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Home My WebLink About2353 JEFFERSON ST; ; CBR2022-1071; PermitBuilding Permit Finaled Residential Permit Print Date: 02/23/2024 Job Address: 2353 JEFFERSON ST, Permit Type: BLDG-Residential Parcel#: 1551802800 Valuation: $59,819.51 Occupancy Group: #of Dwelling Units: Bedrooms: Bathrooms: Occupant Load: Code Edition: Sprinkled: Project Title: CARLSBAD, CA 92008-1405 Work Class: Track#: Lot#: Project#: Plan#: Construction Type: Orig. Plan Check#: Plan Check#: Addition Description: HIRSCHKOFF: 345 SF ADDITION (TO ADD 1 BED, 1 FULL BATH)// 67 SF BALCONY Property Owner: CO-OWNERS HIRSCHKOFF JOEL AND HIRSCHKOFF HEATHER 1483 CORAL WAY SAN MARCOS, CA 92078-7988 FEE BUILDING PLAN CHECK BUILDING PLAN CHECK BUILDING PLAN REVIEW-MINOR PROJECTS (LDE) BUILDING PLAN REVIEW-MINOR PROJECTS (PLN ) DECKS/BALCONY-NEW/REPLACE GREEN BUILDING STANDARDS PLAN CHECK & INSPECTION SB1473 -GREEN BUILDING STATE STANDARDS FEE SFD & DUPLEXES STRONG MOTION -RESIDENTIAL (SMIP) SWPPP INSPECTION FEE TIER 1 -Medium BLDG SWPPP PLAN REVIEW FEE TIER 1 -Medium Total Fees: $4,091.33 Total Payments To Date: $4,091.33 (City of Carlsbad Permit No: CBR2022-1071 Status: Closed -Finaled Applied: 03/30/2022 Issued: 11/04/2022 Finaled Close Out: 02/23/2024 Final Inspection: 01/23/2024 INSPECTOR: Renfro, Chris Balance Due: de Roggenbuke, Dirk AMOUNT $755.30 $536.25 $194.00 $98.00 $825.00 $175.00 $3.00 $1,162.00 $7.78 $271.00 $64.00 $0.00 Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exaction." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitation has previously otherwise expired. Building Division Page 1 of 1 1635 Faraday Avenue, Carlsbad CA 92008-7314 I 442-339-2719 I 760-602-8560 f I www.carlsbadca.gov {'cicyof Carlsbad Job Address 2353 JEFFERSON STREET RESIDENTIAL BUILDING PERMIT APPLICATION B-1 Plan CheckQ3/Z;20dd -} (> + ( Est. Value $$:I, Rl'f, 5"0 PC Deposit ,5/3obcJ. ' Date Unit: APN: 155-180-20-00 -----· CT/ProJ·ect#: Lot#: Vear Built: 2017 -------------------------------- BRIEF DESCRIPTION OF WORK: ADDITION TO EXISTING SINGLE-FAMILY RESIDENCE. ADDITION TO INCLUDE 1 BEDROOM + 1 FULL BATHROOM G] New SF : Living SF, 345 Deck SF,~ 7 'Df"' Patio SF, ____ Garage SF __ _ Is this to create an Accessory Dwelling Unit ? O Y (:) N New Fireplace? O YO N , if yes how many? ___ _ D Remodel: _____ SF of affected area Is the area a conversion or change of use? O YO N □ Pool/Spa: ____ SF Additional Gas or Electrical Features? ------------- □Solar: ___ KW, ___ Modules, Mounted:0Roof0Ground, Tilt: ()YON, RMA: OY ON, Battery:OYO N, Pan el Upgrade:OYON Other: PRIMARY APPLICANT Name: JASON MOLGREN (3-POINTS DESIGN+BUILD) Address: 1506 w 10TH ST. City: SAN PEDRO Phone: 281.684.4871 Email: jason@3pointsdb.com DESIGN PROFESSIONAL State:_c_A __ .Zip: 90732 Name: JASON MOLGREN (3-POINTS DESIGN+BUILD) Address: 1506 w 10TH ST. City: SAN PEDRO Phone: 201 .684.4871 Email: jason@3pointsdb.com State:,_c_A __ ,Zip: 90732 PROPERTY OWNER Name: JOEL HIRSCHKOFF Address: 2353 JEFFERSON ST. City: CARLSBAD Phone: 858.378.5047 Email: hirsch@gat.com CONTRACTOR OF RECORD State:_c_A __ Zip: 92008 Business Name: ________________ _ Address: __________________ _ City: _______ State:, ___ Zip: ______ _ Phone: __________________ _ Email: ___________________ _ Architect State License: ___________ _ CSLB license #: _______ Class: _______ _ carlsbad Business License # (Required): _______ _ APPL/ CANT CERT/ Fl CA Tf ON: I certify that I hove read the application and state that the above information is correct and that the information of the plans is accurate. I agree to comply with o/1 City ordinonces ond State lows relating to building construction. NAME (PRINT): JASON MOLGREN ~..:::> l ~-=-·-SIGN: ________ DATE: 03/27/2022 1635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8SS8 Email: 8uild1ng@carlsbadca.gov REV. 10/21 THIS PAGE REQUIRED AT PERMIT ISSUANCE PLAN CHECK NUMBER: ______ _ A BUILDING PERMIT CAN BE ISSUED TO EITHER A STATE LICENSED CONTRACTOR OR A PROPERTY OWNER. IF THE PERSON SIGNING THIS FORM IS AN AGENT FOR EITHER ENTITY AN AUTHORIZATION FORM OR LETTER IS REQUIRED PRIOR TO PERMIT ISSUANCE. {OPTION A): LICENSED CONTRACTOR DECLARATION: I herebyaf firm under penal tyof perjurythat I am licensed under provisionsof Chapter 9 ( commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is inf ull force and effect. I also affirm under penalty of perjury one of the following declarations (CHOOSE ONE): DI have and will maintain a certificate of consent to self-insure for workers' compensation provided by Section 3700 of the Labor Code, for the performance of the work which this permit is issued. Policy No. _________________________________________ _ -OR- DI have and will maintain worker's compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Insurance Company Name:-----------------------• Policy No. ____________________________ Expiration Date: _________________ , -OR- 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 is unlawful and shall subject an employer to criminal penalties and civil fines up to $100,000.00, in addition the to the cost of compensation, damages as provided for in Section 3706 of the Labor Code, Interest and attorney's fees. CONSTRUCTION LENDING AGENCY, IF ANY: I hereby affirm that there is a construction lending agency for the performance of the work this permit is issued (Sec. 3097 (i) Civil Code). Lender's Name: ______________________ Lender's Address: _____________________ _ CONTRACTOR CERTIFICATION: The applicant certifies that all documents and plans clearly and accurately show all existing and proposed buildings, structures, access roads, and utilities/utility easements. All proposed modifications and/or additions are clearly labeled on the site plan. Any potentially existing detail within these plans inconsistent with the site plan are not approved for construction and may be required to be altered or removed. The city's approval of the application is based on the premise that the submitted documents and plans show the correct dimensions of; the property, buildings, structures and their setbacks from property lines and from one another; access roads/easements, and utilities. The existing and proposed use of each building as stated Is true and correct; all easements and other encumbrances to development have been accurately shown and labeled as well as all on-site grading/site preparation. All improvements existing on the property were completed in accordance with all regulations in existence at the time of their construction, unless otherwise noted. NAME {PRINT): __________ SIGNATURE: __________ DATE: ______ _ Note: If the person signing above Is an authorized agent for the contra 'd er of authorization on contractor letterhead. -OR- (OPTION B): OWNER-BUILDER DECLARATION: I hereby affirm that I am exempt from Contractor's License Law for the following reason: liJ I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not Intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such Improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). -OR- DI, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). -OR- DI am exempt under Business and Professions Code Division 3, Chapter 9, Article 3 for this reason: AND, liJ FORM B-61 "Owner Builder Acknowledgement and Verification Form" is required for any permit issued to a property owner. By my signature below I acknowledge that, except for my personal residence in which I must have resided for at least one year prior to completion of the improvements covered by this permit, I cannot legally sell a structure that I have built as an owner-builder if it has not been constructed in its entirety by licensed contractors./ understand that a copy of the applicable law, Section 7044 of the Business and Professions Code, is ovoilable upon request when this opplication is submitted orat the following Website: http:l lwww.leginfo.ca.gov/calaw.html. OWNER CERT/FICA T/ON: The applicant certifies that all documents and plans clearly and accurately show all existing and proposed buildings, structures, access roads, and utilities/utility easements. All proposed modifications and/or additions are clearly labeled on the site plan. Any potentially existing detail within these plans inconsistent with the site plan are not approved for construction and may be required to be altered or removed. The city's approval of the application is based on the premise that the submitted documents and plans show the correct dimensions of; the property, buildings, structures and their setbacks from property lines and from one another; access roads/easements, and utilities. The existing and proposed use of each building as stated Is true and correct; all easements and other encumbrances to development have been accurately shown and labeled as well as all on-site grading/site preparation. All Improvements existing on the property were completed in accordance with all regulations in existence at the time of their construction, unless otherwise noted. NAME (PRINT): JASON MOLGREN ~ '~·-== SIGN: :a:;-•-·--DATE: 03.27.2022 ---------------Note: If the rson sl nln above Is an authorized a ent for the ro owner include form 8-62 sl ned b owner. 1635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 2 Email: Building@carlsbadca.gov REV.10/2 ("Cityof Carlsbad OWNER-BUILDER ACKNOWLEDGEMENT FORM B-61 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www .carlsbadca.gov OWNER-BUILDER ACKNOWLEDGMENT FORM Pursuant to State of California Health and Safety Code Section 19825-19829 To: Property Owner An application for construction permit(s) has been submitted in your name listing you as the owner-builder of the property located at: Site Address 2353 JEFFERSON STREET, CARLSBAD, CA 92008 The City of Carlsbad ("City") is providing you with this Owner-Builder Acknowledgment and Verification form to inform you of the responsibilities and the possible risks associated with typical construction activities issued in your name as the Owner-Builder. The City will not issue a construction permit until you have read and initialed your understanding of each provision in the Property Owner Acknowledgment section below and sign the form. An agent of the owner cannot execute this notice unless you, the property owner, complete the Owner's Authorized Agent form and it is accepted by the City of carlsbad. INSTRUCTIONS: Please read and initial each statement below to acknowledge your understanding and verification of this information by signature at the bottom of the form. These are very important construction related acknowledgments designed to inform the property owner of his/her obligations related to the requested permit activities. I. J!L I understand a frequent practice of unlicensed contractors is to have the property owner obtain an "Owner- 8uilder" 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. J!L I understand building permits are not required to be signed by property owners unless they are responsible for the construction and are not hiring a licensed contractor to assume this responsibility. Ill. qtf... I understand as an "Owner-Builder" I am the responsible party of record on the permit. I understand that I may protect myself from potential financial risk by hiring a licensed contractor and having the permit filed in his or her name instead of my own. IV. JfL I understand contractors are required by law to be licensed and bonded in California and to list their license numbers on permits and contracts. V. ~I understand if I employ or otherwise engage any persons, other than California licensed contractors, and the total value of my construction is at least five hundred dollars ($500), including labor and materials, I may be considered an "employer" under state and federal law. REV. 08/20 Owner-Builder Acknowledgement Continued VI. J!l. I understand if I am considered an "employer" under state and federal law, I must register with the state and federal government, withhold payroll taxes, provide workers' compensation disability insurance, and contribute to unemployment compensation for each "employee." I also understand my failure to abide by these laws may subject me to serious financial risk. VII. J!L 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. qtf-. I understand as an Owner-Builder if I sell the property for which this permit is issued, I may be held liable for any financial or personal injuries sustained by any subsequent owner(s) which result from any latent construction defects in the workmanship or materials. IX. .:f!I-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. .:f!I-I am aware of and consent to an Owner-Builder building permit applied for in my name, and understand that I am the party legally and financially responsible for proposed construction activity at the following address: 2353 JEFFERSON STREET, CARLSBAD, CA 92008 XI. ,Jff-I agree that, as the party legally and financially responsible for this proposed construction activity, I will abide by all applicable laws and requirements that govern Owner-Builders as well as employers. XII. J!L 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 af perjury that I have read and understand all of the information pravlded an this farm and that my responses, including my autharity ta sign this farm, is true and correct. I am aware that I have the option ta consult with /ego/ counsel prior to signing this farm, ond I have either (1) consulted with /ego/ counsel prior ta signing this farm or (2) have waived this right in signing this farm without the advice of legal counsel. Joel Hirschkoff 03/28/20: Property Owner Name (PRINT) Property Owner Signature Date 2 REV.08/20 {Cityof Carlsbad OWNERS AUTHORIZED AGENT FORM 8-62 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov OWNER'SAUTHORIZED AGENT FORM Only a property owner, contractor or their authorized agent may submit plans and applications for building permits. To authorize a third-party agent to sign for a building permit, the owner's third party agent must bring this signed form, which identifies the agent and the owner who s/he is representing, and for what jobs s/he may obtain permits. The form must be completed in its entirety to be accepted by the City for each separate permit application. Note: The following Owner's Authorized Agent form is required to be completed by the property owner only when designating an agent to apply for a construction permit on his/her behalf. AUTHORIZATION OF AGENT TO ACT ON PROPERTY OWNER'S BEHALF Excluding the Property Owner Acknowledgement, the execution of which I understand is my personal responsibility, I hereby authorize the following person(s) to act as my agent(s) to apply for, sign, and file the documents necessary to obtain an Owner-Builder