain events are anticipated, the slopes should be protected against erosion, saturation, and seepage. All permanent cut slopes should be no steeper that 2:1 (horizontal: vertical), unless otherwise recommended by the Geotechnical Consultant or regulating agency. A non-erodible diversion swale should be constructed at the top of all significant cut slopes. Fill Material and Placement: All fill material generated on-site or imported should be approved for use by the project Geotechnical Engineer prior to placement or transport. Soil with high expansion potential, low strength, or contain an abundance of organic material may require removal from the site, or placement in nonstructural areas, at the discretion of the Geotechnical Engineer. Following recommended excavation, the areas to receive fill should be generally level and evaluated for suitability by the Geotechnical Consultant. Prior to fill placement, areas approved by the Geotechnical Consultant should be scarified a minimum six to eight inches, moisture conditioned, and compacted in accordance with the recommendations provided in this report. Once the area has been processed (ripped, moisture conditioned, and compacted), fill material approved by the Geotechnical Engineer should be placed in near horizontal lifts with a loose thickness no greater than eight inches, unless otherwise determined by the Geotechnical Engineer. Each lift should be moisture conditioned to above optimum moisture content (three percent above for clayey soils), mixed to evenly distribute the moisture, and compacted to a minimum 90 percent of the laboratory maximum density (in accordance with ASTM D- 1557), or as specified by the project Geotechnical Engineer. Moisture content and density testing of all fill placement should be performed under observation and testing by the Geotechnical Engineer. Testing should also be performed at random intervals and locations as determined by the Geotechnical Engineer. These tests are intended to aid the grading contractor in evaluating their methodology and conformance with the project geotechnical documents and governmental agencies. If fill areas are left for an extended period of time, the Geotechnical Engineer should be notified to determine suitability prior to development. It is possible the upper portion of the fill may require additional moisture conditioning, mixture, and compaction the meet minimum recommendations. Fill placed on sloping terrain at an inclination of 5:1 (horizontal: vertical) or greater should have a keyway constructed at the bottom of the slope, with a series of vertical benches excavated into the adjacent slope as fill is placed (Detail D-5). Keyways should extend down to su itable material as determined by the Geotechnical Consultant, generally be at least 10 feet wide, and inclined a minimum two percent into the slope, or as otherwise determined by the Geotechnical Engineer. Following proper keyway preparation, fill slopes should be constructed by overfilling the slope, adequately compacting the fill in even lifts, and cutting the slope back to finished grade. In order to facilitate post grading excavation for future improvements, it is recommended the upper three feet of fill contain rock clasts no larger than three inches in maximum dimension. Rock clasts up to six inches in maximum dimension can be placed at depths greater than three feet below finished subgrade elevations, unless otherwise determined by the Geotechnical Engineer. Rock clasts greater than six inches in maximum dimension should be removed from the site, or placed in areas determined to be suitable by the Geotechnical Engineer, and in accordance with Detail D-8. Rock clasts greater than 12 inches in maximum dimension should be placed in rows at least 15 feet apart, 15 feet from face of slope, and at depths greater than 10 feet below finished subgrade elevations. Granular fill material, ge nerally less than the No. 4 sieve, with adequate moisture content, should be placed between the rows of rock. Ample water should be utilized in placement of fill between oversized clasts to fill voids and achieve recommended compaction. Subsequent rows of rock should not be placed directly above a previous row. A minimum five-foot offset between rows is recommended. SUBDRAINS: Subdrains may be required in keyways at the bottom offill slopes, in natural drainages that are to be filled in, or other areas where seepage is encountered. Th e subdrain location and design should be determined by the project Geotechnical Engineer. Subdrains should be installed after removals have been completed and before compacted fill has been placed. The subdrain pipe should consist of Schedule 40, SOR 35, or equivalent. The pipe shou ld be protected against damage during and following placement (Detail D-3). To minimize soil build up in the subdrain, a filter fabric should surround the pipe that conforms to CALTRANS Specification 68-1.025, or as approved by the project Geotechnical Engineer. Clean¾ inch crushed rock may be used around the pipe, provided it is wrapped in a suitable filter cloth and is approved by the project Geotechnical Engineer. For runs up to 500 feet, the pipe diameter should be at least six inches, and eight inches for longer continuous downstream runs, or as recommended by the project Geotechnical Engineer. Four-inch diameter pipe may be utilized in buttress and stabilization fills. If seepage conditions are observed at the site, the Geotechnical Engineer should be notified for evaluation, and if necessary, provide additional drainage recommendations. SLOPE MAINTENANCE: To enhance slope protection, it is recommended that planting throughout the slope take place once grading is completed. The slope plants should generally consist of deep-rooted regionally native vegetation that require little water. All planting should conform with local regulations. Heavy shallow-rooted vegetation, such as ice plant, is not recommended. Prior to planting, it is recommended that all unprotected slopes be covered with plastic sheeting during rain events and surface water diverted away from slope faces. Irrigation pipes should be anchored to the slope face and not placed in excavated trenches. Irrigation should be minimized. If automatic timers are utilized, they should be shut off during rain events until the subgrade can accommodate additional water. If a slope failure occurs, the Geotechnical Consultant should be notified to perform an evaluation and provide recommendations for repair. .... -------------- Native Material SKYLINE GEOTECHN ICAL - ,,' ,, Pre Graded Profile -- ,, ,,' ,, - Suitable Native Material! -----5' min ..-1 --• -- 3' min T Cut Lot Detail 0 -1 ------ Cut Slope Keyway Inclined a Min. 2% Into Slope Benching Performed in Accordance Geotechnical Engineer Recommendations (Typically Maintained at 10' wide and 4' High) Keyway in Suitable Native Material Approved by the Geotechnical Engineer SKYLINE Fill Above Cut Slope Detail GEOTECHN ICAL D-2 Finished Slope Grade Overfilled Slope to be Cut to Finished Grade Suitable Native Material i----15'min Benching Should Extend Into Suitable Native Material as Determined by the Geotechnical Engineer Keyway Should Be Excavated Into Suitable Native Material and at Dimensions Determined by the Geotechnical Engineer. SKYLINE Fill Above Natural Slope Detail GEOTECHN ICAL D-3 4" Diameter Perforated Pipe Backdrain -----j -----j H/3 with 40' max 15' min 4" Diameter Non-Perforated Lateral Pipe Drain Finished Slope Grade 15' min Keyway Dimensions to be Determined by Geotechnical Engineer SKYLINE GEOTECHN ICAL Mid Slope Drain Required for Slopes the Exceed 40 Feet in Height and as Determined by the Geotechnical Engineer Suitable Native Material (Benched in Accordance with the Geotechnical Engineers Recommendations) Not to Scale Buttress Fill Detail 0-4 "' • • •• • •. ,_ •' -. · ·-• · • '----·· • ·· '· • : • .. • Cleanout Excavation • •• ' • : • . Mirafi 140N Filter Fabric or Approved Equivalent 1" Minus Crushed Rock I • 6" Diameter Perforated Pipe Minimum 1 % Slope SKYLINE GEOTECHN ICAL . . • 24" min l Suitable Native Material 4" min 24"~;~~ T Canyon Subdrain Detail D-5 If a Drainage Composite is not Installed, a Minimum One Foot Wide Layer of Free Draining Material (Less than 5 Percent Passing the #200 Sieve) can be Utilized, provided it is Wrapped with and Approved Geofabric . Properly Installed Prefabricated Drainage Composite (MiraDRAIN 6000 or Approved Equivalent Can be Used) in lieu of Free Draining Material. Retaining Wall Finished Grade Wall Footing SKYLINE GEOTECHN ICAL ;., ... .. .. ·: ·• :);::;:t:11[; .\\i\;:1jrrn)!jil)i\? · ... : '. < Soil Backfill Compacted :L> ·: • (::to 90% with and El of.