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Home My WebLink About1384 CYNTHIA LN; ; CBR2024-2574; PermitBuilding Permit Finaled Residential Permit Print Date: 07/01/2025 Job Address: Permit Type: Parcel#: Valuation: Occupancy Group: #of Dwelling Units: Bedrooms: Bathrooms: Occupant Load: Code Edition: Sprinkled: Project Title: 1384 CYNTHIA LN, CARLSBAD, CA 92008-1507 BLDG-Residential 1562315300 $50,617.23 Work Class: Track#: Lot#: Project#: Plan#: Construction Type: Orig. Plan Check#: Plan Check #: Addition Permit No: Status: {'Cityof Carlsbad CBR2024-2574 Closed -Finaled Applied: 09/26/2024 Issued: 12/12/2024 Finaled Close Out: 07/01/2025 Final Inspection: 06/03/2025 INSPECTOR: de Roggenbuke, Dirk McClane, Duncan Description: COASTAL DREAM HOMES: REMODEL AND EXPAND THE SFD (+47 SF, -16 SF), ADD A 194 SF DETACHED OFFICE, 169 SF TRELi AND INSTALL A GAS GRILL. Applicant: Property Owner: STEVE RAGAN 143 S CEDROS AVE SOLANA BEACH, CA 92075-1914 (858) 442-3522 COASTAL DREAM HOMES LLC 1170 CHINQUAPIN AVE CARLSBAD, CA 92008-3543 FEE BUILDING PLAN CHECK BUILDING PLAN REVIEW-MINOR PROJECTS (LOE) BUILDING PLAN REVIEW-MINOR PROJECTS (PLN) REMODEL-RESIDENTIAL-KITCHEN or BATH SB1473 -GREEN BUILDING STATE STANDARDS FEE SFD & DUPLEXES STRONG MOTION -RESIDENTIAL (SMIP) SWPPP INSPECTION TIER 1 -Medium BLDG SWPPP PLAN REVIEW TIER 1-Medium Total Fees: $3,378.68 Total Payments To Date: $3,378.68 Balance Due: AMOUNT $893.10 $204.00 $107.00 $414.00 $3.00 $1,374.00 $6.58 $292.00 $85.00 $0.00 Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exaction." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent lega l action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitation has previously otherwise expired. Building Division Page 1 of 1 1635 Faraday Avenue, Carlsbad CA 92008-7314 I 442-339-2719 I 760-602-8560 f I www.carlsbadca.gov • ( City of Carlsbad RESIDENTIAL BUILDING PERMIT APPLICATION 8-1 Plan Check Qf)R..2,\)1:l1 ... ZS 7<../ Est. Value PC Deposit Date Job Address 1384 CYNTHIA LN, CARLSBAD, CA 92008 Unit: APN: 156-231-53-00 ·----- CT/Project #:. _________________ Lot #:. ____ Vear Built: ________ _ BRIEF DESCRIPTION OF WORK: REMODEL AND ADDITION OF 47 SF SINGLE FAMILY RESIDENCE DETACHED 194 SF. OFFICE SPACE,PR0POSED 169 SF. TRELLIS [TI New SF: Living SF,_). 'fl __ Deck SF, ----"Patio SF, _______ Garage SF __ _ Is this to create an Accessory Dwelling Unit? O Y O N New Fireplace? O YO N , if yes how many? ___ _ EJ Remodel: 1741 SF of affected area Is the area a conversion or change of use? O YO N Additional Gas or Electrical Features? □ Pool/Spa: ____ SF ------------ 0 Solar: ___ KW, ___ Modules, Mounted:ORoof OGround, Tilt: 0 YON, RMA: 0 YO N, Battery:OYC N, Panel Upgrade: CY CN Electric Meter number: ------------ 0th er: APPLICANT (PRIMARY CONTACT) PROPERTY OWNER Name: STEVE RAGAN Name: COAST AL DREAM HOMES L\..C.. Address:445 MARINE VIEW AVE SUITE 310 Address: 1384 CYNTHIA LN City: DEL MAR State: CA Zip:_9_20_1_4 __ City: CARLSBAD State: CA Zip:_9_20_0_8 __ _ Phone: 858.442.3522 Phone: 858.259.3100 Email: STEVE@NEWMODERNDESIGN.COM Email: MJG.HOMES@GMAIL.COM DESIGN PROFESSIONAL CONTRACTOR OF RECORD Name:. _________________ Business Name:. _______________ _ Address: Address:. ________________ _ City: _______ State: ___ Zip:.____ City:. ______ State:. ___ Zip:. ______ _ Phone: Phone: _________________ _ Email: Email:. _________________ _ Architect State License: 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 lscorrect and that the information of the plans Is accurate. I agree to comply with all City ordinances and State laws relating to building construction. NAME (PRINT): STEVE RAGAN 1635 Faraday Ave Carlsbad, CA 92008 SIGN::...: -"=5';,..a;;;~:.;;;;..;;......;;_...;.k1:..;;;;~~~;.__DATE: 09/25/2024 Ph: 442-339-2719 Email: Building@carlsbadca.gov NOV ~ 0 2024 REV. 04122 nu§ PAGE REQUIRED AT PERMIT ISSUANCE PLAN CHECK NUMBER: ______ _ A BUILDING PERMIT CAN BE ISSUED TO EITHER A STATE LICENSED CONTRACTOR OR A PROPERTY OWNER. IF THE PERSON SIGNING THIS FORM IS AN AGENT FOR EITHER ENTITY AN AUTHORIZATION FORM OR LETTER IS REQUIRED PRIOR TO PERMIT ISSUANCE. (OPTION A): LICENSED CONTRACTOR DECLARATION: I herebya{f irm under penal tyof perjury that I am licensed under provisions of Chapter 9 ( commencing with Section 7000) of Division 3 of the Business and Professions Code, and my I icense is inf ul If orce 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: Insurance Company Name: ______________________ _ Policy No. ____________________________ Expiration Date: _______________ _ -OR- D Certificate of Exemption: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the workers' compensation Laws of California. WARNING: Failure to secure workers compensation coverage is unlawful and shall subject an employer to criminal penalties and civil fines up to $100,000.00, In addition the to the cost of compensation, damages as provided for in Section 3706 of the Labor Code, interest and attorney's fees. CONSTRUCTION LENDING AGENCY, IF ANY: I hereby affirm that there is a construction lending agency for the performance of the work this permit is issued (Sec. 3097 (i) Civil Code). Lender's Name: ______________________ Lender'sAddress: ______________________ _ CONTRACTOR CERT/FICA TION: The applicant certifies that all documents and plans clearly and accurately show all existing and proposed buildings, structures, access roads, and utltlties/utllity 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 provide 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: Ii I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement Is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). -OR- DI, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). -OR- DI am exempt under Business and Professions Code Division 3, Chapter 9, Article 3 for this reason: AND, Ii FORM B-61 "Owner Builder Acknowledgement and Verification Form" is required for any permit issued to a property owner. By my signature below I acknowledge that, except for my personal residence in which I must have resided for at least one year prior to completion of the improvements covered by this permit, I cannot legally sell a structure that I have built as an owner-builder if it has not been constructed in its entirety by licensed contractors./ understand that a copy of the applicable law, Section 7044 of the Business and Professions Code, is available upon request when this application is submitted or at the following Web site: http:/ lwww.leginfo.ca.gov/ ca/aw.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): MICHAEL GALLAGHER SIGN: Mi.<:Juw/t tr}~~ht, DATE: 09/25/2024 Note: If the Derson sil!ninl! above Is an authorized aaent for the propertv owner Include form 8-62 signedbv ;;;pertv owner. 1635 Faraday Ave Carlsbad, CA 92008 Ph: 442-339-2719 Email: Building@carlsbadca.gov 2 REV. 04/22 Oo'cuslgn Envelope ID: 8082FFF2-9767-413C-BED7-F343927DBBC3 {Cityof Carlsbad OWNER-BUILDER ACKNOWLEDGEMENT FORM B-61 Development Services Building Division 1635 Faraday Avenue 442-339-2719 www.carlsbadca.gov OWNER-BUILDER ACKNOWLEDGMENT FORM Pursuant to State of California Health and Safety Code Section 19825-19829 To: Property Owner An application for construction permit(s) has been submitted in your name listing you as the owner-builder of the property located at: Site Address 1384 CYNTHIA LANE, CARLSBAD, CA 92008 The City of Carlsbad ("City") is providing you with this Owner-Builder Acknowledgment and Verification form to inform you of the responsibilities and the possible risks associated with typical construction activities issued in your name as the Owner-Builder. The City will not issue a construction permit until you have read and initialed your understanding of each provision in the Property Owner Acknowledgment section below and sign t he 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. ~.at.-nderstand a frequent practice of unlicensed contractors is to have the property owner obtain an "Owner ~ building permit that erroneously implies that the property owner is providing his or her own labor and material personally. I, as an Owner-Builder, may be held liable and subject to serious financial risk for any injuries sustained by an unlicensed contractor and his or her employees while working on my property. My homeowner's II. Ill. IV. V. insurance may not provide coverage for those injuries. I am willfully acting as an Owner-Builder and am aware of limits of my insurance coverage for injuries to workers on my property. ~understand building permits are not required to be signed by property owners unless they are responsible Dt e construction and are not hiring a licensed contractor to assume this responsibility. ~nderstand as an "Owner-Builder" I am the responsible party of record on the permit. I understand that I -,.,r.:m-"1"11'1"1'1-ect myself from potential financial risk by hiring a licensed contractor and having the permit filed in his P'1er name instead of my own. ~understand contractors are required by law to be licensed and bonded in California and to list their license s on permits and contracts. 'fl-'Ii!-n-ns~-.i!rtnderstand if I employ or otherwise engage any persons, other than California licensed contractors, and value of my construction is at least five hundred dollars ($500), including labor and materials, I may be considered an "employer" under state and federal law. REV. 08/20 Docusign Envelope ID: 8D82FFF2-9767-413C-BED7-F343927DBBC3 Owner-Builder Acknowledgement Continued VI. ~aAtunderstand if I am considered an "employer" under state and federal law, I must register with the state ~eral government, withhold payroll taxes, provide workers' compensation disability insurance, and contribute to unemployment compensation for each "employee." I also understand my failure to abide by these may subject me to serious financial risk. VII. ~understand under California Contractors' State License Law, an Owner-Builder who builds single-family resI en 1al structures cannot legally build them with the intent to offer them for sale, unless all work is performed by licensed subcontractors and the number of structures does not exceed four within any calendar year, or all of s performed under contract with a licensed general building contractor. VIII. nderstand as an Owner-Builder if I sell the property for which this permit is Issued, I may be held liable nancial or personal injuries sustained by any subsequent owner(s) which result from any latent tion defects in the workmanship or materials. IX. understand I may obtain more information regarding my obligations as an "employer'' from the Internal e ue 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 !?lb t rcensed contractors. X. am aware of and consent to an Owner-Builder building permit applied for in my name, and understand XI. XII. t at am the party legally and financially responsible for proposed construction activity at the following address: 0i384 Cynthia Lane, Carl sbad, CA 92008 ~gree that, as the party legally and financially responsible for this proposed construction activity, I will abide applicable laws and requirements that govern Owner-Builders as well as employers. ~gree to notify the issuer of this form immediately of any additions, deletions, or changes to any of the in orma ion I have provided on this form. Licensed contractors are regulated by laws designed to protect the public. If you contract with someone who does not have a license, the Contractor's State License Board may be unable to assist you with any financial loss you may sustain as a result of a complaint. Your only remedy against unlicensed Contractors may be in civil court. It is also important for you to understand that if an unlicensed Contractor or employee of that individual or firm is injured while working on your property, you may be held liable for damages. If you obtain a permit as Owner- Builder and wish to hire contractors, you will be responsible for verifying whether or not those contractors are properly licensed and the status of their workers' compensation coverage. Before a building permit can be issued, this form must be completed, signed by the property owner and returned to the City of Carlsbad Building Division. I declare under penalty of perjury that I have read and understand all of the informotian provided on this form and that my responses, including my authority to sign this form, Is true and correct. I am aware that I hove the option to consult with legal counsel prior to signing this form, and I have either (1) consulted with /ego/ counsel prior to signing this form or (2) have waived this right In signing this farm without the advice of legal counsel. coastal Dream Homes LLC Property Owner Name (PRINT) ~ OocuSlgned by: Atidwl~}~ BF!f'll!tq,~t$.wner Signature 2 REV.08/20 PERMIT INSPECTION HISTORY for (CBR2024-2574) Permit Type: BLDG-Residential Work Class: Addition Application Date: 09/26/2024 Owner: COASTAL DREAM HOMES LLC Issue Date: 12/12/2024 Subdivision: PARCEL MAP NO 15737 Status: Scheduled Date 06/02/2025 06/03/2025 Closed -Finaled Expiration Date: 08/25/2025 IVR Number: 59181 Address: 1384 CYNTHIA LN CARLSBAD, CA 92008-1507 Actual Inspection Type Start Date Inspection No. Inspection Primary Inspector Checklist Item Are erosion control BMPs functioning properly? Are perimeter control BMPs maintained? Is the entrance stabilized to prevent tracking? Have sediments been tracked on to the street? Has trash/debris accumulated throughout the site? Are portable restrooms properly positioned? Do portable restrooms have secondary containment? Status COMMENTS 06/02/2025 BLDG-Final Inspection Checklist Item 286517-2025 COMMENTS Partial Pass Dirk de Roggenbuke BLDG-Building Deficiency BLDG-Plumbing Final BLDG-Mechanical Final BLDG-Structural Final BLDG-Electrical Final 6/2/25 change AC breaker to 45 A per manufacturer placard 6/2/25 GFCI required for garage EV charging 06/03/2025 BLDG-Final Inspection Checklist Item 286831-2025 COMMENTS Passed Dirk de Roggenbuke BLDG-Building Deficiency BLDG-Plumbing Final BLDG-Mechanical Final BLDG-Structural Final BLDG-Electrical Final 6/2/25 change AC breaker to 45 A per manufacturer placard 6/3/25 correction made 6/2/25 GFCI required for garage EV charging 6/3/25 correction made Reinspection Inspection Passed Yes Yes Yes Yes Yes Yes Yes Relnspectlon Incomplete Passed Yes Yes No Yes No Passed Yes Yes Yes Yes Yes Complete Tuesday, July 1, 2025 Page 3 of3 PERMIT INSPECTION HISTORY for (CBR2024-2574) Permit Type: BLDG-Residential Application Date: 09/26/2024 Owner: COASTAL DREAM HOMES LLC Work Class: Addition Issue Date: 12/12/2024 Subdivision: PARCEL MAP NO 15737 Status: Closed -Finaled Expiration Date: 08/25/2025 Address: 1384 CYNTHIA LN IVR Number: 59181 CARLSBAD, CA 92008-1507 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-14 Yes Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout Yes BLDG-34 Rough Electrical Yes BLDG-44 Yes Rough-Ducts-Dampers BLDG-SW-Inspection 276073-2025 Partial Pass Dirk de Roggenbuke Reinspection Incomplete Checklist Item COMMENTS Passed Are erosion control BMPs Yes functioning properly? Are perimeter control BMPs Yes maintained? Is the entrance stabilized to Yes prevent tracking? Have sediments been tracked Yes on to the street? Has trash/debris accumulated Yes throughout the site? Are portable restrooms Yes properly positioned? Do portable restrooms have Yes secondary containment? 02/25/2025 02/25/2025 BLDG-16 Insulation 277181-2025 Passed Dirk de Roggenbuke Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency 2/25/25 insulation cert. received Yes BLDG-17 Interior 276965-2025 Passed Dirk de Roggenbuke Complete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-27 Shower 276964-2025 Passed Dirk de Roggenbuke Complete PanfTubs Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-SW-Inspection 277118-2025 Partial Pass Dirk de Roggenbuke Re inspection Incomplete Tuesday, July 1, 2025 Page 2 of 3 Building Permit Inspection History Finaled {cityof Carlsbad PERMIT INSPECTION HISTORY for (CBR2024-2574) Permit Type: BLDG-Residential Application Date: 09/26/2024 Owner: COASTAL DREAM HOMES LLC Work Class: Addition Issue Date: 12/12/2024 Subdivision: PARCEL MAP NO 15737 Status: Closed -Finaled Expiration Date: 08/25/2025 Address: 1384 CYNTHIA LN IVR Number: 59181 CARLSBAD, CA 92008-1507 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status 12/31/2024 12/31/2024 BLDG-11 272304-2024 Passed Dirk de Roggenbuke Complete Foundatlon/Ftg/Piers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-21 272170-2024 Passed Dirk de Roggenbuke Complete Underground/Underflo or Plumbing Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-SW-Inspection 272305-2024 Partial Pass Dirk de Roggenbuke Re inspection Incomplete Checklist Item COMMENTS Passed Are erosion control BMPs Yes functioning properly? Are perimeter control BMPs Yes maintained? Is the entrance stabilized to Yes prevent tracking? Have sediments been tracked Yes on to the street? Has trash/debris accumulated Yes throughout the site? Are portable restrooms Yes properly positioned? Do portable restrooms have Yes secondary containment? 01/24/2025 01/24/2025 BLDG-14 274351-2025 Passed Duncan McClane Complete Frame/Steel/Bolting/We ldlng (Decks) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-15 Roof/ReRoof 274352-2025 Passed Duncan McClane Complete (Patio} Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 02/12/2025 02/12/2025 BLDG-84 Rough 275958-2025 Passed Dirk de Roggenbuke Complete Combo(14,24,34,44) Tuesday, July 1, 2025 Page 1 of 3 George Postulka Inspection Services PO Box 503 RECORD COPY Poway, CA 92074 (858) 354-9918 SPECIAL INSPECTION REPORT Project: Ga lla.-gh e, f{ps I Addreu: 'j_/?'I ;ft i-/z,',,, Ln, City: Ca ~ bq, City of Carlsbad FEB 12 202~ BUILDING DIVISION Permit Number. C.86 202':f-'2. $'? Lf Plan File Number. _________ _ TYPE OF OBSERVATIONS: Reinforcing Steel _ Reinforced Concrete_ Structural Masonry_ Field Welding_ Epoxy$_ Prestresscd Concrete_ Shop Welding_ Bolting_ Fireproofing_ Number of Samples:__ Type: __________________ _ Materials/DesignMix/Psi: 11 -GI~ -r; a 11 -> 6 7 (i ~I,~ . .v, ->lw/?sar:1 $1:r ?·C. £51< '+o S:7 €>y0 I-2 G Date: /'2.-2 7 -2 'I REPORT , I absANf'YL -1:& :1:r1k,/4e,,f a£-#= 't dot,J1:J,;, in-If) -1-fu. -e.y,sfll$ C,::,,,Crr,{g -£041.te4-ft;f? at f/4-e. o,..S: /,k • ' e et(tS ft"fo hP✓ £-{2.£ -f"o~ Ot'N uo,1 -z. flol--e Wlfi.S. 1r;11rt21~~ g/soz. IJJ/ hole; tve,.< brv s6,,J~,,dJ'2/4w,,, c.fuv: o,-":rv, io e"1/2J,-,eJ--; WORK INSPEC~CONFORMS WITH APPROV~j~~ AND SPECIFICATIONS UNLESS OTHERWISE NOTED tf.. eor5--e ~ f«lh J'?.f"tt:124 tee TIME IN:/ 4: 00 TIME OUT:_. ___ _ Inspector (Print) Certification # General Contractor: C. 6"6/a / JJ,. ~ J4m ,s J ..... , ~c.-..---~-~~~~_:_:_:~~~----_-_-_-_-_-_-~_ -ddress:jlJ_-=ei~J-11="'--/,.,_'loi.e__ ______ _ City: ____________ _ ~ '. --= tho ' b '--;-s· Phone: -------------o Site ontact 1gnaturc • True North COMPLIANCE SERVICES December 4, 2024 City of Carlsbad Community Development Department -Building Division 1635 Faraday Ave. City of Carlsbad -FINAL REVIEW City Permit No: CBR2024-2574 True North No.: 24-018-861 Carlsbad, CA 92008 Plan Review: Residential Addition Address: 1384 Cynthia Ln Applicant Name: Steve Ragan Applicant Email: steve@newmoderndesign.com OCCUPANCY AND BUILDING SUMMARY: Occupancy Groups: R-3 Occupant Load: N/ A Type of Construction: V-B Sprinklers: No Stories: 2-Story Area of Work (sq. ft.): 47 sq. ft. Addition + 194 sq.ft. Office Space + 1741 Remodel The plans have been reviewed for coordination with the permit application. Valuation: Confirmed Scope of Work: Confirmed Floor Area: Confirmed Attn: Building & Safety Department, True North Compli ance Serv ices, Inc. has completed the final review of the following documents for the project referenced above on behalf of the City of Carlsbad: I. 2. 3. 