Permit for my project. ADDITION TO EXISTING S.F.R. Scope of Construction Project (or Description of Work): ___________________ _ 2353 JEFFERSON STREET, CARLSBAD, CA 92008 Project Location or Address: _____________________________ _ JASON MOLGREN (3-POINTS DESIGN+BUILD) 281.684.4871 Name of Authorized Agent: __________________ Tel No. ________ _ 1506 W 10TH STREET, SAN PEDRO, CA 90732 Address of Authorized Agent: ____________________________ _ I declare under penalty of perjury that I am the property owner for the address listed above and I personally filled out the above information and certify its accuracy. Property Owner's Signature: Joel Hirschkoff (Mar 28, 20 7 -27 PDT) 03/28/2022 Date: ______ _ Building Permit Inspection History Finaled {city of Carlsbad PERMIT INSPECTION HISTORY for (CBR2022-1071) Permit Type: BLDG-Residential Application Date: 03/30/2022 Owner: CO-OWNERS HIRSCHKOFF JOEL AND HIRSCHKOFF HEATHER Work Class: Addition Issue Date: 11/04/2022 Subdivision: LAGUNA MESA TRACTS Status: Closed -Finaled Expiration Date: 09/25/2023 Address: 2353 JEFFERSON ST CARLSBAD, CA 92008-1405 IVR Number: 39656 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status 11/07/2022 11/07/2022 BLDG-15 Roof/ReRoof 196116-2022 Passed Chris Renfro Complete (Patio) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 12107/2022 12107/2022 BLDG-84 Rough 198189-2022 Failed Chris Renfro Re inspection Incomplete Combo(14,24,34,44) Checklist Item COMMENTS Passed BLDG-Building Deficiency Not ready. Need fire sprinkler system No installed per plans as a deferred submittal. Please add exhaust fan duct and smoke detector in addition area. Call for inspection complete BLDG-14 No Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout No BLDG-34 Rough Electrical No BLDG-44 No Rough-Ducts-Dampers 02124/2023 02124/2023 BLDG-84 Rough 204208-2023 Passed Dirk de Roggenbuke Complete Combo(14,24,34,44) Checklist Item COMMENTS Passed BLDG-Building Deficiency Not ready. Need fire sprinkler system Yes installed per plans as a deferred submittal. Please add exhaust fan duct and smoke detector in addition area. Call for inspection complete 2/24/23 corrections made, ok to insulate and drywall BLDG-14 Yes Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout Yes BLDG-34 Rough Electrical Yes BLDG-44 Yes Rough-Ducts-Dampers 03/28/2023 03/28/2023 BLDG-17 Interior 206470-2023 Passed Chris Renfro Complete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes Friday, February 23, 2024 Page 1 of 2 PERMIT INSPECTION HISTORY for (CBR2022-1071) Permit Type: BLDG-Residential Application Date: 03/30/2022 Owner: CO-OWNERS HIRSCHKOFF JOEL AND HIRSCHKOFF HEATHER Work Class: Addition Issue Date: 11/04/2022 Subdivision: LAGUNA MESA TRACTS Status: Closed -Finaled Expiration Date: 09/25/2023 IVR Number: 39656 Address: 2353 JEFFERSON ST CARLSBAD, CA 92008-1405 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date NOTES Created By Angie Teanio Status TEXT 858-842-8063 Brent 11/29/2023 11/29/2023 BLDG-Final Inspection 231667-2023 Failed Chris Renfro Checklist Item BLDG-Building Deficiency BLDG-Plumbing Final BLDG-Mechanical Final BLDG-Structural Final BLDG-Electrical Final COMMENTS Not ready. Need fire sign off prior to building final. 01/23/2024 01/23/2024 BLDG-Final Inspection 237382-2024 Passed Chris Renfro Friday, February 23, 2024 Checklist Item BLDG-Building Deficiency BLDG-Plumbing Final BLDG-Mechanical Final BLDG-Structural Final BLDG-Electrical Final COMMENTS Not ready. Need fire sign off prior to building final. Created Date 03/27/2023 Relnspection Incomplete Passed No No No No No Complete Passed Yes Yes Yes Yes Yes Page 2 of 2 DATE: 8/9/2022 JURISDICTION: Carlsbad • lW IN TE RWEST A SAFEbuUI COMPANY PLAN CHECK#.: CB-CBR2022-1071.SUPP PROJECT ADDRESS: 2353 Jefferson Street SET: II l r$)f PPL~!?' ,,,...., ~URI S. PROJECT NAME: new Bedroom Addition for Hirschkoff Residence ~ The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. D The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. D The check list transmitted herewith is for the applicant's information. The plans are being held at lnterwest until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. D The applicant's copy of the check list has been sent to the jurisdiction at: ~ lnterwest staff did not advise the applicant that the plan check has been completed. D lnterwest staff did advise the applicant that the plan check has been completed. Person contacted: Telephone#: Date contacted: (by: ) Email: Mail Telephone Fax In Person ~ REMARKS: The applicant submitted additional supporting document and made further clarifications over the phone. Plans are being approved as a result of further clarification discussed. By: Richard Moreno lnterwest Enclosures: 9320 Chesapeake Drive, Suite 208 ♦ San Diego, Californ ia 92123 ♦ (8 58) 560-1468 ♦ Fax (858) 560-1576 Hirschkoff Addition 2353 Jefferson Street Carls bad, CA 92008 Structural Calculations -21230 Qualls Engineering Structural E ngineering Services Jason Molgren 130 South Cedros #220 Solana Beach, CA 9207 5 Phone: (281) 684-4871 > 1--0 Qualls Engineering Structural Engineering Services Correction 29: Project: Hirschkoff Addition Engineer: _A_L _________ _ Correction Responses Sheet: 1/25 Job#: 21230 Date: 5/27 /22 See revised structural plan sheet SS.0 and revised detail 8/SD1 clarifying the location of beam RB-1, which is flu sh with the low "eyebrow" roof element in coordination with the architectural plans. Correction 30: See revised structural plan sheet SS.0 clarifying in the stud schedule that 2X6 are the minimum stud size reguired to comply with energy building requirements. Correction 31: See structural plan sheet S1.0 which clarifies and states that special inspections are reguired for "post installed concrete expansion/ epm,1' anchors", as listed in the 'Summary of Sp ecial Inspections' table. Also, see sheet S1.0 for the "Post-Installed Anchors" notes in coordination with the special inspections. Both the Summary table and the notes are in coordination with CBC Chapter 17, section 107.2 and 1705.3. Correction 36: See revised structural plans and calculation which have incorporated the updated Geotech report prepared by Engineering Design Group. Note to the Engineering Reviewer: Please feel free to reach out to me directly if there are any items that may require further consideration. We find it is simpler and clearer to coordinate with you directly and hope to avoid another round of formal corrections. T hanks for your partnership in providing our client the most streamlined approach possible. Andrew Leija andrc,1,,·(cu,q uallseng.com 760-652-9257 X 30 Qualls Engineering Structural Engineering Services GOVERNING CODE: CONCRETE: REINFORCING STEEL: SAWN LUMBER: ENGINEERED WOOD Project: Hirschkoff Addition Engineer: _A_L _________ _ DESIGN BASIS 2019 CBC f'c = 2,500 psi (MI l'.\fUl\1) ASTM .-\615, Fy = 60ksi Sheet: 1A ----- Job#: 21230 Date: DOUGLAS FIR L-\RCH, ALLOWABLE STRESS DESIGN PER 2019 CBC. BOISE CASCADE OR EQUIVALENT BC! WOOD "I' JOISTS -ICC-ESR 1336 BC ',(ERS.-\LAM 2.0E/L \'L/LSL -ICC-ESR 1040 PROJECT SCOPE Project consists of a proposed approximately 345 square foot second floor addition and an approximate 70 square foot balcony constructed over an existing one-car garage which is attached to an existing two-story single-family residence with existing partial subterranean lower level located at 2353 Jefferson Street, Carlsbad, CA 92008. The proposed addition and existing residence are primarily constructed utilizing wood frame construction with 2x stick framed roof, engineered I-Joist framing, typical raised wood floor ,vith stem wall perimeter footings, and typical slab on grade with turned down footings. There has been a soils report provided for this project by E ngineering D esign G roup, dated 5/20/22. Therefore, the foundation design will be based on recomm endations o f the project geotechnical engineer. Qualls Engineering Sheet: 2 Structural Engineering Services Project: J Jirschkoff 1\ddition Job #: _2_12_3_0 __ _ Engineer: _A_L _____________ _ Date: Design Loads: Pitched Roof: Dead Load (DI.) Roofing 1 /2" Plywood Truss Framing Insulation 1 /2" Gyp. Bd. l\kch./Elec. Misc. 5.0 psf 1.3 psf -1.0 psf ll.5 psf 2.2 psf 0.5 psf ___ ...,.1. __ s psf I 0 1. = 15.o psf LiYc Load (LL) Floor: Dead Load ( DL ) Flooring 3/4" Plywood Framing Insulation 5/8" Gyp. Bd. l\lech./Elcc. Misc. 9.0 psf 2.0 psf 3.(/ psf 0.5 psf 2.8 psf 1.2 psf __ 1_.s_psf I DL = 20.0 psf l.i,·c Load (LL) 1.L = ____ 2_0_.0..,. psf (Reducible) rn,+]J,=j 35.0ipsf 1.1.= DL + LL =I 40.0 psf (Reducible) 60.0ir,sf Walls: Srud Walls Exterior Stud WalJs Interior Srud Walls Allowable Soils Bearing Pressure: l:'i.t' psf 7.u psf Deck: Dead Load ( DL ) Dcx-O-Tcx 3/4" Plywood 2.5 psf 2.0 psf 3.0 psf rraming Stucco Misc. 10.0 psf 2 . .5 psf I DL = ~ psf J.i\"e Load (LI.) I.L = DL + LL=j 6ll.0 psf (Reducible) 80.0jpsf ASBP = 2,(J00 psf@ 18 inches below lowest adjacent finished grade Seismic: Site Class: D S5 = I.052 S1 = 0.382 I\= 1.201 I\=. Response Occupancy Importance l\lod. Factor Category Factor, 1, 1l ).(10 Wind Load: (Simplified Envelope Procedure) Basic Wind 95 mph 1-<'.xpow rc: L) MWFRS P = 0.6*1'.*K,.,*Ps30 (LIU"D): P = (ASD): p =I 21.3 psf 12.8lpsf Components & Cladding P = 0.6*1'.*K,./Pnct30 (LJU,D): P = (ASD): p =I 26.1 psf 15.61psf R 6.5 1-.= K zr = P,30= pnet30= SMs = 1.263 s~,, = - Redundancy pCs l"actor SD,/(R/1) p (LRl'l)j (.\SD) 1 . .3 0.168 j 0.120 1.61 1.0 1.\2 16.2 0.842 Qualls Engineering Project Title: Hirschkoff Addition Engineer: AL 4403 Manchester Ave #203 Encinitas, CA 92024 760-652-9257 Project ID: 21230 Project Descr: 3 Printed: 6 JAN 2022, 6:57PM Wood Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 ,., DESCRIPTION: RR-1 CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties • Analysis Method : Allowable Stress Design Load CombinationASCE 7-16 Fb + 1,000.0 psi 1,000.0 psi 1,500.0 psi E : Modulus of Elasticity Wood Species : Douglas Fir-Larch Wood Grade : No. 1 Beam Bracing : Beam bracing is defined Beam-by-Beam Unbraced Lengths Span # 1, Defined Brace Spacing, First Brace at ft and spaced at 2.0 ft Span # 2. Fully Braced Span = 2.0 ft Fb- Fc-Prll Fe -Perp Fv Ft 625.0 psi 180.0 psi 675.0 psi D(0.01995) Lr(0.0266) • 2x10 Span= 14.0 ft Ebend-xx 1,700.0ksi Eminbend -xx 620.0 ksi Density 31 .21 Opd Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.0150, Lr= 0.020 ksf, Tributary Width= 1.330 ft, (ROOF) Load for Span Number 2 Uniform Load: D = 0.0150, Lr = 0.020 ksf, Tributary Width = 1.330 ft, (ROOF) DESIGN SUMMARY Maximum Bending Stress Ratio 0.475 1 Maximum Shear Stress Ratio Section used for this span 2x10 Section used for this span fb: Actual = 653.60psi fv: Actual Fb: Allowable 1,375.00psi Fv: Allowable Load Combination +D+Lr Load Combination Location of maximum on span 7.117ft Location of maximum on span Span # where maximum occurs = Span# 2 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.131 in Ratio= 1281 >=240 Max Upward Transient Deflection -0.057 in Ratio= 844>=240 Max Downward Total Deflection 0.244 in Ratio= 687 >=180 Max Upward Total Deflection -0.106 in Ratio= 452 >=180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Segment Length Span# M V Cd C FN Cj Cr Cm Ct CL M fb D Only Length= 2.0 ft 1 0.024 0.089 1.00 1.100 1.00 1.00 1.00 1.00 0.98 0.05 25.76 Length= 14.0 ft 2 0.275 0.089 1.00 1.100 1.00 1.00 1.00 1.00 1.00 0.54 302.78 +D+Lr 1.100 1.00 1.00 1.00 1.00 1.00 Length = 2.0 ft 1 0.042 0.153 1.25 1.100 1.00 1.00 1.00 1.00 0.97 0.10 55.60 Length= 14.0 ft 2 0.475 0.153 1.25 1.100 1.00 1.00 1.00 1.00 1.00 1.17 653.60 +D+0.750Lr 1.100 1.00 1.00 1.00 1.00 1.00 Design OK = 0.153 : 1 2x10 = 34.50 psi 225.00 psi +D+Lr = 2.000ft = Span# 1 Shear Values F'b V fv F'v 0.00 0.00 0.00 0.00 1077.52 0.15 15.98 180.00 1100.00 0.15 15.98 180.00 0.00 0.00 0.00 0.00 1336.56 0.32 34.50 225.00 1375.00 0.32 34.50 225.00 0.00 0.00 0.00 0.00 Qualls Engineering 4403 Manchester Ave #203 Encinitas, CA 92024 760-652-9257 Wood Beam 1,1 DESCRIPTION: RR-1 Load Combination Segment Length Span# Length = 2.0 ft 1 Length= 14.0 ft 2 Max Stress Ratios M V 0.036 0.133 0.412 0.133 Overall Maximum Deflections Load Combination -+O+Lr Vertical Reactions Load Combination Overall MAXimum Overall MINimum D Only -+0-+lr -+0+0.750Lr Lr Only Span 1 2 Project Title: Hirschkoff Addition Engineer: AL Project ID: 21230 Project Descr: 4 Printed· 6 JAN 2022, 6: 57PM Software copyrigtlt ENERCALC, INC. 1983-2020, •.. Moment Values Shear Values Cd C FN Ci Cr Cm Ct CL M lb F'b V Iv F'v 1.25 1.100 1.00 1.00 1.00 1.00 0.97 0.09 48.14 1336.56 0.28 29.87 225.00 1.25 1.100 1.00 1.00 1.00 1.00 1.00 1.01 565.90 1375.00 0.28 29.87 225.00 Max. "-' Defl Location in Span Load Combination Max.'+" Defl Location in Span 0.0000 0.000 -+0-+lr -0.1059 0.000 0.2443 7.117 0.0000 0.000 Support notation : Far left is #1 Values in KIPS Support 1 Support 2 Support 3 0.453 0.340 0.243 0.182 0.210 0.157 0.453 0.340 0.392 0.294 0.243 0.182 Qualls Engineering Project Title: Hirschkoff Addition Engineer: AL 4403 Manchester Ave #203 Encinitas, CA 92024 760-652-9257 Project ID: 21230 Project Descr: Printed: 6 JAN 2022. 9:40AM r---------------------------------------...ile:11irsi:hkoff Add1~ Wood Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 ,., DESCRIPTION: RB-1 CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Wood Species : Boise Cascade Wood Grade : Versa Lam 3100 Beam Bracing : Beam bracing is defined Beam-by-Beam Unbraced Lengths Span# 1, Fully Braced Span # 2, Defined Brace Spacing, First Brace at ft and spaced at 4.250 ft • D(0.03) Lr(0.04) 3.5x11 .875 Span = 15.50 fl Fb+ Fb- Fc -Prll Fe -Perp Fv Ft 3,100.0psi 3,100.0 psi 3,000.0psi 750.0psi 285.0psi 2, 100.0psi . . E : Modulus of Elasticity Ebend-xx 2,000.0ksi Eminbend -xx 1,036.83ksi Density 41. 760pcf • 9(0.12).lr(0.16) • ~ 3.5x1 1.875 Span = 4.250 fl Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.0150, Lr= 0.020 ksf, Tributary Width= 2.0 ft, (ROOF) Load for Span Number 2 Uniform Load : D = 0.0150, Lr= 0.020 ksf, Tributary Width= 8.0 ft, (ROOF) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb: Actual Fb: Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Overall Maximum Deflections Load Combination +D+lr +D+lr Vertical Reactions Load Combination Overall MAXimum Overall MINimum DOnly +D+lr +D..0.750Lr Lr Only Span -~1 2 = = = = 0.101: 1 Maximum Shear Stress Ratio 3.5x11 .875 Section used for this span 384 46osi fv: Actual 3,789.73psi Fv: Allowable +D+Lr Load Combination 0.000ft Location of maximum on span Span #2 Span # where maximum occurs 0.021 in Ratio= 4870>=240 0.000 in Ratio = 0<240 0.028 in Ratio= 3682>=180 -0.000 in Ratio= 319926 >=180 Max."