-'·:?,,:· ••• :;'.:: 20 or less with no mor~ \ :''. • · . ,<:. than 30% Passing the _., .... "·,nu..tm1.1 ~·/.~_~:. _2_00 sei~~/.:/',?:,;/;' ., '• "~ ,,, : ' "' . .. . ,_., ·E/·:~\::';!}:;;:}:l:::(:::S:·:,:j~.:: •, .·.•\·•.~-·-• .. :~-:-~·~ ·-:: .. _::::.; .. -:/~ ::•:.·:··::::· ..,....,............_..._........_ ___ .,J-, .. •. : . i , • • • •c ,11.1..trr,u.q- .. ~ ·• •:,:Jo·•·-·.···:·.·:• .. f '·', 3'; • in •. • •• : ;~-:~;~• ~u 4 Geofabric Minimum 4-inch Diameter Perforated PVC or ABS Class SOR 35 with a Crushing Strength of at Least 1,000 lbs, Installed with Perforations on the bottom of the Pipe. A Cap Should be Installed on the Upstream End of Pipe. The Pipe Shpould be Installed with a Minimum One Percent Slope to the Outlet. Retining Wall Drainage Detail D-6 Finished Slope Grade Soil Should be Placed Adjacent to the Windrows ,rnd Flooded into Voids Between the Clasts SKYLINE GEOTECHN ICAL Section View Row of Oversized Material Plan View Fill Slope Placement of Oversized Material 0 -7 Front View l 6" min Subdrain Pipe 1 . ·4 . 6" min -i---Concrete Cut-Off Wall f--24" min --J 6" min Side View + 12" min i--I •-- 6" min ~ : ••. •.·· ·.---Concrete Cut-Off Wall ·,' ... : ' .. Perforated Subdrain Pipe •• • : . -Solid Subdrain Pipe . . . . . . .• ~. ·--~ SKYLINE Cut-Off Wall Detail GEOTECHNICAL Not to Scale D-8 BUILDING ENERGY ANALYSIS REPORT PROJECT: Saul Residence 2081 Lee Ct Carlsbad, Ca 92008 Project Designer: Steven Noel Architect 2715 Greenock Ct CITY Carlsbad , Ca 92010 760-535-784 7 Report Prepared by: Brian Hansen Technical Energy 0~ co 4336 Goldfinch St ON ~ ~o en ...J C'0 N San Diego, Ca 92103 UJ N 0 o- 0 C") ~ q 858-4 72-2680 ~ CV)C'J UJ LO a:: 0 ~ z N UJ N J: u J:: C) ~ N a z ~ < a:: 00 0 al en 0 N ...J 0 Job Number: L.I... Ci I-I-z 24-34 --d" (.) ~ Q NW LJ...t: o w ~g ~ ...J g< ~ L.I... Date: "l""' .. Cf) m 00 s U) (.)c,<ll) 1/30/2024 N en~ The EnergyPro computer program has been used to perform the calculations summarized in this compliance report. This program has approval and is authorized by the California Energy Commission for use with both the Residential and Nonresidential 2022 Building Energy Efficiency Standards. This program developed by EnergySoft, LLC -www.energysoft.com. 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 16 Form MF1 R Mandatory Measures Summary 18 HVAC System Heating and Cooling Loads Summary 23 CERTIFICATE OF COMPLIANCE -RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Saul Residence Calculation Description: Title 24 Analysis GENERAL INFORMATION 01 Project Name Saul Residence 02 Run Title Title 24 Analysis 03 Project Location 2081 Lee Ct 04 City Carlsbad 06 Zip code 92008 08 Climate Zone 7 10 Building Type Single family 12 Project Scope Addition and/or Alteration 14 Addition Cond. Floor Area (ft2) 1056 16 Existing Cond. Floor Area (ft2) 2071 18 Total Cond. Floor Area (ft2) 3127 20 ADU Bedroom Count n/a -:::;:, n .,_ rrr= 22 Fuel Type Natural gas ~1 fl ll p;; ~~ LJ ~ L.::: COMPLIANCE RESULTS ' -I i: D 01 Building Complies with Computer Performance Calculation Date/Time: 2024-01-30T08:55:33-08:00 Input File Name: 24-34 SaulEA.ribd22x 05 Standards Version 2022 07 Software Version EnergyPro 9.2 09 Front Orientation (deg/ Cardinal) 333 11 Number of Dwelling Units 1 13 Number of Bedrooms 5 15 Number of Stories 1 17 Fenestration Average U-factor 0.33 19 Glazing Percentage (%) 18.66% 21 l~ ADU Conditioned Floor Area n/a 23 ~ II I No Dwelling Unit: No ....," U L -0 r-t, \f I ~ i:: 0 - CFlR-PRF-0lE (Page 1 of 13) 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: 224-P010012834A-000-000-0000000-0000 CA Building Energy Efficiency Standards · 2022 Residential Compliance Registration Date/Time: 2024-01-30 11 :23:39 Report Version: 2022.0.000 Schema Version: rev 20220901 HERS Provider: CalCERTS inc. Report Generated: 2024-01-30 08:56:19 CERTIFICATE OF COMPLIANCE -RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Saul Residence Calculation Date/Time: 2024-01-30T08:SS:33-08:00 Input File Name: 24-34 SaulEA.ribd22x CFlR-PRF-0lE (Page 2 of 13) Calculation Description: Title 24 Analysis ENERGY USE SUMMARY Energy Use Standard Design Source Standard Design TDV Energy Energy (EDRl) (kBtu/ft2 -yr) (EDR2) (kTDV /ft2 -yr) Space Heating 0 9.25 Space Cooling 0 5.67 IAQ Ventilation 0 3.61 Water Heating 0 21.77 Self Utilization/Flexibility Credit Efficiency Compliance 0 40.3 Total # Photovoltaics \\. 0 I ,~ -. ""' Battery H F R C Flexibility Indoor Lighting 0 6.68 Appl. & Cooking 0 13.73 Plug Loads 0 24.68 Outdoor Lighting 0 1.73 TOTAL COMPLIANCE 0 87.12 Registration Number: 224-P010012834A-000-000-0000000-0000 CA Building Energy Efficiency Standards -2022 Residential Compliance Proposed Design Source Proposed Design TDV Energy Compliance Compliance Energy (EDRl) (kBtu/ft2 -yr) (EDR2) (kTDV/ft2 -yr) Margin (EDRl) Margin (EDR2) 0 8.35 0 0.9 0 6.06 0 -0.39 0 3.61 0 0 0 21.77 0 0 0 39.79 0 0.51 IR\ ~ fr\\ [ I ~-11 ( 0 II ) ~ \I I J:..: I 0 0 6.68 0 13.72 0 24.68 0 1.73 0 86.6 Registration Date/Time: 2024-01-30 11 :23:39 HERS Provider: CalCERTS inc. Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2024-01-30 08:56:19 CERTIFICATE OF COMPLIANCE -RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Saul Residence Calculation Description: Title 24 Analysis ENERGY USE INTENSITY Calculation Date/Time: 2024-01-30T08:55:33-08:00 Input File Name: 24-34 SaulEA.ribd22x Standard Design (kBtu/ft2 -yr ) Proposed Design (kBtu/ft2 -yr) Compliance Margin (kBtu/ft2 -yr) Gross EUI1 15.84 15.66 0.18 Net EUl2 15.84 15.66 0.18 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 SPECIAL FEATURES The following are features that must be installed as condition for meeting the modeled energy performance for this computer ana lysis. • New ductwork added is less than 25 ft. in length HERS FEATURE SUMMARY ~ ---------- CFlR-PRF-0lE (Page 3 of 13) Margin Percentage 1.14 1.14 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 building tables below. Registered CF2Rs and CF3Rs are required to be completed in the HERS Registry . Indoor air quality ventilation -. ----E R r~ \.J " . Kitchen range hood --. Duct Sealing required if a duct system component, plenum, or air handling unit is altered BUILDING -FEATURES INFORMATION 01 02 03 Project Name Conditioned Floor Area (ft2) Number of Dwelling Units Saul Residence 3127 1 ZONE INFORMATION 01 02 03 Zone Name Zone Type HVAC System Name existing Conditioned e) gas FAU/ACl Registration Number: 224-P010012834A-000-000-0000000-0000 CA Building Energy Efficiency Standards -2022 Residential Compliance 04 05 Number of Bedrooms Number of Zones 5 2 04 05 Zone Floor Area (ft2) Avg. Ceiling Height 2071 8 Registration Date/Time: 2024-01-30 11 :23:39 Report Version: 2022.0.000 Schema Version: rev 20220901 06 07 Number of Ventilation Number of Water Cooling Systems Heating Systems 0 1 06 07 Water Heating System 1 Status DHW Sys 1 Existing Unchanged HERS Provider: CalCERTS inc. Report Generated: 2024-01-30 08:56:19 CERTIFICATE OF COMPLIANCE -RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Saul Residence Calculation Description: Title 24 Analysis Calculation Date/Time: 2024-01-30T08:55:33-08:00 Input File Name: 24-34 SaulEA.ribd22x CFlR-PRF-0lE (Page 4 of 13) ZONE INFORMATION 01 02 03 04 05 Zone Name Zone Type HVAC System Name Zone Floor Area (ft2) Avg. Ceiling Height Add Conditioned e) gas FAU/ACl 1056 10 OPAQUE SURFACES 01 02 03 04 05 06 07 08 Name Zone Construction Azimuth Orientation Gross Area (ft2) Window and Tilt (deg) Door Area (ft2) (e) Front Wall existing Wall 1978 to 1991 333 (e) Front/Left existing Wall 1978 to 1991 18 Wall (e) Left Wall existing Wall 1978 to 1991 63 (e) Back/Leftt existing Wall 1978 to 1991 108 Wall (e) Right Wall existing Wall 1978 to 1991 243 (n) Left Wall Add R-13 Wall 63 (n) Back Wall Add R-13 Wall 153 n) Right Wall Add R-13 Wall 73 to le Add»existing R-0 Wall n/a Roof existing Roof 1978 to Present n/a (n) Roof 2 Add R-30 Roof Attic n/a OPAQUE SURFACES -CATHEDRAL CEILINGS 01 02 03 04 05 Name Zone Construction Azimuth Orientation (n) Roof Add R-30 Roof Atticl 113 n/a Registration Number: 224-P010012834A-000-000·0000000-0000 CA Building Energy Efficiency Standards -2022 Residential Compliance Front n/a Left n/a Right Left Back n/a n/a n/a n/a 06 Area (ft2) 4.1 368 132.4 90 30 12.5 90 440 79.5 90 30 12.5 90 472 64 90 192 41 90 440 221.5 90 192 36 90 352 0 n/a 2071 n/a n/a 1052 n/a n/a 07 08 09 10 Skylight Roof Rise (x Roof Roof Area (ft2) in 12) Reflectance Emittance 4 6 0.1 0.85 Registration Date/Time: 2024-01-30 11 :23:39 Report Version: 2022.0.000 Schema Version: rev 20220901 06 07 Water Heating System 1 Status DHW Sys 1 New 09 10 11 Wall Exceptions Status Verified Existing Condition none Existing No none Existing No none Existing