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Home My WebLink About2087 WESTWOOD DR; ; CBR2023-4083; PermitBuilding Permit Finaled Residential Permit Print Date: 03/12/2025 Job Address: Permit Type : Parcel#: Valuation: Occupancy Group: #of Dwelling Units: Bedrooms: Bathrooms: Occupant Load: Code Edition: Sprinkled: Project Title: 2087 WESTWOOD DR, CARLSBAD, CA 92008-1143 BLDG-Residential Work Class: 1671800700 Track#: $49,567.08 Lot#: Project#: Plan#: Construction Type: Orig. Plan Check#: Plan Check #: Addition Description: MUNDAY: NEW 236 SQ FT ADDITION/ REMODEL KITCHEN AND NEW MUD ROOM Applicant: A DESIGN ALISA EICHELBERGER 3505 TRIESTE DR CARLSBAD, CA 92010-2840 (760) 889-8931 FEE BUILDING PLAN CHECK BUILDING PLAN REVIEW -MINOR PROJECTS (LOE) BUILDING PLAN REVIEW -MINOR PROJECTS (PLN) 581473 -GREEN BUILDING STATE STANDARDS FEE SFD & DUPLEXES STRONG MOTION -RESIDENTIAL (SMIP) SWPPP INSPECTION TIER 1 -Medium BLDG SWPPP PLAN REVIEW TIER 1 -Medium Total Fees: $2,826.59 Total Payments To Date: $2,826.59 Permit No: Status: (cityof Carlsbad CBR2023-4083 Closed -Finaled Applied: 08/28/2023 Issued : 11/21/2023 Finaled Close Out: 03/12/2025 Final Inspection: 11/04/2024 INSPECTOR: Alvarado, Tony Balance Due: de Roggenbuke, Dirk AMOUNT $813.15 $197.00 $104.00 $2.00 $1,330.00 $6.44 $292.00 $82.00 $0.00 Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exaction." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad 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 he reby 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 / 442-339-2719 I 760-602-8560 f / www.carlsbadca.gov (_ Cicyof Carlsbad RESIDENTIAL BUILDING PERMIT APPLICATION 8-1 Plan Check Est. Value PC Deposit Date CeiP--1.023 ~YDj3 ,~13 , 15 Job Address to~ 7 w ts+woa d 1><1 Ve,, Unit: __ .APN: )lei 7 _,' & 0-o 1-00 CT/Project#:._______________ . ____ vearBuilt: l9'lo g BRIEF DEscR1Pr10N oF woRK= t-Jw CAolcL-h~ -h-, ,'v\vlu.rle.... od. e -ecJ. --.--------'-=--~_.__-I--"--_-" ____ _ New SF: Living SF, iz (Q, Sfoeck SF, ___ Patio SF, ____ Garage SF __ _ Is this to create an Accessory Dwelling Unit? O Y O N New Fireplace? O YO N, if yes how many? ___ _ D Remodel: ____ SF of affected area Is the area a conversion or change of use? O YO N □ Pool/Spa: ____ .SF Additional Gas or Electrical Features? ___________ _ 0Solar: ___ KW, ___ Modules, Mounted:QRoofQGround, Tilt: 0Y0 N, RMA: OY ON, Battery:OYO N, Panel Upgrade: OvON Electric Meter number: -----------0th er: DESIGN PROFESSIO~Al / , ~ l "~'°)tONTRACTOR OF RECORD Name: J-J:>e$hV\ l A'l'isA. -et~ _g,usiness Name:. _____________ _ Address: ~Jij; 5 ~t:! ~ 5-j-e.. 'br,v Address: _______________ _ City: CM:/< be--d,. State: CA-Zip: 1 Z-OtO City: ______ State:. ____ Zip: _____ _ Phone: 1.1..e...Q...;;,~~q -3 "I ~ I Phone: Email: 1dfs;&ades1311-5"1Q(2• lQfY\ Email: _______________ _ Architect State License:__________ CSLB License #:. ______ Class:. ______ _ Carlsbad Business License # (Required): ______ _ APPLJCANT CERTIFICATION: I certify that I have 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 all City ordinances and State lows relating to building construction. NAME (PRINT}:A:/is A_ /3tu, dbu gifs1GN: 1635 Faraday Ave Carlsbad, CA 92008 Ph: 442-339·2719 ~ DATE, If /ulz? Email: C:ng@c!rlsbadca.gov REV. 04122 THIS PAGE REQUIRED AT PERMIT ISSUANCE PLAN CHECK NUMBER: ______ _ A BUILDING PERMIT CAN BE ISSUED TO EITHER A STATE LICENSED CONTRACTOR OR A PROPERTY OWNER. IF THE PERSON SIGNING THIS FORM IS AN AGENT FOR EITHER ENTITY AN AUTHORIZATION FORM OR LETTER IS REQUIRED PRIOR TO PERMIT ISSUANCE. (OPTION A): LICENSED CONTRACTOR DECLARATION: I herebyaf firm underpenal tyof perjurythat I am licensed underprov;s;onsof Chapter 9 ( commendng with Section 7000) of Division 3 of the Business and Professions Code, and my license is in full force and effect. I also affirm under penalty of perjury one of the following declarations (CHOOSE ONE): D I 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. PollcyNo .. _________________________________________ _ -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: -----------------------• Polley 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 clvll fines up to $100,000.00, In addition the to the cost of compensation, damages as provided for In Section 3706 of the Labor Code, interest and attorney's fees. 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'sAddress: _____________________ _ 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 utlllties. 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 contract Id I tter 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: D I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's license Law does not apply to an owner of property who builds or Improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement Is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). -OR- °'iv(, .as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The ~ractor'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- D I am exempt under Business and Professions Code Division 3, Chapter 9, Article 3 for this reason: AND, ~RM B-61 "Owner Builder Acknowledgement and Verification Form" is required for any permit issued to a property owner. By my signature below I acknowledge that, except for my personal residence in which I must have resided for at least one year prior to completion of the improvements covered by this permit, I cannot legally sell a structure that I have built as an owner-builder if it has not been constructed in its entirety by licensed contractors. I understand that a copy of the applicable law, Section 7044of the Business and ProfessionsCode, is available upon request when this application is submitted orat the following Web site: http://www.leginfo.ca.govlcalaw.html. OWNER CERTIFICATION: The applicant certifies that all documents and plans clearly and accurately show all existing and proposed buildings, structures, access roads, and utilities/utility easements. All proposed modifications and/or additions are clearly labeled on the site plan. Any potentially existing detail within these plans Inconsistent with the site plan are not approved for construction and may be required to be altered or removed. The city's approval of the application is based on the premise that the submitted documents and plans show the correct dimensions of; the property, buildings, structures and their setbacks from property lines and from one another; access roads/easements, and utilities. The existing and proposed use of each building as stated is true and correct; all easements and other encumbrances to development have been accurately shown and labeled as well as all on-site grading/site preparation. All Improvements existing on the property were completed In accordance with all regulations in exiMence at the ti f their construction, unless otherwise noted. NAME (PRINT)· Note: If the erson sl 163S Faraday Ave Carlsbad, CA 92008 Ph: 442-339-2719 Email: Building@carlsbadca.gov 2 REV. 04/22 { City of Carlsbad OWNER-BUILDER ACKNOWLEDGEMENT FORM B-61 Development Services Building Division 1635 Faraday Avenue 442-339-2719 www .carlsbadca.gov OWNER-BUILDER ACKNOWLEDGMENT FORM Pursuant to State of California Health and Safety Code Section 19825-19829 To: Property Owner An application for construction permit(s) has been submitted in your name listing you as the owner-builder of the property located at: Site Address '2r0 <is"] 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. ~ 1 understand a frequent practice of unlicensed contractors is to have the property owner obtain an "Owner• ~r" 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. ;;,/ I understand building permits are not required to be signed by property owners unless they are responsible ~e construction and are not hiring a licensed contractor to assume this responsibility. Ill. # I understand as an "Owner-Builder" I am the responsible party of record on the permit. I understand that I ~rotect myself from potential fina ncial risk by hiring a licensed contractor and having the permit filed in his or her name instead of my own. IV . '?f I understand contractors are required by law to be licensed and bonded in California and to list their license ~ers on permits and contracts. Vt understand if I employ or otherwise engage any persons, other than California licensed contractors, and ~tal value of my construction is at least five hundred dollars ($500), including labor and materials, I may be V. considered an "employer" under state and federal law. 1 REV.08/20 Owner-Builder Acknowledgement Continued VI. :ftl,.1 understand if I am considered an "employer" under state and federal law, I must register with the state and federal government, withhold payroll taxes, provide workers' compensation disability insurance, and cont ribute to unemployment compensation for each "employee." I also understand my failure to abide by these laws may subject me to serious financial risk. VII. ~ I understand under California Contractors' State License Law, an Owner-Builder who builds single-family residential structures cannot lega lly 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. h I understand as an Owner-Builder if I sell the property for which this permit is issued, I may be held liable ~y financial or personal injuries sustained by any subsequent owner(s) which result from any latent construction defects in the workmanship or materials. IX. # I understand I may obtain more information regarding my obligations as an "employer" from the Internal ~ue Service, the United States Small Business Administration, the California Department of Benefit Payments, and the California Division of Industrial Acc idents. 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. #::-1 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: XI. ;:/J/ I agree that, as the party legally and financially responsible for this proposed construction activity, I will abide ~applicable laws and requirements that govern Owner-Builders as well as employers. XII. -# I agree to notify the issuer of this form immediately of any additions, deletions, or changes to any of the ~ation I have provided on this form. Licensed contractors are regulated by laws designed to protect the public. If you contract with someone who does not have a license, the Contractor's State License Board may be unable to assist you with any financial loss you may sustain as a result of a complaint. Your only remedy against unlicensed Contractors may be in civil court. It is also important for you to understand that if an unlicensed Contractor or employee of that Individual or firm is injured while working on your property, you may be held liable for damages. If you obtain a permit as Owner- Builder and wish to hire contractors, you will be responsible for verifying whether or not those contractors are properly licensed and the status of their workers' compensation coverage. Before a building permit can be issued, this form must be completed, signed by the property owner and returned to the City of Carlsbad Building Division. I declare under penalty of perjury that I have read and understand all of the information provided on this form and that my responses, including my authority ta sign this form, is true and correct. I am aware that I have the option to consult with legal counsel prior to signing this form, and I have either (1) consulted with legal counsel prior to signing this form or (2) have waived this right in signing this farm without the advice of legal counsel. V 4 -Z'3 Date 2 REV. 08/20 PERMIT INSPECTION HISTORY for (CBR2023-4083) Permit Type: BLDG-Residential Application Date: 08/28/2023 Work Class: Addition Issue Date: 11/21/2023 Status: Scheduled Date Closed -Finaled Expiration Date: 11/04/2024 IVR Number: 51621 Actual Inspection Type Start Date Inspection No. Checklist Item Are inactives slopes properly stabilized? Are areas flatter than 3: 1 covered or protected? Are sediment controls properly maintained? Are erosion control BMPs functioning properly? Are natural areas protected from erosion? Are perimeter control BMPs maintained? Is the entrance stabilized to prevent tracking? Have sediments been tracked on to the street? Have materials collected around the storm drains? Has sediment accumulated on impervious surfaces? Are dumpsters and trash receptacles covered? Has trash/debris accumulated throughout the site? Are all storage areas clean and maintained? Are spill kits provided onsite? Were spills/leaks observed during the inspection? Were there any discharges during the inspection? Are portable restrooms properly positioned? Do portable restrooms have secondary containment? Are BMPs stockpiled for emergency deployment? COMMENTS Inspection Status Wednesday, March 12, 2025 Owner: CO-OWNERS TREY AND JOANNA MUNDAY Subdivision: FALCON HILL UNIT# 3 Address: 2087 WESTWOOD DR CARLSBAD, CA 92008-1143 Primary Inspector Reinspection Inspection Passed Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Page 6 of 6 PERMIT INSPECTION HISTORY for (CBR2023-4083) Permit Type: BLDG-Residential Application Date: 08/28/2023 Owner: CO-OWNERS TREY AND JOANNA MUNDAY Work Class: Addition Issue Date: 11/21/2023 Subdivision: FALCON HILL UNIT# 3 Status: Scheduled Date 11/01/2024 Closed -Finaled Expiration Date: 11/04/2024 IVR Number: 51621 Actual Inspection Type Start Date Inspection No. Checklist Item Are inactives slopes properly stabilized? Are areas flatter than 3: 1 covered or protected? Are sediment controls properly maintained? Are erosion control BMPs functioning properly? Are natural areas protected from erosion? Are perimeter control BMPs maintained? Is the entrance stabilized to prevent tracking? Have sediments been tracked on to the street? Have materials collected around the storm drains? Has sediment accumulated on impervious surfaces? Are dumpsters and trash receptacles covered? Has trash/debris accumulated throughout the site? Are all storage areas clean and maintained? Are spill kits provided onsite? Were spills/leaks observed during the inspection? Were there any discharges during the inspection? Are portable restrooms properly positioned? Do portable restrooms have secondary containment? Are BMPs stockpiled for emergency deployment? COMMENTS 11/04/2024 BLDG-Final Inspection Checklist Item 266528-2024 COMMENTS BLDG-Building Deficiency BLDG-Plumbing Final BLDG-Mechanical Final BLDG-Structural Final BLDG-Electrical Final BLDG-SW-Inspection 266727-2024 Inspection Status Passed Passed Wednesday, March 12, 2025 Address: 2087 WESTWOOD DR CARLSBAD, CA 92008-1143 Primary Inspector Reinspection Inspection Passed Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Tony Alvarado Complete Passed Yes Yes Yes Yes Yes Tony Alvarado Complete Page 5 of6 PERMIT INSPECTION HISTORY for (CBR2023-4083) Permit Type: BLDG-Residential Application Date: 08/28/2023 Owner: CO-OWNERS TREY AND JOANNA MUNDAY Work Class: Addition Issue Date: 11/21/2023 Subdivision: FALCON HILL UNIT # 3 Status: Closed -Finaled Expiration Date: 11/04/2024 Address: 2087 WESTWOOD DR CARLSBAD, CA 92008-1143 IVR Number: 51621 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Date Start Date Wednesday, March 12, 2025 Checklist Item BLDG-14 F rame-Stee I-Bolting-Welding (Decks) BLDG-24 Rough-Topout BLDG-34 Rough Electrical BLDG-44 Rough-Ducts-Dampers Status COMMENTS Basics, 2024 1. Phase 2 -kitchen, interior remodel, with structural removal of existing loadbearing wall to enlarge kitchen family room. locations per plan -rough combination inspection -approved per plan. BLDG-SW-Inspection 247552-2024 Partial Pass Tony Alvarado Reinspection Inspection Passed Yes Yes Yes Yes Reinspection Incomplete Page 4 of 6 PERMIT INSPECTION HISTORY for (CBR2023-4083) Permit Type: BLDG-Residential Application Date: 08/28/2023 Owner: CO-OWNERS TREY AND JOANNA MUNDAY Work Class: Addition Issue Date: 11/21/2023 Subdivision: FALCON HILL UNIT# 3 Status: Closed -Finaled Expiration Date: 11/04/2024 IVR Number: 51621 Address: 2087 WESTWOOD DR CARLSBAD, CA 92008-1143 Scheduled Date Actual Inspection Type Start Date Inspection No. Inspection Primary Inspector Checklist Item BLDG-Building Deficiency Status COMMENTS Approved, MEPS, gas, plumbing, line under test, shear walls, roof sheathing nailing, and footing (interior footings), for mudroom location (only). BLDG-13 Shear Panels/HD (ok to wrap) 245876-2024 Passed Tony Alvarado Checklist Item BLDG-Building Deficiency COMMENTS Approved, MEPS, gas, plumbing, line under test, shear walls, roof sheathing nailing, and footing (interior footings), for mudroom location (only). BLDG-15 Roof/ReRoof 245880-2024 Passed Tony Alvarado (Patio) Checklist Item COMMENTS BLDG-Building Deficiency BLDG-23 Gas/Test/Repairs 245875-2024 Passed Tony Alvarado Checklist Item BLDG-Building Deficiency COMMENTS Approved, MEPS, gas, plumbing, line under test, shear walls, roof sheathing nailing, and footing (interior footings), for mudroom location (only). BLDG-84 Rough Combo(14,24,34,44) 245701-2024 Partial Pass Tony Alvarado Checklist Item BLDG-14 Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout BLDG-34 Rough Electrical BLDG-44 Rough-Ducts-Dampers COMMENTS Approved, MEPS, gas, plumbing, line under test, shear walls, roof sheathing nailing, and footing (interior footings), for mudroom location (only). 05/06/2024 05/06/2024 BLDG-31 247551-2024 Passed Tony Alvarado Wednesday, March 12, 2025 Underground/Conduit - Wiring Checklist Item COMMENTS BLDG-Building Deficiency Underground electrical conduit for kitchen remodel new island. BLDG-84 Rough Combo(14,24,34,44) 247397-2024 Partial Pass Tony Alvarado Reinspection Inspection Passed Yes Complete Passed Yes Complete Passed Yes Complete Passed Yes Reinspection Incomplete Passed Yes Yes Yes Yes Passed Yes Complete Reinspection Incomplete Page 3 of6 PERMIT INSPECTION HISTORY for (CBR2023-4083) Permit Type: BLDG-Residential Application Date: 08/28/2023 Work Class: Addition Issue Date: 11/21/2023 Status: Closed -Finaled Expiration Date: 11/04/2024 IVR Number: 51621 Scheduled Actual Inspection Type Inspection No. Inspection Date Start Date Status Checklist Item COMMENTS Are inactives slopes properly stabilized? Are areas flatter than 3:1 covered or protected? Are sediment controls properly maintained? Are erosion control BMPs functioning properly? Are natural areas protected from erosion? Are perimeter control BMPs maintained? Is the entrance stabilized to prevent tracking? Have sediments been tracked on to the street? Have materials collected around the storm drains? Has sediment accumulated on impervious surfaces? Are dumpsters and trash receptacles covered? Has trash/debris accumulated throughout the site? Are all storage areas clean and maintained? Are spill kits provided onsite? Were spills/leaks observed during the inspection? Were there any discharges during the inspection? Are portable restrooms properly positioned? Do portable restrooms have secondary containment? Are BMPs stockpiled for emergency deployment? 