-" Defl Location in Span Load Combination 0.0416 6.408 0.0277 4.250 Support notation : Far left is #1 Support 1 0.466 0.217 0.249 0.466 0.412 0.217 Support 2 Support 3 2.047 1.083 0.964 2 047 1.777 1.083 = = Design OK 0.097 : 1 3.5x11 .875 34.52 psi 356.25 psi +D+Lr 15.500ft Span# 1 Max."+" Defl Location in Span 0.0000 0.000 0.0000 0.000 Values in KIPS Qualls Engineering 4403 Manchester Ave #203 Encinitas, CA 92024 760-652-9257 Project Title: Hirschkoff Addition Engineer: AL Project ID: 21230 Project Descr: 6 Printed: 6 JAN 2022. 9 41AM r-w ___ d_B-------------------------------------,.,ile-,-,-:"1.-:rs=coffAddillon.ec6 t OO earn Software copyright ENERCALC, INC. 1983-2020, Bulld:12.20,8.24 1.t • • DESCRIPTION: RB-2 CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Fb + Load Combination ASCE 7-16 Fb - Fe -Prll Wood Species : Boise Cascade Fe -Perp Wood Grade : Versa Lam 3100 Fv Ft Beam Bracing : Beam bracing is defined Beam-by-Beam Unbraced Lengths Span# 1, Defined Brace Spacing, First Brace at ft and spaced at 2.0 ft Span # 2, Defined Brace Spacing, First Brace at ft and spaced at 4.250 ft D(0.96) Lr(1.08) 3,100.0 psi 3,100.0psi 3,000.0 psi 750.0psi 285.0psi 2,100.0 psi D( .01995 Lr 0.0266 D 0.01995 Lr 0.0266 3.5x11.875 ~ Span= 2.0 ft 3.5x11.875 Span = 14.0 ft • E : Modulus of Elasticity Ebend-xx 2,000.0ksi Eminbend -xx 1,036.83 ksi Density 41. 760pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: D = 0.0150, Lr = 0.020 ksf, Tributary Width= 1.330 ft, (ROOF) Point Load : D = 0.960, Lr= 1.080 k@ 0.0 ft, (RB-1) Load for Span Number 2 Uniform Load: D = 0.0150, Lr= 0.020 ksf, Tributary Width= 1.330 ft, (ROOF) DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span fb: Actual = Fb: Allowable = Load Combination Location of maximum on span = Span# where maximum occurs = Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Overall Maximum Deflections Load Combination -+O+Lr Vertical Reactions Load Combination Overall MAXimum Overall MINimum D Only -+O+Lr -+0+0.750Lr Lr Only Span 1 2 0.161 1 Maximum Shear Stress Ratio 3.5x11.875 Section used for th is span 611.78psi fv: Actual 3. 790.46psi Fv: Allowable +D+Lr Load Combination 0.000ft Location of maximum on span Span #2 Span# where maximum occurs 0.031 in Ratio= 1550 >=240 -0.027 in Ratio = 6120 >=240 0.055 in Ratio= 866>=180 -0.046 in Ratio= 3684>=180 Max.•-• Defl Location in Span Load Combination 0.0554 0.000 0.0000 0.000 -+O+Lr Support notation : Far left is #1 Support 1 Support 2 Support 3 2.867 0.110 1.477 0.028 1.390 0.082 2.867 0.110 2.498 0.103 1.477 0.028 = = = = Design OK 0.213: 1 3.5x11.875 75.74 psi 356.25 psi +D+Lr 1.017ft Span# 1 Max.'+" Defl Location in Span 0.0000 0.000 -0.0456 4.693 Values in KIPS Qualls Engineering 4403 Manchester Ave #203 Encinitas, CA 92024 760-652-9257 Project Title: Hirschkoff Addition Engineer: AL Project ID: 21230 Project Descr: Printed: 6 jAN 2022, 9:41AM Wood Beam Software copyright ENERCALC, INC 1983-2020, Buiid:12.20.8.24 ,., DESCRIPTION: RB-3 CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Fb + Load Combination ASCE 7-16 Fb - Fe-Prll Wood Species : Boise Cascade Fe· Perp Wood Grade : Versa Lam 3100 Fv Ft Beam Bracing : Beam bracing is defined Beam-by-Beam Unbraced Lengths Span # 1, Fully Braced Span # 2, Defined Brace Spacing, First Brace at ft and spaced at 4.250 ft D(0.12) Lr(0.16) 5.25x11.875 Span = 7 .250 ft 3,100.0 psi 3,100.0 psi 3,000.0psi 750.0 psi 285.0psi 2,100.0psi • E : Modulus of Elasticity Ebend-xx 2,000.0ksi Eminbend • xx 1,036.83ksi Density 41. 760pcf D(0.12) Lr(0.16) 5.25x11 .875 Span = 4.250 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: D = 0.0150, Lr = 0.020 ksf, Tributary Width = 8.0 ft, (ROOF) Load for Span Number 2 Uniform Load : D = 0.0150, Lr = 0.020 ksf, Tributary Width = 8.0 ft, (ROOF) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb: Actual Fb: Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Overall Maximum Deflections Load Combination +O-+lr +D-+lr Vertical Reactions Load Combination Overall MAXimum Overall MINimum D Only Span 1 2 0.068 1 5.25x11.875 261.81 psi 3,843.76psi +D+Lr 0.000ft Span #2 Maximum Shear Stress Ratio Section used for this span fv: Actual 0.012 in Ratio= 0.000 in Ratio= 0.023 in Ratio= -0.001 in Ratio= Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs 8202>=240 0<240 4402 >=180 114217 >=180 Max.•.• Defl Location in Span Load Combination 0.0028 2.552 ~r 0.0232 4.250 Support 1 0.709 0.381 0.329 Support notation : Far left is #1 Support 2 Support 3 2.719 1.459 1.259 Desi n OK 0.078 : 1 5.25x11.875 27.96 psi 356.25 psi +D+Lr 6.278ft Span# 1 Max. • +" Defl Location in Span -0.0008 6.440 0.0000 6.440 Values in KIPS Qualls Engineering 4403 Manchester Ave #203 Encinitas, CA 92024 760-652-9257 LWood Beam 1,1 DESCRIPTION: RB-3 Vertical Reactions Load Combination +D+Lr +D..0.750Lr Lr Only Support 1 0.709 0.614 0.381 Project Title: Hirschkoff Addition Engineer: AL Project ID: 21230 Project Descr: 8 Printed: 6 JAN 2022, 9:41AM Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 •. Support notation : Far left is #1 Values in KIPS Support 2 Support 3 2.719 2.354 1.459 Qualls Engineering Project Title: Hirschkoff Addition 4403 Manchester Ave #203 Encinitas, CA 92024 760-652-9257 Engineer: AL Project ID: 21230 Project Descr: 9 Printed· 6 JAN 2022, 9:42AM Wood Beam File: Hirs koff Addition.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 ,., DESCRIPTION: RH-1 HIGH CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Wood Species Wood Grade : Boise Cascade : Versa Lam 3100 Fb + Fb - Fe -Prll Fe -Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D0.12 Lr0.16 £ 5.25x9.25 Span = 11 . 50 ft 3,100.0 psi 3,100.0 psi 3,000.0 psi 750.0psi 285.0 psi 2,100.0 psi . . E ; Modulus of Elasticity Ebend-xx 2,000.0ksi Eminbend -xx 1,036.83ksi Density 41 .760pcf ~ Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0150, Lr= 0.020 ksf, Tributary Width = 8.0 ft, (Roo0 DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb: Actual Fb: Allowable Load Combination Location of maximum on span Span# where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Overall Maximum Deflections Load Combination Span +D+lr 1 Vertical Reactions Load Combination OverafMAXimum Overall MINimum DOnly +D+lr +0+0.750Lr Lr Only 0.201: 1 Maximum Shear Stress Ratio 5.25x9.25 Section used for this span 779.23psi fv: Actual 3.875.00psi Fv: Allowable +D+Lr Load Combination 5.750ft Location of maximum on span Span# 1 Span# where maximum occurs 0.091 in Ratio= 1509 >=240 0.000 in Ratio= 0<240 0.168 in Ratio= 820 >=180 0.000 in Ratio= 0<180 Max.'-' Defl Location in Span Load Combination 0.1681 5.792 Support notation : Far left is #1 Support 1 Support 2 1.691 1.691 0.920 0.920 0.771 0.771 1.691 1.691 1.461 1.461 0.920 0.920 = = = = Design OK 0.127 : 1 5.25x9.25 45.37 psi 356.25 psi +D+Lr 0.000ft Span# 1 Max. '+' Defl Location in Span 0.0000 0.000 Values in KIPS ~ Boise Cascade' ~ w EhGINEEREO W000 ffiOOUCTS Single 11-7/8" BCI® 5000-1.7 OF J01 (Joist) BC CALC® Member Report Build 8104 Dry 11 span I No cant. I 16 OCS I Repetitive I Glued & nailed Job name: HIRSCHKOFF ADDITION File name: Address: Description: FJ-1 CG QE City, State, Zip: Specifier: Customer: Designer: Code reports: ESR-1336 Company: • 1 • r------, 14-00-00 B1 Total Horizontal Product Length = 14-00-00 Reaction Summary (Down I Uplift) (lbs) Bearing Live Dead Snow Wind B1 ,3-1/2" 373/0 187 /0 B2,3-1/2" 373/0 187 /0 Load Summary Tag Descrietion Load T:i'.ee Ref. Start End 1 Floor Load Unf. Area (lb/ft2) L 00-00-00 14-00-00 Controls Summary Value Pos. Moment 1834 ft-lbs End Reaction 560Ibs End Shear 537Ibs Total Load Deflection U786 (0.207") Live Load Deflection U1180 (0. 138") Max Deft. 0.207" NBCC Vibration 13'-5" Span/ Depth 13.7 Bearing Supports Dim. (LxW) B1 Wall/Plate 3-1/2" x 2" B2 Wall/Plate 3-1/2" x 2" % Allowable 58.2% 39.3% 33.0% 30.5% 30.5% 20.7% 78.5% Value 560 Ibs 560 Ibs %Allow sueeort n\a n\a BC FloorValue® and NBCC Vibration Summary Duration 100% 100% 100% n\a n\a n\a n\a %Allow Member 39.3% 39.3% BC FloorValue®: ®i¥t1¥%Wifi#Mi&Ml¥@iittitM# Subfloor: 3/4" OSB, Glue + Nail Minimum Enhanced Premium Gypsum Ceiling: None Controlling Location: 07-00-00 Bracing: None Subfloor Rating: Premium Strapping: None Notes Design meets Code minimum (U240) Total load deflection criteria. Design meets Code minimum (U360) Live load deflection criteria. Design meets arbitrary (1") Maximum Total load deflection criteria. BC CALC® analysis is based on IBC 2009. Live Dead Loe. 100% 90% Top 40 20 Case Location 1 07-00-00 00-00-00 00-03-08 07-00-00 2 07-00-00 1 07-00-00 00-00-00 Material Unspecified Unspecified Composite El value based on 3/4" thick OSB sheathing glued and nailed to member. Design based on Dry Service Condition. Calculations assume member is fully braced. Page 1 of 1 14 ;JI PASSED I January 6, 2022 19:26:04 B2 Roof Live Snow Wind Roof ocs Live 115% 160% 125% 16 Disclosure Use of the Boise Cascade Software is subject to the terms of the End User License Agreement (EULA). Completeness and accuracy of input must be reviewed and verified by a qualified engineer or other appropriate expert to assure its adequacy. prior to anyone relying on such output as evidence of suitability for a particular application. The output here is based on building code-accepted design properties and analysis methods. Installation of Boise Cascade engineered wood products must be in accordance with current Installation Guide and applicable building codes. To obtain Installation Guide or ask questions. please call (800)232-0788 before installation. BC CALC®, BC FRAMER®. AJS™. ALLJOIST® . BC RIM BOARD TM, BCI® , BOISE GLULAM™, BC FloorValue®, VERSA-LAM®, VERSA-RIM PLUS®, Qualls Engineering 4403 Manchester Ave #203 Encinitas, CA 92024 760-652-9257 Project Title: Hirschkoff Addition Engineer: AL Project ID: 21230 Project Descr: 11 Printed: 6 JAN 2022. 9:55AM File: irs o 1bon.e Wood Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 ,., DESCRIPTION: DB-1 CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Fb+ Fb - Fc -Prll Wood Species : Boise Cascade Fe -Perp Wood Grade : Versa Lam 3100 Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.0350) •D(0:041L(0.12) 525~5 1 S.25x9.5 Span= 2.0 ft Span = 14.0 ft 3,100.0psi 3,100.0psi 3,000.0 psi 750.0 psi 285.0psi 2,100.0 psi .. E: Modulus of Elasticity Ebend-xx 2,000.0 ksi Eminbend -xx 1,036.83 ksi Density 41. 760 pct Repetitive Member Stress Increase Applied Loads SeNice loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Loads on all spans ... Uniform Load on ALL spans : D = 0.0350 k/ft Load for Span Number 1 Uniform Load : D = 0.020, L = 0.060 ksf, Tributary Width = 8.0 ft, (DECK) Load for Span Number 2 Uniform Load : D = 0.020, L = 0.060 ksf, Tributary Width= 2.0 ft, (DECK) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb: Actual Fb: Allowable 0.232 1 5.25x9.5 = 748 32psi = 3.224.00psi Maximum Shear Stress Ratio Section used for this span fv: Actual Load Combination Location of maximum on span Span # where maximum occurs +D+L +H, LL Comb Run (*L) = 7.117ft Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Overall Maximum Deflections Load Combination +D+L +H, LL Comb Run (*L) Vertical Reactions Load Combination Overall MAXimum Overall MINimum +D+L +H, LL Comb Run ('L) +D+L +H, LL Comb Run (L*) Span 1 2 Span# 2 0.140 in -0.063 in 0.232 in -0.100 in Ratio = 1204 >=360 Ratio = 7 58 >=360 Ratio= 725 >=240 Ratio= 478 >=240 Max. • -• Deft Location in Span Load Combination 0.0000 0.000 +D+L +H, LL Comb Run ('l) 0.2315 7.117 Support notation : Far left is #1 Support 1 Support 2 Support 3 2.944 1.436 1.869 0.771 1.915 1.436 2.104 0.528 Design OK 0.148 : 1 5.25x9.5 = 42.13psi 285.00 psi +D+L+H, LL Comb Run (LL) 2.000ft Span# 1 Max."+" Deft Location in Span -0.1004 0.000 0.0000 0.000 Values in KIPS Qualls Engineering 4403 Manchester Ave #203 Encinitas, CA 92024 760-652-9257 Wood Beam ... . . DESCRIPTION: DB-1 Vertical Reactions Load Combination -+D+L +H, LL Comb Run (LL) -+D+Lr+H, LL Comb Run (•L) -+D+Lr+H, LL Comb Run (L •) -+D+Lr+H, LL Comb Run (LL) -+D.0.750Lr.0.750L +H, LL Comb Run (• -+D.O. 750Lr.0.750L +H, LL Comb Run (L -+D.O. 750Lr.0.750L +H, LL Comb Run (L -+D.O. 750L .0.750S+H, LL Comb Run (•L -+D.0.750L.0.750S+H, LL Comb Run (L' -+D.0.750L .0.750S+H, LL Comb Run (LL DOnly L Only, LL Comb Run (•L) L Only, LL Comb Run (L•) L Only, LL Comb Run (LL) Project Title: Hirschkoff Addition Engineer: AL Project ID: 21230 12 Project Descr: Pnnted: 6 JAN 2022, 9:55AM Software copyright ENERCALC, INC. 1983-2020, Bulld:12.20,8.24 • Support notation : Far left is #1 Values in KIPS ----Support 1 Support 2 Support 3 2.944 1.368 1.075 0.596 1.075 0.596 1.075 0.596 1.705 1.226 1.847 0.545 2.477 1.175 1.705 1.226 1.847 0.545 2.477 1.175 1.075 0.596 0.840 0.840 1.029 -0.069 1.869 0.771 Qualls Engineering 4403 Manchester Ave #203 Encinitas, CA 92024 760-652-9257 Project Title: Hirschkoff Addition Engineer: AL 13 Project ID: 21230 Project Descr: Printed: 6 JAN 2022. 10:<16AM Wood Beam Software copynghl ENERCALC, INC. 1983-2020, Bulld:12.20.8.24 , .. DESCRIPTION: DB-2 CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Wood Species Wood Grade : Boise Cascade : Versa Lam 3100 Fb+ Fb- Fc-Prll Fe• Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 0(0.0350) O(1.0B) L(1.87) D 0.0266 L 0.0798 5.250 X 9.50 Span = 4.250 ft 3,100.0 psi 3,100.0psi 3,000.0psi 750.0psi 285.0psi 2,100.0psi 0(0.15/ • D(0.14) L(0.28) 5. 25x 11.875 Span = 11.250 ft . . E : Modulus of Elasticity Ebend-xx 2,000.0ksi Eminbend • xx 1,036.83 ksi Density 41 . 760 pct Repetitive Member Stress Increase Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Loads on all spans ... Uniform Load on ALL spans : D = 0.0350 k/ft Load for Span Number 1 Uniform Load : D = 0.020, L = 0.060 ksf, Tributary Width= 1.330 ft, (DECK) Point Load : D = 1.080, L = 1.870 k @ 0.0 ft, (DB-1) Load for Span Number 2 Uniform Load : D = 0.020, L = 0.040 ksf, Tributary Width= 7.0 ft, (FLOOR) Uniform Load : D = 0.150, Tributary Width= 1.0 ft, (WALL) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb: Actual 0.657. 1 5.250 X 9.50 = 2,1 19.09psi Maximum Shear Stress Ratio Section used for this span fv: Actual Fb: Allowable = 3.224 OOpsi +D+L+f-i, LL Comb Run {L•) = 4150ft Load Combination Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Overall Maximum Deflections Load Combination +D+L+H,L L Comb Run (L•) +D+L +H, LL Comb Run (•L) Vertical Reactions Load Combination Overall MAXimum Overall MINimum Span 1 2 = Span#1 0.281 in -0.083 in 0.349 in -0.056 in Ratio= Ratio= Ratio= Ratio= Max.•.• Defl Location in Span 0.3494 0.000 0.1052 5.971 Location of maximum on span Span # where maximum occurs 362 >=360 1224 >=360 290 >=240 2390 >=240 Load Combination L Only, LL Comb Run (L •) Support notation : Far left is #1 Support 1 Support 2 Support 3 8.357 3.036 4.555 0.804 Design OK 0.439 : 1 5.250 X 9.50 = 125.02 psi 285.00 psi +D+L +f-i, LL Comb Run (LL) = 4.250ft = Span# 1 Max."