4. Drawings: One (I) copy dated November 19, 2024, by New Modern Design. Structural Calculations: One (I) copy, by Brian H. Qualls. Geotechnical Report: One ( l) copy dated September I 0, 2024, by East County Soil Consultation and Engineering, Inc. Other Documents: One (I) copy dated October 25, 2024, by East County Soil Consultation and Engineering, Inc .. The 2022 California Building, Mechanical, Plumbing, and Electrical Codes (i.e., 2021 IBC, UMC, UPC, and 2020 NEC, as amended by the State of California), 2022 California Green Building Standards Code, 2022 California Existing Building Code, and 2022 California Energy Code, as applicable, were used as the basis of o ur review. Please note that our review has been completed and we have no further comments. True North Compliance Services, Inc. 8369 Vickers Street, Suite 207, San Diego, CA 92111 T / 562.733.8030 We have enclosed the above noted documents bearing our review stamps for your use. Please call if you have any questions or if we can be of further assistance. Sincerely, True North Compliance Services Review By: Qamar Aloqaily -Plan Review Engineer Quality Review By: Alaa Atassi -Plan Review Engineer Gallagher Residence 1384 Cynthia Lane, Carls bad, CA 92008 Structural Calculations -24168 Qualls Engineering Structural Engineering Services New Modem Design 6969 Shoreline Drive Carlsbad, CA 92014 Phone: 619 920-8314 Qualls Engineering Sheet 1/26 Structural Engineering Services Project: Gallagher Residence Job#: 241 68 GOVERNING CODE: CONCRETE: REINFORCING STEEL: SAWN LUMBER: ENGINEERED WOOD Engineer: JF DESIGN BASIS 2022 CBC f c = 2,500 psi (MINIMUM) ASTM A615, Fy = 60 ksi Date: 09-20-24 DOUGLAS FIR LARCH, ALLOWABLE STRESS DESIGN PER 2022 CBC. BOISE CASCADE OR EQUIVALENT BCI WOOD "I' JOISTS -ICC-ESR 1336 BC VERSALAM 2.0E/LVULSL-ICC-ESR 1040 PROJECT SCOPE Project consists of a proposed addition and remodel to an existing two-story single- family residence. The addition will include an approximately 200 square feet detached office and an approximately 50 square feet infill of an existing second story deck with a new roof above. The remodel of the existing residence will include adjustment of exterior walls and windows, removal of existing interior bearing walls, and a new roof over the existing master bathroom and closet located at 1384 Cynthia Lane, Carlsbad, CA 92008. The proposed addition and remodel is primarily constructed utilizing wood frame construction with 2x metal plated roof trusses, 2x stick framed roof. The new & existing foundation will be typical slab on grade with turned down footings. There has been a soils report provided for this project. Therefore, the foundation design will be based on recommendations of the project geotechnical engineer. Qualls Engineering Structural Engineering Services Design Loads: Roof: Dead Load ( DL) Roofing 1/2" Plywood Wood Framing Insulation 1/2" Gyp. Bd. Mech./Elec. Misc. LDL = Live T ,oad (LL) Project: Engineer: 10.0 psf 1.3 psf 4.0 psf 0.5 psf 2.2 psf 0.5 psf 1.5 psf 20.0 psf Gallagher Residence F Floor: Dead Load ( DL ) Flooring 3/4" Plywood Wood Framing Insulation 5/8" Gyp. Bd. Mech./Elec. Misc. Sheet: 2 Job #: 24168 ------Date: 4.0 psf 2.0 psf 3.0 psf 0.5 psf 2.8 psf 1.2 psf _-!"'L.~5 psf I DL = 15.0 psf Live Load (LL) LL = ____ 20 .... 0 ... psf (Reducible) DL + LL =I 40.0ipsf LL= DL+ LL =i 40.0 psf (Reducible) 55.olpsf Walls: Stud Walls Exterior Stud Walls Interior Stud Walls Allowable Soils Bearing Pressure: 15.0 psf 7.0 psf .ASBP = 2,000 psf @ 18 inches below lowest adjacent finished grade Seismic: Site Class: D Ss = 1.044 s, = 0.379 F, = 1.200 F" = - Occupancy Importance Category Factor, Ic Tl 1.00 Wind Load: (Simplified Envelope Procedure) Basic Wind Speed: 96 mph Exposure: C MWFRS P = 0.6*11.~K,/Ps30 (LRFD): P = (.ASD): p =I 17.8 psf 10.7lpsf Componwts & Cladding P = 0.6*A~K,i*Pnct30 (LRFD): P = (.ASD): p =I 21.8 psf 13.1 lpsf Response Mod. Factor R 6.5 11.= K,,= P s30= p net3o= SMs = 1.130 SM,=. Redundancy Factor pCs Sos/(R/I) p (LRFD) I (\SD ) 1.3 0.151 0.108 1.29 1.0 13.8 16.9 0.753 Qualls Engineering 4403 f1.;1anchester Ave #203 Encinitas, CA 92024 760-652-9257 Project Title: Engineer: Project ID: Project Descr: Gallagher Residence JF 24168 3 Project File: 24168 -Gallagher Residence.ec6 jWood Beam UC#: KW-06015197, Build:20.24.08.01 DESCRIPTION: RB-1 Qualls Engineering (c) ENERCALC 1983-2023 CODE REFERENCES Calculations per NOS 2018, IBC 2021 , ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination : ASCE 7-16 Wood Species Wood Grade Douglas Fir-Larch No.1 Fb + Fb - Fe-Pr11 Fe -Perp Fv Ft 1,350.0 psi 1,350.0 psi 925.0psi 625.0psi 170.0 psi 675.0psi ------------ E : Modulus of Elasticity Ebend-xx 1,600.0ksi Eminbend -xx 580.0ksi Density 31.210pcf Beam Bracing Beam is Fully Braced against lateral-torsional buckling 60,19 Lr 0.1 .19) 4x10 4x10 4x10 Span= 3.50 n 2 span= 11.250 n 3 4 span= 1.750 n Applied Loads Service loads entered. Load Factors will be applied for calculations. ------ Beam self weight calculated and added to loading Load for Span Number 1 Varying Uniform Load : D= 0.020->0.020, Lr= 0.020->0.020 ksf, Extent= 0.0 --» 3.50 ft, Trib Width= 0.0->5.0 ft, (ROOF) Load for Span Number 2 Varying Uniform Load : D= 0.020->0.020, Lr= 0.020->0.020 ksf, Extent= 0.0 --» 11.250 ft, Trib Width= 0.0->8.0 ft, (ROOF) Load for Span Number 3 Varying Uniform Load : D= 0.020->0.020, Lr= 0.020->0.020 ksf, Extent = 0.0 --» 1. 750 ft, Trib Width = 8.0->9.50 ft, (ROOF) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb: Actual F'b = 0.288 1 4x10 = 585.88psi = 2,025.00psi Maximum Shear Stress Ratio Section used for this span fv: Actual F'v = Design OK 0.224: 1 4x10 = 47.64 psi = 212.50 psi Load Combination +D+Lr+H, LL Comb Run (*L*) Load Combination +D+Lr+H, LL Comb Run (*LL) Location of maximum on span Span# where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Overall Maximum Deflections Load Combination Span 1 +D+Lr+H, LL Comb Run (*L*) 2 3 = 6.429ft Location of maximum on span Span# where maximum occurs = 10.494 ft Span# 2 = Span# 2 0.079 in -0.041 in 0.145 in -0.073 in Ratio= Ratio= Ratio= Ratio= 1704>=240 1012 >=240 929>=180 576>=180 Span: 2 : Lr Only, LL Comb Run (*L*) Span: 3 : Lr Only, LL Comb Run (*L*) Span: 2 : +D+Lr+H, LL Comb Run (*L*) Span: 3 : +D+Lr+H, LL Comb Run (*L *) Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span 0.0000 0.000 0.1452 5.861 0.0000 5.861 +D+Lr+H, LL Comb Run (*L*) +D+Lr+H, LL Comb Run (*L*) -0.1249 0.0000 -0.0727 0.000 0.000 1.750 Qualls Engineering 4403 ~anchester Ave #203 Encinitas, CA 92024 760-652-9257 \Wood Beam L IC#: KW-06015197, Build:20.24.08.01 DESCRIPTION: RB-1 Vertical Reactions Load Combination Max Upwar om all Load Cond1t1ons Max Upward from Load Combinations Max Upward from Load Cases Max Downward from all Load Conditio Max Downward from Load Cases (Resis +D+H +D+L+H, LL Comb Run (**L) +D+L+H, LL Comb Run (*L*) +D+L+H, LL Comb Run (*LL) +D+L+H, LL Comb Run (L **) +D+L+H, LL Comb Run (L*L) +D+L+H, LL Comb Run (LL*) +D+L+H, LL Comb Run (LLL) +D+Lr+H, LL Comb Run (**L) +D+Lr+H, LL Comb Run (*L*) +D+Lr+H, LL Comb Run (*LL) +D+Lr+H, LL Comb Run (L**) +D+Lr+H, LL Comb Run (L*L) +D+Lr+H, LL Comb Run (LL*) +D+Lr+H, LL Comb Run (LLL) +D+S+H +D+0.750Lr+0.750L+H, LL Comb Run(* +D+0.750Lr+0.750L+H, LL Comb Run (* +D+0.750Lr+0.750L+H, LL Comb Run(* +D+0.750Lr+0.750L+H, LL Comb Run (L +D+0.750Lr+0.750L+H, LL Comb Run (L +D+0.750Lr+0.750L+H, LL Comb Run (L +D+0.750Lr+0.750L+H, LL Comb Run (L +D+0.750L+0.750S+H, LL Comb Run(** +D+0.750L+0.750S+H, LL Comb Run (*L +D+0.750L+0.750S+H, LL Comb Run (*L +D+0.750L+0.750S+H, LL Comb Run (L * +D+0.750L+0.750S+H, LL Comb Run (L* +D+0.750L+0.750S+H, LL Comb Run (LL +D+0.750L+0.750S+H, LL Comb Run (LL +D+0.60W+H +D+0.750Lr+0.750L+0.450W+H, LL Comb +D+0.750Lr+0.750L+0.450W+H, LL Comb +D+0.750Lr+0.750L+0.450W+H, LL Comb +D+0.750Lr+0.750L+0.450W+H, LL Comb +D+0.750Lr+0.750L+0.450W+H, LL Comb +D+0.750Lr+0.750L+0.450W+H, LL Comb +D+0.750Lr+0.750L+0.450W+H, LL Comb +D+0.750L+0.750S+0.450W+H, LL Comb +D+0.750L+0.750S+0.450W+H, LL Comb +D+0.750L+0.750S+0.450W+H, LL Comb +D+0.750L+0.750S+0.450W+H, LL Comb +D+0.750L+0.750S+0.450W+H, LL Comb +D+0.750L+0.750S+0.450W+H, LL Comb +D+0.750L+0.750S+0.450W+H, LL Comb +0.60D+0.60W+0.60H +D+0.70E+0.60H +D+0.750L+0.750S+0.5250E+H, LL Comb +D+0.750L+0.750S+0.5250E+H, LL Comb +D+0.750L+0.750S+0.5250E+H, LL Comb +D+0.750L+0.750S+0.5250E+H, LL Comb +D+0.750L+0.750S+0.5250E+H, LL Comb +D+0.750L+0.750S+0.5250E+H, LL Comb +D+0.750L+0.750S+0.5250E+H, LL Comb +0.60D+0.70E+H Project Title: Engineer: Project ID: Project Descr: Qualls Engineering Gallagher Residence JF 24168 4 Project File: 24168 -Gallagher Residence.ec6 (c) ENERC I C 1983-2023 Support notation : Far left is #1 Values in KIPS Support 1 Support 2 Support 3 Support 4 1.02 1.029 0.536 -0.025 -0.025 0.536 0.536 0.536 0.536 0.536 0.536 0.536 0.536 0.511 0.836 0.811 0.729 0.704 1.029 1.004 0.536 0.517 0.761 0.742 0.680 0.662 0.905 0.887 0.536 0.536 0.536 0.536 0.536 0.536 0.536 0.536 0.517 0.761 0.742 0.680 0.662 0.905 0.887 0.536 0.536 0.536 0.536 0.536 0.536 0.536 0.321 0.536 0.536 0.536 0.536 0.536 0.536 0.536 0.536 0.321 1.s=2----------------~----- 1.892 0.961 -0.018 -0.018 0.961 0.961 0.961 0.961 0.961 0.961 0.961 0.961 1.292 1.561 1.892 0.943 1.274 1.543 1.874 0.961 1.210 1.411 1.660 0.948 1.196 1.398 1.646 0.961 0.961 0.961 0.961 0.961 0.961 0.961 0.961 1.210 1.411 1.660 0.948 1.196 1.398 1.646 0.961 0.961 0.961 0.961 0.961 0.961 0.961 0.577 0.961 0.961 0.961 0.961 0.961 0.961 0.961 0.961 0.577 I Qualls Engineering 4403 ~anchester Ave #203 Encinitas, CA 92024 760-652-9257 Project Title: Engineer: Gallagher Residence JF 5 Project ID: Project Descr: 24168 Wood Beam UC#: KW-06015197, Build:20.24.08.01 DESCRIPTION: RB-2 Qualls Engineering Project File: 24168 -Gallagher Residence.ec6 (c) ENERCALC INC 1983-2023 CODE REFERENCES Calculations per NOS 2018, IBC 2021 , ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination : ASCE 7-16 Fb + Fb • 1,350.0 psi 1,350.0 psi 925.0psi 625.0psi 170.0psi 675.0psi E : Modulus of Elasticity Wood Species Wood Grade Beam Bracing Douglas Fir-Larch No.1 Fe -Prll Fe -Perp Fv Ft Beam is Fully Braced against lateral-torsional buckling 0(0.3J) r(0.34) 4x10 Span= 10.0 ft Ebend-xx 1,600.0ksi Eminbend -xx 580.0ksi Density 31.210pcf 2 Applied Loads Service loads entered. Load Factors will be applied for calculations. ---- Beam self weight calculated and added to loading Point Load : D = 0.370, Lr= 0.340 k@ 6.0 ft, (HIP BEAM BElW GRIDS E/F & 2/4) Point Load : D = 0.370, Lr= 0.340 k@ 6.0 ft, (HIP BEAM BElW GRIDS E/F & 2/4) Point Load : D = 0.330, Lr= 0.310 k@ 6.0 ft, (RB ON GRID 2.5 BElW D.5&E (L)) DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span fb: Actual = F'b = Load Combination Location of maximum on span = Span# where maximum occurs = Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Overall Maximum Deflections Load Combination +D+Lr Vertical Reactions Load Combination Span Max Upward from all Load Conditions Max Upward from Load Combinations Max Upward from Load Cases DOnly +D+Lr +D+0.750Lr +0.600 0.59Ei 1 4x10 1,206.04psi 2,025.00psi +D+Lr 5.985ft Span# 1 Maximum Shear Stress Ratio Section used for this span fv: Actual F'v Load Combination Location of maximum on span Span # where maximum occurs 0.092 in Ratio= O in Ratio= 0.196 in Ratio= O in Ratio= 1304>=240 0<240 613 >=180 0<180 Span: 1 : Lr Only n/a Span: 1 : +D+Lr n/a Max. "-" Defl Location in Span Load Combination 0.1957 5.292 Support notation : Far left is #1 Support 1 Support 2 --01!59 1.2 0.859 1.271 0.463 0.677 0.463 0.677 0.859 1.271 0.760 1.123 0.278 0.406 Design OK = 0.276: 1 4x10 = 58.64 psi = 212.50 psi +D+Lr = 9.234 ft = Span# 1 Max. "+" Defl Location in Span 0.0000 0.000 Values in KIPS Qualls Engineering 4403 "!'anchester Ave #203 Encinitas, CA 92024 760-652-9257 Project Title: Engineer: Gallagher Residence JF 6 Project ID: Project Descr: 24168 Wood Beam UC#: KW-06015197, Build:20.24.08.01 DESCRIPTION: RB-3 Qualls Engineering Project File: 24168 -Gallagher Residence.ec6 (c) ENERCALCI NC 1983-2023 CODE REFERENCES Calculations per NOS 2018, IBC 2021, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination : ASCE 7-16 Fb + 1,350.0 psi 1,350.0 psi 925.0psi 625.0psi 170.0 psi 675.0psi E : Modulus of Elasticity Wood Species Wood Grade Beam Bracing £ Douglas Fir-Larch No.1 Fb - Fe -Prll Fe -Perp Fv Ft Beam is Fully Braced against lateral-torsional buckling D 0.13 Lr 0.13 6x12 Span : 14.50 ft Ebend-xx 1,600.0 ksi Eminbend -xx 580.0ksi Density 31.210pcf 1 2 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.020, Lr = 0.020 ksf, Tributary Width = 6.50 ft, (ROOF) DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span 0.422 1 6x12 Maximum Shear Stress Ratio Section used for this span fb: Actual = F'b = Load Combination Location of maximum on span = Span # where maximum occurs = Maximum Deflection 712.0Spsi 1,687.50 psi +D+Lr 7.250ft Span# 1 fv: Actual F'v Load Combination Location of maximum on span Span # where maximum occurs Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.117 in Ratio= O in Ratio= 0.246 in Ratio= O in Ratio= 1492>=240 0<240 708>=180 0<180 Span: 1 : Lr Only nla Span: 1 : +D+Lr n/a Overall Maximum Deflections Load Combination +D+Lr Span Max."-" Defl Location in Span Load Combination 0.2455 7.303 Vertical Reactions Support notation : Far left is #1 --------------------------Lo ad Combination Support 1 Support 2 ~M~a-x~U~p_w_a-rd~rro_m_a-,-,li...-L-oad~C~o-n-d=it~1o_n_s-----~1.""984 1.984 Max Upward from Load Combinations 1.984 1.984 Max Upward from Load Cases 1.042 1.042 D Only 1.042 1.042 +D+Lr 1.984 1.984 +D+0.750Lr 1.749 1.749 +0.600 0.625 0.625 Lr Only 0.943 0.943 Design OK = 0.192: 1 6x12 = 40.88 psi = 212.50 psi +D+Lr = 0.000 ft = Span# 1 Max. "+" Defl Location in Span 0.0000 0.000 Values in KIPS Qualls Engineering 4403 Manchester Ave #203 Encinitas, CA 92024 760-652-9257 Project Title: Engineer: Gallagher Residence JF 7 Project ID: Project Descr: 24168 W o od Beam Project File: 24168 -Gallagher Residence.ec6 UC#: KW-06015197, B~u~ild-:2~0~.2-4.~08~.0~1----------~Q-ua~ll's-E=n-g~in-ee-n~·n-g-------------(~c) ENERCALC INC 1983-2023 DESCRIPTION: RH-1 CODE REFERENCES Calculations per NDS 2018, IBC 2021, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Pro erties ------------- Analysis Method : Allowable Stress Design Load Combination : ASCE 7-16 Wood Species Wood Grade Beam Bracing Douglas Fir-Larch No.2 Completely Unbraced 0(0.8) r(0.74) Fb + Fb - Fe-Prtl Fe -Perp Fv Ft 4x8 Span= 3.50 ft 875.0psi 875.0psi 600.0psi 625.0psi 170.0 psi 425.0psi E : Modulus of Elasticity Ebend-xx 1,300.0 ksi Eminbend -xx 470.0ksi Density 31.210pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Point Load : D = 0.80, Lr= 0.740 k@ 1.50 ft, (RB ON GRID 0 .5 BETW 2&3 (R)) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.367: 1 Maximum Shear Stress Ratio = 0.247 : 1 Section used for this span 4x8 Section used for this span 4x8 fb: Actual = 517.96psi fv: Actual = 52.39 psi F'b = 1,411.50psi F'v = 212.50 psi Load Combination +D+Lr Load Combination +D+Lr Location of maximum on span = 1.507ft Location of maximum on span = 0.000ft Span # where maximum occurs = Span# 1 Span # where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.008 in Ratio= 5427 >=240 Span: 1 : Lr Only Max Upward Transient Deflection O in Ratio= 0<240 n/a Max Downward Total Deflection 0.016 in Ratio= 2587>=180 Span: 1 : +D+Lr Max Upward Total Deflection O in Ratio= Q<180 n/a Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+Lr 1 0.0162 1.686 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS ----------------------------------------Lo ad Combination Support 1 Support 2 Max Upward fromalfload Conditions 0.890 0.61.""0 ________________________ _ Max Upward from Load Combinations 0.890 0.670 Max Upward from Load Cases 0.467 0.352 D~ o.ffl o.m +D+Lr 0.890 0.670 +D+0.750Lr 0.784 0.590 +0.600 0.280 0.211 Lr Only 0.423 0.317 Qualls Engineering 4403 Manchester Ave #203 Encinitas, CA 92024 760-652-9257 Project Title: Engineer: Gallagher Residence JF 8 Project ID: Project Descr: 24168 1 Wood Beam UC#: KW-06015197, Build:20.24.08.01 DESCRIPTION: FJ-1 Qualls Engineering Project File: 24168 -Gallagher Re~ide~ce-~c6 J (c) ENERCALC INC 1983-2023 CODE REFERENCES ----- Calculations per NOS 2018, IBC 2021 , ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination : ASCE 7-16 Wood Species Wood Grade Douglas Fir-Larch No.1 Fb + Fb - Fe -Prll Fe-Perp Fv Ft Beam Bracing Beam is Fully Braced against lateral-torsional buckling D 0.015 L 0.04 2x12 Span = 12.50 fl 1,000.0 psi 1,000.0 psi 1,500.0 psi 625.0 psi 180.0psi 675.0psi E : Modulus of Elasticity Ebend-xx 1,700.0ksi Eminbend -xx 620.0ksi Density 31.210pcf D(OIDCQ. 08) 2 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 1.0 ft, (FLOOR) Point Load : D = 0.080, Lr= 0.080 k@ 10.0 ft, (ROOF) Point Load : D = 0.0850 k@ 10.0 ft, (WALL) DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span o.s1e 1 2x12 Maximum Shear Stress Ratio Section used for this span fb: Actual = F'b = fv: Actual F'v Load Combination 516.24psi 1,000.00psi +D+L 6.797ft Span# 1 Load Combination Location of maximum on span = Span# where maximum occurs = Location of maximum on span Span# where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Overall Maximum Deflections Load Combination +D+L Span -~1 0.073 in Ratio = O in Ratio= 0.129 in Ratio= O in Ratio= 2053>=360 0<360 1162>=240 0<240 Span: 1 : L Only n/a Span: 1 : +D+L n/a Max. "-" Defl Location in Span Load Combination 0.1291 6.387 Vertical Reactions Support notation : Far left is #1 ------------------------Lo ad Combination Support 1 Support 2 • Max Upward from all Load Con~1=t1o_n_s-----~o~. =00---· o.49~-- Max Upward from Load Combinations 0.400 0.499 Max Upward from Load Cases 0.250 0.250 D Only 0.150 0.249 +D+L 0.400 0.499 +D+Lr 0.166 0.313 +D+O. 750Lr+O. 750L 0.349 0.484 Design OK = 0.220: 1 2x12 = 39.56 psi = 180.00 psi +D+L = 11 .588ft = Span# 1 Max. "+" Defl Location in Span 0.0000 Values in KIPS 0.000 Qualls Engineering 4403 Manchester Ave #203 Encinitas, CA 92024 760-652-9257 Project Title: Engineer: Gallagher Residence JF 9 Project ID: Project Descr: 24168 ~ood Beam UC#: KW-06015197, Build:20.24.08.01 Qualls Engineering Project File: 24168 -Gallagher Residence.ec6 {c) ENERCALC I 1983-2023 DESCRIPTION: FJ-2 CODE REFERENCES ------------- Ca I cu I at ions per NOS 2018, IBC 2021, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination • ASCE 7-16 Wood Species Wood Grade Beam Bracing Douglas Fir-Larch No.1 Beam is Fully Braced against lateral-torsional buckling Fb + Fb - Fc-Pr11 Fe -Perp Fv Ft 1,000.0 psi 1,000.0 psi 1,500.0 psi 625.0psi 180.0psi 675.0psi E : Modulus of Elasticity Ebend-xx 1,700.0ksi Eminbend -xx 620.0ksi Density 31.210pcf D(OO(Q.~18) D 0.015 L 0.04 D 0.015 L 0.04 2x12 2x12 2 3 Span= 7.0 ft Span = 3.250 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. ---------------Beam self weight calculated and added to loading Load for Span Number 1 Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 1.0 ft, (FLOOR) Load for Span Number 2 Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 1.0 ft, (FLOOR) Point Load : D = 0.180, Lr = 0.180 k @ 3.250 ft, (ROOF) Point Load : D = 0.0850 k @ 3.250 ft, (WALL) DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span fb: Actual = F'b = Load Combination Location of maximum on span = Span # where maximum occurs = Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Overall Maximum Deflections 0.472 1 2x12 590.50psi 1,250.00psi +D+O. 750Lr+O. 750L 7.000ft Span# 1 0 .037 in Ratio= -0 .011 in Ratio= 0.092 in Ratio = -0.025 in Ratio = Maximum Shear Stress Ratio Section used for this span fv: Actual F'v Load Combination Location of maximum on span Span # where maximum occurs 2104 >=360 7940 >=360 844 >=240 3403 >=240 Span: 2 : Lr Only Span: 1 : Lr Only Span: 2 : +D+Lr Span: 1 : +D+Lr = = = = = Design OK 0.203: 1 2x12 45.61 psi 225.00 psi +D+O. 750Lr+O. 750L 7.000 ft Span# 1 Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+Lr 1 2 0.0000 0.0924 0.000 3.250 -----------+ D +Lr -0.0247 4.145 0.0000 4.145 Vertical Reactions Support notation : Far left is #1 Values in KIPS -------------Lo ad Combination Support 1 Support 2 Support 3 Max Upward frc:-o-:-,m,-a:'."irr-=o-::--:r...co,,,.n.,.,,..,.t10::-,n=-=s------o.110 --if.951 -------- Max Upward from Load Combinations 0.038 0.951 Max Upward from Load Cases 0.11 O 0.528 Qualls Engineering 4403 Manchester Ave #203 Encinitas, CA 92024 760-652-9257 Wood Beam UC#: KW-06015197, Build:20.24.08.01 DESCRIPTION: FJ-2 Vertical Reactions Load Combination ·Max Downward from a oa on ItI0 Max Downward from Load Combinations Max Downward from Load Cases (Resis DOnly +D+L +D+Lr +D+0. 