The URL can be used to link to this page

Home My WebLink About1415 YOURELL AVE; ; CBR2022-1504; PermitBuilding Permit Finaled Residential Permit Print Date: 03/17/2025 Job Address: 1415 YOU RELL AVE, CARLSBAD, CA 92008-1052 Permit Type: BLDG-Residential Work Class: Addition Parcel#: 1560524900 Track#: Valuation: $226,760.78 Lot#: Occupancy Group: R-1 Project#: #of Dwelling Units: Plan #: Bedrooms: Bathrooms: Construction Type:V-B Orig. Plan Check#: Occu pant Load: 2,019 Plan Check#: Code Edition: Sprinkled: No Project Title: Description: 1415 YOU RELL; (749 SF) ADDITION, (961 SF) DECK AND (1,845 SF) REMODEL Property Owner: FEE BUILDING PLAN CHECK BUILDING PLAN CHECK BUILDING PLAN CHECK FEE (manual) ANN ROSS 1415 YOUR ELL AVE CARLSBAD, CA 92008-1052 (309) 235-4158 BUILDING PLAN REVIEW -MINOR PROJECTS (LDE) BUILDING PLAN REVIEW -MINOR PROJECTS (PLN) DECKS/BALCONY-NEW/REPLACE GREEN BUILDING STANDARDS PLAN CHECK & INSPECTION REMODEL-RESIDENTIAL -OTHER SB1473 -GREEN BU ILDING STATE STANDARDS FEE SFD & DUPLEXES STRONG MOTION -RESIDENTIAL (SMIP) SWPPP INSPECTION FEE TIER 1-Medium BLDG SWPPP PLAN REVIEW FEE TIER 1-Medium Total Fees: $6,204.47 Total Payments To Date: $6,204.47 Permit No: Status: (cityof Carlsbad CBR2022-1504 Closed -Finaled Applied: 05/02/2022 Issued: 12/07/2022 Fina led Close Out: 03/17/2025 Final Inspection: 08/20/2024 INSPECTOR: Dreibelbis, Peter Balance Due: Alvarado, Tony Renfro, Chris Kersch, Tim AMOUNT $755.30 $1,146.14 $536.25 $194.00 $98.00 $825.00 $175.00 $938.30 $10.00 $1,162.00 $29.48 $271.00 $64.00 $0.00 Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exaction." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Fail ure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitation has previously otherwise expired. Building Division Page 1 of 1 1635 Faraday Avenue, Carlsbad CA 92008-7314 I 442-339-2719 \ 760-602-8560 f \ www.carlsbadca.gov ( City of Carlsbad Job Address 1415 YOURELL AVE RESIDENTIAL BUILDING PERMIT APPLICATION B-1 Plan Check Est . Value PC Deposit Date CB"-2.ozz-If()~ $a00,M0 9r-/-~I, Fr,3. &-° JI .2,~37. lt:l/ 4-18-22 Unit: _____ APN: __ 15_6_-0_5_2_-4_9_-o_o ____ _ CT /Project #: __________________ Lot #: ____ Year Built: _1_9_5_7 _______ _ BRIEF DESCRIPTION OF WORK: LIVING ROOM ADDITION WITH ROOF DECK AND REMODEL MOST OF THE EXISTING DOWS, ROOF, ETC. Y O N New Fireplace? O YO N , if yes how many? _1 __ _ Is the area a conversion or change of use? 0 YO N --.....=-=,::::;,,;''---SF Additional Gas or Electrical Features? ____________ _ □ Solar: ___ KW, ___ Modules, Mo~ted .0Roof OGround, Tilt:() Y(:) N, RMA: 0 YO N, Battery:OYC N, Panel Upgrade: Ov Q , Other: PRIMARY APPLICANT Name: ARLEN ROPER PROPERTY OWNER Name: ANN & GEORGE ROSS Address: 1443 PANORAMA RIDGE RD Address: 1415 YOURELL AVE City: OCEANSIDE State: CA Zip: 92056 City: __ c_A_R_LS_B_A_D ____ State: CA Zip: 92008 Phone: 760 522 3997 Email: ARLENROPER@GMAIL.COM DESIGN PROFESSIONAL Name: SAME AS ABOVE Address: ________________ _ City: ________ .State: ___ .Zip: ____ _ Phone: ________________ _ Email: _________________ _ Architect State License: _N_IA _________ _ Phone: 309 235 4158 Email: GAMROSS@COX.NET CONTRACTOR OF RECORD Business Name:_T_B_D _____________ _ Address: _________________ _ City: _______ State: ___ .Zip: ______ _ Phone: __________________ _ Email: __________________ _ CSLB License #:. ______ Class: ______ _ Carlsbad Business License# (Required): _______ _ APPLICANT CERT/FICA TION : 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 0:::m;;;::~,'.'" ;;~;~'~•~;;;iw,, '° boiM,g ,oo,:::, ~iv:::::=: DATE: 04/16/2022 1635 Faraday Ave Carlsbad, CA 92008 Ph: 442-339-2719 ,~ Email: Bullding@carlsbadca.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: lherebyaffirmunderpenaltyofperjurythatlamlicensedunderprovisionsofChapter9(commencingwithSection7000JofDivision3 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}: DI have and will maintain a certificate of consent to self-insure for workers' compensation provided by Section 3700 of the Labor Code, for the performance of the work which this permit is issued. PolicyNo. ___________ • ______________________________ _ -OR- DI have and will maintain worker's compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: lnsuranceCompany Name:-----------------------• Policy No. _____________________________ Expiration Date: _________________ 1 -OR- D Certificate of Exemption: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the workers' compensation Laws of California. WARNING: Failure to secure workers compensation coverage is unlawful and shall subject an employer to criminal penalties and civil fines up to $100,000.00, in addition the to the cost of compensation, damages as provided for in Section 3706 of the Labor Code, interest and attorney's fees. CONSTRUCTION LENDING AGENCY, IF ANY: I hereby affirm that there is a construction lending agency for the performance of the work this permit is issued (Sec. 3097 (i) Civil Code). lender's Name: ______________________ lender's Address: _____________________ _ CONTRACTOR CERTIFICATION: The applicant certifies that all documents and plans clearly and accurately show all existing and proposed buildings, structures, access roads, and utilities/utility easements. All proposed modifications and/or additions are clearly labeled on the site plan. Any potentially existing detail within these plans inconsistent with the site plan are not approved for construction and may be required to be altered or removed. The city's approval of the application is based on the premise that the submitted documents and plans show the correct dimensions of; the property, buildings, structures and their setbacks from property lines and from one another; access roads/easements, and utilities. The existing and proposed use of each building as stated is true and correct; all easements and other encumbrances to development have been accurately shown and labeled as well as all on-site grading/site preparation. All improvements existing on the property were completed in accordance with all regulations in existence at the time of their construction, unless otherwise noted. NAME {PRINT): _________ SIGNATURE: __________ DATE: _____ _ Note: If the person signing above is an authorized agent for the contractor rovide a letter of authorization on contractor letterhead. (OPTION B): OWNER-BUILDER DECLARATION: I hereby affirm that I am exempt from Contractor's License Law for the following reason: 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-~ as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor{s) licensed pursuant to the Contractor's License Law). -OR- DI am exempt under Business and Professions Code Division 3, Chapter 9, Article 3 for this reason: M B-61 "Owner Builder Acknowledgement and Verification Form" is required for any permit Issued to a property owner. By my signature below I acknowledge that, except for my personal residence in which I must have resided for at least one year prior to completion of the improvements covered by this permit, I cannot legally sell a structure that I have built as an owner-builder If it has not been constructed in its entirety by licensed contractors./ understand that a copy of the applicable law, Section 7044of the Business and Professions Cade, is available upon request when this application is submitted orat the following Web site: http:/ lwww.leginfo.ca.gov/calaw.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 existence at the time of their construction, unless otherwise noted. NAME {PRINT): SIGN: 4w,, DATE:_/ _1-_-_7_-_z_-z.-_ Note: If the erson si nin above is an authorized a ent for the ro ert owner include form B-62 si ned b ro ert owner. 1635 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: SiteAddress ILf15" 'iourel\ Av~ Cq("l,.[ba~ "\crOO S 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 activit ies 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. ~nderstand a frequent practice of unlicensed contractors is to have the property owner obtain an "Owner• II. Ill. IV. V. -Builder" building permit that erroneously implies that the property owner is providing his or her own labor and material personally. I, as an Owner-Builder, may be held liable and subject to serious financial risk for any injuries sustained by an unlice nsed contractor and his or her employees while working on my property. My ho meowner's insurance may not provide coverage for those injuries . I am willfully acting as an Owner-Builder and am aware of the li mits of my insurance coverage for injuries to workers on my property. ~I understand building permits are not required to be signed by property owners unless they are responsible for the construction and are not hiring a licensed contractor to assume this responsibility. ~ understand as an "Owner-Builder" I am the responsible party of record on the permit. I understand that I may protect myself from potential financial risk by hiring a licensed contractor and having the permit fi led in his or her name instead of my own. ~understand contractors are requ ired by law to be li censed and bonded in Ca lifornia and to list their license numbers on permits and contracts. ~ understand if I employ or otherwise engage any persons, other than California licensed contractors, and the total value of my construction is at least five hu ndred dollars ($500), including labor and materia ls, I may be co nsidered an "employer" under state and federal law. 1 REV.05/22 Owner-Builder Acknowledgement Continued VI. #:V4 understand if I am considered an "employer" under state and federal law, I must register with the state and federal government, withhold payroll taxes, provide workers' compensation disability insurance, and contribute to unemployment compensation for each "employee." I also understand my fai lure 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 residentia l structures cannot lega lly build them with t he 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. ~ I understand as an Owner-Builder if I sell the property for which this permit is issued, I may be held liable for any financial or personal injuries sustained by any subsequent owner(s) which result from any latent construction defects in the workmanship or materials. IX. ~understand I may obtain more information regarding my obligations as an "employer" from the Internal Revenue Service, the United States Small Business Administration, the California Department of Benefit Payments, and the California Division of Industrial Accidents. I also understand I may contact the California Contractors' State License Board (CSLB) at 1-800-321-CSLB (2752) or www.cslb.ca.gov for more information about licensed contractors. X. ~ 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. ~agree that, as the party legally and financially responsible for this proposed construction activity, I will abide by all applicable laws and requirements that govern Owner-Builders as well as employers. XII . ~gree to notify the issuer of this form immediately of any additions, deletions, or changes to any of the information I have provided on this form. Licensed contractors are regulated by laws designed to protect the public. If you contract with someone who does not have a license, the Contractor's State License Board may be unable to assist you with any financial loss you may sustain as a result of a complaint. Your only remedy against unlicensed Contractors may be in civil court. It is also important for you to understand that if an unlicensed Contractor or employee of that individual or firm is injured while working on your property, you may be held liable for damages. If you obtain a permit as Owner- Builder and wish to hire contractors, you will be responsible for verifying whether or not those contractors are properly licensed and the status of their workers' compensation coverage. Before a building permit can be issued, this form must be completed, signed by the property owner and returned to the City of Carlsbad Building Division. I declare under penalty of perjury that I have read and understand o/1 of the information provided on this form and that my responses, including my authority to 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 form without the advice of legal counsel. _LZ_-7 -22. Property Owner Name (PRINT) Prop,erty Owner Signature Date 3 REV. 05/22 PERMIT INSPECTION HISTORY for (CBR2022-1504) Permit Type: Work Class: Status: Scheduled Date BLDG-Residential Application Date: Addition Issue Date: Closed -Finaled Expiration Date: IVR Number: 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? Do basins appear to be maintained as required? 