+" Defl Location in Span 0.0000 0.000 -0.0775 3.331 Values in KIPS Qualls Engineering 4403 Manchester Ave #203 Encinitas, CA 92024 760-652-9257 Wood Beam ', .. DESCRIPTION: DB-2 Vertical Reactions Load Combination +0-+l +H, LL Comb Run (•L) +D-+l +H, LL Comb Run (L •) +0-+l +H, LL Comb Run (LL) +0-+lr+H, LL Comb Run ('L) +0-+lr+H, LL Comb Run (L•) +0-+lr+H, LL Comb Run (LL) +0+0.750Lr+0.750L+H, LL Comb Run(' +0+0.750Lr+0.750L+H, LL Comb Run (L +0+0.750Lr+0.750L+H, LL Comb Run (L +O+O. 750L +0.750S+H, LL Comb Run ('L +0+0.750L+0.750S-+l-l, LL Comb Run (L• +0+0.750L+0.750S-+l-l, LL Comb Run (LL DOnly L Only, LL Comb Run (•L) L Only, LL Comb Run (L •) L Only, LL Comb Run (LL) Support 1 Project Title: Hirschkoff Addition Engineer: AL Project ID: 21230 14 Project Descr: Printed. 6 JAN 2022. 10"46AM Software copyright ENERCALC, INC. 198~2020, 8uild:1 •. Support notation : Far left is #1 Values in KIPS Support2 5.377 6.782 8.357 3.802 3.802 3.802 4.983 6.037 7.218 4.983 6.037 7.218 3.802 1.575 2.980 4.555 Support 3 3.036 0.690 2.265 1.461 1.461 1.461 2.642 0.883 2.064 2.642 0.883 2064 1.461 1.575 -0.771 0.804 Qualls Engineering Project Title: Hirschkoff Addition 4403 Manchester Ave #203 Encinitas, CA 92024 760-652-9257 Engineer: AL Project ID: 21230 Project Descr: 15 Printed: 6 JAN 2022. 10:45AM Wood Beam Software copyright ENERCALC, INC. 1983-2020, Bu!ld:12.20.8.24 1 ,1 DESCRIPTION: 08-3 CODE REFERENCES --- Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Fb+ Fb- Fc -Prll Wood Species : Boise Cascade Fe · Perp Wood Grade : Versa Lam 3100 Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D 0.0350 0(0.6) (0.84) D 0.0266 L 0.0798 5.250 X 9.50 Span = 4.250 ft 3,100.0psi 3,100.0psi 3,000.0psi 750.0psi 285.0psi 2,100.0psi 5.25x11.875 Span = 11.250 ft .. E : Modulus of Elasticity Ebend-xx 2,000.0ksi Eminbend -xx 1,036.83ksi Density 41 . 760 pcf Repetitive Member Stress Increase Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Loads on all spans ... Uniform Load on ALL spans : D = 0.0350 k/ft Load for Span Number 1 Uniform Load : D = 0.020, L = 0.060 ksf, Tributary Width = 1.330 ft, (DECK) Point Load : D = 0.60, L = 0.840 k @ 0.0 ft, (DB-1) Load for Span Number 2 Uniform Load : D = 0.020, L = 0.040 ksf, Tributary Width= 7.0 ft, (FLOOR) Uniform Load : D = 0.150, Tributary Width= 1.0 ft, (WALL) Point Load : D = 0.330, Lr= 0.380 k@ 7.0 ft, (RB-3) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb: Actual 0.355 1 5.250 X 9.50 1. 143 89psi 3,224 OOpsi +D+L+H, LL Comb Run (L*) Maximum Shear Stress Ratio Section used for this span fv: Actual Fb: Allowable Load Combination Location of maximum on span Span# where maximum occurs Maximum Deflection Max Oo\Mlward Transient Deflection Max Upward Transient Deflection Max Do\Mlward Total Deflection Max Upward Total Deflection Overall Maximum Deflections Load Combination L Only, LL Comb Run (L *) +04. +H, LL Comb Run (*L) Vertical Reactions Load Combination Overall MAXimum Span 1 2 = 4.250ft = Span# 1 0.138 in -0.083 in 0.128 in -0.093 in Ratio = Ratio= Ratio= Ratio = Max."·" Defl Location in Span 0.1379 0.000 0.1349 5.845 Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs 738 >=360 122.4>=360 796>=240 1096>=240 Load Combination +04. +H, LL Comb Run (*L) Support notation . Far left is #1 Support 1 Support 2 Support 3 6.401 3.422 Desi n OK = 0.392 : 1 5.250 X 9.50 = 111 .62psi 285.00 psi +D+L+H, LL Comb Run (LL) = t250ft = Span# 1 Max. "+" Defl Location in Span -0.0458 2.517 0.0000 2.517 Values in KIPS Qualls Engineering 4403 Manchester Ave #203 Encinitas, CA 92024 760-652-9257 Wood Beam 1 ,1 DESCRIPTION: D8-3 Vertical Reactions Load Combination Overall MINimum +D+l +H, LL Comb Run ('L) +D+l +H, LL Comb Run (L ') +D+l +H, LL Comb Run (LL) +D+lr+H, LL Comb Run ('L) +D+lr+H, LL Comb Run (L') +D+lr+H, LL Comb Run (LL) +D+O. 750Lr-+-0.750L +H, LL Comb Run (' +D+0.750Lr-+-0.750L+H, LL Comb Run (L +D+0.750Lr+0.750L+H, LL Comb Run (L +D+0.750L+0.750S+H, LL Comb Run ('L +D+0.750L+0.750S+H, LL Comb Run (L' +D+0.750L+0.750S+H, LL Comb Run (LL DOnly Lr Only, LL Comb Run ('L) Lr Only, LL Comb Run (LL) L Only, LL Comb Run ('L) L Only, LL Comb Run (L ') L Only, LL Comb Run (LL) Project Title: Hirschkoff Addition Engineer: AL 16 Project ID: 21230 Project Descr: Support notation : Far left is #1 Support 1 Support 2 Support 3 3.136 1.194 4.840 3.422 4.826 1.466 6.401 3.041 3.409 2 084 3.265 1.847 3.409 2.084 4.554 3.206 4.436 1.561 5.725 2.920 4.447 3.029 4.436 1.561 5.617 2.743 3.265 1.847 0.144 0.236 0.144 0.236 1.575 1.575 1.561 -0.381 3.136 1.194 Printed: 6 JAN 2022. 10"45AM File: irschkoff Addition.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 • Values in KIPS Qualls Engineering Project Title: Hirschkoff Addition 4403 Manchester Ave #203 Encinitas, CA 92024 760-652-9257 Engineer: AL Project ID: 21230 Project Descr: 17 Wood Beam Pnntecl: 6 JAN 2022. 10:45AM ile: AirschkoffAddilion.ec:6- Sottware copyright ENERCALC, INC. 1983-2020, Bulkl:12.20.8.24 1,1 DESCRIPTION: DB-4 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Load Combination ASCE 7-16 Wood Species Wood Grade : Boise Cascade : Versa Lam 3100 Fb + Fb - Fc-Prll Fe -Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 3,100.0 psi 3,100.0 psi 3,000.0 psi 750.0 psi 285.0 psi 2,100.0 psi •.. E: Modulus of Elasticity Ebend-xx 2,000.0ksi Eminbend -xx 1,036.83ksi Density 41 . 760 pcf Repetitive Member Stress Increase 0(0 12) D 0_ 16 L 0.48 ,.----------. • .--------D=(Oc..:.0:..::2:.::6.::.6,_)0L=i(..::.O:..::.Oc::5.::.32=..),.___ _____ ,,0 ----------,• 1.75x9.5 1. 750 X 11.875 Span = 2.0 ft Span= 14.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: D = 0.020, L = 0.060 ksf, Tributary Width= 8.0 ft, (DECK} Point Load: D = 0.120 k @0.0 ft, (RIM} Load for Span Number 2 Uniform Load : D = 0.020, L = 0.040 ksf, Tributary Width= 1.330 ft, (DECK} DESIGN SUMMARY Maximum Bending Stress Ratio 0.216 1 Maximum Shear Stress Ratio Section used for this span 1.75x9.5 Section used for this span fb: Actual 697.33psi fv: Actual Fb: Allowable = 3,224.00psi Fv: Allowable Load Combination +D+L +H, LL Comb Run (LL) Load Combination 2.000ft Location of maximum on span Location of maximum on span Span# where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Overall Maximum Deflections Load Combination -+O+L +H, LL Comb Run ('L) Vertical Reactions Load Combination Overall MAXimum Overall MINimum -+O+L +H, LL Comb Run (*L) -+O+L-+l-1, LL Comb Run (L*) -+O+L-+l-1, LL Comb Run (LL) Span 1 2 = Span# 1 0.038 in Ratio= -0.043 in Ratio= 0.128 in Ratio= -0.046 in Ratio= Max. '-' Defl Location in Span 0.0000 0.000 0.1283 7.196 Span # where maximum occurs 1250>=360 1114>=360 1309>=240 1040>=240 Load Combination -+O+L-+l-1, LL Comb Run (*L) Support notation : Far left is #1 Support 1 Support 2 Support 3 2.120 0.560 1.401 0.304 1.091 0.560 1.747 0.119 2.120 0.492 Design OK = 0.287 : 1 1.75x9.5 = 81 .68 psi = 285.00 psi +D+l +H, LL Comb Run (LL) = 1.218ft = Span# 1 Max.'+' Defl Location in Span -0.0461 0.000 0.0000 0.000 Values in KIPS Qualls Engineering 4403 Manchester Ave #203 Encinitas, CA 92024 760-652-9257 Wood Beam 1 ,1 DESCRIPTION: DB-4 Vertical Reactions Load Combination -+D+lr-+f-t, LL Comb Run (*L) -+D+lr-+f-t, LL Comb Run (L ') -+D+lr-+f-t, LL Comb Run (LL) -+D-+-0.750Lr-+-0.750L-+f-t, LL Comb Run (' -+D-+-0.750Lr-+-0.750L-+f-t, LL Comb Run (L -+D-+-0.750Lr-+-0.750L-+f-t, LL Comb Run (L -+D-+-0.750L-+-0.750S-+f-t, LL Comb Run ('L -+D-+-0.750L-+-0.750S-+f-t, LL Comb Run (L' -+D-+-0.750L-+-O. 750S-+f-t, LL Comb Run (LL D Only L Only, LL Comb Run ('L) L Only, LL Comb Run (L ') L Only, LL Comb Run (LL) Project Title: Hirschkoff Addition Engineer: AL Project ID: 21230 Project Descr: 18 Printed: 6 JAN 2022. 10'45AM Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 • Support notation : Far left is #1 Values in KIPS Support 1 Support 2 Support 3 0.719 0.188 0.719 0.188 0.719 0.188 0.998 0.467 1.490 0.136 1.769 0.416 0.998 0.467 1.490 0.136 1.769 0.416 0.719 0.188 0.372 0.372 1.029 -0.069 1.401 0.304 Qualls Engineering Project Title: Hirschkoff Addition Engineer: AL 4403 Manchester Ave #203 Encinitas, CA 92024 760-652-9257 Project ID: 21230 Project Descr: 19 Printeo· 6 JAN 2022. 10:32AM f Wood Beam Sottware copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 . ... DESCRIPTION: FH-1 CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Load Combination ASCE 7-16 Wood Species : Douglas Fir-Larch Wood Grade : No.1 Beam Bracing : Completely Unbraced Fb+ Fb - Fc -Prll Fe -Perp Fv Ft 6x10 Span = 10.50 ft 1,350.0 psi 1,350.0 psi 925.0psi 625.0psi 170.0 psi 675.0psi E(1.565) • E : Modulus of Elasticity Ebend-xx 1,600.0ksi Eminbend -xx 580.0ksi Density 31.210pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.020, L = 0.060 ksf, Tributary Width= 2.0 ft, (DECK) Uniform Load : D = 0.0150 ksf, Tributary Width = 9.0 ft, (WALL) Uniform Load : D = 0.020, L = 0.040 ksf, Tributary Width= 0.50 ft, (FLOOR) Point Load : E = 1.565 k @ 7.0 ft, (HD STRAP) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.704 1 Maximum Shear Stress Ratio Section used for this span 6x10 Section used for this span fb: Actual 1,499.65psi fv: Actual Fb: Allowable = 2, 129.15psi Fv: Allowable Load Combination +1.118D+2.10E Load Combination Location of maximum on span 6.974ft Location of maximum on span Span# where maximum occurs Span# 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.090 in Ratio= 1405 >=360 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.179 in Ratio= 705>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Overall Maximum Deflections Load Combination Span Max.'-' Defl Location in Span Load Combination +D+0.750L +0.5250E 1 0.1786 5.403 Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support2 Overall MAXimum 1.856 2.130 Overall MINimum 0.522 1.043 DOnly 1.031 1031 +D+L 1.766 1.766 +D+0.750L 1.582 1.582 +0.60D 0.618 0.618 +D+0.70E 1.396 1.761 +D+0.750L+0.5250E 1.856 2.130 +0.60D+0.70E 0.984 1.349 L Only 0.735 0.735 E Only 0.522 1.043 Desi n OK = 0.335 : 1 6x10 = 91 .15 psi = 272.00 psi +1.118D+2.10E 9.734ft = Span# 1 Max.'+' Defl Location in Span 0.0000 0.000 Values in KIPS Qualls Engineering Project Title: Hirschkoff Addition Engineer: AL 4403 Manchester Ave #203 Encinitas, CA 92024 760-652-9257 Project ID: 21230 Project Descr: 20 Printed: 6 JAN 2022. 10:30AM 1Wood Beam L Software copyright ENERCAlC, INC. 1983-2020, Build:12.20.8.24 · t,I .; • DESCRIPTION: FH-2 CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Wood Species : Douglas Fir-Larch Wood Grade : No. 1 Beam Bracing : Completely Unbraced Fb+ Fb- Fc -Prll Fe -Perp Fv Ft 1,350.0 psi 1,350.0 psi 925.0psi 625.0 psi 170.0 psi 675.0psi . ' E : Modulus of Elasticity Ebend-xx 1,600.0ksi Eminbend -xx 580.0ksi Density 31.210pcf 0(1.39) Lr(1.47) 6x10 Span = 6 .50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0150, Lr= 0.020 ksf, Tributary Width= 8.0 ft, (ROOF) Uniform Load: D = 0.0150 ksf, Tributary Width = 9.0 ft, (WALL) Uniform Load: D = 0.020, L = 0.040 ksf, Tributary Width = 7.0 ft, (FLOOR) Point Load : D = 1.390, Lr = 1.470 k @ 5.50 ft, (RB-2) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb: Actual Fb: Allowable Load Combination Location of maximum on span Span# where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Overall Maximum Deflections Load Combination Span +D+0.750Lr+0.750L 1 Vertical Reactions Load Combination Overall MAXimum Overall MINimum DOnly +D+L +D+Lr +D..0.750Lr..0.750L +D..0.750L ..0.60D Lr Only L Only 0.470 1 6x10 631.40psi 1,343.01 psi +D+L 3.558ft Span# 1 Maximum Shear Stress Ratio Section used for this span fv: Actual Max."-" Defl 0.0650 0.021 in Ratio = 0.000 in Ratio= 0.065 in Ratio= 0.000 in Ratio= Location in Span 3.369 Fv: Allowable Load Combination Location of maximum on span Span# where maximum occurs 3754 >=360 0 <360 1199 >=240 0 <240 Load Combination Support notation : Far left is #1 Support 1 Support 2 2.777 4.502 0.910 0.910 1.534 2.497 2.444 3.407 2.281 4.261 2.777 4.502 2.217 3.179 0.921 1.498 0.746 1.764 0.910 0.910 Desi n OK 0.530 : 1 6x10 112.70 psi 212.50 psi +D+0.750Lr+0.750L 5.717ft Span# 1 Max. '+" Dell Location in Span 0.0000 0.000 Values in KIPS Qualls Engineering Structural Engineering Services Sheet: 21 -----Project: I Jirschkoff Addition Job #: _2_1_23_0 __ _ l~nginccr: _/\_I_, __________ _ Dare: Lateral Analysis Tributary Area (ft2) Level Component Weight (psi) Tributary Tributary Weight IWeight Length (ft) Height (ft) (lbs) (lbs) Main Roof 15 2,090 31,350 Roof Roof Deck 20 160 3,200 50,795 Exterior Wall 15 200 9.5 28,500 I ntcrior Wall 7 60 9.5 3,990 Main Floor 20 1,830 36,600 2nd Floor Deck 20 70 1,400 73,715 Exterior Wall 15 200 12.0 36,000 I ntcrior Wall 7 35 12.0 2,940 ,-. 124,510 C, (ASD) W (lbs) V (lbs) 0.120 124,510 14,977 Level W, (kips) h, (ft) W ,h; (k-ft) Wh k V. (lbs) Area (f.2) V, (psi) I:(W,h.") Roof 50.8 21.5 1,092 0.55 8 275 2,250 3.7 2nd Floor 73.7 12 885 0.45 6,702 1,900 3.5 ,~. 1,977 ,-. 