750Lr+0. 750L +D+0.750L +0.60D Lr Only L Only Project Title: Engineer: Project ID: Project Descr: Qualls Engineering Gallagher Residence JF 24168 10 Project File: 24168 -Gallagher Residence.ec6 (c) ENERCALC N 1983-2023 Support notation : Far left is #1 Values in KIPS -----------Support 1 Support 2 Support 3 -0.155 ------------- -0.155 -0.084 -0.072 0.038 -0.155 -0.052 0.011 -0.043 -0.084 0.110 0.528 0.828 0.792 0.951 0.753 0.317 0.264 0.300 Qualls Engineering 4403 Manchester Ave #203 Encinitas, CA 92024 760-652-9257 Project Title: Engineer: Gallagher Residence JF 11 Project ID: Project Descr: 24168 [wood Beam UC#: KW-06015197, Build:20.24.08.01 DESCRIPTION: FB-1 Qualls Engineering Project File: 24168 -Gallagher Resldence.ec6 (c) ENERCA[C INC1983-2023 CODE REFERENCES ---------------------- Calculations per NDS 2018, IBC 2021, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination : ASCE 7-16 Fb + 3,100.0 psi 3,100.0 psi 3,000.0psi E : Modulus of Elasticity Wood Species Wood Grade Beam Bracing Boise Cascade Versa Lam 3100 Fb - Fc -Pr11 Fe -Perp Fv Ft Beam is Fully Braced against lateral-torsional buckling D 0.063 0(0.217~ L(0.58) 7x11 .25 Span= 15.50 ft 750.0psi 285.0 psi 2,100.0 psi Ebend-xx 2,000.0ksi Eminbend -xx 1,036.83ksi Density 41.760pcf 2 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width= 14.50 ft, (FLOOR) Uniform Load : D = 0.0070 ksf, Tributary Width= 9.0 ft, (WALL ABV) DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span fb: Actual = F'b = Load Combination Location of maximum on span = Span # where maximum occurs = Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Overall Maximum Deflections Load Combination Span 0.67l 1 7x11.25 2,100.17psi 3,122.31 psi +D+L 7.750ft Span# 1 0.456 in Ratio= O in Ratio= 0.677 in Ratio = O in Ratio= Maximum Shear Stress Ratio Section used for this span fv: Actual F'v Load Combination Location of maximum on span Span # where maximum occurs 407>=360 0<360 274 >=240 0<240 Span: 1 : L Only n/a Span: 1 : +D+L n/a Max. "-" Defl Location in Span Load Combination +D+L 1 0.6767 7.807 Vertical Reactions Support notation : Far left is #1 ------------------------------Lo ad Combination Support 1 Support 2 1v1ax Upward from aTIToaifConait,ons 6.66 6~669 ---- Max Upward from Load Combinations 6.669 6.669 Max Upward from Load Cases 4.495 4.495 D Only 2.174 2.174 +D+L 6.669 6.669 +D+0.750L 5.545 5.545 +0.600 1.304 1.304 L Only 4.495 4.495 Design OK = 0.394: 1 7x11.25 = 112.19 psi = 285.00 psi +D+L = 14.595 ft = Span# 1 Max. "+" Defl Location in Span 0.0000 0.000 Values in KIPS Qualls Engineering 4403 ¥anchester Ave #203 Encinitas, CA 92024 760-652-9257 Project Title: Engineer: Gallagher Residence JF 12 Project ID: Project Descr: 24168 Wood Beam UC-#: KW-06015197, Build:20.24.08.01 DESCRIPTION: FB-2 Qualls Engineenng Project File: 24168 -Gallagher Residence.ec6 (c) ENERCALC INC 1983-2023 CODE REFERENCES Calculations per NDS 2018, IBC 2021, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Pro ertles Analysis Method : Allowable Stress Design Load Combination . ASCE 7-16 Wood Species Wood Grade Boise Cascade Versa Lam 3100 Fb + Fb • Fe -Pru Fe -Perp Fv Ft Beam Bracing Beam is Fully Braced against lateral-torsional buckling 0(1 48) I r(1 48) 3.5x11.25 Span = 11.250 n 3,100.0 psi 3,100.0psi 3,000.0 psi 750.0psi 285.0 psi 2,100.0 psi E : Modulus of Elasticity Ebend-xx 2,000.0ksi Eminbend -xx 1,036.83ksi Density 41.760pcf 2 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.020, Lr = 0.020 ksf, Tributary Width = 10.50 ft, (ROOF ABV+LOWER ROOF) Uniform Load : D = 0.0160 ksf, Tributary Width= 9.0 ft, (WALL ABV) Point Load : D = 1 .480, Lr= 1 .480 k@ 1.0 ft, (GIRDER TRUSS ON GRID D BETW 7&8 (R)) Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 1.330 ft, (FLOOR) DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span fb: Actual = F'b = Load Combination Location of maximum on span = Span # where maximum occurs = Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Overall Maximum Deflections 0.449. 1 3.5x11.25 1,751.78psi 3,902.89psi +D+Lr 5.173ft Span# 1 0.116 in Ratio= O in Ratio= 0.304 in Ratio= O in Ratio= Maximum Shear Stress Ratio Section used for this span fv: Actual F'v Load Combination Location of maximum on span Span # where maximum occurs 1162 >=360 Span: 1 : Lr Only 0 <360 n/a 444>=240 Span: 1 : +D+Lr 0<240 nla Load Combination Span Max. "." Defl Location in Span Load Combination +D+Lr 1 0.3037 5.502 = = = = = Design OK 0.583: 1 3.5x11.25 207.78 psi 356.25 psi +D+Lr 0.000ft Span# 1 Max. "+" Defl Location in SpM 0.0000 Values in KIPS 0.000 Vertical Reactions Support notation : Far left is #1 ----------,-----------------------Lo ad Combination Support 1 Support 2 Max Upward from a IToacrCo_n_d~,ti-on_s ______ 5~.9--8Z-~~.54~8~------------ Max Upward from Load Combinations 5.982 3.548 Max Upward from Load Cases 3.452 2.235 D Only 3.452 2.235 +D+L 3.751 2.534 +D+Lr 5.982 3.548 Qualls Engineering 4403 !Vlanchester Ave #203 Encinitas, CA 92024 760-652-9257 I Wood Beam Project Title: Engineer: Project ID: Project Descr: UC#:KW-o=so=1=5"'"'19=7~, B""u""ll-.-d:=20~.2~4.....,_o=e.~0~1 ----------~Q,...u....,al,-,,1s Engineering DESCRIPTION: FB-3 Gallagher Residence JF 24168 13 Project File: 24168-Gallagher Resldence.ec6 (c) ENERCALC INC 1983-2023 CODE REFERENCES ---------------------------------------------------- Calculations per NOS 2018, IBC 2021, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Pro erties Analysis Method : Allowable Stress Design Load Combination . ASCE 7-16 Fb + Fb - Fe -Prll Wood Species Wood Grade Douglas Fir-Larch Fe -Perp ~1 ~ Ft Beam Bracing Beam is Fully Braced against lateral-torsional buckling v ., 0(0.01995~ L(0.0532) 4x12 Span = 12.250 ft 1,350.0 psi 1,350.0 psi 925.0psi 625.0 psi 170.0 psi 675.0psi E : Modulus of Elasticity Ebend-xx 1,600.0ksi Eminbend -xx 580.0ksi Density 31 .210pcf t 0{8.68) bF{9.69) 2 A__._p..,_p_li_e_d_L_o_a_d_s ___________________ Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load for Span Number 1 Uniform Load : D = 0.020, Lr= 0.020 ksf, Extent= 10.0 --» 12.250 ft, Tributary Width= 10.0 ft, (ROOF ABV) Uniform Load: D = 0.0160 ksf, Extent= 10.0 --» 12.250 ft, Tributary Width= 9.0 ft, (WALL ABV) Point Load : D = 0.680, Lr= 0.590 k@ 10.0 ft, (RB-2 (R)) Uniform Load: D = 0.0150, L = 0.040 ksf, Tributary Width= 1.330 ft, (FLOOR) DESIGN SUMMARY Design OK Maximum Bending Stregs Ratio Section used for this span = fb: Actual = F'b = Load Combination Location of maximum on span Span # where maximum occurs = Maximum Deflection 0.337: 1 4x12 625.86psi 1,856.25psi +D+O. 750Lr+O. 750L 9.970ft Span# 1 Maximum Shear Stress Ratio Section used for this span fv: Actual F'v Load Combination Location of maximum on span Span # where maximum occurs Span: 1 : Lr Only n/a = 0.330: 1 4x12 = 70.16 psi = 212.50 psi +D+0.750Lr+0.750L 11 .356 ft = Span# 1 Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.044 in Ratio = O in Ratio= 0.143 in Ratio= O in Ratio= 3330>=360 0<360 1030>=240 0<240 Span: 1 : +D+0.750Lr+0.750L n/a Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination -+D=--+o=-.=75""o=L-r+...,o=-.1=5=0,.,.L _____ ......,..1 ---.....,0,..._ 1~4=2=7-6.661 Vertical Reactions Support notation : Far left is #1 Max. "+" Defl Location in Span 0.0000 Values in KIPS 0.000 =----=------------------------Lo ad Combination Support 1 Support 2 Max Upward from all LoairC-on~,t~,o-n_s____ 0.727----n.fs -- Max Upward from Load Combinations 0.727 2.345 Max Upward from Load Cases 0.370 1.432 D Only 0.370 1.432 +D+L 0.696 1. 758 Qualls Engineering 4403 ¥anchester Ave #203 Encinitas, CA 92024 760-652-9257 Project Title: Engineer: Project ID: Project Descr: Gallagher Residence JF 24168 14 j wood Beam UC#: KW-06015197~, B~u~ild~:2=0~.2~4_=os~.0~1----------Q~u-a·11s Engineering Project Fife: 24168 -Gallagher Residence.ec6 (c) ENERCALCINC 1983-2023 DESCRIPTION: FB-4 CODE REFERENCES Calculations per NOS 2018, IBC 2021 , ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination : ASCE 7-16 Fb + Fb - 1,350.0 psi 1,350.0 psi 925.0psi 625.0psi 170.0psi 675.0psi E : Modulus of Elasticity Ebend-xx 1,600.0 ksi Fe -Prll Fe -Perp Fv Eminbend -xx 580.0ksi Wood Species Wood Grade Beam Bracing Douglas Fir-Larch No.1 Ft Beam is Fully Braced against lateral-torsional buckling 0(0.01995~ L(0.0532) 3-2x12 Span• 7.0 ft D 0.063 D 0.0266 Lr 0.0266 Density 31.210pcf E 2.69) 3-2x12 2 Span • 3.250 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Load for Span Number 1 Uniform Load : D = 0.020, Lr= 0.020 ksf, Extent= 4.0 --» 7.0 ft, Tributary Width= 1.330 ft, (ROOF) Uniform Load : D = 0.0070 ksf, Extent= 4.0 --» 7.0 ft, Tributary Width= 9.0 ft, (WALL) Point Load : D = 0.470, Lr= 0.420 k@ 0.750 ft, (RH-1 (L)) Point Load : D = 0.350, Lr= 0.320 k@ 4.0 ft, (RH-1 (R)) Uniform Load : D = 0.020, Lr= 0.020 ksf, Extent = 0.0 --» 0. 750 ft, Tributary Width = 1.330 ft, (ROOF) Uniform Load : D = 0.0070 ksf, Extent= 0.0 --» 0.750 ft, Tributary Width = 9.0 ft, (WALL) Point Load : E = -2.690 k @ 4.0 ft, (SEISMIC GRID 3) Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 1.330 ft, (FLOOR) Load for Span Number 2 Uniform Load : D = 0.020, Lr = 0.020 ksf, Tributary Width = 1.330 ft, (ROOF) Uniform Load : D = 0.0070 ksf, Tributary Width= 9.0 ft, (WALL) Point Load : E = 2.690 k @ 3.250 ft, (SEISMIC GRID 3) Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 1.330 ft, (FLOOR) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span = 0.805: 1 3-2x12 Maximum Shear Stress Ratio Section used for this span = Design OK 0.424: 1 3-2x12 fb: Actual F'b = 1,739.02psi fv: Actual F'v = 115.46psi Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection = 2,160.00psi +1.105D-1.344E+0.60H = 4.028ft = Span# 1 0.007 in Ratio = -0.010 in Ratio= 0.174 in Ratio= -0.180 in Ratio= Load Combination Location of maximum on span Span # where maximum occurs = 272.00 psi +1.105D+1.344E+0.60H = 7.000ft = Span# 1 11706>=360 7654>=360 448>=240 432>=240 Span: 1 : Lr Only, LL Comb Run (L*) Span: 2 : Lr Only, LL Comb Run (L*) Span: 2 : +0.60D+0.70E+H Span: 2 : +D-0.70E+0.60H Qualls Engineering 4403 Manchester Ave #203 Encinitas, CA 92024 760-652-9257 Wood Beam -UC#: kW-06015197, Build:20.24.08.01 DESCRIPTION: FB-4 Overall Maximum Deflections Project Title: Engineer: Project ID: Project Descr: Qualls Engineering Gallagher Residence JF 24168 15 Project File: 24168 -Gallagher Residence.ec6 (c) ENERCALC I C 1983-2023 Load Combination Span Max. "·" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D-0. 70E+0.60H ---1 Vertical Reactions Load Combination 2 Max Upward rom aiflciadCond1llons Max Upward from Load Combinations Max Upward from Load Cases Max Downward from all Load Conditio Max Downward from Load Combinations Max Downward from Load Cases (Resis +D+H +D+L +H, LL Comb Run (*L) +D+L+H, LL Comb Run (L*) +D+L+H, LL Comb Run (LL) +D+Lr+H, LL Comb Run (*L) +D+Lr+H, LL Comb Run (L*) +D+Lr+H, LL Comb Run (LL) +D+S+H +D+0.750Lr+0.750L+H, LL Comb Run (* +D+0.750Lr+0.750L+H, LL Comb Run (L +D+0.750Lr+0.750L+H, LL Comb Run (L +D+0.750L+0.750S+H, LL Comb Run (*L +D+0.750L+0.750S+H, LL Comb Run (L* +D+0,750L+0.750S+H, LL Comb Run (LL +D+0.60W+H +D+0.750Lr+0.750L+0.450W+H, LL Comb +D+0.750Lr+0.750L+0.450W+H, LL Comb +D+0.750Lr+0.750L+0.450W+H, LL Comb +D+0.750L+0.750S+0.450W+H, LL Comb +D+0.750L+0.750S+0.450W+H, LL Comb +D+0.750L+0.750S+0.450W+H, LL Comb +0.60D+0.60W+0.60H +D+0.70E+0.60H +D-0.70E+0.60H +D+0.750L+0.750S+0.5250E+H, LL Comb +D+0.750L+0.750S+0.5250E+H, LL Comb +D+0.750L+0.750S+0.5250E+H, LL Comb +D+0.750L+0.750S-0.5250E+H, LL Comb +D+0.750L+0.750S-0.5250E+H, LL Comb +D+0.750L+0.750S-0.5250E+H, LL Comb +0.60D+0.70E+H +0.60D-0. 70E+H DOnly Lr Only, LL Comb Run (*L) Lr Only, LL Comb Run (L*) Lr Only, LL Comb Run (LL) L Only, LL Comb Run (*L) L Only, LL Comb Run (L *) L Only, LL Comb Run (LL) EOnly E Only* -1.0 H Only 0.0726 0.0000 3.832 3.832 +D-0.70E+0.60H Support notation : Far left is #1 Support 1 Support 2 Support 3 2.402 2~----------- 2.359 2.655 2.402 2.402 -2.402 -2.402 -1.274 -1.097 -2.402 -2.402 0.678 0.974 0.638 1.187 0.864 1.160 0.824 1.373 0.658 1.080 1.226 1.265 1.206 1.372 0.678 0.974 0.633 1.213 1.229 1.332 1.184 1.572 0.648 1.133 0.818 1.113 0.788 1.273 0.678 0.974 0.633 1.213 1.229 1.332 1.184 1.572 0.648 1.133 0.818 1.113 0.788 1.273 0.407 0.584 -1 .003 2.655 2.359 -0.708 -0.613 2.394 -0.443 2.374 -0.473 2.534 1.909 -0.127 2.079 -0.148 2.049 0.012 -1.274 2.088 0.678 -0.020 0.548 0.528 ·0.040 0.186 0.146 -2.402 2.402 2.265 -1.097 0.974 0.107 0.292 0.398 0.213 0.186 0.399 2.402 -2.402 0.0000 -0.1800 Values in KIPS 0.000 3.250 Qualls Engineering 4403 ¥anchester Ave #203 Encinitas, CA 92024 760-652-9257 Project Title: Engineer: Gallagher Residence JF 16 Project ID: Project Descr: 24168 ~~:~-o~o~~:. BuIT.d':""'20"'.2~4~.o=e--.o--,-1 -----------a:-u--;al,-ts"'E~ng~in.,.,e=ering Project File: 24168 -Gallagher Residence.ec6 j (c) ENERCALC INC 1983-2023 DESCRIPTION: FB-5 CODE REFERENCES Calculations per NOS 2018, IBC 2021, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination : ASCE 7-16 Fb + Fb - 1,350.0 psi 1,350.0 psi 925.0psi 625.0psi 170.0 psi 675.0 psi E : Modulus of Elasticity Wood Species Wood Grade Beam Bracing Douglas Fir-Larch No.1 Beam is Fully Braced against lateral-torsional buckling Fe -Prll Fe-Perp Fv Ft Ebend-xx 1,600.0 ksi Eminbend -xx 580.0ksi Density 31.210pcf O(0.68)m((lll2) (0.ll) E(-2.4) D 0.06 L 0.16 4x12 2 Span = 12.250 It Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Point Load : D = 0.320, Lr= 0.270 k@ 10.0 ft, (RB ON GRID D.7 BETW 2&3 (R)) Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width= 4.0 ft, (FLOOR) Point Load : D = 0.680, Lr= 0.550, L = 0.190, E = -2.40 k@ 10.0 ft, (FB-4 (L)) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span = fb: Actual = F'b = Load Combination Location of maximum on span = Span # where maximum occurs = Maximum Deflection 0.61Q 1 4x12 906.00psi 1,485.00psi +D+L 7.109ft Span# 1 Maximum Shear Stress Ratio Section used for this span fv: Actual F'v Load Combination Location of maximum on span Span # where maximum occurs Span: 1 : L Only Span: 1 : E Only = Design OK 0.552: 1 4x12 = 150.03 psi = 272.00 psi +1.079D+0. 750L-1.008E = 11.356 ft = Span# 1 Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.133 in Ratio= -0.129 in Ratio = 0.266 in Ratio = -0.032 in Ratio = 1107 >=360 1139>=360 553 >=240 4656>=240 Span: 1 : +D+0. 750L-0.5250E Span: 1 : +0.600+0.70E Overall Maximum Deflections Load Combination Span Max. "-" Deft Location in Span-L oad Combination -+D~+-0~.7=5~0-L--0-.5~2=5=0E~-----1~-0.2658 6.527 Vertical Reactions Load Combination Max Upward from all Load ond1tions Max Upward from Load Combinations Max Upward from Load Cases Max Downward from all Load Conditio Max Downward from Load Combinations Max Downward from Load Cases (Resis DOnly Support notation : Far left is #1 Support 1 Support 2 .566 1.566 1.015 -0.441 -0.441 0.551 3.064 1.959 -1.959 -0.661 -1.959 1.184 Max. "+" Deft Location in Span 0.0000 Values in KIPS 0.000 Qualls Engineering 4403 ~anchester Ave #203 Encinitas, CA 92024 760-652-9257 Project Title: Engineer: Gallagher Residence JF 17 Project ID: Project Descr: 24168 ~dBeam UC#: KW-06015197, Bulld:20.24.08.01 Qualls Engineering Project File: 24168 -Gallagher Residence.ec6 J (c) ENERCALC INC 1983-2023 DESCRIPTION: FB-6 CODE REFERENCES Calculations per NOS 2018, IBC 2021, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design load Combination : ASCE 7-16 Wood Species Wood Grade Beam Bracing iLevel Truss Joist Parallam PSL 2.0E Beam is Fully Braced against lateral-torsional buckling D 0.144 Fb + Fb - Fc -Prll Fe -Perp Fv Ft 2,900.0 psi 2,900.0 psi 2,900.0 psi 750.0psi 290.0psi 2,025.0 psi E : Modulus of Elasticity Ebend-xx 2,000.0ksi Eminbend -xx 1,016.54ksi Density 45.070pcf oco.1sWN~~-4f~3-lfl"231i'ftc\mlw'.L!:!.~~li4-~~~~@lltbiro.49) 1----r--"'D'-"0"-'-.1'-;L"-'r O!<,_•.!.J.1 ~---l. 0(0.46 Lr(0.4) 0.1 5.25x18.0 5.25x18.0 2 3 Span = 21 .50 ft Span = 3.250 ft Applied Loads --'---'-----------·---------------Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load for Span Number 1 Varying Uniform Load : D= 0.020->0.020, Lr= 0.020->0.020 ksf, Extent = 0.0 --» 6.0 ft, Trib Width = 2.0->5.0 ft, (ROOF) Uniform Load : D = 0.020, Lr = 0.020 ksf, Extent = 6.0 --» 12.0 ft, Tributary Width = 5.0 ft, (ROOF) Varying Uniform Load: D= 0.020->0.020, Lr= 0.020->0.020 ksf, Extent= 12.0 --» 15.50 ft, Trib Width= 5.0->7.0 ft, (ROOF) Varying Uniform Load: D= 0.020->0.020, Lr= 0.020->0.020 ksf, Extent= 15.50 --» 21.50 ft, Trib Width= 7.0->3.50 ft, (ROOF) Uniform Load : D = 0.0160 ksf, Tributary Width= 9.0 ft, (WALL) Point Load : D = 0.460, Lr= 0.40 k@ 6.0 ft, (RB-2 (L)) Point Load : D = 0.150, Lr= 0.160 k@ 12.0 ft, (RB ON GRID D.8 BETW 2&3 (L)) Point Load : D = 0.110, Lr= 0.070 k@ 14.0 ft, (RB ON GRID D.7 BETW 2&3 (L)) Point Load : D = 0.230, Lr= 0.190 k@ 16.50 ft, (RB ON GRID D.5 BETW 2&3 (L)) Point Load : E = -0.560 k@ 20.0 ft, (SEISMIC GRID 2) Load for Span Number 2 Varying Uniform Load: D= 0.020->0.020, Lr= 0.020->0.020 ksf, Extent= 0.0 --» 3.250 ft, Trib Width= 3.750->2.0 ft, (ROOF) Uniform Load : D = 0.0160 ksf, Tributary Width = 9.0 ft, (WALL) Point Load : D = 0.540, Lr= 0.490 k@ 3.250 ft, (RB-1 (L)) Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 1.330 ft, (FLOOR) Point Load : E = 1.270 k @ 3.250 ft, (SEISMIC GRID D) Qualls Engineering 4403 rylanchester Ave #203 Encinitas, CA 92024 760-652-9257 Project Title: Engineer: Project ID: Project Descr: Gallagher Residence JF 24168 18 j Wood Beam UC#: KW-06015197:-, =su""'ilc-rd:=20~.2~4~.o=s~.0~1---------~Qua Is ngineering Project File: 24168 • Gallagher Residence.ec6 (c) ENER Alei'Nc 1983-2023 DESCRIPTION: FB-6 DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb: Actual F'b Load Combination Location of maximum on span Span # where maximum occurs = 0.321: 1 5.25x18.0 = 1,112.41 psi = 3,465.47psi +D+Lr+H, LL Comb Run (L*) = 10.81 Oft = Span# 1 Maximum Shear Stress Ratio Section used for this span fv: Actual F'v Load Combination Location of maximum on span Span # where maximum occurs = Design OK 0.206: 1 5.25x18.0 = 74.81 psi = 362.50 psi +D+Lr+H, LL Comb Run (LL) = 20.059ft = Span# 1 Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.144 in -0.069 in 0.430 in -0.193 in Ratio= Ratio= Ratio= Ratio= 1793>=360 1126>=360 600>=240 402>=240 Span: 1 : Lr Only, LL Comb Run (L*) Span: 2 : Lr Only, LL Comb Run (L *) Span: 1 : +D+Lr+H, LL Comb Run (L*) Span: 2 : +D+Lr+H, LL Comb Run (L*) Overall Maximum Deflections Load Combination Span Max. "·" Defl Location in Span Load Combination +D+Lr+H, LL Comb Run (L*) Vertical Reactions Load Combination 1 2 Max OpwarCHrom alf[o on 1t1ons Max Upward from Load Combinations Max Upward from Load Cases Max Downward from all Load Conditio Max Downward from Load Cases (Resis +D+H +D+L+H, LL Comb Run (*L) +D+L+H, LL Comb Run (L*) +D+L +H, LL Comb Run (LL) +D+Lr+H, LL Comb Run (*L) +D+Lr+H, LL Comb Run (L*) +D+Lr+H, LL Comb Run (LL) +D+S+H +D+0.750Lr+0.750L+H, LL Comb Run(* +D+0.750Lr+0.750L+H, LL Comb Run (L +D+0.750Lr+0.750L+H, LL Comb Run (L +D+0.750L+0.750S+H, LL Comb Run (*L +D+0.750L+0.750S+H, LL Comb Run (L* +D+0.750L+0.750S+H, LL Comb Run (LL +D+0.60W+H +D+0.750Lr+0.750L+0.450W+H, LL Comb +D+0.750Lr+0.750L+0.450W+H, LL Comb +D+0.750Lr+0.750L+0.450W+H, LL Comb +D+0.750L+0.750S+0.450W+H, LL Comb +D+0.750L+0.750S+0.450W+H, LL Comb +D+0.750L+0.750S+0.450W+H, LL Comb +0.60D+0.60W+0.60H +D+0. 70E+0.60H +D-0.70E+0.60H +D+0.750L+0.750S+0.5250E+H, LL Comb +D+0.750L+0.750S+0.5250E+H, LL Comb +D+0.750L+0.750S+0.5250E+H, LL Comb +D+0.750L+0.750S-0.5250E+H, LL Comb +D+0.750L+0.750S-0.5250E+H, LL Comb +D+0.750L+0.750S-0.5250E+H, LL Comb +0.60D+0.70E+H +0.60D-0. 70E+H DOnly Lr Only, LL Comb Run (*L) Lr Only, LL Comb Run (L*) 0.4295 10.690 0.0000 10.690 +D+Lr+H, LL Comb Run (L*) Support notation : Far left is #1 Support 1 Support 2 Support 3 . 0 7. 