No none Existing No none Existing No none New n/a none New n/a none New n/a New n/a Existing No New n/a 11 12 13 14 Cool Verified Existing Status Existing Roof Condition Construction No New n/a HERS Provider: CalCERTS inc. Report Generated: 2024-01-30 08:56:19 CERTIFICATE OF COMPLIANCE -RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Saul Residence Calculation Date/Time: 2024-01-30T08:55:33-08:00 Input File Name: 24-34 SaulEA.ribd22x CFlR-PRF-0lE (Page 5 of 13) Calculation Description: Title 24 Analysis ATTIC 01 02 Name Construction Attic existing Attic Roofexisting Attic Add Attic Roof Add FENESTRATION/ GLAZING 01 02 03 04 05 06 Orientatio Width Name Type Surface Azimuth (ft) n Doorl Window (e) Front Front 333 Wall Wl b Window (e) Front Front 333 Wall W12 Window (e) Front Front 333 Wall Door2 Window (e) Front Front 333 Wall Wla Window (e) Front Front 333 Wall (e) W5 Window Front/Left 18 Wall W2 Window (e) Left Wall Left 63 W3 Window (e) Left Wall Left 63 W32 Window (e) Left Wall Left 63 Registration Number: 224-P010012834A-000-000-0000000-0000 CA Building Energy Efficiency Standards -2022 Residential Compliance 03 04 OS 06 07 08 09 10 Type Roof Rise Roof Roof Radiant Cool Roof Status Verified Existing (x in 12) Reflectance Emittance Barrier Condition Ventilated 6 0.1 0.85 No No Existing No Ventilated 6 0.1 0.85 No No New n/a 07 08 09 10 11 12 13 14 15 16 Heigh Area U-factor Exterior Verified t (ft) Mult. (ft2) U-factor Source SHGC SHGC Source Shading Status Existing Condition 1 24 0.3 NFRC 0.25 NFRC Bug Screen Altered No I I ( 1 4 : 0.3 NFRC 0.25 NFRC Bug Screen New NA 1 15 0.3 NFRC 0.25 NFRC Bug Screen Altered No 1 53.4 0.3 NFRC 0.25 NFRC Bug Screen New NA 1 16 0.3 NFRC 0.25 NFRC Bug Screen Altered No 1 12.5 0.3 NFRC 0.25 NFRC Bug Screen Altered No 1 30 0.3 NFRC 0.25 NFRC Bug Screen Altered No 1 3.5 0.3 NFRC 0.25 NFRC Bug Screen Altered No 1 3.5 0.3 NFRC 0.25 NFRC Bug Screen Altered No Registration Date/Time: 2024-01-30 11 :23:39 HERS Provider: CalCERTS inc. Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2024-01-30 08:56:19 CERTIFICATE OF COMPLIANCE -RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Saul Residence Calculation Date/Time: 2024-01-30T08:55:33-08:00 Input File Name: 24-34 SaulEA.ribd22x CFlR-PRF-0lE {Page 6 of 13) Calculation Description: Title 24 Analysis FENESTRATION/ GLAZING 01 02 03 04 05 06 07 Orientatio Width Heigh Name Type Surface Azimuth n (ft) t (ft) W4 Window (e) Left Wall Left 63 W7 Window (e) Left Wall Left 63 (e) W52 Window Back/Leftt 108 Wall 2040 Window (e) Right Right 243 Wall 5040 Window (e) Right Right 243 -Wall r:: 5040 2 Window (e) Right Right 243 tf. Wall -I • 4040 Window (e) Right Right 243 Wall W6(x4) Window (n) Left Wall Left 63 W72 Window (n) Left Wall Left 63 04 Window (n) Back Wall Back 153 W8 Window (n) Back Wall Back 153 W9 Window (n) Back Wall Back 153 03 Window (n) Back Wall Back 153 WlO Window n) Right Wall 73 W102 Window n) Right Wall 73 Registration Number: 224-P010012834A-OOO-OOO-OO0OOO0-OOO0 CA Building Energy Efficiency Standards -2022 Residential Compliance 08 09 10 11 12 Area U-factor Mult. U-factor SHGC (ft2) Source 1 17.5 0.3 NFRC 0.25 1 25 0.3 NFRC 0.25 1 12.5 0.3 NFRC 0.25 1 8 0.55 Table 0.67 110.6-A 1 20 0.55 Table 0.67 110.6-A 1 20 0.55 Table 0.67 110.6-A 1 16 0.55 Table 0.67 110.6-A 1 16 0.35 NFRC 0.23 1 25 0.35 NFRC 0.23 1 84 0.35 NFRC 0.23 1 3.5 0.35 NFRC 0.23 1 15 0.35 NFRC 0.23 1 119 0.35 NFRC 0.23 1 18 0.35 NFRC 0.23 1 18 0.35 NFRC 0.23 Registration Date/Time: 2024-01-30 11 :23:39 Report Version: 2022.0.000 Schema Version: rev 20220901 13 14 15 16 Exterior Verified SHGC Source Status Existing Shading Condition NFRC Bug Screen Altered No NFRC Bug Screen Altered No NFRC Bug Screen Altered No Table Bug Screen Existing No 110.6-B Table Bug Screen Existing No 110.6-B Table Bug Screen Existing No 110.6-B Table Bug Screen Existing No 110.6-B NFRC Bug Screen New NA NFRC Bug Screen New NA NFRC Bug Screen New NA NFRC Bug Screen New NA NFRC Bug Screen New NA NFRC Bug Screen New NA NFRC Bug Screen New NA NFRC Bug Screen New NA HERS Provider: CalCERTS inc. Report Generated: 2024-01-30 08:56:19 CERTIFICATE OF COMPLIANCE -RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Saul Residence Calculation Description: Title 24 Analysis FENESTRATION / GLAZING 01 02 03 04 05 06 07 08 09 Orientatio Width Heigh Area Name Type Surface Azimuth Mult. n (ft) t (ft) (ft2) Solatube Skylight (n) Roof 113 1 4 (x4) OPAQUE DOORS 01 02 03 Name Side of Building Area (ft2) 3068 wd Door (e) Front Wall 20 SLAB FLOORS 01 02 03 04 05 -'' Edge lnsul. Name Zone Area (ft2) Perimeter (ft) R-value and Depth Slab-on-Grade existing 2071 166 none Slab-on-Grade 2 Add 1056 92 none OPAQUE SURFACE CONSTRUCTIONS 01 02 03 04 Construction Name Surface Type Construction Type Framing Calculation Date/Time: 2024-01-30T08:5S:33-08:00 Input File Name: 24-34 SaulEA.ribd22x 10 11 12 13 U-factor U-factor SHGC SHGC Source Source 0.39 NFRC 0.29 NFRC 04 05 U-factor Status 0.5 Existing 06 07 08 Edge lnsul. R-value and Carpeted Fraction Heated Depth 0 80% No 0 80% No 05 06 07 Total Cavity Interior / Exterior R-value Continuous U-factor R-value Wall 1978 to 1991 Exterior Walls Wood Framed Wall 2x4 @ 16 in. 0. C. R-11 None/ None 0.11 14 15 CFlR-PRF-OlE (Page 7 of 13) 16 Exterior Verified Status Existing Shading Condition New NA 06 Verified Existing Condition No 09 10 Verified Existing Status Condition Existing No New n/a 08 Assembly Layers Inside Finish: Gypsum Board Cavity/ Frame: R-11 / 2x4 Exterior Finish: 3 Coat Stucco Registration Number: 224-P010012834A-OOO-0OO-OO0OO00-OOO0 Registration Date/Time: 2024-01-30 11 :23:39 HERS Provider: CalCERTS inc. CA Building Energy Efficiency Standards -2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2024-01-30 08:56:19 CERTIFICATE OF COMPLIANCE -RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Saul Residence Calculation Date/Time: 2024-01-30T08:SS:33-08:00 Input File Name: 24-34 SaulEA.ribd22x CFlR-PRF-0lE (Page 8 of 13) Calculation Description: Title 24 Analysis OPAQUE SURFACE CONSTRUCTIONS 01 02 03 Construction Name Surface Type Construction Type R-13 Wall Exterior Walls Wood Framed Wall R-30 Roof Atticl Cathedral Ceilings Wood Framed Ceiling R-0 Wall Interior Walls Wood Framed Wall -. ' \ I \\. Wood Framed - Attic Roofexisting Attic Roofs -Ceiling - Wood Framed Attic Roof Add Attic Roofs Ceiling Ceilings (below Wood Framed Roof 1978 to Present attic} Ceiling Ceilings (below Wood Framed R-30 Roof Attic attic} Ceiling Registration Number: 224-P010012834A-OOO-OOO-OOOOOOO-OOOO CA Building Energy Efficiency Standards -2022 Residential Compliance 04 OS 06 Total Cavity Interior/ Exterior Framing Continuous R-value R-value 2x4 @ 16 in. 0. C. R-13 None/ None 2x4 @ 24 in. 0 . C. R-30 None/ None 2x4 @ 16 in. 0. C. ~c :-R-0 None/ None ■' -• ,I ■---. ' • L I) LI ~L~ U e:--.J) l[ Ll ~ 2x4 @ 24 in. 0. C. R-0 I None/ 0 2x4 @ 24 in. 0. C. R-0 None/ O 2x4@ 16 in. 0. C. R-19 None/ None 2x4 @ 24 in. 0. C. R-30 None/ None Registration Date/Time: 2024-01-30 11 :23:39 Report Version: 2022.0.000 Schema Version: rev 20220901 07 08 U-factor Assembly Layers Inside Finish: Gypsum Board 0.101 Cavity/ Frame: R-13 / 2x4 Exterior Finish: 3 Coat Stucco Roofing: 10 PSF (RootTileAirGap} Tile Gap: present 0.039 Roof Deck: Wood Siding/sheathing/decking Cavity/ Frame: R-30 / 2x4 Inside Finish: Gypsum Board Inside Finish: Gypsum Board 0.277 Cavity/ Frame: no insul. / 2x4 Other Side Finish: Gypsum Board Roofing: 10 PSF (RootTileAirGap) Tile Gap: present 0.4 Roof Deck: Wood Siding/sheathing/decking Cavity/ Frame: no insul. / 2x4 Roofing: 10 PSF (RootTileAirGap) Tile Gap: present 0.4 Roof Deck: Wood Siding/sheathing/ decking Cavity/ Frame: no insul. / 2x4 Over Ceiling Joists: R-9.9 insul. 0.049 Cavity/ Frame: R-9.l / 2x4 Inside Finish: Gypsum Board Over Ceiling Joists: R-20.9 insul. 0.032 Cavity/ Frame: R-9.l / 2x4 Inside Finish: Gypsum Board HERS Provider: CalCERTS inc. Report Generated: 2024-01-30 08:56:19 CERTIFICATE OF COMPLIANCE -RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Saul Residence Calculation Date/Time: 2024-01-30T08:55:33-08:00 Input File Name: 24-34 SaulEA.ribd22x CFlR-PRF-0lE (Page 9 of 13) Calculation Description: Title 24 Analysis BUILDING ENVELOPE -HERS VERIFICATION 01 02 Quality Insulation Installation (QII) High R-value Spray Foam Insulation Not Required Not Required WATER HEATING SYSTEMS 01 02 03 04 OS Distribution Water Heater Number of Name System Type Type Name Units Domestic Hot Standard DHW Heater 1 DHW Sys 1 Water(DHW) 1 WATER HEATERS ; 01 02 03 04 05 06 Heating Heating # of Tank Vol. Name Element Tank Type Units (gal) Efficiency Type Type DHW Gas Small Storage 1 40 EF Heater 1 WATER HEATING -HERS VERIFICATION 01 02 03 Name Pipe Insulation Parallel Piping DHW Sys 1 -1/1 Not Required Not Required Registration Number: 224-P010012834A-000-000-0000000-0000 CA Building Energy Efficiency Standards -2022 Residential Compliance 03 04 05 Building Envelope Air Leakage CFM50 CFM50 N/A n/a n/a 06 07 08 09 10 11 12 Solar Heating Compact HERS Water Heater Verified Existing Water System Distribution Verification Name(#) Status Existing Heating Condition System n/a None n/a DHW Heater Existing No 1 (1) I' ,,_,,. rr .