7.2 C, X T. k 0.02 21.5 0.75 0.20 1.0 Wind Check Ps 12.8 North-South East-West Level Height (ft) Diaphragm V, (psi) Depth (ft) Level Height (ft) Diaphragm V, (psi) Depth (ft) Roof Peak 22.5 -Roof Peak 22.5 -- Roof 21.5 33 2.2 Roof 21.5 42 1.8 2nd Floor 12 28 4.9 2nd Floor 12 35 3.9 '"· 7.1 "· 5.7 Direction Governing Load Norrh-South Sci~nUc I 7.2 psf East-West Seismic I 7.2 psf Qualls Engineering Structural Engineering Services Direction North-South Level Roof 2nd Floor Controlling Load Seismic Vx(Psf) 3.7 3.5 North-South Level Roof 2nd Floor Direction East-West Level Roof 2nd Floor East-West Grid Kl K Controlli na Load Seismic Vx (psf) 3.7 3.5 Level Grid Wall 1 Roof 4 16 5 2 2nd Floor 4 6 5 15.25 Grid 4 5 4 5 Wall2 3.5 3 Sheet: ~2=2 __ _ Project: Hirschkoff Addition Job #: 21230 Engineer: AL -----------Date: Lateral Design V Direct V Directly V Offset V Grid Trib Area (ft') Cumulative (lbs) Above (lbs) Above (lbs) (lbs) J 243 892 --892 K1 275 1,011 --1,011 J 403 1,420 892 2,312 K 250 882 0 1,01 1 1,893 Wall Len th ft Wall 1 Wall 2 Total Minimum V I h:2w SWT e 10 10 10 89 1.00 6E 5.5 5.5 5.5 184 1.00 6E 5.5 5.5 5.5 420 1.00 3E 1.5 1.5 3 1.5 631 3.67 SSW18x11 V V Offset V Trib Area V Direct Directly Above Cumulativ (ft2) (lbs) Above Clbs\ (lbs) e (lbs) 205 754 --754 275 1,011 --1,011 250 882 754 1,636 365 1,288 1,011 2,299 Wall Length (ft) Wall 3 Total Minimum V (plf) h:2w SW Type 16 16 47 1.00 6E 5.5 2 184 1.00 6E 6 6 273 1.00 4E 6 24.25 3 95 1.00 6E Q ualls Engineering Structural Engineering Services Project: Hirschkoff Addition Sheet: 23 ~~--- Job#: 21230 Engineer: _._-\_L _________ _ Date: Overturning Lw Add'IMot Mot RoofTrib Floor Ext Wall Int Wall Add'I Mres North-South min V (plf) (ft-lbs) (ft-lbs) (ft) Trib (ft) (ft) (ft) Mres (ft-lbs) (ft) (ft-lbs) Roof J 10 89 7,580 1.33 8.5 3,973 Kl 5.5 184 8,596 1.33 8.5 1,202 2nd Floor J 5.5 420 25,428 1.33 11 1,466 K 1.5 587 9,685 1.33 11 109 North-South C (lbs) T (lbs) HD Capacity (lbs) DCR Roof T 758 447 None 600 0.75 K1 1 563 1,392 MSTC40 1 920 0.73 2nd Floor 1 4,623 4.415 II DU4 4 565 0.97 K 6,942 6 885 SSWAB-1" 17.100 0.40 Lw Add'lMot Mot Roof Trib Floor Ext Wall Int Wall Add'l Mres East-West min V (plf) (ft-lbs) (ft-lbs) (ft) Trib (ft) (ft) (ft) Mres (ft-lbs) (ft) (ft-lbs) Roof 4 16 47 6,408 7 8.5 29,760 5 13 184 20,319 8 8.5 20,914 2nd Floor 4 6 273 6,408 24,402 7 7.00 19.5 9,675 5 36 95 20,319 57,859 8 8.00 19.5 370,980 East-West C (lbs) T (lbs) HD Capacity DCR (lbs) Roof 4 401 0 None 600 0.00 5 1,563 305 None 600 0.51 2nd Floor 4 4,067 2,806 HDU2 3,075 0.91 5 1,607 0 None 600 0.00 Qualls Engineering Structural Engineering Services Project: Hirschkoff Addition Sheer: _2_4 __ _ Job #: 21230 Engineer: ._\=L.,__ ________ _ Date: FOUNDATION DESIGN Allowable Soils Bearing Capacity ew/Existing Foundation design 2,000 psf b = 15 d = 18 15 18 2 #4 inch wide x inch deep footing with top and bottom _:J 1::====== Allowable Max Line Load W ma., = b X ASBP Allowable Max Point Load P max = b X 2d X ASBP Spread Footing Design = 2,500 plf = 7,500 lbs Pmax = 62 X ASBP F2= 2 foot square footing with 3 # 4 each way @ btm pmax = 8,000 lbs F2.5 = 2.5 foot square footing with 3 # 4 each way @ btm Pma., = 12,500 lbs F3 = 3 foot square footing with 4 # 4 each way @ btm pmax = 18,000 lbs F3.5 = 3.5 foot square footing with 4 # 5 each way @ btm pmox = 24,500 lbs F4 = 4 foot square footing with 5 # 5 each way @ btm pmax = 32,000 lbs FS = 5 foot square footing with 6 # 5 each way@ btm Pmax = 50,000 lbs MAX POINT LOADS: (DB-2)R + (RB-2) = 8,360 + 2,870 = 11,230 => (N) F2.5 MIN. (DB-3)R + (RB-3) = 6,400 + 2,720 = 9,120# => (E) SSW FTG O.K. BY INSPECTION (D8-2)L + (DB-4)L = 3.036 + 2,120 = 5, 156# => (E) FTG O.K. Qualls Engineering Sheet: _2~5 __ _ Structural Engineering Services Project: Hirschkoff Addition Job#: 21230 Date: Engineer: AL -=-==------------ GUARDRAIL ANCHOR DESIGN: M ,IAX = 200# x 42" => 8,400"# T MAX = 8,400"# / 2.5'' => 3,360# T ,1.m•£R .,~c110 R = 3,360# / 4 SCREWS => 840# PER SCREW T Al.Ll/<"DIA L,GSCREW = 225# x 5" => 1,125# HSS2x2¼ POST GUARDRAIL PER ARCH'L BEAH PER PLAN r_J~ SECTION: A-A (8) ¼" DIA. LAG SCREV'lS (t," HIN. EHBED) 6.5" x 3.5" x ¼ THICK STEEL PLATE USE: 1/4" DL-\. L\.G SCREWS w/ 5" EMBED T,1.t = 1,125# T,1.L > T ,,.,, B.N. DECK SHT'G DECK JOIST PER PLAN V'l/ "LUS" HGR Date: May 20, 2022 2121 Montie! Road, San Marcos CA 92069 760 839 1:302 >-t: (.) To: Joel Hirschkoff RECEIVED Re: 2353 Jefferson Street Carlsbad, CA 92008 E: joel.hirschkoff@ga.com P: 858.229.1399 JUN O 9 2022 CITY OF CARLSBAD BUILDING DIVISION Proposed new residence located at 2353 Jefferson Street, Carlsbad, California Subject: Updated Geotechnical Report Ref: 1. Plans for the Hirschkoff Residence Addition, 2353 Jefferson Street, Carlsbad, California, 92008, prepared by 3Points Design Build, dated 01-31-2022. 2. Limited Geotechnical Investigation and Evaluation, New Hirschkoff Residence to be located at Jefferso n Street {APN 155-180-28), Carlsbad, California," EOG Project No. 135198-1, dated June 19, 2013. 3. Addendum No. 1 -Geotechnical Report, dated August 25, 2014, Proposed new Hirschkoff Residence to be located at Jefferson Street, APN 155-180-28, Carlsbad, California. 4. Compaction Report, dated May 2, 2017, "Proposed residence, Jefferson Street (APN:155-180- 28), City of Carlsbad, prepared by Engineering Design Group. 1.0 SCOPE We have provided the following limited geotechnical report for proposed second story addition to the existing single-family residence at the above referenced address. This report references the original geotechnical report and recommendations prepared by Engineering Design group, referenced above, for the proposed existing residence 2.0 SITE AND PROJECT DESCRIPTION As part of the preparation of this report, we visited the site to confirm the conditions in the area work are similar to those at the time of the completion of original construction of the single-family residence. The existing single-family residence consists of a split-level residence, three stories at the rear portion, and one and two story elements at the front, south section. We understand the proposed scope of work Hirschkoff Addition 2353 Jefferson Street, Carlsbad, California ENGINEERING DESIGN GROUP GEOTECHNICAL. CIVIL, STRUCTURAL CONSULTANTS Page No. 1 Job No. 226778-1 includes a new second story addition to the western single-story garage. 3.0 FIELD INVESTIGATION As the new additions are limited to second story additions over existing footprints, no additional field investigation was performed as part of this update report. 4.0 SUBSURFACE CONDITIONS Subsurface soil conditions outlined our original report included fill/weathered materials underlain by sandstone material. 5.0 GROUND WATER Static ground water was not encountered during the original investigation and in consideration that all additions are second story additions, groundwater is not anticipated to be a significant concern to the project provided the recommendations of this report are followed. 6.0 PRELIMINARY CONCLUSIONS AND RECOMMENDATIONS In general, it is our opinion that the new structures and improvements, as discussed and described herein, are feasible from a geotechnical standpoint, provided the recommendations of this report and all applicable codes are followed. • No grading, retaining walls, concrete slabs-on-grade floors, pools or infiltration treatment BMPs are proposed as part of the proposed addition. Where these design elements are added, it should be brought to the attention of Engineering Design Group for additional recommendations. • Based upon our review of the project foundation sheets, we understand new foundations are limited to a new footing at the front of the garage. 7.0 SEISMIC DESIGN PARAMETERS 7.1 Seismic Design Parameters, as outlined in the table below. Hirschkoff Addition 2353 Jefferson Street, Carlsbad, California ENGINEERING DESIGN GROUP GEOTECHNICAL, Clvtl, STRUCTURAL CONSULTANTS Page No. 2 Job No. 226778-1 Site Class D Seismic Design Category D ASCE 7-16 Seismic Design Parameters Ss (g) 1.052 S1 (g) 0.382 SMs (g) 1.263 Sos (g) 0.842 ASCE 7-16 Acceleration Parameters PGA = MCEG peak ground acceleration 0.463 PGAM = Site modified peak ground acceleration 0.555 8.0 SHALLOW FOUNDATIONS Based upon our review of past reports we anticipate the new foundation associated with the proposed foundations will extend into competent material, recompacted during original site construction. The following design parameters may be utilized for new foundations founded on competent paralic material. 8.1 Footings bearing uniformly in competent material may be designed utilizing maximum allowable soils pressure of 2,000 psf. 8.2 Bearing values may be increased by 33% when considering wind, seismic, or other short duration loadings. 8.3 The parameters in the table below should be used as a minimum for designing new footing width and depth below lowest adjacent grade into competent paralic material. Footing depths are to be confirmed in the field by a representative of Engineering Design Group prior to the placement of form boards, steel and removal of excavation equipment. No. of Floors Minimum Footing Width *Minimum Footing Depth Below Supported 1 Hirschkoff Addition 2353 Jefferson Street, Carlsbad, California Lowest Adjacent Grade lSinches 18inches ENGINEERING DESIGN GROUP GEOTECHNICAL, CIVIL, STRUCTURAL CONSULTANTS Page No. 3 Job No. 226778-1 No. of Floors Minimum Footing Width *Minimum Footing Depth Below Supported Lowest Adjacent Grade 2 15inches 18inches *Footings are anticipated to be founded in competent recompacted or paralic material. 8.4 All footings founded into competent material should be reinforced with a minimum of two #4 bars at the top and two #4 bars at the bottom (3 inches above the ground). For footings over 30 inches in depth, additional reinforcement, and possibly a stemwall system will be necessary, and should be reviewed by project structural engineer prior to construction. 8.5 All isolated spread footings should be designed utilizing the above given bearing va lues and footing depths and be reinforced with a minimum of #4 bars at 12 inches o.c. in each direction (3 inches above the ground). Isolated spread footings should have a minimum width and depth of 24 inches. 8.6 For footings adjacent to slopes a minimum of 10 feet horizontal setback in competent material or properly compacted fill should be maintained. A setback measurement should be taken at the horizontal distance from the bottom of the footing to slope daylight. Where this condition cannot be met, it should be brought to the attention of the Engineering Design Group for review. 8.7 All excavations should be performed in general accordance with the contents of this report, applicable codes, OSHA requirements and applicable city and/or county standards. 8.8 All foundation subgrade soils and footings shall be pre-moistened to 2% over optimum to a minimum of 18 inches in depth prior to the pouring of concrete. 9.0 CONSTRUCTION OBSERVATION AND TESTING The recommendations provided in this updated report are based on subsurface conditions disclosed by the original investigation and our general experience in the project area. Interpolated subsurface conditions should be verified in the field during construction. The following items shall be conducted prior/during construction by a representative of Engineering Design Group in order to verify compliance with the geotechnical and civil engineering recommendations provided herein, as applicable. The project structural and geotechnical engineers may upgrade any condition as deemed necessary during the development of the proposed improvement(s). Hirschkoff Addition 2353 Jefferson Street, Carlsbad, California ENGINEERING DESIGN GROUP GEOTECHNICAL. CIVIL, STRUCTURAL CONSULTANTS Page No. 4 Job No. 226778-1 9.9 Observation of footing excavations prior to steel placement and removal of excavation equipment. 9.10 Testing of any fill placed, including retaining wall backfill and utility trenches. 9.11 Field observation of any "field change" condition involving soils. 9.12 Walk through of final drainage detailing prior to final approval. The project soils engineer may at their discretion deepen footings or locally recommend additional steel reinforcement to upgrade any condition as deemed necessary during site observations. Engineering Design Group shall, prior to the issuance of the certificate of occupancy, issue in writing that the above inspections have been conducted by a representative of their firm, and the design considerations of the project soils report have been met. The field inspection protocol specified herein is considered the minimum necessary for Engineering Design Group to have exercised due diligence in the soils engineering design aspect of this building. Engineering Design Group assumes no liability for structures constructed utilizing this report not meeting this protocol. Before commencement of grading the Engineering Design Group will require a separate contract for quality control observation and testing. Engineering Design Group requires a minimum of 48 hours' notice to mobilize onsite for field observation and testing. 10.0 MISCELLANEOUS It must be noted that no structure or slab should be expected to remain totally free of cracks and minor signs of cosmetic distress. The flexible nature of wood and steel structures allows them to respond to movements resulting from minor unavoidable settlement of fill or natural soils, the swelling of clay soils, or the motions induced from seismic activity. All the above can induce movement that frequently results in cosmetic cracking of brittle wall surfaces, such as stucco or interior plaster or interior brittle slab finishes. Data for this report was derived from surface and subsurface observations at the site and knowledge of local conditions. The recommendations in this report are based on our experience in conjunction with the limited soi ls exposed at this site. We believe that this information gives an acceptable degree of reliability for anticipating the behavior of the proposed improvement; however, our recommendations are professional opinions and cannot control nature, nor can they assure the soils profiles beneath or adjacent to those observed. Therefore, no warranties of the accuracy of these recommendations, beyond the limits of the obtained data, is herein expressed or implied. This report is based on the investigation at the Hirschkoff Addition 2353 Jefferson Street, Carlsbad, California ENGINEERING DESIGN GROUP GEOTtCHNICAL CML STRUCTURAL CONSULTANTS Page No. 5 Job No. 226778• l described site and on the specific anticipated construction as stated herein. If either of these conditions is changed, the results would also most likely change. Man-made or natural changes in the conditions of a property can occur over a period. In addition, changes in requirements due to state-of-the-art knowledge and/or legislation are rapidly occurring. As a result, the findings of this report may become invalid due to these changes. Therefore, this report for the specific site, is subject to review and not considered valid after a period of one year, or if conditions as stated above are altered. It is the responsibility of the owner or his/her representative to ensure that the information in this report be incorporated into the plans and/or specifications and construction of the project. It is advisable that a contractor familiar with construction details typically used to deal with the local subsoil and seismic conditions be retained to build the structure. If you have any questions regarding this report, or if we can be of further service, please do not hesitate to contact us. We hope the report provides you with necessary information to continue with the development of the project . If you have any questions regarding the following report, please do not hesitate to contact our office. Sincerely, ENGINEERING DESIGN GROUP Steven Norris California GE 2590 Hirschkoff Addition 2353 Jefferson Street, Carlsbad, California Erin E. Rist California RCE 65122 ENGINEERING DESIGN GROUP GEOTtCHNICAL. CIVIL, STRUCTURAL CONSULTANTS Page No. 6 Job No. 226778·1 CBR2022-1071 2353 JEFFERSON ST BUILDING ENERGY ANALYSIS REPORT PROJECT: Hirschkoff Residence 2353 Jefferson St Carlsbad , Ca 92008 Project Designer: 3 Points Design Build 1506 West 10th Street San Pedro, Ca 90732 281-684-4871 Report Prepared by: Brian Hansen Technical Energy 4336 Goldfinch St San Diego, Ca 92103 858-472-2680 Job Number: 22-52 1te: 2022 > 1---0 HIRSCH KOFF: 345 SF ADDITION (TO ADD 1 BED, 1 FULL BATH)// 67 SF BALCONY ,s summarized in this compliance report. This program has approval and is !Sidential and Nonresidential 2019 Building Energy Efficiency Standards. 