2 4.540 7.222 3.163 4.945 -0.231 -0.941 -0.231 -0.941 3.163 4.945 3.150 5.131 3.163 4.945 3.150 5.131 3.076 5.708 4.540 6.458 4.453 7.222 3.163 4.945 3.088 5.657 4.195 6.080 4.121 6.792 3.153 5.084 3.163 4.945 3.153 5.084 3.163 4.945 3.088 5.657 4.195 6.080 4.121 6.792 3.153 5.084 3.163 4.945 3.153 5.084 1.898 2.967 3.001 5.604 3.325 4.286 3.032 5.578 3.042 5.439 3.032 5.578 3.274 4.590 3.284 4.451 3.274 4.590 1.736 3.626 2.059 2.308 3.163 4.945 -0.087 0.764 1.377 1.513 Max. "+" Deft Location in Span 0.0000 -0.1935 Values in KIPS 0.000 3.250 Qualls Engineering 4403 ~anchester Ave #203 Encinitas, CA 92024 760-652-9257 Project Title: Engineer: Project ID: Project Descr: Gallagher Residence JF 24168 19 ~ood Beam _ UC#: KW-06015197, Build:20.24.08~.0~1---------- Project File: 24168-Gal~gher Residence.ec6 I Qua11•-s=-ng-.ln-e-eri..,..n-g------------~(c,-.) ENERCALC INC 1983-2023 OESCRIPTION: FH-1 CODE REFERENCES Calculations per NOS 2018, IBC 2021 , ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination : ASCE 7-16 Wood Species Wood Grade Beam Bracing Douglas Fir-Larch No.2 Completely Unbraced Fb + 900psi E : Modulus of Elasticity Fb-900psi Ebend-xx 1600ksi Fe -Prtl 1350 psi Eminbend -xx 580ksi Fe -Perp 625psi Fv 180 psi Ft 575psi Density 31.21 pct 4x10 Span• 6.0 n Applied Loads Service loads entered. Load Factors will be applied for calculations. --------- Beam self weight calculated and added to loading Uniform Load : D = 0.020, Lr= 0.020 ksf, Tributary Width = 11 .50 ft, (ROOF) Uniform Load: D = 0.0160 ksf, Tributary Width= 9.0 ft, (WALL ABV) Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width= 7.50 ft, (FLOOR) DESIGN SUMMARY Maximum Bending Strei;s Ratio = 0.S0l 1 Maximum Shear Stress Ratio Section used for this span 4x10 Section used for this span fb: Actual = 858.52psi fv: Actual F'b = 1,069.18psi F'v Load Combination +D+L Load Combination Location of maximum on span = 3.000ft Location of maximum on span Span # where maximum occurs = Span# 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.024 in Ratio= 3022>=360 Span: 1 : L Only Max Upward Transient Deflection O in Ratio= 0<360 nla Design OK = 0.456: 1 4x10 = 82.12 psi = 180.00 psi +D+L = 0.000ft = Span# 1 Max Downward Total Deflection 0.071 in Ratio = 1017>=240 Span: 1 : +D+0.750Lr+0.750L Max Upward Total Deflection Overall Maximum Deflections Load Combination +D+0.750Lr+0.750L Vertical Reactions Load Combination Span Max Upward fromalIToa ond1 ions Max Upward from Load Combinations Max Upward from Load Cases DOnly +D+L +D+Lr +D+0.750Lr+0.750L O in Ratio= 0 <240 nla Max. "-" Deft Location in Span Load Combination 0.0708 3.022 Support notation : Far left is #1 Support 1 Support 2 2.673 2.673 2.673 2.673 1.481 1.481 1.481 1.481 2.381 2.381 2.171 2.171 2.673 2.673 Max. "+" Deft Location in Span 0.0000 Values in KIPS 0.000 Qualls Engineering 4403 Manchester Ave #203 Encinitas, CA 92024 760-652-9257 Project Title: Engineer: Gallagher Residence JF 20 Project ID: Project Descr: 24168 Wood Beam UC#: KW-06015197, uild:20.24.08.01 DESCRIPTION: FH-2 Qualls Engineering Project File: 24168 -Gallagher Residence.ec6 (c) E ERCALC IN 1983-2023 CODE REFERENCES Calculations per NOS 2018, IBC 2021 , ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination : ASCE 7-16 Fb + Fb- 875.0 psi 875.0psi 600.0psi 625.0psi 170.0 psi 425.0psi E : Modulus of Elasticity Wood Species Wood Grade Beam Bracing Douglas Fir-Larch No.2 Completely Unbraced 0(2.28) lll(0.2S) L(2.56) Fc -Prll Fe -Perp Fv Ft D 0.195 Lr 0.195 4x8 Span = 6.250 tt Ebend-xx 1,300.0ksi Eminbend -xx 470.0ksi Density 31 .210pcf 2 AE_plied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load: D = 0.020, Lr = 0.020 ksf, Tributary Width = 9.750 ft, (ROOF) Point Load : D = 2.280, Lr= 0.210, L = 2.560 k@ 0.50 ft, (FB ON GRID B BETW 7&8 (L)) Point Load : E = 1.160 k @ 0.50 ft, (SEISMIC GRID 7) DESIGN SUMMARY Maximum Bending Streas Ratio Section used for this span = fb: Actual = F'b = Load Combination Location of maximum on span = Span # where maximum occurs = Maximum Deflection 0.891: 1 4x8 1,003.03psi 1, 125.96psi +D+L 1.186ft Span# 1 Maximum Shear Stress Ratio Section used for this span fv: Actual F'v Load Combination Location of maximum on span Span# where maximum occurs Span: 1 : Lr Only Span: 1 : E Only• -1.0 = = = = = Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.050 in Ratio= -0.017 in Ratio= 0.147 in Ratio= O in Ratio= 1509>=360 4320>=360 509>=240 0 <240 Span: 1 : +D+0.750Lr+0.750L n/a Overall Maximum Deflections Design OK 0.341 : 1 4x8 72.51 psi 212.50 psi +D+0. 750Lr+0. 750L 5.657 ft Span# 1 Load Combination ----S-p-an--M-a_x __ "-" Defl Location in Span -Load Combination Max. "+" Defl Location in Span _+_D_+_o __ -75_o_L-r+-o-.7~5~0-L ______ 1 ____ 0 __ 1-4=7~1--2.943 --------------0~.o~o~o~o-0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions . 2 .4 Max Upward from Load Combinations 5.092 1.435 Max Upward from Load Cases 2.724 0.809 Max Downward from all Load Conditio -1 .067 -0.093 Max Downward from Load Cases (Resis -1.067 -0.093 D Only 2.724 0.809 +D+L 5.079 1.014 Qualls Engineering 4403 ~anchester Ave #203 Encinitas, CA 92024 760-652-9257 Project Title: Engineer: Project ID: Project Descr: Gallagher Residence JF 24168 21 , Wood Beam '-uc~#~: KW=~-o=so~1=5=19=7, B-u-ild-:2=0.~24~_=oe~.0~1-----------a~u-a=11s~E~n-g~in-ee-ring Project File: 24168 -Gallagher Residence.ec6 (c) ENERCAL IN 1983-2023 DESCRIPTION: FH-3 CODE REFERENCES Calculations per NOS 2018, IBC 2021, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination : ASCE 7-16 Fb + 2,900.0 psi 2,900.0 psi 2,900.0 psi E : Modulus of Elasticity Fb • Fe-Prtl Fe• Perp Fv Ebend-xx 2,000.0ksi Eminbend • xx 1,016.54ksi Wood Species Wood Grade Beam Bracing iLevel Truss Joist Parallam PSL 2.0E Completely Unbraced D 0.065 L 0.065 Ft 0(4.94) lr(2.28 L(0.19) E(0.94) 5.25X18.0 Span~ 16.50 n 750.0psi 290.0 psi 2,025.0 psi D 0.105 L 0.28 Density 45.070pcf 2 Ape!_ied Loads Service loads entered. Load Factors will be applied for calculations. ----------- Beam self weight calculated and added to loading Load for Span Number 1 Uniform Load: D = 0.020, Lr= 0.020 ksf, Extent= 0.0 --» 6.50 ft, Tributary Width= 3.250 ft, (ROOF) Uniform Load: D = 0.0150, L = 0.040 ksf, Extent= 6.50--» 16.50 ft, Tributary Width= 7.0 ft, (FLOOR) Point Load : D = 4.940, Lr= 2.280, L = 0.190, E = 0.940 k @ 6.50 ft, (FB-6 (R)) DESIGN SUMMARY Maximum Bending Stre~s Ratio Section used for this span = fb: Actual = F'b = Load Combination Location of maximum on span = Span# where maximum occurs = Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Overall Maximum Deflections 0.477: 1 5.25x18.0 1,252.18psi 2,624.74psi +D+L 6.504ft Span# 1 0.076 in Ratio = -0.028 in Ratio = 0.295 in Ratio = O in Ratio= Maximum Shear Stress Ratio Section used for this span = fv: Actual = F'v = Load Combination Location of maximum on span = Span # where maximum occurs = 2616 >=360 7014 >=360 672 >=240 0<240 Span: 1 : Lr Only Span: 1 : E Only • -1.0 Span: 1 : +D+0.750Lr+0.750L n/a Design OK 0.258: 1 5.25x18.0 74.96 psi 290.00 psi +D+L 0.000 ft Span# 1 Load Combination Span Max. "-" Defllocation in Span Load Combination Max. "+" Defl Location in Span +D+0.750Lr+0.750L 1 0.2946 8.009--------------~0~.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS ----------------Load Combination Support 1 Support 2 lAax Upward from all Load Conditi-on_s _______ 5-..--_=90=9 5.~2~6------------- Max Upward from Load Combinations 5.909 5.261 Max Upward from Load Cases 3.895 3.005 Max Downward from all Load Conditio -0.570 -0.370 Max Downward from Load Cases (Resis -0.570 -0.370 D~ 3~ ~~ Qualls Engineering Structural Engineering Services Level Component Weight (psf) Roof 20 Roof Excerior Wall 15 Interior Wall 7 Floor 15 2nd Floor Lower Roof 20 Ex tcrior Wall 15 Interior Wall 7 C, (ASD) W (lbs) V (lbs) 0.108 1,02,146 10,993 Level W, (kips) h. (ft) Roof 35.2 19 2nd Floor 66.9 9 ~: X 0.02 19 0.75 Ps 10.7 North-South Level Height (ft) Diaphragm Deoth (ft) Roof Peak 24.25 - Roof 19 61 2nd Floor 9 93 ~: Direction Governing Load North-South Seismic l 6.0 osf East-West Seismic I 6.0 osf Project: Gallagher Residence Engineer: ...:...F __________ _ Lateral Analysis Tributary Area (ft1 Tributary Tributary Weight IWeight Length (ft) Height (ft) (lbs) (lbs) 1,400 28,000 79 9.0 10,665 35,215 60 9.0 3,764 1,400 21,000 1,385 27700 66,932 126 9.0 17,010 80 9.0 5,024 ~: 1,02,146 W.h. k (k-ft) :w.Ji..': V, (lbs) Area (ft1 V, (psf) l:(W,h/) 669 0.53 5,785 1,400 4.1 602 0.47 5,208 2,785 1.9 1,271 I:: 6.0 k 0.18 1.0 Wind Check East-West V, (psf) Level Diaphragm Height (ft) Depth (ft) -Roof Peak 24.25 - 1.8 Roof 19 36 1. 1 2nd Floor 9 45 2.9 L: Sheet Job#: Date: V, (psf) - 3.1 2.3 5.3 22 24168 Qualls Engineering Structural Engineering Services Direction North-South Level Roof 2nd Floor Controlling Load Seismic V.(psf) 4.1 1.9 North-South Level Grid Wall 1 Roof B 3.25 D 10 A 12.75 B 3 2nd Floor C 3.5 D 3 F 4 Grid B D A B C D F Wall2 3 3.25 2.75 3.5 3.25 4 Sheet: 23 ----- Project: Gallagher Residence Job#: 24168 Engineer: ~F _________ _ Date: Lateral Design TribArea VDirect V Directly V Offset V Cumulative (ft1 (lbs) Above (lbs) Above (lbs) (lbs) 227 938 --938 465 1,921 --1,921 96 180 0 180 318 595 938 1,533 187 350 0 350 700 1,309 1,921 3,230 245 458 0 458 Wall Length (ft) Effective Effective Wall3 Wall4 Total Total Minimum V (plf) V (plf) SW Type (h:2w (h:2w adjusted) adjusted) 6.25 4.347222 3 150 216 (E) 3 5.25 21.5 19.59722 3 89 98 6E 12.75 12.75 12.75 14 14 6E 5.75 3.680556 2.75 267 291 4E 7 5.444444 3.5 50 64 6E 3.5 3 12.75 9.069444 3 253 356 (E)3E 8 7.111111 4 57 64 6E Qualls Engineering Structural Engineering Services Direction East-West Level Roof 2nd Floor Controlling Load Seismic Vx (psf) 4.1 1.9 East-West Level Grid Wall 1 2 4.75 3 5.75 Roof 5 14.75 7 11.5 8 17 4 3.5 5 4 2nd Floor SA 8 7 3 8 5.5 9 3 Grid 2 3 5 7 8 4 5 SA 7 8 9 Wall2 6 10 3.5 4 6 6 Sheet: 24 ---- Project: Gallagher Residence Job#: 24168 Engineer: ..,_F _________ _ Date: Lateral Design Trib Area V Direct V Directly V Offset V (ft2) (lbs) Above (lbs) Above (lbs) Cumulative (lbs) 45 186 --186 283 1,169 --I, I 6'J 340 1,405 --1,405 425 1,756 --1,756 225 930 --930 132 247 0 247 189 353 0 353 194 363 0 1,405 1,768 80 150 0 150 548 1,025 930 1,954 245 458 0 458 Wall Length (ft) Effective Effective Wall3 Total Total Minimum V (pit) V (pit) SW Type (b:2w (b:2w adjusted) adjusted) 4.75 4.75 4.75 39 39 6E 6 17.75 17.75 5.75 66 66 6E 14.75 14.75 14.75 95 95 (E) 21.5 21.5 10 82 82 (E) 17 17 17 55 55 (E) 7 5.444-444 3.5 35 45 6E 8 7.111111 4 44 50 6E 8 8 8 221 221 6E 3 2 3 50 75 6E 11.5 11.5 5.5 170 170 6E 9 8 3 51 57 6E Qualls Engineering Structural Engineering Services N orth-South J.....min V (plf) (ft) Roof D 10 89 A 12.75 14 B 5.75 267 2nd Floor C 3.5 so D 3 253 F 4 57 North-South C (lbs) T (lbs) HD Roof D 804 0 None A 127 0 Nooe B 2,399 1,188 IIDU2 2nd Floor C 450 286 None D 2,280 1,684 ffi) IlD F 515 0 Nooe East-West J.....min V (plf} (ft) Roof 2 4.75 39 3 6 66 4 3.5 35 5 4 44 2nd Floor SA 8 221 7 3 50 8 5.5 170 9 3 51 East-West C (lbs) T (lbs) HD 2 352 13 None Roof 3 593 379 None 4 317 0 None s 398 8 None 2nd Floor SA 3,569 3,021 H DU2 7 449 103 None 8 3,051 2,426 I-IDU2 9 458 281 None Project: Gallagher Residence Engineer: ...i..;;;F __________ _ Overturning Add'IM0, M., RoofTrib FloorTrib Ext Wall (ft-lbs) (ft-lbs) (ft) (ft) (ft) 8,043 4.5 9 0 1,616 0.67 9 0 13,794 19.75 9 0 1,574 2.75 0 6.841 10 2 18 0 2,062 19.75 9 Capacity DCR (lbs) 600 0.00 600 0.00 3,075 0.39 600 0.48 2 000 0.84 600 0.00 Add'IM0, M., RoofTrib FloorTrib Ext Wall (ft-lbs) {ft-lbs) (ft) (ft) (ft) 1,673 2.25 9 3,557 1.33 0 1,111 5.5 9 0 1,590 5.5 9 12,644 28 553 1.33 1.33 0 1,346 7.75 9 8,367 16,780 7.5 0.67 0 1,375 0.67 9 Capacity DCR (lbs) 600 0.02 600 0.63 600 0.00 600 0.01 3,075 0.98 600 0.17 3,075 0.79 600 0.47 Sheet: 25 Job#: 24168 Date: Int Wall Add'I M,.. (ft) (ft-lbs) 9 Int Wall Add'IM,.. (ft) <Ct-lbs) 9 18 18 M, .. (ft-lbs) 11 250 12,062 8,762 723 2,250 4,240 M, .. lft-lbs) 2,031 1,613 1,501 1,960 5,522 1,305 4,327 668 Qualls Engineering Sheet: _2 __ 6 __ _ Structural Engineering Services Project: Engineer: Gallagher Residence JF Job#: 24168 Date: FOUNDATION DESIGN Allowable Soils Bearing Capacity 2,000 psf New Foundation design b = 12 d = 18 12 18 2 #4 inch wide x inch deep footing with top and bottom Existing Foundation design b = 15 d = 18 _J 1!====== Allowable Max Line Load (N) W ma.,= b X ASBP = 2,000 plf (E) W ma., = b X ASBP = 2,500 plf Allowable Max Point Load (N) P mu = b X 2d X ASBP = 6,000 lbs (E) Pma,, = b X 2d X ASBP = 7,500 lbs Spread Footing Design -2 Pmax -b X ASBP F2 = 2 foot square footing with 3 # 4 each way @ btm Pm.._,= 8,000 lbs F2.5 = 2.5 foo t square footing ·with 3 # 4 each way @ btm pmax = 12,500 lbs F3 = 3 foot square footing with 4 # 4 each way @ btm pmax = 18,000 lbs F3.5 = 3.5 foot square footing with 4 # 5 each way @ btm p ma.,= 24,500 lbs F4= 4 foot square footing with 5 # 5 each way @ btm Pm,.,= 32,000 lbs FS = 5 foot square footing with 6 # 5 each way @ btm Pma., = 50,000 lbs Maximum reaction : FB-2 + (E) Beam 8400 lbs Provide F2.5 CITY Coastal Dream Homes 1384 Cynthia Lane Carlsbad, California 92008 EAST COUNTY SOIL CONSULTATION AND ENGINEERING, INC. 10925 HARTLEY ROAD, SUITE "I" SANTEE, CALIFORNIA 92071 TEL. 619-258-7901 September I 0, 2024 Project No 24-1106F4 Subject: Geotechnical Investigation for Proposed One-Story Office Addition 1384 Cynthia Lane Carlsbad, California 92008 Ladies & Gentlemen· In accordance with your request. we have pcrfonned a geotechnical investigation at the subject site to evaluate the geotechnical site conditions and provide recommendations for design and construction of the proposed office addition SCOPE OF SERVICES The following scope of work was perforn1ed for this investigation. O Site reconnaissance and review of published geologic and geotechnical reports and maps pertinent to the project area. 0 Subsurface exploration consisting of drilling one test boring within the general area of the proposed construction. The test boring \-.;as logged bv our project supervisor 0 Collection of representative soil samples at selected depths The obtained samples were stored in sealed containers and transported to the soil testing laboratory for subsequent analysis 0 Laboratory testing of samples representative of the types of soils encountered during the subsurface exploration. 0 Geotechnical analysis of the field and laboratory data. which provided the basis for our conclusions and recommendations 0 Production of this report. which summarizes the results of the above analysis and presents our findings and recommendations for the proposed construction Geotechoical Investigation for Proposed Onc-Stor~ Office Addition 1384 C~othia Lane Carl\bad, Califo1·nia 92008 SITE DESCRIPTION AND PROPOSED CONSTRUCTION Page 2 Sc1>tcmber 10, 2024 Project No. 24-1106F4 The site location is shown on the attached Vicinity Map, Figure I. The site is a rectangular-shaped, residential lot located on the north side of Cynthia Lane in Carlsbad, California The lot is bordered by Cynthia Lane to the south and other residences to the west, east and north The site is presently occupied by a one and two-story single-family residence. The building area is relatively level with general drainage to the south Vegetation consists of grass, shrubs and trees It is our understanding that the proposed construction will consi st of a one-story, wood framed. office addition with a slab-on-grade floor SUBSURFACE EXPLORATION AND LABORATORY TESTING One test boring was drilled on August 28. 2024 to a maximum depth of 5 feet with a hand auger The approximate location of the test boring is shown on Figure 2 A log of the test boring is shown on Figure 3. Following the subsurface exploration, laboratory testing was performed to evaluate the pertinent engineering properties of the foundation soils. The laboratory tests included in-place moisture content and dry density, sieve analysis and an expansion index The tests were performed in accordance with ASTM standards The test results are shown on the Log of Test Boring, Figure 3 and on the Results of Laboratory Tests, Figure 4 SUBSCRFACE SOIL CONDITIONS The subsurface soil descriptions were interpreted from conditions encountered during the subsurface exploration and/or inferred from the geologic literature. Detailed descriptions of the subsurface soils are presented on the Logs of Test Borings, Figure 3 and are summarized, as follows Fill· Fill soils were encountered in the boring to a depth of 2 feet and consisted of dark reddish brown. dry to moist, loose to medium dense, silty sand Terrace Deposits: Terrace deposits were encountered beneath the fill soils to the explored depth of 5 feet The terrace deposits consisted of reddish brown, moist, medium dense, silty sand SOIL PROPERTIES a. Compressihle Soils 011r tiPl<l nh"ervl'ltinn" ~nd testing indicate that loose fill soib oxic:.t to a depth of about I Z inchc:1 bclov. existing grades. EAST COUNTY SOIL CONSULT\TION AND ENGINEERING, INC. Gcotechoic~tl fmcstigation for Pro1>oscd Onc-Stor) Office Addition I 38..i Cynthia Lane Carlsbad, California 92008 b Expansive Soils Paj!.C 3 September 10, 2024 Project No. 2..i-t 106F-4 An expansion index test (ASTM D 4829) was performed on a representative sample of the fill soils The results of the test are shown on Figure 4 An expansion index of O was obtained which indicates the fill soils have a very low expansion potential c. Groundwater Static groundwater was not encountered to the depth of the test boring. The proposed building area is located at an elevation over 50 feet above Mean Sea Level We do not expect groundwater to affect the proposed construction. Recommendations to prevent or mitigate the effects of poor surface drainage are presented in the Drainage section of this report SEISMIC DESIGN VALUES Seismic design values are presented on the attached Figure 5 GEOLOGY From geologic maps published by the State of California, the site is underlain by sedimentary terrace deposits There are no known geologic hazards such as landslides, liquefaction-prone areas, or earthquake faults at the site However, the proposed single-family residence is subject to ground shaking and possible damage from earthquakes on nearby or more distant, active faults . CONCLUSIONS Construction of the proposed one-story otlice addition is feasible from a geotechnical standpoint provided the recommendations presented in this report are properly implemented during construction RECOMMENDATIONS SITE GRADING a Site Clearing Areas of new construction should be cleared of vegetation, surface obstructions and other dolctcnous matcrinl:;. These matcrinls should be properly disposed of off-site. b Removal of Loose Surface Soils EAST COUNTY SOIL CONSULTATION AND ENGINEERING. INC. Gcotcchnical lll\cstigation for Proposed Onc-Stor~ Office Addition 1384 C) nthia Lane Carlsbad, California 92008 Page4 Se1ltcmber JO, 2024 Pro,ject No. 24-1106F4 Within the new floor slab area, the upper 12 inches of loose fill should be scarified, moisture conditioned to within 2 percent over optimum and compacted to at least 90 percent relative compaction c. Temporary Slopes and Excavations Temporary vertical slopes and excavations should not exceed 5 feet in height. Temporary slopes and excavations greater than 5 feet in height should be shored or laid back at a maximum inclination of 1.1 (horizontal to vertical) d Compaction and Method of Filling Prior to fill placement, the exposed subgrade soils should be scarified to a depth of 6 to 8 inches, moisture conditioned to slightly above the optimum moisture content and compacted to at least 90 percent relative compaction The on-site soils may be reused as compacted fill, provided they are free of organic materials and debris, and rocks or cobbles over 6 inches in dimension Any imported till soil should be predominantly granular and approved by our field representative All fill and trench backfill should be compacted to a minimum relative compaction of 90 percent as determined by ASTM D 1557 Fill should be placed at a moisture content slightly above the optimum moisture content, in lifts 6 to 8 inches thick, with each lift compacted by mechanical means. All grading, fill placement, and compaction should be performed in accordance with the grading requirements of the City of Carlsbad Fill placement and compaction should be observed and tested as necessary by our field representative EROSION