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 stockpiles and spoils protected from runoff? Are all storage areas clean and maintained? 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 Monday, March 17, 2025 05/02/2022 12/07/2022 01/02/2024 40354 Inspection Status Owner: ANN ROSS Subdivision: SHANGRILA TRACT Address: 1415 YOURELL AVE CARLSBAD, CA 92008-1052 Primary Inspector Reinspection Inspection Passed Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Page 12 of 12 PERMIT INSPECTION HISTORY for (CBR2022-1504) Permit Type: BLDG-Residential Work Class: Addition Status: Closed -Finaled Scheduled Actual Inspection Type Date Start Date Monday, March 17, 2025 Checklist Item BLDG-Plumbing Final BLDG-Mechanical Final BLDG-Structural Final BLDG-Electrical Final BLDG-SW-Inspection Application Date: 05/02/2022 Owner: ANN ROSS Issue Date: 12/07/2022 Subdivision: SHANGRILA TRACT Expiration Date: 01/02/2024 Address: 1415 YOURELL AVE CARLSBAD, CA 92008-1052 IVR Number: 40354 Inspection No. Inspection Primary Inspector Reinspection Inspection Status COMMENTS August 20, 2024: 1. final inspection per engineered, plans and detail specifications -approved. 2. B-59 recycled debris form -verified and approved. 258639-2024 Passed Tony Alvarado Passed Yes Yes Yes Yes Complete Page 11 of 12 PERMIT INSPECTION HISTORY for (CBR2022-1504) Permit Type: BLOG-Residential Application Date: 05/02/2022 Owner: ANN ROSS Work Class: Addition Issue Date: 12/07/2022 Subdivision: SHANGRILA TRACT Status: Closed -Finaled Expiration Date: 01/02/2024 Address: 1415 YOURELL AVE IVR Number: 40354 CARLSBAD, CA 92008-1052 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status Checklist Item COMMENTS Passed Are inactives slopes properly Yes stabilized? Are areas flatter than 3:1 Yes covered or protected? Are sediment controls properly Yes maintained? Are erosion control BMPs Yes functioning properly? Are natural areas protected Yes from erosion? Do basins appear to be Yes maintained as required? Are perimeter control BMPs Yes maintained? Is the entrance stabilized to Yes prevent tracking? Have sediments been tracked Yes on to the street? Have materials collected Yes around the storm drains? Has sediment accumulated on Yes impervious surfaces? Are dumpsters and trash Yes receptacles covered? Has trash/debris accumulated Yes throughout the site? Are stockpiles and spoils Yes protected from runoff? Are all storage areas clean Yes and maintained? Were spills/leaks observed Yes during the inspection? Were there any discharges Yes during the inspection? Are portable restrooms Yes properly positioned? Do portable restrooms have Yes secondary containment? Are BMPs stockpiled for Yes emergency deployment? 08/20/2024 08/20/2024 BLDG-Final Inspection 258418-2024 Passed Tony Alvarado Complete Monday, March 17, 2025 Page 10 of 12 Permit Type: Work Class: Status: Scheduled Date 07/03/2023 PERMIT INSPECTION HISTORY for (CBR2022-1504) BLDG-Residential Application Date: 05/02/2022 Owner: ANN ROSS Addition Issue Date: 12/07/2022 Subdivision: SHANGRtLA TRACT Closed -Finaled Expiration Date: 01/02/2024 Address: 1415 YOURELL AVE IVR Number: 40354 CARLSBAD, CA 92008-1052 Actual Inspection Type Start Date Inspection No. Inspection Primary Inspector Reinspection Inspection Checklist Item BLDG-Building Deficiency BLDG-14 Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout BLDG-34 Rough Electrical BLDG-44 Rough-Ducts-Dampers NOTES Created By Angie Teanio Status COMMENTS TEXT 760-716-2771 Victor 07/03/2023 BLDG-23 216265-2023 Passed Tony Alvarado GasfTest/Repairs Checklist Item BLDG-Building Deficiency COMMENTS Gas Test-not ready at first inspection. Gas Test-completed and approved on second inspection-OK. BLDG-27 Shower PanfTubs 216266-2023 Passed Tony Alvarado Checklist Item BLDG-Building Deficiency COMMENTS 1. Shower pans in master bedroom and guest bathroom/hot mop system, verified in field-under water leak pressure test - approved. 2. SWPPPS and BMPS, erosion control devices and measures intact in place -ok. BLDG-82 Drywall, Exterior Lath, Gas Test, Hot Mop 216179-2023 Passed Tony Alvarado Checklist Item BLDG-17 Interior Lath-Drywall BLDG-18 Exterior Lath and Drywall COMMENTS BLDG-SW-Inspection 216264-2023 Partial Pass Tony Alvarado Passed Yes Yes Yes Yes Yes Created Date 06/1612023 Passed Yes Passed Yes Passed Yes Yes Complete Complete Complete Reinspection Incomplete Monday, March 17, 2025 Page 9 of 12 PERMIT INSPECTION HISTORY for (CBR2022-1504) Permit Type: BLDG-Residential Application Date: 05/02/2022 Owner: ANN ROSS Work Class: Addition Issue Date: 12/07/2022 Subdivision: SHANGRILA TRACT Status: Closed -Finaled Expiration Date: 01/02/2024 Address: 1415 YOURELL AVE IVR Number: 40354 CARLSBAD, CA 92008-1052 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Re inspection Inspection Date Start Date Status Checklist Item COMMENTS Passed Are inactives slopes properly Yes stabilized? Are areas flatter than 3: 1 Yes covered or protected? Are sediment controls properly Yes maintained? Are erosion control BMPs Yes functioning properly? Are natural areas protected Yes from erosion? Do basins appear to be Yes maintained as required? Are perimeter control BMPs Yes maintained? Is the entrance stabilized to Yes prevent tracking? Have sediments been tracked Yes on to the street? Are storm drain inlets Yes protected and maintained? Have materials collected Yes around the storm drains? Has sediment accumulated on Yes impervious surfaces? Are dumpsters and trash Yes receptacles covered? Has trash/debris accumulated Yes throughout the site? Are stockpiles and spoils Yes protected from runoff? Are all storage areas clean Yes and maintained? Were spills/leaks observed Yes during the inspection? Were there any discharges Yes during the inspection? Are portable restrooms Yes properly positioned? Do portable restrooms have Yes secondary containment? 04/25/2023 04/25/2023 BLDG-16 Insulation 209201-2023 Partial Pass Tony Alvarado Re Inspection Incomplete Checklist Item COMMENTS Passed BLDG-Building Deficiency April 25, 2023: Yes 1. Energy thermal insulation behind shear wall -verified and approved. 06/19/2023 06/19/2023 BLDG-84 Rough 214618-2023 Passed Chris Renfro Complete Combo(14,24,34,44) Monday, March 17, 2025 Page 8 of 12 ' PERMIT INSPECTION HISTORY for (CBR2022-1504) Permit Type: BLDG-Residential Work Class: Addition Status: Closed -Finaled Application Date: 05/02/2022 Owner: ANN ROSS Issue Date: 12/07/2022 Subdivision: SHANGRILA TRACT Expiration Date: 01/02/2024 IVR Number: 40354 Address: 1415 YOURELL AVE CARLSBAD, CA 92008-1052 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date 04/19/2023 04/19/2023 04/24/2023 04/24/2023 Monday, March 17, 2025 Status BLDG-15 Roof/ReRoof 208385-2023 Passed Peter Dreibelbis (Patio) Checklist Item COMMENTS BLDG-Building Deficiency Roof deck nailing ok NOTES Created By TEXT Angie Teanio 253-205-1043 Randy BLDG-13 Shear 208872-2023 Partial Pass Tony Alvarado Panels/HD (ok to wrap) Checklist Item BLDG-Building Deficiency NOTES Created By Angie Teanio COMMENTS April 24, 2023: 1. Partial pass -shear wall nailing/fastening system, per engineered plans and detail specifications (phase 1) - approved only. 2. (Typical) -missing metal connector fasteners required th roughout framing connections, informed contractor representative Randy. TEXT 253-205-1043 Randy BLDG-SW-Inspection 208979-2023 Partial Pass Tony Alvarado Complete Passed No Created Date 04/18/2023 Reinspection Incomplete Passed Yes Created Date 04/21/2023 Reinspectlon Incomplete Page 7 of 12 PERMIT INSPECTION HISTORY for (CBR2022-1504) Permit Type: BLDG-Residential Work Class: Addition Status: Closed -Finaled Application Date: 05/02/2022 Owner: ANN ROSS Issue Date: 12/07/2022 Subdivision: SHANGRILA TRACT Expiration Date: 01/02/2024 IVR Number: 40354 Address: 1415 YOURELL AVE CARLSBAD, CA 92008-1052 Scheduled Date Actual Inspection Type Start Date Inspection No. Inspection Status Primary Inspector Reinspection Inspection Monday, March 17, 2025 Checklist Item BLDG-Building Deficiency COMMENTS March 20, 2023: 1. Second plywood floor diaphragm edge and field nailing, per engineered plans and detail specifications -approved. BLDG-SW-Inspection Checklist Item 205938-2023 COMMENTS Partial Pass Tony Alvarado 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? Do basins appear to be maintained as required? 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 stockpiles and spoils protected from runoff? Are all storage areas clean and maintained? 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? Passed Yes Reinspectlon Incomplete Passed Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Page 6 of 12 PERMIT INSPECTION HISTORY for (CBR2022-1504) Permit Type: BLDG-Residential Application Date: 05/02/2022 Owner: ANN ROSS Work Class: Addition Issue Date: 12/07/2022 Subdivision: SHANGRILA TRACT Status: Closed -Finaled Expiration Date: 01/02/2024 Address: 1415 YOURELL AVE IVR Number: 40354 CARLSBAD, CA 92008-1052 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status Checklist Item COMMENTS Passed Are inactives slopes properly Yes stabilized? Are areas flatter than 3: 1 Yes covered or protected? Are sediment controls properly Yes maintained? Are erosion control BMPs Yes functioning properly? Are natural areas protected Yes from erosion? Do basins appear to be Yes maintained as required? Are perimeter control BMPs Yes maintained? Is the entrance stabilized to Yes prevent tracking? Have sediments been tracked Yes on to the street? Are storm drain inlets Yes protected and maintained? Have materials collected Yes around the storm drains? Has sediment accumulated on Yes impervious surfaces? Are dumpsters and trash Yes receptacles covered? Has trash/debris accumulated Yes throughout the site? Are stockpiles and spoils Yes protected from runoff? Are all storage areas clean Yes and maintained? Were spills/leaks observed Yes during the inspection? Were there any discharges Yes during the inspection? Are portable restrooms Yes properly positioned? Do portable restrooms have Yes secondary containment? Are BMPs stockpiled for Yes emergency deployment? 03/20/2023 03/20/2023 BLDG-14 205934-2023 Partial Pass Tony Alvarado Re Inspection Incomplete Frame/Steel/Bolting/We lding (Decks) Monday, March 17, 2025 Page 5 of 12 PERMIT INSPECTION HISTORY for (CBR2022-1504) Permit Type: BLDG-Residential Work Class: Addition Status: Closed -Finaled Application Date: 05/02/2022 Owner: ANN ROSS Issue Date: 12/07/2022 Subdivision: SHANGRILA TRACT Expiration Date: 01/02/2024 IVR Number: 40354 Address: 1415 YOURELL AVE CARLSBAD, CA 92008-1052 Scheduled Date Actual Inspection Type Start Date Inspection No. Inspection Status Primary Inspector Reinspection Inspection Monday, March 17, 2025 Checklist Item BLDG-Building Deficiency NOTES Created By Angie Teanio Angie Teanio COMMENTS March 7, 2023: 1. Foundation footing steel reinforcement: placement, type, size, and steel reinforcement re bar -approved per structural engineering plans and detail specs. 2. Required geotechnical/soils engineer pad and footing soil bottom certification letter -approved and filed. 3. Spoke to contractor representative Randy, too much moisture in soil due to rain event, required re-compaction of soil will be necessary for final foundation/footing steel reinforcement inspection-approved and geotechnical soils technician certification letter verified and filed. 4. SWPPPs and soil erosion components, intact, in place -approved. TEXT 253-205-1043 Randy 253-205-1043 Randy BLDG-12 Steel/Bond Beam 204823-2023 Passed Tony Alvarado Checklist Item BLDG-Building Deficiency NOTES Created By Angie Teanio Angie Teanio COMMENTS March 7, 2023: 1. Foundation footing steel reinforcement: placement, type, size, and steel reinforcement rebar -approved per structural engineering plans and detail specs. 2. Required geotechnical/soils engineer pad and footing soil bottom certification letter -approved and filed. 