~~,-....,.,.,....._ r ' 07 I: 08 09 10 11 Input Tank Standby Rated Insulation Loss or Efficiency Input Type Rating or R-value Recovery Pilot (Int/Ext) Eff 0.58 Btu/Hr 7S000 0 78 04 05 Compact Distribution Compact Distribution Type Not Required None Registration Date/Time: 2024-01-30 11 :23:39 Report Version: 2022.0.000 Schema Version: rev 20220901 12 13 14 15 1st Hr. Verified Rating or Tank Location Status Existing Flow Rate Condition n/a Existing No 06 07 Recirculation Control Shower Drain Water Heat Recovery Not Required Not Required HERS Provider: CalCERTS inc. Report Generated: 2024-01-30 08:56:19 CERTIFICATE OF COMPLIANCE -RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Saul Residence Calculation Date/Time: 2024-01-30T08:55:33-08:00 Input File Name: 24-34 SaulEA.ribd22x CFlR-PRF-0lE (Page 10 of 13) Calculation Description: Title 24 Analysis SPACE CONDITIONING SYSTEMS 01 02 03 04 05 06 07 08 09 10 11 12 Heating Unit Heating Cooling Unit Cooling Distribution Required Verified Existing HVAC Name System Type Name Equipment Name Equipment Fan Name Name Thermostat Status Existing System Count Count Type Condition e) gas Heating and Heating Cooling Air cooling Component 1 Component 1 HVAC Fan 1 Distribution Setback Altered No FAU/ACl system other 1 1 System 1 HVAC -HEATING UNIT TYPES 01 02 03 04 05 Name System Type Number of Units Heating Efficiency Heating Unit Brand Heating Component 1 Central gas furnace 1 AFUE -80 n/a n ----~~ .. -----I i ff HVAC -COOLING UNIT TYPES \" \ ~ll'i l ~ 01 02 03 I 04 "' Name System Type Number of Units Efficiency Metric Cooling Central split AC 1 EER/SEER Component 1 HVAC COOLING -HERS VERIFICATION 01 02 03 Name Verified Airflow Airflow Target Cooling Component Not Required 0 1-hers-cool Registration Number: 224-P010012834A-000-000-0000000-0000 CA Building Energy Efficiency Standards -2022 Residential Compliance 11 11 l) II ll ---- r ., ...... ,-" '" I I i --05 06 -r 07 08 09 Efficiency Efficiency Zonally Controlled Mu lit-speed HERS Verification EER/EER2/CEER SEER/SEER2 Compressor Cooling 11.7 14 Not Zonal Single Speed Component 1-hers-cool 04 05 06 Verified EER/EER2 Verified SEERSEER2 Verified Refrigerant Charge Not Required Not Required Not Required Registration Date/Time: 2024-01-30 11 :23:39 HERS Provider: CalCERTS inc. Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2024-01-30 08:56:19 CERTIFICATE OF COMPLIANCE -RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Saul Residence Calculation Date/Time: 2024-01-30T08:55:33-08:00 Input File Name: 24-34 SaulEA.ribd22x CFlR-PRF-0lE (Page 11 of 13) Calculation Description: Title 24 Analysis HVAC -DISTRIBUTION SYSTEMS 01 02 03 04 OS 06 07 08 09 10 11 12 13 14 lS 16 Duct Ins. Duct Surface Area R-value Location HERS Verified Existing New Ducts Name Type Design Type Bypass Duct Duct Leakage Verification Status Existing Distribution 25 ft Suppl Retur Suppl Retur Suppl Retur Condition system y n y n y n Existing Air Air Unconditio Non-Atti Atti No Bypass Distribution Existing+ Distribution R-6 R-6 n/a n/a (not No No ned attic Verified C C Duct specified) System New System 1 1-hers-dist HVAC -FAN SYSTEMS 01 02 03 04 Name Type Fan Power (Watts/CFM) Name ----~ - ! I --.,,1 HVAC Fan 1 ·r [ HVAC Fan , r ~ l'i I 0.45 HVAC Fan 1-hers-fan -,, ~ HVAC FAN SYSTEMS -HERS VERIFICATION ,. 01 Name HVAC Fan 1-hers-fan INDOOR AIR QUALITY (IAQ) FANS 01 02 03 04 Fan Efficacy Dwelling Unit Airflow {CFM) (W/CFM) IAQ Fan Type SFam IAQVentRpt 136 0.35 Exhaust HERS RATER VERIFICATION OF EXISTING CONDITIONS Registration Number: 224-P010012834A-000-000-0000000-0000 CA Building Energy Efficiency Standards -2022 Residential Compliance Ii I ~."I -n C - 02 03 Verified Fan Watt Draw Required Fan Efficacy (Watts/CFM) Not Required 0 05 06 07 08 09 Includes IAQ Recovery Includes Fault Heat/Energy Effectiveness -Indicator Display? HERS Verification Status Recovery? SRE/ASRE No n/a In/a No Yes Registration Date/Time: 2024-01-30 11 :23:39 HERS Provider: CalCERTS inc. Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2024-01-30 08:56:19 CERTIFICATE OF COMPLIANCE -RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Saul Residence Calculation Date/Time: 2024-01-30T08:55:33-08:00 CF1R-PRF-01E (Page 12 of 13) Calculation Description: Title 24 Analysis Input File Name: 24-34 SaulEA.ribd22x INDOOR AIR QUALITY {IAQ) FANS -VERIFIED AND ALTERED 01 02 03 04 OS 06 07 IAQ Recovery IAQ Recovery Name Airflow (CFM) Fan Efficacy (W/CFM) IAQFan Type Includes Heat/Energy Effectiveness -SREIAQ Effectiveness -ASREIAQ Recovery? Recovery Effectiveness -Recovery Effectiveness - SRE ASRE Dwelling Unit 0/0 136 0.35 Exhaust No n/a n/a ~ S~tSEP~1~,, tnc. Registration Number: 224-P010012834A-000-000-0000000-0000 CA Building Energy Efficiency Standards -2022 Residential Compliance Registration Date/Time: 2024-01-30 11 :23:39 Report Version: 2022.0.000 Schema Version: rev 20220901 HERS Provider: CalCERTS inc. Report Generated: 2024-01-30 08:56:19 CERTIFICATE OF COMPLIANCE -RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Saul Residence 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: Brian Hansen Calculation Date/Time: 2024-01-30T08:55:33-08:00 Input File Name: 24-34 SaulEA.ribd22x Documentation Author Signature: ?3~~ CFlR-PRF-0lE (Page 13 of 13) Company: Signature Date: c~ Technical Energy 2024-01-30 09:30:37 Address: CEA/ HERS Certification Identification (If applicable): 4336 Goldfinch R 19-14-30046 QI-As-o(~ _!,_' Blillllll·III ·l·~:Z·lrl-11 City/State/Zip: Phone: San Diego, CA 92103 858-472-2680 RESPONSIBLE PERSON'S DECLARATION STATEMENT I certify the following under penalty of perjury, under the laws of the State of California: 1. I am eligible under Division 3 of the Business and Professions Code to accept responsibility for the building design identified on this Certificate of Compliance. 2. I certify that the energy features and performance specifications identified on this 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 Compliance 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: Steven Noel ~\ ~VJLI~l1= Responsible Designer Signature: ~e;e,,,/~ .. Company: ~ H E R s Date Signed: t: r. Steven Noel Architect 2024-01-30 11 :23:39 Address: License: 2715 Greenock Ct na City/State/Zip: Phone: Carlsbad, CA 92010 760-535-784 7 Digitally signed by CalCERTS. This digital signature is provided in order to secure the content of this registered document, and in no way implies Registration Provider responsibility for fhe accuracy of the information. Registration Number: 224-P010012834A-000-OOO-0OOOOOO-0OOO CA Building Energy Efficiency Standards -2022 Residential Compliance Registration Date/Time: 2024-01 -30 11:23:39 Report Version: 2022.0.000 Schema Version: rev 20220901 Easy to Verify at CalCERTS.com HERS Provider: CalCERTS inc. Report Generated: 2024-01-30 08:56:19 RESIDENTIAL MEASURES SUMMARY RMS-1 Project Name Building Type li2I Single Family □ Addition Alone I Date Saul Residence □ Multi Family [i3 Existing+ Addition/Alteration 1/30/2024 Project Address California Energy Climate Zone I Total Cond. Floor Area I Addition I # of ~nits 2081 Lee Ct Carlsbad CA Climate Zone 07 3, 127 1,056 INSULATION Area Construction Type Cavity (fr) Special Features Status Wall Wood Framed R 11 243 Existing Door Opaque Door -no insulation 20 Existing Wall Wood Framed R 11 18 Existing Wall Wood Framed R 11 361 Existing Wall Wood Framed R 11 18 Existing Wall Wood Framed R 11 408 Existing Slab Unheated Slab-on-Grade -no insulation 2,071 Perim = 166' Existing Roof Wood Framed Attic R 19 2,071 Existing FENESTRATION I Total Area: 5761 Glazina Percentaae: 18.4% I New/Altered Averaae U-Factor: 0.33 Orientation Area(ff) U-Fac SHGC Overhang Sidefins Exterior Shades Status Front (NW) 40.0 0.300 0.25 none none NIA Altered Front (NW) 57.4 0.300 0.25 none none NIA New Front (NW) 8.0 0.550 0.67 none none NIA Existing Front (N) 12.5 0.300 0.25 none none NIA Altered Left (NE) 79.5 0.300 0.25 none none NIA Altered Left (E) 12.5 0.300 0.25 none none NIA Altered Right (SW) 64.0 0.550 0.67 none none NIA Existing Left (NE) 41.0 0.350 0.23 none none NIA New Rear (SE) 221.5 0.350 0.23 none none NIA New Left (E) 36.0 0.350 0.23 none none NIA New Skylight 4.0 0.390 0.29 none none NIA New HV AC SYSTEMS Qty. Heating