CONTROL Due to the predominantly sandy nature of the on-site soils, areas of recent grading or exposed soils may be subject to erosion During construction, surface water should be controlled via bem1s, gravel/ sandbags, silt fences, straw wattles, siltation or bioretention basins, positive surface grades or other methods to avoid damage to the finish work or adjoining properties All site entrances and exits must have coarse gravel or steel shaker plates to minimize offsite sediment tracking Best Management Practices (BMPs) must be used to protect storm drains and minimize pollution The contractor should take measures to prevent erosion of graded areas until such time as pennanent drainage and erosion control measures have been installed. After complet10n of gradmg, all excavated surfaces "ho11lci pxhihit poc;itivC' <irnini:1ee i:1nd eliminate areas where water might pond FOUNDATIONS a . The proposed one-story office addition may be supported on new, continuous and/or individual spread footings extending at least 18 inches mto the underlying medium dense fill soils New, EAST COLNTY SO1L CONSULTATION AND ENGINEERING, INC. Geot<--chnical lmcstigation for Proposed One-Stor~ Otlice Addition 1384 CJnthia Lane Carlsbad, California 92008 Page 5 September 10, 2024 Pro,jcct No. 24-l l06F4 individual footings should be at least 18 inches square and reinforced with a grid of #4 bars spaced 12 inches on centers ( each way) and placed on concrete blocks at the bottom of the footings. Footing depths should be confirmed by our field representative • An allowable soil bearing \.alue of 2,000 pounds per square foot may be used for the design of continuous and spread footings at least 12 inches wide and founded a minimum of 12 inches into properly compacted fill soils as set forth in the 2022 California Building Code This value may be increased by 400 psf for each additional foot of depth or width to a maximum value of 4,000 psf Another one-third is allowed for wind and seismic loads b. Lateral loads may be resisted by an equivalent fluid passive soil pressure of 350 pounds per cubic foot A coefficient of friction of O 4 may also be used If passive and friction values are used together, the friction value should be reduced by one-third c. All footing excavations should be obsen·ed and approved by our field representative. d. For design purposes, total and differential settlements of 1'2 inch may be utilized FLOOR SLABS Floor slabs should be at least 5 inches thick and reinforced with #4 bars placed at 18 inches on centers in two directions in the middle of the slabs The reinforcmg steel should be supported on steel chairs or concrete blocks Floor slabs should be underlain by 2 inches of clean sand over a I 0-mil visqueen moisture barrier over 2 inches of clean sand lo minimize the potential for shrinkage cracks, concrete should have a minimum compressive strength of 3,000 psi and a maximum water-cement ratio of O 5 No special inspection of concrete is required Some shrinkage cracks are still possible. DRAINAGE Surface water should not be allowed to pond next to buildings Finished grades should slope at least 2 percent away from buildings and along drainage swales Roof gutters and downspouts connecting to solid, outlet pipes arc recommended Outlet pipes should be discharged to an appro\.ed outlet LIMITATIONS OF INVESTIGATION Our investigation was perfonned using the skill and degree of care ordinarily exercised under similar circumstances by reputable soil engineers and geologists practicing in these or similar localities No other warranty, e~prcssed or implied, is made as to the conclusions and professional advice included in this report This report provides no warranty, either expressed or implied, concerning future building performance Future damage from geotechmcal or other causes is a possibility This report is prepared for the sole use of our client and may not be assigned to others without the written consent of the client and ECSC&E, Inc. EAST COUNTY SOIL CONSULTATION AND ENGINEERING, INC. Geotechoical Investigation for Proposed One-Story Office Addition 1384 Cynthia Lane Carlsbad, California 9'2008 Page 6 Sep tern ber to, 2024 Project No. 24-1106F4 The samples collected and used for testing, and the observations made, are believed representative of site conditions; however, soil and geologic conditions can vary significantly between test borings, test pits and surface exposures. As in most major projects, conditions revealed by construction excavations may vary with preliminary findings. If this occurs, the changed conditions must be evaluated by a representative of bCSC&h and designs adjusted as required or alternate designs recommended. This report is issued with the understanding that it is the responsibility of the owner, or of his/her representative to ensure that the information and recommendations contained herein arc brought to the attention of the project architect and engineer. Appropriate recommendations should be incorporated into the structural plans. lbe necessary steps should be taken to see that the contractor and subcontractors caIT) out such recommendations in the field . The findings of this report are valid as of this present date. However, changes in the conditions of a property can occur with the passage of ti.me, whether they are due to natural processes or the works of man on this or adjacent properties. In addition, changes in applicable or appropriate standards may occur ftom legislation or the broaderung of knowledge. Accordingly. the findings of this report may be invalidatt:<l wholly or partia]ly by changes outside of our control. Therefore, this report is subject to revie\, and should be updated after a period of two years. ADDffiONALSERVICES A review of plans and specifications. field observations and testing under our direction are integral parts of the recommendations made in this report. If East County Soil Consultation and Engineering, Inc. is not retained for these services, the client agrees to assume our responsihility for any potential claims that may arise during construction. Observation and testing are additional services provided by our fim1 and should be budgeted within the cost of development. This opportunity to be of service is appreciated. If you have any que~tions, or we can be of further service, please do not hesitate to call or contact us. Attachments: Figures 1 through 5 and Refcrcm;l!s EAST COUNTY SOIL CONSUL'fATION AND ENGINEERING, INC. Gcotcchnical Jmcstigation for Pro1l0scd Onc-StoQ Office Addition 1384 C) nthia Lane Carlsbad, California 92008 QI ~ "' -l"l 0 FIGURE 1 VICINITY MAP Buena v,stil way Buena v, ta Way Knowles Ave Lac;una Or Page 7 Sc1,tcrnbcr 10, 2024 P.-oject 1'o. 24-1106F4 0 EAST COUNTY SOIL CONSULTATlON AND ENGINEERll'liG, l"IC. Geotechnical Jme~tigation for Pro1>osed One-Stor~ Ollicc Addition 138-1 C) nthia Lane Carlsbad, California 92008 FIGl'.RE 2 LOCATION OF TEST BORING I f(;fNO B-1 • APPROX IMA TE LOCA TlOl\J OF TES r BORING Pa~e 8 September IO, 202-1 Projt'Ct No. U-1106F-I EAST COUNTY SOIL CONSl LTATION ANO ENGIN~:ERING. INC. Gcotechnical lnve~ti~ation for Pro1,oscd One-Story Office Addition 1384 C)nthia Lane Carlsbad, California 92008 FIGURE 3 LOG OF TEST BORING BORING B-1 DEPTH SOIL DESCRIPTION Surface FILL I .O' 2.0' 5.0' darJ.. reddish brom,. di") to moist. loose to medium dense. silt~ sand " " TERRACE DEPOSITS reddish bro" n. moist, mcdmm dense. silt~ sand bottom of bonng. no ca, mg. no ground,,ater Bonng backfilled 8/28/2024 Pa~c 9 September 10, 2024 Project No. 24-1 I06F-' y M 117.4 6.9 7.1 Y = DRY DENSlTY IN PCF 1\11 MOISTURE CONTENT 11\/ 0,0 EAST COUNTY SOIL CONSULTATION AND ENGINEERING. INC. Geotcchnical lm·estigation for Proposed Onc-Stor, Office Addition 1384 C)nthia Lane Page to Sc1ltcmhcr 10, 2024 Project No.24-1106F4 Carlsbad, California 92008 I I FIGURE 4 RESULTS OF LABORATORY TESTS EXPANSION INDEX (ASTM D 48l21_ ~ TEST I INITIAL SATURATEDIINITIAL ORY I EXPANSION EXPANSION l LOCATI01' MOISTURE MOISTURE I ••• DENSITY INDEX POTENTIAL d CONTENT CONTENT (PCF) ~ (% (''A,) "-. :-i __ ~--1 R_.~_" -~--1 HU ---1----0---+--\'FR) I.OW U.S. Standard Siew Size 2" I'" 1/2" 1/!f' #-l #8 #1(, #10 #5() #100 #200 uses PARTICLE SIZE A~ALYSIS (ASTM D422) Percent Passing 8-1@ 1.0' Fill -- . 100 99 98 98 87 48 D 28 ----SM -- Percent Passing 8-1 '_!' 2.5' Terrace Dc1)0,its - . . . 100 99 99 89 -PJ 12 1() -~-SM ---~ --- EAST COUNTY SOIL CONSULTATION A~D ENGINEERING, INC. Geotcchnical lmcsti~ation for Pro1>osed One-Stor) Office Addition 138..f C)nthia Lane Page l J Se11tember 10, 20U Pro,ject No.24-1106F4 Carlsbad, California 92008 FIGURE 5 SEIS!\11C DESIGN VALUES The following CBC seismic design values may be used 1384 Cynthia ln, Carlsbad, CA 92008, USA l '• I 11 I I I ' 0..1lgn Code Referenc• Docum•nt Risk Cattgo.-y Site Clan Typ• Valu• <,~ 1044 ';: 037q '>'4<.. LB S'-4. mill <;ee Senion 11 4.8 Sos 0753 S.01 null See ':.ec.t,on 11 4.8 Type Value soc null See Sec.lion 11.4.8 Fa 1082 f, null -See Sec.t,on 11 4 8 Description Dncrlptlon 9/l0/20i4 2·5•1:12 PM ASU7 lt> n MCER ground motion. (tor O.l second penod) 1-.-'CEri qH ,incl motion. (fo, l Os µe11od) Si:e mod,tied spectral acceleration value Site rnocl,l,ed spectral acceleration v,11,,e Numeric se1~ri,1c design value at O 2 second SA Numeric. se,smK design value ,H 1 0 sec.and ~A Se1s1ri.c design co1te901y <;,It' ampl t:cat,011 factor dt 0.2 ~«and Site a01plitic.it1011 facto, di 1.0 second EAST COUNTY SOIL CONSULTATION AND ENG11'EERING. INC. Geotcchnical lmestigation for Pro1>osed Onc-Stor) Office Addition t3!U c,othia Lane Carlsbad, California 92008 REFERENCES Pu~c 12 September 10, 2024 Project No.24-1106F4 I. "2022 California Building Code, California Code of Regulations. Title 24, Part 2 Volume 2 of 2", Published by International Code Council 2 ''Geologic Map of the San Diego 30" x 60' Quadrangle, California", by Michael P Kennedy and Siang S. Tan, 2008 3 ''Geotechnical and foundation Engincermg Design and Construction··, by Robert \,\t Day, 1999 4 ·'Maps of Known Active Fault Near-Source Zones in California and Adjacent Portions of Nevada to be used with I 997 Lniform Building Code", Published by international Conference of Building Officials. 5 ''Geologic Maps of the "!\lorthwestern Part of San Diego County, California", Department of Conservation Division of Mmes and Geology, by Siang S Tan and Michael P Kennedy, 1996. 6 ''Bearing Capacity of Soils, Technical Engineering and Design Guides as Adapted from the US Army Corps of Engineers, No T Published by A5CF Press, 1994 7. "Foundations and Earth Structures. Design Manual 7 2", by Department of Navy Naval Facilities Engineering Command, May 1982, Revalidated b1 Change I September 1986 8. "Ground Motions and Soil Liquefaction during Earthquakes". by H.B Seed and l M ldnss, 1982 EAST COt.NTY SOIL CONSULTATION AND ENGINEERING, INC. EAST COUNTY SOIL CONSULTATION AND ENGINEERING. INC. Coastal Dream Homes 1384 Cynlhia Lan~ Carlsbad, California 92008 1092S HARTLEY ROAD, SUITE "I" SANTEE, CALU'ORNIA 92071 TEL. 619-258-7901 Subject: Review of Foundation Plan and Details for Proposed One-Story Office Addition 1384 Cynthia Lane Carlsbad, California 92008 October 25. 2024 Project No. 24-1106F4 Reference: "Geotechnical Investigation for Proposed One-Stof)' Office Addition. 1384 Cynthia Lane, Carlsbad, California 92008''. Project No. 24-1106F4. Prepared by East County Soil Consultation and Engineering, Inc .. Dated September 10, 2024. Ladies & Gentlemen: In accordance with your request, we have revie\-,ed the foundation plan and details prepared by Qualls Engineering of Encinitas, California for the proposed office addition al the subject site. ·1 he foundation plan and details were found to be in accordance with the recommendations presented in the referenced geotechnicaJ report. Our finn should observe the foundation excavations for proper size and embedment into competent bearing soils. This opportunity to be of service is appreciated. If you have any questions, or we can be of further service, please do not hesitate to call or contact us. CBR2024-257 4 1384 CYNTHIA LN .MruliQn: COASTAL DR[AM HOMES: 47 SF 2ND STORY ADDITION+ 194 SF DETACHED OFFICE ADDITION (241 TOTAL SF UV ADDED)// MINOR INTERIOR REMODEL 1562315300 10/30/2024 CBR2024-257 4 ClTY Gallagher Residence 1384 Cynthia Lane, Carlsbad, CA 92008 Structural Calculations -24168 Qualls Engineering Structural E ngineering Services CBR2024-257 4 1384 CYNTHIA LN ~: COASTAL DREAM HOMES: 47 SF 2ND STORY ADDITION+ 194 SF DETACHED OFFICE ADDITION (241 TOTAL SF LIV ADDED}// MINOR INTERIOR REMODEL 1562315300 10/30/2024 CBR2024-257 4 New Modem Design 6969 Shoreline Drive Carlsbad, CA 92014 Phone: 619 920-8314 Qualls Engineering Sheet 1/31 Structural Engineering Services Project: Gallagher Residence Job#: 24168 GOVERNING CODE: CONCRETE: REINFORCING STEEL: SAWN LUMBER: ENGINEERED WOOD Engineer: -'J:.:..F _______ _ DESIGN BASIS 2022 CBC fc = 2,500 psi (MINIMUM) ASTM A615, Fy = 60 ksi Date: 10/24/24 DOUGLAS FIR LARCH, ALLOWABLE STRESS DESIGN PER 2022 CBC. BOISE CASCADE OR EQUIVALENT BCI WOOD "I' JOISTS -ICC-ESR 1336 BC VERSALAM 2.0E/LVL/LSL-ICC-ESR 1040 PROJECT SCOPE Project consists of a proposed addition and remodel to an existing two-story single- family residence. The addition will include an approximately 200 square feet detached office and an approximately 50 square feet infill of an existing second story deck with a new roof above. The remodel of the existing residence will include adjustment of exterior walls and windows, removal of existing interior bearing walls, and a new roof over the existing master bathroom and closet located at 1384 Cynthia Lane, Carlsbad, CA 92008. The proposed addition and remodel is primarily constructed utilizing wood frame construction with 2x metal plated roof trusses, 2x stick framed roof. The new & existing foundation will be typical slab on grade with turned down footings. There has been a soils report provided for this project. Therefore, the foundation design will be based on recommendations of the project geotechnical engineer. Qualls Engineering Structural Engineering Services Project: Gallagher Residence Sheet: 1a Job#: 24168 Engineer: -..::J:..:...F _______ _ Date: Correction Responses Correction S1 : Architect to provide soils report. Correction S3: a. Seismic design criteria matches soils report. b. See sheet S1 .0, statement of special inspection section for specific list of special inspection required for this project. Correction S4: See sheet S1 .0 for Hilti X-U ICC number listed in table. See updated detail 14 for embedment listed. See detail updated to show blocking at 24" O.C. Clip spacing does not need to be called out as it is shown connected to each framing member per plan or blocking with spacing given. Correction S5: CPTZ is a concealed Simpson product and is the desired callout at the trellis connection. See updated foundation plan for footing size called out at trellis. New slab callout does match soils report. We have increased vapor barrier thickness. Your earlier correction says you did not receive the soils report, so I'm not really sure how you decided to issue this correction. Soils report does not require isolated footings to be tied together. See S1 .2 for spread footing schedule and note on foundation plan referencing this schedule. Correction S6: i. See updated framing plan. ii. It is up to the contractor to select the specific product per the dimensions given on plan. Either option for CBTZ works for the required load iii. It is up to the contractor to select the specific product per the dimensions given on plan. It is common knowledge that for a 4x12 you should use an HU412. iv. Structural calculation and plans have been produced with the use of as-built structural plans. If I have listed a shear wall as existing, it is because I have confirmed that the existing shear wall per as-built drawings works. See updated plans at grid D specifying existing 3E. v. See updated plans calling out existing 6E to match calculations. vi. These are cal fill rafters. See updated plan for double rafter supporting them. vii. See new detail 13/SD2 viii. See updated plans and calculations for wall removed. Header size has been added to plans. Trusses are parallel, so there is no significant load on this header. Header is ok by inspection, no calculation required. ix. See updated plans for details provided. It is up to the contractor to select the specific product per the dimensions given on plan. Either option for CBTZ works for the required load Correction S7: a. 2x T&G is not required at this detail. It is architectural, not structural and thus is not required to be shown on structural details. T&G is shown in detail 7/SD1 for clarity, but is referenced to architectural drawings since this is non-structural ceiling treatments. Qualls Engineering Structural Engineering Services Project: Gallagher Residence Sheet: 1b Job#: 24168 Engineer: _J_F _______ _ Date: b-d. It is up to the contractor to select the specific product per the dimensions given on plan. This is basic knowledge for framers and there isn't structural concern with regards to loading. e. 2x T&G is not required at this detail. It is architectural, not structural and thus is not required to be shown on structural details. T&G is shown in detail 7/SD1 for clarity, but is referenced to architectural drawings since this is non-structural ceiling treatments. See note added to detail regarding eave. f. 2x T&G is not required at this detail. It is architectural, not structural and thus is not required to be shown on structural details. T&G is shown in detail 7/SD1 for clarity, but is referenced to architectural drawings since this is non-structural ceiling treatments. g. It is up to the contractor to select the specific product per the dimensions given on plan. This is basic knowledge for framers and there isn't structural concern with regards to loading. h. At location detail 16 is cut, existing floor joists were notched. Detail is correct. Calculation was completed for a triple 2x12. In reality the beam is two new full depth 2x12's with an existing triple 2x12 that is notched down to 2x10 depth for deck. The triple notched 2x12 was considered stronger than a single full depth 2x12, so calculations was just done for a triple 2x12 for clarity. i. It is up to the contractor to select the specific product per the dimensions given on plan. This is basic knowledge for framers and there isn't structural concern with regards to loading. Correction S8: a. It is up to the contractor to select the specific product per the dimensions given on plan. This is basic knowledge for framers and there isn't structural concern with regards to loading. b. Footing depth matches soils report. c. See updated detail. d. See updated calculations sheets 27-31 for check on worst case epoxy anchor. See updated details for minimum footing size shown. e. CPTZ is a post base connection. Please review Simpson product manual for clarity. Correction S9: Designs have been completed according to CBC section 1605 equation 16-6, rather than your referenced ASCE 7-16. Vertical component has been considered. Dead load is not taken as 1.0D per your comment but has been taken as . 79D per CBC incorporating Ev. Correction S10: 6x6 header spanning 6' with trib area per plan should be ok by inspection. For clarity, the max moment of referenced header is 990 #-ft. The capacity of a 6x6 beam supporting roof load only is approx. 3,900 #-ft. Correction S11: Structural calculation and plans have been produced with the use of as-built structural plans. If I have listed a shear wall as existing, it is because I have confirmed that the existing shear wall per as-built drawings works. I have added additional labels per your request for clarity. Qualls Engineering Structural Engineering Services Project: Gallagher Residence Sheet: 1c Job#: 24168 Engineer: _J'--F _______ _ Date: Note to the Engineering Reviewer: Please feel free to reach out to me directly if there are any items that may require further consideration. We find it is simpler and clearer to coordinate with you directly and hope to avoid another round of formal corrections. Thanks for your partnership in providing our client the most streamlined approach possible. Jacob Farabaugh jacob@q uallseng. com (760) 704-8293 Qualls Engineering Structural Engineering Services Design Loads: Roof: Dead Load ( DL) Roofing 1 /2" Plywood Wood Framing Insulation 1/2" Gyp. Bd. Mech./Elec. l\iisc. IDL = Live Load (LL) Project: Engineer: 10.0 psf 1.3 psf 4.0 psf 0.5 psf 2.2 psf 0.5 psf 1.5 psf 20.0 psf Gallagher Residence F Floor: Dead Load ( DL) Flooring 3 / 4" Plywood Wood Framing Insulation 5/8" Gyp. Bd. Mech./Elec. l\iisc. Sheet: 2 Job #: 24168 ------Date: 4.0 psf 2.0 psf 3.0 psf 0.5 psf 2.8 psf 1.2 psf __ 1_.S ... psf I DL = 15.0 psf Live Load (LL) LL = ____ 20_.o ... psf (Reducible) DL + LL =! 