3. Spoke to contractor representative Randy, too much moisture in soil due to rain event, required re-compaction of soil will be necessary for final foundation/footing steel reinforcement inspection-approved and geotechnical soils technician certification letter verified and fi led. 4. SWPPPs and soil erosion components, intact, in place -approved. TEXT 253-205-1043 Randy 253-205-1043 Randy BLDG-SW-Inspection 204983-2023 Partial Pass Tony Alvarado Passed Yes Created Date 02/27/2023 03/06/2023 Passed Yes Created Date 02/27/2023 03/06/2023 Complete Reinspectlon Incomplete Page 4 of 12 PERMIT INSPECTION HISTORY for (CBR2022-1504) Permit Type: BLDG-Residential Application Date: 05/02/2022 Owner: ANN ROSS Work Class: Addition Issue Date: 12/07/2022 Subdivision: SHANGRILA TRACT Status: Closed -Finaled Expiration Date: 01/02/2024 Address: 1415 YOURELL AVE IVR Number: 40354 CARLSBAD, CA 92008-1052 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status Checklist Item COMMENTS Passed Are inactives slopes properly Yes stabilized? Are areas flatter than 3: 1 Yes covered or protected? Are sediment controls properly Yes maintained? Are erosion control BMPs Yes functioning properly? Are natural areas protected Yes from erosion? Do basins appear to be Yes maintained as required? Are perimeter control BMPs Yes maintained? Is the entrance stabilized to Yes prevent tracking? Have sediments been tracked Yes on to the street? Are storm drain inlets Yes protected and maintained? Have materials collected Yes around the storm drains? Has sediment accumulated on Yes impervious surfaces? Are dumpsters and trash Yes receptacles covered? Has trash/debris accumulated Yes throughout the site? Are stockpiles and spoils Yes protected from runoff? Are all storage areas clean Yes and maintained? Were spills/leaks observed Yes during the inspection? Were there any discharges Yes during the inspection? Are portable restrooms Yes properly positioned? Do portable restrooms have Yes secondary containment? 03/07/2023 03/07/2023 BLDG-11 204824-2023 Passed Tony Alvarado Complete Foundation/Ftg/Piers (Rebar) Monday, March 17, 2025 Page 3 of 12 PERMIT INSPECTION HISTORY for (CBR2022-1504) Permit Type: BLDG-Residential Work Class: Addition Status: Closed -Finaled Application Date: 05/02/2022 Owner: ANN ROSS Issue Date: 12/07/2022 Subdivision: SHANGRILA TRACT Expiration Date: 01/02/2024 IVR Number: 40354 Address: 1415 YOURELL AVE CARLSBAD, CA 92008-1052 Scheduled Date Actual Inspection Type Start Date Inspection No. Inspection Primary Inspector Reinspection Inspection Monday, March 17, 2025 Checklist Item BLDG-Building Deficiency NOTES Created By Angie Teanio Status COMMENTS February 28, 2023: 1. Foundation footing steel reinforcement: placement, type, size, and steel reinforcement rebar -failed. 2. Requ ired geotechnical/soils engineer pad and footing soil bottom certification letter -failed. 3. Spoke to contractor representative Randy, too much moisture in soil due to rain event, requ ired re-compaction of soil will be necessary for final foundation/footing steel reinforcement inspection to be approved. 4. SWPPPs and soil erosion components, intact, in place -approved. TEXT 253-205-1043 Randy BLDG-SW-Inspection 204390-2023 Partial Pass Tony Alvarado Passed No Created Date 02/27/2023 Reinspectlon Incomplete Page 2 of 12 Building Permit Inspection History Finaled (Cityof Carlsbad PERMIT INSPECTION HISTORY for (CBR2022-1504) Permit Type: BLDG-Residential Work Class: Addition Status: Closed -Finaled Application Date: 05/02/2022 Owner: ANN ROSS Issue Date: 12/07/2022 Subdivision: SHANGRILA TRACT Expiration Date: 01/02/2024 IVR Number: 40354 Address: 1415 YOURELL AVE CARLSBAD, CA 92008-1052 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status 02/08/2023 02/08/2023 BLDG-SW-Pre-Con 202523-2023 Passed Tim Kersch Checklist Item COMMENTS BLDG-Building Deficiency BMPs and hold notifications discussed. NOTES Created By TEXT Seta Levanduski RANDY 253-205-1043 02/28/2023 02/28/2023 BLDG-11 204313-2023 Failed Tony Alvarado Monday, March 17, 2025 Foundation/Ftg/Piers (Rebar) Checklist Item BLDG-Building Deficiency NOTES Created By Angie Teanio COMMENTS February 28, 2023: 1. Foundation footing steel reinforcement: placement, type, size, and steel reinforcement rebar -failed. 2. Required geotechnical/soils engineer pad and footing soil bottom certification letter -failed. 3. Spoke to contractor representative Randy, too much moisture in soil due to rain event, required re-compaction of soil will be necessary for final foundation/footing steel reinforcement inspection to be approved. 4. SWPPPs and soil erosion components, intact, in place -approved. TEXT 253-205-1043 Randy BLDG-12 Steel/Bond Beam 204312-2023 Failed Tony Alvarado Passed Yes Created Date 02/07/2023 Complete Reinspection Incomplete Passed Yes Created Date 02/27/2023 Reinspection Incomplete Page 1 of 12 DATE: 6/20/2022 JURISDICTION: CITY OF CARLSBAD • INTERWEST A :.AFl:1,uUl co•~PANV D APPLICANT D JURIS. PLAN CHECK#.: CB-CBR2022-1504-rcl-approved _____ SET: II PROJECT ADDRESS: 1415 YOURELL AVE. PROJECT NAME: ROSS RESIDENCE REMODEL & ADDITION ~ The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. D The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. D The check list transmitted herewith is for the applicant's information . The plans are being held at lnte,west until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. D The applicant's copy of the check list has been sent to the jurisdiction at: ~ lnterwest staff did not advise the applicant that the plan check has been completed. D lnterwest staff did advise the applicant that the plan check has been completed . Person contacted : Telephone#: Date contacted: (by: ) Email: Mail Telephone Fax In Person 0 REMARKS: By : David Yao lnterwest Received on: 6/13/2022 Enclosures: 9320 Chesapeake Drive, Suite 208 ♦ an Diego, California 92 123 ♦ (858) 560-1468 ♦ Fax (858) 560-1 576 • lW I N T ERWEST A SA.FEIJulll COMP.ANY DATE: 5/18/2022 JURISDICTION: CITY OF CARLSBAD PLAN CHECK#.: CB-CBR2022-1504 PROJECT ADDRESS: 1415 YOURELL AVE. SET: I PROJECT NAME: ROSS RESIDENCE REMODEL & ADDITION □ APPLICANT □ JURIS. D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. D The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. ~ The check list transmitted herewith is for the applicant's information. The plans are being held at lnterwest until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. ~ The applicant's copy of the check list has been sent to the jurisdiction at: Arlen Roper D lnterwest staff did not advise the applicant that the plan check has been completed. ~ lnterwest staff did advise the applicant that the plan check has been completed . Person contacted : Arlen Roper Telephone#: 760-522-3997 Date contacted : Mail Telephone 0 REMARKS: By: David Yao lnterwest (by: ) Email: arlenroper@gmail.com Fax In Person Enclosures: Received on: 5/5/2022 9320 Chesapeake Drive, Suite 208 ♦ San D iego, California 92 123 ♦ (858) 560-1468 ♦ Fax (858) 560-1576 CITY OF CARLSBAD CB-CBR2022-1504 5/18/2022 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK#.: CB-CBR2022-1504 JURISDICTION: CITY OF CARLSBAD PROJECT ADDRESS: 1415 YOURELL AVE. FLOOR AREA: Add living 718 Add deck 961 s f REMARKS : DATE PLANS RECEIVED BY JURISDICTION: DATE INITIAL PLAN REVIEW COMPLETED: 5/18/2022 FOREWORD (PLEASE READ): STORIES: 1 HEIGHT: DATE PLANS RECEIVED BY ESGIL CORPORATION: 5/5/2022 PLAN REVIEWER: David Yao This plan review is limited to the technical requirements contained in the California Residential Code, California Building Code, California Plumbing Code, California Mechanical Code, California I Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled . This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinance by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. Present California law mandates that construction comply with the 2019 edition of the California Code of Regulations (Title 24), which adopts the following model codes: 2019 CRC , 2019 CBC , 2019 CPC , 2019 CMG and 2019 CEC. The above regulations apply, regardless of the code editions adopted by ordinance. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 105.4 of the 2019 California Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet number, specification section, etc. Be sure to enclose the marked up list when you submit the revised plans. CITY OF CARLSBAD CB-CBR2022-1504 5/18/2022 Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: a. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to lnterwest and the Carlsbad Planning , Engineering and Fire Departments. OR; b. Bring TWO corrected set of plans and calculations/reports to lnterwest, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560- 1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning , Engineering and Fire Departments. NOTE: Plans that are submitted directly to lnterwest only will not be reviewed by the City Planning, Engineering and Fire Departments until review by lnterwest is complete. 1. The City of Carlsbad requires that all projects that qualify for CAP compliance will submit a completed Climate Action Plan (CAP) Consistency Checklist (city form 8- 50) for review and imprint the B-55 form on the plans. Forms can be found here: https://www.carlsbadca.gov/departments/community- development/building/building-applications-forms/-folder-56 1. Provide item-by-item responses on an 8-1/2-inch by 11-inch sheet(s) clearly and specifically indicating where and how each correction item has been addressed (vague responses, such as "Done" or "See plans," are unacceptable) 2. All sheets of final plans must be signed by the person responsible for their preparation. (California Business and Professions Code). 3. Final plans deviating from conventional wood frame construction shall have the structural portions signed and sealed by the California state licensed engineer or architect responsible for their preparation, along with structural calculations. (California Business and Professions Code). 4. On the cover sheet of the plans, specify any items that will have a deferred submittal .Additionally, provide the following note on the plans: "Submittal documents for deferred submittal items shall be submitted to the registered design professional in responsible charge, who shall review them and forward them to the building official with a notation indicating that the deferred submittal documents have been reviewed and that they have been found to be in general conformance with the design of the building . The deferred submittal items shall NOT be installed until their design and submittal documents have been approved by the building official." (if applicable) CITY OF CARLSBAD CB-CBR2022-1504 5/18/2022 5. Guards (Section R312): a) Openings between railings shall be less than 4". The triangular openings formed by the riser, tread and bottom element of a guardrail at a stair shall be less than 6". b) Shall be detailed to show capability to resist a concentrated load of 200 pounds in any direction along the top rail and 50 psf for infill components. Calculations may be required . Table R301.5. 6. Show location of attic access with a minimum size of 22"x30", unless the maximum vertical headroom height in the attic is less than 30". Access must be provided to each separated attic area (if over 30 sq. ft .), shall be located in a hallway or other readily accessible location and 30" headroom clearance is required above the opening. Section R807.1. 7. Show a self-closing and self-latching door or an automatic-closing and latching door; either 1-3/8" solid core or a listed 20-minute assembly, for openings between garage and dwelling. Section R302 .5.1. 8. Show positive connection for lateral/pull away using horizontal hold downs or deck ties located 24 " from each end of deck or spread evenly at 4 spaces able to resist 1,500 lb or 750 lb each respectively. See section R507.9.2 and figures R507 .9.2(1) and R507.9.2(2). 9. Detail uplift resistance of trusses and/or rafters per CRC Table R802.11 at supporting wall assemblies. 10. Page 18 of the structural calculation shows line 5 requires type 5 shear wall. Sheet S2 and S3 of the plan shows type 2 wall. Please check. 11 . Page 18 of the structural calculation shows line 12 requires type 3 shear wall. Sheet S2 and S3 of the plan shows type 2 wall. Please check. 12. Show on the plans the location, type and size (Stu's) of all heating and cooling appliances or systems. 13. Per CEC Article 210 .11 (C)1, note on the plans that there will be a minimum of 2 small appliance branch circuits within the locations specified in Article 210.52(8), i.e ., kitchen and dining areas. 