02/16/2024 02/16/2024 BLDG-11 239698-2024 Passed Foundation/Ftg/Piers (Rebar) Checklist Item COMMENTS Owner: CO-OWNERS TREY AND JOANNA MUNDAY Subdivision: FALCON HILL UNIT# 3 Address: 2087 WESTWOOD DR CARLSBAD, CA 92008-1143 Primary Inspector Reinspection Passed Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Dirk de Roggenbuke Passed Inspection Complete BLDG-Building Deficiency 2/16/24 footing/ slab rebar ok hardware ok Yes Proceed with concrete placement 04/19/2024 04/19/2024 BLDG-12 Steel/Bond 245881-2024 Partial Pass Tony Alvarado Reinspection Incomplete Beam Wednesday, March 12, 2025 Page 2 of 6 Building Permit Inspection History Finaled C cityof Carlsbad PERMIT INSPECTION HISTORY for (CBR2023-4083) Permit Type: BLDG-Residential Work Class: Addition Status: Closed -Finaled Scheduled Actual Inspection Type Date Start Date 02/14/2024 02/14/2024 BLDG-21 Underground/Underflo or Plumbing Checklist Item Application Date: 08/28/2023 Owner: CO-OWNERS TREY AND JOANNA MUNDAY Issue Date: 11/21/2023 Subdivision: FALCON HILL UNIT# 3 Expiration Date: 11/04/2024 IVR Number: 51621 Inspection No. Inspection Status 239483-2024 Passed COMMENTS Address: 2087 WESTWOOD DR CARLSBAD, CA 92008-1143 Primary Inspector Re inspection Tony Alvarado Passed Inspection Complete BLDG-Building Deficiency Yes BLDG-SW-Inspection 239559-2024 Partial Pass Tony Alvarado Reinspection Incomplete Wednesday, March 12, 2025 Page 1 of 6 LOVELACE ENGINEERING STRUCTURAL ENGINEERING SERVICES STRUCTURAL CALCULATIONS DATE: PROJECT: DESIGNER: JOB: SEPTEMBER 73, 2023 MUNDAY RESIDENCE 2087 WESTWOOD DRIVE CARLSBAD, CA 92008 A DESIGN ALISA EICHELBERGER ALISA@ADESIGN-SHOP.COM CARLSBAD, CA ]23320 858.535.9lll I fax 858.535.1989 I www.lovelaceeng.com 10509 Vista Sorrento Pkwy, Suite 102 San Diego, CA 92121 LOVELACE ENGINEERING STRUCTURAL ENGINEERING SERVICES 10509 Vista Sorrento Parkway, Suite 102, San Diego, CA 92121 Joa ...123320 -MUNDAY RESIDENCE SHEET NO. TC-I OF ------- CALCULATED BY ________ L_.D_._ DATE _____ _ CHECKEDBY __________ DATE _____ _ phone 858.535.9111 • fax 858.535.1989 • www.lovelaceeng.com SCALE __________________ _ TABLE OF CONTENTS Sl.JBJEC T SHEET DESIGN CRITERIA ...................................................................................................................................................... DC-I DESIGN LOADS ........................................................................................................................................................... DL-1 VERTICAL ANALYSIS/DESIGN .............................................................................................................................. V-1/1 LATERAL ANALYSIS/DESIGN ............................................................................................................................... L-1/13 FOUNDATIONS / RETAINING HALLS ........................ ,.......................................................................................... F-1/2 STRUCTURAL NOTES/ SCHEDULES/ DETAILS (HHERE APPLICABLE) ........................................... .. TOTAL LOVELACE ENGINEERING JOB J2332O -MUNDAY RESIDENCE SHEET NO, DG-I OF ------- CALCULATEDBY _______ L_.D_._ DATE _____ _ STR UCTURAL ENG I NEER I NG SERVICES CHECKED BY __________ DATE _____ _ 10509 Vista Sorrento Parkway, Suite 102, San Diego, CA 92121 phone 858.535.9111 • fax 858.535.1989 • www.lovelaceeng.com SCALE _________________ _ DESIGN CRITERIA GOVERNING GODE: GBG 2022 GONGRETE: AGI 3I8-ICl f'e,=25OO psi, NO SPECIAL INSPECTION REQ'D. (U.N.O.) MASONRY: TMS 402-16 I AGI 530-13 MEDIUM WEIGHT, ASTM GClO, f'm= 1500 psi, SPECIAL INSP. -REQ'D MORTA'-R: ASTM G21O, f 'e,=I8OO psi, TYPE S eROUT: ASTM G416, f 'e,=2000 psi '-REINFORCING STEEL, ASTM A6I5, Fy= 4Oksi FOR # 4 AND SMALLER ASTM A6I5, Fy= 6Oksi FOR # 5 AND LARGER (U.N.O.) STRUCTURAL STEEL: AISG 360-16, 15TH EDITION ASTM A512, Fy= 50 ksl (STEEL SHAPES) U.N.O. ASTM A5OO, GRADE B, Fy = 46ksl (STRUCTURAL TUBE) ASTM A53, 6RADE B, Fy= 35ksl (STRUCTURAL PIPE) ASTM A36, Fy= 36 ksi (PLATES) BOLTING, A3O1, SINGLE PLATE SHEAR GONN. WELDING: WOOD: GLULAMS, SOIL, A325-N, A4ClO-N HIGH STRENGTH, SINGLE PLATE SHEAR GONN. ElOXX SERIES-TYP., EClO SERIES FOR A6I5 GRADE 60 REBAR SHOP WELDING TO BE DONE IN AN APPROVED FABRICATOR'S SHOP FIELD WELDING TO HAVE CONTINUOUS SPECIAL INSPECTION. NDS-I8 DOUGLAS FIR LARCH 24F-V4 FOR SIMPLE SPAN CONDITIONS 24F-V8 FOR GANTILEVER GONDITION ALLOWABLE BEARING PRESSURE ACTIVE SOIL PRESSURE =1500 = AT-REST SOIL PRESSURE (RESTRAINED) = __ _ PASSIVE SOIL PRESSURE = __ _ LATERAL EA-RTHQUAKE PRESSURE = __ _ GOEFFIGIENT OF FRICTION = --- 181 EXISTING NATURAL SOIL PER GBG TABLE 1806..2 SOILS REPORT BY: PROJEG T NUMBER, DATED: psf pGf pd pd pd LOVELACE ENGINEERING Joe J23320 -MUNDAY RESIDENCE DL-1 OF -------SHEET NO. CALCULATED BY _______ L_.D_._ DATE _____ _ STRUCTURAL ENGINEERING SERVICES CHECKEDBY __________ DATE _____ _ 10509 Vista Sorrento Parkway, Suite 102, San Diego, CA 92121 phone 858.535.9111 • fax 858.535.1989 • www.lovelaceeng.com SCALE _________________ _ DESIGN LOADS ROOF DEAD LOAD: ROOFING (COMP.SHINGLES) ............................. . SHEATHING ................................................ . RAFTER/CEILING JOISTS OR TRUSSES ...................... . INSULATION ................................................ . DRYHALL ................................................. . OTHER (ELEC., MECH., MISC.) ............................... . TOTAL DEAD LOAD: LIVE LOAD, (ROOF USE PER IBC TABLE 1601.1) TOTAL LOAD: FLOOR DEAD LOAD, FLOORING ( CARPET 4 PAD ) ............................ . DEX-0-TEX ............................................... . SHEATHING ................................................ . JOISTS .................................................... . DRYHALL / STUCCO ....................................... . OTHER (ELEC., MECH., MISC.) .............................. . TOTAL DEAD LOAD: LIVE LOAD: (-RESIDENTIAL USE PER IBC TABLE 1601.1) TOTAL LOAD: EXTERIOR HALL STUDS ..................................................... . DRYHALL ................................................. . INSULATION ................................................ . EXTERIOR FINISH (STUCCO) .............................. . OTHER (MISC.) ............................................ . TOTAL LOAD: INTERIOR HALL STUDS ..................................................... . DRYHALL ................................................. . OTHER (MISC.) ............................................ . TOTAL LOAD: 4.0 psf 1.5 3.5 1.5 2.5 1.0 14.0 psf 20.0psf 34.0psf 5.0 psf .0 2.0 3.5 2.5 2.0 15.0 psf 40.0f25F 55.0 psf 1.0 psf 2.5 1.5 10.0 1.0 16.0 psf I.Opsf 5.0 1.0 1.0 psf + SOLA-R 4.0 18.0 psf 20.0 psf 38.0psf DECK/OTHER 2.5 psf 2.5 2.0 3.5 10.0 4.5 25.0 psf 60.0 f25F 85.0psf V-1 ~~ LOVELACE ENGINEERING Joe J23320 -MUNDAY RESID ENCE ~moo ~I ~ ------- CALCULATED BY ________ L_.D_._ DATE _____ _ STRUCTU RAL ENGINEERING SERVICES CHECKEDBY __________ DATE _____ _ 10509 Vista Sorrento Parkway, Suite 102, Sa n Diego, CA 92121 phone 656.535.9111 • fax 656.535.1 969 • www.lovelaceeng.com SCALE __________________ _ VERTICAL ANALYSIS/ DESIGN LEVEL, ROOF MEMBERS, R AFTERS ci HEADERS ISEE GODE CHECK CALCULATIONS THA T FOLLOW! MA'RK: -RR-I SPAN= 14 FT. eRID LINE, cgJ FULL SPAN UNIFORM LOAD WI D = (18 r;2sf)*(4'/2) = 36 D (plfJ L= (2 0 r;2sf)*(4'/2) -40 Lr, L W2D= -D t t (plFJ L= -Lr L W3D= = D (plfJ L = = Lr L ,. ~ , , Pl D = = D Maximum Reae,tlons (lbs) (lbsJ L = = Lr L D Lr L P2 D= = D 'RI~ 210 I~: I I (lbsJ L = -Ir I USE: L 'Rr= 210 2 x 10 @ 2 4" 0 .G. OR I-Rm MA'RK: RH-I SPAN= 6 FT. eRID LINE: I cgJ FULL SPAN UNIFORM LOAD WI D= (18 f2Sf)*((l4'/2)+2') = 162 D (plfJ L= (20 f2Sf)*((l4'/2)+2 ') = 180 Lr , L W2D= -D t t (plFJ L= = Lr L W3D= -D (plfJ L= = Lr I. I L , ., Pl D= -D Maximum Reactions (lbs) (lbs) L = = Lr L D Lr L P2 D = -::~ ;~~ I ;:~1 I (lbs) L= -Lr I USE: 4 x b OR I -Rm MARK: RH-2 SPAN= 3 FT. GRID LINE, 2 cgJ FULL SPAN UNIFORM LOAD WI D = (18 r;2sf)*((l4'/2)+2') -16 2 D (plfJ L = (20 f2Sf)*((l4'/2)+2') = 180 Lr, L W2 D= (18 r;2sf)*(2 4'/2) -2 16 D f t (plfJ L = (20 r;2sf)*(24'/2) =240 Lr, L W3 D= -D (plfJ L = = Lr L I. t , 4 Pl D= -D Maximum 'Reactions (lbs) (lbs) L = = Lr L D Lr L P2 D= -D :~ 510 I :~~1 I (lbs) L = -Lr L 510 I USE: 4 x 6 OR I Project Title: Engineer: Project ID: Project Descr: Wood Beam MUNDAY RESIDENCE L.D. J23320 V-2 Project File: J23320 -VERTICAL.ec6 UC#: KW--0601 3959, Build:20.23.05.25 DESCRIPTION: RR-1 Lovelace Engineering, Inc. (c) ENERCALC INC 1983-2023 CODE REFERENCES Calculations per NOS 2018, IBC 2021, ASCE 7-16 Load Combination Set : IBC 2021 Material Properties Analysis Method : Allowable Stress Design Load Combination : IBC 2021 Wood Species Wood Grade Douglas Fir-Larch No.2 Fb + Fb - Fe -Prll Fe -Perp Fv Ft Beam Bracing Beam is Fully Braced against lateral-torsional buckling D 0.036 Lr 0.04 £ 2x10 Span = 14.0 ft 900 psi 900 psi 1350 psi 625 psi 180 psi 575 psi E : Modulus of Elasticity Ebend-xx 1600ksi Eminbend -xx 580ksi Density 31.21 pcf Repetitive Member Stress Increase l Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.0180, Lr = 0.020 ksf, Tributary Width = 2.0 ft, (ROOF) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.763 1 Maximum Shear Stress Ratio = 0.237 : 1 Section used for this span 2x10 Section used for this span 2x10 fb: Actual = 1,085.90psi fv: Actual = 53.24 psi F'b = 1,423.13psi F'v = 225.00 psi Load Combination +D+Lr Load Combination +D+Lr Location of maximum on span = 7 .000ft Location of maximum on span = 13.234 ft Span # where maximum occurs Span# 1 Span # where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.220 in Ratio = 764>=360 Span: 1 : Lr Only Max Upward Transient Deflection O in Ratio = 0 <360 n/a Max Downward Total Deflection 0.434 in Ratio = 387 >=240 Span: 1 : +D+Lr Max Upward Total Deflection Qin Ratio = 0 <240 n/a Maximum Forces & Stresses for Load Combinations Load Combination Segment Length V CD CM ct CLx CE Cfu C i Cr M fb F'b V fv F'v D Only 0.0 0.00 0.0 0.0 Length = 14.0 ft 1 0.523 0.162 0.90 1.00 1.00 1.00 1.100 1.00 1.00 1.15 0.96 536.1 1,024.7 0.24 26.3 162.0 +D+Lr 1.00 1.00 1.00 1.100 1.00 1.00 1.15 0.0 0.00 0.0 0.0 Length = 14.0 ft 0.763 0.237 1.25 1.00 1.00 1.00 1.100 1.00 1.00 1.15 1.94 1,085.9 1,423.1 0.49 53 .2 225.0 +D+0.750Lr 1.00 1.00 1.00 1.100 1.00 1.00 1.15 0.0 0.00 0.0 0.0 Length = 14.0 ft 1 0.666 0.207 1.25 1.00 1.00 1.00 1.100 1.00 1.00 1.15 1.69 948.5 1,423.1 0.43 46.5 225.0 +0.60D 1.00 1.00 1.00 1.100 1.00 1.00 1.15 0.0 0.00 0.0 0.0 Length = 14.0 ft 0.177 0.055 1.60 1.00 1.00 1.00 1.100 1.00 1.00 1.15 0.57 321.7 1,821.6 0.15 15.8 288.0 ,,,,, ~ Lovelace Engineering, Inc. .:::::... 10509 Vista Sorrento Pkwy Suite 102 San Diego, CA 92121 Wood Beam UC#: KW-06013959, Build:20.23.05.25 DESCRIPTION: RR-1 Project Title: Engineer: Project ID: Project Descr: Lovelace Engineering, Inc. MUNDAY RESIDENCE L.D. J23320 V-3 Project File: J23320 -VERTICAL.ec6 (c) ENERCALC INC 1983-2023 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination on 1tions Max Upward from Load Combinations Max Upward from Load Cases D Only +D+Lr +D+0.750Lr +0.600 Lr Only Support 1 Support 2 .5 3 .553 0.553 0.553 0.280 0.280 0.273 0.273 0.553 0.553 0.483 0.483 0.164 0.164 0.280 0.280 ~ ,J,M ~ Lovelace Engineering, Inc. t::::::.. 10509 Vista Sorrento Pkwy Suite 102 San Diego, CA 921 21 I Multiple Simple Beam UC#: KW-06013959, Build:20.23.05.25 Description : ROOF HEADERS Wood Beam Design: RH -1 BEAM Size : 4x6, Sawn, Fully Unbraced Project Title: Engineer: Project ID: Project Descr: Lovelace Engineering, Inc. MUNDAY RESIDENCE L.D. J23320 V-4 Project File: J23320 -VERTICAL.ec6 (c) ENERCALC INC 1983-2023 Calculations per NOS 2018, IBC 2021 , ASCE 7-16 Using Allowable Stress Design with IBC 2021 Load Combinations, Major Axis Bending Wood Species : Douglas Fir-Larch Wood Grade : No.2 Fb -Tension Fb -Compr 900 psi Fe -Prll 1350 psi Fv 180 psi Ebend-xx 900 psi Fe -Perp 625 psi Ft 575 psi Eminbend -xx Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.1620, Lr = 0.180 k/ft, Trib= 1.0 ft Design Summary Max fb/Fb Ratio = fb : Actual : Fb : Allowable : Load Comb : Max fv/FvRatio = fv : Actual : Fv : Allowable : Load Comb : 0.730 • 1 1,059.36 psf at 1,452.09 psi +D+Lr 0.307: 1 69.05 psi at 225.00 psi +D+Lr Q l.r J. Max Reactions (k) Left Support 0.50 0.54 Righi Support 0.50 0.54 Wood Beam Design : RH-2 3.000 ft in Span # 1 5.560 ft in Span # 1 s. 'ii.. E l:i ax De ections Transient Downward 0.068 in 1059 Ratio Transient Upward Ratio LC: Lr Only 0.000 in 9999 LC: 1600 ksi 580 ksi Density 31.21 pcf Tota l Downward Ratio Total Upward Ratio 0.131 in 550 LC: +D+Lr 0.000 in 9999 LC: Calculations per NOS 2018, IBC 2021, ASCE 7-16 BEAM Size : Wood Species : Fb -Tension Fb -Compr Applied Loads 4x6, Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2021 Load Combinations, Major Axis Bending Douglas Fir-Larch Wood Grade : No.2 900 psi Fe -Prll 1350 psi Fv 180 psi Ebend-xx 900 psi Fe -Perp 625 psi Ft 575 psi Eminbend -xx Beam self weight calculated and added to loads Unif Load: D = 0.1620, Lr = 0.180 k/ft, Trib= 1.0 ft Unif Load: D = 0.2160, Lr = 0.240 k/ft, Trib= 1.0 ft Design Summary 1600 ksi 580ksi Density 31 .21 pcf Max fb/Fb Ratio = fb : Actual : 0.421 • 1 613.70 psf at 1 ,457. 04 psi +D+Lr ----------------------- Fb : Allowable : Load Comb : Max fv/FvRatio = fv : Actual : Fv : Allowable : Load Comb : Max Reactions (k) Left Support Right Support 0.292: 1 65.63 psi at 225.00 psi +D+Lr Q l.r J. 0.57 0.63 0.57 0.63 1.500 ft in Span # 1 2.550 ft in Span# 1 s. 'ii.. E l:i it;;: ~1:;~ ·: -~~ • ~:.~-~=~~: t1: ~; ~ ~ ~ .-:~ :~~5;~· · ~~;, • ~~• '; ;_:':" ~ ."': ko-:~~ '~, ,. ~. ,._ s ax De ections Transient Downward 4x6 3.0 It 0.010 in Ratio 3632 LC: Lr Only Transient Upward 0.000 in Ratio 9999 LC: Total Downward Ratio Total Upward Ratio 0.019 in 1901 LC: +D+Lr 0.000 in 9999 LC: LOVELACE ENGINEERING STRUCTURAL ENGINEERING SERVICES 10509 Vista Sorrento Parkway, Suite 102, Sa n Diego, CA 92121 phone 858.535.9111 • fax 858.535.1989 • www.lovelaceeng.com LEVEL, FLOOR MEMBERS: HEADERS 4 BEAMS MARK, FH-1 SPAN= 8 FT. HI D= (18 osf)*(34'/2) (plf) L = (20 est )*(34 '/2) H2 D= (15 est)*(2'/2) (plf) L = ( 40 est )*(2 '/2) H3 D= (1 6 est )*(9 ') (plf) L = Pl D= (lbs) L= P2 D= (lbs) L= I USE: 4x 12 OR MARK: FB-1 SPAN= 14 FT. HI D= (1 8 esf)*(4'/2) (plf) L= (20 osf)*(4'/2) H2 D= (15 osf)*(l4'/2) (plf) L = ( 40 est )*(14 '/2) H3 D= (16 esF )*(12') (plf) L= Pl D= (lbs) L= P2 D= (lbsJ L= I USE: !2~~" ESL OR MA-RK: FB-2 SPAN= 5 FT. HI D= (15 esf)*(28'/2) (pl f) L = (40 ost )*(28 '!2) H2 D= (plf) L= H3 D= (plf) L = Pl D= (lbs) L= P2 D= (lbs) L= I USE: 4 X 12 OR V-5 Joa J23320 -MUNDAY -RESIDENCE SHEET NO. ___________ OF ______ _ CALCUIJ\TEDBY ________ L_._D_. -DATE ______ _ CHECKEDBY __________ DATE ______ _ SCALE ___________________ _ ISEE GODE CHECK CALCULATIONS THAT FOLLOHI 6RID LINE: I 0 FULL SPAN UNIFORM LOAD = 306 D -34 0 Lr, L -15 D t t = Lr, 40 L = 144 D = Lr L I. ~ 1 1 -D Maximum Reac.tlons (lbs) -Lr L D Lr L -D R1= 1890 1360 160 -Ir L Rr= 1890 1360 160 I Rm= 6RID LINE: B 0 FULL SPAN UNIFORM LOAD -36 D = 40 Lr L = 105 D t t = Lr, 280 L -192 D = Lr L ,. L " " -D Maximum Reac.tlons (lbs) = Lr L D Lr L -D R,= 2460 280 1960 -Ir L Rr= 2460 280 1960 I Rm= eRID LINE: 0 FULL SPAN UNIFORM LOAD -210 D = Lr 560 L -D t t = Lr L -D = Lr L ,. ,. " ., = D Maximum Reac.tlons (lbs) = Lr L D Lr L -D -R,= 550 1400 -Ir L -Rr= 550 1400 I Rm= Project Title: Engineer: Project ID: Project Descr: I Multiple Simple Beam LIC#: KW-06013959, Build:20.23.08.30 Lovelace Engineering, Inc. Description : FLOOR HEADERS & BEAMS Wood Beam Design: FH -1 BEAM Size : 4x12, Sawn, Fully Unbraced MUNDAY RESIDENCE L.D. J23320 V-6 Project File: J23320 -VERTICAL.ec6 (c) ENERCALC INC 1983-2023 Calculations per NDS 2018, IBC 2021, ASCE 7-16 Using Allowable Stress Design with IBC 2018 Load Combinations, Major Axis Bending Wood Species : Douglas Fir-Larch Wood Grade : No.1 Fb -Tension Fb -Compr 1,000.0 psi Fe -Prll 1,500.0 psi Fv 180.0 psi Ebend-xx 1,000.0 psi Fe -Perp 625.0 psi Ft 675.0 psi Eminbend -xx 1,700.0 ksi 620.0 ksi Density 31.210pcf Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.3060, Lr= 0.340 k/ft, Trib= 1.0 ft Unif Load: D = 0.0150, L = 0.040 k/ft, Trib= 1.0 ft Unif Load: D = 0.1440 k/ft, Trib= 1.0 ft Design Summary Max fb/Fb Ratio = fb: Actual : Fb : Allowable : 0.787 · 1 1,057.85 psf at 1,344.01 psi +D+Lr 4.000 ft in Span # 1 Load Comb : Max fv/FvRatio = fv : Actual : Fv : Allowable : Load Comb : Max Reactions (k) Left Support Right Support 0.422 : 1 95.04 psi at 225.00 psi +D+Lr Q J.r 1.89 1.36 1.89 1.36 L 0.16 0.16 Wood Beam Design : FB-1 0.000 ft in Span# 1 .s Yi. .E 8.0 ft ax De ectIons I:! Transient Downward 0.045 in Total Downward 0.107 in Ratio 2151 Ratio 899 LC: Lr Only LC: +D+Lr Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Calculations per NDS 2018, IBC 2021, ASCE 7-16 BEAM Size : 5.25x11.25, Parallam PSL, Fully Unbraced Using Allowable Stress Design with IBC 2018 Load Combinations, Major Axis Bending Wood Species : iLevel Truss Joist Wood Grade : Parallam PSL 2.0E Fb -Tension 2,900.0 psi Fe -Prll 2,900.0 psi Fv 290.0 psi Ebend-xx 2,000.0 ksi Density 45.070 pcf Fb -Compr 2,900.0 psi Fe -Perp 750.0 psi Ft 2,025.0 psi Eminbend -xx 1,016.54 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.0360, Lr= 0.040 k/ft, Trib= 1.0 ft Unit Load: D = 0.1050, L = 0.280 k/ft, Trib= 1.0 ft Unif Load: D = 0.1920 k/ft, Trib= 1.0 ft Design Summary Max fb/Fb Ratio = fb: Actual : Fb : Allowable : 0.586 · 1 1,676.48 psf at 7.000 ft in Span# 1 2,861 .01 psi Load Comb: Max fv/FvRatio = fv : Actual : Fv : Allowable : Load Comb : Max Reactions (k) Left Support Right Support +D+L 0.336: 1 97.30 psi at 13.067 ft in Span# 1 290.00 psi +D+L Q Lr 2.46 0.28 2.46 0.28 L 1.96 1.96 .s Yi. E I:! ax eflections 5.25x11 .25 14.0 ft Transient Downward 0.195 in Ratio 860 LC: L Only Transient Upward 0.000 in Ratio 9999 LC: Total Downward Ratio Total Upward Ratio 0.440 in 381 LC: +D+L 0.000 in 9999 LC: Project Title: Engineer: Project ID: Project Descr: I Multiple Simple Beam UC#: KW-06013959, Build:20.23.08.30 Lovelace Engineering, Inc. Wood Beam Design : FB-2 BEAM Size : 4x12, Sawn, Fully Unbraced MUNDAY RESIDENCE L.D. J23320 V-7 Project File: J23320 -VERTICAL.ec6 (c) ENERCALC INC 1983-2023 Calculations per NDS 2018, IBC 2021, ASCE 7-16 Using Allowable Stress Design with IBC 2018 Load Combinations, Major Axis Bending Wood Species : Fb -Tension Fb • Compr Applied Loads Douglas Fir-Larch Wood Grade : No.2 900 psi Fe -Pr1I 1350 psi Fv 180 psi Ebend-xx 900 psi Fe -Perp 625 psi Ft 575 psi Eminbend -xx Beam self weight calculated and added to loads Unif Load: D = 0.210, L = 0.560 k/ft, Trib= 1.0 ft 1600 ksi 580 ksi Density 31 .21 pcf Design Summary D(O 210),1..