40.0lpsf LL = DL + LL =I 40.0 psf (Reducible) 55.olpsf Walls: Stud Walls Exterior Stud Walls Interior Stud Walls Allowable Soils Bearing Pressure: 15.0 psf 7.0 psf ASBP = 2,000 psf@ 18 inches below lowest adjacent finished grade Seismic: Site Class: D Ss = 1.044 S1 = 0.379 F, = 1.200 Fv = - Response Occupancy Importance Mod. Factor Category Factor, I, I1 1.00 Wind Load: (Simplified Envelope Procedure) Basic Wind Speed: 96 mph Exposure: C MWFRS P = 0.6*)."'K,./P530 (LRFD): P = (ASD): p =I 17.8 psf 10.11psf Components & Cladding p = 0.6*),/K,.*P nct30 (LR.FD): P = (ASD): p =I 21.8 psf 13.11psf R 6.5 ,_ = K,. = Ps30= pnt130= SMs = 1.130 Si11 = - Redundancy pCs Pactor Sos/(R/I) p ( LRFD ) (.\SD ) 1.3 0.151 I 0.108 1.29 1.0 13.8 16.9 0.753 Qua11s Engineering 4403 Manchester Ave #203 Encinitas, CA 92024 760-652-9257 Project Title: Engineer: Project ID: Project Descr: Gallagher Residence JF 24168 3 I Woo~ Beam UC#: KW-06015197, B,.-u-c,ild7:-<-20'"""'.2,..,4---=_o=e.-'07"1 ---------Qualls Engineering Project File: 24168 -Gallagher Residence.ec6 -(c) ENERCALC INC 1983-2023 DESCRIPTION: RB-1 CODE REFERENCES Calculations per NOS 2018, IBC 2021, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination : ASCE 7-16 Wood Species Wood Grade Douglas Fir-Larch No.1 Fb + Fb - Fe -Pr11 Fe -Perp Fv Ft 1,350.0 psi 1,350.0 psi 925.0 psi 625.0psi 170.0psi 675.0psi E : Modulus of Elasticity Ebend-xx 1,600.0 ksi Eminbend -xx 580.0ksi Density 31.210pcf Beam Bracing Beam is Fully Braced against lateral-torsional buckling D O 0.1 Lr O 0.1 000.16 Lr00.16 6 .19 Lr 0.1 .19) 4x10 4x10 4x10 Span= 3.50 ft 2 Span= 11250 ft 3 4 Span= 1.750 ft Service loads entered. Load Factors will be applied for calculations. -------- Beam self weight calculated and added to loading Load for Span Number 1 Varying Uniform Load : D= 0.020->0.020, Lr-0.020->0.020 ksf, Extent= 0.0 --» 3.50 ft, Trib Width = 0.0->5.0 ft, (ROOF) Load for Span Number 2 Varying Uniform Load : D= 0.020->0.020, Lr= 0.020->0.020 ksf, Extent= 0.0 --» 11 .250 ft, Trib Width= 0.0->8.0 ft, (ROOF) Load for Span Number 3 Varying Uniform Load : D= 0.020->0.020, Lr-0.020->0.020 ksf, Extent= 0.0 --» 1.750 ft, Trib Width= 8.0->9.50 ft, (ROOF) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb: Actual F'b = 0.28Q 1 4x10 = 585.88psi = 2,025.00psi Load Combination +D+Lr+H, LL Comb Run (*L*) Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Overall Maximum Deflections = 6.429ft = Span# 2 0.079 in -0.041 in 0.145 in -0.073 in Ratio= Ratio= Ratio= Ratio= Maximum Shear Stress Ratio Section used for this span fv: Actual F'v Load Combination Location of maximum on span Span # where maximum occurs = Design OK 0.224 : 1 4x10 = 47.64 psi = 212.50 psi +D+Lr+H, LL Comb Run (*LL) = 10.494 ft = Span# 2 1704>=240 1012>=240 929>=180 576>=180 Span: 2 : Lr Only, LL Comb Run (*L*) Span: 3 : Lr Only, LL Comb Run (*L*) Span: 2 : +D+Lr+H, LL Comb Run (*L*) Span: 3 : +D+Lr+H, LL Comb Run (*L *) Load Combination Span Max. "-" Defl Location in Span Load Combination Max."+" Defl -0.1249 0.0000 -0.0727 Location in Span 0.000 0.000 1.750 --1 -0.0000--,cooo ·-+D+Lr+H , LL Comb Run (*L*) +D+Lr+H, LL Comb Run (*L*) 2 0.1452 5.861 3 0.0000 5.861 +D+Lr+H, LL Comb Run (*L *) Qualls Engineering 4403 Manchester Ave #203 Encinitas, CA 92024 760-652-9257 !Wood Beam UC#: KW-06015197, Build:20.24.08.01 DESCRIPTION: RB-1 Vertical Reactions Load Combination Max Upward from alfLoadConditions Max Upward from Load Combinations Max Upward from Load Cases Max Downward from all Load Conditio Max Downward from Load Cases (Resis +D+H +D+L+H, LL Comb Run (..,L) +D+L +H, LL Comb Run (*L *) +D+L +H, LL Comb Run (*LL) +D+L +H, LL Comb Run (L**) +D+L+H, LL Comb Run (L*L) +D+L+H, LL Comb Run (LL*) +D+L+H, LL Comb Run (LLL) +D+Lr+H, LL Comb Run (**L) +D+Lr+H, LL Comb Run (*L•) +D+Lr+H, LL Comb Run (*LL) +D+Lr+H, LL Comb Run (L**) +D+Lr+H, LL Comb Run (L*L) +D+Lr+H, LL Comb Run (LL•) +D+Lr+H, LL Comb Run (LLL) +D+S+H +D+0.750Lr+0.750L+H, LL Comb Run(* +D+0.750Lr+0.750L+H, LL Comb Run(* +D+0.750Lr+0.750L+H, LL Comb Run (* +D+0.750Lr+0.750L+H, LL Comb Run (L +D+0.750Lr+0.750L+H, LL Comb Run (L +D+0.750Lr+0.750L+H, LL Comb Run (L +D+0.750Lr+0.750L+H, LL Comb Run (L +D+0.750L+0.750S+H, LL Comb Run (** +D+0.750L+0.750S+H, LL Comb Run (*L +D+0.750L+0.750S+H, LL Comb Run (*L +D+0.750L+0.750S+H, LL Comb Run (L * +D+0.750L+0.750S+H, LL Comb Run (L* +D+0.750L+0.750S+H, LL Comb Run (LL +D+0.750L+0.750S+H, LL Comb Run (LL +D+0.60W+H +D+0.750Lr+0.750L+0.450W+H, LL Comb +D+0.750Lr+0.750L+0.450W+H, LL Comb +D+0.750Lr+0.750L+0.450W+H, LL Comb +D+0.750Lr+0.750L+0.450W+H, LL Comb +D+0.750Lr+0.750L+0.450W+H, LL Comb +D+0.750Lr+0.750L+0.450W+H, LL Comb +D+0.750Lr+0.750L+0.450W+H, LL Comb +D+0.750L+0.750S+0.450W+H, LL Comb +D+0.750L+0.750S+0.450W+H, LL Comb +D+0.750L+0.750S+0.450W+H, LL Comb +D+0.750L+0.750S+0.450W+H, LL Comb +D+0.750L+0.750S+0.450W+H, LL Comb +D+0.750L+0.750S+0.450W+H, LL Comb +D+0.750L+0.750S+0.450W+H, LL Comb +0.60D+0.60W+0.60H +D+0.70E+0.60H +D+0.750L+0.750S+0.5250E+H, LL Comb +D+0.750L+0.750S+0.5250E+H, LL Comb +D+0.750L+0.750S+0.5250E+H, LL Comb +D+0.750L+0.750S+0.5250E+H, LL Comb +D+0.750L+0.750S+0.5250E+H, LL Comb +D+0.750L+0.750S+0.5250E+H, LL Comb +D+0.750L+0.750S+0.5250E+H, LL Comb +0.60D+0.70E+H Project Title: Engineer: Project ID: Project Descr: Qualls Engineering Gallagher Residence JF 24168 4 Project File: 24168 -Gallagher Residence.ec6 (c) ENERCALC INC 1983~023 Support notation : Far left is #1 Support 1 Support 2S upport3Support 4--_-_-_-_-_ 1.892 1.892 0.961 -0.018 Values in KIPS 1.029 1.029 0.536 -0.025 -0.025 0.536 0.536 0.536 0.536 0.536 0.536 0.536 0.536 0.511 0.836 0.811 0.729 0.704 1.029 1.004 0.536 0.517 0.761 0.742 0.680 0.662 0.905 0.887 0.536 0.536 0.536 0.536 0.536 0.536 0.536 0.536 0.517 0.761 0.742 0.680 0.662 0.905 0.887 0.536 0.536 0.536 0.536 0.536 0.536 0.536 0.321 0.536 0.536 0.536 0.536 0.536 0.536 0.536 0.536 0.321 -0.018 0.961 0.961 0.961 0.961 0.961 0.961 0.961 0.961 1.292 1.561 1.892 0.943 1.274 1.543 1.874 0.961 1.210 1.411 1.660 0.948 1.196 1.398 1.646 0.961 0.961 0.961 0.961 0.961 0.961 0.961 0.961 1.210 1.411 1.660 0.948 1.196 1.398 1.646 0.961 0.961 0.961 0.961 0.961 0.961 0.961 0.577 0.961 0.961 0.961 0.961 0.961 0.961 0.961 0.961 0.577 QuaHs Engineering 4403 Manchester Ave #203 Encinitas, CA 92024 760-652-9257 Project Title: Engineer: Gallagher Residence JF 5 Project ID: Project Descr: 24168 Wood Beam LIC#:KW-06015197,Build:2024.08.01 DESCRIPTION: RB-2 --------a~u~alfs Engin8ering- Project File: 24168 -Gallagher Residence.ec6 (c) ENERCALC INC 1983-2023 CODE REFERENCES Calculations per NOS 2018, IBC 2021, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properti~------ Analysis Method : Allowable Stress Design Fb + Fb - 1,350.0 psi 1,350.0 psi 925.0psi 625.0psi 170.0 psi 675.0psi E : Modulus of Elasticity Load Combination : ASCE 7-16 Wood Species Wood Grade Douglas Fir-Larch No.1 Fe -Prll Fe -Perp Fv Ft Beam Bracing Beam is Fully Braced against lateral-torsional buckling D(0.3J) r(0.34) 4x10 Span= 10.0 n Ebend-xx 1,600.0 ksi Eminbend -xx 580.0ksi Density 31.210pcf Applied Loa<!!_ _ Service loads entered. Load Factors will be applied for calculations Beam self weight calculated and added to loading Point Load : D = 0.370, Lr= 0.340 k@ 6.0 ft, (HIP BEAM BETW GRIDS E/F & 2/4) Point Load : D = 0.370, Lr= 0.340 k@ 6.0 ft, (HIP BEAM BETW GRIDS E/F & 2/4) Point Load : D = 0.330, Lr= 0.310 k@ 6.0 ft, (RB ON GRID 2.5 BETW D.5&E (L)) DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span lb: Actual = Pb = Load Combination Location of maximum on span = Span # where maximum occurs = Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Overall Maximum Deflections Load Combination +D+Lr Vertical Reactions Load Combination Span 1 0.59& 1 4x10 1,206.04psi 2,025.00psi +D+Lr 5.985ft Span # 1 0.092 in Ratio= O in Ratio= 0.196 in Ratio= O in Ratio= Maximum Shear Stress Ratio Section used for this span fv: Actual F'v Load Combination Location of maximum on span Span # where maximum occurs 1304>=240 0<240 613>=180 0<180 Span: 1 : Lr Only nla Span: 1 : +D+Lr nla Max. ,;:_;; Defl Location -in Span 0.1957 Load Combination Support notation : Far left is #1 Support 1 Support 2 Max Upward from all Load C-ondifions Max Upward from Load Combinations Max Upward from Load Cases -----0.859 1.271 0.859 1.271 0.463 0.677 DOnly 0.463 0.677 +D+Lr 0.859 1.271 +D+0.750Lr 0.760 1.123 +0.60D 0.278 0.406 Design OK = 0.276: 1 4x10 = 58.64 psi = 212.50 psi +D+Lr = 9.234 ft = Span# 1 Max. "+" Deft Location in Span -b.oo~ 0.000 Values in KIPS Qua«s Engineering 4403 Manchester Ave #203 Encinitas, CA 92024 760-652-9257 Project Title: Engineer: Gallagher Residence JF 6 Project ID: Project Descr: 24168 [wood Beam Project File: 24168 -Gallagher Residence.ec6 UC#: KW-060f5197, Build:20.24.08.0f --(c) ENERCALC INC:1983-2023- DESCRIPTION: RB-3 CODE REFERENCES ------- Calculations per NDS 2018, IBC 2021, ASCE 7-16 Load Combination Set : ASCE 7-16 Materi!!_Properties ______ _ Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Wood Species Wood Grade Douglas Fir-Larch No.1 Fb + Fb - Fc-Prll Fe -Perp Fv Ft Beam Bracing Beam is Fully Braced against lateral-torsional buckling D 0.13 Lr 0. 13 £ 6x12 Span= 14.50 n 1,350.0 psi 1,350.0 psi 925.0 psi 625.0 psi 170.0 psi 675.0 psi E: Modulus of Elasticity Ebend-xx 1,600.0ksi Eminbend -xx 580.0ksi Density 31.210pcf l 2 Applied Loads __ ____ _ Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.020, Lr= 0.020 ksf, Tributary Width= 6 .50 ft, (ROOF) DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span fb: Actual = F'b = Load Combination Location of maximum on span = Span # where maximum occurs = Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Overall Maximum Deflections Span Load Combination +D+Lr 1 - Vertical Reactions ------Load Combination Max Upward from all LoacfConditions Max Upward from Load Combinations Max Upward from Load Cases □Only +D+Lr +D+0.750Lr +0.600 Lr Only 0.422 1 Maximum Shear Stress Ratio 6x12 Section used for this span 712.05psi fv: Actual 1,687.50psi F'v +D+Lr Load Combination 7.250ft Location of maximum on span Span# 1 Span# where maximum occurs 0.117 in Ratio= 1492 >=240 Span: 1 : Lr Only O in Ratio= 0<240 n/a 0.246 in Ratio= 708 >=180 Span: 1 : +O+Lr O in Ratio= 0<180 n/a Max. "." Defl Location in Span Load Combination 6.2455 ,r303 Support notation : Far left is #1 -----Support 1 Support 2 ----·r:g·54 1.984 1.984 1.984 1.042 1.042 1.042 1.042 1.984 1.984 1.749 1.749 0.625 0.625 0.943 0.943 Design OK = 0.192: 1 6x12 = 40.88 psi = 212.50 psi +D+Lr = 0.000 ft = Span# 1 Max. "+" Deft Location in Span 0.0000 0~000 Values in KIPS Qualls Engineering 4403 Manchester Ave #203 Encinitas, CA 92024 760-652-9257 I Wood Beam L ---------UC#: KW-06015197, Build:20.24.08.01 DESCRIPTION: RH-1 CODE REFERENCES ------- Project Title: Engineer: Project ID: Project Descr: Qualls Engineering- Gallagher Residence JF 24168 7 Project File: 24168 -Gallagher Residence.ec6 (c) ENERCALC INC 1983-2023 Calculations per NOS 2018, IBC 2021, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Propert~es Analysis Method : Allowable Stress Design Load Combination : ASCE 7-16 Fb + Fb • 875.0 psi 875.0psi 600.0psi 625.0 psi 170.0 psi 425.0 psi E : Modulus of Elasticity Wood Species Wood Grade Beam Bracing Douglas Fir-Larch No.2 Completely Unbraced ,. D(0.8) r(0.74) Fe -Pr11 Fe -Perp Fv Ft 4x8 Span= 3.50 ft Ebend-xx 1,300.0 ksi Eminbend -xx 470.0ksi Density 31.210pcf Applied Load!__ Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Point Load : D = 0.80, Lr= 0.740 k@ 1.50 ft, (RB ON GRID D.5 BETW 2&3 (R)) DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span fb: Actual = F'b = Load Combination Location of maximum on span = Span# where maximum occurs = Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Overall Maximum Deflections ------ 0.367: 1 4x8 517.96psi 1,411.50psi +D+Lr 1.507ft Span# 1 0.008 in Ratio= O in Ratio= 0.016 in Ratio= O in Ratio= Maximum Shear Stress Ratio Section used for this span fv: Actual F'v Load Combination Location of maximum on span Span # where maximum occurs 5427>=240 Span: 1 : Lr Only 0<240 n/a 2587>=180 Span: 1 : +D+Lr 0<180 n/a Span Max. "." Defl Location in Span Load Combination Design OK = 0.247: 1 4x8 = 52.39 psi = 212.50 psi +D+Lr = 0.000 ft = Span# 1 Max. "+" Defl Location in Span Load Combination +D+Lr 0~0162 1.686 --------------1 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS --------Load Combination Support 1 Support 2 Max Upward from aIToad Condmons Max Upward from Load Combinations Max Upward from Load Cases 0.890 0.670 -------------- 0.890 0.670 0.467 0.352 DOnly 0.467 0.352 +D+Lr 0.890 0.670 +D+0.750Lr 0.784 0.590 +0.600 0.280 0.211 Lr Only 0.423 0.317 QuaHs Engineering 4403 Manchester Ave #203 Encinitas, CA 92024 760-652-9257 [_wood Beam __ -- u c#: KW-06015197, Build:20.24.08.01 DESCRIPTION: FJ-1 CODE REFERENCES ------- Project Title: Engineer: Project ID: Project Descr: Gallagher Residence JF 24168 8 ------------- Qualls Engineering Project File: 24168 -Gallagher Residence.ec6 (c) ENERCALC INC 1983~023 --------------- Calculations per NDS 2018, IBC 2021 , ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties ___ _ Analysis Method : Allowable Stress Design Load Combination : ASCE 7-16 Wood Species Wood Grade Douglas Fir-Larch No.1 Fb + Fb - Fc-Prtl Fe -Perp Fv Ft Beam Bracing Beam is Fully Braced against lateral-torsional buckling D 0.015 L 0.04 2x12 Span = 12.50 tt 1,000.0 psi 1,000.0 psi 1,500.0 psi 625.0psi 180.0 psi 675.0psi E : Modulus of Elasticity Ebend-xx 1,700.0 ksi Eminbend -xx 620.0ksi Density 31 .210pcf D(OIDCQ. 08) 2 Applied Loads _ ___ Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width= 1.0 ft, (FLOOR) Point Load : D = 0.080, Lr = 0.080 k @ 10.0 ft, (ROOF) Point Load : D = 0.0850 k@ 10.0 ft, (WALL) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = Section used for this span fb: Actual = F'b = Load Combination Location of maximum on span = Span # where maximum occurs = Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Overall Maximum Deflections 0.51& 1 2x12 516.24psi 1,000.00psi +D+L 6.797ft Span# 1 0.073 in Ratio= O in Ratio= 0.129in Ratio = O in Ratio= Maximum Shear Stress Ratio Section used for this span fv: Actual F'v Load Combination Location of maximum on span Span # where maximum occurs 2053>=360 Span: 1 : L Only 0<360 n/a 1162>=240 Span: 1 : +D+L 0<240 n/a = = = = = 0.220: 1 2x12 39.56 psi 180.00 psi +D+L 11.588 ft Span# 1 Load Combination +D+L Span Max. "-" Defl Location in Span Load Combination Max. "+" Deft Location in Span -f 0.1291 --6.387 0.0000 Vertical Reactions ----------Load Combination Max Upward from alIToad Conditions Max Upward from Load Combinations Max Upward from Load Cases DOnly +D+L +D+Lr +D+O. 750Lr+O. 750L Support notation : Far left is #1 Values in KIPS -------------Support 1 Support 2 0.400--cf499- 0.400 0.499 0.250 0.250 0.150 0.249 0.400 0.499 0.166 0.313 0.349 0.484 0.0~ Qualls Engineering 4403 Manchester Ave #203 Encinitas, CA 92024 760-652-9257 Project Title: Engineer: Gallagher Residence JF 9 Project ID: Project Descr: 24168 -------- I Wood Beam UC#: KW-06015197, Build:20.24.0B:of Qualls Engineering Project File: 24168 -Gallagher Residence.ec6 -(c) ENERCALC INC1 9a3-:2023 DESCRIPTION: FJ-2 CODE REFERENCES Calculations per NOS 2018, IBC 2021, ASCE 7-16 Load Combination Set : ASCE 7-16 Mate_rial Properties Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Wood Species Wood Grade Douglas Fir-Larch No.1 Beam Bracing Beam is Fully Braced against lateral-torsional buckling D 0.015 L 0.04 2x12 Span = 7.0 rt Fb + Fb - Fe -Prll Fe• Perp Fv Ft 1,000.0 psi 1,000.0 psi 1,500.0 psi 2 625.0psi 180.0psi 675.0psi E : Modulus of Elasticity Ebend-xx 1,700.0 ksi Eminbend -xx 620.0ksi Density 31.210pcf 0(0011)0~18) D 0.015 L 0.04 2x12 3 Span = 3.250 rt Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load for Span Number 1 Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width= 1.0 ft, (FLOOR) Load for Span Number 2 Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 1.0 ft, (FLOOR) Point Load : D = 0.180, Lr = 0.180 k @ 3.250 ft, (ROOF) Point Load : D = 0.0850 k @ 3.250 ft, (WALL) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.472 1 Maximum Shear Stress Ratio Section used for this span 2x12 Section used for this span fb: Actual = 590.50psi fv: Actual F'b = 1,250.00psi F'v Load Combination +D+0.750Lr+0.750L Load Combination Location of maximum on span = 7.000ft Location of maximum on span Span # where maximum occurs = Span# 1 Span# where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.037 in Ratio = 2104>=360 Span: 2 : Lr Only Max Upward Transient Deflection -0.011 in Ratio = 7940>=360 Span: 1 : Lr Only Max Downward Total Deflection 0.092 in Ratio= 844>=240 Span: 2 : +D+Lr Max Upward Total Deflection -0.025 in Ratio= 3403>=240 Span: 1 : +D+Lr Overall Maximum Deflections -----Load Combination Span Max. "-" Defl Location in Span Load Combination -1--0.0000 -·o.ooo +D+Lr +D+Lr 2 0.0924 3.250 Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 Support 3 Max Upward from all Load Cond1flon-s --- Max Upward from Load Combinations 0.110 -0~95·1--~ ----- 0.038 0.951 Max Upward from Load Cases 0.110 0.528 Design OK = 0.203: 1 2x12 = 45.61 psi = 225.00 psi +D+O. 750Lr+O. 750L = 7.000 ft = Span# 1 Max. "+" Defl Location in Span -0.0247 4.145 0.0000 4.145 Values in KIPS QuaNs Engineering 4403 Manchester Ave #203 Encinitas, CA 92024 760-652-9257 .-----Wood Beam UC#: KW-06015197, Build:20.24.08.01- OESCRIPTIQN: FJ-2 Vertical Reactions Load Combination -Max Downward from alfloacf Cond1t10 Max Downward from Load Combinations Max Downward from Load Cases (Resis DOnly +D+L +D+Lr +D+0. 750Lr+0.750L +D+0.750L +0.60D Lr Only L Only Project Title: Engineer: Project ID: Project Descr: Qualls Engineering Gallagher Residence JF 24168 10 Proje~ File: 241~~ghe~Re~idence~ec6 J (c) ENERCALC INC 1983-2023 Support notation : Far left is #1 Support 1 Support 2 Support 3 Values in KIPS --0.155 -0.1 55 -0.084 -0.072 0.038 -0.155 -0.052 0.011 -0.043 -0.084 0.110 0.528 0.828 0.792 0.951 0.753 0.317 0.264 0.300 QuaHs Engineering 4403 Manchester Ave #203 Encinitas, CA 92024 760-652-9257 Project Title: Engineer: Gallagher Residence JF 11 Project ID: Project Descr: 24168 [wood Be~~ ___ -~ -=--=---- Project File: 24168 -Gallagher Residence.ec6 J Qualls Engin-e-er~in_g_________ (c) ENERCALCINC 1983-2023 uc#: KW-06015197, Build:20.24.08.01 DESCRIPTION: FB-1 CODE REFERENCES -------- Ca I cu I at ions per NOS 2018, IBC 2021, ASCE 7-16 Load Combination Set: ASCE 7-16 Materi!'I Prope_rt_ie_s _________ _ Analysis Method : Allowable Stress Design Fb + Fb - 3,100.0 psi 3,100.0 psi 3,000.0 psi E : Modulus of Elasticity Load Combination ASCE 7-16 Wood Species Wood Grade Boise Cascade Versa Lam 3100 Fe -Prll Fe -Perp Fv Ft Beam Bracing Beam is Fully Braced against lateral-torsional buckling D 0.063 0(0.217~ L(0.58) 7X11.25 Span= 15.50 ft 750.0psi 285.0 psi 2,100.0psi Ebend-xx 2,000.0ksi Eminbend -xx 1,036.83ksi Density 41 .760pcf .. 2 Applied Loa<!