14. An instantaneous water heater is shown on the plans. Please include a gas pipe sizing design (isometric or pipe layout) for all gas loads. Shows gas meter location, development length for all gas appliances, gas demand for all gas appliances and gas line size . a) The gas pipe sizing for a tank type water heater shall be based upon a minimum 200,000 Btu gas input rating. Energy Standards 150.0(n). CITY OF CARLSBAD CB-CBR2022-1504 5/18/2022 15. Specify on the plans whether the existing house was built before or after 1994. For additions or improvements to a residence built before 1994, note on the plans that existing "noncompliant" fixtures (toilets that use more than 1.6 gallons of water per flush, urinals that use more than one gallon of water per flush , showerheads that have a flow capacity of more than 2.5 gallons of water per minute, and interior faucets that emit more than 2.2 gallons of water per minute) shall be replaced . Certification of compliance shall be given to the building inspector prior to final permit approval. California SB407. 16. Note on the plans that prior to final inspection the licensed contractor, architect or engineer in responsible charge of the overall construction must provide to the building department official written verification that all applicable provisions from the Green Building Standards Code have been implemented as part of the construction. CGC 102 .3. 17. Instantaneous water heaters shall have isolation valves on both the cold and the hot water piping leaving the water heater complete with hose bibs or other fittings on each valve for flushing the water heater when the valves are closed . ES 110.3 18. All fans installed to meet all of the preceding ventilation requirements must be specified at a noise rating of a maximum 1 "Sone" (continuous use) or 3 "Sone" (intermittent) 19. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. • Have changes been made to the plans not resulting from this correction list? Please indicate : Yes □ No □ 20. The jurisdiction has contracted with lnterwest, located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123 ; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Error! Reference source not found. at lnterwest. Thank you . Page 1 of 2 05/27/22 solid forms Correction Responses 9474 Kearny Villa Rd, Suite 215, San Diego, CA 92126 Evan Coles, P.E. (858) 376-7734 evan@solidformseng.com May 27, 2022 Project#: 21-093 Project: Ross Residence Address: 1415 Yourell Ave., Carlsbad, CA 92008 Correction #5: See revised plans and structural detail 19/SSl for typical guardrail connection & calculation. Correction #8: RECEIVED JUN O 9 2022 CITY OF CARLSBAD BUILDING DIVISION See revised Foundation plan, 1st level deck, for add itional straps to existing/new footings at lines A & B / 2 & 6. The diaphragm is "ok" to transfer loads these locations and therefore additional connections are not required. The 2nd floor deck is deck has shearwalls specifically designed on all four sides, diraphragn is "ok", therefore additional connection not required. The CRC is typically used for projects that do not have engineering. Correction #9: We have reviewed the framing and load and there is no resulting uplift from wind. "ok" by inspection and additional connection not required. Correction #10, & 11: Shearwalls now coordinate with calculations. See updated plans and revised calculation line 5 below. Revision: Upper roof is now "open beam" with 2x T&G. See roof beam calculations, revised plans and details. Lateral Design Lower Level E-W Line: Seis. Area (tt2) = 2240 Shear Line Len.Tot (ft) = 18 Wind Relative to Ridge = Parallel Wind Lengths: Left Right Li< = Vert.Trib Height (ft) = I 9.o I..,. = Dist to Adj Gridline (ft) = I 57.0 Shear Above: Line = " v,,_. (Sels/Wind) = " " 0/o,-""· of Load = 5 p = 1.3 Sos= 0.830 Plate Ht. (ft) = 8 Lw.n Tot. (ft) = 5.5 " " " " " Shearwall Seis. Wind Strength Design Seis. Force: F, = 3.1 psf 16,0 psf lbs 2462 lbs lbs Maximum Wind Pressure: P, = V,s.~ (ASO) = Area/2*F, *p*0.7 = 3135 >Wind= LH*Lw/2*P,*0.6 = V 'l.V, (Above) = V.,,Total;;;: 3135 2462 lbs Vx/L = 570 448 plf " Use Shearwall Type= © v,Ah,.Tnb. (Seis/Wind) = with L TP4 clips @ 16 "o.c. 35% Wood Shearwalls = Length= Load Type = Shear Load {lbs) = Wall DLDl51. (psf) = Resis. o~ ... (plf) = Resis. DL•""' (lbs) = DLp""' Dist (ft) = MomentoT (lb-ft) = 1Momen4'esl,t (lb-ft) = Uplift (lbs) = Uplift.oove = Uplift«,._= w, 5.5 Seis. I Wind 3135 2462 16 126 25082 19699 1859 2305 4645 3479 4645 3479 Left Holdown = Per Plan Right Holdown = Per Plan W2 Wl I I 0 0 0 " " " " " " " " -" for entire length of grid line 5 w. Ws W5 I I I 0 0 0 0 0 0 0 " " " " " " " " " " " " " " " " " " " " " " " " > 1--0 Wood Beam Design : RB-4 solidforms engineering Page 2 of 2 05/27/22 Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size : Wood Species : Fb -Tension Fb -Compr Applied Loads 6x14, Sawn, Fully Braced Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Douglas Fir-Larch Wood Grade : No.1 1350 psi Fe -Prll 925 psi Fv 170 psi Ebend-xx 1350 psi Fe -Perp 625 psi Ft 675 psi Eminbend -xx Beam self weight calculated and added to loads Unif Load: D = 0.0140, Lr = 0.020 k/ft, 5.50 ft to 9.50 ft, Trib= 3.0 ft 1 Point: D = 0.50, Lr= 0.60 k @ 5.50 ft 2Point: D = 0.50, Lr= 0.60 k@ 9.50 ft Unif Load: D= 0.0->0.40, Lr = 0.0->0.60 k/ft, 0.0 to 5.50 ft Unif Load: D= 0.40->0.0, Lr = 0.60->0.0 k/ft, 9.50 to 15.50 ft 1600 ksi 580 ksi Density 31.21 pcf Design Summary Max fb/Fb Ratio = fb : Actual: 0.822; 1 1,386.81 psi at 1,687.50 psi +D+Lr O(Q..0.0.10) Lr(0.0,0.60) fD(0.0420) Lr(O.OS~; D(p:.10,0,0)J,..r 0.60,Q..O) Fb : Allowable : Load Comb: Max fv/FvRatio = fv : Actual : Fv : Allowable : Load Comb : 0.401 : 1 85.25 psi at 212.50 psi +D+Lr Max Reactions Left Support Right Support (k) Q 1r 1 1.88 2.47 1.84 2.42 Wood Beam Design : RB-5 8.938 ft in Span# 1 0.000 ft in Span # 1 Y:l. !:i ax eflect1ons Transient Downward Ratio 6x14 15.50 n 0.269in 691 LC: Lr Only Total Downward Ratio 0.474 in 392 LC: +D+Lr Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size : 6x14, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Species : Douglas Fir-Larch Wood Grade: No.1 Fb -Tension Fb -Compr 1350 psi Fe -Prll 925 psi Fv 170 psi Ebend-xx 1350 psi F c -Perp 625 psi Ft 675 psi Eminbend -xx Applied Loads Beam self weight calculated and added to loads Unif Load: D= 0.0->0.40, Lr = 0.0->0.60 k/ft, 0.0 to 5.0 ft Unit Load: D= 0.40->0.0, Lr = 0.60->0.0 k/ft, 5.0 to 10.0 ft Design Summary Max fb/Fb Ratio = fb : Actual : 0.369 ; 1 613.03 psi at 1,659.65 psi +D+Lr Fb : Allowable : Load Comb: Max fv/FvRatio = fv ; Actual : Fv : Allowable : Load Comb: Max Reactions (k) Left Support Right Support 0.232 : 1 49.33 psi at 212.50 psi +D+Lr Q .b!: 1 1.08 1.50 1.08 1.50 5.000 ft in Span# 1 8.900 ft in Span # 1 Y:l. !:i 0(0.0,0.40) Lr{0~0,0.60) ax e ect1ons 6x14 10.0 fl Transient Downward 0.048 in Ratio 2492 LC: Lr Only 1600 ksi 580 ksi Density 31.21 pcf ,0(0.40,~.0J Lr(Q..60,0.0 . Total Downward Ratio 0.082 in 1459 LC: +D+Lr solidforms . . engIneerIng 9474 Kearny Villa Rd, Suite 215, San Diego, CA 92126 Evan Coles, P.E. (858) 376-7734 evan@solidformseng.com STRUCTURAL CALCULATIONS Ross Residence 1415 Yourell Ave, Carlsbad, CA 92008 04-14-2022 : Project # 22-093 Table of Contents Design Criteria & Loads ........... . Gravity Analysis & Design ...... . Lateral Analysis & Design ....... . Foundation Analysis & Design .. .. -1 CBR2022-1504 1415 YOURELL AVE 0 141 5 YOURELL; (7 18 SF) ADDITION, (961 SF) DECK AND (1 ,845 SF) REMODEL 1560524900 5/2/2022 CBR2022-1504 Design Criteria Building Code: Concrete: Masonry: Mortar: Grout: Reinforcing Steel: Structural Steel: Bolting: Welding : Wood: Soil: Desig_n Loads Load 1 DL Asphalt Shingle Roof Plywood Joists Insulation Drywall Electrical/Mech./Misc. Other Total DL LL Residential Roof Total Load Load 3 solidforms engineering 2018 IBC/2019 CBC -ASCE / SEI 7-16 ACI 318-14 [fc = 2500 psi -No Special Inspection Req.'d (U.N.O.)] TMS 402-16/ACI 530-16 [Normal Wt.-ASTM C90-fm=1500 psi-Spec. Insp. Req.'d] ASTM C270 [fc = 1800 psi Type SJ ASTM C476 [fc = 2000 psi] ASTM A615 [Fy = 40 ksi For #4 Bars & Smaller/ Fy = 60 ksi For #5 Bars & Larger] AISC 360-16, 15th Edition W Shapes (I Beams): ASTM A992, High Strength, Low Alloy, Fy = 50 ksi HSS Shapes (Rect.): ASTM AS00, Carbon Steel, Fy = 46 ksi HSS Shapes (Round): ASTM AS00, Carbon Steel, Fy = 42 ksi Pipe Shapes: ASTM A53, Grade B, Carbon Steel, Fy = 35 ksi All other steel: ASTM A36, Fy = 36 ksi A307 / A325-N / A490-N (Single Plate Shear Conn.) E70 Series Typ. (E90 Series for A615 Grade 60 Reinforcing Bars) Shop welding to be done in an approved fabricator's shop. Field welding to have continuous Special Inspection. NDS-2018 Soil Classification (Table 1806.2): Allowable Bearing Pressu re = Lateral Bearing Pressure = Active Pressure = At-rest Pressure = Coefficient of Friction = sf Load 2 4.0 DL Tile & Mortar 1.5 Plywood 3.5 Joists 1.5 Insulation 2.5 Drywall 1.0 Elec./Mech./Misc. 0.0 Other 14 Total DL 20 LL Residential Deck 34 Total Load Load 4 (SW, SP, SM, SC, GM, & GC) 1500 psf (Table 1806.2) 150 psf/ft (Table 1806.2) 30 psf/ft (Table 1610.1) 60 psf/ft (Table 1610.1) 0.25 (Table 1806.2) esf Int. Wall 24.0 DL Drywall 1.5 2x4 Studs @ 16110.c. 3.5 Misc. 1.5 Other 2.5 Total Load 1.0 0.0 Ext. Wall 1 34 DL Stucco 60 2x4 Studs @ 16110.c. 94 Drywall Insulation Misc. Other Total Load Ext. Wall 2 Page 1 of 19 04/14/22 sf 5.0 1.0 1.0 7 esf 10.0 1.0 2.5 1.5 1.0 16 I Multiple Simple Beam LIC#: KW-06015083, Build:20.22.3.31 Description: ROOF GRAVITY (BEAMS) Wood Beam Design: RB-1 solidforms eng i neering Solid Forms Engineering Page 2 of 19 04/14/22 Project File: ROSS.ec6 (c) ENERCALC INC 1983-2022 Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size : Wood Species : Fb -Tension Fb -Compr Applied Loads 4x8, Sawn, Fully Braced Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Douglas Fir-Larch Wood Grade : No.2 875.0 psi Fe -Prll 600.0 psi Fv 170.0 psi Ebend-xx 875.0 psi Fe -Perp 625.0 psi Ft 425.0 psi Eminbend -xx Beam self weight calculated and added to loads Unif Load: D = 0.0140, Lr = 0.020 k/ft, Trib= 6.0 ft Design Summary 1,300.0 ksi 470.0 ksi Density 31 .210pcf ---------------Max fb/Fb Ratio = fb : Actual : Fb : Allowable : 0.115 · 1 163.98 psf at 1,421.88 psi +D+Lr 2.000 ft in Span# 1 ~~;t:~1~~t:~~-~-.:= ~:-:·.~~--~---~ -~~ ~~~--~::.-~~.:;~>;-~: ~~;; Load Comb : • ~ .:.; • I • ~ , ' ' .--: _,. • ! , Max fv/FvRatio = fv : Actual : Fv : Allowable : Load Comb : Max Reactions (k) Left Support Right Support 0.082 : 1 17.34 psi at 212.50 psi +D+Lr D. .I. 0.18 0.18 .l.r 0.24 0.24 Wood Beam Design : RB-2 0.000 ft in Span # 1 .s. Y:i. f ax e ecbons Transient Downward Ratio 4x8 4.0 ft 0.005in 9980 LC: Lr Only Transient Upward 0.000 in Ratio 9999 LC: .. ------1 Total Downward 0.008 in Ratio 5717 LC: +D+Lr Total Upward 0.000 in Ratio 9999 LC: Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size : 4x8, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Species : Douglas Fir-Larch Wood Grade : No.2 Fb -Tension Fb -Compr 875 psi Fe -Prll 600 psi Fv 170 psi Ebend-xx 875 psi Fe -Perp 625 psi Ft 425 psi Eminbend -xx Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.0140, Lr = 0.020 k/ft, Trib= 5.0 ft Design Summary Max fb/Fb Ratio = fb : Actual : 0.393 ; 1 549.48 psi at 1,397.16 psi +D+Lr Fb : Allowable : Load Comb : Max fv/FvRatio = fv : Actual : Fv : Allowable : Load Comb : Max Reactions (k) Left Support Right Support 0.167: 1 35.41 psi at 212.50 psi +D+Lr D. J. 0.30 0.30 .l.r 0.40 0.40 4.000 ft in Span# 1 0.000 ft in Span # 1 .s. Y:i. .E ax e ect1ons l:! Transient Downward 0.064 in Ratio 1497 LC: Lr Only Transient Upward 0.000 in Ratio 9999 LC: 1300 ksi 470 ksi Density 31.21 pcf Total Downward Ratio Total Upward Ratio 0.11 3 in 853 LC: +D+Lr 0.000 in 9999 LC: solidfo1rms engineering j Multiple Simple Beam LIC#: KW-06015083, Build:20.22.3.31 Solid Forms Engineering Wood Beam Design : RB-3 Page 3 of 19 04/14/22 Project File: ROSS.ec6 (c) ENERCALC INC 1983-2022 Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size: 4x10, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Species : Douglas Fir-Larch Wood Grade : No.1 Fb -Tension Fb -Compr 1350 psi Fe -Prll 925 psi Fv 170 psi Ebend-xx 1350 psi Fe -Perp 625 psi Ft 675 psi Eminbend -xx Applied Loads Beam self weight calculated and added to loads 1Point: D =0.80, Lr =1.10k@5.50ft Design summary Max fb/Fb Ratio = fb : Actual : 0.666; 1 1,281 .74 psi at 1,925.77 psi +D+Lr Fb : Allowable : Load Comb : Max fv/FvRatio = fv : Actual : Fv : Allowable : Load Comb : Max Reactions (k) Left Support Right Support 0.214 : 1 45.55 psi at 212.50 psi +D+Lr Q .!. 