(0 560) Max fb/Fb Ratio = fb : Actual: 0.403 • 1 395.45 psf at 980.66 psi +D+L Fb : Allowable : Load Comb : Max fv/FvRatio = fv : Actual: Fv : Allowable : Load Comb : 0.258 : 1 46.46 psi at 180.00 psi +D+L Max Reactions Left Support Right Support (k) Q Lr L 1.40 1.40 0.55 0.55 2.500 ft in Span# 1 4.067 ft in Span # 1 '!:i.. .E l:i ax e ect1ons 4x12 5.0 ft Transient Downward 0.012 in Ratio Transient Upward Ratio 5035 LC: L Only 0.000in 9999 LC: Total Downward Ratio Total Upward Ratio 0.017 in 3622 LC: +D+L 0.000 in 9999 LC: ~ LOVELACE MUNDAY RESIDENCE ENGINEERING JOANNA & TREY MUNDAY ITAUCTUAAL INOINlil:AINO 11:AV CCI J23320 SE ISMIC WEIGHT Level 2 ROOF Typical Plate Ht. (ft.) Element Type Dead Load (psf) Area (sf) Diaphragm ROOF 18 1150 Diaphragm Diaphragm Dead Load (psf) Length (ft.) Wall EXTERIOR 16 125 Wall INTERIOR 7 95 Wall Dead Load ( lbs.) Misc./ Concentrated Total Weight (lbs.) 44685 Seismic Weight (lbs.) Level 1 FLOOR Typical Plate Ht. (ft.) Element Type Dead Load (psf) Area (sf) Diaphragm FLOOR 20 960 Diaphragm ROOF 18 1200 Diaphragm Dead Load (psf) Length (ft.) Wall EXTERIOR 16 225 Wall INTERIOR 7 130 Wall Dead Load {lbs.) Misc./ Concentrated Total 81390 Seismic Weight 9 Weight 20700 0 0 Weight 18000 5985 0 Weight 0 32692.5 9 Weight 19200 21600 0 Weight 32400 8190 0 Weight 0 73087.5 L-1 L.D. 8/15/2023 Page: ASCE. AMERICAN SOCIETY OF CML ENGINEERS Address: 2087 Westwood Dr Carlsbad, California 92008 Wind Results: Wind Speed 10-year MRI 25-year MRI 50-year MRI 100-year MRI Data Source: Date Accessed: L-2 ASCE 7 Hazards Report Standard: ASCE/SEI 7-16 Risk Category: 11 Soil Class: D -Default (see Section 11.4.3) 96 Vmph 66 Vmph 72 Vmph 77 Vmph 82 Vmph Latitude: 33.16823 Longitude: -117.329546 Elevation: 217.34766516706733 ft (NAVO 88) ASCE/SEI 7-16, Fig. 26.5-18 and Figs. CC.2-1-CC.2-4, and Section 26.5.2 Thu Jun 15 2023 Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear interpolation between contours. Wind speeds are interpolated in accordance with the 7-16 Standard. Wind speeds correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability= 0.00143, MRI= 700 years). Site is not in a hurricane-prone region as defined in ASCE/SEI 7-16 Section 26.2. https://asce 7hazardtool .online/ Page 1 of 3 Thu Jun 15 2023 ASCE. AMERICAN SOCIETY OF CML ENGINEERS Seismic Site Soil Class: Results: Ss s, Fa D -Default (see Section 11.4.3) 1.02 0.372 1.2 So, : TL : PGA: N/A 8 0.447 Fv N/A PGA M : 0.536 S Ms 1.224 F PGA 1.2 S M1 N/A 18 : 1 Sos 0.816 Cv : 1.304 Ground motion hazard analysis may be required. See ASCE/SEI 7-16 Section 11.4.8. Data Accessed: Thu Jun 15 2023 Date Source: USGS Seismic Design Maps https://asce7hazardtool.online/ Page 2 of 3 L-3 Thu Jun 15 2023 L-4 ASCE. AMEfllCAN SOCIETY OF a\lll ENGINEERS The ASCE 7 Hazard Tool is provided for your convenience, for informational purposes only, and is provided "as is" and without warranties of any kind. The location data included herein has been obtained from information developed, produced, and maintained by third party providers; or has been extrapolated from maps incorporated in the ASCE 7 standard. While ASCE has made every effort to use data obtained from reliable sources or methodologies, ASCE does not make any representations or warranties as to the accuracy, completeness, reliability, currency, or quality of any data provided herein. Any third-party links provided by this Tool should not be construed as an endorsement, affiliation, relationship, or sponsorship of such third-party content by or from ASCE. ASCE does not intend, nor should anyone interpret, the results provided by this Tool to replace the sound judgment of a competent professional, having knowledge and experience in the appropriate field(s) of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the contents of this Tool or the ASCE 7 standard. In using this Tool, you expressly assume all risks associated with your use. Under no circumstances shall ASCE or its officers, directors, employees, members, affiliates, or agents be liable to you or any other person for any direct, indirect, special, incidental, or consequential damages arising from or related to your use of, or reliance on, the Tool or any information obtained therein. To the fullest extent permitted by law, you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data provided by the ASCE 7 Hazard Tool. https://asce 7hazardtool .online/ Page 3 of 3 Thu Jun 15 2023 -~ LOVELACE ~ ENGINEERING h i IIUCI UW4L f!fUllfl t.f!MINCJ h~N'WICt.111 MUNDAY RESIDENCE JOANNA & TREY MUNDAY J23320 SEISMIC BASE SHEAR II Level 2 1 Period Calculation Overall Ht. System 23 All Other Systems Ts = T°' = C:;h;i Ta = TL = Base Shear System R Wood Shear Walls 6.5 Site Class: ~ SOS=~ SDl = 0.478 Sl = I 0.372 Fx = Cvx 'V ht. (ft.) 13 10 23 ft. wx (lbs.) 32692.5 73087.5 Vertical Distribution hx 23 10 Ct X 0.02 0.7S 0.586 s 0.210 s 8 s Omega Cd 2.5 Cs = W= V= k 1 1 1 4.5 1.0 0.126 105.78 k 13.28 k Total Base Shear wx•hxAk Cvx 751927.5 0.507098889 730875 0.492901111 1482802.5 L.D. 8/15/2023 Page: per ASCE 7, Fig. 22-14 per ASCE 712.8.1.1 Fx k 6.7 k 6.5 k Ta = Cthn x Ta= 0.210 JV= 1.928 FROM TABLES & LINEAR SM1 = S1 * fV ,,.. SD1/ 's = SDs SM1 = 0.717 T5 = 0.586 SD1 = C2h)SM1 l.ST5 = 0.878941 SD1 = 0.478 :. Per exception 2 of ASCE 7 -16 section 11.4.8 Ta < l.ST5 so C5 from equation 12.8 -2 can be used and does not need to be factored. INTERPOLATION L-5 I~ LOVELACE PROJECT MUNDAY RESIDENCE ~ ENGINEERING CLIENT JOANNA& TREY MUNDAY '''""'"' .. ,. ""'" .,.,,,.., JOB NO. J23320 DATE : 06/16/23 Wind Anal sis for Low-rise Buildin , Based on 2018 IBC/ASCE 7-16 INPUT DATA Exposure category (B, c or D, ASCE 7-16 26.7.3) Importance factor (ASCE 7-16 Table 1-5-2) Basic wind speed (ASeE 7-16 26.5. 1 or 2018 IBC) Topographic factor (ASeE 7-16 26.8 & Table 26.8-1) Building height to eave Building height to ridge Building length Building width, including overhangs Overhang sloped width lw = V = Kzt = he = hr = L = B = C 1.00 96 for all Category mph, (154.50 kph) Flat ft, (6.10 m) ft, (7.92 m) ft, (10.36 m) ft, (9.14 m) ft, (0.46 m) PAGE DESIGN BY LD. REVIEW BY 8 Effective area of components (or Solar Panel area) Oh= A= 20 26 34 30 LS 12 tt2, <== Overhang? (Yes or No) No ( 1-12 m'J DESIGN SUMMARY Max horizontal force normal to building length, L, face Max horizontal force normal to building length, B, face Max total horizontal torsional load 12.46 kips, (55 kN), SD level (LRFD level), Typ. 11.04 kips, (49 kN) Max total u ward force ANALYSIS Velocity pressure qh = 0.00256 Kz Kzt Kd K8 V2 55.9517 ft-kips, (76 kN-m) 17.55 ki s 78 kN 18.53 psf where: qh = velocity pressure at mean roof height, h. (Eq. 26.10-1 page 268) Kz = velocity pressure exposure coefficient evaluated at height, h, (Tab. 26.10-1, pg 268) Ko = wind directionality factor. (Tab. 26.6-1, for building, page 266) h = mean roof hei ht 0.92 0.85 23.00 ft L-6 K. = ground elevation factor. (1.0 per Sec. 26.9, page 268) < 60 ft, [Satisfactory] .._ ___ <_M_l_n.._L..,,_B), [Satisfactory] (ASCE 7-16 26.2.1) (ASCE 7-16 26.2.2) Design pressures for MWFRS p = qh [(G cp, l-(G cp1 )I where: p = pressure in appropriate zone. (Eq. 28.3-1 , page 311). Pmln = 16 psf (ASCE 7-16 28.3.4) G c, 1 = product of gust effect factor and external pressure coefficient, see table below. (Fig. 28.3-1, page 312 & 313) G c,, = product of gust effect factor and internal pressure coefficient.(Tab. 26.13-1, Enclosed Building, page 271) 0.18 or -0.18 a= width of edge strips, Fig 28.3-1, page 312, MAX[ MIN(0.1 B, 0.1 L, 0.4h), MIN(0.04B, 0.04L), 3] = 3.00 ft Net Pressures (psf), Basic Load Cases Net Pressures (psf), Torsional Load Cases Roof angle a = 21.80 Roof angle a = 0.00 Roof angle a = 21 .80 Surface Net Pressure with Net Pressure with Ge,, (+GCp;) (-GC,,) Ge,, (+GC,,) (-GC,,) Surface Net Pressure with GCp1 (+GC,1) (-GC,,) 1 0.54 6.59 13.26 -0.45 -11.67 -5.00 1T 0.54 1.65 3.31 2 -0.53 -13.12 -6.45 -0.69 -16.12 -9.45 2T -0.53 -3.28 -1.61 3 -0.47 -12.06 -5.39 -0.37 -10.19 -3.52 3T -0.47 -3.02 -1.35 4 -0.42 -11 .10 .4.43 -0.45 -11.67 -5.00 4T -0.42 -2.78 -1.11 5 0.40 4.08 10.75 Roof anole a = 0.00 6 -0.29 -8.71 -2.04 1E 0.78 11 .12 17.79 -0.48 -12.23 -5.56 Surface Net Pressure with Ge,1 (+GC,1 ) (-GC,,) 2E -0.83 -18.69 -12.02 -1.07 -23.16 -16.49 ST 0.40 1.02 2.69 3E -0.66 -15.59 -8.92 -0.53 -13.16 -6.49 6T -0.29 -2.18 -0.51 4E -0.61 -14,66 -7.99 -0.48 -12.23 -5.56 5E 0.61 7.97 14.64 6E -0.43 -11.30 -4.63 Lood Cose A (Transverse) Load Case B (Longitudinal) Load Cose A (Transverse) Load Case B (Longitudinal) C L-7 Basic Load Case A (Transverse Direction) Basic Load Case B (Longitudinal Direction) Area Pressure (kl with Area Pressure (kl with Surface (ft') (+Ge.;) (-Ge.,) Surface (ft') (+Ge.;) (-Gep1) 1 560 3.69 7.42 Poverhang = -12.97 psf 2 452 -7.29 -4.27 2 452 -5.93 -2.92 (ASeE 7-16 28.3.3) 3 452 -4.61 -1.59 3 452 -5.46 -2.44 5 566 2.31 6.09 4 560 -6.22 -2.48 6 566 -4.93 -1.15 1E 120 1.33 2.14 2E 97 -2.25 -1.60 2E 97 -1.81 -1.17 3E 97 -1.28 -0.63 3E 97 -1.51 -0.86 5E 124 0.98 1.81 4E 120 -1 .76 -0.96 SE 124 -1.40 -0.57 r Horiz. 12.71 12.71 r Horiz. 9.62 9.62 Vert. -13.66 -6.86 Vert. -11 .43 -4.30 Min. wind Horiz. 12.51 12.51 Min. wind Horiz. 11 .04 11.04 28.4.4 Vert. -16.32 -16.32 28.4.4 Vert. -16.32 -16.32 Torsional Load Case A (Transverse Direction) Torsional Load Case B (Longitudinal Direction) Area Pressure (k) with Torsion (ft-k) Area Pressure (k) with Torsion (ft-k) Surface (ft') (+Ge.,) (-Ge.,) (+Ge.,) (-Ge.,) Surface (ft') (+Ge.,) (-Ge.,) (+Ge.,) (-Ge.,) 1 220 1.45 2.92 10 20 2 452 -7.29 -4.27 -4 -2 2 178 -2.33 -1.15 -6 -3 3 452 -4.61 -1 .59 3 1 3 178 -2.14 -0.96 6 2 5 221 0.90 2.38 5 14 4 220 -2.44 -0.98 17 7 6 221 -1.93 -0.45 11 3 1E 120 1.33 2.14 19 30 2E 97 -2.25 -1.60 13 9 2E 97 -1.81 -1.17 -9 -6 3E 97 -1 .28 -0.63 -7 -4 3E 97 -1 .51 -0.86 8 4 5E 124 0.98 1.81 13 24 4E 120 -1.76 -0.96 25 13 SE 124 -1 .40 -0.57 19 8 1T 340 0.56 1.13 -5 -10 ST 345 0.35 0.93 -3 -7 2T 275 -0.90 -0.44 3 1 ST 345 -0.75 -0.18 -5 -1 3T 275 -0.83 -0.37 -3 -1 Total Horiz. Torsional Load, Mr 44.7 44.7 4T 340 -0.94 -0.38 -8 -3 Total Horiz. Torsional Load, Mr 56 56 Design pressures for components and cladding r'r----7' l•r-2~~ ~t-1~3_! ...-----, p = qh[ (G c.i -(G c.,H 5 i1 I ,---, I I I I I 5 I I --I I I I I I where: p = pressure on component. (Eq. 30.3-1, pg 334) lo,,~ f I 5 5 ! 1.0f\~ 4 2 I 1 I . I I 2,1 _ 12, 2,1-12, 0 I I ~ I I I ~ I :i: Pmin = 16.00 psf (ASeE 7-16 30.2.2) I I I I IN I 0 I L---'-+-3 I I I I G e . = external pressure coefficient. ~L-----;',...6 .6h c-1---1--1----1-~ see table below. (ASeE 7-16 30.3.2) Walls O.?h .6h Je 2n Jr Jr 2n Jc O= 21.80 0 Roof 0,1· Roof 9>7• Effective Zone 1 Zone 1' Zone 2 Zone 2e Zone 2n Zone 2r Area (112) Ge. -GC, GCp -GCp GCp -GCp GCp -GCp GCp -GCp GC, -GC• Comp. 12 0.52 -1 .50 ---. 0.52 -1.50 0.52 -2.43 0,52 -2.43 Effective Zone 3 Zone 3e Zone 3r Zone4 Zones Area (112) GCp -GC• GCp -GC, GC, -GC• GCp -GC, GCp -GCp 12 --0.52 I -2.43 0.52 I -2.82 0,99 -1.09 0.99 -1 .37 Zone 1 Zone 1' Zone 2 Zone 2e Zone 2n Zone 2r Comp. & Cladding Positive Negative Po5ltiv• Negative Positive Nr,g11tlva Positive Negativ• Positive Negative PosWv• N•a•tfv• Pressure 16.00 -31 ,13 16.00 -31 .13 16.00 -48.30 16.00 I -48.30 (psi) Zone 3 Zone 3c Zone 3r Zone 4 Zone 5 Posirh,e N~•tlve Positive Nt,g•Uvt Positive Nag•tiv• Positive N9gaf/vt Positive Negative (The Max Pressure 16.00 -48.30 16.00 -55.54 21 .61 -23.46 21.61 -28.76 55.54 psf) l•8 ~ MUNDAY RESIDENCE L.D. LOVELACE JOANNA & TREY MUNDAY 8/15/2023 ENGINEERING STtlt.CTVtlAI. e.NOIMltRIMQ 'SUlVICl.:1 J23320 Page: LATERAL STORY FORCES Seismic Level Fx (lbs.) Diaphragm Area (sf) ASD Story Load (psf) 0 0.7 2 6734 1150 0.7 4.1 1 6S45 2160 0.7 2.1 Wind Direction N-S B-0 Force = 11.04 k Pressure = 15.3 psf Level Ht. length area Trib. Ht. ASD diaph. Load Ridge/Parapet 6 30 180 3 0.6 plf 2 9 30 270 10.5 0.6 97 plf 1 9 30 270 9 0.6 83 plf 720 sf Direction E-W 1-4 Force= 12.46 Pressure = 15.3 psf Level Ht. length area Trib. Ht. ASD diaph. Load Ridge/Parapet 6 34 204 3 0.6 plf 2 9 34 306 10.5 0.6 96 plf l 9 34 306 9 0.6 82 plf 816 sf I~ LOVELACE ~ ENGINEERING !JTAUCTUtlAl !:N(UNC:l!AINO 5e:,:;v1ces MUNDAY RESIDENCE Level Name JOANNA & TREY MUNDAY Level n 123320 Lateral Line ROOF 2 1 Direction E-W L.D. 9/13/2023 Page: WOOD SHEARWALL ANALYSIS & DESIGN Area 1 2 3 4 SEISMIC LOAD sos= 0.816 p = 1.3 Story Load 4.1 SF Factor 1150 1.0 Total/2 = Seismic Load psf Load (lbs) "'ii Load Type L Worst Case Load (plf) 96 Length L (ft.) 34 Load L (lbs.) 3271 2357 lbs. Total/2 = Wind Load ADDITIONAL SEISMIC LOAD ADDITIONAL WIND LOAD Line Segment H H/L Ratio Load Ratio Load E Adj. Load E Load W Adj. Load W Unit Shear E Unit Shear W OTME OTMW Wall Weight Wall UDL Unit. DL Concen. DL CDL lac. DL Moment DL Mom. E DLMom.W Net OT E NetOTW Uplift E Add. Uplift E UpliftW Add. Uplift W Tot. Uplift E Tot. UpliftW HD# Load (lbs.) Offset Factor Adjust. Load Line Load (lbs.) Total Add. Load 0 Total Seismic Load = 3064 lbs. Total Wind Load = SHEAR 1 Max Shear 0 PLF USE# Shear Wall OVERTURNING UPLIFT • -No HD required, by inspection •• -See Perforated/ Force-Transfer Shearwall calculation WIND LOAD Load Type R Load (plf) Length R (ft.) Load R (lbs.) 1635 lbs. Offset Factor Adjust. Load Total Add. Load 1635 lbs. 0 Worst Case 96 0 Total Shear Length (ft.) 0 lbs. lbs. lbs. lbs. plf plf Capacity= 260 pit #-ft. #-ft. psf plf pit lbs. ft. #-ft. #-ft. #-ft. #-ft. #-ft. lbs. lbs. lbs. lbs. lbs. lbs. L-9 Byll.tlo C8C 2306.5 I~ LOVELACE ~ ENGINEERING STAU C:TURAL ~H<>INfC AINQ $1!~VICCS MUNDAY RESIDENCE Level Name JOAN NA & TREY MUN DAY Level n J2332O Lateral Line FLOOR 1 A Direction N-S L.D. 9/13/2023 Page; WOOD SHEARWALL ANALYSIS & DESIGN Area 1 2 3 4 SEISMIC LOAD sos = 0.816 p = 1.3 Story Load 2.1 SF Factor 320 1.0 Total/2 = Seismic Load psf Load (lbs) '11 Load Type L Worst Case Load (plf) 83 Length L (ft.) Load L (lbs.) 0 339 lbs. Total/2 = Wind Load ADDITIONAL SEISMIC LOAD ADDITIONAL WIND LOAD Line Segment H H/L Ratio Load Ratio Load E Adj. Load E Load w Adj. Load W Unit Shear E Unit Shear W OTM E OTMW Wall Weight Wall UDL Unif. DL Concen. DL COL loc. DL Moment DLMom. E DLMom.W Net OT E Net OTW Uplift E Add. Uplift E UpliftW Add. Uplift W Tot. Uplift E Tot. Uplift W HD# Load (lbs.) Offset Factor Total Add. Load Total Seismic Load = 1 8 10 1.3 1.00 441 704 503 55 63 Max Shear 4412 7038 16 160 30 6080 2953 3648 1459 3390 182 424 182 424 63 Adjust. Load 0 441 lbs. SHEAR PLF I USE# OVERTURNING UPLIFT • • No HD required, by Inspection ••.See Perforated/ Force-Transfer Shearwall calculation Line Load (lbs.) Total Wind Load = 1 Shear Wall WIND LOAD Load Type R Load (plf) Length R (ft.) Load R (lbs.) 704 lbs. Offset Factor Adjust. Load Total Add. Load 0 704 lbs. Worst Case 83 17 1408 Total Shear Length (ft.) 8 lbs. lbs. lbs. lbs. plf plf Capacity = 260 plf #-ft. #·ft. psf plf plf lbs. ft. #-ft. #-ft. #-ft. #-ft. #-ft. lbs. lbs. lbs. lbs. lbs. lbs. L-10 !lyRaUo cac 2306.s 8~ L OVELACE ~ ENGINEERING $TAtJCTURAt.. =.N<JINE£AIMO $1f Pv1ces MUNDAY RESIDENCE Level Name JOANNA & TREY MUNDAY Level # J23320 Lateral Line FLOOR 1 1 Direction E-W L.D. 9/13/2023 Page: WOOD SHEARWALL ANALYSIS & DESIGN Area 1 2 3 4 SEISMIC LOAD sos = 0.816 p = 1.3 Story Load 2.1 SF Factor 320 1.0 660 1.0 Total/2 = Seismic load pst Load (lbs) 679 Load Type l Worst Case 1400 Load (pit) 82 0 Length L (ft.) 14 0 Load L (lbs.) 11S4 1039 lbs. Total/2 = Wind Load ADDITIONAL SEISMIC LOAD ADDITIONAL WIND LOAD Line 1 Segment H H/L Ratio Load Ratio Load E Adj. Load E Load W Adj. Load W Unit Shear E Unit Shear W OTM E OTMW Wall Weight Wall UDL Unit. DL Concen. DL CDL loc. DL Moment DL Mom. E DLMom.W Net OT E Net OTW Uplift E Add. Uplift E UpliftW Add. Uplift W Tot. Uplift E Tot. Uplift W HD# Load (lbs.) Offset Factor 3064 1.00 Total Add. Load Total Seismic Load = 1 8 8 1.0 1.00 5334 2213 1580 667 198 Max Shear 42675 17701 16 128 105 7456 3622 4474 39053 13227 4882 1653 4882 1653 3 667 Adjust. Load 3064 3064 5334 lbs. PLF SHEAR I USE# OVERTURNING UPLIFT • -No HD required, by inspection •• -See Perforated/ Force-Transfer Shearwall calculation line Load (lbs.) 1 1635 Total Wind Load = 5 Shear Wall WINO LOAD Load Type R Load (pit) Length R (ft.) Load R (lbs.) 577 lbs. Offset Factor Adjust. Load 1.0 1635 Total Add. Load 1635 2213 lbs. Worst Case 82 0 Total Shear Length (ft.) 8 lbs. lbs. lbs. lbs. pit pit Capacity = 730 plf #-ft. #-ft. psf plf plf lbs. ft. #-ft. #-ft. #-ft. #-ft. #-ft. lbs. lbs. lbs. lbs. lbs. lbs. L-11 ByRat!o cac 230J.!I I~ LOVELACE ~ ENGINEERING STAUCTUAI\L !NOINIHe.AtHO $E.PVIC:e:ti MUNDAY RESIDENCE Level Name JOANNA & TREY MUNDAY Level# J23320 Lateral Line FLOOR 1 2 Direction E-W L.D. 9/13/2023 Page; WOOD SHEARWALL ANALYSIS & DESIGN Area 1 2 3 4 SEISMIC LOAD sos= 0.816 p = 1.3 Story Load 2.1 SF Factor 320 1.0 660 1.0 545 1.0 Total/2 = Seismic Load psf Load (lbs) 679 Load Type L Worst Case 1400 Load (pit) 82 1156 Length L (ft.) 25 0 Load L (lbs.) 2061 1617 lbs. Total/2 = Wind Load ADDITIONAL SEISMIC LOAD ADDITIONAL WIND LOAD Line Load (lbs.) Offset Factor Adjust. Load line Load (lbs.) Total Add. Load 0 Total Seismic Load= 2103 lbs. Total Wind Load = SHEAR Segment 1 2 L 4 8 H 7 7 H/L Ratio 1.8 0.9 Load Ratio 0.33 0.67 Load E 701 1402 Adj. Load E Load W 536 1072 Adj. Load W 383 766 Unit Shear E 175 175 Unit Shear W 96 96 Max Shear 175 PLF I USE# 1 Shear Wall OVERTURNING OTM E 4906 9812 OTMW 3752 7503 Wall Weight 16 16 Wall UDL 112 112 Unit. DL Concen. DL COL lac. DLMoment 896 3584 DL Mom. E 435 1741 DLMom.W 538 2150 Net OT E 4471 8071 Net OTW 3214 5353 UPLIFT Uplift E 1118 1009 Add. Uplift E UpliftW 804 669 Add. Uplift W Tot. Uplift E 1118 1009 Tot. Uplift W 804 669 HD# •• •• • -No HD required, by inspection •• -See Perforated/ Force-Transfer Shearwall calculation WIND LOAD Load Type R Worst Case Load (pit) 82 Length R (ft.) 14 Load R (lbs.) 1154 1608 lbs. Offset Factor Adjust. Load Total Add. Load 0 1608 lbs. Total Shear Length (ft.) 12 lbs. lbs. lbs. lbs. pit pit Capacity= 260 pit #-ft. #-ft. psf pit pit lbs. ft. #-ft. #-ft. #-ft. #-ft. #-ft. lbs. lbs. lbs. lbs. lbs. lbs. L-1 2 llvl\atlo C8C 1306,3 I~ LOVELACE ~ ENGINEERING :S.TAUCTUIIAL !NOINl!EAINO $E;S:Y'ICC:$ Shear E 2103 Segment Adj. Shear E Adjust. Shear E 2103 Shear W 1608 Adjust. Shear W 1148 Ll (ft.) 4.0 H above 4.5 ft. H opening 7 ft. H below 0 ft. Total Height 11.S ft. LI t w •<plr> lllllll OVERTURNING OTM E OTMW Wall Weight Wall UDL Uniform DL DL Moment DL Moment E DLMomentW Net OT E Net OTW 24181 18491 7 81 285 41119 19974 24671 4207 -6181 I I I I I I I b.-ft. b.-ft. psf plf plf b.-ft. b.-ft. b.-ft. b.-ft. b.-ft. MUNDAY RESIDENCE JOANNA & TREY MUNDAY J23320 Level Name Level# Lateral Line FLOOR 1 2 FORCE TRANSFER SHEAR WALL w (ft.) 3.0 V Strap Force 1 v' Strap Force 2 L2 r J l j SHEAR Net shear to segments, non-adjusted for segment ratio Segment-adjusted shear per NDS 4.3.4 adjusted for overall H/l ratio of Force-Transfer Shear Wall Net shear to segments, non-adjusted per CBC 2306.3 Adjusted sh ear value per CBC 2306.3 :11 .j :2 L2 (ft.) 8.0 140 140 175 280 v,.,._, Total Length (ft.) 15 w 77 77 96 153 Perforated Length (ft.) 12 plf I bs. pit I bs. -;TpJ;;-. --· V(bo-} UPLIFT Uplift E 280 Add. Uplift E Uplift W -412 Add. UpliftW Tot. Uplift E 280 Tot. UpliftW -412 HO# • Overall H/L Ratio 0.8 Strap Force Shear Use Use# v<plrJ I I I I I I bs. bs. bs. bs. bs. bs. • -No HD required, by inspection Direction E-W Maximum 280 175 CS16 1 L.D. 9/13/2023 Page: lbs. plf strap Shear Wall Y•VI\.. V" •VlfLl"-2} L-13 -' ' . LOVELACE ENGINEERING JOB J2332O -MUNDAY RESIDENCE SHEETNO. ________ F_-_I_ OF ______ _ CALCULATED BY _______ L_.D_._ DATE _____ _ STRUCTURAL ENGINEERING SERVICES CHECKEDBY __________ DATE _____ _ 10509 Vista Sorrento Parkway, Suite 102, Sa n Diego, CA 92121 phone 858.535.9111 • fax 858.535.1 989 • www.lovelaceeng.com SCALE _________________ _ FOUNDATION DESIGN ALLOHABLE BEARIN6 PRESSURE, q = 1500 PSF (PER DESl6N CRITERIA) CONTINUOUS PERIMETER 4 BEAi<IN6 HALL FOOTIN6S: LOCATION: MAX CONTINUOUS FOOTIN6 H 1 = MAX LOAD = 1500 PLF HIDTH REQ'D= (H1/q x 12) = 1500,<50 x 12 = 12 IN I USE: 12 11 HIDE X 12 " DEEP HITH _2_ #__±_TOP 4 BOTTOM I LOCATION, ___________________ _ H 1 = ____________________ = ___ PLF HIDTH -REQ'D= (H1 /q x 12) = = IN IUSE: II HIDE X II DEEP HITH TOP 4 BOTTOM I LOCATION: ___________________ _ H 1 = ____________________ = ___ PLF HIDTH REQ'D= (Hifq x 12) = = IN 1usE, 11 HIDE X ___ 11 DEEP HITH __ # __ TOP 4 BOTTOM I ISOLATED SPREAD FOOTIN6S: ( I-STORY CONT. FT6. POINT LOADS J MA-RK : (F-1) P= CONT. FT6. CAPACITY (MIDWALL) = 3000 LBS A,eq'd = P/q X 144= 3000koo X 144 USE: IZJ PER PAD FOOTIN6 SCHEDULE MA-RK, (F-2) P= CONT. FT6. CAPACITY (ENDWALL) A,eq'd = P/q x 144= 2259<'soo x 144 USE: IZJ PER PAD FOOTIN6 SCHEDULE MA-RK: (F-3) = 288 SQ IN = 2250 LBS = 216 SQ IN P= 18" x 18" x 12" DEEP PAD FT6. CAPACITY = 3315 LBS A,eq'd = P/q x 144= 331%00 X 144 USE: IZI PER PAD FOOTIN6 SCHEDULE = 324 SQ IN I2"x24"=2881n2 I2"xl8"=2161n2 18"xl8"=324In2 LOVELACE ENGINEERING JOB J23320 -MUNDAY RESIDENCE SHEET NO. F-2 OF ------- CALCULATEDBY _______ L_.D_. -DATE _____ _ STR U CTURAL EN GI NEER I N G SERVICES 10509 Vista Sorrento Parkway, Suite 102, San Diego, CA 92121 CHECKED BY __________ DATE _____ _ phone 858.535.91 11 • faxBSB.535.1989 • www.lovelaceeng.com SCALE _________________ _ FOUNDATION DESIGN ALLOHABLE BEARIN6 PRESSURE, q= 1500 PSF (PER DESl6N CRITERIA) CONTINUOUS PERIMETER 4 BEA'RIN6 V'IALL FOOTIN6S: LOCATION: MAX CONTINUOUS FOOTING H1= MAX LOAD = 1815 PLF HIDTH REQ'D= (H1/q x 12) = IE>•1f'soo x 12 = 15 IN I USE: 15 11 HIDE X 18 11 DEEP HITH 2 # 4 TOP 4 BOTTOM j LOCATION, -------------------- H 1 = ___________________ = ___ PLF HIDTH R EQ'D= (HI /q x 12) = = IN jUSE, II HIDE X II DEEP V'IITH TOP 4 BOTTOM I LOCATION, __________________ _ H1 = = PLF HIDTH REQ 'D= (H1/q x 12) = = IN IusE: ___ 11 HIDE x 11 DEEP HITH __ # __ TOP 4 BOTTOM I ISOLATED SPREAD FOOTIN6S: ( 2-STORY CONT. FT6. POINT LOADS) MARK: (F-4) P= CONT. F T6. CAPACITY (MIDHALL) = 5625 LBS A,oq'd = P/q X 144= Sb.21f'5oo X 144 = 540 SQ IN USE: IZI PER PAD FOOTIN6 SCHEDULE I5"x36"=540in2 MARK, (F-5) P= CONT. F T6. CAPACITY (ENDHALL) = 3281 LBS Areq'd = P/q X 144= 3.2e,.!fooo x 144 = 315 SQ IN USE: IZI PER PAD FOOTIN6 SCHEDULE MARK, (F-6) I5"x2I "=3 I5 in2 P= 18" x 18 " x 18" DEEP PAD FT6. CAPACITY = 3315 LBS A,eq'd = P/q X 144= 3311(50 X 144 = 324 SQ IN USE: IZI PER PAD FOOTIN6 SCHEDULE I8"xl8"=324ln2 LOVELACE ENGINEERING STRUCTURAL ENGINEERING SERVICES STRUCTURAL CALCULATIONS DATE: PROJECT: DESIGNER: JOB: AUGUST 15, 2023 MUNDAY RESIDENCE 2087 WESTWOOD DRIVE CARLSBAD, CA 92008 A DESIGN ALISA EICHELBERGER ALISA@ADESIG N-SHOP.COM CARLSBAD, CA ]23320 o. C 397~ CBR2023-4083 if:CA\.: 2087 WESTWOOD DR MUNDAY; NEW 236 SQ FT ADDITION/ REMODEL KITCHEN AND NEW MUD ROOM 858.535.91 10509 Vista S1 1671800700 8/28/2023 CBR2023-4083 LOVELACE ENGINEERING STRUCTURAL ENGINEERING SERVICES 10509 Vista Sorrento Parkway, Suite 102, San Diego, CA 92121 Joa J23320 -MUNDAY RESIDENCE SHEET NO. _________ T_C_-_I OF------- CALCULATED BY _______ L_.D_._ DATE _____ _ CHECKEDBY __________ DATE _____ _ phone 858.535.9111 • fax 858.535.1989 • www.lovelaceeng.com SCALE __________________ _ TABLE OF CONTENTS SUBJECT SHEET DESIGN CRITERIA ...................................................................................................................................................... DC-I DESIGN LOADS ........................................................................................................................................................... DL-1 VERTICAL ANALYSIS/DESIGN .............................................................................................................................. V-1/6 LATERAL ANALYSIS/DESIGN ............................................................................................................................... L-1/13 FOUNDATIONS/ RETAINING HALLS ................................................................................................................... F-1/2 STRUCTURAL NOTES/ SCHEDULES/ DETAILS (WHERE APPLICABLE) ............................................ . TOTAL LOVELACE ENGINEERING Jos J23320 -MUNDAY RESIDENCE SHEET NO. DC-I OF ------- CALCULATEDBY _______ L._D_._ DATE _____ _ STRUCTURAL ENGINEERING SERVICES CHECKEDBY __________ DATE _____ _ 10509 Vista Sorrento Parkway, Suite 102, San Diego, CA 92121 phone 858.535.9111 • fax 858.535.1989 • www.lovelaceeng.com SCALE _________________ _ DESIGN CRITERIA GOVERNING CODE: CBC 2022 CONCRETE: ACI 318-1 9 f'e,=2500 psl, NO SPECIAL INSPECTION REQ'D. (U.N.O.) MASONRY: TMS 402-16 / ACI 530-13 MEDIUM HEIGHT, ASTM CCIO, F'm= 1500 psi, SPECIAL INSP. REQ'D MORTA'R: ASTM C210, f 'e,=I800 psl, TYPES eROUT: ASTM C416, f'e,=2000 psi 'REINFORCING STEEL, ASTM A6I5, F~= 40ksi FOR# 4 AND SMALLER AS TM Ab 15, F~ = bOksi FOR # 5 AND LARGER (U.N.O.) STRUCTURAL STEEL: AISC 360-16, 15TH EDITION ASTM A512, F~= 50 ksl (STEEL SHAPES) U.N.O . ASTM A500, GRADE B, F~= 46ksi (STRUCTURAL TUBE) ASTM A53, GRADE B, F~= 35ksl (STRUCTURAL PIPE) ASTM A36, F~= 36 ksi (PLATES) BOLTING: A301, SINGLE PLATE SHEAR CONN. WELDING: Y'IOOD: GLULAMS: SOIL: A325-N, A490-N Hl6H STRENGTH, SIN6LE PLATE SHEAR CONN. ElOXX SERIES-TYP., ECfO SERIES FOR A6I5 6RADE 60 REBAR SHOP WELDING TO BE DONE IN AN APPROVED FABRICATOR'S SHOP FIELD WELDING TO HAVE CONTINUOUS SPECIAL INSPECTION. NDS-I8 DOUGLAS FIR LARCH 24F-V4 FOR SIMPLE SPAN CONDITIONS 24F-V8 FOR CANTILEVER CONDITION ALLOWABLE BEARING PRESSURE ACTIVE SOIL PRESSURE =1500 = AT-REST SOIL PRESSURE (RESTRAINED) = __ _ PASSIVE SOIL PRESSURE = __ _ LATERAL EARTHQUAKE PRESSURE = __ _ COEFFICIENT OF FRICTION = 181 EXISTIN6 NATURAL SOIL PER CBC TABLE 18062 SOILS REPORT BY, PROJECT NUMBER, DATED, psF pd pd pd pd LOVELACE ENGINEERING Jos J23320 -MUNDAY RESIDENCE SHEET NO. DL-1 OF ------ CALCULATED BY _______ L_.D_._ DATE _____ _ STRUCTURAL ENGINEERING SERVICES CHECKED BY __________ DATE _____ _ 10509 Vista Sorrento Parkway, Suite 102, San Diego, CA 92121 phone858.535.9111 • fax 858.535.1989 • www.lovelaceeng.com SCALE _________________ _ DESIGN LOADS ROOF DEAD LOAD: ROOFING (COMP.SHINGLES) ............................. . SHEATHIN6 ................................................ . RAFTER/CEILING JOISTS OR TRUSSES ...................... . INSULATION ................................................ . DRYHALL ................................................. . OTHER (ELEC., MECH., MISC.) ............................... . TOTAL DEAD L OAD: LIVE LOAD: (ROOF USE PER IBC TABLE 1601.1) TOTAL LOAD: FLOOR DEAD LOAD: FLOORING ( CARPET 4 PAD ) ............................ . DEX-0-TEX ............................................... . SHEATHING ................................................ . JOISTS .................................................... . DRYHALL /STUCCO ....................................... . OTHER (ELEC., MECH., MISC.) .............................. . TOT AL DEAD LOAD: LIVE LOAD: (RESIDENTIAL USE PER IBC TABLE 1601.1) TOTAL LOAD, EXTERIOR WALL STUDS ..................................................... . DRYHALL ................................................. . INSULATION ................................................ . EXTERIOR FINISH (STUCCO) .............................. . OTHER (MI SC.) ............................................ . TOTAL LOAD: INTERIOR WALL STUDS ..................................................... . DRYHALL ................................................. . OTHER (MISC.) ............................................ . TOTAL LOAD: 4.0 psf 1.5 3.5 1.5 2.5 1.0 14.0 psf 20.0 f2SF 34.0psf 5.0 psf .0 2.0 3.5 2.5 2.0 15.0 psf 40.0 f2SF 55.0 psf I.Opsf 2.5 1.5 10.0 1.0 16.0 psf 1.0 psf 5.0 1.0 1.0 psf + SOLA'R 4.0 18.0 psf 20.0 f2SF 38.0psf DECK/OTHER 2.5 psf 2.5 2.0 3.5 10.0 4.5 25.0 psf 60.0 f2SF 85.0psf LOVELACE ENGINEERING STRUCTURAL ENGINEERING SERVICES 10509 Vista Sorrento Parkway, Suite 102, Sa n Diego, CA 92121 V-1 Jos --123320 -MUNDAY RESIDENCE SHEET NO. V -I OF ------- CALCULATED BY ________ L_.D_._ DATE _____ _ CHECKEDBY __________ DATE _____ _ phone 858.535.9111 • fax 858.535.1989 • www.lovelaceeng.com SCALE __________________ _ VERTICAL ANALYSIS/ DESIGN LEVEL, -ROOF MEMBE-R.S: -R.AFTE-R.S 4 HEADE-RS ISEE CODE CHECK CALCULATIONS THAT FOLLOH! MARK: RR-I SPAN= 14 FT. eRID LINE: ~ FULL SPAN UNIFORM LOAD WI D= (18 12sf)*(4'/2) -36 D (plf) L = (20 12sf)*(4'/2) = 40 Lr, L W2 D= D (plf) L = Lr L V'13 D= D (plf) L = Lr L Pl D= D Maximum Reae,tfons (lbs) (lbs) L= Lr L D Lr L P2 D= D 'RI~ Z/0 I;~~ I (lbs) L= I USE: L 'Rt-= 210 2 X 10 @ 24" 0.C. 0-R. I i<m MA'RK: RH-I SPAN= 6 FT. eRID LINE: I 12J FULL SPAN UNIFORM LOAD WI D= (18 r;2sf)*((l4'/2)+2') -162 D (plf) L = (20 12sf)*((l4'!2)+2') -180 Lr, L W2 D= D (plf) L= Lr L H3 D= D (plf) L = Lr L Pl D= D Max imum Reactions (lbs) (lbsJ L= = Lr L D Lr L P2 D= : :~ ;~~ I ;:1 (lbsJ L= I USE: 4x6 OR I-Rm MARK: RH-2 SPAN= 3 FT. GRID LINE: 2 ~ FULL SPAN UNIFORM LOAD WI D= (18 12sf)*((l4'/2)+2') -162 D (plf) L = (20 12sf)*((l4'/2)+2') = 180 Lr, L W2 D= (18 12sf )*(24'/2) = 216 D (plfJ L= (20 12sf)*(24'/2) = 240 Lr, L H3 D= D (plf) L = Lr L Pl D= D Maximum 'Reae,tlons (lbs) (lbs) L= Lr L D Lr L P2 D = = D ~~ 510 =~~ (lbsJ L= L 510 I USE: 4x6 OR I Project Title: --~ Lovelace Engineering, Inc. Engineer: MUNDAY RESIDENCE L.D. V-2 ... 10509 Vista Sorrento Pkwy Suite 102 San Diego, CA 92121 Wood Beam UC#: KW-06013959, Build:20.23.05.25 DESCRIPTION: RR-1 CODE REFERENCES Calculations per NOS 2018, IBC 2021, ASCE 7-16 Load Combination Set : IBC 2021 Material Properties Analysis Method : Allowable Stress Design Load Combination : IBC 2021 Wood Species Wood Grade Douglas Fir-Larch No.2 Project ID: Project Descr: Lovelace Engineering, Inc. Fb + Fb - Fe -Prll Fe -Perp Fv Ft Beam Bracing Beam is Fully Braced against lateral-torsional buckling D 0.036 Lr 0.04 £ 2x10 Span; 14.0 ft J23320 900 psi 900 psi 1350 psi 625 psi 180 psi 575 psi Project File: J23320 -VERTICAL.ec6 (c) ENERCALC INC 1983-2023 E : Modulus of Elasticity Eb end-xx 1600 ksi Eminbend -xx 580ksi Density 31.21 pcf Repetitive Member Stress Increase 1 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.0180, Lr = 0.020 ksf, Tributary Width= 2.0 ft, (ROOF) D_ESIGN.Sl.!MMl:!BY_ . Design OK Maximum Bending Stress Ratio = 0.763: 1 Maximum Shear Stress Ratio = 0.237 : 1 Section used for this span 2x10 Section used for this span 2x10 fb: Actual = 1,085.90 psi fv: Actual = 53.24 psi F'b = 1,423.13psi F'v = 225.00 psi Load Combination +D+Lr Load Combination +D+Lr Location of maximum on span 7.000ft Location of maximum on span = 13.234 ft Span# where maximum occurs = Span# 1 Span# where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.220 in Ratio= 764 >=360 Span: 1 : Lr Only Max Upward Transient Deflection O in Ratio= 0 <360 n/a Max Downward Total Deflection 0.434 in Ratio= 387 >=240 Span: 1 : +D+Lr Max Upward Total Deflection O in Ratio= 0 <240 n/a •••••• ••➔••··-···-· Maximum Forces & Stresses for Load Combinations Load Combination Segment Length V CD CM Ct CLx CE Cfu C. Cr M fb F'b V fv F'v I DOnly 0.0 0.00 0.0 0.0 Length = 14.0 ft 0.523 0.162 0.90 1.00 1.00 1.00 1.100 1.00 1.00 1.15 0.96 536. 1 1,024.7 0.24 26.3 162.0 +D+Lr 1.00 1.00 1.00 1.100 1.00 1.00 1.15 0.0 0.00 0.0 0.0 Length = 14.0 ft 0.763 0.237 1.25 1.00 1.00 1.00 1.100 1.00 1.00 1.15 1.94 1,085.9 1,423.1 0.49 53.2 225.0 +D+0.750Lr 1.00 1.00 1.00 1.100 1.00 1.00 1.15 0.0 0.00 0.0 0.0 Length= 14.0 ft 1 0.666 0.207 1.25 1.00 1.00 1.00 1.100 1.00 1.00 1.15 1.69 948.5 1,423.1 0.43 46.5 225.0 +0.60D 1.00 1.00 1.00 1.100 1.00 1.00 1.15 0.0 0.00 0.0 0.0 Length= 14.0 ft 0.177 0.055 1.60 1.00 1.00 1.00 1.100 1.00 1.00 1.15 0.57 321.7 1,821.6 0.15 15.8 288.0 Wood Beam UC#: KW-06013959, Build:20.23.05.25 DESCRIPTION: RR-1 Vertical Reactions Load Combination Max Upward from all Load Conditions Max Upward from Load Combinations Max Upward from Load Cases DOnly +D+Lr +D+0.750Lr +0.60D Lr Only Project Title: Engineer: Project ID: Project Descr: Lovelace Engineering, Inc. MUNDAY RESIDENCE L.D. J23320 V-3 Project File: J23320 -VERTICAL.ec6 (c) ENERCALC INC 1983-2023 Support notation : Far left is #1 Values in KIPS Support 1 Support 2 0.553 0.553 0.553 0.553 0.280 0.280 0.273 0.273 0.553 0.553 0.483 0.483 0.164 0.164 0.280 0.280 -· ~ Lovelace Engineering, Inc. 4-10509 Vista Sorrento Pkwy Suite 102 San Diego, CA 92121 I Multiple Simple Beam UC#: KW-06013959, Build:20.23.05.25 Description : ROOF HEADERS Wood Beam Design: RH-1 BEAM Size : 4x6, Sawn, Fully Unbraced Project Title: Engineer: Project ID: Project Descr: Lovelace Engineering, Inc. MUNDAY RESIDENCE L.D. J23320 V-4 Project File: J23320 -VERTICAL.ec6 (c) ENERCALC INC 1983-2023 Calculations per NOS 2018, IBC 2021, ASCE 7-16 Using Allowable Stress Design with IBC 2021 Load Combinations, Major Axis Bending Wood Species : Douglas Fir-Larch Wood Grade : No.2 Fb-Tension Fb -Compr 900 psi Fe -Prtl 1350 psi Fv 180 psi Ebend-xx 1600 ksi 580 ksi Density 31 .21 pcf 900 psi Fe -Perp 625 psi Ft 575 psi Eminbend -xx Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.1620, Lr = 0.180 k/ft, Trib= 1.0 ft Design Summary Max fb/Fb Ratio = fb : Actual : 0.730; 1 1,059.36 psi at 1,452.09 psi +D+Lr 3.000 ft in Span# 1 Fb : Allowable : Load Comb : Max fv/FvRatio = fv : Actual : Fv : Allowable : Load Comb : Max Reactions (k) Left Support Right Support 0.307: 1 69.05 psi at 225.00 psi +D+Lr .Q l.r L. 0.50 0.54 0.50 0.54 Wood Beam Design : RH-2 5.560 ft in Span# 1 'l:l.. E BEAM Size : 4x6, Sawn, Fully Unbraced ----------· _:¥::~:: 7:;;:.-r ~-:.,~-: .. :: :::.-~~:---_A4~",►~•1 =d:;~~~-: -~=:•-:-;.-'y_~~.;;~i-:~ :.;:.: ti -"'! ~,-• ' ., , • .J ~ ~.:--~ • Max Deflections Transient Downward Ratio 4x6 6.0 ft 0.068in 1059 LC: Lr Only Transient Upward 0.000 in Ratio 9999 LC: Total Downward Ratio Total Upward Ratio 0.131 in 550 LC: +D+Lr 0.000 in 9999 LC: Calculations per NOS 2018, IBC 2021, ASCE 7-16 Using Allowable Stress Design with IBC 2021 Load Combinations, Major Axis Bending Wood Species : Douglas Fir-Larch Wood Grade : No.2 Fb -Tension Fb-Compr 900 psi Fe -Prll 1350 psi Fv 180 psi Ebend-xx 1600 ksi 580 ksi Density 31.21 pcf 900 psi Fe -Perp 625 psi Ft 575 psi Eminbend -xx Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.1620, Lr= 0.180 k/ft, Trib= 1.0 ft Unif Load: D = 0.2160, Lr = 0.240 k/ft, Trib= 1.0 ft Design Summary Max fb/Fb Ratio = fb : Actual : Fb : Allowable : 0.421 • 1 613.70 psf at 1,457.04 psi +D+Lr 1.500 ft in Span # 1 Load Comb : Max fv/FvRatio = fv : Actual : Fv : Allowable : Load Comb : Max Reactions (k) Left Support Right Support 0.292: 1 65.63 psi at 225.00 psi +D+Lr Q l.r L. 0.57 0.63 0.57 0.63 2.550 ft in Span# 1 'l:l.. E ti ---== ·:;. _'; .:. .. ~---. --':. -::-:. ·_---,<}·;..-~: ·-~""'="~--~·-·---:-··--:·. ~-~-7-... _ .j; ,. . . -. 3.0 ft Max eflections Transient Downward 0.010in 3632 Ratio Transient Upward Ratio LC: Lr Only 0.000in 9999 LC: Total Downward Ratio Total Upward Ratio 0.019 in 1901 LC: +D+Lr 0.000 in 9999 LC: V-5 f,,. : LOVELACE ENGINEERING Jos J23320 -MUNDAY RESIDENCE SHEET NO. __________ OF ______ _ CALCULATEDBY ________ L_.D_._ DATE _____ _ STRUCTURAL ENGINEERING SERVICES CHECKEDBY __________ DATE _____ _ 70509 Vista Sorrent o Parkway, Suite 702, San Diego, CA 92721 phone 858.535.9111 • fax 858.535.1989 • www.lovelaceeng.com SCALE __________________ _ LEVEL : FLOOR MEMBERS: HEADERS a BEAMS ISEE GODE GHEGK CALCULATIONS THAT FOLLOHI MARK: FH-1 SPAN= 8 FT. eRID LINE: ~ FULL SPAN UNIFORM LOAD HI D= (18 12sF )*(34 '/2) = 306 D (plf) L = (20 12sf)*(34'/2) = 340 Lr, L H2D= (15 12sF)*(2'/2) 15 = D t t (plf) L = (40 12sF)*(2'/2) = Lr, 40 L H3D= (16 12sf)*(C!') = 144 D (plf) L = = Lr I. I L " " Pl D= = D Maximum Reac.tlons (lbs) (lbs) L = = Lr L D Lr L P2 D= = D i<t= 18C!O 1360 160 (lbs) L = Ir L 'R,-= 18C!O 1360 160 I USE: 4 X 12 OR I -Rm= MAi<K: FB-1 SPAN= 14 FT. eRID LINE: B ~ FULL SPAN UNIFORM LOAD HI D= (1 8 12sF)*(4'/2) = 36 D (plf) L = (20 12sF)*(4'/2) = 40 Lr, L H2D= (15 f2SF)*(14'/2) 105 = D t t (plf) L = (40 f2SF)*(l4'/2) = Lr, 280 L H3D= (16 12sf)*(l2') = IC!2 D (plf) L = = Lr L I I. " ~ Pl D= = D Maximum Reac.tlons (lbs) (lbs) L= = Lr L D Lr L P2 D= = D R1= 2460 280 IC!60 (lbs) L= 1,,. L i<r= 2460 280 IC!60 I USE: ~II~ I~" E5L OR I --Rm= MARK, SPAN= FT. cSRID LINE: 0 FULL SPAN UNIFORM LOAD HI D= = D (plf) L = = Lr L H2D= = D t t (plf) L = = Lr L H3D= = D (plf) L = = Lr L I. I. " " Pl D = = D Maximum i<eac.tlons (lbs) (lbs) L= = Lr L D Lr L P2 D = = D ~ (lbs) L = 1,,. L I USE: OR I ,;;J1t ~ Lovelace Engineering, Inc. 4-10509 Vista Sorrento Pkwy Suite 102 San Diego, CA 92121 I Multiple Simple Beam UC#: KW-06013959, Build:20.23.05.25 Description : FLOOR HEADERS & BEAMS Wood Beam Design : FH-1 BEAM Size : 4x12, Sawn, Fully Unbraced Project Title: Engineer: Project ID: Project Descr: Lovelace Engineering, Inc. MUNDAY RESIDENCE L.D. J23320 V-6 Project File: J23320 -VERTICAL.ec6 (c) ENERCALC INC 1983-2023 Calculations per NDS 2018, IBC 2021, ASCE 7-16 Using Allowable Stress Design with IBC 2018 Load Combinations, Major Axis Bending Wood Species : Douglas Fir-Larch Wood Grade : No.1 Fb -Tension Fb -Compr 1,000.0 psi Fe -Prll 1,500.0 psi Fv 180.0 psi Ebend-xx 1,700.0 ksi 620.0 ksi Density 31 .210 pcf 1,000.0 psi Fe -Perp 625.0 psi Ft 675.0 psi Eminbend -xx Applied Loads Beam self weight calculated and added to loads Unit Load: D = 0.3060, Lr= 0.340 k/ft, Trib= 1.0 ft Unif Load: D = 0.0150, L = 0.040 k/ft, Trib= 1.0 ft Unit Load: D = 0.1440 k/ft, Trib= 1.0 ft Design Summary Max fb/Fb Ratio = fb : Actual : 0.787 • 1 1,057.85 psf at 1,344.01 psi +D+Lr 4.000 ft in Span # 1 Fb : Allowable : Load Comb : Max fv/FvRatio = fv: Actual : Fv : Allowable : Load Comb : Max Reactions (k) Left Support Right Support 0.422: 1 95.04 psi at 225.00 psi +D+Lr Q lJ: 1.89 1.36 1.89 1.36 L 0.16 0.16 Wood Beam Design: FB-1 0.000 ft in Span# 1 s. E jj BEAM Size : 5.25x11.25, Parallam PSL, Fully Unbraced ,S' t."' ~ i~"" • • :, e ~ ":. -------------------------~-::~::~-----, .. -~, ~ ~~; .... ~,:-:,;--~~=-7-~--;·~:--:.~-~~-::-:;=-.,.~,;--: .-~ .. , .. -.,·.,-: '".;,-/-:L :-::-~.--.:·:-":':,-,>~:_--~~ .,~,~~, .• :~ 8.0ft ax Deflections Transient Downward 0.045 in 2151 Ratio Transient Upward Ratio LC: Lr Only 0.000in 9999 LC: Total Downward Ratio Total Upward Ratio 0.107 in 899 LC: +D+Lr 0.000 in 9999 LC: Calculations per NDS 2018, IBC 2021, ASCE 7-16 Using Allowable Stress Design with IBC 2018 Load Combinations, Major Axis Bending Wood Species : iLevel Truss Joist Wood Grade : Parallam PSL 2.0E Fb -Tension Fb -Compr 2,900.0 psi Fe -Prll 2,900.0 psi Fv 290.0 psi Ebend-xx 2,000.0 ksi Density 45.070 pct 2,900.0 psi Fe -Perp 750.0 psi Ft 2,025.0 psi Eminbend -xx 1,016.54 ksi Applied Loads Beam self weight calculated and added to loads Unit Load: D = 0.0360, Lr= 0.040 k/ft, Trib= 1.0 ft Unit Load: D = 0.1050, L = 0.280 k/ft, Trib= 1.0 ft Unit Load: D = 0.1920 k/ft, Trib= 1.0 ft Design Summary 0.586: 1 Max fb/Fb Ratio = fb : Actual : Fb : Allowable : 1,676.48 psi at 7.000 ft in Span# 1 2,861 .01 psi Load Comb : Max fv/FvRatio = fv : Actual : Fv : Allowable : Load Comb : Max Reactions (k) Left Sup port Right Support +D+L 0.336: 1 97.30 psi at 13.067 ft in Span# 1 290.00 psi +D+L Q lJ: 2.46 0.28 2.46 0.28 L 1.96 1.96 s. Y:i.. E jj Max Deflections Transient Downward 0.195 in 860 Ratio Transient Upward Ratio LC: L Only 0.000in 9999 LC: Total Downward Ratio Total Upward Ratio 0.440 in 381 LC: +D+L 0.000 in 9999 LC: ~ LOVELACE MUNDAY RESIDENCE ENGINEERING JOANNA & TREY MUNDAY CTRUCTUDAL 5NOI MSfiAINO IEAV cc■ J23320 SEISMIC WEIGHT Level 2 ROOF Typical Plate Ht. (ft.) Element Type Dead Load (psf) Area (sf) Diaphragm ROOF 18 1150 Diaphragm Diaphragm Dead Load (psf) Length (ft.) Wall EXTERIOR 16 125 Wall INTERIOR 7 95 Wall Dead Load (lbs.) Misc./ Concentrated Total Weight (lbs.) 44685 Seismic Weight (lbs.) Level 1 FLOOR Typical Plate Ht. (ft.) Element Type Dead Load (psf) Area (sf) Diaphragm FLOOR 20 960 Diaphragm ROOF 18 1200 Diaphragm Dead Load (psf) Length (ft.) Wall EXTERIOR 16 225 Wall INTERIOR 7 130 Wall Dead Load (lbs.) Misc./ Concentrated Total 81390 Seismic Weight 9 Weight 20700 0 0 Weight 18000 5985 0 Weight 0 32692.S 9 Weight 19200 21600 0 Weight 32400 8190 0 Weight 0 73087.5 L-1 l.D. 8/15/2023 Page: ASCE. AMffilCAN SOCIETY OF Clli'IL ENGINEffiS Address: 2087 Westwood Dr Carlsbad, California 92008 Wind Results: Wind Speed 10-year MRI 25-year MRI 50-year MRI 100-year MRI Data Source: Date Accessed: L-2 ASCE 7 Hazards Report Standard: ASCE/SEI 7-16 Risk Category: II Soil Class: D -Default (see Section 11.4.3) 96 Vmph 66 Vmph 72 Vmph 77 Vmph 82 Vmph Latitude: 33 .16823 Longitude: -117.329546 Elevation: 217.34766516706733 ft (NAVO 88) ASCE/SEI 7-16, Fig . 