_s Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width= 14.50 ft, (FLOOR) Uniform Load : D = 0.0070 ksf, Tributary Width = 9.0 ft, (WALL ABV) DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span fb: Actual = F'b = Load Combination Location of maximum on span = Span# where maximum occurs = Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Overall Maximum Deflections 0.67l 1 7x11.25 2,100.17 psi 3,122.31psi +D+L 7.750ft Span# 1 0.456 in Ratio= O in Ratio= 0.677 in Ratio= O in Ratio= Maximum Shear Stress Ratio Section used for this span fv: Actual F'v Load Combination Location of maximum on span Span# where maximum occurs 407>=360 Span: 1 : L Only 0<360 n/a 274>=240 Span: 1 : +D+L 0<240 n/a -Load Combination +D+L Span -1 - Max. "-" Defl Location in Span Load Combination 0.6767 7.807 Vertical Reactions Support notation : Far left is #1 ---···----Load Combination Max Upwardrrom an Load Conditions ---- Max Upward from Load Combinations Max Upward from Load Cases DOnly +D+L +D+0.750L +0.60D L Only Support 1 Support 2 --6.669 6.669 ---- 6.669 6.669 4.495 4.495 2.174 2.174 6.669 6.669 5.545 5.545 1.304 1.304 4.495 4.495 Design OK = = = = = 0.394: 1 7x11.25 112.19 psi 285.00 psi +D+L 14.595 ft Span# 1 Max. "+" Defl Location in Span 0.0000 Values in KIPS ci:Ooo - Qualls Engineering 4403 Manchester Ave #203 Encinitas, CA 92024 760-652-9257 Project Title: Engineer: Gallagher Residence JF 12 Project ID: Project Descr: 24168 !Wood Beam -----7 Project File: 24168 -Gallagher Residence.ec6 1 UC#: KW-0601 5197, Build:20.24.08.01 DESCRIPTION: FB-2 CODE REFERENCES Calculations per NOS 2018, IBC 2021 , ASCE 7-16 Load Combination Set : ASCE 7-16 Qualls Engineering (c) ENERCALC INcT983-2023 N!_aterial Properties __ Analysis Method : Allowable Stress Design Load Combination : ASCE 7-16 Fb+ 3,100.0psi 3,100.0 psi 3,000.0 psi E : Modulus of Elasticity Wood Species Wood Grade Beam Bracing Boise Cascade Versa Lam 3100 Fb- Fc -Prtl Fe -Perp Fv Ft Beam is Fully Braced against lateral-torsional buckling 0(1 48) I r(1 48) 3.5x11 .25 Span = 11.250 ft 750.0 psi 285.0psi 2,100.0 psi Ebend-xx 2,000.0ksi Eminbend -xx 1,036.83ksi Density 41 .760pcf 2 ~pp~ed Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D: 0.020, Lr: 0.020 ksf, Tributary Width= 10.50 ft, (ROOF ABV+LOWER ROOF) Uniform Load : D: 0.0160 ksf, Tributary Width: 9.0 ft, (WALL ABV) Point Load : D = 1 .480, Lr= 1 .480 k@ 1.0 ft, (GIRDER TRUSS ON GRID D BETW 7&8 (R)) Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 1.330 ft, (FLOOR) DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span fb: Actual = F'b = Load Combination Location of maximum on span = Span # where maximum occurs = Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Overall Maximum Deflections 0.449. 1 3.5x11.25 1,751.78psi 3,902.89psi +D+Lr 5.173ft Span# 1 0.116 in Ratio = O in Ratio= 0.304 in Ratio= O in Ratio= Maximum Shear Stress Ratio Section used for this span fv: Actual F'v Load Combination Location of maximum on span Span# where maximum occurs 1162>=360 0<360 444>=240 0<240 Span: 1 : Lr Only nla Span: 1 : +D+Lr n/a Load Combination +D+Lr _S_p_a_n -Max. "-" Defl Location in Span Load Combination 1 0.3037 5.502 Vertical Reactions Load Conibination ----- Max Upward from alfload Conditions Max Upward from Load Combinations Max Upward from Load Cases DOnly +D+L +D+Lr Support notation : Far left is #1 Support 1 Support 2 -5.982-3.548 5.982 3.548 3.452 2.235 3.452 2.235 3.751 2.534 5.982 3.548 Design OK = 0.583: 1 3.5x11.25 = 207.78 psi = 356.25 psi +D+Lr = 0.000 ft = Span# 1 Max . ..-:;,;-Defl Location in Span --6.0000 -·o.ooo Values in KIPS Quails Engineering 4403 Manchester Ave #203 Encinitas, CA 92024 760-652-9257 Wood Beam • UC#: KW-06015197, Build:20.24.08.01 DESCRIPTION: FB-3 CODE REFERENCES ----- Project Title: Engineer: Project ID: Project Descr: Gallagher Residence JF 24168 13 ----·----------- Project File: 24168 -Gallagher Residence.ec6 Qualls Engineering (c) ENERCALC INC 1983-2023 Calculations per NOS 2018, IBC 2021 , ASCE 7-16 Load Combination Set : ASCE 7-16 Material Prope~ie!i _______ _ Analysis Method : Allowable Stress Design Fb + Fb - 1,350.0 psi 1,350.0 psi 925.0 psi 625.0 psi 170.0 psi 675.0 psi E : Modulus of Elasticity Load Combination . ASCE 7-16 Ebend-xx 1,600.0 ksi Fe -Prll Fe -Perp Fv Eminbend -xx 580.0ksi Wood Species Wood Grade Douglas Fir-Larch No.1 Ft Density 31.210pcf Beam Bracing Beam is Fully Braced against lateral-torsional buckling D 0.01995 L 0.0532 4x12 2 Span= 12 250 fl Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load for Span Number 1 Uniform Load : D = 0.020, Lr= 0.020 ksf, Extent= 10.0 --» 12.250 ft, Tributary Width= 10.0 ft, (ROOF ABV) Uniform Load : D = 0.0160 ksf, Extent= 10.0--» 12.250 ft, Tributary Width= 9.0 ft, (WALL ABV) Point Load : D = 0.680, Lr= 0.590 k@ 10.0 ft, (RB-2 (R)) Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 1.330 ft, (FLOOR) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span = fb: Actual = F'b = Load Combination Location of maximum on span = Span# where maximum occurs = Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Overall Maximum Deflections 0.337: 1 4x12 625.86psi 1,856.25psi +D+0.750Lr+0.750L 9.970ft Span# 1 0.044 in Ratio= O in Ratio = 0.143 in Ratio= O in Ratio= Maximum Shear Stress Ratio Section used for this span = fv: Actual = F'v = Load Combination Location of maximum on span = Span# where maximum occurs = 3330>=360 0<360 1030>=240 0<240 Span: 1 : Lr Only nla Span: 1 : +D+0.750Lr+0.750L nla Design OK 0.330: 1 4x12 70.16 psi 212.50 psi +D+O. 750Lr+O. 750L 11 .356 ft Span# 1 Load Combination Span Max. "-" Def! Location in Span Load Combination Max. "+" Def! Location in Span +D+0.750Lr+0.750L ----~1--0.1427 6.661 Vertical Reactions Support notation : Far left is #1 --------------Load Combination Max Upward from all Load onditions Max Upward from Load Combinations Max Upward from Load Cases D Only +D+L Support 1 Support 2 0.727 2.345-·-·------- 0.727 2.345 0.370 1.432 0.370 1.432 0.696 1.758 0.0000 0.000 Values in KIPS Qualls Engineering 4403 Manchester Ave #203 Encinitas, CA 92024 760-652-9257 fwoodBeam- Project Title: Engineer: Project ID: Project Descr: Gallagher Residence JF 24168 14 Project File: 24168 -Gallagher Residence.ec6 Lie# :-KW--06015197, Build:20.24.08.0-1 -------Qualls Engineering ---(c) ENERCALC INC1983-2023 DESCRIPTION: FB-4 CODE REFERENCES Calculations per NDS 2018, IBC 2021, ASCE 7-16 Load Combination Set : ASCE 7-16 M~terial Prope~es __ _ Analysis Method : Allowable Stress Design Load Combination : ASCE 7-16 Wood Species Wood Grade Douglas Fir-Larch No.1 Fb + Fb - Fe-Prll Fe -Perp Fv Ft 1,350.0 psi 1,350.0 psi 925.0psi 625.0psi 170.0 psi 675.0 psi E : Modulus of Elasticity Ebend-xx 1,600.0 ksi Eminbend -xx 580.0ksi Density 31 .210pcf Beam Bracing Beam is Fully Braced against lateral-torsional buckling D(0.01995j L(0.0532) E 2.69) 3-2'<12 3-2'<12 2 3 Span• 7.0 ft Span • 3.250 ft ~pplied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Load for Span Number 1 Uniform Load : D = 0.020, Lr= 0.020 ksf, Extent = 4.0 --» 7 .0 ft, Tributary Width = 1.330 ft, (ROOF) Uniform Load : D = 0.0070 ksf, Extent= 4.0 --» 7.0 ft, Tributary Width= 9.0 ft, (WALL) Point Load : D = 0.470, Lr= 0.420 k@ 0.750 ft, (RH-1 (L)) Point Load : D = 0.350, Lr= 0.320 k@ 4.0 ft, (RH-1 (R)) Uniform Load : D = 0.020, Lr= 0.020 ksf, Extent= 0.0 --» 0 .750 ft, Tributary Width = 1.330 ft, (ROOF) Uniform Load: D = 0.0070 ksf, Extent= 0.0 --» 0.750 ft, Tributary Width= 9.0 ft, (WALL) Point Load : E = -2.690 k@ 4.0 ft, (SEISMIC GRID 3) Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 1.330 ft, (FLOOR) Load for Span Number 2 Uniform Load : D = 0.020, Lr = 0.020 ksf, Tributary Width = 1.330 ft, (ROOF) Uniform Load : D = 0.0070 ksf, Tributary Width = 9.0 ft, (WALL) Point Load : E = 2.690 k @ 3.250 ft, (SEISMIC GRID 3) Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 1.330 ft, (FLOOR) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span = 0.805 1 3-2x12 Maximum Shear Stress Ratio Section used for this span = Design OK 0.424: 1 3-2x12 fb: Actual F'b = 1,739.02psi fv: Actual F'v = 115.46psi Load Combination Location of maximum on span Span# where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection = 2,160.00psi +1.105D-1 .344E+0.60H = 4.028ft = Span# 1 0.007 in Ratio = -0.010 in Ratio = 0.174 in Ratio= -0.180 in Ratio = Load Combination Location of maximum on span Span # where maximum occurs = 272.00 psi +1 .105D+1.344E+0.60H = 7.000ft = Span# 1 11706>=360 7654>=360 448>=240 432>=240 Span: 1 : Lr Only, LL Comb Run (L*) Span: 2 : Lr Only, LL Comb Run (L*) Span: 2 : +0.60D+0.70E+H Span: 2 : +D-0. 70E+0.60H Qualls Engineering 4403 Manchester Ave #203 Encinitas, CA 92024 760-652-9257 Project Title: Engineer: Project ID: Project Descr: Gallagher Residence JF 24168 -------------------------- 15 'Wood Beam Project File: 24168 -Gallagher Residence.ec6 L LIC#:Kw ::-06015-1-97-, Buii-d:2-0.24-.0-8.01 _________ -Qualls Engineering (c) ENERCALC INC-1983-2023" DESCRIPTION: FB-4 Overall Maximum Deflections Max. "." Defl Location in Span Load Combination -----Max. "+" Defl Location in Span Load Combination +D-0~OE +0 .60H Span 1 2 0 .0726 0.0000 3.832 __ , 3.832 --------0:-0000 -0.000- 3.250 +0-0. 70E+0.60H -0.1800 Vertical Reactions Support notation : Far left is #1 Values in KIPS ---------------------Load Combination Support 1 Support 2 Support 3 Max Upward from all Loa_d_C_o_n_d-iti-o-ns _____ ·2.402 2.655-- Max Upward from Load Combinations 2.359 2.655 Max Upward from Load Cases 2.402 2.402 Max Downward from all Load Conditio -2.402 -2.402 Max Downward from Load Combinations -1 .274 -1 .097 Max Downward from Load Cases (Resis -2.402 -2.402 +D+H 0.678 0.974 +D+L+H, LL Comb Run (•L) 0.638 1.187 +D+L+H, LL Comb Run (L•) 0.864 1.160 +D+L +H, LL Comb Run (LL) 0.824 1.373 +D+Lr+H, LL Comb Run (*L) 0.658 1.080 +D+Lr+H, LL Comb Run (L*) 1.226 1.265 +D+Lr+H, LL Comb Run (LL) 1.206 1.372 +D+S+H 0.678 0.974 +D+0.750Lr+0.750L+H, LL Comb Run(* 0.633 1.213 +D+0. 750Lr+O. 750L +H, LL Comb Run (L 1.229 1.332 +D+0.750Lr+0.750L+H, LL Comb Run (L 1.184 1.572 +D+0.750L+0.750S+H, LL Comb Run (*L 0.648 1.133 +D+0.750L+0.750S+H, LL Comb Run (L* 0.818 1.113 +D+0.750L +0.750S+H, LL Comb Run (LL 0.788 1.273 +D+0.60W+H 0.678 0.974 +D+0.750Lr+0.750L +0.450W+H, LL Comb 0.633 1.213 +D+0.750Lr+0.750L +0.450W+H, LL Comb 1.229 1.332 +D+0.750Lr+0.750L +0.450W+H, LL Comb 1.184 1.572 +D+0.750L+0.750S+0.450W+H, LL Comb 0.648 1.133 +D+0.750L+0.750S+0.450W+H, LL Comb 0.818 1.113 +D+0.750L+0.750S+0.450W+H, LL Comb 0.788 1.273 +0.60O+0.60W+0.60H 0.407 0.584 +D+0.70E+0.60H -1.003 2.655 +D-0.70E+0.60H 2.359 -0.708 +D+0.750L+0.750S+0.5250E+H, LL Comb -0.613 2.394 +D+0.750L+0.750S+0.5250E+H, LL Comb -0.443 2.374 +D+0.750L+0.750S+0.5250E+H, LL Comb -0.473 2.534 +D+0.750L+0.750S-0.5250E+H, LL Comb 1.909 -0.127 +D+0.750L+0.750S-0.5250E+H, LL Comb 2.079 -0.148 +D+0.750L+0.750S-0.5250E+H, LL Comb 2.049 0.012 +0.60O+0.70E+H -1.274 2.265 +0.600-0. 70E+H 2.088 -1 .097 D Only 0.678 0.974 Lr Only, LL Comb Run (*L) -0.020 0.107 Lr Only, LL Comb Run (L•) 0.548 0.292 Lr Only, LL Comb Run (LL) 0.528 0.398 L Only, LL Comb Run (*L) -0.040 0.213 L Only, LL Comb Run (L •) 0.186 0.186 L Only, LL Comb Run (LL) 0.146 0.399 E Only -2.402 2.402 E Only• -1 .0 2.402 -2.402 H Only Qualls Engineering 4403 Manchester Ave #203 Encinitas, CA 92024 760-652-9257 l ~ood ~ea_m __ UC#: KW-06015197, Build:20.24.08.01 DESCRIPTION: FB-5 CODE REFERENCES ----- Project Title: Engineer: Project ID: Project Descr: Gallagher Residence JF 24168 16 Qualls Engineering Project File: 24168 -Gallagher Residence.ec6 J ------(c) ENERCALC INC 1983-2023 Calculations per NOS 2018, IBC 2021, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properti_es ___ _ Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Fb + 1,350.0 psi 1,350.0 psi 925.0psi 625.0psi 170.0psi 675.0psi E : Modulus of Elasticity Wood Species Wood Grade Beam Bracing Douglas Fir-Larch No.1 Beam is Fully Braced against lateral-torsional buckling Fb - Fe -Pr11 Fe• Perp Fv Ft Ebend-xx 1,600.0 ksi Eminbend -xx 580.0ksi Density 31.210pcf D(0.68)lllt(l)J'.i!j (0.2') E(-2.4) 0 0.06 L 0.16 4x12 2 Span= 12.250 n Applied Loads ___ _ Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Point Load : D = 0.320, Lr= 0.270 k@ 10.0 ft, (RB ON GRID D.7 BElW 2&3 (R)} Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width= 4.0 ft, (FLOOR) Point Load : D = 0.680, Lr= 0.550, L = 0.190, E = -2.40 k@ 10.0 ft, (FB-4 (L)) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span = fb: Actual = F'b = Load Combination Location of maximum on span = Span # where maximum occurs = Maximum Deflection 0.610 1 4x12 906.00psi 1,485.00 psi +D+L 7.109ft Span# 1 Maximum Shear Stress Ratio Section used for this span fv: Actual F'v Load Combination Location of maximum on span Span# where maximum occurs Span: 1 : L Only Span: 1 : E Only = Design OK 0.552 : 1 4x12 = 150.03 psi = 272.00 psi +1.0790+0.750L-1.008E = 11.356 ft = Span# 1 Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.133 in Ratio= -0.129 in Ratio= 0.266 in Ratio = -0.032 in Ratio = 1107>=360 1139 >=360 553>=240 4656>=240 Span: 1 : +D+0.750L-0.5250E Span: 1 : +0.60D+0.70E Overall Maximum Deflections Load Combination +D+0.750L-0.5250E Vertical Reactions Load Combination Span 1 Max Upward from alfCoacrconditions Max Upward from Load Combinations Max Upward from Load Cases Max Downward from all Load Conditio Max Downward from Load Combinations Max Downward from Load Cases (Resis D Only Max. "-" Defl Location in Span Load Combination 0~2658 6.527 Support notation : Far left is #1 Support 1 Support 2 ----~.566 -·3~0~ 1.566 3.064 1.015 1.959 -0.441 -1 .959 -0.661 -0.441 -1.959 0.551 1.184 Max. "+" Defl Location inSpan 0.0000 0.000 Values in KIPS Qualls Engineering 4403 Manchester Ave #203 Encinitas, CA 92024 760-652-9257 Project Title: Engineer: Gallagher Residence JF 17 Project ID: 24168 Project Descr: I Wood Beam Project File: 24168 -Gallagher Residence.ec6 j ---------QuaTISEngin-ee-ri-ng______ (c) ENERCALC INC 1983·2023 LIC#: KW-06015197, Build:20.24.08.01 DESCRIPTION: FB-6 CODE REFERENCES --· ------------ Calculations per NOS 2018, IBC 2021 , ASCE 7-16 Load Combination Set : ASCE 7-16 Mat!rial Properti_e_s __ Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Wood Species Wood Grade iLevel Truss Joist Parallam PSL 2.0E Beam Bracing Beam is Fully Braced against lateral-torsional buckling D 0.144 D(0.46 Lr(0.4) D0.1 Lr 0.1 Fb + Fb - Fe -Prtl Fe -Perp Fv Ft 2,900.0 psi 2,900.0 psi 2,900.0 psi 750.0psi 290.0psi 2,025.0 psi -------- E : Modulus of Elasticity Ebend-xx 2,000.0ksi Eminbend -xx 1,016.54 ksi Density 45.070pcf 5.25x18.0 5.25x18.0 2 3 Span = 21.50 ft Span= 3.250 ft Applied Loads Beam self weight calculated and added to loading Load for Span Number 1 Service loads entered. Load Factors will be applied for calculations. Varying Uniform Load : D= 0.020->0.020, Lr= 0.020->0.020 ksf, Extent = 0.0 --» 6.0 ft, Trib Width = 2.0->5.0 ft, (ROOF) Uniform Load : D = 0.020, Lr= 0.020 ksf, Extent= 6.0 --» 12.0 ft, Tributary Width= 5.0 ft, (ROOF) Varying Uniform Load : D= 0.020->0.020, Lr= 0.020->0.020 ksf, Extent= 12.0 --» 15.50 ft, Trib Width= 5.0->7.0 ft, (ROOF) Varying Uniform Load : D= 0.020->0.020, Lr= 0.020->0.020 ksf, Extent = 15.50--» 21 .50 ft, Trib Width= 7.0->3.50 ft, (ROOF) Uniform Load : D = 0.0160 ksf, Tributary Width= 9.0 ft, (WALL) Point Load: D = 0.460, Lr= 0.40 k@ 6.0 ft, (RB-2 (L)) Point Load : D = 0.150, Lr= 0.160 k@ 12.0 ft, (RB ON GRID D.8 BETW 2&3 (L)) Point Load : D = 0.110, Lr= 0.070 k@ 14.0 ft, (RB ON GRID D.7 BETW 2&3 (L)) Point Load : D = 0.230, Lr= 0.190 k@ 16.50 ft, (RB ON GRID D.5 BETW 2&3 (L)) Point Load : E = -0.560 k @ 20.0 ft, (SEISMIC GRID 2) Load for Span Number 2 Varying Uniform Load : D= 0.020->0.020, Lr= 0.020->0.020 ksf, Extent= 0.0 --» 3.250 ft, Trib Width = 3.750->2.0 ft, (ROOF) Uniform Load : D = 0.0160 ksf, Tributary Width= 9.0 ft, (WALL) Point Load : D = 0.540, Lr= 0.490 k@ 3.250 ft, (RB-1 (L)) Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 1.330 ft, (FLOOR) Point Load : E = 1.270 k@ 3.250 ft, (SEISMIC GRID D) QuaHs Engineering 4403 Manchester Ave #203 Encinitas, CA 92024 760-652-9257 Wood Beam LIC#:-KW-06015197, Build:20.24.08.01 DESCRIPTION: FB-6 DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span = Project Title: Engineer: Project ID: Project Descr: Gallagher Residence JF 24168 18 QuallsEngineering Project File: 24168 -Gallagher Residence.ec6 (c) ENERCALC INC 1983-2023 0.321: 1 5.25x18.0 Maximum Shear Stress Ratio Section used for this span = Design OK 0.206: 1 5.25x18.0 fb: Actual F'b = 1,112.41psi fv: Actual F'v = 74.81 psi = 3,465.47psi Load Combination +D+Lr+H, LL Comb Run (L*) = 10.81 Oft = Span# 1 Load Combination Location of maximum on span Span # where maximum occurs = 362.50 psi +D+Lr+H , LL Comb Run (LL) = 20.059ft = Span # 1 Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0 .144 in -0.069 in 0.430 in -0.193 in Ratio= Ratio= Ratio= Ratio= 1793>=360 1126>=360 600 >=240 402 >=240 Span: 1 : Lr Only, LL Comb Run (L*) Span: 2 : Lr Only, LL Comb Run (L*) Span: 1 : +D+Lr+H, LL Comb Run (L *) Span: 2 : +D+Lr+H, LL Comb Run (L *) Overall Maximum Deflections Load Combination Span -+D+Lr+H, LL Comb Run_(_L-*)---1 2 Max. "-" Defl Location in Span Load Combination Vertical Reactions Load Combination Max UpwarcfTrom all LoadConditions Max Upward from Load Combinations Max Upward from Load Cases Max Downward from all Load Conditio Max Downward from Load Cases (Resis +D+H +D+L+H, LL Comb Run (*L) +D+L +H, LL Comb Run (L *) +D+L+H, LL Comb Run (LL) +D+Lr+H, LL Comb Run (*L) +D+Lr+H, LL Comb Run (L *) +D+Lr+H, LL Comb Run (LL) +D+S+H +D+0.750Lr+0.750L+H, LL Comb Run (* +D+0.750Lr+0.750L+H, LL Comb Run (L +D+0.750Lr+0.750L+H, LL Comb Run (L +D+0.750L+0.750S+H, LL Comb Run (*L +D+0.750L+0.750S+H, LL Comb Run (L* +D+0.750L+0.750S+H, LL Comb Run (LL +D+0.60W+H +D+0.750Lr+0.750L+0.450W+H, LL Comb +D+0.750Lr+0.750L+0.450W+H, LL Comb +D+0.750Lr+0.750L+0.450W+H, LL Comb +D+0.750L+0.750S+0.450W+H, LL Comb +D+0.750L+0.750S+0.450W+H, LL Comb +D+0.750L+0.750S+0.450W+H, LL Comb +0.60D+0.60W+0.60H +D+0.70E+0.60H +D-0. 70E+0.60H +D+0.750L+0.750S+0.5250E+H, LL Comb +D+0.750L+0.750S+0.5250E+H, LL Comb +D+0.750L+0.750S+0.5250E+H, LL Comb +D+0.750L+0.750S-0.5250E+H, LL Comb +D+0.750L+0.750S-0.5250E+H, LL Comb +D+0.750L+0.750S-0.5250E+H, LL Comb +0.60D+0.70E+H +0.60D-0. 70E+H DOnly Lr Only, LL Comb Run (*L) Lr Only, LL Comb Run (L*) 0.4295 10.690 0.0000 10.690 +D+Lr+H, LL Comb Run (L*) Support notation : Far left is #1 Support 1 Support 2 Support 3 .540 7.222 4.540 7.222 3.163 4.945 -0.231 -0.941 -0.231 -0.941 3.163 4.945 3.150 5.131 3.163 4.945 3.150 5.131 3.076 5.708 4.540 6.458 4.453 7.222 3.163 4.945 3.088 5.657 4.195 6.080 4.121 6.792 3.153 5.084 3.163 4.945 3.153 5.084 3.163 4.945 3.088 5.657 4.195 6.080 4.121 6.792 3.153 5.084 3.163 4.945 3.153 5.084 1.898 2.967 3.001 5.604 3.325 4.286 3.032 5.578 3.042 5.439 3.032 5.578 3.274 4.590 3.284 4.451 3.274 4.590 1.736 3.626 2.059 2.308 3.163 4.945 -0.087 0.764 1.377 1.513 Max. "+" Defl Location in Span 0 .0000 • 0.000 -0.1935 3.250 Values in KIPS Qualls Engineering 4403 Manchester Ave #203 Encinitas, CA 92024 760-652-9257 Project Title: Engineer: Gallagher Residence JF 19 Project ID: Project Descr: 24168 JWood Be'!m __ UC#: KW-06015197, Build:20.24.08.01 Qualls Engineering Project File: 24168 -Gallagher Residence.ec6 (c) ENERCALC INC 1983-2023 DESCRIPTION: FH-1 CODE REFERENCES Calculations per NOS 2018, IBC 2021 , ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties __ Analysis Method : Allowable Stress Design Load Combination : ASCE 7-16 Fb + 900psi 900psi E : Modulus of Elasticity Wood Species Wood Grade Beam Bracing Douglas Fir-Larch No.2 Completely Unbraced Fb - Fc-Prll Fe -Perp Fv Ft 4x10 Span• 8.0 ft 1350 psi 625psi 180 psi 575 psi Ebend-xx 1600ksi Eminbend -xx 580ksi Density 31. 