Min. Eff Cooling Min. Eff Thermostat Status 1 Gas Central Furnace 80%AFUE Split Air Conditioner 14.0 SEER Setback Altered HVAC DISTRIBUTION Duct Location Heating Cooling Duct Location A-Value Status e) gas FAUIAC Ducted Ducted Attic 6.0 Altered WATER HEATING Qty. Type Gallons Min. Eff Distribution Status EneravPro 9.2 bv EnernvSoft User Number: 1082 ID: 24-34 Paae 16 of 23 RESIDENTIAL MEASURES SUMMARY RMS-1 Project Name Building Type u2I Single Family □ Addition Alone I Date Saul Residence □ Multi Family u2I Existing+ Addition/Alteration 1/30/2024 Project Address California Energy Climate Zone I Total Cond. Floor Area I Addition I # of ~nits 2081 Lee Ct Carlsbad CA Climate Zone 07 3, 127 1,056 INSULATION Area Construction Type Cavity (ff) Special Features Status Wall Wood Framed R 13 526 New Roof Wood Framed Attic R30 1,052 New Slab Unheated Slab-on-Grade -no insulation 1,056 Perim = 92' New Demising Wood Framed -no insulation 352 New FENESTRATION I Total Area: 5761 Glazina Percentaae: 18.4% I New/Altered Averaae U-Factor: 0.33 Orientation Area(ff) U-Fac SHGC Overhang Sidefins Exterior Shades Status HV AC SYSTEMS Qty. Heating Min. Eff CoolinQ Min. Eff Thermostat Status HVAC DISTRIBUTION Duct Location Heating Cooling Duct Location A-Value Status WATER HEATING Qty. Type Gallons Min. Eff Distribution Status EneravPro 9.2 bv EnernvSoft User Number: 1082 ID: 24-34 Paae 17 of 23 2022 Single-Family Residential Mandatory Requirements Summary NO TE: 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. (04/2022) 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 AAMAJINDMNCSA 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 Li-factors and solar heat gain coefficient (SHGC) values from Tables 110.6-A, 110.6-B, or JA4.5 for exterior doors. Thev 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, gasketed, or weather striPPed. § 110.8(a): Insulation Certification by Manufacturers. Insulation must be certified by the Department of Consumer Affairs, Bureau of Household Goods and Services (BHGS). § 110.8(9): Insulation Requirements for Heated Slab Floors. Heated slab floors must be insulated per the requirements of§ 110.8(9). § 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§ 110.8(i) and be labeled per §10-113 when the installation of a cool roof is specified on the CF1R. § 110.8U): 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 Li-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 Li-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, including but not limited to placing insulation either above or below the roof deck or on too of a drvwall ceiling. • § 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 Li-factor of 0.102 or less, or R-20 in 2x6 inch wood § 150.0(c): framing or have a Li-factor of 0.071 or less. Opaque non-framed assemblies must have an overall assembly Li-factor not exceeding 0.102. Masonrv walls must meet Tables 150.1-A or B. • § 150.0(d): Raised-floor Insulation. Minimum R-19 insulation in raised wood framed floor or 0.037 maximum Li-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(0: 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(9). 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 § 150.0(g)1: 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 uncondition!)d space or outdoors must have a maximum Li-factor of 0.45; or area-weighted average Li-factor of all fenestration must not exceed 0.45. Fireplaces Decorative Gas Aooliances and Gas Loa· , , § 110.5(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 leas! six square inches in area and is eauiooed with a readily accessible, operable, and tiaht-fitting damper or combustion-air control device. § 150.0(e)3: Flue Damper. Masonry or factory-built fireplaces must have a flue damper with a readily accessible control.• Space Conditionino Water Heatino and Plumbino Svstem· , , § 110.0-§ 110.3: Certification. Heating, ventilation, and air conditioning (HVAC) equipment, water heaters, showerheads, faucets, and all other regulated annliances must be certified bv the manufacturer to the California Enerav 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 heatina is hiaher than the cut-off temperature for suoplementarv heatina. • § 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 fittinas on both cold and hot water lines to allow for flushina the water heater when the valves are closed. 5/6/22 § 110.5: § 150.0(h)1: § 150.0(h)3A: § 150.0(h)3B: § 150.0U)2: § 150.0(n)1: § 150.0(n)3: Ducts and Fans: § 110.B(d)3: § 150.0(m)1: § 150.0(m)2: § 150.0(m)3: § 150.0(m)7: § 150.0(m)B: § 150.0(m)9: § 150.0(m)10: § 150.0(m)11 : § 150.0(m)12: 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 cooking appliances ( 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 ASH RAE Handbook, 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. Clearances. Air conditioner and heat pump outdoor condensing units must have a clearance of at least five feet from the outlet of any d er. 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 i in must be insulated as s ecified in 609.1 1 of the California Plumbin Code. * Insulation Protection. Piping insulation must be protected from damage, including that due to sunlight, moisture, equipment' 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 casin or sleeve. Gas or Propane Water Heating Systems. Systems using gas or propane water heaters to serve individual dwelling units must 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" hi her 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 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. Insulation installed on an existing space-conditioning duct must comply with § 604.0 of the California Mechanical Code (CMC). If a 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 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 than¼", 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, 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. 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. Backdraft Damper. Fan systems that exchange air between the conditioned space and outdoors must have backdraft or automatic dampers. Gravity Ventilation Dampers. Gravity ventilating systems serving conditioned space must have either automatic or readily accessible, manually ooerated damoers in all ooeninos to the outside, exceot combustion inlet and outlet air ooeninos and elevator shaft vents. Protection of Insulation. Insulation must be protected from damage due tosunlight, moisture, equipment maintenance, and wind. 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 coatinq. 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 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 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.* § 150.0(m)13: 2022 Single-Family Residential Mandatory Requirements Summary Space Conditioning System Airflow Rate and Fan Efficacy. Space conditioning systems that use ducts 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 :5 0.45 watts per CFM for gas furnace air handlers and :5 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 :5 0.62 watts per CFM. Field verification testing is required in accordance with Reference Residential Appendix RA3.3. • Ventilation and Indoor Air Qualitv· § 150.0(o)1: Requirements for Ventilation and Indoor Air Quality. All dwelling units must meet the requirements of ASHRAE Standard 62.2, Ventilation and Acceptable Indoor Air Quality in Residential Buildings subject to the amendments specified in § 150.0(o) 1. • § 150.0(o)1 B: 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)1 C. 