26.5-1B and Figs. CC.2-1-CC.2-4, and Section 26.5.2 Thu Jun 15 2023 Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear interpolation between contours. Wind speeds are interpolated in accordance with the 7-16 Standard. Wind speeds correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability = 0.00143, MRI= 700 years). Site is not in a hurricane-prone region as defined in ASCE/SEI 7-16 Section 26.2. https :/ /a see 7haza rdtool .online/ Page 1 of 3 Thu Jun 15 2023 ASCE. AME!IICAN SOC!ElY OF CML ENGINEERS Seismic Site Soil Class: Results: D -Default (see Section 11.4.3) 1.02 So1 0.372 TL : 1.2 PGA: N/A PGAM: 1.224 F PGA N/A 8 0.447 0.536 1.2 N/A le SM1 1 Sos 0.816 Cv : 1.304 Ground motion hazard analysis may be required. See ASCE/SEI 7-16 Section 11 .4.8. Data Accessed: Thu Jun 15 2023 Date Source: USGS Seismic Design Maps https :/ /a see 7hazardtool.online/ Page 2 of 3 L-3 Thu Jun 15 2023 L-4 ASCE. AMERICAN SOCIElY Of CML ENGINEERS The ASCE 7 Hazard Tool is provided for your convenience, for informational purposes only, and is provided "as is" and without warranties of any kind. The location data included herein has been obtained from information developed, produced, and maintained by third party providers; or has been extrapolated from maps incorporated in the ASCE 7 standard. While ASCE has made every effort to use data obtained from reliable sources or methodologies, ASCE does not make any representations or warranties as to the accuracy, completeness, reliability, currency, or quality of any data provided herein. Any third-party links provided by this Tool should not be construed as an endorsement, affiliation, relationship, or sponsorship of such third-party content by or from ASCE. ASCE does not intend, nor should anyone interpret, the results provided by this Tool to replace the sound judgment of a competent professional, having knowledge and experience in the appropriate field(s) of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the contents of this Tool or the ASCE 7 standard. In using this Tool, you expressly assume all risks associated with your use. Under no circumstances shall ASCE or its officers, directors, employees, members, affiliates, or agents be liable to you or any other person for any direct, indirect, special, incidental, or consequential damages arising from or related to your use of, or reliance on, the Tool or any information obtained therein. To the fullest extent permitted by law, you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data provided by the ASCE 7 Hazard Tool. https://asce 7hazardtool .online/ Page 3 of 3 Thu Jun 15 2023 -~ LOVELACE ~ ENGINEERING 1-fWUt:IUNAL l:NUlll .t:t:.NINO 1,~WVl<.:~11 MUNDAY RESIDENCE JOANNA & TREY MUNDAY J23320 SEISMIC BASE SHEAR Level 2 1 Period Calculation Overall Ht. System 23 All Other Systems Ts= Ta = Cth; Ta = TL = Base Shear System R Wood Shear Walls 6.5 Site Class: CO SOS=~ 5D1 = 0.478 s1 = 1 o.372 Fx = c 11X v ht. (ft.) 13 10 23 ft. wx(lbs.) 32692.5 73087.5 Vertical Distribution hx 23 10 Ct X 0.02 0.75 0.586 s 0.210 s 8 s Omega Cd 2.5 Cs = W= V= k 1 1 1 4.5 1.0 0.126 105.78 k 13.28 k Total Base Shear wx*hx"k Cvx 751927.5 0.507098889 730875 0.492901111 1482802.5 L.D. 8/15/2023 Page: per ASCE 7, Fig. 22-14 per ASCE 712.8.1.1 Fx k 6.7 k 6.5 k Ta= Crhnx Ta= 0.2 10 fV = 1.928 FROM TABLES & LINEAR SM1 = S1 * fV T SD1/ s = SDs SM1 = 0.717 Ts= 0.586 SD1 = C2h)SM1 l.STs = 0.878941 SD1 = 0.478 :. Per exception 2 of ASCE 7 -16 section 11.4.8 Ta < l.STs so C5 from equation 12.8 -2 can be used and does not need to be factored. INTERPOLATION L-5 t~ LOVELACE PROJECT : MUNDAY RESIDENCE v....; ENGINEERING CLIENT : JOANNA & TREY MUNDAY "'"'""' ,,., •• .,."' ""'"" JOB NO.: J23320 DATE : 06/16/23 Wind Anal sis for Low-rise Buildin , Based on 2018 IBC/ASCE 7-16 INPUT DATA Exposure category (B, c or D, ASCE 7-16 26.7.3) Importance factor (ASCE 7-16 Table 1.5-2) Basic wind speed (ASCE 7-16 26.5.1 or 2018 IBC) Topographic factor (ASCE 7-1 6 26.8 & Table 26.8-1) Building height to eave Building height to ridge Building length Building width, including overhangs Overhang sloped width lw = V = Kz1 = he= hr = L B = C 1.00 96 for all Category mph, (154.50 kph) Flat ft, (6.10 m) ft, (7.92 m) ft, (10.36 m) ft, (9.14 m) ft, (0.46 m) PAGE : DESIGN BY : L.D. REVIEW BY : Effective area of components (or Solar Panel area) Oh = A = 20 26 34 30 1.5 12 tf, <== Overhang? (Yes or No) No ( 1.12 m2) DESIGN SUMMARY Max horizontal force normal to building length, L, face Max horizontal force normal to building length, B, face Max total horizontal torsional load 12.46 kips, (55 kN), SD level (LRFD level), Typ. 11.04 kips, (49 kN) Max total u ward force ANALYSIS Velocity pressure qh = 0.00256 Kz Kzt Kd K. V2 55.9517 ft-kips, (76 kN-m) 17.55 ki s 78 kN 18.53 psf where: qh = velocity pressure at mean roof height, h. (Eq. 26.10-1 page 268) K, = velocity pressure exposure coefficient evaluated at height, h, (Tab. 26.10-1. pg 268) K,t = wind directionality factor. (Tab. 26.6-1 , for building, page 266) h = mean roof height 0.92 0.85 23.00 ft L-6 K. = ground elevation factor. (1.0 per Sec. 26.9, page 268) < 60 ft, [Satisfactory] ~ ___ <_M_i_n~L~, B), [Satisfactory] (ASCE 7-16 26.2.1) (ASCE 7-16 26.2.2) Design pressures for MWFRS p = qh [(G Cpr )-(G cpl )] where: p = pressure in appropriate zone. (Eq. 28.3-1 , page 311 ). Pmin = 16 psf (ASCE 7-16 28.3.4) G Cp, = product of gust effect factor and ex1ernal pressure coefficient, see table below. (Fig. 28.3-1, page 312 & 313) G Cp 1 = product of gust effect factor and internal pressure coefficient.(Tab. 26.13-1, Enclosed Building, page 271) 0.18 or -0.18 a= width of edge strips, Fig 28.3-1, page 312, MAX[ MIN(0.1 B, 0.1 L, 0.4h), MIN(0.04B, 0.04L), 3] = 3.00 ft Net Pressures (psf), Basic Load Cases Net Pressures (psf), Torsional Load Cases Roof anole 0 = 21.80 Roof angle 9 = 0.00 Roof anole 9 = 21.80 Surface Net Pressure with Net Pressure with G Cpt (+GCp ;) (-GCp ;) G Cpr (+GCp 1) (-GCP i) Surface Net Pressure with G Cpr (+GCp 1) (-GCp 1) 1 0.54 6.59 13.26 -0.45 -11 .67 -5.00 1T 0.54 1.65 3.31 2 -0.53 -13.12 -6.45 -0.69 -16.12 -9.45 2T -0.53 -3.28 -1.61 3 -0.47 -12.06 -5.39 -0.37 -10.19 -3.52 3T -0.47 -3.02 -1.35 4 -0.42 -11 .10 -4.43 -0.45 -11 .67 -5.00 4T -0.42 -2.78 -1 .11 5 0.40 4.08 10.75 Roof angle e = 0.00 6 -0.29 -8.71 -2.04 1E 0.78 11 .12 17.79 -0.48 -12.23 -5.56 Surface Net Pressure with G Cp r (+GCp 1) (-GCP i) 2E -0.83 -18.69 -12.02 -1.07 -23.16 -16.49 ST 0.40 1.02 2.69 3E -0.66 -15.59 -8.92 -0.53 -13.16 -6.49 6T -0.29 -2.18 -0.51 4E -0.61 -14.66 -7.99 -0.48 -12.23 -5.56 SE 0.61 7.97 14.64 6E -0.43 -11.30 -4.63 Load Case A (Transverse) Load Case B (Longitudinal) Load Case A (Transverse) Load Case B (Long itudinal) ---------------~~~"Q.Llo.Qd .. CaJ.es Basic Load Ca_s_~ L-7 Basic Load Case A (Transverse Direction) Basic Load Case B (Lonciitudinal Direction) Area Pressure (kl with Area Pressure (kl with Surface (fl') (+GCpi) (-GCpi) Surface (ft') (+GCp 1) (-GCp1) 1 560 3.69 7.42 Povemang = -12.97 psf 2 452 -7.29 -4.27 2 452 -5.93 -2.92 (ASCE 7-16 28.3.3) 3 452 -4.61 -1.59 3 452 -5.46 -2.44 5 566 2.31 6.09 4 560 -6.22 -2.48 6 566 -4.93 -1.15 1E 120 1.33 2.14 2E 97 -2.25 -1.60 2E 97 -1.81 -1.17 3E 97 -1 .28 -0.63 3E 97 -1 .51 -0.86 SE 124 0.98 1.81 4E 120 -1 .76 -0.96 6E 124 -1.40 -0.57 L Horiz. 12.71 12.71 L Horiz. 9.62 9.62 Vert. -13.66 -6.86 Vert. -11.43 -4.30 Min. wind Horiz. 12.51 12.51 Min. wind Horiz. 11 .04 11.04 28.4.4 Vert. -16.32 -16.32 28.4.4 Vert. -16.32 -16.32 Torsional Load Case A (Transverse Direction) Torsional Load Case B (Longitudinal Direction) Area Pressure (kl with Torsion (ft-kl Area Pressure (kl with Torsion (ft-kl Surface (fl') (+GC0i) (-GCp 1) (+GCpi) (-GCPi) Surface (ft') (+GCpi) (-GCpi) (+GCpi) (-GCp1) 1 220 1.45 2.92 10 20 2 452 -7.29 -4.27 -4 -2 2 178 -2.33 -1.15 -6 -3 3 452 -4.61 -1 .59 3 1 3 178 -2.14 -0.96 6 2 5 221 0.90 2.38 5 14 4 220 -2.44 -0.98 17 7 6 221 -1.93 -0.45 11 3 1E 120 1.33 2.14 19 30 2E 97 -2.25 -1.60 13 9 2E 97 -1.81 -1.17 -9 -6 3E 97 -1.28 -0.63 -7 -4 3E 97 -1.51 -0.86 8 4 SE 124 0.98 1.81 13 24 4E 120 -1.76 -0.96 25 13 6E 124 -1.40 -0.57 19 8 1T 340 0.56 1.13 -5 -10 ST 345 0.35 0.93 -3 -7 2T 275 -0,90 -0.44 3 1 6T 345 -0.75 -0.18 -5 -1 3T 275 -0.83 -0.37 -3 -1 Total Horiz. Torsional Load, M,, 44.7 44.7 4T 340 -0.94 -0.38 -8 -3 Total Horiz. Torsional Load, M,, 56 56 Design pressures for components and cladding II'r----7'7. Je1 2n IJr ~~'!..iJ~ -----.---,-.r -,- p = qh[ (G c0) -(G c01n I r--7 I I I I I 5 I 5 I I ._ I I I I I I where: p = pressure on component. (Eq. 30.3-1, pg 334) a lo,,~" I 5 5 I to"~ 4 2 I 1 I . I I 2,I -12, 2,I -l2e a I I ,g I I I • I I ~ I Pmin = 16.00 psf (ASCE 7-16 30.2.2) I I I I I.§ I I~ I G C0 = external pressure coefficient. a I L --..c.+-l I I I I 1.,'I... ____ ...J;,...i: .6h -~-1-Jrh.-·fa, ~ see table below. (ASCE 7-16 30.3.2) Walls 0.2h .6h Je1 2n 1Jr 8= 21 .80 0 Roof 9,7' Roof 9>P Effective Zone 1 Zone 1' Zone 2 Zone 2• Zone 2n Zone 2r Area (ft2) GC• -GCp GC• -GC• GCp -GCp GCp -GCp GC• -GC, GCp -GCp Comp. 12 0.52 -1.50 ----0.52 -1.50 0.52 -2.43 0.52 -2.43 Effective Zone 3 Zone le Zone Jr Zone4 Zone 5 Area(ft2) GCp -GC• GCp -GCp GC• -GCp GCp -GCp GCp -GCp 12 --0.52 -2.43 0.52 -2.82 0.99 -1.09 0.99 -1.37 Zone 1 Zone 1' Zone 2 Zone 2e Zone 2n Zone 2r Comp. & Cladding Positive NegatJv. Positive Neaatlve Positive Negative Po1ltlve Negative Poaltlve Negative Po,Jt1'11e Negative Pressure 16.00 -31.13 16.00 -31 .13 16.00 -48.30 16.00 -48.30 ( psf) Zone l Zone le Zone 3r Zone 4 Zones Positive Negative Positive NegatJve Positive Negative Positive Negative Posltlv. Negative (The Max Pressure 16.00 -48.30 16.00 -55.54 21.61 -23.46 21 .61 -28.76 55.54 psf) L-8 ~ MUNDAY RESIDENCE L.D. LOVELACE JOANNA & TREY MUNDAY 8/15/2023 ENGINEERING J.T.I..CTUlltAL ENOIME&AlNO SIIWfCfU J23320 Page: LATERA L STORY FORCES Seismic Level Fx (lbs.) Diaphragm Area (sf) ASD Story Load (psf) 0 0.7 2 6734 1150 0.7 4.1 1 6545 2160 0.7 2.1 Wind Direction N-S 8-D Force= 11.04 k Pressure = 15.3 psf Level Ht. length area Trib. Ht. ASD diaph. Load Ridge/Parapet 6 30 180 3 0.6 plf 2 9 30 270 10.5 0.6 97 plf 1 9 30 270 9 0.6 83 plf 720 sf Direction E-W 1 -4 Force= 12.46 Pressure= 15.3 psf Level Ht. length area Trib. Ht. ASD diaph. Load Ridge/Parapet 6 34 204 3 0.6 plf 2 9 34 306 10.5 0.6 96 plf 1 9 34 306 9 0.6 82 pit 816 :sf I~ LOVELACE ~ ENGINEERING STAUCT UAAl. t NGINe EAtNO se PVICE$ MUNDAY RESIDENCE Level Name JOANNA & TREV MUNDAY Level n J23320 Lateral Line ROOF 2 1 Direction E-W L.D. 8/15/2023 Page: WOOD SHEARWALL ANALYSIS & DESIGN 11 Area l 2 3 4 SEISMIC LOAD sos = 0.816 p = 1.0 Story Load 4.1 SF Factor 1150 1.0 Total/2 = Seismic Load psf Load (lbs) "'11 Load Type L Worst Case Load (plf) 96 Length L (ft.) 34 Load L (lbs.) 3271 2357 lbs. Total/2 = Wind Load ADDITIONAL SEISMIC LOAD ADDITIONAL WIND LOAD Line Segment H H/L Ratio Load Ratio Load E Adj. Load E Load W Adj. Load W Unit Shear E Unit Shear W OTM E OTMW Wall Weight Wall UDL Unif. DL Concen. DL COL loc. DLMoment DL Mom. E DLMom. W Net OT E NetOTW Uplift E Add. Uplift E Uplift W Add. Uplift W Tot. Uplift E Tot. UpllftW HD# Load (lbs.) I Offset Factor Total Add. Load Total Seismic Load = 1 Max Shear 0 Adjust. Load 0 2357 lbs. PLF SHEAR I USE# OVERTURNING UPLIFT • -No HD required, by inspection • • -See Perforated / Force-Transfer Shearwall calculation Line Load (lbs.) Total Wind Load = 1 Shear Wall WINO LOAD Load Type R Load (plf) Length R (ft.) Load R (lbs.) 1635 lbs. Offset Factor Adjust. Load Total Add. Load 0 1635 lbs. Worst Case 96 0 Total Shear Length (ft.) 0 lbs. lbs. lbs. lbs. p/f pit Capacity = 260 plf #-ft. #-ft. psf plf plf lbs. ft. #-ft. #-ft. #-ft. #-ft. #-ft. lbs. lbs. lbs. lbs. lbs. lbs. L-9 By Ratio cac 2306 3 I~ LOVELACE ~ ENGINEERING $TAUCTUlilAl. ~NOINE!:AINO 5f'.IIVICE$ MUNDAY RESIDENCE Level Name JOANNA & TREY MUNDAY Level# J23320 Lateral Line FLOOR 1 A Direction N-S L.D. 8/15/2023 Page: WOOD SHEARWALL ANALYSIS & DESIGN 11 Area 1 2 3 4 SEISMIC LOAD sos = 0.816 p = 1.0 Story Load 2.1 SF Factor 320 1.0 Total/2 = Seismic Load psf Load (lbs) "ii Load Type L Worst Case Load (plf) 83 Length L (ft.) Load L (lbs.) 0 339 lbs. Total/2 = Wind Load ADDITIONAL SEISMIC LOAD ADDITIONAL WIND LOAD Line Segment L H H/L Ratio Load Ratio Load E Adj. Load E Load W Adj. Load W Unit Shear E Unit Shear W OTM E OTMW Wall Weight Wall UDL Unif. DL Concen. DL CDL loc. DL Moment DLMom. E OLMom.W Net OT E NetOTW Uplift E Add. Uplift E Uplift W Add. Uplift W Tot. Uplift E Tot. Uplift W HD# Load (lbs.) Offset Factor Total Add. Load Total Seismic Load = 1 8 10 1.3 1.00 339 704 503 42 63 Max Shear 3394 7038 16 160 30 6080 2953 3648 441 3390 55 424 55 424 63 I Adjust. Load 0 339 lbs. PLF SHEAR I USE# OVERTURNING UPLIFT • -No HD required, by inspection •• -See Perforated/ Force-Transfer Shearwall calculation Line Load (lbs.) Total Wind Load= 1 Shear Wall WIND LOAD Load Type R Load (plf) Length R (ft.) Load R (lbs.I 704 lbs. Offset Factor Adjust. Load Total Add. Load 0 704 lbs. Worst Case 83 17 1408 Total Shear Length (ft.) 8 lbs. lbs. lbs. lbs. plf plf Capacity= 260 plf #-ft. II-ft. psf plf plf lbs. ft. II-ft. #-ft. II-ft. II-ft. II-ft. lbs. lbs. lbs. lbs. lbs. lbs. L-1 0 By Ratio C8C2306.3 II~ LOVELACE ~ ·~ ENGINEERING MUNDAY RESIDENCE Level Name JOANNA & TREY MUNDAY Level# ltTRUCTUAAl. !N<JINEf:RIJrrtQ $ERVlCC:S J23320 Lateral Line FLOOR 1 1 Direction E-W L.D. 8/15/2023 Page: WOOD SHEARWALL ANALYSIS & DESIGN Area 1 2 3 4 SEISMIC LOAD sos= 0.816 p = 1.0 Story Load 2.1 SF Factor 320 1.0 660 1.0 Total/2 = Seismic Load ADDITIONAL SEISMIC LOAD Line 1 Segment L H H/L Ratio Load Ratio Load E Adj. Load E Load W Adj. Load W Unit Shear E Unit Shear W Load (lbs.) Offset Factor 2357 1.00 Total Add. Load Total Seismic Load = 1 8 8 1.0 1.00 3396 2213 1580 425 198 Max Shear I 425 psf Load (lbs) 679 Load Type L Worst Case 1400 Load (plf) 82 0 Length L (ft.) 14 0 Load L (lbs.) 1154 1039 lbs. Total/2 = Wind Load ADDITIONAL WIND LOAD Adjust. Load Line Load (lbs.) 2357 1 1635 2357 3396 lbs. Total Wind Load= SHEAR PLF I USE# 3 Shear Wall OVERTURNING OTM E OTMW Wall Weight Wall UDL Unif. DL Concen. DL COL loc. DL Moment DL Mom. E DLMom. W Net OT E NetOTW Uplift E Add. Uplift E UpliftW Add, Uplift W Tot. Uplift E Tot. Uplift W HD# 27170 17701 16 128 105 7456 3622 4474 23549 13227 2944 1653 2944 1653 1 • -No HD required, by inspection UPLIFT •• -See Perforated/ Force-Transfer Shearwall calculation WIND LOAD Load Type R Load (plf) Length R (ft.) Load R (lbs.) 577 lbs. Offset Factor Adjust. Load 1.0 1635 Total Add. Load 1635 2213 lbs. Worst Case 82 0 Total Shear Length (ft.) 8 lbs. lbs. lbs. lbs. plf plf Capacity= 490 plf #-ft, #-ft. psf plf plf lbs. ft. #-ft. #-ft, #-ft. #-ft, #-ft. lbs. lbs. lbs. lbs. lbs. lbs. L-11 8yAaU0 CBC2306.l I~ LOVELACE ~ ENGINEERING STAUCTUAAl. ~NGINE:EAINO iESIYIC~$ MUNDAY RESIDENCE Level Name JOANNA & TREV MUNDAY Level# J23320 Lateral Line FLOOR 1 2 Direction E-W L.D. 8/15/2023 Page: WOOD SHEARWALL ANALYSIS & DESIGN Area 1 2 3 4 SEISMIC LOAD sos= 0.816 p = 1.0 Story Load 2.1 SF Factor 320 1.0 660 1.0 545 1.0 Total/2 = Seismic Load psf Load (lbs) 679 Load Type L Worst Case 1400 l oad (plf) 82 1156 Length L (ft.) 25 0 Load L (lbs.) 2061 1617 lbs. Total/2 = Wind Load ADDITIONAL SEISMIC LOAD ADDITIONAL WIND LOAD Line Load (lbs.) Offset Factor Adjust. Load Line Load (lbs.) Total Add. Load 0 Total Seismic Load= 1617 lbs. Total Wind Load = SHEAR Segment 1 2 4 8 H 7 7 H/L Ratio 1.8 0.9 Load Ratio 0.33 0.67 Load E 539 1078 Adj. Load E Load W 536 1072 Adj. Load W 383 766 Unit Shear E 135 135 Unit ShearW 96 96 Max Shear 135 PLF USE# 1 Shear Wall OVERTURNING OTM E 3774 7S48 OTMW 3752 7503 Wall Weight 16 16 Wall UDL 112 112 Unif. DL Concen.DL CDL lot. DL Moment 896 3584 DLMom. E 435 1741 DLMom. W 538 2150 Net OT E 3339 5807 NetOTW 3214 5353 UPLIFT Uplift E 835 726 Add. Uplift E Uplift W 804 669 Add. Uplift W Tot. Uplift E 835 726 Tot. Uplift W 804 669 HO# •• •• . -No HD required, by inspection .. -See Perforated/ Force-Transfer Shearwall calculation WIND LOAD Load Type R Worst Case Load (plf) 82 Length R (ft.) 14 Load R (lbs.) 1154 1608 lbs. Offset Factor Adjust. Load Total Add. Load 0 1608 lbs. Total Shear Length (ft.) 12 lbs. lbs. lbs. lbs. plf plf Capacity = 260 plf #-ft. #-ft. psf plf plf lbs. ft. #-ft. 11-ft. #-ft. #I-ft. #-ft. lbs. lbs. lbs. lbs. lbs. lbs. L-12 By Ratio CBC 2306 l I~ LOVELACE ~ ENGINEERING srRUC1'U■AL !NGINt:f!AING Sl!SllVICI!:$ Shear E Segment Adj. Shear E Adjust. Shear E ShearW Adjust. Shear W H above H opening H below Total Height i v,,.... OVERTURNING OTM E OTM W Wall Weight Wall UDL Uniform DL DLMoment DL Moment E DLMoment W Net OT E NetOTW 4.5 7 0 11.S LI 18600 18491 7 81 285 41119 19974 24671 -1373 -6181 l' I 1617 1617 1608 1148 Ll (ft.) 4.0 ft. ft. ft. ft. w •<plfJ I I I I b.-ft. b.-ft. psf pit I I I I I pit b.-ft. b.-ft. b.-ft. b.-ft. b.-ft. I MUNDAY RESIDENCE JOANNA & TREY MUNDAY J23320 Level Name Level# Lateral Line FLOOR 1 2 FORCE TRANSFER SHEAR WALL w (ft.) 3.0 V Strap Force 1 v' Strap Force 2 1' L2 I I I SHEAR Net shear to segments, non-adjusted for segment ratio Segment-adjusted shear per NOS 4.3.4 adjusted for overall H/l ratio of Force-Transfer Shear Wall Net shear to segments, non-adjusted per CBC 2306.3 Adjusted shear value per CBC 2306.3 L2 (ft.) 8.0 108 108 U S 216 V (IHJ vclloo.J Total Length (ft.) 15 w 77 77 96 153 Perforated Length (ft.) 12 plf lbs. plf lbs. Overall H/L Ratio 0.8 Strap Force Shear v<pt,, Use Use# Direction E-W Maximum 216 135 CS16 1 [JI JJ II 11 11 11 □W __ , UPLIFT Uplift E Add. Uplift E Uplift W Add. Uplift W Tot. Uplift E Tot. Uplift W HD# -92 -412 -92 -412 • I I I I I I bs. bs. bs. bs. bs. bs. • -No HD required, by inspection L.D. 8/15/2023 Page: lbs. plf strap Shear Wall V • VIL V' • Vll'LI-UJ L-13 LOVELACE ENGINEERING JOB J23320 -MUNDAY RESIDENCE SHEET NO. ________ F_-_I_ OF _____ _ CALCULATED BY _______ L_.D_._ DATE _____ _ STR UCTURAL ENGIN E E R ING S E RV I CES CHECKED BY __________ DATE _____ _ 10509 Vista Sorrento Parkway, Suite 102, San Diego, CA 92121 phone 858.535.91 11 • fax 858.535.1989 • www.lovelaceeng.com SCALE _________________ _ FOUNDATION DESIGN ALLOHABLE BEARING PRESSURE, q= 1500 PSF (PER DESIGN CRITERIA) CONTINUOUS PERIMETER 4 BEARING HALL FOOTINGS: LOCATION, MAX CONTINUOUS FOOTING H1= MAX LOAD = 1500 PLF HIDTH REQ'D= (H 1/q x 12) = i5oo,t5oo x 12 = 12 IN I USE: 12 11 HIDE X 12 11 DEEP HITH 2 # 4 TOP 4 BOTTOM I LOCATION : __________________ _ H1 = = PLF HIDTH REQ 'D= (H1 /q x 12) = = IN II HIDE X II DEEP HITH TOP 4 BOTTOM I LOCATION : --------------------H 1 = ____________________ = ___ PL F HIDTH REQ 'D = (H 1/q x 12) = = IN I usE, ___ 11 HIDE x ___ 11 DEEP HITH __ # __ ToP 4 BOTTOM I ISOLATED SPREAD FOOTINGS, ( I-STORY CONT. FTG. POINT LOADS ) MARK, (F-1) P= CONT. FTG. CAPACITY (MIDV'IALL) = 3000 LBS A req'd = P/q X 144= 3000,,(500 X 144 USE: IZI PER PAD FOOTING SCHEDULE MA-RK: (F-2) P= CONT. FTG. CAPACITY (ENDV'IALL) A req'd = P/q X 144 = 2250,t500 X 144 USE, [ZI PER PAD FOOTING SCHEDULE MARK: (F-3) = 288 SQ IN = 2250 LBS = 2 16 SQ IN P= 18" x 18" x 12 11 DEEP PAD FTG. CAPACITY = 3315 LBS Areq'd = P/q X 144 = 3315 X 144 = 324 SQ IN USE: IZI PER PAD FOOTI NG SCHEDULE 12 11x2411 =2881n2 12 "xl8 "=2 16In2 18"x l8 "=324in2 LOVELACE ENGINEERING Jos J23320 -MUNDAY RESIDENCE SHEET NO. F-2 OF ------- CALCULATEDBY _______ L_.D_._ DATE _____ _ STRUCTURAL ENGINEERING SERVICES CHECKEDBY __________ DATE _____ _ 10509 Vista Sorrento Parkway, Suite 102, San Diego, CA 92121 phone858.535.91 11 • fax858.535.1989 • www.lovelaceeng.com SCALE _________________ _ FOUNDATION DESIGN ALLOHABLE BEARING PRESSURE, q= 1500 PSF (PER DES IGN CRITERIA) CONTINUOUS PERIMETER 4 BEARING HALL FOOTINGS: LOCATION, MAX CONTINUOUS FOOTIN6 H1= MAX LOAD = 1815 PLF HIDTH REQ'D= (H1/q x 12) = 1815 X 12 = 15 IN I USE: 15 11 HIDE X 18 11 DEEP HITH _2__ # _1_ TOP 4 BOTTOM I LOCATION: ___________________ _ H 1= ____________________ = ___ PLF HIDTH REQ'D= (H1 /q x 12) = = IN IUSE: II DEEP HI TH TOP 4 BOTTOM j LOCATION: ___________________ _ H 1= ____________________ = ___ PLF HIDTH REQ'D= (H1/q x 12) = = IN jusE, ___ 11 HIDE X 11 DEEP HITH __ # __ TOP 4 BOTTOM I ISOLATED SPREAD FOOTINGS: ( 2-STORY CONT. FTG. POINT LOADS ) MARK: (F-4) P= CONT. FTG. CAPACITY (MIDHALL) = 5625 LBS A, .. q'd = p /q X 144= _5_6_12.£l5 ;;n.a.~X~l_!4~4'---_______ ___:::........:....=__ = 540 SQ IN USE, IZ) PER PAD FOOTING SCHEDULE I5"x36"=540ln2 MA-RK, (F-5) P= CONT. FTG. CAPACITY (ENDHALL) = 3281 LBS Areq'd = P/q x 144= _a_1.2~e=!.LL...!x~l4_!.4_!_ ________ ---=--:_:___-= 315 SQ IN USE: IZ) PER PAD FOOTING SCHEDULE MARK: (F-6) I5"x2I "=3I5in2 P= 18" x 18" x 18" D EEP PAD FTG. CAPACITY = 3315 LBS = 324 Areq'd = P/q X 144 = _3_3_15=~x~l_!_4 _!4 _________ =--=____:.