21 pcf 2 Service loads entered. Load Factors will be applied for calculations ----------Beam self weight calculated and added to loading Uniform Load : D = 0.020, Lr= 0.020 ksf, Tributary Width= 11 .50 ft, (ROOF) Uniform Load: D = 0.0160 ksf, Tributary Width= 9.0 ft, (WALL ABV) Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width= 7.50 ft, (FLOOR) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.80l 1 Maximum Shear Stress Ratio Section used for this span 4x10 Section used for this span fb: Actual = 858.52psi fv: Actual F'b = 1,069.18psi F'v Load Combination +D+L Load Combination Location of maximum on span = 3.000ft Location of maximum on span Span # where maximum occurs = Span# 1 Span # where maximum occurs Maximum Deflection 0.024 in Ratio= 3022>=360 Span: 1 : L Only O in Ratio= 0<360 n/a Design OK = 0.456 : 1 4x10 = 82.12 psi = 180.00 psi +D+L = 0.000 ft = Span# 1 Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection 0.071 in Ratio= 1017>=240 Span: 1 : +D+0.750Lr+0.750L Max Upward Total Deflection O in Ratio= 0<240 n/a Overall Maximum Deflections Load Combination Max. "-" Deft Location in Span Load Combination +D+O. 750Lr+0.750L Vertical Reactions Load Combination Max Upward from allloaa Conditfons-- Max Upward from Load Combinations Max Upward from Load Cases DOnly +D+L +D+Lr +D+O. 750Lr+0.750L 0.0708 3.022 Support notation : Far left is #1 -----Support 1 Support 2 -Y-673 2.673 2.673 2.673 1.481 1.481 1.481 1.481 2.381 2.381 2.171 2.171 2.673 2.673 Max. "+" Deft Location in Span 0.0000 Values in KIPS -0:000 Qualls Engineering 4403 Manchester Ave #203 Encinitas, CA 92024 760-652-9257 Wood Beam UC#: KW-06015197, Build:20.24.08.01 DESCRIPTION: FH-2 CODE REFERENCES Project Title: Engineer: Project ID: Project Descr: Qualls Engineering Gallagher Residence JF 24168 20 Project File: 24168 -Gallagher Residence.ec6 1 -(c)ENERCALC INC 1953-:2023 J -------------Calculations per NOS 2018, IBC 2021, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Prope"!i~-- Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Fb + 875.0 psi 875.0psi 600.0psi 625.0psi 170.0psi 425.0 psi E : Modulus of Elasticity Wood Species Wood Grade Beam Bracing Douglas Fir-Larch No.2 Completely Unbraced 0(2.28) llf(IUS) l (2.56) Fb - Fe -Pr11 Fe -Perp Fv Ft D 0.195 Lr 0.195 4x8 Span = 6.250 ft Ebend-xx 1,300.0 ksi Eminbend -xx 470.0ksi Density 31.210pcf 2 Applied Load!_ ____ _ Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.020, Lr = 0.020 ksf, Tributary Width = 9 .750 ft, (ROOF) Point Load : D = 2.280, Lr= 0.210, L = 2.560 k@ 0.50 ft, (FB ON GRID B BETW 7&8 (L)) Point Load : E = 1.160 k@ 0.50 ft, (SEISMIC GRID 7) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span = fb: Actual = F'b = Load Combination Location of maximum on span = Span # where maximum occurs = Maximum Deflection 0.891: 1 4x8 1,003.03psi 1,125.96psi +D+L 1.186ft Span# 1 Maximum Shear Stress Ratio Section used for this span fv: Actual F'v Load Combination Location of maximum on span Span# where maximum occurs Span: 1 : Lr Only Span: 1 : E Only• -1.0 Design OK = 0.341 : 1 4x8 = 72.51 psi = 212.50 psi +D+O. 750Lr+O. 750L = 5.657 ft = Span# 1 Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.050 in Ratio = -0.017 in Ratio= 0.147 in Ratio= O in Ratio= 1509>=360 4320>=360 509>=240 0<240 Span: 1 : +D+0.750Lr+0.750L n/a Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination 0.1471 2.943- Support notation : Far left is #1 +D+0.750Lr+0.750L Vertical Reactions Load Combination -------- Max Upward from all Load Conditions Max Upward from Load Combinations Max Upward from Load Cases Max Downward from all load Conditio Max Downward from Load Cases (Resis DOnly +D+L Support 1 Support 2 5.092-r:~ ------ 5_092 1.435 2.724 0.809 -1.067 -0.093 -1.067 -0.093 2.724 0.809 5.079 1.014 Max. "+" Defl Location in Span 0.0000-- Values in KIPS 0.000 Qualls Engineering 4403 Manchester Ave #203 Encinitas, CA 92024 760-652-9257 Project Title: Engineer: Project ID: Project Descr: Gallagher Residence JF 24168 21 Wood Beam L -~---· -·---------------LIC#: KW-06015197, Build:20.24.08.01 Qualls Engineering Project File: 24168 -Gallagher Resldence.ec6 (c) ENERCALCiNC 1983-::2023 DESCRIPTION: FH-3 CODE REFERENCES Calculations per NOS 2018, IBC 2021, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties '-----------An a I y sis Method : Allowable Stress Design Fb + Fb - 2,900.0 psi 2,900.0 psi 2,900.0 psi E : Modulus of Elasticity Load Combination · ASCE 7-16 Wood Species Wood Grade Beam Bracing il evel Truss Joist Parallam PSL 2.0E Completely Unbraced 0.065 Lr 0.065 0(4.94) Lr(2.26) L(0.19) E(0.94) Fe -Prll Fe -Perp Fv Ft 5.25x18.0 Span= 16.50 ft 750.0 psi 290.0 psi 2,025.0 psi D 0.105 L 0.28 Ebend-xx 2,000.0ksi Eminbend -xx 1,016.54ksi Density 45.070pcf 4 2 Service loads entered. Load Factors will be applied for calculations. AppJied Loa~ ---- Beam self weight calculated and added to loading Load for Span Number 1 Uniform Load : D = 0.020, Lr= 0.020 ksf, Extent= 0.0 --» 6.50 ft, Tributary Width= 3.250 ft, (ROOF) Uniform Load : D = 0.0150, L = 0.040 ksf, Extent= 6.50 --» 16.50 ft, Tributary Width= 7.0 ft, (FLOOR) Point Load : D = 4.940, Lr= 2.280, L = 0.190, E = 0.940 k @6.50 ft, (FB-6 (R)) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span = fb: Actual = F'b = Load Combination Location of maximum on span = Span# where maximum occurs = Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Overall Maximum Deflections 0.477: 1 5.25x18.0 1,252.18psi 2,624.74psi +D+l 6.504ft Span# 1 0.076 in Ratio= -0.028 in Ratio = 0.295 in Ratio= O in Ratio= Maximum Shear Stress Ratio Section used for this span = fv: Actual = F'v = load Combination Location of maximum on span = Span# where maximum occurs = 2616>=360 7014>=360 672>=240 0<240 Span: 1 : Lr Only Span: 1 : E Only * -1 .0 Span: 1 : +D+0.750lr+0.750l n/a Design OK 0.258: 1 5.25x18.0 74.96 psi 290.00 psi +D+L 0.000ft Span # 1 load Combination +D+0. 750ir+0. 750l Span 1 Max. "." Defl location in Span load Combination Max. "+" Defl Location in Span Vertical Reactions LoadCombination Max Upward from -all Load Conditions Max Upward from Load Combinations Max Upward from Load Cases Max Downward from all l oad Conditio Max Downward from Load Cases (Resis D Only 0.2946 8.009 Support notation : Far left is #1 Support 1 Support 2 • -5.909 5.261-- 5.909 5.261 3.895 3.005 -0.570 -0.370 -0.570 -0.370 3.895 3.005 0.0000 6.000- Values in KIPS Qualls Engineering Structural Engineering Services Sheet: 22 Project: Gallagher Residence Job#: 24168 En1-,~11ccr: r Date: Lateral Analysis Tributary Ate:1. (ft2) Level Component Weight (psf) Tributary Tributary Weight IWeight Length (ft) Height (ft) (lbs) (lbs) Roof 20 28,000 Roof Exterior Wall 15 9.0 10,665 35,215 Interior Wall 7 9.0 3,764 rtoor 15 21.000 2nd Floor Lower Roof 20 27.700 66,932 Exterior Wall 15 9.0 17,010 Interior Wall 7 9.0 5,024 ~: 1,02,146 C, (ASD) W (lbs) V (lbs) 0.108 1,02,146 10,993 Level w. (kips) h,. (ft) W,h/ (k-ft) ~ V, (lbs) Arca (ft1 V, (psf) I:(W,h,. k) Roof 35.2 19 669 0.53 5,785 1,400 4.1 2nd Floor 66.9 9 602 0.47 5,208 2,785 1.9 ~: 1,271 1:: 6.0 C, h,, X T. k 0.02 19 0.75 0.18 1.0 Wind Check Ps 10.7 North-South East-West Level V, (psf) Level Height (ft) Diaphragm V, (psi) Depth (ft) Roof Peak Roof Peak 24.25 Roof 19 61 1.8 Roof 19 3.1 2nd rtoor 9 93 1.1 2nd Floor 9 2.3 :E: 2.9 5.3 Direction Governing Load North-South Seismic I 6.0 psf East-West Seismic I 6.0 psf Qualls Engineering Structural Engineering Services Direction North-South Level Roof 2nd Floor Controlling Load Seismic V,(psf) 4.1 1.9 North-South Level Grid Wall1 Roof B D A B 2nd Floor C D F Grid B D A B C D F Wall2 3 3.25 2.75 3.5 ~.25 4 Sheet: 23 ----- Project: Gallagh er Residence Job#: 24168 Engineer: __,_F _________ _ Date: Lateral Design TribArea VDirect V Directly V Offset V Cumulative (ftl (lbs) Above (lbs) Above (lbs) (lbs) 938 938 1,921 1,921 180 0 180 595 938 1,533 350 0 350 1,309 1,921 3,230 458 0 458 Wall Length (ft) Effective Effective Wall 3 Wall4 Total Total Minimum V (pit) V (pit) SW Type (h:2w (h:2w adjusted) adjusted) 6.25 4.347222 3 150 216 (E 21.5 19.59722 3 89 98 GE 12.75 12.75 12.75 14 14 GE 5.75 3.680556 2.75 267 291 4E 7 5.444444 3.5 so 64 GE 12.75 9.069444 3 253 356 3E 8 7.111111 4 57 64 GE Qualls Engineering Structural Engineering Services Direction East-West Level Roof 2nd Floor Controlling Load Seismic Vx (psf) 4.1 1.9 East-West Level Grid Wall 1 2 3 Roof 5 7 8 4 5 211d Floor SA 7 8 9 Grid 2 3 5 7 8 4 5 7 8 9 Wall 2 Sheet: 24 ----- Project: Gallagher Residence Job#: 24168 Engineer: ..,t.;:;.F _________ _ Date: Lateral Design Trib Area V Direct V Directly V Offset V (fl) (lbs) Above (lbs) Above (lbs) Cumulative (lbs) 186 186 1,169 I, I <,9 1,405 1,405 1,756 1,756 930 930 247 0 247 353 0 353 363 0 1,405 1,768 150 150 1,025 930 1,954 458 0 458 Wall Length (ft) Effective Effective Wa113 Total Total Minimum V (plf) SW Type (h:2w V (plf) (h:2w adjusted) adjusted) 4.75 4.75 4.75 39 39 6E 17.75 17.75 5.75 66 66 6E 14.75 14.75 14.75 95 95 21.5 21.5 10 82 82 17 17 17 55 55 7 5.444444 3.5 35 45 6E 8 7.111111 4 44 50 6E 8 8 8 221 221 6E 3 2 3 50 75 6E 11.5 11.5 5.5 170 170 6E 6 6 6 76 76 6E Qualls Engineering Structural Engineering Services North-South Roof D A B 2nd Floor C 3.5 D 3 F 4 North-South C (lbs) T (lbs) Roof D 804 0 A 127 0 B 2,399 1,188 2nd Floor C 450 286 D 2,280 1,684 F 515 0 East-We~t L..,min ft Roof 2 4.75 3 4 5 2nd Floor SA 7 8 9 East-West C (lbs) T (lbs) 2 352 13 Roof 3 593 379 4 317 0 s 398 8 2nd Floor SA 3,569 3,021 7 449 103 8 3,051 2,426 9 687 334 Project: Gallagher Residence Engineer: F ------------ Overturning v (plf) Add'lM01 ft-lbs 89 14 267 so 253 57 HD Capacity DCR (lbs) None 600 0.00 None 600 0.00 IIDU2 3,075 0.39 None 600 0.48 llt'.\]lj 2,000 0.84 None 600 0.00 v (plf) Add'lM01 M., ft-lbs 39 66 35 44 221 so 170 76 HD Capacity DCR (lbs) None 600 0.02 None 600 0.63 None 600 0.00 None 600 O.Ql IIDU2 3,075 0.98 None 600 0.17 HDU2 3,075 0.79 None 600 0.56 Sheet: 25 Job#: 24168 Date: Add'lM,,. ft-lbs Add'lM, .. ft-lbs 11 1 M, .. ft-lbs 11 250 12 062 8,762 723 2,250 4,240 M, .. ft-lbs 2,031 1,613 1,501 1,960 5,522 1,305 4,327 2 671 Qualls Engineering Structwal Engineering Services Project: Engineer: FOUNDATION DESIGN Gallagher Residence JF Sheet: _.;;;2...;;.6 __ _ Job#: 24168 Date: Allowable Soils Bearing Capacity 2,000 psf _:j 12 18 2#4 inch wide x New Foundation design b = 12 d = 18 inch deep footing with top and bottom Existing Foundation design b = 15 d = 18 7====== Allowable Max Line Load (N) W ma., = b X ASBP (E) \V max = b X ASBP Allowable Max Point Load (N) P ma., = b X 2d X ASBP (E) P ma., = b X 2d X ASBP Spread Footing Design F2= 2 F2.5 = 2.5 F3= 3 F3.5 = 3.5 F4= 4 FS = 5 Maximum reaction : FB-2 + (E) Beam 8400 = = = 2,000 plf 2,500 plf 6,000 lbs 7,500 lbs foot square footing with 3 # 4 each way @ btm p max = 8,000 lbs foot square footing with 3 # 4 each way @ btm P max = 12,500 lbs foot square footing with 4 # 4 each way @ btm P m,x = 18,000 lbs foot square footing with 4 # 5 each way @ btm pmax = 24,500 lbs foot square footing with 5 # 5 each way @ btrn Pm:,x = 32,000 lbs foot square footing with 6 # 5 each way @ btm p max = 50,000 lbs lbs Provide F2.5 SIMPSON Strong-Tie Anchor Designer™ Software Version 3.2.2311.2 1,Project information Project description: Location: Fastening description: 2. Input Data & Anchor Parameters General Design method:ACI 318-19 Units: Imperial units Anchor Information: Anchor type: Bonded anchor Material: F1554 Grade 36 Diameter (inch): 0.625 Effective Embedment depth, her (inch): 9.000 Code report: ICC-ES ESR-4057 Anchor category: - Anchor ductility: Yes hm1n (inch): 10.38 Coe (inch): 18.37 Cm1n (inch}: 1.75 Sm1n (inch): 3.00 Recommended Anchor Anchor Name: SET-3G™ -SET-3G w/ 5/8"0 F1554 Gr. 36 Code Report: ICC-ES ESR-4057 " 1116 f/) Q ·') i ' ,;,: ....... ,. •• 1, Company: QUALLS ENGINEERING Engineer: JACOB FARABAUGH Project: GALLAHGER RESIDENCE Address: Phone: E-mail: Base Material Concrete: Normal-weight Concrete thickness, h (inch): 18.00 State: Cracked Compressive strength, f c (psi): 2500 4-'c,v: 1.0 I Date: l I Page: I 27 Reinforcement condition: Supplementary reinforcement not present Supplemental edge reinforcement: Not applicable Reinforcement provided at corners: No Ignore concrete breakout in tension: No Ignore concrete breakout in shear: No Hole condition: Dry concrete Inspection: Continuous Temperature range, Short/Long: 150/110°F Reduced installation torque (for AT-3G): Not applicable Ignore 6do requirement: Not applicable Build-up grout pad: No Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 w. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com SIMPSON Strong-Tie Anchor Designer™ Software Version 3.2.2311.2 Load and Geometry Load factor source: ACI 318 Section 5.3 Load combination: not set Seismic design: Yes Anchors subjected to sustained tension: No Ductility section for tension: 17.10.5.2 not applicable Ductility section for shear: 17.10.6.2 not applicable Oo factor: not set Apply entire shear load at front row: Yes Anchors only resisting wind and/or seismic loads: Yes Strength level loads: Nus [lb]: 4229 Vuax [lb]: 0 Vuay [lb]: 0 <Figure 1> 0lb z t Company: QUALLS ENGINEERING I Date: I Engineer: JACOB FARABAUGH I Page: l 28 Project: GALLAHGER RESIDENCE Address: Phone: E-mail: 42291b 0lb Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 84588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com SIMPSON Strong-Tie II> <Figure 2> Anchor Designer™ Software Version 3.2.2311.2 CX) Company: Engineer: Project: Address: Phone: E-mail: CX) QUALLS ENGINEERING I Date: I JACOB FARABAUGH I Page: I 29 GALLAHGER RESIDENCE 0 lJ") . \D 0 0 M ~ 0 lJ") . \D Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com SIMPSON Strong-Tie Anchor Designer™ Software Version 3.2.2311.2 3, Resulting Anchor Forces Company: Engineer: Project: Address: Phone: E-mail: Anchor Tension load, Nu, (lb) Shear load x, Vu■x (lb) 4229.0 Sum 4229.0 Maximum concrete compression strain (%o): 0.00 Maximum concrete compression stress (psi): 0 Resultant tension force (lb): 4229 Resultant compression force (lb): 0 0.0 0.0 Eccentricity of resultant tension forces in x-axis, e'N, (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e'Ni (inch): 0.00 4, Steel Strength of Anchor in Tension 1sec, 17,6,1) N .. (lb) ,p ¢N •• (lb) 13110 0.75 9833 s. Concrete Breakout Strength of Anchor in Tension 1sec, 17,6,2) No= kcl,✓fcho11•5 (Eq. 17.6.2.2.1) kc Ao f C (psi) h., (in) 17.0 1.00 2500 9.000 22950 0.751/JNcb = 0.75¢ (ANcl ANco)'P.d,N'Pc,N'Pcp,NNb (Sec. 17.5.1.2 & Eq. 17.6.2.1a) QUALLS ENGINEERING JACOB FARABAUGH GALLAHGER RESIDENCE Shear load y, Vu,r; (lb) 0.0 0.0 ANc (in2) ANco (in2 Ca.min (in) 'Pod,N 'Pc,N 'Pcp,N 351.00 729.00 6.50 0.844 1.00 1.000 22950 §, Adhesive Strength of Anchor in Tension 1sec, 17,§,S) fie.er = 'l'k,crfstioMormKsa,(fc/2,S00)"aN.•el• '11<,cr (psi) fshorf..lerm K.,,, aN.iels fc (psi) n flc,cr (psi) 1356 1.00 1.00 1.00 2500 0.24 1356 Noe= AaTcr11'deher(Eq. 17.6.5.2.1) la Tcr (psi) d, (in) hot (in) Nba (lb) 1.00 1356 0.63 9.000 23962 0.75,PNo = 0.75,p (ANol AN,o)'f',d,N• 'l'cp,N•Nba (Sec. 17.5.1.2 & Eq. 17.6.5.1a) ANa (in2) AN.a (in2) CNa (in) Cs,mio, (in) 'Jf.d,N• Nao (lb) 227.82 307.10 8. 76 6.50 0.923 1.000 23962 l Date: l I Page: I 30 Shear load combined, ✓(Vuax)2+(Vuay)2 (lb) 0.0 0.0 0.75¢N"" (lb) 0.65 4549 0.75,pN, (lb) 0.65 7995 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtle.com SIMPSON Strong-Tie 11, Results Anchor Designer™ Software Version 3.2.2311.2 lateractjon of Tensile and Shear forces (Sec, 17,8) Tension Factored Load, Nua (lb) Steel 4229 Concrete breakout 4229 Adhesive 4229 Company: QUALLS ENGINEERING Engineer: JACOB FARABAUGH Project: GALLAHGER RESIDENCE Address: Phone: E-mail: Design Strength, 111Nn (lb) Ratio 9833 4549 7995 0.43 0.93 0.53 SET-3G w/ 518"0 F1554 Gr. 36 with hef = 9.000 inch meets the selected design criteria. 12, Warnings I Date: I l Page: l 31 Status Pass Pass (Governs) Pass -Per designer input, the tensile component of the strength-level earthquake force applied to anchors does not exceed 20 percent of the total factored anchor tensile force associated with the same load combination. Therefore the ductility requirements of ACI 31817.10.5.2 for tension need not be satisfied -designer to verify. -Per designer input, the shear component of the strength-level earthquake force applied to anchors does not exceed 20 percent of the total factored anchor shear force associated with the same load combination. Therefore the ductility requirements of ACI 318 17.10.6.2 for shear need not be satisfied -designer to verify. -Designer must exercise own judgement to determine if this design is suitable. -Refer to manufacturer's product literature for hole cleaning and installation instructions. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com STORM WATER POLLUTION PREVENTION NOTES 1. ALL NECESSARY EQUIPMENT AND MATERIALS SHALL BE AVAILABLE ON SITE TO FACILITATE RAPID INSTALLATION OF EROSION AND SEDIMENT CONTROL BMPs WHEN RAIN IS EMINENT. 2. THE OWNER/CONTRACTOR SHALL RESTORE ALL EROSION CONTROL DEVICES TO WORKING ORDER TO THE SATISFACTION OF THE CITY INSPECTOR AFTER EACH RUN-OFF PRODUCING RAINFALL. 3. THE OWNER/CONTRACTOR SHALL INSTALL ADDITIONAL EROSION CONTROL MEASURES AS MAY BE REQUIRED BY THE CITY INSPECTOR DUE TO INCOMPLETE GRADING OPERATIONS Of UNFORESEEN CIRCUMSTANCES WHICH MAY ARISE. D'J 4. ALL REMOVABLE PROTECTIVE DEVICES SHALL BE IN PL4 AT THE END OF EACH WORKING DAY WHEN THE FIVE (~ DAY RAIN PROBABILITY FORECAST EXCEEDS FORTY PECM T ( 40%). SILT AND OTHER DEBRIS SHALL BE REMOVED AF5 R EACH RAINFALL. ; 5. ALL GRAVEL BAGS SHALL CONTAIN 3/4 INCH MINIMUM ~ AGGREGATE. CT -■ 6. ADEQUATE EROSION AND SEDIMENT CONTROL AND PERI.TER PROTECTION BEST MANAGEMENT PRACTICE MEASURES ~T BE INSTALLED AND MAINTAINED. r+ 0 7. THE CITY INSPECTOR SHALL HAVE THE AUTHORITY TO A.WER TH'IS PLAN DURING OR BEFORE CONSTRUCTION AS NEEi:S TO ENSURE COMPLIANCE WITH CITY STORM WATER QUAigi' REGULATIONS. -■ ::, u, "C ~ ~ _OWNER'S CERTIFICATE:_ g• I I UNDERSTAND AND ACKNOWLEDGE THAT I MUST: (1) IMPLEMENT BEST MANAGEMENT PRACTICES {BMPS) DURING CONSTRUCTION ACTIVIITlES 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 ACTliVlTIE:S UNTIL THE CONSTRUCTION WORK IS COMPLETE AND APPROVED BY THE CITY OF CARLSBAD. MICHAEL GALLAGHER OWNER(S)/OWNER'S AGENT NAME {PRINT) MICHAEL t;ALLAt;HER OWNER{S)70WNER1S AGENT NAME {.-SIG_N_A TU-R---,E)- E-29 :J.,2..:J.,2..,2.0,2.4 DATE STORM WATER COMPLIANCE FORM TIER 1 CONSTRUCTION SWPPP E-29 CB 2024-2574 SW_ 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 C: ..., C: C: 0 ..., 0 0 :;:; C: C: 'O :;:; :;:; c,, 0 Cl) 'O Cl) 'O (/) C: (.) (.) C: C: c,, E C: E C: ..., 0 ..., :, 2 0 '6 ·.:: .e-0 0 0 E Cl) ... :;:; ... Cl) (I) ::::E 'O (/) c,, ... ..., ..., C: :, >.. c,, ..., C: Cl) ... $;. (I) c (/) (/) fl) ~ ·.:: <:::::.. c:r ... 0 C: (/) c,, a. (I) 8 ... ~ 0 Best Management Practice* <Id Oo "E -C: fl) <!) w C: 0 $;. 0 (Il a. 0 Cl) Cl) :;:; :i::-(/) 3 (/) ... Cl) 0 C: Cl) ..., (I) 0 ..., .c: I-(.)1.. (/) 'O Q> (/) ::::E ! (I) C: C: (BMP) Description (/) .I.I. Cl)(/) $;. E c,, Cl) c,, CD ·5 C: c,, 'O (/) i ➔ Cl) .Ill. C: C: 0 :::, ..., Cl) (/) Cl) .m. :, ~ Cl) 0 ..., 0 0 3 C: ... 0 ~~ 'O >.. 0 (/) C: C: 0 c,, ~ E :, E :;:; ... (.) C: 0 0 CD V) ·-c,, 0,-(.) (I) 0 0 .m. X ::::E 0 c,, 0 C: Cl) a:: E 0 E] N Cl) ~o (.) O"l+J Cl) .,!?.5 0 II) 0 ·a. 1..-3:: Cl) 0 Cl) Cl) 0 Cl) .E .¥ 1 -:, ..c = ~ =3 .... -:0 ·-0, j a.. e c,, 'O c,, 'O .c: C: Cl) LL Cl) :, ·--o Cl)t, C: 0 (.) C: '-C .¥ 'O 0 60 ..., -·-8-(.) ... 'O ... ..., ..c ... ..C C ·5 a; 0 •-C Cl) L. (.) _..., 0 0 'O Cl) Cl) (I)(.) C: 0 0 -o ..., ..., 0 = C: ·-C: N C: ... 0 -C 0 c,, .E 0 .c: Cl) 0 Cl) i .~;:; ~ t3 ..c ('-;; .b 0 ~ ti a: C '-0 a. 0 Cl)_ o_ 0 -0. 0 ~~ oo <!) i7i ;:;:; ;-<n> ii, .c. (/) a:: 3:: a.. a..o a.. >U ::::E (/) ::::E V) V)(.) :J:::::E CASQA Designation ➔ r--r:o 0) ~ ,.,, '<t' I() r--r:o 0 -N -,.,, r--r:o N ,.,, '<t' I() co co 'T I I I I 'T I I I I I I I I I I I I I I I I I I (.) (.) (.) (.) w w w w w w w w ~ ~ V) V) V) V) i i i i i i Construction Activity w w w w Cl) V) V) (/) V) V) Cl) V) z z z z )C Gradina /Soil Disturbance X X Trench inn,/Excnvotion ll • Stockoilina X X X X X X • Drillinn/Borina Concrete/ Asoholt Sowcuttino Concrete Flotwork Povino r.onrl11it/PiM Installation l{ StuccoAiortor Work X ) Wciste Oisnnsol X ll Staaina/Lav Down Area X Ix X X X X Fnuioment ~;-.;,-• ..... 11-io and F110linn us Sqbstan,-,. llsP./":; ""' ·- Dewoterina Site Access A,-ross 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. SHOW THE LOCATIONS' OF ALL CHOSEN BMPs ABOVE ON THE PROJECTS' SliE PLAN/EROSION CONTROL PLAN. SEE' THE REVERSE SIDE OF THi$ SHEET FOR A $AMPLE EROSION CONTROL PLAN. PROJECT INFORMATION 1384 CYNTHIA LN Site Adcress: ____ ...:.....:...::..._ _____ _ 156-231-53-00 Assessor's Parcel Number:-------- Emergency Contact: MICHAEL GALLAGHER Nome:===========~ 858.449.4785 24 Hour Phone:===========- Construction Threat to Storm Water Quality {Check Box) 0 MEDIUM or] LOW (I) ..., (/) o-3:: C: Cl) cu E ..., Cl) Cl) c,, l::;o C: C: oc U::::E r:o I i X X Page 1 of 1 REV 02/16