0.44 0.44 .!.r 0.55 0.55 Wood Beam Design : RB-4 5.500 ft in Span # 1 0.000 ft in Span# 1 '1:1. .E l:i Ratio 11 .0 ft 0.143 in 920 LC : Lr Only Transient Upward 0.000 in Ratio 9999 LC: 1600 ksi 580 ksi Density 31.21 pcf Total Downward Ratio Total Upward Ratio 0.254 in 519 LC: +D+l r 0.000 in 9999 LC: Calculations per NOS 2018, IBC 2018, CBC 2019, .ASCE 7-16 BEAM Size : 5.25x11.875, Parallam PSL, Fully Braced Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Species : iLevel Truss Joist Wood Grade : Parallam PSL 2.0E Fb-Tension Fb-Compr 2900 psi Fe -Prll 2900 psi Fv 290 psi Ebend-xx 2000 ksi Density 45.07 pcf 2900 psi Fe -Perp 750 psi Ft 2025 psi Eminbend -xx 1016.535 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.0140, Lr = 0.020 k/ft, 5.50 ft to 9.50 ft, Trib= 3.0 ft 1 Point: D = 0.50, Lr = 0.60 k@ 5.50 ft 2Point: D = 0.50, Lr= 0.60 k@ 9.50 ft Unif Load: D= 0.0->0.40, Lr= 0.0->0.60 k/ft, 0.0 to 5.50 ft Unif Load: D= 0.40->0.0, Lr = 0.60->0.0 k/ft, 9.50 to 15.50 ft Design Summary Max fb/Fb Ratio = fb : Actual : 0.521 ; 1 1,887.44 psi at 3,625.00 psi +D+Lr Fb : Allowable : Load Comb: Max fv/FvRatio = fv : Actual: Fv : Allowable : Load Comb : Max Reactions (k) Left Support Right Support 0.283 : 1 102.60 psi at 362.50 psi +D+Lr .Q. .L 1.90 1.87 J.r 2.47 2.42 8.887 ft in Span # 1 0.000 ft in Span# 1 ~ '1:1. l:i ax De ect1ons Transient Downward 15.50 ft 0.331 in Ratio 561 LC: Lr Only Transient Upward 0.000 in Ratio 9999 LC: Total Downward Ratio Total Upward Ratio 0.587 in 316 LC: +D+Lr 0.000 in 9999 LC: Multiple Simple Beam LIC#: KW-06015083, Build:20.22.3.31 Wood Beam Design : RB-5 solidforms engineering Solid Forms Engineering Page 4 of 19 04/14/22 Project File: ROSS.ec6 (c) ENERCALC INC 1983-2022 Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size : 5.25x11.875, Parallam PSL, Fully Unbraced Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Species : iLevel Truss Joist Wood Grade : Parallam PSL 2.0E Fb -Tension Fb -Compr 2900 psi Fe -Prll 2900 psi Fv 290 psi Ebend-xx 2000 ksi Density 45.07 pcf 2900 psi Fe -Perp 750 psi Ft 2025 psi Eminbend -xx 1016.535 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D= 0.0->0.40, Lr = 0.0->0.60 k/ft, 0.0 to 5.0 ft Unif Load: D= 0.40->0.0, Lr= 0.60->0.0 k/ft, 5.0 to 10.0 ft Design Summary 0 0 0 L (0 0 0 60) 0(0 40 0 0 Lr 0 60 0 0) Max fb/Fb Ratio = fb : Actual : Fb : Allowable : 0.235 ; 1 834.17 psi at 3,552.41 psi +D+Lr 5.000 ft in Span # 1 : )~ ~~-';,~i:~~=-::---~~: ~;.~~~ • ;:~:-: . ~~-:.~ . :.·~-:~~:~-;~ ~~· :~::.-:: -,._,_-'_.,.. .. ,,_;;;•_ ' ~ .r,' ~-•· • T• : .... _, Load Comb : Max fv/FvRatio = fv : Actual : Fv : Allowable : Load Comb : Max Reactions (k) Left Support Right Support 0.165 : 1 59.80 psi at 362 .50 psi +D+Lr .Q .L 1.10 1.10 J.r 1.50 1.50 Wood Beam Design : RB-6 9.033 ft in Span# 1 '1:1. f 1:1 ax De ections Transient Downward Ratio 10.0 ft 0.059 in 2024 LC: Lr Only Transient Upward 0.000 in Ratio 9999 LC: Total Downward Ratio Total Upward Ratio 0.102 in 1178 LC: +D+Lr 0.000 in 9999 LC: Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size : 4x10, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Species : Douglas Fir-Larch Wood Grade : No.2 Fb -Tension Fb -Compr 875 psi Fe -Prll 600 psi Fv 170 psi Ebend-xx 875 psi Fe -Perp 625 psi Ft 425 psi Eminbend -xx Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.0140, Lr= 0.020 k/ft, Trib= 9.0 ft Design Summary Max fb/Fb Ratio = fb : Actual : 0.739 ; 1 940.72 psi at 1,273.35 psi +D+Lr Fb : Allowable : Load Comb : Max fv/FvRatio = fv : Actual : Fv : Allowable : Load Comb : Max Reactions (k) Left Support Right Support 0.289 : 1 61.39 psi at 212.50 psi +D+Lr Q .L 0.67 0.67 J.r 0.90 0.90 5.000 ft in Span# 1 9.233 ft in Span# 1 '1:1. .E 1:1 ax e ect1ons Transient Downward Ratio 10.0 ft 0.136in 884 LC: Lr Only Transient Upward 0.000 in Ratio 9999 LC: 1300ksi 470 ksi Density 31 .21 pcf Total Downward Ratio Total Upward Ratio 0.236 in 508 LC: +D+Lr 0.000 in 9999 LC: solid forms engineering Multiple Simple Beam UC#: KW-06015083, Build:20.22.3.31 Solid Forms Engineering Wood Beam Design: RB-7 Page 5 of 19 04/14/22 Project File: ROSS.ec6 (c) ENERCALC INC 1983-2022 Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size : 3.5x9.25, Parallam PSL, Fully Unbraced Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Species : iLevel Truss Joist Wood Grade : Parallam PSL 2.0E Fb -Tension Fb -Compr 2900 psi Fe -Prll 2900 psi Fv 290 psi Ebend-xx 2000 ksi Density 45.07 pcf 2900 psi Fe -Perp 750 psi Ft 2025 psi Eminbend -xx 1016.535 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.0140, Lr = 0.020 k/ft, Trib= 9.50 ft Unif Load: D = 0.0160 k/ft, Trib= 8.0 ft Design summary Max fb/Fb Ratio = fb : Actual : 0.322; 1 1,122.54 psi at 3,487.97 psi +D+Lr Fb : Allowable : Load Comb : Max fv/FvRatio = fv : Actual : Fv : Allowable : Load Comb : Max Reactions (k) Left Support Right Support 0.221 : 1 80.12 psi at 362.50 psi +D+Lr D. .L 1.22 1.22 .Le 0.86 0.86 Wood Beam Design : RB-8 4.500 ft in Span# 1 0.000 ft in Span# 1 l:i ax Deflections Transient Downward Ratio 9.0 ft 0.061 in 1768 LC: Lr Only Transient Upward 0.000 in Ratio 9999 LC: Total Downward Ratio Total Upward Ratio 0.148 in 728 LC: +D+Lr 0.000 in 9999 LC: Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size : 5.25x16.0, Parallam PSL, Fully Unbraced Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Species : iLevel Truss Joist Wood Grade : Parallam PSL 2.0E Fb -Tension Fb -Compr 2900 psi Fe -Prll 2900 psi Fv 290 psi Ebend-xx 2000 ksi Density 45.07 pcf 2900 psi Fe -Perp 750 psi Ft 2025 psi Eminbend -xx 1016.535 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.0160 k/ft, 0.0 ft to 10.0 ft, Trib= 6.0 ft Unif Load: D = 0.0140, Lr= 0.020 k/ft, 0.0 to 10.0 ft, Trib= 5.50 ft 1Point: 0 =2.20, Lr =2.10k @10.0ft Design Summary Max fb/Fb Ratio = fb : Actual : Fb : Allowable : Load Comb : Max fv/FvRatio = fv : Actual : Fv : Allowable : Load Comb : 0.490 • 1 1,601 .23 psf at 10.000 ft in Span# 1 3,267.14 psi +D+Lr 0.203: 1 73.63 psi at 0.000 ft in Span # 1 362.50 psi +D+Lr D. .L ~ Y:l. .I;_ Max Reactions (k) Left Support 2.66 .Lr 1.88 1.33 Right Support 1.80 Max Deflections J:i Transient Downward 0.225 in Total Downward 0.517 in Ratio 1065 Ratio 464 LC: Lr Only LC: +D+Lr Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: I Multiple Simple Beam UC#: KW-06015083, Build:20.22.3.31 Description: ROOF GRAVITY (HOR.) Wood Beam Design : RH-1 solidforms engineering Solid Forms Engineering Page 6 of 19 04/14/22 Project File: ROSS.ec6 (c) ENERCALC INC 1983-2022 Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size : Wood Species : Fb -Tension Fb -Compr Applied Loads 4x6, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Douglas Fir-Larch Wood Grade : No.2 875.0 psi Fe -Prll 600.0 psi Fv 170.0 psi Ebend-xx 875.0 psi Fe -Perp 625.0 psi Ft 425.0 psi Eminbend -xx Beam self weight calculated and added to loads Unif Load: D = 0.0140, Lr = 0.020 k/ft, Trib= 8.0 ft Design Summary 1,300.0 ksi 470.0 ksi Density 31.210 pcf Max fb/Fb Ratio = fb : Actual : 0.266 · 1 ------------ Fb : Allowable : Load Comb : 375.62 psf at 2.000 ft in Span# 1 1,413.44 psi +D+Lr ;~i~--~_jf 2f ~:_:~:~-·:-. .:. ~~r.~:-~-?;~---;::_:· .. ~:·~~:~:::.~ :: Max fv/FvRatio = fv : Actual: Fv : Allowable : Load Comb : Max Reactions (k) Left Support Right Support 0.157 : 1 33.28 psi at 0.000 ft in Span# 1 212.50 psi +D+Lr Q !. 0.23 0.23 !J: 0.32 0.32 Wood Beam Design : RH-2 ti Ratio 4.0 ft 0.015 in 3268 LC: Lr Only Transient Upward 0.000 in Ratio 9999 LC: Total Downward Ratio Total Upward Ratio 0.025 in 1893 LC: +D+Lr 0.000 in 9999 LC: Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size : 4x10, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Species : Douglas Fir-Larch Wood Grade : No.2 Fb -Tension Fb-Compr 875 psi Fe -Prll 600 psi Fv 170 psi Ebend-xx 875 psi Fe -Perp 625 psi Ft 425 psi Eminbend -xx Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.0140, Lr= 0.020 k/ft, Trib= 6.50 ft 1 Point: D = 1.80, Lr = 1 .40 k @ 1.250 ft Design Summary Max fb/Fb Ratio = fb : Actual : 0.715 ;1 923.45 psi at 1,290.89 psi +D+Lr Fb : Allowable : Load Comb : Max fv/FvRatio = fv : Actual : Fv : Allowable : Load Comb : Max Reactions (k) Left Support Right Support 0.664 : 1 141.04 psi at 212.50 psi +D+Lr Q .L 1.72 0.67 .Lr 1.50 0.68 1.260 ft in Span # 1 0.000 ft in Span# 1 'ii ti Max Deflections Transient Downward Ratio 0.034 in 2089 LC: Lr Only Transient Upward 0.000 in Ratio 9999 LC: 1300 ksi 470 ksi Density 31 .21 pcf Total Downward Ratio Total Upward Ratio 0.072 in 999 LC: +D+Lr 0.000 in 9999 LC: I Multiple Simple Beam LIC#: KW-06015083, Build:20.22.3.31 Wood Beam Design : RH-3 solidforms engineering Solid Forms Engineering Page 7 of 19 04/14/22 Project File: ROSS.ec6 (c) ENERCALC INC 1983-2022 Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size : 4x10, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-16 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 1Point: 0 =1.30, Lr =0.60k@1.0ft 2Point: D = 1.20, Lr = 0.10 k@ 1.60 ft Design Summary Max fb/Fb Ratio = fb: Actual : 0.336 · 1 325.26 psi at 968.28 psi Fb : Allowable : Load Comb : Max fv/FvRalio = fv : Actual : Fv : Allowable : Load Comb : Max Reactions (k) Left Support Right Support D Only 0.381 : 1 61.78 psi at 162.00 psi D Only .Q J. 1.34 1.18 J.r 0.42 0.28 1.595 ft in Span # 1 0.000 ft in Span# 1 f. ax e ect,ons l:i Tra nsient Downward 0.001 in Ratio 9999 LC: Lr Only Transient Upward 0.000 in Ratio 9999 LC: 1600 ksi 580 ksi Density Total Downward Ratio 31 .21 pcf 0.006 in 5449 LC: +D+Lr Total Upward 0.000 in Ratio 9999 LC: I Multiple Simple Beam LIC#: KW-06015083, Build:20.22.3.31 Description : FLOOR GRAVITY (BEAMS) Wood Beam Design : FB-1 solidforms engineeri n g Solid Forms Engineering Page 8 of 19 04/14/22 Project File: ROSS.ec6 (c) ENERCALC INC 1983-2022 Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-1 6 BEAM Size : 3.5x11 .875, Parallam PSL, Fully Braced Using Allowable Stress Design with ASCE 7-16 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 pcf 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 = 0.0140, L = 0.060 k/ft, 8.250 ft to 12.250 ft, Trib= 7.0 ft 1 Point: D = 0.30, L = 0.30 k@ 12.250 ft Design Summary Max fb/Fb Ratio = 0.334 · 1 fb : Actual : 969.82 psf at Fb : Allowable : 2,900.00 psi 8.250 ft in Span # 1 Load Comb : +D+L Max fv/FvRatio = 0.274 : 1 fv : Actual : 79.53 psi at Fv : Allowable : 290.00 psi 8.250 ft in Span# 1 Load Comb : +D+L Max Reactions (k) Q .l. 1r .E .ti Left Support -0.20 -0.55 Right Support 1.05 2.53 Wood Beam Design : FB-2 BEAM Size : 3.5x11 .875, Parallam PSL, Fully Unbraced B.250 fl Max Deflecllons Transient Downward 0.124 in Rati o 776 LC: LOnly Transient Upward -0.035 in Ratio 2792 LC : L Only 4.0 fl Total Downward Ratio Total Upward Ratio 0.180 in 534 LC: +D+L -0.050 in 1967 LC: +D+L Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-1 6 Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Species : !Level Truss Joist Wood Grade : Parallam PSL 2.0E Fb -Tension Fb -Compr 2900 psi Fe -Prll 2900 psi Fv 290 psi Ebend-xx 2000 ksi Density 45.07 pcf 2900 psi Fe -Perp 750 psi Ft 2025 psi Eminbend -xx 1016.535 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.0140, L = 0.060 k/ft, 0.0 ft to 4.0 ft, Trib= 5.0 ft Unif Load: D = 0.0340, L = 0.060 k/ft, 0.0 to 4.0 ft, Trib= 4.0 ft Unif Load: D = 0.01 60, Lr= 0.020 k/ft, 4.0 to 10.0 ft, Trib= 4.50 ft Unif Load: D = 0.0160 k/ft, Trib= 6.0 ft 1 Point: D = -0.20, L = -0.60 k@ 0.750 ft 2Point: D = -0.20, L = -0.60 k@ 4.750 ft 3Point: D = 0.70, Lr = 0.90 k @ 9.0 ft Design summary Max fb/Fb Ratio = fb : Actual : Fb : Allowable : 0.206; 1 567.91 psi at 2,758.27 psi +D+L 3.233 ft in Span # 1 Load Comb : Max fv/FvRatio = fv : Actual : Fv : Allowable : Load Comb : Max Reactions (k) Left Support Right Support 0.245 : 1 88.72 psi at 362.50 psi +D+Lr Q .l. .l.r 1.11 0.86 0.25 1.53 0.10 1.19 9.033 ft in Span # 1 .s 'i:1. .E .ti ~ 3.5x11.B75 10.0 ft Max Deflections Transient Downward 0.024 in Ratio 5047 LC: Lr Only Transient Upward 0.000 in Ratio 9999 LC: Total Downward 0.081 in Ratio 1486 LC: +D+0.750Lr+0.750L Total Upward Ratio 0.000 in 9999 LC: solidforms engineering I Multiple Simple