___ SQ IN USE: IZ) PER PAD FOOTING SCHEDULE l811xl8 11 =324in2 BUILDING ENERGY ANALYSIS REPORT PROJECT: Munday Addition & Alterations 2087 Westwood Drive Carlsbad, CA 92008 Project Designer: A Design Shop 3505 Trieste Drive Carlsbad, CA 92010 760.889.8931 Report Prepared by: Darrell Hovde 1201 Coe Street Camarillo, CA 93010 805-444-5029 Job Number: 33329 Date: 8/19/2023 The EnergyPro computer program has been used to perform the calculations summarized in this compliance report. This program has approval and is authorized by the California Energy Commission for use with both the Residential and Nonresidential 2022 Building Energy Efficiency Standards. This program developed by EnergySoft, LLC -www.energysoft.com. TABLE OF CONTENTS Cover Page 1 Table of Contents 2 Form CF1 R-PRF-01-E Certificate of Compliance 3 Form RMS-1 Residential Measures Summary 15 Form MF1 R Mandatory Measures Summary 18 HVAC System Heating and Cooling Loads Summary 23 : I BUILDING ENERGY ANALYSIS REPORT PROJECT: Munday Addition & Alterations 2087 Westwood Drive Carlsbad, CA 92008 Project Designer: A Design Shop 3505 Trieste Drive Carlsbad, CA 92010 760.889.8931 Report Prepared by: Darrell Hovde 1201 Coe Street Camarillo, CA 93010 805-444-5029 Job Number: 33329 Date: 8/19/20: CBR2023-4083 2087 WESTWOOD DR The EnergyPro computer program has been used to perform the calculations s1 authorized by the California Energy Commission for use with both the Residt MUNDAY; NEW 236 SQ FT ADDITION/ REMODEL KITCHEN AND NEW MUD ROOM This program developed by EnergySof 1671800700 8/28/2023 CBR2023-4083 CERTIFICATE OF COMPLIANCE -RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential Building Calculation Description: Title 24 Analysis GENERAL INFORMATION 01 Project Name Residential Building 02 Run Title Title 24 Analysis 03 Project Location 2087 Westwood Drive 04 City Carlsbad 06 Zip code 92008 08 Climate Zone 7 10 Building Type Single family 12 Project Scope Addition and/or Alteration 14 Addition Cond. Floor Area (ft2) 236 16 Existing Cond. Floor Area (ft2) 2092 18 Total Cond. Floor Area (ft2) 2328 20 ADU Bedroom Count n/a COMPLIANCE RESULTS 01 Building Complies with Computer Performance 02 Building does not require field testing or HERS verification 03 Building does not incorporate Special Features - Calculation Date/Time: 2023-08-19T16:54:02-07:I Input File Name: 33329.ribd22x 05 Standards Version 2C 07 Software Version En 09 Front Orientation (deg/ Cardinal) 31 11 Number of Dwelling Units 1 13 Number of Bedrooms 4 15 Number of Stories 2 17 Fenestration Average U-factor o.: 19 Glazing Percentage {%) 2C Registration Number: 423-P010150734A-000-000-0000000-0000 Registration Date/Time: 08/19/2023 16:56 HERS NOTICE: This document has been generated by California Home Energy Efficiency Ratin9 Services (CHEERS) using information uploaded by third parties not affiliated with or related to Cf and cannot guarantee, the accuracy or completeness of the information contained In this document. CA Building Energy Efficiency Standards -2022 Residential Compliance Report Version: 2022.0.000 Repo Sche ma Version: rev 20220901 CERTIFICATE OF COMPLIANCE -RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential Building Calculation Description: Title 24 Analysis ENERGY USE SUMMARY Standard Design Source Standard Design TDV Energy Calculation Date/Time: 2023-08-19T16:54:02-0-Z:I Input File Name: 33329.ribd22x Proposed Design Source Proposed Design TDV Energ Energy Use Energy (EDRl} (kBtu/ft2 -yr) (EDRZ) {kTDV/ft2 -yr) Energy (EDRl) (kBtu/ft2 -yr) (EDRZ) (kTDV/ft2 -yr) Space Heating 0 21.62 0 21.36 Space Cooling 0 17.65 0 17.74 IAQ Ventilation 0 0 0 0 Water Heating 0 27.09 0 27.09 Self Utilization/Flexibility Credit Efficiency Compliance 0 66.36 0 66.19 Total Photovoltaics 0 0 Battery 0 Flexibility Indoor Lighting 0 7.5 0 7.5 Appl. & Cooking 0 19.91 0 19.91 Plug Loads 0 28.95 0 28.95 Outdoor Lighting 0 1.76 0 1.76 TOTAL COMPLIANCE 0 124.48 0 124.31 Registration Number: 423-P010150734A-OOO-OOO-OOOOOOO-OOOO Registration Date/Time: 08/19/2023 16:56 HERS NOTICE: This document has been generated by California Home Energy Efficiency Ratin9 Services (CHEERS) using information uploaded by third parties not affiliated with or related to 0 and cannot guarantee, the accuracy or completeness of the information contained in this document. CA Building Energy Efficiency Standards -2022 Residential Compliance Report Version: 2022.0.000 Repo Schema Version: rev 20220901 CERTIFICATE OF COMPLIANCE -RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential Building Calculation Description: Title 24 Analysis Calculation Date/Time: 2023-08-19Tl6:54:02-07:t Input File Name: 33329.ribd22x ENERGY USE INTENSITY Standard Design {kBtu/ft2 -yr ) Proposed Design {kBtu/ft2 -yr ) Compliance Margin (kBtu/ft2 -yr Gross EUl1 20.03 20.02 0.01 Net EUl2 20.03 20.02 0.01 Notes 1. Gross EUI is Energy Use Total (not including PV) / Total Building Area. 2. Net EU I is Energy Use Total (including PV) / Total Building Area . REQUIRED SPECIAL FEATURES The following are features that must be installed as condition for meeting the modeled energy performance for this computer analysis. • NO SPECIAL FEATURES REQUIRED HERS FEATURE SUMMARY 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 performanc detail is provided in the buildng tables below. Registered CF2Rs and CF3Rs are required to be completed in the HERS Registry BUILDING -FEATURES INFORMATION 01 02 03 04 OS Project Name Conditioned Floor Area (ft2) Number of Dwelling Number of Bedrooms Number of Zones Number c Units Coolin. Residential Building 2328 1 4 3 - ZONE INFORMATION 01 02 03 04 05 0 Zone Name Zone Type HVAC System Name Zone Floor Area (ft2) Avg. Ceiling Height Water Heat Zone 1 Conditioned HVAC Systeml 1158 8 DHW Zone 2 Conditioned HVAC System! 934 8 DHW Proposed Addition Zone Conditioned HVAC Systeml 236 8 DHW Registration Number: 423-P010150734A-000-000-O000000-O000 Registration Date/Time: 08/19/2023 16:56 HERS NOTICE: This document has been generated by California Home Energy Efficiency Ratin9 Services (CHEERS) using information uploaded by third parties not affiliated with or related to 0 and cannot guarantee, the accuracy or completeness of the information contained in this document. CA Building Energy Efficiency Standards -2022 Residential Compliance Report Version : 2022.0.000 Repo Schema Version: rev 20220901 CERTIFICATE OF COMPLIANCE -RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential Building Calculation Date/Time: 2023-08-19T16:54:02-07_:1 Input File Name: 33329.ribd22x Calculation Description: Title 24 Analysis OPAQUE SURFACES 01 02 03 04 05 06 07 08 09 Name Zone Construction Azimuth Orientation Gross Area (ft2) Window and Tilt (deg) Wall Excep Door Area (ft2) Front Wall Zone 1 Default Wall Prior to 315 Front 228 91.2 90 197 none Left Wall Zone 1 Default Wall Prior to 45 Left 48 0 90 197 none Rear Wall Zone 1 Default Wall Prior to 135 Back 228 151.3 90 197 none Right Wa ll Zone 1 Default Wall Prior to 225 Right 308 75 90 197 none Front Wall 2 Zone 2 Default Wall Prior to 315 Front 225.28 36 90 197 none Left Wall 2 Zone 2 Default Wall Prior to 45 Left 272 18 90 197 none Rear Wall 2 Zone 2 Default Wall Prior to 135 Back 225.28 39 90 none 197 Right Wall 2 Zone 2 Default Wall Prior to 225 Right 272 35.2 90 none 197 Addition Left Proposed R-15 Wall 45 Left 112.3 6.7 90 Wall Addition Zone none Addition Rear Proposed R-15 Wall 135 Back 137.7 42 90 Extensic Wall Addition Zone Proposed Addition Interior Addition R-15 Walll n/a n/a 137.7 20 n/a Surface Zone» _Ga rag e - Interior Surface Proposed R-15 Walll n/a n/a 1 0 n/a Addition Zone Roof Zone 1 Default Roof Prior to n/a n/a 224 n/a n/a 197 Roof 2 Zone 2 Default Roof Prior to n/a n/a 934 n/a n/a 197 Registration Number: 423-P010150734A-000-000-0000000-0000 Registration Date/Time: 08/19/2023 16:56 HERS NOTICE: This document has been generated by California Home Energy Effidency Ratinp Services (CHEERS) using information uploaded by third parties not affiliated with or related to Cf and cannot guarantee, the accuracy or completeness of the information contained in this document. CA Building Energy Efficiency Standards -2022 Residential Compliance Report Version: 2022.0.000 Repo Schema Version: rev 20220901 CERTIFICATE OF COMPLIANCE -RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential Building Calculation Date/Time: 2023-08-19T16:54:02-07 :I Input File Name: 33329.ribd22x Calculation Description: Title 24 Analysis OPAQUE SURFACES 01 02 03 04 OS 06 07 08 09 Name Zone Construction Azimuth Orientation Gross Area (tt2) Window and Tilt (deg) Wall Excep Door Area (ft2) Addition Roof Proposed R-30 Roof Attic n/a n/a 236 n/a n/a Addition Zone Roof3 _Garage_ R-38 HP Attic n/a n/a 494 n/a n/a Interior Surface Zone 1 R-0 Roof No Attic n/a n/a 140 n/a n/a 2 Interior Surface Zone 2 R-0 Floor No n/a n/a 934 n/a n/a 3 Crawlspace Front Exterior _Garage_ R-0 Wall 315 Front 152 0 90 Wall none Left Exterior _Garage_ R-0 Wall 45 Left 152 0 90 Wall none Rear Exterior _Garage_ R-0 Wall 135 Back 16 0 90 Wall none Right Exterior _Garage_ R-0Wall 225 Right 48 0 90 none Wall ATTIC 01 02 03 04 05 06 07 0 Name Construction Type Roof Rise Roof Roof Radiant Cool (x in 12) Reflectance Emittance Barrier Attic _Garage_ Attic Garage Roof Cons Ventilated 4 0.1 0.85 No N Attic Zone 1 Attic RoofZone 1 Ventilated 4 0.1 0.85 No N Attic Zone 2 Attic RoofZone 2 Ventilated 4 0.1 0.85 No N Attic Proposed Addition Attic Roof Proposed Addition Zone Ventilated 3 0.1 0.85 No N Zone Registration Number: 423-P010150734A-000-000-0000000-0000 Registration Date/Time: 08/19/2023 16:56 HERS NOTICE: This document has been generated by California Home Energy Efficiency Ratin9 Services (CHEERS) using information uploaded by third parties not affiliated with or related to Cf and cannot guarantee, the accuracy or completeness of the information contained in this document. CA Building Energy Efficiency Sta ndards -2022 Residential Compliance Report Version : 2022.0.000 Repo Schema Version: rev 20220901 CERTIFICATE OF COMPLIANCE -RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential Building Calculation Description: Title 24 Analysis FENESTRATION/ GLAZING 01 02 03 04 05 06 07 08 09 Orientatio Width Heigh Area Name Type Surface Azimuth (ft) t (ft) Mult. (ft2) n Window Window Front Wall Front 315 1 71.2 New 8036 Window Rear Wall Back 135 1 28 Window Window 2 Window Rear Wall Back 135 1 123. 3 Window 3 Window Right Wall Right 225 1 75 Window4 Window Front Wall 2 Front 315 1 36 Window 5 Window Left Wall 2 Left 45 1 18 Window6 Window RearWall 2 Back 135 1 39 Window7 Window Right Wall 2 Right 225 1 35.2 Addition Addition Left 2034 Window Wall Left 45 1 6.7 Window Addition Addition 6070 Sliding Window Rear Wall Back 135 1 42 Gia Calculation Date/Time: 2023-08-19T16:54:02-07.:I Input File Name: 33329.ribd22x 10 11 12 13 U-factor U-factor Source SHGC SHGC Sou rce 1.19 Table 0.83 Table 110.6-A 110.6-B 0.3 NFRC 0.23 NFRC 0.3 NFRC 0.23 NFRC 1.19 Table 0.83 Table 110.6-A 110.6-B 1.19 Table 0.83 Table 110.6-A 110.6-B 1.19 Table 0.83 Table 110.6-A 110.6-B 1.19 Table 0.83 Table 110.6-A 110.6-B 1.19 Table 0.83 Table 110.6-A 110.6-B 0.3 NFRC 0.23 NFRC 0.3 NFRC 0.23 NFRC Registration Number: 423-P010150734A-000-000-0000000-0000 Registration Date/Time: 08/19/2023 16:56 HERS NOTICE: This document has been generated by California Home Energy Efficiency Ratinf} Services (CHEERS) using information uploaded by third parties not affiliated with or related to Cf and cannot guarantee, the accuracy or completeness of the information contained in this document. CA Building Energy Efficiency Standards -2022 Residential Compliance Report Version: 2022.0.000 Repo Schema Version: rev 20220901 CERTIFICATE OF COMPLIANCE -RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential Building Calculation Date/Time: 2023-08-19Tl6:54:02-07:I Input File Name: 33329.ribd22x Calculation Description: Title 24 Analysis OPAQUE DOORS 01 02 03 04 OS Name Side of Building Area (ft2) U-factor Status Door Front Wall 20 0.5 Existing Addition 3068 Door Addition Interior Surface 20 0.2 New SLAB FLOORS 01 02 03 04 OS 06 07 08 Edge lnsul. Edge lnsul. Name Zone Area (ft2) Perimeter (ft) R-value and R-value and Carpeted Fraction Heated Depth Depth Slab Zone 1 1158 134 none 0 80% No Addition Slab Proposed 236 66.3 none 0 80% No Addition Zone Slab-on-Grade _Garage_ 494 0.1 none 0 0% No OPAQUE SURFACE CONSTRUCTIONS 01 02 03 04 OS 06 07 Total Cavity Interior/ Exterior Construction Name Surface Type Construction Type Framing Continuous U-factor R-value R-value R-0 Wall Exterior Walls Wood Framed Wall 2x4 @ 16 in. 0. C. R-0 None/ None 0.361 Default Wall Prior to Exterior Walls Wood Framed Wall 2x4 @ 16 in. 0 . C. R-0 None I None 0.361 197 R-15 Wall Exterior Walls Wood Framed Wall 2x4 @ 16 in . 0 . C. R-15 None I None 0.095 Registration Number: 423-P010150734A-000-000-0000000-0000 Registration Date/Time: 08/19/2023 16:56 HERS NOTICE: This document has been generated by California Home Energy Effidency Ratin9 Services (CHEERS) using information uploaded by third parties not affiliated with or related to Cf and cannot guarantee, the accuracy or completeness of the information contained in this document. CA Building Energy Efficiency Standards -2022 Residential Compliance Report Version: 2022.0.000 Repo Schema Version: rev 20220901 CERTIFICATE OF COMPLIANCE -RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential Building Calculation Date/Time: 2023-08-19T16:54:02-07.:I Input File Name: 33329.ribd22x Calculation Description: Title 24 Analysis OPAQUE SURFACE CONSTRUCTIONS 01 02 03 04 05 06 07 Total Cavity Interior/ Exterior Construction Name Surface Type Construction Type Framing Continuous U-factor R-va lue R-value R-15 Walll Interior Walls Wood Framed Wall 2x4 @ 16 in. 0 . C. R-15 None/ None 0.086 Attic Garage Roof Cons Attic Roofs Wood Framed 2x4 @ 24 in. 0. C. R-19 None/ 0 0.059 Ceiling Attic RoofZone 1 Attic Roofs Wood Framed 2x4 @ 24 in. 0. C. R-0 None/ 0 0.644 Ceiling Attic RoofZone 2 Attic Roofs Wood Framed 2x4 @ 24 in. 0. C. R-0 None/ 0 0.644 Ceiling " . Attic Roof Proposed Attic Roofs Wood Framed 2x4 @ 24 in. O. C. R-0 None/ 0 0.644 Addition Zone Ceiling R-38 HP Attic Ceilings {below Wood Framed 2x4 @ 24 in. 0. C. R-38 None/ None 0.025 attic) Ceiling Default Roof Prior to Ceilings {below Wood Framed 2x4 @ 16 in. 0. C. R-11 None/ None 0.083 197 attic) Ceiling Registration Number: 423-P010150734A-000-000-0000000-0000 Registration Date/Time: 08/19/2023 16:56 HERS NOTICE: This document has been generated by California Home Energy Efficiency Ratin9 Services (CHEERS) using information uploaded by third parties not affiliated with or related to Cf and cannot guarantee, the accuracy or completeness of the information contained in this document. CA Building Energy Efficiency Standards -2022 Residential Compliance Report Vers ion: 2022.0.000 Repo Schema Version: rev 20220901 CERTIFICATE OF COMPLIANCE -RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential Building Calculation Date/Time: 2023-08-19Tl6:54:02-07:I Input File Name: 33329.ribd22x Calculation Description: Title 24 Analysis OPAQUE SURFACE CONSTRUCTIONS 01 02 03 04 OS 06 07 Total Cavity Interior/ Exterior Construction Name Surface Type Construction Type Framing Continuous U-factor R-value R-value . R-30 Roof Attic Ceilings (below Wood Framed 2x4 @ 24 in. 0. C. R-30 None/ None 0.032 attic) Ceiling I R-0 Floor No Crawlspace Interior Floors Wood Framed Floor 2x12 @ 16 in. 0. C. R-0 None/ None 0.196 R-0 Roof No Attic Interior Ceiling Wood Framed 2x4 @ 16 in. 0. C. R-0 None/ None 0.202 Ceiling BUILDING ENVELOPE -HERS VERIFICATION 01 02 03 04 Quality Insulation Installation (QII} High R-value Spray Foam Insulation Building Envelope Air Leakage CFMS0 Not Required Not Required N/A n/a . WATER HEATING SYSTEMS 01 02 03 04 05 06 07 08 09 Name System Type Distribution Water Heater Number of Solar Heating Compact HERS Water Heater SI Type Name Units System Distribution Verification Name(#} Domestic DHW Heater DHW Heater DHW Sys 1 Hot Water Standard 1 1 n/a None n/a 1 (1) Ex (DHW) Registration Number: 423-P010150734A-000-000-0000000-0000 Registration Date/Time: 08/19/2023 16:56 HERS NOTICE: This document has been generated by California Home Energy Efficiency Ratinr, Services (CHEERS) using information uploaded by third parties not affiliated with or related to Cf and cannot guarantee, the accuracy or completeness of the information contained in this document. CA Building Energy Efficiency Standards -2022 Residential Compliance Report Version: 2022.0.000 Repo Schema Version: rev 20220901 CERTIFICATE OF COMPLIANCE -RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential Building Calculation Date/Time: 2023-08-19Tl6:54:02-07.:I Input File Name: 33329.ribd22x Calculation Description: Title 24 Analysis WATER HEATERS 01 02 03 04 OS 06 07 08 09 10 11 12 Heating Heating Input Tank Standby 1st Hr. # of Tank Vol . Rated Insulation Loss or Name Element Tank Type Units (gal) Efficiency Efficiency Input Type Rating or R-value Recovery Rating or Type Type Pilot (Int/Ext) Eff Flow Rate DHW Gas Small Storage 1 so Heater 1 EF 0.57 Btu/Hr 75000 0 80 WATER HEATING -HERS VERIFICATION 01 02 03 04 OS 0 Name Pipe Insulation Parallel Piping Compact Distribution Compact Distribution Recirculati Type DHW Sys 1 -1/1 Not Required Not Required Not Required None Not Re SPACE CONDITIONING SYSTEMS 01 02 03 04 OS 06 07 08 09 Heating Unit Heating Cooling Unit Cooling Distribution Required Name System Type Equipment Equipment Fan Name Thermostat S1 Name Count Name Count Name Type HVAC Heating and Heating Cooling Air Systeml cooling Component 1 Component 1 HVAC Fan 1 Distribution n/a Ex system other 1 1 System 1 - HVAC -HEATING UNIT TYPES 01 02 03 Name System Type Number of Units Heating Component 1 Electric 1 Registration Number: 423-P010150734A-000-000-0000000-0000 Registration Date/Time: 08/19/2023 16:56 HERS NOTICE: This document has been generated by California Home Energy Efficiency Ratinfl Services (CHEERS) using Information uploaded by third parties not affiliated with or related to 0 and cannot guarantee, the accuracy or completeness of the information contained in this document. CA Building Energy Efficiency Standards -2022 Residential Compliance Report Version : 2022.0.000 Repo Schema Version: rev 20220901 CERTIFICATE OF COMPLIANCE -RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential Building Calculation Date/Time: 2023-08-19Tl6:54:02-07:I Input File Name: 33329.ribd22x Calculation Description: Title 24 Analysis HVAC -COOLING UNIT TYPES 01 02 03 04 05 06 07 Name System Type Number of Units Efficiency Metric Efficiency Efficiency Zonally Controlled EER/EER2/CEER SEER/SEER2 Cooling Central split AC 1 Component 1 EER2/SEER2 11.7 14 Not Zonal HVAC -DISTRIBUTION SYSTEMS 01 02 03 04 05 06 07 08 09 10 11 12 13 Duct Ins. Duct Surface Area R-value Location HERS Name Type Design Type Bypass Duct Duct Leakage Verification Status Suppl Retur Suppl Retur Suppl Retur I y n y n y n Air Existing Air Unconditio Non-Atti Atti No Bypass Distribution Distribution R-6 R-6 n/a n/a (not Existing System 1 ned attic Verified C C Duct specified) System 1-hers-dist HVAC-FAN SYSTEMS 01 02 03 Name Type Fan Power (Watts/CFM) HVAC Fan 1 HVAC Fan 0.45 HVAC FAN SYSTEMS -HERS VERIFICATION 01 02 Name Verified Fan Watt Draw Require HVAC Fan 1-hers-fan Not Required Registration Number: 423-P010150734A-000-000-0000000-0000 Registration Date/Time: 08/19/2023 16:56 HERS NOTICE: This document has been generated by California Home Energy Efficiency Ratin9 Services (CHEERS) using information uploaded by third parties not affiliated with or related to 0 and cannot guarantee, the accuracy or completeness of the Information contained in this document. CA Building Ene rgy Efficiency Standards -2022 Residential Compliance Report Version: 2022.0.000 Repo Schema Version : rev 20220901 CERTIFICATE OF COMPLIANCE -RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential Building 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: Darrell Hovde Company: Hovde Engineering Inc Address: 1201 Coe Street City/State/Zip: Camarillo, CA 93010 RESPONSIBLE PERSON'S DECLARATION STATEMENT I certify the following under penalty of perjury, under the laws of the State of California: Calculation Date/Time: 2023-08-19Tl6:54:02-07j Input File Name: 33329.ribd22x Documentation Author Signature: V a-vve,ll; tl o-vd,e; Signature Date: 08/19/2023 CEA/ HERS Certification Identification (If applicable): RCN13803 Phone: (805) 388-7689 1. I am eligible under Division 3 of the Business and Professions Code to accept responsibility for the building design identified on this Certificate of Compliance. 