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) 1 Ci-iii. § 150.0(o)1G: Local Mechanical Exhaust. Kitchens and bathrooms must have local mechanical exhaust; nonenclosed kitchens must have demand- controlled 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)1Gv, and rated for sound per §150.0(o)1Gvi. • § 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 at 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 bv &150.0(ol1 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 it is rated by HVI or AHAM to comply with the airflow rates and sound requirements per §150.0(o)1G Pool and Spa Systems and Equipment: Certification by Manufacturers. Any pool or spa heating system or equipment must be certified to 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 heater without adjusting the thermostat setting; a permanent weatherproof plate or card with operating instructions; and must not use electric resistance heatina. • § 110.4(b)1: Piping. Any pool or spa heating system or equipment must be installed with at least 36 inches of pipe between the filter and the heater, or dedicated suction and return lines, or built-in or built-up connections to allow for future solar heating. § 110.4(b}2: Covers. Outdoor pools or spas that have a heat 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 oumos to be set or oroarammed to run onlv durina off-oeak electric demand oeriods. § 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 closets with an efficacv of at least 45 lumens oer watt. § 150.0(k) 1 B: Screw based luminaires. Screw based luminaires must contain lamps that comply with Reference Joint Appendix JAB. • § 150.0(k) 1 C: 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) 10: Light Sources in Enclosed or Recessed Luminaires. Lamps and other separable light sources that are not compliant with the JAB elevated temperature requirements, includina markina reauirements, must not be installed in enclosed or recessed luminaires. § 150.0(k) 1 E: 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 voltaae wirinq, or fan speed control. § 150.0(k)1F: Lighting Integral to Exhaust Fans. Lighting integral to exhaust fans (except when installed by the manufacturer in kitchen exhaust hoods) must meet the aoolicable reauirements 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 requirements, 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 watts 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 seoaratelv 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 § 150.0(k)2E: must be controlled by an occupancy or vacancy sensor providing automatic-off functionality. Lighting inside drawers and cabinets with opaque 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 spaces must comply 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, liahtina in display cabinets, and switched outlets must be controlled separatelv from ceilinq-installed liqhtinq. Residential Outdoor Lighting. For single-family residential buildings, outdoor lighting permanently mounted to a 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 reauirements. § 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 comolv with the reauirements of~ 110.10/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 Title 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 feet 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. • § 110.10(b)3B: 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 horizontal distance of the height difference ?etween 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-heatinq systems, a pathway reserved for routina olumbina from the solar zone to the water-heatina 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(1) § 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, QI 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 equipmenUtransfer 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 double 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 Date Saul Residence 1/30/2024 System Name Floor Area e) gas FAU/AC 3,127 ENGINEERING CHECKS SYSTEM LOAD Number of Systems 1 COIL COOLING PEAK COIL HTG. PEAK Heating System CFM Sensible Latent CFM Sensible Output per System 75,000 Total Room Loads 1,004 30,278 1,782 604 31 ,419 Total Output (Btuh) 75,000 Return Vented Lighting 0 Output (Btuh/sqft) 24.0 Return Air Ducts 1,112 1,543 Cooling System Return Fan 0 0 Output per System 48,000 Ventilation 0 0 0 0 0 Total Output (Btuh) 48,000 Supply Fan 860 -860 Total Output (Tons) 4.0 Supply Air Ducts 1,112 1,543 Total Output (Btuh/sQft) 15.4 Total Output (sqft/Ton) 781.8 TOTAL SYSTEM LOAD 33,361 1,782 33,645 Air System CFM per System 1,400 HVAC EQUIPMENT SELECTION Airflow (cfm) 1,400 Existing gas FAU/n) 4 ton AC 45,316 0 75,000 Airflow (cfm/sqft) 0.45 Airflow (cfm/Ton) 350.0 Outside Air(%) 0.0% Total Adjusted System Output 45,316 0 75,000 Outside Air (cfm/sqft) 0.00 (Adjusted for Peak Design conditions) Note: values above given at ARI conditions TIME OF SYSTEM PEAK Aug 3 PM I Jan 1 AM HEATING SYSTEM PSYCHROMETRICS Airstream Temperatures at Time of Heatina Peak) 34 °F 69 °F 119 °F 119 °F ,!] @ ] ~~ I I I i Outside Air -o-Supply Fan O cfm Heating Coil 118 °F 1,400 cfm ~ I II ROOM 69 °F 70 °F ... ... tl I .L L] .. I - COOLING SYSTEM PSYCHROMETRICS (Airstream Temperatures at Time of Coolina Peak) 83 / 68 °F 79 / 59 °F 49 I 47°F 49 / 47 °F = I (!? ~ ~~ I I I lj . i Outside Air ~..- 0 cfm Cooling Coil Supply Fan 50 / 48 °F ~ 1,400 cfm I II 32.3% ROOM 79 I 60 °F 78 / 59 °F ~ I I I ~ ... I -~ - {c ity of 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: Permit #: CBR2024-0298 ------------------- Project Address: 2081 LEE CT ------------------- Assessor's Parcel#: 2053303400 --~.....c....;__ _____________ _ Project Applicant: CO-OWNERS SAN AND ROBIN SAUL (Owner Name) Residential Square Feet: New/Additions: _1"-,0_5_6 ________________ _ Second Dwelling Unit: __________________ _ Commercial Square Feet: New/Additions: ------------------- City Certification; City of Carlsbad Building Division Date: 04/18/2024 Certification of Applicant/Owners. The person executing this declaration ("Owner") certifies under penalty of perjury that (1) the information provided above is correct and true to the best of the Owner's knowledge, and that the Owner will file an amended certification of payment and pay the additional fee if Owner requests an increase in the number of dwelling units or square footage after the building permit is issued or if the initial determination of units or square footage is found to be incorrect, and that (2) the Owner is the owner/developer of the above described project(s), or that the person [ZJ 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 x1 166 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 facilities. This is to certify that the applicant listed on page 1 has paid all amounts or completed other applicable school mitigation determined by the School District. The City may issue building permits for this project. Signature of Authorized School District Official: '--Sn,~ -€/u.,L/((lui!,l LD-W!k~i'"') Title: Supennknden.\-CARLSBADUNIF/EDSCHOQI DISTRICT Date: QY-l&-'2.t.>'2-j Name of School District: 6225 EL CAMINO REAL CAB! SBA[), CA Q2009 COMMUNITY DEVELOPMENT -Building Division Phone:J1aO-33!-S00O 1635 Faraday Ave I Carlsbad, CA 92008-7314 I 442-339-2719 I building@carlsbadca.gov I www.carlsbadca.gov STORM WATER COMPLIANCE FORM TIER 1 CONSTRUCTION SWPPP - STORM WATER POLLUTION PREVENTION NOTES BEST MANAGEMENT PRACTICES (BMP) SELECTION TABLE Erosion Control Sediment Control BMPs Tracking Non-Slorm Water Waste Management and Materials 1. ALL NECESSARY EQUIPMENT AND MATERIALS SHALL BE BMPs Control BMPs Management BMPs Pollution Control BMPs AVAILABLE ON SITE TO FACILITATE RAPID INSTALLATION C OF EROSION AND SEDIMENT CONTROL BMPs WHEN RAIN C C .2 --0 .2 C "0 :;. -Q) "0 C IS EMINENT. C -O'I 0 E C Q) "0 V) <.> <.> C C O'I E C ..., 0 ::, ::, 0 'o 'E C. 0 0 0 -... ... Q) Q) THE OWNER/CONTRACTOR SHALL RESTORE ALL EROSION :::E "0 V) e O'I ... Q) --:;. C ""-·5 ~ O'I -Q) 2. C Q) Q) c V) V) V) ~ ·.:: er 0 C V) O'> C. Q) C 'E a ... j 0 0 -Ocj 'c.. -CV) (!) uJ C V) Best Management Practice* ~ C 0 CD Q) :;. 31= -CONTROL DEVICES TO WORKING ORDER TO THE SATISFACTION :c V) 31:: V) .= Q) 0 C 0 Q) Q) -~ Q) 0 -o- C E u ... u V) "0 V) i "0 V) :::E C Q) C C 31= 5i (BMP) Description ➔ V) <.> Q) VJ ·e Q) .!!!. O'> Q) O'> CD ·e § O'> C C Cl :::> j -Q) V) Q) OF THE CITY INSPECTOR AFTER EACH RUN-OFF PRODUCING Q) '3 ~ Q) -0 0 31:: C -g~ "0 >, 0 V) CC 0 O'> ~E ::, E Q) E :;5 <.> 0 CD VJ·-O'> Oo Q) Q) :::E Cl O'> Cl 5i C Cl E Cl:;. :1:lo u Q) Q) c Gl c 'c. ..__ 31= Q) 0 Q) -Q) RAINFALL. X Q) a:: 0 N v, <.> °':;:; .!! .5 a.. e 'E 8' ~ O'I 2 0 LL. -~ ..>t(. 1 -::, .J:I E ~ =~ ::: 31:: .._,-cO :0 ·.:: 8' ·.:: ..>t(. O'> "0 ..C C Q) <.> ... Q) ::, "0 ·-"0 ~ti <.> C Q) =] "0 0 <.> 0 t ·-g. ... -.J:I ... .J:I 0 -~ ~ 0 ij Q) ... <.> ::le THE OWNER/CONTRACTOR SHALL INSTALL ADDITIONAL EROSION 0 0 -"0 Q) Q) 0 Q) <.> C 00 0 O'> --0 -0 ,_ C cc 3. j 0~ .J:I .!:;o .!:lo 00 0 ~~ 00 0 0 ~ i?i Q) ..c ... c5l -... V) C 31= it 0 o..., -bru uJ Cl en VJ u Li: (!) VJ> VJ c.. VJ a:: 0..0 a.. >U ::::E VJ ::IE VJ :c :::E U:::E CONTROL MEASURES AS MAY BE REQUIRED BY THE CITY INSPECTOR DUE TO INCOMPLETE GRADING OPERATIONS OR CASQA Desig,ation ➔ ,...._ 00 0, -I') • I() <O ,...._ 00 0 N I') ,...._ 00 ' N I') • I() co 00 ' --' ' I I I I I I I I I I I I I I I I I I I I I UNFORESEEN CIRCUMSTANCES WHICH MAY ARISE. u u u u uJ uJ uJ uJ uJ uJ uJ uJ ~ ~ VJ VJ VJ VJ i i i i i i i Construction Activity uJ uJ uJ uJ VJ VJ VJ VJ VJ VJ VJ VJ z z z z 4. ALL REMOVABLE PROTECTIVE DEVICES SHALL BE IN PLACE Grad in a /Soil Disturbance AT THE END OF EACH WORKING DAY WHEN THE FIVE (5) T renchina /Excavation DAY RAIN PROBABILITY FORECAST EXCEEDS FORTY PECENT Stocknilina ( 40%). SILT AND OTHER DEBRIS SHALL BE REMOVED AFTER Drillina /Borina EACH RAINFALL. Concrete/Asohalt Sawcuttina 5. ALL GRAVEL BAGS SHALL CONTAIN 3/4 INCH MINIMUM Concrete Flatwork IX Pavina < AGGREGATE. Conduit!Pioe Installation 6. ADEQUATE EROSION AND SEDIMENT CONTROL AND PERIMETER Stucco/Mortar Work [>< PROTECTION BEST MANAGEMENT PRACTICE MEASURES MUST Waste Disoosal BE INSTALLED AND MAINTAINED. Staaina/Lav Down Area Eauinment Maintenance and Fuelina 7. THE CITY INSPECTOR SHALL HAVE THE AUTHORITY TO ALTER Hazardous Substance Use /StoraQe THIS PLAN DURING OR BEFORE CONSTRUCTION AS NEEDED Dewaterina TO ENSURE COMPLIANCE WITH CITY STORM WATER QUALITY Site Access Across Dirt REGULATIONS. Other (list): Instructions: 1. Check the box to the left of all applicable construction activity (first column) expected to occur during construction. 