Beam UC#: KW-06015083, Build:20.22.3.31 Solid Forms Engineering Steel Beam Design : FB-3 Page 9 of 19 04/14/22 Project File: ROSS.ec6 (c) ENERCALC INC 1983-2022 Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 STEEL Section : W10x60, Fully Braced Using Allowable Strength Design with ASCE 7-16 Load Combinations, Major Axis Bending Fy = 50.0 ksi E = 29,000.0 ksi Applied Loads Beam self weight calculated and added to loads 1 Point: D = 3.30, Lr = 3.40 k @ 0.50 ft 2Point: D = 3.30, Lr= 3.40 k @ 15.50 ft Moment: E = 15.0 k-ft@ 0.50 ft Moment: E = 15.0 k-ft@ 15.50 ft Steel Beam Design : FB-3 STEEL Section : W10x60, Fully Braced Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Using Allowable Strength Design with ASCE 7-16 Load Combinations, Major Axis Bending Fy = 50.0 ksi E = 29,000.0 ksi Design Summary ~--------------------------~ 0.141 :1 Max fb/Fb Ratio = Mu : Applied Mn/ Omega : Allow Load Comb : 26.179 k-ft at 15.467 ft in Span # 1 186.128 k-ft +D+Lr 0.101:1 Max fv/FvRatio = Vu: Applied 8.640 k at 0.000 ft in Span # 1 Vn / Omega : Allow Load Comb : 85.680 k +D+Lr Max Reactions (k) .D. .Lr Left Support 4.56 4.08 Right Support 3.24 2.72 .L. Steel Beam Design : FB-4 STEEL Section : W12x50, Fully Unbraced Y:i. .E -1.50 1.50 D(3.:~o) t.r(3.40) .ti Max Deflections Transient Downward Ratio 20.0ft 0.071 in 3386 LC: Lr Only Transient Upward 0.000 in Ratio 9999 LC : Total Downward 0.161 in 1487 LC: +D+Lr Total Upward 0.000 in Ratio 9999 LC: Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Using Allowable Strength Design with ASCE 7-16 Load Combinations, Major Axis Bending Fy = 50.0 ksi E = 29,000.0 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.0160 k/ft, Trib= 3.50 ft Unif Load: D = 0.0340, L = 0.060 k/ft, Trib= 12.50 ft 1Point: 0 =4.60, Lr =4.10, E=1.50k@2.50ft 2Point: 0 =4.60, Lr =4.10, E=-1.50k@ 13.50ft Desiga summary 0.381 : 1 Max fb/Fb Ratio = Mu : Applied Mn / Omega : Allow Load Comb : 58.344 k-ft at 8.470 ft in Span# 1 153.090 k-ft +D+0.750Lr+0.750L 0.188 : 1 Max fv/FvRatio = Vu : Applied 16.929 k at 0.000 ft in Span# 1 Vn / Omega : Allow Load Comb : 90.280 k +D+0. 750Lr+0. 750L Max Reactions (k) Q J.r !. ~ Left Support 9.12 4.22 6.19 Right Support 8.84 3.98 6.19 Y:i. f 1.00 -1.00 0(4.60) Lr(4.10) E(1.50) 16.50 ft ti Max Deflections Transient Downward 0.111 in Ratio 1785 LC: L Only Transient Upward -0.004 in Ratio 9999 LC: E Only 0(4.60) Lr(410) E(-1 .50) Total Downward 0.268 in 739 LC: +D+0.750Lr+0.750L Total Upward 0.000 in Ratio 9999 LC: solidforms engi ne eri n g [ Multiple Simple Beam UC#: KW-06015083, Build:20.22.3.31 Solid Forms Engineering Steel Beam Design : FB-5 Page 10 of 19 04/14/22 Project File: ROSS.ec6 [ (c) ENERCALC INC 1983-2022 Calculations per AISC 360-1 6, IBC 2018, CBC 2019, ASCE 7-16 STEEL Section : W1 0x68, Fully Braced Using Allowable Strength Design with ASCE 7-16 Load Combinations, Major Axis Bending Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.0340, L = 0.060 k/ft, Trib= 10.0 ft Unif Load: D = 0.0160 k/ft, 0.0 to 10.0 ft, Tri b= 4.0 ft Unif Load: D = 0.0140, Lr= 0.020 k/ft, 0.0 to 10.0 ft, Trib= 4.50 ft 1 Point: D = 3.30, Lr= 2.80, E = 1.50 k @ 3.750 ft 2Point: D = 1.20, Lr = 0.30, L = 0.90 k@ 9.50 ft 3Point: D = 3.30, Lr = 2.80, E = 1.50 k @ 14.750ft Design Summary 0.335 : 1 Max fb/Fb Ratio = Mu : Applied Mn / Omega : Allow Load Comb : 71 .340 k-ft at 9.497 ft in Span# 1 212.824 k-ft +D+0.750Lr+O. 750L 0.161 : 1 Max fv/FvRatio = Vu : Applied 15.777 k at 0.000 ft in Span# 1 97.760 k Vn / Omega : Allow Load Comb : +D+O. 750Lr+0.750L Max Reactions (k) Q Left Support 8.58 .br .!. 3.60 5.99 Right Support 8.03 3.20 6.01 Yi. .E 1.50 1.50 ti Max Deflections Transient Downward Ratio 18.50 ft 0.157in 1412 LC: L Only Transient Upward 0.000 in Ratio 9999 LC : Fy = 50.0 ksi E = 29,000.0 ksi Total Downward 0.391 in 567 LC: +D+0.750Lr+0.750L Total Upward 0.000 in Ratio 9999 LC: solid forms eng i neering I Multiple Simple Beam LIC#: KW-06015083, Build:20.22.3.31 Solid Forms En,gineering Wood Beam Design : FB-6 Page 11 of 19 04/14/22 Project File: ROSS.ec6 (c) ENERCALC INC 1983-2022 Ca lculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size : 7x11.875, Parallam PSL, Fully Braced Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Species : iLevel Truss Joist Wood Grade : Parallam PSL 2.0E Fb -Tension Fb -Compr 2900 psi Fe -Prll 2900 psi Fv 290 psi Ebend-xx 2000 ksi Density 45.07 pcf 2900 psi Fe -Perp 750 psi Ft 2025 psi Eminbend -xx 1016.535 ksi Applied Loads Beam self weight calculated and added to loads Unit Load: D = 0.0160 k/ft, Trib= 3.50 ft Unit Load: D = 0.0340, L = 0.060 k/ft, Trib= 1.330 ft Unit Load: D = 0.0140, Lr= 0.020 k/ft, Trib= 8.50 ft Design Summary Max fb/Fb Ratio = fb : Actual : 0.458 · 1 1,661.35 psf at 10.250 ft in Span# 1 3,625 .00 psi Fb : Allowable : Load Comb : Max fv/FvRatio = fv : Actual : Fv : Allowable : Load Comb : Max Reactions (k) Left Support Right Support +D+0.750Lr+0.750L 0.201 : 1 72. 71 psi at 0.000 ft in Span # 1 362.50 psi +D+O. 750Lr+O. 750L Q .L J.r .s Y:i. 2.52 0.82 1.74 2.52 0.82 1.74 Wood Beam Design : FH-7 Max De ect1ons ti Transient Downward 0.348 in Ratio 707 LC: Lr Only Transient Upward 0.000 in Ratio 9999 LC: Total Downward 0.887 in Ratio 277 LC: +D+0.750Lr+0.750L Total Upward Ratio 0.000 in 9999 LC: Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size : 3.5x11 .875, Parallam PSL, Fully Braced Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Species : iLevel Truss Joist Wood Grade : Parallam PSL 2.0E Fb-Tension Fb-Compr 2900 psi Fe -Prll 2900 psi Fv 290 psi Ebend-xx 2000 ksi Density 45.07 pcf 2900 psi Fe -Perp 750 psi Ft 2025 psi Eminbend -xx 1016.535 ksi Applied Loads Beam self weight calculated and added to loads Unit Load: D = 0.0340, L = 0.040 k/ft, Trib= 12.0 ft Design Summary Max fb/Fb Ratio = fb : Actual: 0.459 ; 1 1,330.83 psi at 2,900.00 psi +D+L Fb : Allowable : Load Comb : Max fv/FvRatio = fv : Actual : Fv : Allowable : Load Comb: Max Reactions (k) Left Support Right Support 0.397 : 1 115.11 psi at 290.00 psi +D+L Q .L 1r 1.89 2.16 1.89 2.16 4.500 ft in Span # 1 0.000 ft in Span# 1 Y:i. ------------------ ~-::.!~~ ·:~~~~~~~-~:7.~~---:;--i--· -~---~---~----,--":.-.-~~-: . -• 9.0 ft ax e ecbons Jj Transient Downward 0.073 in Total Downward 0.137 in Ratio 1480 Ratio 788 LC: L Only LC: +D+L Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Seismic Design solidforms engi ne e rin g Page 12 of 19 04/14/22 Design Variables Base Shear Calculation (ASCE 7-16 Sec. 12.8 & Supplement 2) Latitude = 33.17 (12.8-2) V= C5W Cs= Sos*I/R Longitude= -117.34 Site Class = D {12.8-3) forTsT,: S01*I/(RT) Occupancy = II Where: Cs max. = for T>T,: So1*TL *I/(RT2) Table 1.5-1 (12.8-4) Seis. Category = D Table 11.6-1 & 2 I= 1.0 Tables 1-1 & 11.5-1 (12.8-5) for S,<0.6:0.044505I ;:;0.01 Where: Cs min.= R = 6.5 Table 12.2-1 (12.8-6) for S1<'.0.6: 0.551 *I/R Ss = 1.037 Section 11.4.1 51 = 0.377 Section 11.4.1 DL Area Len. Fa = 1.200 Table 11.4-1 Material (psf) (ft2} (ft) F = V 1.923 Table 11.4-2 Load 1 14 240 SMs = Ss*Fa = 1.244 I... -(11.4-1) (I.) (I.) a.> SMl = S1*Fv = 0.725 (11.4-2) a. (I.) Ext. Wall 1 16 20 :J _j 505 = 2/3*5Ms = 0.830 (11.4-3) Int. Wall 7 501 = 2/3*SM1 = 0.483 (11.4-4) 240 All other structural systems Table 12.8-2 C1= 0.02 aj Table 12.8-2 > (I.) X= 0.75 Table 12.8-2 _j Load 1 14 2380 I... TL = 8 Figure 22-15 (I.) Load 2 34 600 3: Ta= Ct*hnx = 0.175 (12.8-7) 0 Ext. Wall 1 16 240 _j T =Ta= 0.175 Section 12.8.2 Int. Wall 7 200 2980 hn = 18.0 Section 12.8.2.1 Cs= 0.128 Section 12.8.1.1 k = 1 Section 12.8.3 Cd = 4 Table 12.2-1 l::i.a = hsx* 0.025 Table 12.12-1 Vertical Distribution of Forces & Allowable Elastic Drift (ASCE 7-16, Sec. 12.8.3 & 12.8.6) Level Wx hx h/ Wxh/ Fx Fx(psf) % P lixeallow. Upper Level 4.6 18.0 18.0 84 1.1 4.7 60% Yes 0.675 Lower Level 76.0 9.0 9.0 684 9.2 3.1 100% Yes 0.675 80.6 767 10 8 Level Forces (ASCE 7-16, Sec. 12.10.1.1) Level Wx IWx Fx IFx Fpx Fpx (ASD) Where: Roof 4.6 4.6 1.1 1.1 1.1 0.8 Fmin. = 0.2ISosWx Lower Level 76.0 80.6 9.2 10.3 12.6 8.8 Fmax. = 0.4IS0sWx 80.6 10.3 = = = Ht. (ft) 8 8 8 0.128 0.425 Max. 0.037 Min. Above w (kips) (kips) 3.4 1.3 4.6 33.3 20.4 1.3 + 15.4 5.6 76.0 Where: Dxe allow. = l::i.a *I/Cd (Section 12.8.6) p : Redundancy Check Required if story shear is > 35% of base shear (Section 12.3.4.2) WindDesiqn solidforms engi n eering Page 13 of 19 04/14/22 Wind Pressures for MWFRS ASCE 7-16 -Envelope Procdedure Method 2 Design Variables Occupancy = I wind = Basic Wind Speed (mph) = Exposure Category = Topographic K,t = Width (ft)= Length (ft) = Roof Pitch Eave Ht. (ft) = Ridge Ht. (ft) = Mean Roof Ht (ft) = 'A = 8= 'AK,tI = 2a (ft) = Min. Design Load (psf) = II Table 1.5-1 1.00 Tables 1.5-2 110 Figure 26.5-lA B Section 26.7.3 1 Section 26.8.2 57. 0 Transverse 50. 0 Longitudinal 4: 12 10.0 19.5 14.8 1 Figure 28.6-1 18.4 1.0 10.0 Figure 28.6-1 Note 9 16.0 Section 28.4.4 Ps = 'AKztIPsJo (28.6-1) Note: (-) Horiz. Pressures shall be zero. Horiz. Press. (psf) A B C D Transverse 25.8 -7.3 17.2 -4.1 Longitudinal 19.2 -10.0 12.7 -5.9 t!Ttt11ttl lttttffttt Vertical i 1--------------------------------7- -i-Ridge Eave height height -----Width, W = Wind pressures are in psr "Because wind presence is less than zero (0), use O for design. Transverse Governing Design Force: Transverse Tributary Area: Transverse Governing Design Pressure: Vertical 1 l ,MMiwmWMff/&L&Nffm>MhJM. S:~ U2 U2 15.6 kips 975 ft2 16.0 psf 1 Ridge height Wind pressures are In psf Longitudinal Governing Design Force: 13.5 kips Longitudinal Tributary Area: 841 tt2 Longitudinal Governing Design Pressure: 16.0 psf E -23.1 -23.1 Vert. Press. Overhangs F G H ECH GCH -15.7 -16.0 -12.0 -32.3 -25.3 -13.1 -16.0 -10.1 -32.3 -25.3 Transverse Zone Ps Area Force (k) Total (k) A 25.8 100 2.6 B 0.0 95 0.0 C 17.2 400 6.9 9.4 D 0.0 380 0 Min. 16.0 975 15.6 15.6 E -23.1 285 -6.6 F -15.7 285 -4.5 G -16.0 1140 -18.2 -43.0 H -12.0 1140 -13.7 Min. -16.0 2850 -45.6 -45.6 Longitudinal Zone Ps Area Force (k) Total (k) A 19.2 117 2.2 B 11.4 C 12.7 724 9.2 D Min. 16.0 841 13.5 13.5 E -23.1 250 -5.8 F -13.1 250 -3.3 -39.7 G -16.0 1175 -18.8 H -10.1 1175 -11.9 Min. -16.0 2850 -45.6 -45.6 Lateral Design Upper Level Seis. Area (ft') = Shear Line Len.Tot. (ft) = N-S Line: 240 12 Wind Relative to Ridge = Perpendicular Wind Lengths: Left Right LH = Vert.Trib Height (ft) = ___ 1_9_.0---, Lw = Dist to Adj Gridline (ft) = I 15.0 Shear Above: Line = VxAbove (Seis/Wind) = 0/"Tnb. of Load = vxAbv,Trib. (Seis/Wind) = solid forms engi n eering B p = 1.0 Sos= 0.830 Plate Ht. (ft) = 8 Lwau Tot. (ft) = Flagpole Column Strength Design Seis. Force: F, = Maximum Wind Pressure: Px = VxSeis.(ASDJ = Area/2*F,*p*0.7 = V,wind = LH*Lw/2*Px *0.6 = "I.V, (Above) = V,Total = Seis. Wind 4.7 psf 16.0 psf 392 lbs 648 lbs lbs 392 648 lbs 0 See Flagpole Analysis for V ;;; 392 * 6.5/2.5 * 1/0.7 ;;; 1456 'lbs. Lower Level N-S Line: Seis. Area (ft') = 1930 Shear Line Len.Tot. (ft) = 8 Wind Relative to Ridge = Parallel Wind Lengths: Left Right LH = Vert.Trib Height (ft) = I 9.0 Lw = Dist to Adj Gridline (ft) = I 50.0 Shear Above: Line = - VxAbove (Seis/Wind) = -- 0/"T,lb. of Load = A p = 1.0 Sos= 0.830 Plate Ht. (ft) = 8 Lwan ot. (ft) = 7.5 -- --- Shearwall Seis. Wind Strength Design Seis. Force: fx = 3.1 psf Maximum Wind Pressure: Px = 16.0 psf V.sels(ASDJ = Area/2*F,*p*0.7 = 2078 xWind = LH*Lw/2*Px *0.6 = V lbs 2160 lbs lbs "I.V, (Above) = V,Total = 2078 2160 lbs Vx/L = 277 288 plf -@ Use Shearwall Type= Page 14 of 19 04/14/22 vxAbv.Trlb. (Seis/Wind) = with LTP4 clips @ 24 "o.c. 81% Wood Shearwalls = Length = Load Type = Shear Load (lbs) = Wall Dloist. (psf) = Resis. Dlo1st. (plf) = Resis. Dlp0Int (lbs) = DLPolnt Dist (ft) = Momentm (lb-ft) = 1MomentResist. (lb-ft) = Uplift (lbs) = UpliftAbove = Uplif4iet. = Left Holdown = Right Holdown = W1 7.5 Seis. I Wind 2078 2160 16 16624 17280 1742 2160 2126 2160 2126 2160 Per Plan Per Plan Wz I 0 0 0 --- --- --- --- for entire length of grid line A W3 W4 Ws I I I 0 0 0 0 0 ----- ----- ----- ----- 1Resistlng Moment DL Is reduced by 0.6-0.14'Sas for Sels.