2. I certify that the energy features and performance specifications identified on this Certificate of Compliance conform to the requirements of ntle 24, Part 1 and P; 3. The building design features or system design features identified on this Certificate of Compliance are consistent with the information provided on other applicabl calculations, plans and specifications submitted to the enforcement agency for approval with this building permit application. Responsible Designer Name: Responsible Designer Signature: Darrell Hovde Va-vve,U; tl o-vd€/ Company: Date Signed: Hovde Engineering Inc 08/19/2023 Address: License: 1201 Coe Street M26054, CA City/State/Zip: Phone: Camarillo, CA 93010 (805) 388-7689 Di(litally signed by California Home Energy Efficiency Rating Services (CHEERS).. This digital signature is provided in order to secure the content of this registered document, and in no way implies Registration Provider responsibility for the accuracy of the information. Registration Number: 423-P010150734A-000-000-0000000-0000 Registration Date/Time: 08/19/2023 16:56 HERS NOTICE: This document has been generated by California Home Energy Efficiency Ratin9 Services (CHEERS) using information uploaded by third parties not affiliated with or related to O and cannot guarantee, the accuracy or completeness of the information contained in this document. CA Building Energy Efficiency Standards -2022 Residentia l Compliance Report Version : 2022.0.000 Repo Schema Version: rev 20220901 RESIDENTIAL MEASURES SUMMARY RMS-1 Project Nam e Building Type Gil Single Family □ Addition Alone I Date Munday Addition & Alterations □ Multi Family [;zl Existing+ Addition/Alteration 8/19/2023 Project Address California Energy Climate Zone I Total Cond. Floor Area I Addition I #of tits 2087 Westwood Drive Carlsbad CA Climate Zone 07 2,328 236 INSULATION Area Construction Type Cavity (ff) Special Features Status Wall Wood Framed -no insulation 137 Existing Door Opaque Door -no insulation 20 Existing Wall Wood Framed -no insulation 48 Existing Wall Wood Framed -no insulation 77 Existing Wall Wood Framed -no insulation 233 Existing Roof Wood Framed Attic R 11 224 Existing Slab Unheated Slab-on-Grade -no insulation 1,158 Perim = 134' Existing Demising Wood Framed Rafter -no insulation 140 Existing FENESTRATION I Total Area: 4741 Glazing Percentage: 20.4% I New/Altered Average U-Factor: 0.30 Orientation Area(ff) U-Fac SHGC Overhang Sidefins Exterior Shades Status Front (NW) 107.2 1.190 0.83 none none NIA Existing Rear (SE) 70.0 0.300 0.23 none none NIA New Rear (SE) 123.3 0.300 0.23 none none NIA Existing Right (SW) 110.2 1.190 0.83 none none NIA Existing Left (NE) 18.0 1.190 0.83 none none NIA Existing Rear (SE) 39.0 1.190 0.83 none none NIA Existing Left (NE) 6.7 0.300 0.23 none none NIA New HVAC SYSTEMS Qty. Heating Min. Eff Cooling Min. Eff Thermostat Status 1 No Heating Provided nla Split Air Conditioner 14.0 SEER2 Setback Existing HVAC DISTRIBUTION Duct Location Heating Cooling Duct Location R-Value Status HVAC System Ducted Ducted Attic 6.0 Existing WATER HEATING Qty. Type Gallons Min. Eff Distribution Status EneravPro 9. 1 bv EneravSoft User Number: 4403 ID: 33329 Paae 15 of 23 RESIDENTIAL MEASURES SUMMARY RMS-1 Project Name Building Type Gil Single Family □ Addition Alone I Date Munday Addition & Alterations □ Multi Family Gil Existing+ Addition/Alteration 8/19/2023 Project Address California Energy Climate Zone I Total Cond. Floor Area I Addition I # of ~nits 2087 Westwood Drive Carlsbad CA Climate Zone 07 2,328 236 INSULATION Area Construction Type Cavity (ff) Special Features Status Wall Wood Framed -no insulation 189 Existing Wall Wood Framed -no insulation 254 Existing Wall Wood Framed -no insulation 186 Existing Wall Wood Framed -no insulation 237 Existing Roof Wood Framed Attic R 11 934 Existing Demising Wood Framed wl o Crawl Space -no insulation 934 Existing Wall Wood Framed R 15 107 New Wall Wood Framed R 15 96 New FENESTRATION I Total Area: 474 I GlazinQ PercentaQe: 20.4% I New/Altered AveraQe U-Factor: 0.30 Orientation Area(ff) U-Fac SHGC Overhang Sidefins Exterior Shades Status HVAC SYSTEMS Qty. Heating Min. Eff Cooling Min. Eff Thermostat Status HVAC DISTRIBUTION Duct Location Heating Cooling Duct Location R-Value Status WATER HEATING Qty. Type Gallons Min. Eff Distribution Status EneravPro 9. 1 bv EneravSoft User Number: 4403 ID: 33329 Paae 16 of 23 RESIDENTIAL MEASURES SUMMARY RMS-1 Project Name Building Type G2I Single Family D Addition Alone I Date Munday Addition & Alterations D Multi Family l;i:'I Existing+ Addition/Alteration 8/19/2023 Project Address California Energy Climate Zone I Total Cond. Floor Area I Addition I #oftits 2087 Westwood Drive Carlsbad CA Climate Zone 07 2,328 236 INSULATION Area Construction Type Cavity (ff) Special Features Status Roof Wood Framed Attic R30 236 New Slab Unheated Slab-on-Grade -no insulation 236 Perim = 66' New Demising Wood Framed R 15 118 Altered FENESTRATION I Total Area: 474 I Glazing Percentage: 20.4% I New/Altered Average U-Factor: 0.30 Orientation Area(ff) U-Fac SHGC Overhang Sidefins Exterior Shades Status HVAC SYSTEMS Qty. Heating Min. Eff Cooling Min. Eff Thermostat Status HVAC DISTRIBUTION Duct Location Heating Cooling Duct Location R-Value Status WATER HEATING Qty. Type Gallons Min. Eff Distribution Status EneravPro 9. 1 bv EneravSoft User Number: 4403 ID: 33329 Paae 17 of 23 2022 Single-Family Residential Mandatory Requirements Summary NOTE: Single-family residential buildings subject to the Energy Codes must comply with all applicable mandatory measures, regardless of the compliance approach used. Review the respective section for more information. (0412022) Building Envelope: § 110.6(a)1: Air Leakage. Manufactured fenestration, exterior doors, and exterior pet doors must limit air leakage to 0.3 CFM per square foot or less when tested per NFRC-400, ASTM E283, or AAMANJDMA/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-B, or JA4.5 for exterior doors. They must be caulked and/or weather-stripped.• § 110.7: Air Leakage. All joints, penetrations, and other openings in the building envelope that are potential sources of air leakage must be caulked, qasketed, or weather stripped. § 110.8(a): Insulation Certification by Manufacturers. Insulation must be certified by the Department of Consumer Affairs, Bureau of Household Goods and Services (BHGS). § 110.8(9): Insulation Requirements for Heated Slab Floors. Heated slab floors must be insulated per the requirements of§ 110.8(9). § 110.8(i): Roofing Products Solar Reflectance and Thermal Emittance. The thermal emittance and aged solar reflectance values of the roofing material must meet the requirements of§ 110.8(i) and be labeled per§ 10-113 when the installation of a cool roof is specified on the CF1R. § 110.80): Radiant Barrier. When required, radiant barriers must have an emittance of 0.05 or less and be certified to the Department of Consumer Affairs. Roof Deck, Ceiling and Rafter Roof Insulation. Roof decks in newly constructed attics in climate zones 4 and 8-16 area-weighted average U-factor not exceeding U-0.1 84. Ceiling and rafter roofs minimum R-22 insulation in wood-frame ceiling; or area-weighted average § 150.0(a): U-factor must not exceed 0.043. Rafter roof alterations minimum R-19 or area-weighted average U-factor of 0.054 or less. Attic access doors must have permanently attached insulation using adhesive or mechanical fasteners . The attic access must be gasketed to prevent air leakage. Insulation must be installed in direct contact with a roof or ceiling which is sealed to limit infiltration and exfiltration as specified in & 110.7, includinq but not limited to placinq insulation either above or below the roof deck or on top of a drvwall ceilinq. • § 150.0(b): Loose-fill Insulation. Loose fill insulation must meet the manufacturer's required density for the labeled R-value. Wall Insulation. Minimum R-13 insulation in 2x4 inch wood framing wall or have a U-factor of 0.102 or less, or R-20 in 2x6 inch wood § 150.0(c): framing or have a U-factor of 0.071 or less. Opaque non-framed assemblies must have an overall assembly U-factor not exceeding 0.102. Masonrv walls must meet Tables 150.1-A or B. • § 150.0(d): Raised-floor Insulation. Minimum R-19 insulation in raised wood framed floor or 0.037 maximum U-factor. * Slab Edge Insulation. Slab edge insulation must meet all of the following: have a water absorption rate, for the insulation material alone § 150.0(0: without facings, no greater than 0.3 percent; have a water vapor permeance no greater than 2.0 perm per inch; be protected from physical damage and UV light deterioration; and, when installed as part of a heated slab floor, meet the requirements of§ 110.8(9). § 150.0(g)1 : Vapor Retarder. In climate zones 1 through 16, the earth floor of unvented crawl space must be covered with a Class I or Class II vapor retarder. This requirement also applies to controlled ventilation crawl space for buildings complying with the exception to &150.0(d). § 150.0(g)2: Vapor Retarder. In climate zones 14 and 16, a Class I or Class II vapor retarder must be installed on the conditioned space side of all insulation in all exterior walls, vented attics, and unvented attics with air-permeable insulation. § 150.0(q): Fenestration Products. Fenestration, including skylights, separating conditioned space from unconditioned space or outdoors must have a maximum U-factor of 0.45; or area-weighted average U-factor of all fenestration must not exceed 0.45. • Fireplaces, Decorative Gas Appliances, and Gas Loq: § 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 equipped with a readily accessible, operable, and tiqht-fittinq damper or combustion-air control device.• § 150.0(e)3: Flue Damper. Masonry or factory-built fireplaces must have a flue damper with a readily accessible control. • Space Conditioning, Water Heating, and Plumbing System: § 110.0-§ 110.3: Certification. Heating, ventilation, and air conditioning (HVAC) equipment, water heaters, showerheads, faucets, and all other requlated appliances must be certified by the manufacturer to the California Enerqy Commission. • § 110.2(a): HVAC Efficiency. Equipment must meet the applicable efficiency requirements in Table 110.2-A through Table 110.2-N. Controls for Heat Pumps with Supplementary Electric Resistance Heaters. Heat pumps with supplementary electric resistance § 110.2(b): heaters must have controls that prevent supplementary heater operation when the heating load can be met by the heat pump alone; and in which the cut-on temperature for compression heating is higher than the cut-on temperature for supplementary heating, and the cut-off temperature for compression heating is higher than the cut-off temperature for supplementary heating. • § 110.2(c): Thermostats. All healing or cooling systems not controlled by a central energy management control system (EMCS) must have a setback thermostat. * & 110.3(c)3: Insulation. Unfired service water heater storage tanks and solar water-healing backup tanks must have adequate insulation, or tank surface heat loss rating. § 110.3(c)6: Isolation Valves. Instantaneous water heaters with an input rating greater than 6.8 kBtu per hour (2 kW) must have isolation valves with hose bibbs or other fittinqs on both cold and hot water lines to allow for flushinq the water heater when the valves are closed. 5/6/22 . § 110.5: § 150.0(h)1: § 150.0(h)3A: § 150.0(h)3B: § 150.00)2: § 150.0(n)1 : § 150.0(n)3: Ducts and Fans: § 110.8(d)3: § 150.0(m)1 : § 150.0(m)2: § 150.0(m)3: § 150.0(m)?: § 150.0(m)8: § 150.0(m)9: § 150.0(m)10: § 150.0(m) 11: § 150.0(m)12: 5/6/22 2022 Single-Family Residential Mandatory Requirements Summary Pilot Lights. Continuously burning pilot lights are prohibited for natural gas: fan-type central furnaces; household cooking appliances (except appliances without an electrical supply voltage connection with pilot lights that consume less than 150 Btu per hour); and pool and s a heaters.• Building Cooling and Heating Loads. Heating and/or cooling loads are calculated in accordance with the ASHRAE Handbook, Equipment Volume, Applications Volume, and Fundamentals Volume; the SMACNA Residential Comfort System Installation Standards Manual; or the ACCA Manual J using design conditions specified in § 150.0(h)2. Clearances. Air conditioner and heat pump outdoor condensing units must have a clearance of at least five feet from the outlet of any d er. Liquid Line Drier. Air conditioners and heat pump systems must be equipped with liquid line filter driers if required, as specified by the manufacturer's instructions. Water Piping, Solar Water-heating System Piping, and Space Conditioning System Line Insulation. All domestic hot water i in must be insulated ass ecified in 609.11 of the California Plumbin Code. * Insulation Protection. Piping insulation must be protected from damage, including that due to sunlight, moisture, equipment' maintenance, and wind as required by §120.3(b). Insulation exposed to weather must be water retardant and protected from UV light (no adhesive tapes). Insulation covering chilled water piping and refrigerant suction piping located outside the conditioned space must include, or be protected by, a Class I or Class II vapor retarder. Pipe insulation buried below grade must be installed in a waterproof and non-crushable casin or sleeve. Gas or Propane Water Heating Systems. Systems using gas or propane water heaters to serve individual dwelling units must designate a space at least 2.5' x 2.5' x 7' suitable for the future installation of a heat pump water heater, and meet electrical and plumbing requirements, based on the distance between this designated space and the water heater location; and a condensate drain no more than 2" hi her than the base of the water heater Solar Water-heating Systems. Solar water-heating systems and collectors must be certified and rated by the Solar Rating and Certification Corporation (SRCC), the International Association of Plumbing and Mechanical Officials, Research and Testing (IAPMO R&T), or by a listing agency that is approved by the executive director. Ducts. Insulation installed on an existing space-conditioning duct must comply with § 604.0 of the California Mechanical Code (CMC). If a contractor installs the insulation, the contractor must certify to the customer, in writing, that the insulation meets this requirement. CMC Compliance. All air-distribution system ducts and plenums must meet CMC §§ 601.0-605.0 and ANSI/SMACNA-006-2006 HVAC Duct Construction Standards Metal and Flexible 3rd Edition. Portions of supply-air and return-air ducts and plenums must be insulated to R-6.0 or higher; ducts located entirely in conditioned space as confirmed through field verification and diagnostic testing (RA3. 1.4.3.8) do not require insulation. Connections of metal ducts and inner core of flexible ducts must be mechanically fastened. Openings must be sealed with mastic, tape, or other duct-closure system that meets the applicable UL requirements, or aerosol sealant that meets UL 723. The combination of mastic and either mesh or tape must be used to seal openings greater than ¼", If mastic or tape is used. Building cavities, air handler support platforms, and plenums designed or constructed with materials other than sealed sheet metal, duct board or flexible duct must not be used to convey conditioned air. Building cavities and support platforms may contain ducts; ducts installed in these spaces must not be compressed. • Factory-Fabricated Duct Systems. Factory-fabricated duct systems must comply with applicable requirements for duct construction, connections, and closures; joints and seams of duct systems and their components must not be sealed with cloth back rubber adhesive duct tapes unless such tape is used in combination with mastic and draw bands. Field-Fabricated Duct Systems. Field-fabricated duct systems must comply with applicable requirements for: pressure-sensitive tapes, mastics, sealants, and other requirements specified for duct construction. Backdraft Damper. Fan systems that exchange air between the conditioned space and outdoors must have backdraft or automatic dampers. Gravity Ventilation Dampers. Gravity ventilating systems serving conditioned space must have either automatic or readily accessible, manually 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 due tosunlight, moisture, equipment maintenance, and wind. Insulation exposed to weather must be suitable for outdoor service (e.g., protected by aluminum, sheet metal, painted canvas, or plastic cover). Cellular foam insulation must be protected as above or painted with a water retardant and solar radiation-resistant coating. Porous Inner Core Flex Duct. Porous inner cores of flex ducts must have a non-porous layer or air barrier between the inner core and outer vapor barrier. Duct System Sealing and Leakage Test. When space conditioning systems use forced air duct systems to supply conditioned air to an occupiable space, the ducts must be sealed and duct leakage tested, as confirmed through field verification and diagnostic testing , in accordance with Reference Residential Appendix RA3.1 . Air Filtration. Space conditioning systems with ducts exceeding 10 feet and the supply side of ventilation systems must have MERV 13 or equivalent filters. Filters for space conditioning systems must have a two inch depth or can be one inch if sized per Equation 150.0-A. Clean-filter pressure drop and labeling must meet the requirements in §150.0(m)12. Filters must be accessible for regular service. Filter racks or grilles must use gaskets, sealing, or other means to close gaps around the inserted filters to and prevents air from bypassing the filter.