1551802800 3/30/2022 CBR2022-1071 oft Software -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 11 Form MF-1 R Mandatory Measures Summary 12 HVAC System Heating and Cooling Loads Summary 16 CERTIFICATE OF COMPLIANCE Project Name: Hirschkoff Residence Calculation Description: Title 24 Analysis GENERAL INFORMATION 01 Project Name 02 Run Title 03 Project Location 04 City 06 Zip code Hirschkoff Residence ntle 24 Analysis 2353 Jefferson St Carlsbad 92008 08 Climate lone 7 10 Building Type Single family 12 Project Scope AdditionOnly 14 Addition Cond. Floor Area (ft2) 345 16 Existing Cond. Floor Area (ft2) 3015 18 Total Cond. Floor Area (ft2) 3360 20 ADU Bedroom Count n/a 22 Is Natural Gas Available? Yes Addition Alone Project Analysis Parameters 01 02 Existing Area (excl. new addition) (ftZ) Addition Area (exd. existing) (ft2) 3015 345 COMPLIANCE RESULTS 01 Building Complies with Computer Performance Calculation Date/Time: 2022-0l-31T0S:24:28-08:00 Input File Name: 22-52 HirschkoffAdd.ribd19x OS Standards Version 2019 07 Software Version EnergyPro 8.3 09 Front Orientation (deg/ Cardinal) 115 11 Number of Dwelling Units 1 13 Number of Bedrooms 4 15 Number of Stories 1 17 Fenestration Average U-factor 0.35 19 Glazing Percentage (%) 40.87% 21 ADU Conditioned Floor Area n/a 03 04 OS Total Area (ftZ) Existing Bedrooms Addition Bedrooms 3360 3 1 CF1R-PRF-01E (Page 1 of 8} 06 Total Bedrooms 4 oz 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: 422-P010019749A-OOO-O0O-O00000O-0000 Registration Date/Time: 02/10/2022 21:50 HERS Provider: CHEERS NOTICE: This document has been generated by ConSol Home Energy Effidency Rating System Services, Inc. (CHEERS) using Information uploaded by third parties not affiliated with or related to CHEERS. Therefore, CHEERS is not responsible for, and cannot guarantee, the accuracy or completeness of the Information contained In this document. • CA Building Energy Efficiency Standards -2019 Residential Compliance Report Version: 2019.2.000 Report Generated: 2022-01-31 05:24:48 Schema Version: rev 20200901 CERTIFICATE OF COMPLIANCE Project Name: Hirschkoff Residence Calculation Description: Title 24 Analysis Energy Use (kTDV/ft2-yr) Space Heating Space Cooling IAQ Ventilation Water Heating Self Utilization/Flexibility Credit Compliance Energy Total 1REQUIRED SPECIAL FEATURES I Standard Design 0.69 22.74 0 50.4 n/a 73.83 Calculation Date/Time: 2022-01-31T0S:24:28-08:00 Input File Name: 22-52 HirschkoffAdd.ribd19x ENERGY USE SUMMARY I Proposed Design I Compliance Margin 1.63 -0.94 21.1 1.64 0 0 50.4 0 0 0 73.13 0.7 The following are features that must be installed as condition for meeting the modeled energy performance for this computer analysis. • Window overhangs and/or fins HERS FEATURE SUMMARY I CFlR-PRF-OlE (Page 2 of 8) Percent Improvement -136.2 7.2 0 n/a 0.9 The following is a summary of the features that must be field-verified by a certified HERS Rater as a condition for meeting the modeled energy performance for this computer analysis. Additional detail is provided in the buildng tables below. Registered CF2Rs and CF3Rs are required to be completed in the HERS Registry Building-level Verifications: • --None - Cooling System Verifications: • --None -- Heating System Verifications: • Verified heat pump rated heating capacity HVAC Distribution System Verifications: . --None -- Domestic Hot Water System Verifications: • -None - ZONE INFORMATION 01 02 03 04 OS 06 07 Zone Name Zone Type HVAC System Name Zone Floor Area (ft2) Avg. Ceiling Height Water Heating System 1 Water Heating System 2 Add Conditioned (n) VCHPl 345 10 DHWSys 1 N/A Registration Number: 422-P010019749A-00O-OOO--OOO000O-0000 Registration Date/Time: 02/10/2022 21:50 HERS Provider: CHEERS NOTICE: This document has been generated by ConSol Home Energy Effld ency Rating System Servicesfslnc. (CHEERS) using information uploaded by third parties not affll/ated with or related to CHEERS. Therefore, CHEERS Is not responsible for, and cannot guarantee, the accuracy or completeness of the information contained In th document. -CA Building Energy Efficiency Standards -2019 Residential Compliance Report Version: 2019.2.000 Report Generated: 2022-01-31 05:24:48 Schema Version: rev 20200901 CERTIFICATE OF COMPLIANCE Project Name: Hirschkoff Residence Calculation Description: Title 24 Analysis OPAQUE SURFACES 01 02 03 Name Zone Construction (n) Front +25 Wall Add R-21 Wall (n) Left +25 Wall Add R-21 Wall (n) Back +25 Wall Add R-21 Wall (n) Back +35 Wall Add R-21 Wall (n) Right +25 Wall Add R-21 Wall Raised Floor Add R-19 elevated OPAQUE SURFACES -CATHEDRAL CEILINGS 01 02 03 04 Azimuth 140 230 320 330 so n/a 04 05 OS Orientation n/a n/a n/a n/a n/a n/a Calculation Date/Time: 2022-01-31T0S:24:28-08:00 Input File Name: 22-52 HirschkoffAdd.ribd19x 06 07 08 Gross Area (ft2) Window and Door Tilt (deg) Area (ft2) 138 37.5 90 318 85.5 90 10 0 90 17 0 90 196 18 90 345 n/a n/a 06 07 08 09 09 Wall Exceptions Extension Extension Extension Extension Extension 10 Name Zone Construction Azimuth Orientation Area (ft2) Skylight Area Roof Rise (x in Roof Roof Emittance (ft2) 12) Reflectance Roof Add R-30 Roof 205 Left 210 0 3 0.1 0.85 Cathedral Roof 2 Add R-30 Roof 205 Left 135 0 0 0.1 0.85 Cathedral FENESTRATION / GLAZING 01 02 03 04 OS 06 07 08 09 10 11 12 13 Width Height Area U-factor SHGC Name Type Surface Orientation Azimuth (ft) (ft) Mult. (ft2) U-factor Source SHGC Sourc e B/B/C Window (n) Front +25 Wall 140 3 4.5 1 13.5 0.33 NFRC 0.23 NFRC Door2 Window (n) Front +25 Wall 140 3 8 1 24 0.33 NFRC 0.23 NFRC D Window (n) Left +25 Wall 230 3 5 1 15 0.33 NFRC 0.23 NFRC E Window (n) Left +25 Wall 230 5 5 1 25 0.33 NFRC 0.23 NFRC F Window (n) Left +25 Wall 230 1 15 0.33 NFRC 0.23 NFRC G Window (n) Left +25 Wall 230 2 2 1 4 0.33 NFRC 0.23 NFRC - Registration Number: 422-P010019749A-O0O-00O--O00000O-O000 Registration Date/Time: 02/10/2022 21 :50 HERS Provider: CHEERS CFlR-PRF-0l E (Page 3 of 8) 10 Status New New New New New New 11 Cool Roof No No 14 Exterior Shading Bug Screen Bug Screen Bug Screen Bug Screen Bug Screen Bug Screen NOTICE: This document has been generated by ConSol Home Energy Efficiency Rati"f} System Services, Inc. (CHEERS) using information uploaded by third partles not affiliated with or related to CHEERS. Therefore, CHEERS Is not r11sponslble for, and cannot guarantee, the accuracy or completeness of the Information contained In this document. -CA Building Energy Efficiency Standards -2019 Residential Compliance Report Version: 2019.2.000 Report Generated: 2022-01-31 05:24:48 Schema Version: rev 20200901 CERTIFICATE OF COMPLIANCE Project Name: Hirschkoff Residence Calculation Description: Title 24 Analysis FENESTRATION / GLAZING 01 02 Name Type H Window J Window C Window C2 Window A Window A2 Window A3 Window OVERHANGS AND FINS 01 02 Window Depth B/8/C 4 Door 2 4 D 2 E 2 G 2 H 2 03 04 Surface Orientation (n) Left +25 Wall (n) Left +25 Wall (n) Left +25 Wall (n) Left +25 Wall (n) Right +25 Wall (n) Right +25 Wall (n) Right +25 Wall 03 04 OS 06 Overhang Right Dist Up Left Extent Extent Flap Ht. 0.1 4 4 0 0.1 4 4 0 0.1 2 2 0 0.1 2 2 0 0.1 2 2 0 0.1 2 2 0 Calculation Date/Time: 2022-01-31TOS:24:28-08:00 Input File Name: 22-52 HirschkoffAdd.ribd19x OS 06 07 08 09 10 11 12 13 CF1R-PRF--01E (Page 4 of 8) 14 Width Height Mult. Area U-factor U-factor SHGC Exterior SHGC Sourc Azimuth (ft) (ft) (ft2) Source Shading e 230 2 5 1 10 0.33 NFRC 0.23 NFRC Bug Screen 230 1 7.5 0.33 NFRC 0.23 NFRC Bug Screen 230 1 4.5 0.33 NFRC 0.23 NFRC Bug Screen 230 1 4.5 0.33 NFRC 0.23 NFRC Bug Screen 50 1 6 0.5 NFRC 0.23 NFRC Bug Screen 50 1 6 0.5 NFRC 0.23 NFRC Bug Screen 50 1 6 0.5 NFRC 0.23 NFRC Bug Screen 07 08 09 10 11 12 13 14 Left Fin Right Fin Depth Top Up Dist L Bot Up Depth Top Up Dist R Bot Up 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Registration Number: 422-P01001 9749A-000..()00-0000000-0000 Registration Date/Time: 02/10/2022 21:50 HERS Provider: CHEERS NOTICE: This document has been generated by Consol Home Eneryy Efficiency Ratin9 System Services, Inc. (CHEERS) using information uploaded by third paroes not affiliated with or related to CHEERS. Therefore, CHEERS is not ,:esponslble for, and cannot guarantee, the accuracy or completeness of the Information contained In this document. CA Building Energy Efficiency Standards -2019 Residential Compliance Report Version: 2019.2.000 Report Generated: 2022-01-31 05:24:48 Schema Version: rev 20200901 CERTIFICATE OF COMPLIANCE Project Name: Hirschkoff Residence Calculation Description: Title 24 Analysis OPAQUE SURFACE CONSTRUCTIONS 01 02 Construction Name Surface Type R-21 Wall Exterior Walls R-30 Roof Cathedral Cathedral Ceilings R-19 elevated Exterior Floors BUILDING ENVELOPE -HERS VERIFICATION 01 Quality Insulation Installation (QII) Not Required WATER HEATING SYSTEMS 01 02 Name System Type DHWSys 1 Domestic Hot Water (DHW) 03 Construction Type Wood Framed Wall Wood Framed Ceiling Wood Framed Floor 02 Calculation Date/Time: 2022-01-31T0S:24:28-08:00 Input File Name: 22-52 HirschkoffAdd.ribd19x 04 OS 06 07 Total Cavity Interior/ Exterior Framing Continuous U-factor R-value R-value 2x6 @ 16 in. 0. C. R-21 None I None 0.069 2x10 @ 24 in. 0. C. R-30 None I None 0.035 2x12 @ 16 in. 0. C. R-19 None I None 0.046 ,. 03 08 CF1R-PRF-01E (Page 5 of 8) Assembly Layers Inside Finish: Gypsum Board Cavity/ Frame: R-21 / 2x6 Exterior Finish: 3 Coat Stucco Roofing: Light Roof (Asphalt Shingle) Roof Deck: Wood Siding/sheathing/decking Cavity/ Frame: R-30 / 2x10 Inside Finish: Gypsum Board Floor Surface: Carpeted Floor Deck: Wood Siding/sheathing/decking Cavity/ Frame: R-19 / 2x12 04 High R-value Spray Foam Insulation Building Envelope Air Leakage CFMS0 Not Required Not Required n/a 03 04 05 06 07 Distribution Type Water Heater Name (#) Solar Heating System Compact Distribution HERS Verification Standard Distribution DHW Heater 1 (1) n/a None n/a System Registration Number: 422-P010019749A-O0O-O0O-O00000O-OO00 Registration Date/Time: 02/10/2022 21:50 HERS Provider: CHEERS NOTICE: This document has been generated by ConSol Home Enerr;y Effldency RiJting System Services, Inc. (CHEERS) using Information uploaded by third parties not affillated with or related to CHEERS. Therefore, CHEERS Is not responsible for, and cannot guarantee, the accuracy or completeness of the information contained In this document. • CA Building Energy Efficiency Standards-2019 Residential Compliance Report Version: 2019.2.000 Report Generated: 2022-01-31 05:24:48 Schema Version: rev 20200901 CERTIFICATE OF COMPLIANCE Project Name: Hirschkoff Residence Calculation Description: Title 24 Analysis WATER HEATERS 01 02 03 Heating Name Element Tank Type Type DHW Gas Consumer Heater 1 Instantaneous WATER HEATING -HERS VERIFICATION 01 02 Name Pipe Insulation DHW Sys 1 -1/1 Not Required SPACE CONDITIONING SYSTEMS 01 04 OS 06 Tank Energy #of Units Vol. Factor or (gal) Efficiency 1 0 0.81-UEF 03 Parallel Piping Not Required 02 03 07 08 Tank Calculation Date/Time: 2022-01-31TOS:24:28-08:00 Input File Name: 22-52 HirschkoffAdd.ribd19x 09 10 11 12 Standby 1st Hr. Tank Location Input Rating Insulation NEEA Heat Pump Loss or Rating or or Ambient or Pilot R-value Brand or Model (Int/Ext) Recovery Eff Flow Rate Condition <= 200 0 n/a n/a n/a n/a kBtu/hr 04 OS 06 07 Compact Distribution Compact Distribution Recirculation Control Central DHW Type Distribution Not Required None Not Required Not Required 04 OS 06 07 08 09 Required Verified 13 Status Existing CFlR-PRF-0lE (Page 6 ofS) 14 Verified Existing Condition n/a 08 Shower Drain Water Heat Recovery Not Required 10 11 Heating Cooling Heating Unit Cooling Unit Distribution Name System Type Fan Name Thermostat Status Existing Equipment Equipment Name Name Name Type Condition Count Count (n) VCHPl Heat pump heating cooling Heat Pump Heat Pump n/a n/a Setback New NA 1 1 System 1 System 1 01 02 03 04 OS 06 07 08 09 10 11 HVAC -HEAT PUMPS Heating Cooling Zonally Compressor Name System Type Number of Units Controlled Type HERS Verification HSPF/COP Cap47 Cap 17 SEER EER/CEER Heat Pump System 1 Ductless 1 8.2 10000 6600 14 9.5 Not Zonal Single Heat Pump System MiniSplit HP Speed 1-hers-htpump Registration Number: 422-P010019749A-000-000-0000000-0000 Registration Date/Time: 02/10/2022 21 :50 HERS Provider: CHEERS NOTICE: This document has been generated by Consol Home Energy Efficiency Ratin9 System Services, Inc. (CHEERS) using Information uploaded by third parties not afflflated with or related to CHEERS. Therefore, CHEERS is not responsible for, and cannot guarantee, the accuracy or completeness of the Information contained In this document. • CA Building Energy Efficiency Standards -2019 Residential Compliance Report Version: 2019.2.000 Report Generated: 2022-01-31 05:24:48 Schema Version: rev 20200901 CERTIFICATE OF COMPLIANCE Project Name: Hirschkoff Residence Calculation Description: Title 24 Analysis HVAC HEAT PUMPS -HERS VERIFICATION 01 02 Name Verified Airflow Heat Pump System Not Required 1-hers-htpump 03 04 Airflow Target Verified EER 0 Not Required Calculation Date/Time: 2022-0l-31T0S:24:28-08:00 Input File Name: 22-52 HirschkoffAdd.ribd19x OS 06 07 08 Verified SEER Verified Refrigerant Verified HSPF Verified Heating Charge cap47 Not Required No No Yes CF1R-PRF-01E {Page 7 of 8) 09 Verified Heating Cap17 Yes Registration Number: 422-P010019749A--OOO-OOO-OOOO0OO-OOOO Registration Date/Time: 02/10/2022 21:50 HERS Provider: CHEERS NOTICE: This document has been generated by ConSol Home Energy Effldency Ratil1!J System Services, Inc. (CHEERS) using Information uploaded by third parties not affiliated with or related to CHEERS. Therefore, CHEERS Is not ,:,esponslble for, and cannot guarantee, the accuracy or completeness of the lnformat;on contained in this document. CA Building Energy Efficiency Standards -2019 Residential Compliance Report Version: 2019.2.000 Report Generated: 2022-01-31 05:24:48 Schema Version: rev 20200901 CERTIFICATE OF COMPLIANCE Project Name: Hirschkoff 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 Company: Technical Energy Calculations Address: 4336 Goldfinch Street City/State/Zip: San Diego, CA 92103 RESPONSIBLE PERSON'S DECLARATION STATEMENT i certify the following under penalty of perjury, under the laws of the State of California: Calculation Date/Time: 2022-01-31T05:24:28-08:00 Input File Name: 22-52 HirschkoffAdd.ribd19x Documentation Author Signature: 'BvUuvtl~ Signature Date: 02/10/2022 CEA/ HERS Certification Identification (if applicable): R19-14-30046 Phone: 858-472-2680 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. CF1R-PRF-01E (Page 8 of 8) cABEC C.