(12.14.3.1.3) & 0.6 for Wind (2.4.1) w 6 I 0 0 -- -- -- -- so lidforms Page 15 of 19 04/14/22 engineering I Steel Column Project File: ROSS.ec6 LIC#: KW-06015083, Build:20.22.3.31 Solid Forms Engineering (c) ENERCALC INC 1983-2022 DESCRIPTION: FLAG POLE GRID LINE B Code References Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : IBC 2018 General Information Steel Section Name : HSS5-1/2x5-1/2x3/8 Overall Column Height 8.0 ft Analysis Method : Allowable Strength Top & Bottom Fixity Top Free, Bottom Fixed Steel Stress Grade Fy : Steel Yield Brace condition for deflection (buckling) along columns : 46.0 ksi 19,000 .0 ksi X-X (width) axis : E : Elastic Bending Modulus Unbraced Length for buckling ABOUT Y-Y Axis = 10 ft, K = 2.1 Y-Y (depth) axis : Applied Loads Column self weight included : 199.440 lbs• Dead Load Factor AXIAL LOADS ... Axial Load at 8.0 ft, D = 3.30, LR = 3.40 k BENDING LOADS ... Lat. Point Load at 8.0 ft creating Mx-x, E = 0.7280 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = Load Combination Location of max.above base At maximum location values are ... Pa : Axial Pn / Omega : AllowablE Ma-x : Applied Mn-x I Omega : Allowable Ma-y : Applied Mn-y I Omega : Allowable 0.1735 : 1 +D+0.70E 0.0 ft 3.499 k 46.158 k -4.077 k-ft 30.070 k-ft 0.0 k-ft 30.070 k-ft Unbraced Length for buckling ABOUT X-X Axis = 10 ft, K = 2.1 Service loads entered. Load Factors will be applied for calculations. Maximum Load Reactions .. Top along X-X Bottom along X-X Top along Y-Y Bottom along Y-Y Maximum Load Deflections ... Along Y-Y 0.3785 in at for load combination : E Only Along X-X 0.0 in at for load combination : 0.0 k 0.0 k 0.0 k 0.7280 k 8.0ft above base 0.0ft above base PASS Maximum Shear Stress Rati1 Load Combination 0.009920 : 1 Actual Deflection = 0.3785(2.5) = 0.95" +D+0.70E Allowable Deflection= 8'(12"/')(0.025) = 2.4" "ok" Location of max.above base 0.0 ft At maximum location values are ... Va : Applied 0.5096 k Vn / Omega : Allowable 51 .369 k Load Combination Results Maximum Axial + Bending Stress Ratios Load Combination Stress Ratio Status Location D Only 0.15> PASS 0.00 ft +D+Lr ASCE 12.2.5.2 PASS 0.00 ft +D+0.75~ases w/o E or W) PASS o.oo ft +D+0.70t:-PASS 0.00 ft +D+0.5250E PASS 0.00 ft +0.60D PASS 0.00 ft +0.60D+0.70E PASS 0.00 ft Maximum Reactions Load Combination D Only +D+Lr +D+0.750Lr +D+0.70E +D+0.5250E +0.600 Axial Reaction @Base 3.499 6.899 6.049 3.499 3.499 2.100 X-X Axis Reaction @ Base @ Top Cbx 1.67 1.67 1.67 1.67 1.67 1.67 1.67 k Maximl,!m She.ir R.itios Cby KxLx/Ry KyLy/Rx Stress Ratio Status Location 1.00 121.15 1.00 121.15 1.00 121.15 1.00 121.15 1.00 121.15 1.00 121.15 1.00 121.15 Y-Y Axis Reaction @Base 0.510 0.382 @Top 121 .15 0.000 PASS 0.00 ft 121.15 0.000 PASS 0.00 ft 121.15 0.000 PASS 0.00 ft 121.15 0.010 PASS 0.00 ft 121.15 0.007 PASS 0.00 ft 121.15 0.000 PASS 0.00 ft 121.15 0.010 PASS 0.00 ft Note: Only non-zero reactions are listed. Mx -End Moments k-tt My -End Moments @Base @Top @Base @Top -4,077 -3 058 Lateral Design Lower Level Seis. Area (ft') = Shear Line Len.rat. (ft) = Wind Relative to Ridge = Wind Lengths: LH = Vert.Trib Height (ft) = L,., = Dist to Adj Gridline (ft) = Shear Above: Line = V>Above (Seis/Wind) = 0/0rr1b. of Load = v>Abv.Trib. (Seis/Wind) = Wood Shearwalls = Length = Load Type = Shear Load (lbs) = Wall DLrn,t. (psf) = Resis. DL01st. (plf) = Resis. Dli,01nt (lbs) = DLPolnt Dist (ft) = Momentor (lb-ft) = 1Momen4esrst. (lb-ft) = Uplift (lbs) = UpliftAbove = UpliftNet. = Left Holdown = Right Holdown = N-S Line: 780 25 Parallel Left Right I 9.0 I 24.0 - -- W1 9 Seis. I Wind 840 1037 16 140 6718 8294 5252 6512 173 210 N/A N/A Lower Level N-S Line: Seis. Area (ft') = 830 Shear Line Len.Tot. (ft) = 8 Wind Relative to Ridge = Perpendicular Wind Lengths: LH = Vert.Trib Height (ft) = L,., = Dist to Adj Gridline (ft) = Shear Above: Line = V>Aoove (Seis/Wind) = 0/orrib. of Load = v>Abv.Trlb. (Seis/Wind) = Wood Shearwalls = Length = Load Type = Shear Load (lbs) = Wall DL015t. (psf) = Resis. DLo;st. (plf) = Resis. Dlpoint (lbs) = DLPoint Dist (ft) = Momentor (lb-ft) = 1MomentResist. (lb-ft) = Uplift (lbs) = UpliftAbove = UpliftNet. = Left Holdown = Right Holdown = Left Right I 9.o I 39.0 - -- W1 8 Seis. I Wind 894 1685 16 7149 13478 1982 2458 689 1469 689 1469 Per Plan Per Plan solidforms Page 16 of 19 04/14/22 engineering B p = 1.0 Sos= 0.830 Plate Ht. (ft) = 8 Lwau Tot. (ft) = 9 - -- W2 I 0 0 -- -- -- -- D p = 1.0 Sos = 0.830 Plate Ht. (ft) = 8 Lwall Tot. (ft) = 8 - -- W2 I 0 0 -- -- -- -- - 0 - - - - - 0 - - - - Shearwall Wind Strength Design Seis. Force: F, = Seis. 3.1 psf 16.0 psf lbs 1037 lbs - W3 I Maximum Wind Pressure: P, = VxSe~.(ASO) = Area/2*F x *p*0. 7 = ,wind = LH*Lw/2*P, *0.6 = V - r.v, (Above) = V,Totll = Vx/L = Use Shearwall Type= 840 840 93 lbs 1037 lbs 115 plf @ with LTP4 clips @ 48 "o.c. 25% for entire length of grid line B W1 Ws w 6 I I I 0 0 0 0 0 0 0 ------- ------- ------- ------- Shearwall Seis. Wind Strength Design Seis. Force: F, = 3.1 psf - W3 I Maximum Wind Pressure: Px = 16.0 psf Vx5e1scAsoJ = Area/2*F,*p*0.7 = 894 xWind = LH*Lw/2*Px *0.6 = V lbs 1685 lbs lbs r.v. (Above) = v,Totll = 894 1685 lbs Vx/L = 112 211 plf -@ Use Shearwall Type= with LTP4 clips @ 16 "o.c. 42% for entire length of grid line D W4 W5 w 6 I I I 0 0 0 0 0 0 0 ------- ------- ------- ------- 'Resisting Moment DL is reduced by 0.6--0.14*Sos for Seis.(12.14.3.1.3) & 0.6 for Wind (2,4, I) solidforms engineeri n g Page 17 of 19 04/14/22 Lateral Design en C ·c ~ QJ 0 Lower Level N-S Line: Seis. Area (ft') = 620 Shear Line Len.Tot. (ft) = 8 Wind Relative to Ridge = Parallel Wind Lengths: Left Right LH = Vert.Trib Height (ft) = ___ 1_9_.0--1 Lw = Dist to Adj Gridline (ft) = I 30.0 Shear Above: Line = VxAbove (Seis/Wind) = 0/o-rnb. of Load = G p = 1.0 Sos= 0.830 Plate Ht. (ft) = 8 Lwall Tot. (ft) = 8 vxAbv.Trlb. (Seis/Wind) = _______ _ Wood Shearwalls = Length = Load Type = Shear Load (lbs) = Wall DLo1st. (psf) = Resis. DLrnst. (plf) = Resis. Dlp01nt (lbs) = DLp0Jnt Dist (ft) = Momentor (lb-ft) = 1MomentResist. (lb-ft) = Uplift (lbs) = U pJi ft Above = Upli~et. = Left Holdown = Right Holdown = W1 8 Seis. I Wind 668 1296 16 5340 10368 1982 2458 448 1055 448 1055 Per Plan Per Plan Lower Level E-W Line: Seis. Area (ft') = 1130 Shear Line Len.Tot. (ft) = 21 Wind Relative to Ridge = Parallel Wind Lengths: LH = Vert.Trib Height (ft) = Lw = Dist to Adj Gridline (ft) = Shear Above: Line = VxAoove (Seis/Wind) = 0/o-r,ib. of Load = VxAbv.Trlb. (Seis/Wlnd) = Wood Shearwalls = Length = Load Type = Shear Load (lbs) = Wall DL01st. (psf) = Resis. DLoist. (plf) = Resis. Dlp01nt (lbs) = Dlpo1nt Dist (ft) = MomentoT (lb-ft) = 1Momen~;st. (lb-ft) = Uplift (lbs) = UpliftAbove = UpliftNet. = Left Holdown = Right Holdown = Left Right I 9.0 I 18.0 - -- W1 12 Seis. I Wind 1582 778 16 12653 6221 4459 5530 713 60 N/A N/A W2 I 0 0 -- -- -- -- 2 p = 1.3 Sos= 0.830 Plate Ht. (ft) = 8 Lwall Tot. (ft) = 12 - -- W2 I 0 0 -- -- -- -- 0 - - - - - 0 - - - - Shearwall Seis. Wind Strength Design Seis. Force: F x = 3.1 psf Maximum Wind Pressure: Px = 16.0 psf Vxseis.(ASD) = Area/2*Fx *p*0.7 = 668 lbs V,wind = LH*Lw/2*Px *0.6 = 1296 lbs "i.V, (Above) = lbs V,Total = 668 1296 lbs Vx/L = 83 162 plf Use Shearwall Type= @ with LTP4 clips @ 48 "o.c. 97% for entire length of grid line G W3 W4 Ws w 6 I I I I 0 0 0 0 0 0 0 ------- ------- ------- ------- Shearwall Seis. Wind Strength Design Seis. Force: F, = 3.1 psf - W3 I Maximum Wind Pressure: P, = 16.0 psf vxSels(ASO) = Area/2*Fx*p*0.7 = 1582 Vxwind = LH*Lw/2*P,*0.6 = lbs 778 lbs lbs "i.Vx (Above) = VxTotal = 1582 778 lbs Vx/L = 132 65 plf -@ Use Shearwall Type= with LTP4 clips @ 48 "o.c. 45% for entire length of grid line 2 W4 Ws w 6 I I I 0 0 0 0 0 0 0 ------- ------- ------- ------- 1Resistlng Moment OL Is reduced by 0.6-0.14~5os for Sels.(12.14.3.1.3) & 0.6 for Wind (2.4.1) Lateral Design Lower Level E-W Line: Cll C .E ::, t: QJ 6 Seis. Area (ft2) = 2240 Shear Line Len.Tot. (ft) = 18 Wind Relative to Ridge = Parallel Wind Lengths: Left Right LH = Vert.Trib Height (ft) = -----+1_9_.0---t Lw = Dist to Adj Gridline (ft) = I 57.0 Shear Above: Line = V'<Above (Seis/Wind) = 0/o-rnb. of Load = ~--v~xAb~v.Trib. (Seis/Wind) = Wood Shearwalls = Length = Load Type = Shear Load (lbs) = Wall DLoist. (psf) = Resis. DL0151. ( plf) = Resis. DLp01nt (lbs) = DLPo1nt Dist (ft) = MomentoT (lb-ft) = 1MomentResist (lb-ft) = Uplift (lbs) = U pliftAbove = Uplifttiet. = Left Holdown = Right Holdown = W1 5 Seis. I Wind 3135 2462 16 25082 19699 774 960 5402 4164 5402 4164 Per Plan Per Plan Lower Level E-W Line: Seis. Area (ft2) = 1990 Shear Line Len.Tot. (ft) = 8 Wind Relative to Ridge = Wind Lengths: LH = Vert.Trib Height (ft) = L., = Dist to Adj Gridline (ft) = Shear Above: Line = VxAbove (Seis/Wind) = °lorrtb. of Load = vxAbv,Trlb. (Seis/Wind) = Wood Shearwalls = Length = Load Type = Shear Load (lbs) = Wall DLo1st. (psf) = Resis. DL01st. (plf) = Resis. Dlp01nt (lbs) = DLpo1nt Dist (ft) = MomentoT (lb-ft) = 1MomentReslst. (lb-ft) = Uplift (lbs) = UpliftAbove = UpliftNet. = Left Holdown = Right Holdown = Parallel Left Right I 9.0 I 40.0 - -- W1 8 Seis. I Wind 2785 1728 16 22283 13824 1982 2458 2707 1516 2707 1516 Per Plan Per Plan solidforms eng i n e eri ng 5 p = 1.3 Sos= 0.830 Plate Ht. (ft) = 8 Lwan Tot. (ft) = 5 Shearwall Strength Design Seis. Force: F x = Maximum Wind Pressure: Px = VxSeis.(ASO) = Area/2*F,*p*0.7 = V,wind = LH*Lw/2*Px*0.6 = LV, (Above) = V, Total = Vx/L = Use Shearwall Type= Seis. 3.1 3135 Wind psf 16.0 psf lbs 2462 lbs lbs 3135 2462 lbs 627 492 plf © Page 18 of 19 0 4/14/22 with LTP4 clips @ 48 "o.c. 104% ---- W2 I 0 0 0 --- --- --- --- 12 p= 1.3 Sos= 0.830 Plate Ht. (ft) = 8 Lwall Tot. (ft) = 8 - --- W2 I 0 0 0 --- --- --- --- for entire length of grid line 5 W3 W4 Ws w 6 I I I I 0 0 0 0 0 0 0 ------- ------- ------- ------- Shearwall Seis. Wind Strength Design Seis. Force: Fx = 3.1 psf - W3 I Maximum Wind Pressure: Px = 16.0 psf Vx5e;s.cAsoJ = Area/2*F.*p*0.7 = xWind = LH*Lw/2*P, *0.6 = V - LV, (Above) = VxTotal = Vx/L = Use Shearwall Type= 2785 lbs 1728 lbs lbs 2785 1728 lbs 216 plf 348 @ with L TP4 clips @ 24 "o.c. 104% for entire length of grid line 12 W4 Ws w 6 I I I 0 0 0 0 0 0 0 ------- ------- ------- ------- 'Resisting Moment DL Is reduced by 0.6-0. l4•Sos for Sels.(12.14.3.1.3) & 0.6 for Wind (2,4.1) Foundation Design Concentrated Loads Pad Ftg: Fl q= 1500 psf solidforms e ng i n ee ring Page 19 of 19 04/14/22 D( 8600 )+Lr( 3600 )+L( 6000 ) + W( ) + E( 1500 ) = 19,700 # Total Load Gov. Load: D+0. 75L +0. 75Lr = 15800 # Factored Load v'(144* 15800 / 1500 )= 38.9 11 Min. Square Dimension Use: 42 "Sqr. x 18 " Deep with (5) #5 Bars Ea. Way Loaded: ■:rM Pad Ftg: F2 q= 1500 psf D( 10000 )+Lr( 3200 )+L( 8200 ) + W( ) + E( 1500 ) = 22,900 # Total Load Gov. Load: D+0.75L+0.75Lr = 18550 # Factored Load v'(144* 18550 / 1500 )= 42.2 11 Min. Square Dimension Use: 45 "Sqr. x 18 " Deep with (5) #5 Bars Ea. Way Loaded:l:(:b Pad Ftg: F3 q= 1500 psf D( 9200 )+Lr( 4300 )+L( 6200 ) + W( ) + E( 1000 ) = 20,700 # Total Load Gov. Load: D+0.75L+0.75Lr = 17075 # Factored Load v'(144* 17075 I 1500 )= 40.5 11 Min. Square Dimension Use: 45 "Sqr. x 18 "Deep with (5) #5 Bars Ea. Way Loaded:l :fM Pad Ftg: F4 q= 1500 psf D( 8900 )+Lr( 4000 )+L( 6200 ) + W( ) + E( 1000 ) = 20,100 # Total Load Gov. Load: D+0.75L+0.75Lr = 16550 # Factored Load v'(144* 16550 / 1500 )= 39.9 11 Min. Square Dimension Use: 42 "Sqr. x 18 "Deep with (5) #5 Bars Ea. Way Loaded: 1/M#tl I C cityof Carlsbad CERTIFICATION OF SCHOOL FEES PAID This form must be completed by the City, the applicant, and the appropriate school districts and returned to the City prior to issuing a building permit. The City will not Issue any building permit without a completed school fee form. Project # & Name: Permit#: CBR2022-1504 ------------------ Project Address: 1415 YOURELL AVE Assessor's Parcel #: 1560524900 ------------------ Project Applicant: ANN F ROSS ------------------(Owner Name) Residential Square Feet: New/Additions: 749 Second Dwelling Unit: ------------------ Commercial Square Feet: New/Additions: ------------------ City Certification: City of Carlsbad Building Division Date: 09/27/2022 Certification of ApplicanVOwners. The person executing this declaration ("Owner") certifies under penalty of perjury that (1) the information provided above Is correct and true to the best of the Owner's knowledge, and that the Owner, will file an . amended certification of payment and pay the additional fee if Owner requests an increase in the number of dwelling units or square footage after the building permit is issued or if the initial determination of units or square footage is found to be incorrect, and that (2) the Owner is the owner/developer of the above described project(s), or that the person I·~ ) Carlsbad Unified School District 6225 El Camino Real Carlsbad CA 92009 Phone: (760) 331-5000 D Encinitas Union School District 101 South Rancho Santa Fe Rd Encinitas, CA 92024 Phone: (760) 944-4300 x1166 Q San Diegulto Union H.S. District 684 Requeza Dr. Encinitas, CA 92024 Phone: (760) 753-6491 Ext 5514 (By Appt. Only) r::J San Marcos Unified Sch. District 255 Pico Ave Ste. 100 San Marcos, CA 92069 Phone: (760) 290-2649 Contact: Katherine Marcelja (By Appl.only) D Vista Unified School District 1234 Arcadia Drive Vista CA 92083 Phone: (760) 726-2170 x2222 SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school district(s)) THIS FORM INDICATES THAT THE SCHOOL DISTRICT REQUIREMENTS FOR THE PROJECT HAVE BEEN OR WILL BE SATISFIED. The undersigned, being duly authorized by the applicable School District, certifies that the developer, builder, or owner has satisfied the obligation for school facilities. This Is to certify that the applicant listed on page 1 has paid all amounts or completed other applicable school mitigation determined by the School Dfstrict. The City may issue building permits for this project. Signature of Authorized School District Official:Y-::'.l. ~() c =r=~ CJ.L!.M I,,.