* § 150.0(m)13: 2022 Single-Family Residential Mandatory Requirements Summary Space Conditioning System Airflow Rate and Fan Efficacy. Space condition ing 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 2: 350 CFM per ton of nominal cooling capacity, and an air-handling unit fan efficacy :S 0.45 watts per CFM for gas furnace air handlers and :S 0.58 watts per CFM for all others. Small duct high velocity systems must provide an airflow 2: 250 CFM per ton of nominal cooling capacity, and an air-handling unit fan efficacy :S 0.62 watts per CFM. Field verification testing is required in accordance with Reference Residential Appendix RA3.3. • Ventilation and Indoor Air Qualitv: § 150.0(o)1 : Requirements for Ventilation and Indoor Air Quality. All dwelling units must meet the requirements of ASH RAE Standard 62.2, Ventilation and Acceptable Indoor Air Quality in Residential Buildings subject to the amendments specified in§ 150.0(o)1. • § 150.0(o)1B: Central Fan Integrated (CFI) Ventilation Systems. Continuous operation of CFI air handlers is not allowed to provide the whole- dwelling unit ventilation airflow required per §150.0(o)1 C. A motorized damper(s) must be installed on the ventilation duct(s) that prevents all airflow through the space conditioning duct system when the damper(s) is closed andcontrolled per §150.0(o)1 Biii&iv. CFI ventilation systems must have controls that track outdoor air ventilation run time, and either open or close the motorized damper(s) for compliance with §150.0(o)1C. Whole-Dwelling Unit Mechanical Ventilation for Single-Family Detached and townhouses. Single-family detached dwelling units, § 150.0(o)1C: and attached dwelling units not sharing ceilings or floors with other dwelling units, occupiable spaces, public garages, or commercial spaces must have mechanical ventilation airflow specified in § 150.0( o) 1 Ci-iii. § 150.0(o)1G: Local Mechanical Exhaust. Kitchens and bathrooms must have local mechanical exhaust; nonenclosed kitchens must have demand- controlled exhaust system meeting requirements of §150.0(o)1Giii,enclosed kitchens and bathrooms can use demand-controlled or continuous exhaust meeting §150.0(o)1Giii-iv. Airflow must be measured by the installer per §150.0(o)1 Gv, and rated for sound per &150.0(o)1Gvi. • § 150.0(o)1H&I: Airflow Measurement and Sound Ratings of Whole-Dwelling Unit Ventilation Systems. The airflow required per§ 150.0(o)1C must be measured by using a flow hood, flow grid, or other airflow measuring device at the fan's inlet or outlet terminals/grilles per Reference Residential Appendix RA3.7. Whole-Dwelling unit ventilation systems must be rated for sound per ASHRAE 62.2 §7.2 at no less than the minimum airflow rate reauired bv &150.0(o)1C. Field Verification and Diagnostic Testing. Whole-Dwelling Unit ventilation airflow, vented range hood airflow and sound rating, § 150.0(o)2: and HRV and ERV fan efficacy must be verified in accordance with Reference Residential Appendix RA3.7. Vented range hoods must be verified per Reference Residential Appendix RA3. 7.4.3 to confirm if it is rated by HVI or AHAM to comply with the airflow rates and sound requirements per §150.0(o)1G Pool and Spa Systems and Equipment· Certification by Manufacturers. Any pool or spa heating system or equipment must be certified to have all of the following: compliance § 110.4(a): with the Appliance Efficiency Regulations and listing in MAEDbS; an on-off switch mounted outside of the heater that allows shutting off the heater without adjusting the thermostat setting; a permanent weatherproof plate or card with operating instructions; and must not use electric resistance heatina. • § 110.4(b)1: Piping. Any pool or spa heating system or equipment must be installed with at least 36 inches of pipe between the filter and the heater, or dedicated suction and return lines, or built-in or built-up connections to allow for future solar heating. § 110.4(b)2: Covers. Outdoor pools or spas that have a heat pump or gas heater must have a cover. § 110.4(b )3: Directional Inlets and Time Switches for Pools. Pools must have directional inlets that adequately mix the pool water, and a time switch that will allow all pumps to be set or programmed to run only during 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 sizinQ, flow rate, pipina, filters, and valves. • Liahtina: Lighting Controls and Components. All lighting control devices and systems, ballasts, and luminaires must meet the applicable § 110.9: reauirements of§ 110.9. • § 150.0(k)1A: Luminaire Efficacy. All installed luminaires must meet the requirements in Table 150.0-A, except lighting integral to exhaust fans, kttchen range hoods, bath vanity mirrors, and garage door openers; navigation lighting less than 5 watts; and lighting internal to drawers, cabinets, and linen closets wtth an efficacy of at least 45 lumens per watt. § 150.0(k)1B: Screw based luminaires. Screw based luminaires must contain lamps that comply with Reference Joint Appendix JAB. • § 150.0(k)1C: Recessed Downlight Luminaires in Ceilings. Luminaires recessed into ceilings must not contain screw based sockets, must be airtight, and must be sealed with a gasket or caulk. California Electrical Code § 410.116 must also be met. § 150.0(k)1D: Light Sources in Enclosed or Recessed Luminaires. Lamps and other separable light sources that are not compliant with the JAB elevated temperature reauirements, including marking requirements, must not be installed in enclosed or recessed luminaires. § 150.0(k) 1 E: Blank Electrical Boxes. The number of electrical boxes that are more than five feet above the finished floor and do not contain a luminaire or other device shall be no more than the number of bedrooms. These boxes must be served by a dimmer, vacancy sensor control, low voltaae wirina, or fan speed control. § 150.0(k)1F: Lighting Integral to Exhaust Fans. Lighting integral to exhaust fans (except when installed by the manufacturer in kitchen exhaust hoods) must meet the aoolicable requirements of§ 150.0(k). • 5/6/22 2022 Single-Family Residential Mandatory Requirements Summary § 150.0(k)1G: Screw based luminaires. Screw based luminaires must contain lamps that comply with Reference Joint Appendix JAB. • Light Sources in Enclosed or Recessed Luminaires. Lamps and other separable light sources that are not compliant with the JAB § 150.0(k)1H: elevated temperature requirements, including marking requirements, must not be installed in enclosed or recessed luminaires. § 150.0(k)1I: Light Sources in Drawers, Cabinets, and Linen Closets. Light sources internal to drawers, cabinetry or linen closets are not required to comply with Table 150.0-A or be controlled by vacancy sensors provided that they are rated to consume no more than 5 watts of power, emit no more than 150 lumens, and are equipped with controls that automatically turn the lighting off when the drawer, cabinet or linen closet is closed. § 150.0(k)2A: Interior Switches and Controls. All forward phase cut dimmers used with LED light sources must comply with NEMA SSL 7A. § 150.0(k)28: Interior Switches and Controls. Exhaust fans must be controlled separately from lighting systems. • § 150.0(k)2A: Accessible Controls. Lighting must have readily accessible wall-mounted controls that allow the lighting to be manually turned on and off.• § 150.0(k)28: Multiple Controls. Controls must not bypass a dimmer, occupant sensor, or vacancy sensor function if the dimmer or sensor is installed to comply with§ 150.0(k). § 150.0(k)2C: Mandatory Requirements. Lighting controls must comply with the applicable requirements of§ 110.9. Energy Management Control Systems. An energy management control system (EMCS) may be used to comply with dimming, § 150.0(k)2D: occupancy, and control requirements if it provides the functionality of the specified control per§ 110.9 and the physical controls specified in § 150.0(k)2A. Automatic Shutoff Controls. In bathrooms, garages, laundry rooms, utility rooms and walk-in closets, at least one installed luminaire § 150.0(k)2E: must be controlled by an occupancy or vacancy sensor providing automatic-off functionality. Lighting inside drawers and cabinets with opaque fronts or doors must have controls that turn the light off when the drawer or door is closed. § 150.0(k)2F: Dimmers. Lighting in habitable spaces (e.g., living rooms, dining rooms, kitchens, and bedrooms) must have readily accessible wall- mounted dimming controls that allow the lighting to be manually adjusted up and down. Forward phase cut dimmers controlling LED light sources in these spaces must comply with NEMA SSL 7A. § 150.0(k)2K: Independent controls. Integrated lighting of exhaust fans shall be controlled independently from the fans. Lighting under cabinets or shelves, liqhtinq in disolav cabinets, and switched outlets must be controlled separately from ceiling-installed lighting. Residential Outdoor Lighting. For single-family residential buildings, outdoor lighting permanently mounted to a residential building, or to § 150.0(k)3A: other buildings on the same lot, must have a manual on/off switch and either a photocell and motion sensor or automatic time switch control) or an astronomical time clock. An energy management control system that provides the specified control functionality and meets all applicable requirements may be used to meet these requirements. § 150.0(k)4: Internally illuminated address signs. Internally illuminated address signs must either comply with§ 140.8 or consume no more than 5 watts of power. § 150.0(k)5: Residential Garages for Eight or More Vehicles. Lighting for residential parking garages for eight or more vehicles must comply with the applicable requirements fornonresidential garages in §§ 110.9, 130.0, 130.1, 130.4, 140.6, and 141.0. Solar Readiness: Single-family Residences. Single-family residences located in subdivisions with 10 or more single-family residences and where the § 110.10(a)1 : application for a tentative subdivision map for the residences has been deemed complete and approved by the enforcement agency, which do not have a photovoltaic system installed, must comply with the requirements of§ 110.10(b)-(e). Minimum Solar Zone Area. The solar zone must have a minimum total area as described below. The solar zone must comply with access, pathway, smoke ventilation , and spacing requirements as specified in Title 24, Part 9 or other parts of Title 24 or in any requirements adopted by a local jurisdiction. The solar zone total area must be comprised of areas that have no dimension less than 5 feet and are no less than 80 square feet each for buildings with roof areas less than or equal to 10,000 square feet or no less than 160 §110.10(b)1A: square feet each for buildings with roof areas greater than 10,000 square feet. For single-family residences, the solar zone must be located on the roof or overhang of the building and have a total area no less than 250 square feet. . § 110.10(b)2: Azimuth. All sections of the solar zone located on steep-sloped roofs must have an azimuth between 90-300° of true north. § 110.1 O(b)3A: Shading. Th~ solar zpne must not contain any obstructions, including but not limited to: vents, chimneys, architectural features, and roof mounted equipment. Shading. Any obstruction located on the roof or any other part of the building that projects above a solar zone must be located at least twice the § 110.10(b)38: horizontal distance of the height difference _between the highest point of the obstruction and the horizontal projection of the nearest point of the solar zone, measured in the vertical plane. § 110.10(b)4: Structural Design Loads on Construction Documents. For areas of the roof designated as a solar zone, the structural design loads for roof dead load and roof live load must be clearly indicated on the construction documents. Interconnection Pathways. The construction documents must indicate: a location reserved for inverters and metering equipment and a § 110.10(c): pathway reserved for routing of conduit from the solar zone to the point of interconnection with the electrical service; and for single-family residences and central water-heatina svstems, a pathway reserved for routina plumbing 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§ 110.1 O(b)-(c) must be provided to the occupant. § 110.10(e)1: Main Electrical Service Panel. The main electrical service panel must have a minimum busbar rating of 200 amps. § 110.10(e)2: Main Electrical Service Panel. The main electrical service panel must have a reserved space to allow for the installation of a double pole circuit breaker for a future solar electric installation. The reserved space must be permanently marked as "For Future Solar Electric." Electric and Energy Storage Ready: 5/6/22 § 150.0(s) § 150.0(1) § 150.0(u) § 150.0(v) 2022 Single-Family Residential Mandatory Requirements Summary Energy Storage System (ESS) Ready. All single-family residences must meet all of the following: Either ESS-ready interconnection equipment with backed up capacity of 60 amps or more and four or more ESS supplied branch circuits, Q[ a dedicated raceway from the main service to a subpanel that supplies the branch circuits in § 150.0(s); at least four branch circuits must be identified and have their source collocated at a single panelboard suitable to be supplied by the ESS, with one circuit supplying the refrigerator, one lighting circuit near the primary exit, and one circuit supplying a sleeping room receptacle outlet; main panelboard must have a minimum busbar rating of 225 amps; sufficient space must be reserved to allow future installation of a system isolation equipment/transfer switch within 3' of the main anelboard, with racewa s installed between the anelboard and the switch location to allow the connection of backu ower source. Heat Pump Space Heater Ready. Systems using gas or propane furnaces to serve individual dwelling units must include: A dedicated unobstructed 240V branch circuit wiring installed within 3' of the furnace with circuit conductors rated at least 30 amps with the blank cover identified as "240V ready;" and a reserved main electrical service panel space to allow for the installation of a double pole circuit breaker ermanentl marked as "For Future 240V use." Electric Cooktop Ready. Systems using gas or propane cooktop to serve individual dwelling units must include: A dedicated unobstructed 240V branch circuit wiring installed within 3' of the cooktop with circuit conductors rated at least 50 amps with the blank cover identified as "240V ready;" and a reserved main electrical service panel space to allow for the installation of a double pole circuit breaker permanently marked as "For Future 240V use." Electric Clothes Dryer Ready. Clothes dryer locations with gas or propane plumbing to serve individual dwelling units must include: A dedicated unobstructed 240V branch circuit wiring installed within 3' of the dryer location with circuit conductors rated at least 30 amps with the blank cover identified as "240V ready;" and a reserved main electrical service panel space to allow for the installation of a double pole circuit breaker ermanentl marked as "For Future 240V use ." *Exceptions may apply. 5/6/22 HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY Project Name Date Munday Addition & Alterations 8/19/2023 System Name Floor Area HVAC System 2,328 ENGINEERING CHECKS SYSTEM LOAD Number of Systems 1 COIL COOLING PEAK COIL HTG. PEAK Heating System CFM Sensible Latent CFM Sensible Output per System 0 Total Room Loads 2,173 43,854 1,386 1,465 55,300 Total Output (Btuh) 0 Return Vented Lighting 0 Output (Btuh/saftl 0.0 Return Air Ducts 1,61 0 2,716 Cooling System Return Fan 0 0 Output per System 1 Ventilation 0 0 0 0 0 Total Output (Btuh) 1 Supply Fan 0 0 Total Output (Tons) 0.0 Supply Air Ducts 1,610 2,716 Total Output (Btuh/saftl 0.0 Total Output (sqft/Ton) 27,936,000.0 TOTAL SYSTEM LOAD 47,074 1,386 60,732 Air System CFM per System 0 HVAC EQUIPMENT SELECTION Airflow (cfm) 0 Furnace -A/C 1 0 0 Airflow (cfm/saft) 0.00 Airflow (cfm/Ton) 0.0 Outside Air(%) 0.0% Total Adjusted System Output 1 0 0 Outside Air (cfm/sqft) 0.00 (Adjusted for Peak Design conditions) Note: values above given at ARI conditions TIME OF SYSTEM PEAK Aug 3 PM I Jan 1 AM HEATING SYSTEM PSYCHROMETRICS Airstream Temperatures at Time of Heating Peak) 34 °F 66 °F 105 Of --~ ·i ~~-,]~]-_~ Outside Air i ~~ 0 cfm Heating Coil 103 °F .. ROOM JI 66 °F 68 °F -~ ~ I t L C~ I --- COOLING SYSTEM PSYCHROMETRICS Airstream Temperatures at Time of Cooling Peak) 83161°F 76 / 62 °F 55 / 54 °F ~ --_B -~~7-_] -. • li i Outside Air ~..- 0 cfm Cooling Coil 56 I 54 °F ~ .. ROOM--lll 46.5% ! 76 I 62 °F 75 I 62 °F ~ ---~ 1 t 1 ~~ I -- STORM WATER POLLUTION PREVENTION NOTES 1. ALL NECESSARY EQUIPMENT AND MATERIALS SHALL BE AVAILABLE ON SITE TO FACILITATE RAPID INSTALLATION OF EROSION AND SEDIMENT CONTROL BMPs WHEN RAIN IS EMINENT. 2. THE OWNER/CONTRACTOR SHALL RESTORE ALL EROSION CONTROL DEVICES TO WORKING ORDER TO THE SATISFACTION OF THE CITY INSPECTOR AFTER EACH RUN-OFF PRODUCING RAINFALL. 3. THE OWNER/CONTRACTOR SHALL INSTALL ADDITIONAL EROSION CONTROL MEASURES AS MAY BE REQUIRED BY THE CITY INSPECTOR DUE TO INCOMPLETE GRADING OPERATIONS OR UNFORESEEN CIRCUMSTANCES WHICH MAY ARISE. 4. ALL REMOVABLE PROTECTIVE DEVICES SHALL BE IN PLACE AT THE END OF EACH WORKING DAY WHEN THE FIVE (5) DAY RAIN PROBABILITY FORECAST EXCEEDS FORTY PECENT ( 40%). SILT AND OTHER DEBRIS SHALL BE REMOVED AFTER EACH RAINFALL 5. ALL GRAVEL BAGS SHALL CONTAIN 3/4 INCH MINIMUM AGGREGATE. 6. AOEQUA TE EROSION ANO SEDIMENT CONTROL ANO PERIMETER PROTECTION BEST MANAGEMENT PRACTICE MEASURES MUST BE INSTALLED AND MAINTAINED. 7. THE CITY INSPECTOR SHALL HAVE THE AUTHORITY TO ALTER THIS PLAN DURING OR BEFORE CONSTRUCTION AS NEEDED TO ENSURE COMPLIANCE WITH CITY STORM WATER QUALITY REGULATIONS. OWNER' CERTIFICATE: I UNDERSTAND AND ACKNO\\\.EDGE THAT I MUST: (1) IMPLEMENT BEST MANAGEMENT PRACTICES {BMPS) DURING CONSTRUCTION .~CTIVITIES TO THE MAXIMUM EXTENT PRACTICABLE TO AVOID THE MOBILIZATION OF POLLUTANTS SUCH AS SEDIMENT AND TO AVOID THE EXPOSURE OF STORM WATER TO CONSTRUCTION RELATED POLLUTANTS; AND (2) ADHERE TO, AND AT ALL TIMES, COMPLY WITH THIS CITY APPROVED TIER 1 CONSTRUCTION SWPPP THROUGHOUT THE DURATION OF THE CONSTRUCTION ACTIVITIES UNTIL THE CONSTRUCTION WORK IS COMPLETE AND APPROVED BY ~E CITY OF CARLSBAD. . ( '(;._ b'i1i D TE E-29 STORM WATER COMPLIANCE FORM TIER 1 CONSTRUCTION SWPPP E-29 BEST MANAGEMENT PRACTICES (BMP) SELECTION TABLE CB SW Erosion Control Sediment Control BMPs Tracking Non-Stam, Waler Waste Management and Materials BMPs ControlBMPs Management BMPs Polution Control BMPs C C a C 0 1 :g C g ~ :? ., g E ,, " C 0, K a 0 .; .s .2 ~ { ., ;;; :::E ,, "' 5 "' I ·5 >-"' ., "' CU C. C ., E "'"' ~ CT g C Oo C «> C w -~ .2 0 "' Best Management Practice· -l! C "' 0 DJ ·g-0" 0 ., 0 3'-o- " £ "'"' .£ ,!= § "' 0 C u 5, u .,, ., ~ .., ,; "' :::E i .,c C 3' Ii; (BMP) Description ➔ ., V1 ., "' ., "' DJ C C 0 :::, -" "'., 3 ~., 0 0 3' C i!la!. 0" CC 0 l3 E " C 0 0 DJ en 0 0 "' .!! ., => E ., E ~] i ~~ 0 vi .E :::E 0 g' C e "' 0 N «> u::i -f~ ., Q> C :g g' 0 t <t] 3' ., 0., -., .,, ., ~ X l -=> .D E.!? = II) =3: ~:;:;; ~ v·c ] 0, ~~ t g' =-~ " ~ ., => g :c ~ ~g "" .,, 0 g 0 C. ~ b~ ~~ ~o ~ 0 " 0 00 -o 0 :=°C ~g 0 0 ~ 0 .c 0 vi a: ~E £ct 0 a. o_ in 0. 0 c:, ~ WO vi in V1 u [;: Vl> V1 V)"' a.o a. :::E V1 :::E VlU V1 :::E CASOA Des~nation ➔ ,.._ <0 0, ::: .., ... "' "' ,.._ 00 0 N .., ,.._ co ' N .., ... ,n I I I I ' I I J., I I J., J., ' I ' I I I I I I I u u u '-' w w w w w e: e: V1 V1 V1 V1 i i i i i Construction AeJvily w w w w V1 V1 V1 V1 V1 V1 V1 V1 z z z z Grodina/Soil Disturbance ~ Trenchina/Excovotion "" Stockoilino Drillina /Barino Concrete/Asphalt Sowcuttina ::,,f!" Concrete Flotwork Paving Conduit/Pipe Installation "' Stucco/Mortar Work Waste Disposal Slooino /l oy Down Areo Equipment Maintenance ond Fuelinl'l Hazardous Substance Use /Storooe Oewoterina Site Access Across Dirt Other Wstl: Instructions: 1. Check the box to the left of oil opplicoble construction activity (first column) expected lo occur during construction. 2. Located along the top of the BMP Tobie is o list of BMP's with it's corresponding California Stormwoter Quality Association (CASOA) designation number. Choose one or more BMPs you intend to use during construction from the list. Check the box where the chosen activity row intersects with the BMP column. 3. Refer lo the CASQA construction handbook for information ond deto,s of the chosen BMPs ond how to apply them to the project. SHOW THE LOCATIONS OF ALL CHOSEN BMPs ABOVE ON THE PROJECTS SITE PLAN/EROSION CONTROL PLAN. SEE THE REVERSE SIDE OF THIS SHEET FOR A SAMPLE EROSION CONTROL PLAN. PROJECT INFORMATION Site Address: '2,og'J W~:oo~ De Assessor's Parcel Number: ________ _ Emergency Contact: Nome· ~ ~ 6,(a X: !") \:o NC 0 0 :J: :::E "' I i \ I D 24 Hour Phone: 7£pQ W7 '2.. 637~ RE \J 2 1 ?.O'l.'3 NO ~ge 1 of 1 c\TY o- B J'' 0. .J .o Construction Threat to Storm Water Quality (Check Box) 0 t.4E01Ut.t j,14ow CC oo (.)::,S 00 I i r,_.. ' REV 02/16