2. Located along the top of the BMP Table is a list of BMP's with it's corresrionding California Stormwater Quality Association (CASQA) designation number. Choose one or more BMPs you intend to use during construction from the list. Check he box where the chosen activity row intersects with the BMP column. 3. Refer to the CASQA construction handbook for information and details of the chosen BMPs and how to apply them to the project. OWNER'S CERTIFICATE: I UNDERSTAND AND ACKNOWLEDGE THAT I MUST: (1) IMPLEMENT BEST MANAGEMENT PRACTICES (BMPS) DURING CONSTRUCTION PROJECT INFORMATION ACTIVITIES TO THE MAXIMUM EXTENT PRACTICABLE TO AVOID Site Address: 206} L,tl--Cf THE MOBILIZATION OF POLLUTANTS SUCH AS SEDIMENT AND TO AVOID THE EXPOSURE OF STORM WATER TO CONSTRUCTION Assessor's Parcel Number: 2o5 -7:i~O -3ft RELATED POLLUTANTS; AND (2) ADHERE TO, AND AT ALL TIMES, COMPLY WITH THIS CITY APPROVED TIER 1 CONSTRUCTION SWPPP THROUGHOUT THE DURATION OF THE CONSTRUCTION ACTIVITIES Emergency Contact: . ~uL UNTIL THE CONSTRUCTION WORK IS COMPLETE AND APPROVED Name: ¥0~"-\ BY THE CITY OF CARLSBAD. j , 711, <..,~-?]Zit-.c:.:ra~N 24 Hour Phone: p._ (Y£_ I -OWNER(S)/OWN1-~ "'NTLN AME ip DINT) Construction Threat ta Storm Water Quality ~ I ; I z ,1.1.~, II .. (Check Box) ~ n;u I IA. I V OWNER(S)/OWNER::, • l\11t.r,-NAME (SI$NA lURE) DATE 0 MEDIUM faLOW E-29 Page 1 of 1 REV 11/17 C cicyof Carlsbad PURPOSE CLIMATE ACTION PLAN CONSISTENCY CHECKLIST 8-50 Development Services Building Division 1635 Faraday Avenue (760) 602-2719 www.carlsbadca.gov This checklist is intended to help building permit applicants identify which Climate Action Plan (CAP) ordinance requirements apply to their project. This completed checklist (B-50) and summary (B-55) must be included with the building permit application. The Carlsbad Municipal Code (CMC) can be referenced during completion of this document by clicking on the provided links to each municipal code section. NOTE: The following type of permits are not required to fill out this form ❖ Patio I ❖ Decks I ❖ PME (w/o panel upgrade) I ❖ Pool Consultation with a certified Energy Consultant is encouraged to assist in filling out this document. Appropriate certification includes, but is not limited to: Licensed, practicing Architect, Engineer, or Contractor familiar with Energy compliance, IECC/HERS Compliance Specialist, ICC GS Energy Code Specialist, RESNET HERS rater certified, certified ICC Residential Energy Inspector/Plans Examiner, ICC Commercial Energy Inspector and/or Plans Examiner, ICC CALgreen Inspector/Plans Examiner, or Green Building Residential Plan Examiner. If an item in the checklist is deemed to be not applicable to a project, or is less than the minimum required by ordinance, check N/A and provide an explanation or code section describing the exception. Details on CAP ordinance requirements are available at each section by clicking on the municipal code link provided. The project plans must show all details as stated in the applicable Carlsbad Municipal Code (CMC) and/or Energy Code and Green Code sections. Project Name/Building Permit No.: BP No.: Property Address/APN: 2081 Lee Ct/ 205-330-34 Applicant Name/Co.: 2n5 Studio, Inc. Applicant Address: 1902 Wright Place, Suite 200, Carlsbad, CA 92008 Contact Phone: 760-535-784 7 Contact Email: steve@2n5studio.com Contact information of person completing this checklist (if different than above): Name: Company name/address: B-50 SAME Contact Phone: 760-535-7847 Contact Email: Page 1 of 7 Revised 04/21 Use the table below to determine which sections of the Ordinance checklist are applicable to your project. For alterations and additions to existing buildings, attach a Permit Valuation breakdown on a separate sheet. Building Permit Valuation (BPV) $ breakdown ...::;3.::.50::.,.,.::.oo;;;.co=------ Conltruc:tlon Type [!] Residential □ New construction □ Additions and alterations: □ BPV < $60,000 !!!I BPV :2: $60,000 □ Electrical service panel upgrade only □ BPV :2: $200,000 0 Nonresidentlal □ New consbuction □ Alterations: □ BPV :2: $200,000 or additions ~ 1,000 square feet □ BPV :2: $1,000,000 □ :2: 2,000 sq. ft. new roof addition Checldlat Item Complete Section(•) Notes: A high-rise residential building is 4 or more stories, including a Low-rise High-rise mixed-use building in which at least 20% of its conditioned floor area is residential use 2A*, 3A*, 1B, 2B, *Includes detached, newly constructed ADU 4A*, 3B,4A NIA NIA All residential additions and alterations 1A,4A 4A 1-2 family dwellings and townhouses with attached garages only. *Multi-family dwellings only where interior finishes are removed 1A,4A* 1B, 4A* and significant site work and upgrades to structural and mechanical, electrical, and/or plumbing systems are proposed 1 B, 2B, 3B, 4B and 5 1B,5 1B, 2B, 5 Building alterations of ~ 75% existing gross floor area 2B,5 1 B also applies if BPV :2: $200,000 a18Ck ht apprqna boa, uplak1 al natappllcabla and aieplkxl lams, 111d pnwkia auppcllngCllbiilorls and doarnanlallon as nacaas•~- 1. Energy Efficiency Please refer to Carlsbad Municipal Code (CMC) 18.21.155 and 18.30.190,and the California Green Building Standards Code (CALGreen) for more infonnation. Appropriate details and notes must be placed on the plans according to selections chosen in the design. A [j] Residential addition or alteration.!: $60,000buildingpennitvaluation. □ N/A _________ _ Details of selection chosen below must be placed on the plans referencingCMC □ Exception: Home energy score<? 7 18.30.190. (attach certification) Year Built Single-family Requirements Multi-family Requirements □ Before 1978 Select one option: □ Ductsealing □ Attic insulation □Cool roof □ Attic insulation □ 1978 and later Select one option: □ Lightingpackage □ Water heating Package □ Between1978and1991 Select one option: □ Ductsealing □ Attic insulation □Cool roof !!!I 1992 and later Select one option: !!!I Lighting package □ Water heating package Updated 4/16/202 1 3 B. 0 Nonresidential* new construction or aherations i!! $200,000 building pennit valuation, or additions.!! 1,000square feet See CMC 18.21.1 SSand CAL Green AppendixAS D N/A AS.203.1.1 Chooseone:0.1 Outdoorlighting D .2 Restaurant service water heating (CEC 140.5) D .3 Warehouse dock seal doors. D .4 Daylight design PAFs D .5 Exhaust air heat recovery □ N/A AS.203.1.2.1 Choose one:□ .95 Energy budget (Projects with indoor lighting OR mechanical) □ .90 Energy budget (PrqectswithindoorlightingANDmechanical) □ N/A AS.211.1"* □ On-site renewable energy: D N/A AS.211.3** □ Green p0Y1er: (If offered by local utility provider, 50% minimum renewable sources) D N/A AS.212.1 D Elevators and escalators: (Project with more than one elevator ortwoescalators) D N/A AS.213.1 □ Steel framing: (Provide details on plans for options 1-4 chosen) D N/A --------- • Includes hotels/motels and high-rise residential buildings **Foralterations~$1 ,000,000BPVandaffecting>75%existinggrossfloorarea,ORalterationsthatadd2,000squarefeetofnewroofadd~ion:comply with CMC 18.30.130 (section 28 below) instead. 2. Photovoltaic Systems A. Iii Residential new construction (for low-rise residential building pennit applications submitted after 1/1/20). Refer to 2019 California Energy Code section 150.1 (c)14 for requirements. If project includes installation of an electric heat pump water heater pursuant to CAP section 3B below(low-rise residential Water Heating), increase system size by .3kWdc if PY offset option is selected. Floor Plan ID (use additional CFA #d.u. Calculated kWdc* sheets if necessary) new under separate con Total System Size: kWdc = (CFAx.572) / 1,000 + (1 .15 x #d.u.) 