-AJ>odouonof Comulunt> llilili·· -- 2. I certify that the energy features and performance specifications identified on this Certificate of Compliance conform to the requirements of ntle 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: Responsible Designer Signature: Jason Molgren J Ct1,0-V\I M o-lg,r-e-rv Company: Date Signed: 3-Points Design+Build ,,, 02/10/2022 Address: License: 1506 W 10th St 1038294 City/State/Zip: Phone: San Pedro, CA 90732 3105135453 Digitallr s/Qned by ConSol Home Energy Effldency Rating System Services, Inc. (CHEERS). This digital signature Is provided In order to secure the conten orthls registered document, and In no way lmpfies Registration Provider responsibfllty for the accuracy of the Information. Registration Number: 422-P010019749A-000-000-0000000-0000 Registration Date/Time: 02/10/2022 21:50 HERS Provider: CHEERS NOTICE: This document has been generated by ConSol Home Energy Efflclency Ratlf19 System Services/ Inc. (CHEERS) using Information uploaded by third parties not afflffated with or related to CHEERS. Therefore, CHEERS is not responsible for, and cannot guarantee, the accuracy or completeness of the Information contained in th s document. • CA Building Energy Efficiency Standards• 2019 Residential Compliance Report Version: 2019.2.000 Report Generated: 2022-01-31 05:24:48 Schema Version: rev 20200901 RESIDENTIAL MEASURES SUMMARY RMS-1 Project Name Building Type @ Single Family lil Addition Alone I Date Hirschkoff Residence D Multi Family D Existing+ Addition/Alteration 2111/2022 Project Address California Energy Climate Zone I Total Cond. Floor Area I Addition I # of ~nits 2353 Jefferson St Carlsbad CA Climate Zone 07 345 345 INSULATION Area Construction Type Cavity (tr) Special Features Status Wall Wood Framed R20 101 New Wall Wood Framed R20 233 New Wall Wood Framed R20 10 New Wall Wood Framed R20 17 New Wall Wood Framed R20 178 New Roof Wood Framed Rafter R30 345 New Floor Wood Framed wlo Crawl Space R 19 345 New FENESTRATION I Total Area: 1411 Glazina Percentaae: 40.9% I New/Altered Averaae U-Factor: 0.35 Orientation Area(tr) U-Fac SHGC Overhang Sidefins Exterior Shades Status Front (SE) 37.5 0.330 0.23 4.0 none NIA New Left (SW) 54.0 0.330 0.23 2.0 none NIA New Left (SW) 31.5 0.330 0.23 none none NIA New Right (NE) 18.0 0.500 0.23 none none NIA New HVAC SYSTEMS Qty. Heating Min. Eff Cooling Min. Eff Thermostat Status 1 Split Heat Pump 8.20HSPF Split Heat Pump 14.0SEER Setback New HVAC DISTRIBUTION Duct Location Heatina Cooling Duct Location R-Value Status (n) VCHP Ductless I with Fan Ductless nla nla New WATER HEATING Qty. Type Gallons Min. Eff Distribution Status EneravPro 8.3 bv EneravSoft User Number: 1082 ID: 22-52 Paae 11 of16 2019 Low-Rise Residential Mandatory Measures Summary NOTE: Low-rise residential buildings subject to the Energy Standards must comply with all applicable mandatory measures, regardless of the compliance approach used. Review the respective section for more information. •Exceptions may apply. (01/2020) Building Envelope Measures: § 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 oer NFRC-400 ASTM E283 or AAMAJWDMA/CSA 101/I.S.2/A440-2011: § 110.6(a)5: Labeling. Fenestration products and exterior doors must have a label meeting the requirements of§ 10-111 (a). § 110.6(b): Field fabricated exterior doors and fenestration products must use U-factors and solar heat gain coefficient (SHGC) values from Tables 110.6-A, 110.6-8, or JA4.5 for exterior doors. Thev must be caulked and/or weather-strinM<l.' § 110.7: Air Leakage. All joints, penetrations, and other openings in the building envelope that are potential sources of air leakage must be caulked, casketed, or weather strinood. § 110.8(a): Insulation Certification by Manufacturers. Insulation must be certified by the Department of Consumer Affairs, Bureau of Household Goods and Services IBHGS). § 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 reauirements of§ 110.8(i) and be labeled oer 610-113 when the installation of a cool roof is Srv:>t'ified on the CF1 R. § 110.80): Radiant Barrier. When required, radiant barriers must have an emittance of 0.05 or less and be certified to the Department of Consumer Affairs. Ceiling and Rafter Roof Insulation. Minimum R-22 insulation in wood-frame ceiling; or the weighted average U-factor must not exceed 0.043. Minimum R-19 or weighted average U-factor of 0.054 or less in a rafter roof alteration. Attic access doors must have permanently attached § 150.0(a): 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 continuous roof or ceiling which is sealed to limit infiltration and exfiltration as specified in§ 110.7, including but not limited to olacina insulation either above or below the roof deck or on too af a drywall 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 ar have a U-factor af 0.102 or less, ar R-20 in 2x6 inch wood framing or § 150.0(c): have a U-factor of 0.071 or less. Opaque non-framed assemblies must have an overall assembly U-factor not exceeding 0.102. Masonry walls must meet Tables 150.1-A ors: § 150.0(d): Raised-floor Insulation. Minimum R-19 insulation in raised wood framed floor or 0.037 maximum U-factor: Slab Edge Insulation. Slab edge insulation must meet all of the following: have a water absorption rate, for the insulation material alone without § 150.0(Q: 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). § 150.0(g)1: Vapor Retarder. In climate zones 1 through 16, the earth floor of unvented crawl space must be covered with a Class I or Class II vapor retarder. This reauirement also aoolies to controlled ventilation crawl soace for buildinas comolvina with the exceotion to§ 150.0(dl. § 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-nermeable insulation. § 150.0(q): Fenestration Products. Fenestration, including skylights, separating conditioned space from unconditioned space or outdoors must have a maximum U-factor of 0.58; or the weiahted averaae U-factor of all fenestration must not exceed 0.58: Fireplaces, Decorative Gas Appliances, and Gas Log Measures: § 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 least six square inches in area and is eouinn<>rl with a readily accessible operable, and tiaht-frttina damner or combustion-air control device: § 150.0(e)3: Flue Damper. Masonry ar factory-built fireplaces must have a flue damper with a readily accessible control.' Space Conditioning, Water Heating, and Plumbing System Measures: § 110.0-§ 110.3: Certification. Heating, ventilation and air conditioning (HVAC) equipment, water heaters, showerheads, faucets, and all other regulated aooliances must be certified bv the manufacturer ta the California Enemv Commission: § 110.2(a): HVAC Efficiency. Equipment must meet the applicable efficiencv requirements in Table 110.2-A throuah Table 110.2-K: Controls for Heat Pumps with Supplementary Electric Resistance Heaters. Heat pumps with supplementary electric resistance heaters § 110.2(b): 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 comnression heatino is hiaher than the cut-off temoorature for sunnlementarv 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: Water Heating Recirculation Loops Serving Multiple Dwelling Units. Water heating recirculation loops serving multiple dwelling units must § 110.3(c)4: meet the air release valve, backflow prevention, pump priming, pump isolation valve, and recirculation loop connection requirements of § 110.3(c\4. § 110.3(c)6: Isolation Valves. Instantaneous water heaters with an input rating greater than 6.8 kBtu per hour (2 kW) must have isolation valves with hose bibbs or other fittings on both cold and hot water lines to allow for flushing the water heater when the valves are closed. Pilot Lights. Continuously burning pilot lights are prohibited for natural gas: fan-type central furnaces; household cooking appliances (except § 110.5: appliances without an electrical supply voltage connection with pilot lights that consume less than 150 Btu per hour); and pool and spa heaters. Building Cooling and Heating Loads. Heating and/or cooling loads are calculated in accordance with the ASHRAE Handbook, § 150.0(h)1: Equipment Volume, Applications Volume, and Fundamentals Volume; the SMACNA Residential Comfort System Installation Standards Manual; or the ACCA Manual J using design conditions specified in§ 150.0(h)2. I 2019 Low-Rise Residential Mandatory Measures Summary § 150.0(h)3A: Clearances. Air conditioner and heat pump outdoor condensing units must have a clearance of at least five feet from the outlet of any dryer § 150.0(h)3B: Liquid Line Drier. Air conditioners and heat pump systems must be equipped with liquid line filter driers if required, as specified by the manufacturer's instructions. § 150.00)1: Storage Tank Insulation. Unfired hot water tanks, such as storage tanks and backup storage tanks for solar water-heating systems, must have a minimum of R-12 external insulation or R-16 internal insulation where the internal insulation R-value is indicated on the exterior of the tank. Water Piping, Solar Water-heating System Piping, and Space Conditioning System Line Insulation. All domestic hot water piping must be insulated as specified in Section 609.11 of the California Plumbing Code. In addition, the following piping conditions must have a minimum § 150.00)2A: insulation wall thickness of one inch or a minimum insulation R-value of 7.7: the first five feet of cold water pipes from the storage tank; all hot water piping with a nominal diameter equal to or greater than 3/4 inch and less than one inch; all hot water piping with a nominal diameter less than 3/4 inch that is: associated with a domestic hot water recirculation system, from the heating source to storage tank or between tanks, buried below grade, and from the heating source to kitchen fixtures: Insulation Protection. Piping insulation must be protected from damage, including that due to sunlight, moisture, equipment maintenance, and § 150.0(j)3: wind as required by Section 120.3(b). Insulation exposed to weather must be water retardant and protected from UV light (no adhesive tapes). Insulation covering chilled water piping and refrigerant suction piping located outside the conditioned space must include, or be protected by, a Class I or Class II vapor retarder. Pipe insulation buried below grade must be installed in a waterproof and non-crushable casing or sleeve. Gas or Propane Water Heating Systems. Systems using gas or propane water heaters to serve individual dwelling units must include all of the following: A dedicated 125 volt, 20 amp electrical receptacle connected to the electric panel with a 120/240 volt 3 conductor, 10 AWG copper branch circuit, within three feet of the water heater without obstruction. Both ends of the unused conductor must be labeled with the § 150.0(n)1 : word 'spare' and be electrically isolated. Have a reserved single pole circuit breaker space in the electrical panel adjacent to the circuit breaker for the branch circuit and labeled with the words 'Future 240V Use'; a Category Ill or IV vent, or a Type B vent with straight pipe between the outside termination and the space where the water heater is installed; a condensate drain that is no more than two inches higher than the base of the water heater, and allows natural draining without pump assistance; and a gas supply line with a capacity of at least 200,000 Btu per hour. § 150.0(n)2: Recirculating Loops. Recirculating loops serving multiple dwelling units must meet the requirements of§ 110.3(c)5. Solar Water-heating Systems. Solar water-heating systems and collectors must be certified and rated by the Solar Rating and Certification § 150.0(n)3: Corporation (SRCC), the International Association of Plumbing and Mechanical Officials, Research and Testing (IAPMO R&T), or by a listing agency that is approved by the Executive Director. Ducts and Fans Measures: Ducts. Insulation installed on an existing space-conditioning duct must comply with § 604.0 of the California Mechanical Code (CMC). If a § 110.8(d)3: contractor installs the insulation, the contractor must certify to the customer, in writing, that the insulation meets this requirement. CMC Compllance. All air-distribution system ducts and plenums must meet the requirements of the CMC §§ 601.0, 602.0, 603.0, 604.0, 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 a minimum installed level of R-6.0 or a minimum installed level of R-4.2 when ducts are entirely in conditioned space as confirmed through field verification and diagnostic testing (RA3.1.4.3.8). Portions of the duct system completely exposed and surrounded by directly conditioned space are not required to be insulated. Connections of metal ducts and inner core of flexible ducts must be § 150.0(m)1: mechanically fastened. Openings must be sealed with mastic, tape, or other duct-closure system that meets the applicable requirements of UL 181, UL 181A, or UL 181B or aerosol sealant that meets the requirements of UL 723. If mastic or tape is used to seal openings greater than¼ inch, the combination of mastic and either mesh or tape must be used. Building cavities, support platforms for air handlers, 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 cavities and support platforms must not be compressed to cause reductions in the cross-sectional area.