·, ~ Q (_ (\ .G Y\-:L~( u. A - Title: \\ fLC V: ,V\ \~~ (A.~~ ate: } () 4,5 -J,c):)8 Name of School District: CARLSBAD UNIFIED SCHOOL 01S TR(CT Phone:9 lo () 31 -s;-oCO 6225 EL CAMINO REAL COMMUNITY DEVELOP~fsSSAi~Qe~ivision 1635 Faraday Ave I Carlsbad, CA 92008-7314 I 442-339-2719 I 760-602-8560 f I buildlng@carlsbadca.gov I www.carlsbadca.gov 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 ADDlllONAL 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. ADEQUATE EROSION AND SEDIMENT CONTROL AND PERIMETER PROTECTION BEST MANAGEMENT PRACTICE MEASURES MUST BE INSTALLED AND MAINTAINED. 7-THE CITY INSPECTOR SHALL HAVE THE AUTHORITY TO ALTER THIS PLAN DUR!NG OR BEFORE CONSTRUCTION AS NEEDED TO ENSURE COMPLIANCE WITH CITY STORM WATER QUALiTY REGULATIONS. OWNER1S CERTIFICA1E: I UNDERSTAND AND ACKNOWLEDGE THAT I MUST: (1) IMPLEMENT BEST MANAGEMENT PRACTICES (BMPS) DURING CONSTRUCTION ACTIVITIES TO THE MAXIMUM EXTENT PRACTICABLE TO AVOID THE MOBILIZATION OF POLLUTANTS SUCH AS SEDIMENT AND TO AVOID THE EXPOSURE OF STORM WATER TO CONSTRUCTION RELATED POLLUTANTS; AND (2) ADHERE TO, AND AT ALL TIMES, COMPLY WITH THIS CITY APPROVED TIER 1 CONSTRUCTION SWPPP THROUGHOUT THE DURATION OF THE CONSTRUCTION ACTIVITIES UNTIL THE CONSTRUCTION WORK IS COMPLETE AND APPROVED BY THE CITY OF CARLSBAD. Ah,,...,)~~> OWNER(S)/OWNER'S AGENT NAME (PRINT) STORM WATER COMPLIANCE FORM TIER 1 CONSTRUCTION SWPPP BEST MANAGEMENT PRACTICES (BMP) SELECTION TABLE Erosion Control Sediment Control BMPs Tracking Non-Storm Water Waste Management and Materials BMPs Control BMPs Management BMPs Pollution Control BMPs I C C C 0 -+-' ...., 0 0 :.;::; C C -0 :.;::; :.;::; 0 Q) ""O (I) en C (.) (.) c:r, E C -0 -0 C C c:r, 0 E C -+-' ::::, ::::, 0 'o ·c .9-0 0 E Q) L L :.;::; L (I) ~ -c, en C'l ... ...... ...... C ' ::::, >, C'l C'l C (I) L .!: (I) c en en en 0 ·c 0-L 0 C a. Q) > -~ Best Management Practice* ~ .!: Cc, 0 ·.: C en C L (!) L w C 0 CD a. ... 0 (I) 0 Q) :.;::; en 3: {I) L Q) 0 C (_) Q) -+-' (I) 0 ..., .c: C I-E (_) ... en 0 -0 Q) en ~ C (I) C (BMP) Description en (.) (I) (/) c:r, Q) er, CD 'i:j C er, -c, en ➔ Q) ·e (I) 1/) C 3:: C Cl :::::, Q) -+-' Q) ~ Q) ...... 0 0 3: C LO 11~ -c:, >, 0 1/) CC 0 > ~E :.;::; ::::, (.) C Cl 0 CD (/) •-Cl Cl.-0 0 c:r, Q) Q) ~ Cl C'l 0 C Q) a::: E 0 ...... N rn ~o (_) Q) CJ'l+i Q) ~~ c ·o. .__ 3: (I) X 0 Q) ...... ::::, E~ :.::: ti) = 3: (.) ::0 Q) C a.. e Q) "C .c: C Q) LL E ..Y. 1 .c ,._•-C 0 u 'i= ,._ 0 ·c ..Y. c:r, _. (.) ,._ Q) ::::, -c, ·-Q) :.c _-c, (I) ...... (I) -c, 0 ...., __ C. 'o ... -+-' .c ... ...... (.) •-L 0 ·-0 (I) L (.) -+-' 0 0 ... 0 0 _. Q) Q) 0 Q) (.) C 0 0 0 C'l O 0 00 ~~ -+-' .c: Q) ...... 0 ...... 0 ;::C is§ (I) ~ 0 '--en vi Q) .c: .c '--~o 0 -+-' L VJ C ...... 0 3:: a: 0 ~u o....., 0 ..... a.o (!) WO (/) (_) iZ (!) en> (/) (/) c.. (/) a::: 0..0 0.. ~en ~ en (/) (_) en~ CASQA Designation -"7 r--co 0) ..-'V 0 N ,.., r--co ..-N ,.., 'V IO .-.-,.., IO © r--co 'T .-.- I I I I I I I I I I I I I I I I I I I I I I (_) (_) (_) C..) w w w w w w w w f= I= (/) en en (/) ~ ::i': ::i': ::a ::i': Construction Activity w w w Lu (/) (/) (/) (/) (/) (/) (/) (/) z z z z 3:: 3: 3:: 3:: ~ Gradina/Soil Disturbance Trenchina/Excavation Stockoilina Drillina/Borina Concrete/Asohalt Sawcutting Concrete Flatwork Pavinq Conduit/Pioe Installation Stucco/Mortar Work Waste Disoosal {u-O{,,- Staaina /Lav Down Area Eauioment Maintenance and Fuelina Hazardous Substance Use /Storaae Dewaterina Site Access Across Dirt Other (list): Instructions: 1. Check the box to the left of all applicable construction activity ( first column) expected to occur during construction. 2. Located along the top of the BMP Table is a list of' BMP's with it's corresponding California Stormwater Quality Association (CASQA) designation number. Choose one or more BMPs you intend to use during construction' from the list. Check the box where the chosen activity row intersects with the BMP column. 3. Refer to the CASQA construction handbook for information and details of the chosen BMPs and how to apply them to the project. PROJECT INFORMATION (I) ...... en 0 ~ ..... C en a> ::::, E 0 Q) ~ c:r, co NC 00 :::r::~ © I i 1 '-l , 5 Ylo ,x.,-e.,. l I A-u c_, . .., ~ e.... Site Address=---.......----------- Assessor's Parcel Number: ________ _ Emergency Contact: Name: £rt,,., ,,.._ 1<o '-:>~ 24 Hour Phone: / b O -Z O I -75 <../ 5 (I) -+-' en 0-+-' ~c (I) a, E ...., Q) e c:r, (.) 0 C: C oo (_)~ ro I ::a 3: IML/ ~ i~ I -Z L 7-z -z_ Construction Threat to Storm Water Quality (Check Box) □ MEDIUM ~ OWNER(S)/OWNER'S AGENT NAME (SIGNA 1URE) DATE E-29 Page 1 of 1 REV 11/17 Building Permit Finaled Revision Permit Print Date: 03/17/2025 Job Address: 1415 YOURELL AVE, CARLSBAD, CA 92008-1052 Permit No: Status: (city of Carlsbad PREV2022-0111 Closed -Finaled Permit Type: BLDG-Permit Revision 1560524900 $226,760.78 Work Class: Residential Permit Revision Parcel#: Valuation: Occupancy Group: R-1 #of Dwelling Units: Bedrooms: Bathrooms: Occupant Load: 2,019 Code Edition: Sprinkled: No Project Title: Track#: Lot#: Project#: Plan#: Construction Type:V-B Orig. Plan Check#: CBR2022-1504 Plan Check #: Description: 1415 YOURELL: EXPANDED ADDITION TO 749 SF (FULL NEW SET+ CALCS) FEE BUILDING PLAN CHECK FEE (manual) BUILDING PLAN CHECK REVISION ADMIN FEE SWPPP INSPECTION TIER 1 -Medium BLDG SWPPP PLAN REVIEW TIER 1 -Medium Property Owner: ANN ROSS 1415 YOU RELL AVE CARLSBAD, CA 92008-1052 (309) 235-4158 Total Fees: $576.00 Total Payments To Date: Building Division $576.00 Applied: 09/27/2022 Issued: 12/07/2022 Finaled Close Out: 03/17/2025 Final Inspection: INSPECTOR: Balance Due: AMOUNT $180.00 $35.00 $292.00 $69.00 $0.00 Page 1 of 1 1635 Faraday Avenue, Carlsbad CA 92008-7314 I 442-339-2719 I 760-602-8560 f I www.carlsbadca.gov City of Carlsbad PlA C ECK REV~S~ON OR DEFERRE SUBMITTAL APPLICATION 8-15 Development Services Building Division 1635 Faraday Avenue 760-602·2719 www.carlsbadca.gov Original Plan Check Number urz..1oi2-~, ~01 Plan Revision Number .PRDCzoz.-a, \ \ Project Address 14/ 27 '{OU(lf::J-L, General Scope of Revision/Deferred Submittaf: _________________ _ 6/PbJrrefJ OfftlS 2 1~tq '' CONTACT INFORMATION: Name _/9,_____2.l&J_✓.--. _ __.__f?o_'(?eL.-e-,_12-__ Phone 7bo -522 3qqJ Fax,____-____ _ Address fAfJD[ZA--vvy~ f2.1 ()be [½) City ocfAtJS ( Of: Zip q ?o¼ Email Address ___ fr,_7-_Ll:::::_~ __ fZo __ f'e_c(Z_ __ e __ {-_-._M_~_L--_~ ___ -____ __:__ ____ _ Original plans prepared by an architect r engineer, revisions must be signed & stamped by that person. 1 .. Elements revised: Plans Calculations O Soils a Energy O Other 4. 5. 6. 7. 2. 3. Describe revisions in detail List page/s) where each revision is shown I JI ,. ) ~ o-r-F4C-C z.,..q /~1t.r /,\ l r , L.!-;;.) _,,-~Nee i?OvJ O'G'i (ut}v\/1 INTO Ju~~, (,,~ ~rvW t;,;""-vl - ' Does this revision, in any way, alter the exterior of the project? Yee O No Does this revision add ANY new floor area (s)? Yes 3/'if D No /,v B~ 'i# , Does this revision affect any fir related issues? D Yes Lf No / Is this a complete set? Yes 0 No 1 £:S'Signature ________ /r'l-rl-lr--+l--=1~, ----Date ~1L-...!C,."2_7._'Z_7_---___ _ 1635 Faraday Avenue, Carlsbad, CA 92008 Ph: 760-602-27 19 Fax: 760-602-8558 Email: building@ca rlsbadca.gov www.carlsbadca.gov Tn1e Nortl1 COMP IANC S RVIC S October 17, 2022 City of Carlsbad Community Development Department -Building Division 1635 Faraday Ave. City of Carlsbad -FINAL REVIEW City Penn it No: PREV2022-0111 True North No.: 22-018-305 Carlsbad, CA 92008 Plan Review: Residential Addition Address: 1415 Yourell Ave, Carlsbad, CA Applicant Name: Arlen Roper Applicant Email: arlenroper@gmail.com OCCUPANCY AND BUILDING SUMMARY: Occupancy Groups: R-3/U Occupant Load: N/ A Type of Construction: V-B Sprinklers: No Stories: l Area of Work (sq. ft.): 31 sq. ft. The plans have been reviewed for coordination with the pennit application. Valuation: Confirmed Scope of Work: Confirmed Floor Area: Confirmed Attn: Building & Safety Department, True North Compliance Services, Inc. has completed the final review of the following documents for the project referenced above on behalf of the City of Carlsbad: I . Drawings: One ( 1) copy dated August 25, 2022, by Arlen Roper Inc. 2. Structural Calculations: One (1) copy dated September 19, 2022, by Solidfonns Engineering. 3. Energy Document: One(]) copy dated September 2, 2022, by Diane P. Mendoza. The 2019 California Building, Mechanical, Plumbing, and Electrical Codes (i.e., 2018 IBC, UMC, UPC, and 2017 NEC, as amended by the State of California), 2019 California Green Building Standards Code, 2019 California Existing Building Code, and 2019 California Energy Code, as applicable, were used as the basis of our review. Please note that our review has been completed and we have no further comments, however, we bring the following to your attention: 1. This project is Hourly. Please charge the applicant the following hours of plan review. True North Compliance Services, Inc. 3939 Atlantic Avenue Suite 116, Long Beach, CA 90807 T / 562.733.8030 solidforms 9474 Kearny Villa Rd, Suite 215, San Diego, CA 92126 Evan Coles, P.E. (858) 376-7734 evan@solidformseng.com Project: Ross Residence Address: 1415 Yourell Ave., Carlsbad, CA 92008 Revision: Correction Responses September 19, 2022 Project#: 21-093a The new office is being enlarged by 2'-9" and the existing flat roof will be removed and replaced. See additional calculations that follow. The shearwalls are "ok" by inspection and additional lateral analysis not required. See revised plans and details. Description : BEAMS REVISED Wood Beam Design : RB-9 Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7 BEAM Size: 7x11.875, Parallam PSL, Fully Braced Using Allowable Stress Design with IBC 2018 Load Combinations, Major Axis Bending Wood Species : TrusJoist Wood Grade : ParallamPSL2.0E Fb -Tension 2,900.0 psi Fe -Prll 2,900.0 psi Fv 290.0 psi Ebend-xx 2,000.0 ksi Density 45.050 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 Unit Load: D = 0.0140, Lr= 0.020 k/ft, Trib= 10.0 ft Design Summary Max fb/Fb Ratio = fb : Actual : Fb : Allowable : 0.133; 1 480.54 ps, at 6.000 ft in Span # 1 3,625.00 psi Load Comb : Max fv/FvRatio = fv : Actual : Fv : Allowable : Load Comb : Max Reactions (k) Left Support Right Support +D+Lr 0.092 : 1 33.29 psi at 11 .040 ft in Span # 1 362.50 psi +D+Lr Q .Lr: .L f 1.00 1.20 1.00 1.20 Wood Beam Design : RB-10 ax e lect,ons .ti Transient Downward 0.048 in Total Downward 0.088 in Ratio 2998 Ratio 1638 LC: Lr Only LC : +D+Lr Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size : 4x4, Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2018 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 Unit Load: D = 0.0160 k/ft, Trib= 3.0 ft Unif Load: D = 0.0140, Lr= 0.020 k/ft, Trib= 6.0 ft Design Summary Max fb/Fb Ratio = fb : Actual : 0.507 ; 1 855.28 ps, at 1,687.50 psi +D+Lr 2.000 ft in Span # 1 Fb : Allowable : Load Comb : Max fv/FvRatio = fv : Actual : Fv : Allowable : Load Comb : Max Reactions (k) Left Support Right Support 0.238 : 1 53.63 psi at 225.00 psi +D+Lr Q .I.[ 1. 0.27 0.24 0.27 0.24 0.000 ft in Span# 1 f ti Ratio 4.0 ft 0.035 in 1382 LC: Lr Only 1600 ksi 580ksi Density 31 .21 pct Total Downward 0.074 in Ratio 651 LC: +D+Lr