'Fonnula calculation where CFA = conditional floor area, #du = number of dwellings per plan type If proposed system size is less than calculated size, please explain. kWdc Exception D D D D B. D Nonresidential new construction or alterations i!:$1,000,000 BPV AND affecting i!:75% existing floor area, OR addition that increases roof area by i!:2,000 square feet Please refer to CMC 18.30.130 when completing this section. *Note: This section also applies to high-rise residential and hotel/motel buildings. Choose one of the following methods: □ Gross Floor Area (GFA)Method GFA: D If< 1 0,000s.f. Enter: 5 kWdc Min. System Size: D If~ 10,000s.f. calculate: 15 kWdcx (GFA/10,000) ... kWdc **Round building size factor to nearest tenth, and round system size to nearest whole number. Updated 4/16/2021 4 □ Time-Dependent Valuation Method AnnualTDVEnergy use: ...... ______ x .80= Min. system size: ______ kWdc .... Attach calculation documentation using modeling software approved by the California Energy Commission. 3. Water Heating A D Residential and hotel/motel new construction. Refer to CMC 18.30.170 when completing this section. Provide complete details on the plans. □ For systems serving individual dwelling units choose one system: □ Heat pump water heater AND Compact hot water distribution AND Drain water heat recovery (low-rise residential only) □ Heat pump water heater AND PV system .3 kWdc larger than required in CMC 18.30.130 (high rise residential hotel/motel) or CA Energy Code section 150.1 (c) 14 (low-rise residential) □ Heat pump water heater meeting NEEA Advanced Water Heating Specification Tier 3 or higher □ Solar water heating system that is either .60 solar savings fraction or 40 s.f. solar collectors □ Exception: □ For systems serving multiple dwelling units, install a central water-heating system with ALL of the following: □ Gas or propane water heating system □ Recirculation system per CMC 18.30.150(8) (high-rise residential, hotel/motel) or CMC 18.30.170(8) (low- rise residential) □ Solar water heating system that is either: □ .20 solar savings fraction □ .15 solar savings fraction, plus drain water heat recovery □ Exception: B. D Nonresidential new construction. Refer to CMC 18.30.150 when completing this section. Provide complete details on the plans. □ Water heating system derives at least 40% of its energy from one of the following (attach documentation): □ Solar-thermal □ Photovoltaics □ Recovered energy □ Water heating system is (choose one): □ Heat pump water heater □ Electric resistance water heater(s) □Solar water heating system with .40 solar savings fraction □ Exception: It may be necessary to supplement the completed checklist with supporting materials, calculations or certifications, to demonstrate full compliance with CAP ordinance requirements. For example, projects that propose or require a performance approach to comply with energy-related measures will need to attach to this checklist separate calculations and documentation as specified by the ordinances. Updated 4/16/21 5 4. Electric Vehicle Charging A [ii Residential New construction and major alterations* Please refer to CMC 18.21.140 when completing this section. l!!!I One and two-family residential dwelling or townhouse with attached garage: l!!!I One EVSE Ready parking space required □ Exception : □ Multi-family residential· □ Exception • Total Parking Spaces EVSE Spaces Proposed EVSE ( 10% of total) J Installed (50% of EVSE) Other "Ready" I l Other "Capable" I Calculations: Total EVSE spaces= .10 x Total parking spaces proposed (rounded up to nearest whole number) EVSE Installed = Total EVSE Spaces x .50 (rounded up to nearest whoo number) EVSE other may be "Ready" or "Capable" *Majoralterationsare: (1) for one and two-family dwellings and townhouses with attached garages, alterations have a building permit valuationc?:$60,000 or include an electrical service panel upgrade; (2) for multifamily dwellings (three units or more without attached garages), alterations have a building permit valuation~ $200,000, interior finishes are removed and significant site work and upgrades to structural and mechanical, electrical, and/or plumbing systems are proposed. *ADU exceptions for EV Ready space (no EV ready space required when): (1) The accessory dwelling unit is located within one-half mile of public transit. (2) The accessory dwelling unit is located within an architecturally and historically significant historic district. (3) The accessory dwelling unit is part of the proposed or existing primary residence or an accessory structure. (4) When on-street parking permits are required but not offered to the occupant of the accessory dwelling unit. (5) When there is a car share vehicle located within one block of the accessory dwelling unit. B. D Nonresidential new construction (includes hotels/motels) □ Exception : ____________ _ Please refer to CMC 18.21.150 when completing this section Total Parking Spaces Prooosed EVSE (10% of total) I Installed (50% of EVSE) I Other "Ready" I Other "Capable" I I I Calculation-Refer to the table below: Total Number of Parking Spaces provided Number of required EV Spaces Number of required EVSE Installed Spaces D 0-9 1 1 D 10-25 2 1 D 26-50 4 2 D 51 -75 6 3 D 76-100 9 5 D 101-150 12 6 D 151-200 17 9 □ 201 andover 10 percent of total 50 percent of Required EV Spaces Calculations: Total EVSE spaces= .10 x Total parking spaces proposed (rounded upto nearest whole number) EVSE Installed = Total EVSE Spaces x .50 (rounded up to nearest whole number) EVSE other may be "Ready" or "Capable" Updated 4/16/2021 6 5. □Transportation Demand Management(TDM): Nonresidential ONLY An approved Transportation Demand Management (TOM) Plan is required for all nonresidential projects that meet a threshold of employee-generated ADT. City staff will use the table below based on your submitted planstodeterminewhetheror noryourpennitrequires a TDM plan. lfTDM isapplicabletoyour permit, staff will contact the applicantto develop a site-specific TOM plan based on the pemnit details. Acknowledgment: I acknowledge that the plans submi my permit require a TD Employee ADT Estimation for Various Commercial Uses Use Emp ADTfor first 1,000 s.f. EmpADT/ 1000 s.f.1 Office (all)2 20 Restaurant 11 Retail3 8 Industrial 4 Manufacturing 4 Warehousing 4 1 Unless otherwise noted, rates estimated from /TE Trip Generation Manual, t()thEdition 13 11 4.5 3.5 3 1 2 For all office uses, use SANDAG rate of 20 ADT/1 ,000 sf to calculate employee ADT 3 Retail uses include shopping center, variety store, supermarket, gyms, pharmacy, etc. Other commercial uses may be subject to special consideration Samole calculations: Office: 20,450 sf 1. 20,450 sf / 1000 x 20 = 409 Employee ADT Retail: 9,334 sf 1. First 1,000 sf= 8 ADT 2. 9,334 sf -1,000 sf = 8,334 sf 3. (8,334 sf/ 1,000 x 4.5) + 8 = 46 Employee ADT ity of Gar1sbad's Transportation Demand Management Ordinance. I agree to be cxmtacted should roved TOM plan is a condition of permit issuance. Date: 02.02.24 Person other than Applicant to be contacted for TDM compliance (if applicable): Name(Printed): Steven Noel Ph N 760-535-7K47 one umber. ____ _ Email Address: steve@2n5studio.com Updated 4/16/2021 7 Ccityof Carlsbad CAP Building Plan Template Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov B-55 CLIMATE ACTION PLAN (CAP) COMPLIANCE The following summarizes project compliance with the applicable Climate Action Plan ordinances of the Carlsbad Municipal Code and California Green Building Standards Code (CALGreen), current version. Use this form to summarize all applicable CAP measures for your project. IF CAP MEASURES ARE APPLICABLE, IMPRINT THIS COMPLETED FORM ONTO PROJECT PLANS. 1. ENERGY EFFICIENCY APPLICABLE: [Z]YES □ NO Complies with CMC 18.30.190 & 18.21.155 [Z]Yes ON/A Existing Structure, year built: _1_9_86 ___ _ Prepared Energy Audit? 0Yes 0No Energy Score: _____ _ Efficiency Measures included in scope: rood and wall insulation water elficient fixtures energy efficient windows/doors 2. PHOTOVOLTAIC SYSTEM APPLICABLE: [ZJYES □No Complies with CMC section 18.30.130 and 2019 California Energy Code section 150.l(c)14 D Yes ON/A Required Provided Size of PV system (kWdc): Sizing PV by load calculations D Yes D No If by Load Calculations: Total calculated electrical load: 80%of load: Hardship Requested Hardship Approved Oves ~ □Yes □No 3. ALTERNATIVE WATER HEATING SYSTEM APPLICABLE: □ YES [Z}NO 4. Complies with CMC sections 18.30.150 and 18.30.170? OYes ON/A Alternative Source: □ Electric □ Passive Solar Hardship Requested Hardship Approved DYes □Yes ELECTRIC VEHICLE (EV) CHARGING APPLICABLE: [Z] YES Complies with CMC section 18.21.140? Panel Upgrade? Total EV Parking Spaces: No. of EV Capable Spaces: No. of EV Ready Spaces: No. of EV Installed Spaces: Hardship Requested Hardship Approved 0Yes ON/A O ves [Z)No Required Provided Oves @No oves □No 5. TRAFFIC DEMAND MANAGEMENT APPLICABLE: □ YES [Z] NO Compliant? 0Yes 0No TOM Report on file with city? D Yes D No new system will be installed under separate contract