· Factory-Fabricated Duct Systems. Factory-fabricated duct systems must comply with applicable requirements for duct construction, § 150.0(m)2: connections, and closures; joints and seams of duct systems and their components must not be sealed with cloth back rubber adhesive duct tapes unless such tape is used in combination with mastic and draw bands. Field-Fabricated Duct Systems. Field-fabricated duct systems must comply with applicable requirements for: pressure-sensitive tapes, § 150.0(m)3: mastics, sealants, and other requirements specified for duct construction. § 150.0(m)?: Backdraft Damper. Fan systems that exchange air between the conditioned space and outdoors must have backdraft or automatic dampers. § 150.0(m)8: Gravity Ventilation Dampers. Gravity ventilating systems serving conditioned space must have either automatic or readily accessible, manually operated dampers in all openings to the outside, except combustion inlet and outlet air openings and elevator shaft vents. Protection of Insulation. Insulation must be protected from damage, sunlight, moisture, equipment maintenance, and wind. Insulation exposed § 150.0(m)9: to weather must be suitable for outdoor service. For example, protected by aluminum, sheet metal, painted canvas, or plastic cover. Cellular foam insulation must be protected as above or painted with a coating that is water retardant and provides shielding from solar radiation. § 150.0(m)10: Porous Inner Core Flex Duct. Porous inner core flex ducts must have a non-porous layer between the inner core and outer vapor barrier. Duct System Sealing and Leakage Test When space conditioning systems use forced air duct systems to supply conditioned air to an § 150.0(m)11: occupiable space, the ducts must be sealed and duct leakage tested, as confirmed through field verification and diagnostic testing, in accordance with§ 150.0(m)11 and Reference Residential Appendix RA3. Air Flltratlon. Space conditioning systems with ducts exceeding 10 feet and the supply side of ventilation systems must have MERV 13 or § 150.0(m)12: equivalent filters. Fillers for space conditioning systems must have a two inch depth or can be one inch if sized per Equation 150.0-A. Pressure drops and labeling must meet the requirements in §150.0(m)12. Filters must be accessible for regular service: 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 § 150.0(m)13: per ton of nominal cooling capacity, and an air-handling unit fan efficacy s 0.45 watts per CFM for gas furnace air handlers ands 0.58 watts per CFM for all others. Small duct high velocity systems must provide an airflow~ 250 CFM per ton of nominal cooling capacity, and an air-handling unit fan efficacy s 0.62 watts per CFM. Field verification testing is required in accordance with Reference Residential Appendix RA3.3: 2019 Low-Rise Residential Mandatory Measures Summary Requirements for Ventilation and Indoor Air Quality: § 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. Single Family Detached Dwelling Units. Single family detached dwelling units, and attached dwelling units not sharing ceilings or floors with § 150.0(o)1C: other dwelling units, occupiable spaces, public garages, or commercial spaces must have mechanical ventilation airflow provided at rates determined by ASHRAE 62.2 Sections 4.1.1 and 4.1 .2 and as specified in§ 150.0(o)1C. Multifamily Attached Dwelling Units. Multifamily attached dwelling units must have mechanical ventilation airflow provided at rates in § 150.0(o)1E: accordance with Equation 150.0-B and must be either a balanced system or continuous supply or continuous exhaust system. If a balanced system is not used, all units in the building must use the same system type and the dwelling-unit envelope leakage must be s 0.3 CFM at 50 Pa (0.2 inch water) per square foot of dwelling unit envelope surface area and verified in accordance with Reference Residential Appendix RA3.8. Multifamily Building Central Ventilation Systems. Central ventilation systems that serve multiple dwelling units must be balanced to provide § 150.0(o)1F: ventilation airflow for each dwelling unit served at a rate equal to or greater than the rate specified by Equation 150.0-B. All unit airflows must be within 20 oercent of the unit with the lowest airflow rate as it relates to the individual unit's minimum reauired airflow rate needed for compliance. § 150.0(o)1G: Kitchen Range Hoods. Kitchen range hoods must be rated for sound in accordance with Section 7.2 of ASHRAE 62.2. Field Verification and Diagnostic Testing. Dwelling unit ventilation airflow must be verified in accordance with Reference Residential § 150.0(o)2: Appendix RA3.7. A kitchen range hood must be verified in accordance with Reference Residential Appendix RA3.7.4.3 to confirm It is rated by HVI to comply with the airflow rates and sound reauirements as snecified in Section 5 and 7.2 of ASHRAE 62.2. Pool and Spa Systems and Equipment Measures: Certification by Manufacturers. Any pool or spa heating system or equipment must be certified to have all of the following: a thermal efficiency § 110.4(a): that complies with the Appliance Efficiency Regulations; 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 healina: § 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 heatina. § 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 pumps to be set or proarammed to run only durina off-peak electric demand periods. § 110.5: Pilot Light. Natural gas pool and spa heaters must not have a continuously burning pilot light. § 150.0(p): Pool Systems and Equipment Installation. Residential pool systems or equipment must meet the specified requirements for pump sizing, flow rate, piping, filters, and valves.' Lighting Measures: Lighting Controls and Components. All lighting control devices and systems, ballasts, and luminaires must meet the applicable requirements § 110.9: of§ 110.9.' § 150.0(k)1A: Luminaire Efficacy. All installed luminaires must meet the requirements in Table 150.0-A. 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 § 150.0(k)1 B: other device must be no greater than the number of bedrooms. These electrical boxes must be served by a dimmer, vacancy sensor control, or fan speed control. § 150.0(k)1 C: Recessed Down light Luminaires in Ceilings. Luminaires recessed into ceilings must meet all of the requirements for: insulation contact (IC) labeling; air leakage; sealing; maintenance; and socket and light source as described in§ 150.0(k)1C. § 150.0(k)1D: Electronic Ballasts for Fluorescent Lamps. Ballasts for fluorescent lamps rated 13 watts or greater must be electronic and must have an output freauency no less than 20 kHz. § 150.0(k)1 E: Night Lights, Step Lights, and Path Lights. Night lights, step lights and path lights are not required to comply with Table 150.0-A or be controlled by vacancy sensors provided they are rated to consume no more than 5 watts of power and emit no more than 150 lumens. § 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(kl.' § 150.0(k)1G: Screw based luminaires. Screw based lumlnaires must contain lamps that comply with Reference Joint Appendix JA8. • § 150.0(k)1H: Light Sources in Enclosed or Recessed Luminalres. Lamps and other separable light sources that are not compliant with the JA8 elevated temperature requirements, including marking requirements, must not be installed in enclosed or recessed luminaires. Light Sources in Drawers, Cabinets, and Linen Closets. Light sources internal to drawers, cabinetry or linen closets are not required to § 150.0(k)11: 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 tum 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 7 A. § 150.0(k)2B: Interior Switches and Controls. Exhaust fans must be controlled separately from lighting systems. § 150.0(k)2C: Interior Switches and Controls. Lighting must have readily accessible wall-mounted controls that allow the lighting to be manually turned ON and OFF.* § 150.0(k)2D: Interior Switches and Controls. Controls and equipment must be installed in accordance with manufacturer's instructions. § 150.0(k)2E: Interior Switches and Controls. Controls must not bypass a dimmer, occupant sensor, or vacancy sensor function if the control is installed to comply with§ 150.0(kl. § 150.0(k)2F: Interior Switches and Controls. Lighting controls must comply with the applicable requirements of§ 110.9. . 2019 Low-Rise Residential Mandatory Measures Summary Interior Switches and Controls. An energy management control system (EMCS) may be used to comply with control requirements if it: § 150.0(k)2G: provides functionality of the specified control according to§ 110.9; meets the Installation Certificate requirements of§ 130.4; meets the EMCS reQuirements of§ 130.0(e); and meets all other requirements in§ 150.0(k)2. § 150.0(k)2H: Interior Switches and Controls. A multiscene programmable controller may be used to comply with dimmer requirements in§ 150.0(k) if it provides the functionality of a dimmer accordina to & 110.9, and comolies with all other aoolicable reauirements in & 150.0(kl2. Interior Switches and Controls. In bathrooms, garages, laundry rooms, and utility rooms, at least one luminaire in each of these spaces must § 150.0(k)21: be controlled by an occupant sensor or a vacancy sensor providing automatic-off functionality. If an occupant sensor is installed, it must be initially configured to manual-on operation using the manual control required under Section 150.0(k)2C. § 150.0(k)2J: Interior Switches and Controls. Luminaires that are or contain light sources that meet Reference Joint Appendix JA8 requirements for dimminQ, and that are not controlled by occuoancy or vacancy sensors, must have dimminQ controls.' § 150.0(k)2K: Interior Switches and Controls. Under cabinet lighting must be controlled separately from ceiling-lnstalled lighting systems. Residential Outdoor Lighting. For single-family residential buildings, outdoor lighting permanently mounted to a residential building, or to other § 150.0(k)3A: buildings on the same lot, must meet the requirement in item§ 150.0(k)3Ai (ON and OFF switch) and the requirements in either § 150.0(k)3Aii (photocell and either a motion sensor or automatic time switch control) or§ 150.0(k)3Aiii (astronomical time clock), or an EMCS. Residential Outdoor Lighting. For low-rise residential buildings with four or more dwelling units, outdoor lighting for private patios, entrances, § 150.0(k)3B: balconies, and porches; and residential parking lots and carports with less than eight vehicles per site must comply with either§ 150.0(k)3A or with the aoolicable requirements in Sections 110.9, 130.0, 130.2, 130.4, 140.7 and 141.0. Residential Outdoor Lighting. For low-rise residential buildings with four or more dwelling units, any outdoor lighting for residential parking lots § 150.0(k)3C: or carports with a total of eight or more vehicles per site and any outdoor lighting not regulated by§ 150.0(k)3B or§ 150.0(k)3D must comply with the applicable requirements in Sections 110.9, 130.0, 130.2, 130.4, 140.7 and 141.0. § 150.0(k)4: Internally illuminated address signs. Internally illuminated address signs must comply with§ 140.8; or must consume no more than 5 watts of DOWQr as determined accordina to & 130.0(cl. § 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 aoolicable reauirements for nonresidential aaraaes in Sections 110.9, 130.0, 130.1, 130.4, 140.6, and 141.0. Interior Common Areas of Low-rise Multifamily Residential Buildings. In a low-rise multifamily residential building where the total interior § 150.0(k)6A: common area in a single building equals 20 percent or less of the floor area, permanently installed lighting for the interior common areas in that buildinQ must be comply with Table 150.0-A and be controlled by an occuoant sensor. Interior Common Areas of Low-rise Multifamily Residential Buildings. In a low-rise multifamily residential building where the total interior common area in a single building equals more than 20 percent of the floor area, permanently installed lighting for the interior common areas in § 150.0(k)6B: that building must: i. Comply with the applicable requirements in Sections 110.9, 130.0, 130.1, 140.6 and 141.0; and ii. Lighting installed in corridors and stairwells must be controlled by occupant sensors that reduce the lighting power in each space by at least 50 percent. The occupant sensors must be capable of turning the light fully on and off from all designed paths of ingress and egress. Solar Ready Buildings: 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 ohotovoltaic svstem installed must comolY with the roouirements of & 110.10/blthrouah § 110.10(e). § 110.10(a)2: Low-rise Multifamily Buildings. Low-rise multi-family buildings that do not have a photovoltaic system installed must comply with the requirements of§ 110.10(b) through§ 110.10(d). 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 square feet each for buildings with § 110.10(b)1: 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. For low-rise multi-family buildings the solar zone must be located on the roof or overhang of the building, or on the roof or overhang of another structure located within 250 feet of the building, or on covered parking installed with the building project, and have a total area no less than 15 percent of the total roof area of the building excluding any skylight area. The solar zone requirement is applicable to the entire building, including mixed occupancy.' § 110.10(b)2: Azimuth. All sections of the solar zone located on steep-sloped roofs must be oriented between 90 degrees and 300 degrees 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 eauioment.' Shading. Any obstruction located on the roof or any other part of the building that projects above a solar zone must be located at least twice the § 110.10(b)3B: distance, measured in the horizontal plane, of the height difference between the highest point of the obstruction and the horizontal projection of the nearest ooint of the solar zone, measured in the vertical Diane.' § 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 clearty 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-heatin!l systems, a pathway reserved for routin!l plumbin!l from the solar zone to the water-heating system. § 110.10(d): Documentation. A copy of the construction documents or a comparable document indicating the information from§ 110.10(b) through § 110.10(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'. HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY Project Name Date Hirschkoff Residence 2/11/2022 System Name Floor Area (n) VCHP 345 ENGINEERING CHECKS SYSTEM LOAD Number of Svstems 1 COIL COOLING PEAK COIL HTG. PEAK Heating System CFM Sensible Latent CFM Senslble Output oer System 10,000 Total Room Loads 160 3,980 202 97 4,729 Total OutJ>ut (Btuh) 10,000 Return Vented Lighting 0 Output (Btuh/sqft) 29.0 Return Air Ducts 0 0 Cooling System Return Fan 0 0 Output oer System 9,000 Ventilation 0 0 0 0 0 Total OutJ>ut (Btuh) 9,000 Supply Fan 0 0 Total OutJ>ut (Tons) 0.8 Supply Air Ducts 0 0 Total Output (Btuh/sqft) 26.1 Total OutJ>ut (saft/Tonl 460.0 TOTAL SYSTEM LOAD 3,980 202 4,729 Air System CFM oer System 350 HVAC EQUIPMENT SELECTION Airflow (cfm) 350 Fujitsu AOU9RL2 6,895 1,943 7,650 Airflow (cfm/sqft) 1.01 Airflow (cfm/Ton) 466.7 Outside Air (%) 0.0% Total Adjusted System Output 6,895 1,943 7,650 Outside Air (cfm/sqft) 0.00 (Adjusted for Peak Design conditions) Note: values above aiven at ARI conditions TIME OF SYSTEM PEAK Aug 3 PM I Jan 1 AM HEATING SYSTEM PSYCHROMETRICS Airstream Temoeratures at Time of Heating Peak) 34°F 70°F 70 °F 115 °F -• , I ~~ 1-1 I C ~ l Outside Air -o-0 cfm Supply Fan Heating Coil 115 °F .. 350 cfm II ROOM 70°F 70°F -~J-1 I D ~ I -- COOLING SYSTEM PSYCHROMETRICS Airstream TemDAratures at Time of Coollna Peak) 83 / 68 °F 78 /62 °F 78 I 62 °F 55 / 54 °F -• El ~~ I I I ~ ~ l Outside Air ~ I"" O cfm Supply Fan Cooling Coil 55 / 54 °F ' 350 cfm ROOM ■I 41 .0% 78 / 62 °F 78 I 62 °F .. ~ 1-r r c-I ~ -